A prefabricated shear wall and its connection method

Abstract

This invention relates to the field of prefabricated building technology, and more particularly to a prefabricated shear wall and its connection method. The prefabricated shear wall includes: a wall body installed on a foundation, with multiple mortar-anchor connection grooves evenly spaced at the bottom of the wall body. Each mortar-anchor connection groove consists of a first groove segment and a second groove segment connected from bottom to top. A support rod and a limiting plate are detachably connected to the side of the wall body near the mortar-anchor connection groove, with the bottom ends of both the support rod and the limiting plate fixedly connected to the foundation. A baffle is provided on the side of the mortar-anchor connection groove facing away from the groove body, and a chute with a T-shaped chute is placed on top of the baffle. A reinforcing steel column with its top extending into the first groove segment is provided at the top of the foundation. This invention significantly improves the efficiency of hoisting construction by injecting UHPC grout in stages. After the UHPC grout in the first groove segment has initially set, the baffle is removed to complete the filling of the second groove segment, achieving visualized control of grouting quality and excellent joint mechanical properties.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, and in particular to a prefabricated shear wall and its connection method. Background Technology

[0002] New-type building industrialization is the core direction for the transformation and upgrading of my country's construction industry and the realization of green and low-carbon development. Prefabricated concrete buildings have been widely promoted and applied in the construction industry due to their advantages such as high industrial production efficiency, controllable component quality, short on-site construction cycle, energy saving and environmental protection. As the core vertical load-bearing and lateral force resisting components in the prefabricated concrete structural system, the prefabricated shear wall undertakes the core functions of vertical load transfer and horizontal seismic action and wind load resistance. The vertical connection nodes between the upper and lower walls are the key core parts to ensure the overall mechanical performance, seismic performance and service safety of the structure. The connection method of prefabricated shear walls is the core technical means to achieve reliable force transmission at vertical nodes, ensure the construction quality of nodes, and improve on-site construction efficiency. It is widely used in various prefabricated building projects such as multi-story residential buildings, student dormitories, tourist homestays, and temporary housing.

[0003] Currently, the mainstream technologies for vertical connection of prefabricated shear walls include sleeve grouting connection and traditional corrugated pipe grout anchor lap connection. However, in actual engineering applications and on-site construction, there are still many technical defects and shortcomings that need to be addressed, specifically as follows: First, during the hoisting process of existing prefabricated shear walls, it is difficult to align the reinforcing bars, the tolerance for joint errors is poor, the hoisting time for a single wall section is long, and the construction efficiency is low. Second, traditional connection technologies use ordinary grouting materials or concrete as joint bonding materials, which requires large anchorage and lap lengths for reinforcing bars, resulting in high redundancy in component design. The ductility, crack resistance, and structural stiffness of the joints are insufficient, making it difficult to simultaneously consider the convenience of joint construction, the safety reserve of the structure, and the economy of the project, which is not conducive to the standardized, industrialized, and large-scale promotion and application of prefabricated buildings.

[0004] Therefore, it is necessary to provide a new prefabricated shear wall and its connection method to solve the above-mentioned technical problems. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a prefabricated shear wall and its connection method.

[0006] The prefabricated shear wall provided by the present invention includes: a wall body set on the foundation, a plurality of mortar anchor connection grooves are equally spaced at the bottom of the wall body, a support rod is detachably fixedly connected to the middle part of the side of the wall body near the mortar anchor connection groove by bolts, and the bottom end of the support rod is fixedly connected to the foundation; a limit plate is detachably fixedly connected to the bottom of the side of the wall body near the mortar anchor connection groove by bolts, and the bottom of the limit plate is fixedly connected to the foundation.

[0007] Preferably, the grout anchor connection groove is composed of a first groove segment and a second groove segment connected from bottom to top. The cross-section of the first groove segment is square, and the cross-section of the second groove segment is right-angled triangle.

[0008] Preferably, a baffle is provided on the side of the grout anchor connection groove facing away from the groove body, and the height of the baffle is the same as the height of the first groove section.

[0009] Preferably, a slide is placed on top of the baffle, and a T-shaped chute is formed on the top of the slide.

[0010] Preferably, steel reinforcement rings are provided on both sides of the wall, and outer wall wings are integrally formed at both ends of the side of the wall away from the grout anchor connection groove, with the width of the outer wall wings being greater than the width of the steel reinforcement rings.

[0011] Preferably, a steel column is provided on top of the foundation, and the top of the steel column is located in the first trench section.

[0012] The connection method for prefabricated shear walls provided by this invention, based on the aforementioned prefabricated shear wall, includes the following steps: S1 Construction Preparation: Complete the pre-embedding and positioning verification of the steel column on the foundation, measure and mark the installation positioning line and control line of the prefabricated shear wall, verify the elevation of the top surface of the foundation, and at the same time conduct on-site acceptance of the wall, check the quality certificate, appearance dimensions and forming accuracy of the grout anchor connection groove of the component, and unqualified components shall not be used. S2 hoisting and positioning: Hoist the wall to the installation position above the foundation, adjust the wall posture so that the steel bars embedded in the foundation extend into the first section of the grout anchor connection groove at the bottom of the wall. After positioning, adjust the elevation, plane position and verticality of the wall so that its deviation meets the requirements of the current specifications. S3 Temporary Fixing and Limiting: Fix and limit the bottom of the wall to the foundation using the limiting plate, then install the support rod, and detachably fix both ends of the support rod to the wall and the foundation respectively. Check and correct the verticality of the wall, and release the hoisting equipment after confirming that it is firmly fixed. S4 Base cleaning: Remove debris, dust and water from the first and second sections of the grout anchor connection groove to ensure that the inner wall of the groove is clean, dry and free of impurities that may affect the adhesion of the grout. S5 Grouting Auxiliary Tooling Installation: Install a baffle on the side of the first section of the grout anchor connection groove facing away from the groove body to complete the sealing and plugging of the side of the first section. Place a chute on the top of the baffle so that the T-shaped chute discharge end of the chute is connected to the top groove opening of the first section. S6 First Tank UHPC Injection: Prepare self-leveling UHPC grout according to the design ratio, and continuously inject UHPC grout into the first tank through the T-shaped chute of the chute until the grout completely fills the first tank. S7 Second Slot Filling and Finishing: After the UHPC grout in the first slot has initially set, remove the baffle, use a trowel to fill the second slot with UHPC grout and compact and smooth it, so that the grout fills the entire grout anchor connection slot, and the node grouting construction is completed. S8 Curing and Post-treatment: Curing is carried out on the grout-anchor connection nodes after grouting is completed. After the UHPC grout strength reaches the demolding strength required by the design, the support rods and limiting plates are removed to complete the vertical connection of the prefabricated shear wall.

[0013] Preferably, in step S2, steel shims are used to adjust the bottom elevation of the wall before it is hoisted and positioned, and the steel shims are evenly and firmly arranged along the length of the wall.

[0014] Preferably, in step S3, each wall panel is provided with at least two support rods. The distance between the upper fixing point of the support rod and the bottom of the wall is 2 / 3 of the wall height. The horizontal projection of the support rod is perpendicular to the wall panel surface, and the verticality deviation of the wall is controlled within the allowable range of current specifications.

[0015] Preferably, in step S6, the UHPC slurry is prepared by metering and mixing UHPC dry mix, copper-plated steel fiber, water and water-reducing agent according to the design ratio, wherein the copper-plated steel fiber has a length ≥16mm and a volume content ≥1.5%; the prepared UHPC slurry has a compressive strength ≥120MPa and a tensile strength ≥5MPa.

[0016] Compared with related technologies, the prefabricated shear wall and its connection method provided by the present invention have the following advantages: This invention features an open-type grout anchor connection groove at the bottom of the wall, replacing the traditional closed grouting sleeve and corrugated pipe structure. During hoisting, the pre-embedded steel bars in the foundation can be directly and visually extended into the groove, significantly reducing the accuracy requirements and operational difficulty of steel bar alignment, and significantly improving the fault tolerance of the joints. At the same time, it is equipped with a limiting plate and an adjustable support rod, which can quickly complete the bottom horizontal limiting and vertical correction and fixation after the wall is placed, eliminating the need for repeated adjustments to the wall position and saving the cumbersome steel bar alignment and adjustment process in traditional technology. The time required for hoisting and temporary fixing of a single wall section is greatly shortened, significantly improving the efficiency of on-site installation and construction, while reducing the professional skill requirements for on-site workers.

[0017] This invention uses ultra-high performance concrete (UHPC) as the core bonding and anchoring material for joints. Leveraging UHPC's ultra-high compressive strength (≥120MPa), tensile strength (≥5MPa), high density, and strong bond with reinforcing bars, it can significantly shorten the anchorage and lap length of reinforcing bars, effectively reducing the design dimensions of the grout-anchor connection groove and lowering design redundancy in components. Simultaneously, the copper-plated steel fibers incorporated into UHPC achieve tensile strain hardening, effectively suppressing the generation and propagation of cracks during joint stress, significantly improving the ductility, crack resistance, and structural stiffness of the joint. Combined with the fully cavity-filled, densely packed grout-anchor connection structure, the overall mechanical properties of the joint are superior to those of equivalent cast-in-place structures, providing ample safety reserves.

[0018] This invention establishes a phased, visualized grouting system by configuring the grout-anchor connection groove into two interconnected sections, along with a dedicated grouting fixture consisting of baffles and a chute with T-shaped chutes. During the grouting of the first section, the grouting height, filling status, and liquid level changes of the UHPC grout can be directly observed through the open structure at the top of the groove. When the grout level is flush with the top surface of the first section, the grouting fullness can be directly determined without the need for specialized non-destructive testing equipment. After the first section is grouted, the baffle is removed, and the second section can be filled and compacted directly with a trowel, eliminating grouting dead zones and ensuring the full cavity filling density of the entire grout-anchor connection groove. This achieves visualized control of the entire process of node construction quality from grouting to forming, fundamentally guaranteeing the reliability of the node connection. Attached Figure Description

[0019] Figure 1 This is a structural schematic diagram of the prefabricated shear wall provided by the present invention; Figure 2 for Figure 1 The diagram shows the structure of the limiting plate. Figure 3 for Figure 1 The diagram shows the structure of the baffle. Figure 4 for Figure 1 The diagram shows the structure of the slide. Figure 5 for Figure 1 A schematic diagram of the cross-sectional structure of the grout anchor connection groove shown; Figure 6 A schematic diagram of the overall flow of the connection method for prefabricated shear walls provided by the present invention; Figure 7 for Figure 6 The diagram shows the hoisting and positioning process. Figure 8 for Figure 6 The flowchart shown illustrates the temporary fixing and limiting process. Figure 9 for Figure 6 The diagram shows the process flow for grassroots cleaning. Figure 10 for Figure 6 The diagram shows the installation process of the grouting auxiliary tooling. Figure 11 for Figure 6 The diagram shows the process flow for the first section of UHPC injection. Figure 12 for Figure 6 The diagram shows the process flow for filling and finishing the second trench section. Figure 13 for Figure 6 The diagram shows the maintenance and post-treatment process.

[0020] The following are labeled in the diagram: 1. Foundation; 2. Wall; 3. Grouting anchor connection groove; 4. Support rod; 5. Limiting plate; 6. First groove section; 7. Second groove section; 8. Baffle; 9. Slide; 10. T-shaped slide; 11. Reinforcing ring; 12. Outer wall wing; 13. Reinforcing column. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely for explaining the invention and are not intended to limit the invention.

[0022] The specific implementation of the present invention will be described in detail below with reference to specific embodiments.

[0023] like Figures 1 to 5 As shown, a prefabricated shear wall includes: a wall 2 set on a foundation 1, the wall 2 being a precast reinforced concrete shear wall, which is produced and formed in a prefabrication plant using standardized molds. The concrete strength grade of the wall 2 is C35, and the reinforcing steel is HRB400 grade ribbed steel, which meets the relevant requirements of the "Technical Standard for Prefabricated Concrete Buildings".

[0024] Multiple grout anchor connection grooves 3 are equidistantly provided at the bottom of the wall 2 along its length. The center-to-center distance between adjacent grout anchor connection grooves 3 is 800mm. The number of grout anchor connection grooves 3 on a single wall 2 is adapted to the length of the wall 2 to ensure uniform stress at the joints. Each grout anchor connection groove 3 consists of an interconnected first groove segment 6 and a second groove segment 7 from bottom to top. The first groove segment 6 has a square cross-section and internal dimensions of 180mm×90mm×270mm, which is suitable for the reinforcement lap anchorage requirements. The second groove segment 7 has a right-angled triangle cross-section. The vertical right-angled side of the right-angled triangle is flush with the inner wall of the first groove segment 6, and the horizontal right-angled side is flush with the top surface of the first groove segment 6. The groove depth is the same as that of the first groove segment 6, forming an open filling cavity to facilitate subsequent filling construction and finishing treatment.

[0025] A support rod 4 is detachably and fixedly connected to the middle of the side of the wall 2 near the grout anchor connection groove 3 by high-strength bolts. The support rod 4 is an adjustable threaded steel inclined support with an adjustment stroke of not less than 150mm. The bottom end of the support rod 4 is detachably and fixedly connected to the foundation 1 through an internal threaded sleeve pre-embedded in the foundation 1. A limit plate 5 is detachably and fixedly connected to the bottom of the side of the wall 2 near the grout anchor connection groove 3 by high-strength bolts. The limit plate 5 is made of Q235 steel limit angle steel. Two sets of limit plates 5 are set at intervals along the length of a single wall 2. The bottom of the limit plate 5 is detachably and fixedly connected to the foundation 1 by expansion bolts to realize the rapid limiting and horizontal displacement constraint of the bottom of the wall 2.

[0026] A baffle 8 is provided on the side of the grout anchor connection groove 3 facing away from the groove body. The baffle 8 is made of wooden template with a thickness of not less than 15mm or steel template with a thickness of 3mm. The height of the baffle 8 is the same as the height of the first groove section 6. The width of the baffle 8 covers the side openings of all grout anchor connection grooves 3 of a single wall 2. Double-sided sealant is pasted on the contact surface between the baffle 8 and the wall 2 to achieve a complete seal on the side of the first groove section 6. A chute 9 is placed on the top of the baffle 8. The chute 9 is made of rigid plastic plate or steel plate. A T-shaped chute 10 is opened on the top of the chute 9. The discharge end of the T-shaped chute 10 is connected to the top groove opening of the first groove section 6 to form a flow guiding structure to prevent UHPC grout from spilling during the grouting process and improve the grouting efficiency.

[0027] Steel rings 11 are spaced along the height direction on both sides of wall 2. The steel rings 11 are made of HRB400 grade steel bars bent into shape. They are welded and fixed to the distributed steel bars of wall 2 during installation, serving as lifting points for wall 2 and connecting components for splicing adjacent walls 2. At both ends of the side of wall 2 away from the grout anchor connection groove 3, an outer wall wing 12 is integrally formed. The outer wall wing 12 and wall 2 are prefabricated reinforced concrete structures in the same batch. The width of the outer wall wing 12 is greater than the outward width of the steel rings 11, which avoids the steel rings 11 being exposed and affecting the appearance of wall 2, while enhancing the out-of-plane stiffness of wall 2 and the load-bearing performance of corner parts.

[0028] At the top of the foundation 1, corresponding to the center position of each grout anchor connection groove 3, a steel column 13 is pre-embedded. The steel column 13 is made of HRB400 grade ribbed steel. The bottom end of the steel column 13 is anchored in the cast-in-place concrete structure of the foundation 1, and the anchorage length is not less than 35d (d is the nominal diameter of the steel column 13). The top end of the steel column 13 extends into the first groove section 6, and the exposed length meets the design lap joint requirements. As the core load-bearing steel for vertical connection, it forms a lap joint force transmission system with the distributed steel bars inside the wall 2.

[0029] like Figures 6 to 13 As shown, the connection method of the prefabricated shear wall in this embodiment is based on the above-mentioned prefabricated shear wall structure and specifically includes the following steps: Step S1 Construction Preparation: First, during the cast-in-place construction stage of foundation 1, the pre-embedding of steel reinforcement columns 13 is completed according to the design drawings. The planar position of steel reinforcement columns 13 corresponds one-to-one with the position of the grout anchor connection groove 3 at the bottom of wall 2. After the pre-embedding is completed, the planar position, verticality, and exposed length of steel reinforcement columns 13 are checked with a steel ruler. The positional deviation is controlled within ±1d, where d is the nominal diameter of steel reinforcement column 13. Subsequently, a blue laser line projector and a 5m steel tape measure are used to measure and mark the installation positioning line of the prefabricated shear wall, the edge line of wall 2, and the 200mm line on the top surface of foundation 1. The control line was checked by mm, and the elevation of the top surface of foundation 1 was checked by laser leveling instrument. The elevation control points were marked and the elevation deviation was controlled within ±2mm. At the same time, the wall 2 was inspected upon arrival. The factory certificate of conformity and concrete strength test report of wall 2 were checked piece by piece to ensure that the concrete strength of wall 2 reached 100% of the design strength and met the hoisting requirements. At the same time, the appearance dimensions of wall 2, the forming accuracy of grout anchor connection groove 3, and the position of embedded parts were checked. Components with appearance damage, groove forming defects, or embedded parts deviation exceeding the standard were strictly prohibited from being used on site.

[0030] Step S2: Lifting and Positioning: Based on the weight and dimensions of wall 2, a 75t truck crane and matching lifting equipment are selected. Lifting points are set through the steel reinforcement rings 11 on both sides of wall 2, with no fewer than two lifting points. For wall 2 exceeding 6m in length, steel beams are used for lifting to ensure even force distribution on each hook. Before lifting, a trial lift is conducted, smoothly lifting wall 2 200mm-300mm off the ground. The lifting is paused to check the levelness of wall 2 and the firmness of the connection between the lifting equipment and the wire rope. If wall 2 is not level, it is adjusted to a level state using wire rope clips or shackles. After confirming that everything is correct, wall 2 is smoothly lifted to the foundation. 1. Stop the wall 2 at 1m above the installation position. Two operators guide the wall 2 to slowly fall from both sides and adjust its posture so that each steel bar column 13 pre-embedded in the foundation 1 extends into the first groove 6 of the corresponding grout anchor connection groove 3 at the bottom of the wall 2. Before the wall 2 is placed, steel shims are used to adjust the bottom elevation of the wall 2. A set of steel shims is arranged every 500mm along the length of the wall 2, with no more than 3 shims in each set, to ensure that the arrangement is uniform and firm. Finally, the elevation, plane position and verticality of the wall 2 are adjusted to the allowable deviation range of the "Technical Specification for Prefabricated Concrete Structures".

[0031] Step S3 Temporary Fixing and Limiting: After the wall 2 is in place, first install the limiting plate 5. The vertical members of the limiting plate 5 are fixedly connected to the bottom of the wall 2 using high-strength bolts, and the horizontal members are fixedly connected to the foundation 1 using pre-embedded internal threaded sleeves, thus completing the limiting constraint on the bottom of the wall 2 and preventing horizontal displacement. Then install the support rods 4. Two support rods 4 are installed on each wall 2. The upper part of the support rod 4 is detachably fixed to the middle of the side of the wall 2 near the grout anchor connection groove 3 using bolts. The upper fixing point is a distance from the wall 2... The bottom distance is 2 / 3 of the height of wall 2. The bottom end of the support rod 4 is detachably fixed to the foundation 1 through pre-embedded bolts. The horizontal projection of the support rod 4 is perpendicular to the surface of the wall 2. After the support rod 4 is installed, the verticality of the wall 2 is corrected by rotating the adjustable screw of the support rod 4 in conjunction with the verification control line of the wall 2. The verticality deviation of the entire height of the wall 2 is controlled within 3mm. After verifying that the wall 2 is firmly fixed and the position deviation meets the requirements, the hoisting hook can be removed and the hoisting operation of the next wall 2 can be carried out.

[0032] Step S4 Base Cleaning: After the temporary fixing of the wall 2 is completed, a combination of high-pressure air blowing and nylon brush cleaning is used to remove debris, dust, and water from the first section 6 and the second section 7 of the grout anchor connection groove 3. At the same time, a wire brush is used to clean the rust, cement slurry, and stains on the surface of the reinforcing steel column 13 to ensure that the inner wall of the groove is clean and dry and that there are no impurities on the surface of the reinforcing steel column 13 that would affect the adhesion of the grout, so as to avoid affecting the bonding performance of the UHPC grout to the concrete of the wall 2 and the reinforcing steel column 13.

[0033] Step S5 Grouting Auxiliary Tooling Installation: Install baffle 8 on the side of the first section 6 of the grout anchor connection groove 3 facing away from the groove body. Apply double-sided sealant with a thickness of not less than 2mm to the contact surface between baffle 8 and wall 2 to ensure tight fit without gaps. Then use self-tapping screws to fix baffle 8 firmly to wall 2, completing the full sealing of the side of the first section 6 to prevent leakage of UHPC grout during subsequent grouting. Then place chute 9 in the center of the top of baffle 8 and adjust the horizontal position of chute 9 so that the discharge end of the T-shaped chute 10 at the top of chute 9 is connected to the top groove opening of the first section 6. The inlet end of the T-shaped chute 10 faces the operator side to facilitate grouting operation.

[0034] Step S6, Section 1 UHPC Injection: First, prepare the UHPC slurry according to the design ratio. The UHPC slurry consists of UHPC dry mix, copper-plated steel fiber, drinking water, and polycarboxylate-based high-efficiency water-reducing agent. The copper-plated steel fiber is 16mm long and has a volumetric content of 2%. Each component is precisely measured using an electronic scale with an accuracy of 0.1g, and the measurement error is controlled within ±2g. A forced single-shaft mixer is used for mixing. First, the UHPC dry mix and copper-plated steel fiber are added to the mixer and dry-mixed for 2.5 minutes. Then, water and water-reducing agent are added and mixed for 4 minutes until the mixture is uniform, free of lumps, and has good self-leveling properties. After mixing, the spread of the UHPC slurry is tested using the table test to ensure that the working performance meets the injection requirements. At the same time, 100 mm of the mixture is left to stand according to the specifications. Compression and tensile test blocks of 100mm×100mm were prepared, and the curing conditions of the test blocks were completely consistent with those of the site nodes. The UHPC grout prepared in this embodiment has a 28-day compressive strength ≥120MPa, a tensile strength ≥8MPa, and a 3-day compressive strength ≥70MPa. Then, a special hopper and a T-shaped chute 10 with a chute 9 were used to continuously pour UHPC grout into the first tank section 6. The self-leveling and self-compacting properties of the UHPC grout were used to fill the internal cavity of the first tank section 6. During the pouring process, the UHPC grout in the first tank section 6 was continuously observed. When the UHPC grout was flush with the top surface of the first tank section 6, it was determined that the first tank section 6 was filled to the brim. The pouring was stopped when the grout was flush with the top opening of the first tank section 6.

[0035] Step S7: Filling and finishing of the second trench section 7: After the UHPC grout in the first trench section 6 has initially set, remove the chute 9 and baffle 8 in sequence, clean up any leaking grout and debris around the trench, and then use a trowel to fill the second trench section 7 with the same batch of UHPC grout. Compact and smooth it in two layers to ensure that the grout completely fills the entire grout anchor connection trench 3 without gaps or hollow areas, and that the surface of the trench is smoothly connected to the surface of the wall 2, thus completing the joint grouting construction.

[0036] Step S8: Curing and post-treatment: The grout-anchor connection nodes after grouting are covered with geotextile membrane for moisture retention and curing for no less than 7 days. During the curing period, collisions and vibrations to the wall 2 are strictly prohibited, and no additional loads are allowed to be applied to the wall 2. Ensure that the temperature and humidity of the curing environment meet the requirements. After the compressive strength of the UHPC grout reaches 100% of the demolding strength required by the design, and the strength test of the test blocks retained in the same batch is qualified, the support rods 4 and the limiting plates 5 are removed in sequence, the construction site is cleaned, and the vertical connection construction of the single prefabricated shear wall is completed.

[0037] The working principle of the prefabricated shear wall and its connection method provided by this invention is as follows: The working principle of rapid installation and precise positioning and fixing: This invention replaces the traditional closed sleeve or corrugated pipe structure by opening grouted anchor connection grooves 3 at equal intervals at the bottom of the wall 2. During the hoisting process, the steel bars 13 pre-embedded in the foundation 1 can be directly and visually extended into the grouted anchor connection grooves 3, which greatly reduces the accuracy requirements for steel bar alignment and solves the problems of difficult steel bar alignment and poor fault tolerance in traditional technology. At the same time, a limiting plate 5 and a support rod 4 are set up. After the wall 2 is hoisted and placed, the limiting plate 5 first quickly completes the rigid limiting constraint between the bottom of the wall 2 and the foundation 1 to avoid horizontal displacement of the wall 2. Then, the adjustable support rod 4 quickly adjusts and locks the verticality of the wall 2. There is no need to repeatedly adjust the position of the wall 2. The time required for hoisting and temporary fixing of a single wall 2 is greatly shortened, and the on-site construction efficiency is significantly improved.

[0038] The working principle of phased visual grouting: This invention sets the grout anchor connection groove 3 as an interconnected first groove segment 6 and second groove segment 7, and uses a grouting fixture consisting of a baffle 8 and a chute 9 with a T-shaped chute 10 to achieve phased and precise grouting of the node. During construction, the baffle 8 blocks the side of the first groove segment 6 to form a closed grouting cavity. The T-shaped chute 10 of the chute 9 guides the UHPC grout to flow smoothly into the first groove segment 6. The cavity is filled by the self-leveling and self-compacting properties of UHPC. At the same time, the overflow of grout can be visually observed through the opening at the top of the first groove segment 6, and the fullness of grouting can be directly determined. This fundamentally solves the quality problems of traditional closed grouting, which cannot visually detect the fullness and is prone to grouting defects. After the first groove segment 6 is grouted, the baffle 8 is removed, and the second groove segment 7 can be filled and compacted with a trowel. There are no dead corners in the grouting, which ensures the filling density of the entire grout anchor connection groove 3 and achieves full-process control of node quality.

[0039] Working principle of high-performance node force transmission and structural optimization. This invention uses UHPC as the core bonding and anchoring material for nodes. UHPC possesses ultra-high compressive strength, tensile strength, high density, and strong bond with reinforcing bars. Compared with ordinary grouting materials and concrete, it can significantly shorten the anchorage length and lap length of reinforcing bars, reduce the design size of the grout-anchor connection groove 3, and reduce the design redundancy of components. At the same time, the copper-plated steel fibers incorporated into UHPC can achieve tensile strain hardening, effectively slowing down the generation and development of cracks during node stress, significantly improving the ductility, crack resistance, and structural stiffness of the node, making the overall mechanical performance of the node superior to that of equivalent cast-in-place structures, with sufficient safety reserves. Through the combination of the slotted grout-anchor connection structure and UHPC material, while simplifying construction procedures and improving installation efficiency, it achieves reliable transmission of vertical loads, horizontal seismic forces, and wind loads, taking into account the convenience of node construction, structural safety reserves, and project economy, and adapting to the promotion needs of standardized and industrialized prefabricated buildings.

[0040] The above description is merely an embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent structural or procedural transformations made based on the content of the present invention specification and drawings, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. A fabricated shear wall, characterized by, include: A wall (2) is set on the foundation (1). Multiple grout anchor connection grooves (3) are equally spaced at the bottom of the wall (2). A support rod (4) is detachably fixed to the middle of the side of the wall (2) near the grout anchor connection groove (3) by bolts. The bottom end of the support rod (4) is fixedly connected to the foundation (1). A limit plate (5) is detachably fixed to the bottom of the side of the wall (2) near the grout anchor connection groove (3) by bolts. The bottom of the limit plate (5) is fixedly connected to the foundation (1). The grout anchor connection groove (3) consists of a first groove segment (6) and a second groove segment (7) connected from bottom to top. The cross-section of the first groove segment (6) is square, and the cross-section of the second groove segment (7) is right triangle. A baffle (8) is provided on the side of the grout anchor connection groove (3) facing away from the groove body. The height of the baffle (8) is the same as the height of the first groove section (6). A slide (9) is placed on the top of the baffle (8), and a T-shaped chute (10) is opened on the top of the slide (9). The wall (2) is provided with steel rings (11) on both sides. The two ends of the wall (2) away from the grout anchor connection groove (3) are integrally formed with outer wall wings (12). The width of the outer wall wings (12) is greater than the width of the steel rings (11). A steel column (13) is provided on the top of the foundation (1), and the top of the steel column (13) is located in the first trench section (6).

2. A connection method for prefabricated shear walls, characterized in that, Based on the prefabricated shear wall of claim 1, the following steps are included: S1 Construction preparation: Complete the pre-embedding and positioning verification of the steel column (13) on the foundation (1), measure and pop up the installation positioning line and control line of the prefabricated shear wall, verify the elevation of the top surface of the foundation (1), and at the same time conduct on-site acceptance of the wall (2). S2 hoisting and positioning: hoist the wall (2) above the installation position of the foundation (1), adjust the posture of the wall (2) so that the steel column (13) pre-embedded on the foundation (1) extends into the first groove (6) of the bottom grout anchor connection groove (3) of the wall (2), and adjust the elevation, plane position and verticality of the wall (2) after it is in place; S3 Temporary Fixing and Limiting: Fix and limit the bottom of the wall (2) to the foundation (1) by using the limiting plate (5), then install the support rod (4), and detachably fix both ends of the support rod (4) to the wall (2) and the foundation (1) respectively. Check and correct the verticality of the wall (2), and release the hoisting tool after confirming that it is firmly fixed. S4 Base cleaning: Remove debris, dust and water from the first section (6) and the second section (7) of the grout anchor connection groove (3) to ensure that the inner wall of the groove is clean and dry; S5 Grouting Auxiliary Tooling Installation: Install a baffle (8) on the side of the first section (6) of the grout anchor connection groove (3) facing away from the groove body to complete the sealing and plugging of the side of the first section (6). Place a chute (9) on the top of the baffle (8) so that the discharge end of the T-shaped chute (10) of the chute (9) is connected to the top opening of the first section (6). S6 First Tank Section (6) UHPC Injection: Prepare self-leveling UHPC grout according to the design ratio, and continuously inject UHPC grout into the first tank section (6) through the T-shaped chute (10) of the chute (9) until the grout completely fills the first tank section (6). S7 Second Slot (7) Filling and Finishing: After the UHPC grout in the first slot (6) has initially set, remove the baffle (8), use a trowel to fill the UHPC grout into the second slot (7) and compact and smooth it, so that the grout fills the entire grout anchor connection slot (3) and completes the node grouting construction; S8 Curing and Post-treatment: Curing is carried out on the grout anchor connection nodes after grouting is completed. After the strength of UHPC grout reaches the demolding strength required by the design, the support rod (4) and the limiting plate (5) are removed to complete the vertical connection of the prefabricated shear wall.

3. The connection method for prefabricated shear walls according to claim 2, characterized in that, In step S2, before the wall (2) is hoisted and placed, steel shims are used to adjust the bottom elevation of the wall (2). The steel shims are evenly and firmly arranged along the length of the wall (2).

4. The connection method for prefabricated shear walls according to claim 2, characterized in that, In step S3, each wall panel (2) is provided with at least two support rods (4). The distance between the upper fixing point of the support rod (4) and the bottom of the wall panel (2) is 2 / 3 of the height of the wall panel (2). The horizontal projection of the support rod (4) is perpendicular to the surface of the wall panel (2).

5. The connection method for prefabricated shear walls according to claim 2, characterized in that, In step S6, the UHPC slurry is prepared by metering and mixing UHPC dry mix, copper-plated steel fiber, water and water-reducing agent according to the design ratio, wherein the copper-plated steel fiber has a length ≥16mm and a volume content ≥1.5%; the prepared UHPC slurry has a compressive strength ≥120MPa and a tensile strength ≥5MPa.

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