A construction method for reaction wall

Abstract

The present invention discloses a construction method for a reaction wall, which comprises the following steps: 1) using unbonded steel strands to make prestressed tendons; 2) constructing a basement reaction wall: 2.1) constructing the basement foundation: when tying the basement floor reinforcement, use horizontally arranged ladder bars to fix the prestressed tendons on top of the reinforcement; 2.2) constructing the basement reaction wall and top slab: when tying the reinforcement, comb and flip the prestressed tendons so that they are vertically upward; 3) constructing the reaction walls of each floor structure on the ground layer by layer: the steps for each layer are as follows: 3.1) installing the loading hole module and assembling and connecting them after adjustment to meet the standards; 3.2) tying the reinforcement, combing and flipping the prestressed tendons so that they are vertically upward, and using horizontally arranged ladder bars to position them; 3.3) installing the formwork; 3.4) pouring concrete; and 4) implementing prestressing tensioning. The present invention is simple to construct, has high efficiency, small precision deviation, and reduces the number of reworks.

Description

Technical Field

[0001] The invention relates to the technical field of three-dimensional reaction structure laboratory construction, in particular to a construction method of a reaction wall. Background Art

[0002] With the continuous emergence of new structural theories and calculation methods, many complex structures require structural testing for verification, and the importance of structural testing is becoming increasingly prominent. Structural laboratories are indispensable hardware platforms for scientific experiments in the field of civil engineering. Three-dimensional reaction structure laboratories are essential equipment platforms for conducting pseudo-static and pseudo-dynamic tests on large, full-scale structures and components. These large-scale, three-dimensional structures, including reaction walls and pedestals, contain numerous internal reinforcement, prestressed steel strands, and embedded components. These structures are large, prestressed, and are uncommon special concrete structures with complex stress conditions.

[0003] The reaction wall is designed in an "L" shape to provide reaction forces for the X and Y coordinates of a plane. It is large, has many holes, is prestressed, and must withstand significant static and dynamic loads. Many internal components require precise positioning to ensure that the relevant instruments and equipment can be accurately positioned and installed on the wall during use. Due to the high positioning accuracy requirements for embedded components and loading holes in the reaction wall, multiple technical measures are required during construction to ensure their accurate positioning to meet the needs of structural testing. Therefore, the reaction wall requires high precision and strict error control. However, current reaction wall construction methods have long construction cycles, large precision deviations, and frequent rework. Summary of the Invention

[0004] The present invention provides a construction method for a reaction wall to solve the technical problems existing in the known technology. The method has the advantages of simple construction, high efficiency, small precision deviation and few rework times.

[0005] The technical solution adopted by the present invention to solve the technical problems existing in the known technology is: a construction method of a reaction wall, which adopts the following steps: 1) using unbonded steel strands to make prestressed tendons, and installing fixed anchors at the lower ends of the prestressed tendons; 2) constructing basement reaction walls: 2.1) constructing basement foundations: when tying the basement floor slab steel bars, the fixed anchors of the prestressed tendons are installed in the floor slab steel bars, and the prestressed tendons are fixed on the top of the basement floor slab steel bars using horizontally arranged ladder bars, and then the basement foundation concrete is poured; 2.2) constructing basement reaction walls and top slabs: when tying the basement reaction wall steel bars, the prestressed tendons are combed and flipped so that they are vertically upward, and when tying the basement top slab steel bars, the prestressed tendons are fixed on the top of the basement top slab steel bars using horizontally arranged ladder bars, and then the formwork is installed, and the basement reaction wall concrete is poured first, and then the basement top slab concrete is poured; 3) constructing the structural reaction walls of each layer on the ground layer by layer: the construction steps of each layer of reaction wall are: 3.1) installing loading holes Module, and after completing the horizontal and height adjustment as well as the front and rear alignment and the lateral gap adjustment, it is connected in pairs; the loading hole module adopts a factory prefabricated structure, and multiple loading holes in horizontal rows and vertical columns are installed on a loading hole bracket; 3.2) Tie the reaction wall and top plate steel bars. Before tying the steel bars, comb and flip the prestressed tendons to ensure that the prestressed tendons are not entangled or misplaced with the reserved steel bars of the foundation. When tying the steel bars, comb and flip the prestressed tendons again to make them vertically upward, and use horizontally set ladder bars to fix the prestressed tendons on the top of the top plate steel bars; after the top layer of ladder bars is installed, install an anchor plate on the ladder bars, the prestressed tendons pass through the anchor plate, and the anchor plate is fixed to the top layer of reaction wall steel bars; 3.3) Install the reaction wall plain concrete formwork and the top plate formwork, the plain concrete formwork is fixed on the loading hole, and the loading hole is used as the wall hole for tension bolts; 3.4) Cast the reaction wall and top plate concrete; 4) After the concrete strength of the top reaction wall reaches 100%, implement prestressing tensioning.

[0006] The advantages and positive effects of the present invention are:

[0007] 1) Embedded parts are modularized, and the factory's advanced processing technology is used to manufacture loading hole installation modules with high precision, which can improve the on-site installation accuracy and construction efficiency; the loading holes are machined, assembled, and welded to fix the structure with high precision; a positioning flange with auxiliary positioning holes is used, which makes construction and positioning simple; the bracket nodes adopt a dual fixing structure of bolt connection and spot welding connection, which is convenient for improving accuracy and lays the foundation for improving the accuracy of the module; the loading holes are dual fixed by bolt connection and spot welding connection between the support plate and the bracket, with high precision; the 45° bent transition part forms a diagonal brace with good supporting performance; in summary, the loading holes are integrated in the module with high manufacturing precision, which can improve the installation accuracy and construction efficiency of subsequent on-site assembly.

[0008] 2) Refined adjustment: Two sets of longitudinal horizontal support rods are set at the top and bottom of the loading hole installation module to form two adjustment planes. The longitudinal horizontal support rods are used as support. Four height adjustment points and four leveling points are evenly distributed in the top adjustment plane, and four leveling points are evenly distributed in the bottom adjustment plane. The adjustment mechanisms on the four height adjustment points and eight leveling points in the upper and lower adjustment planes work together. The use of threaded adjustment allows for fine-tuning, which can accurately adjust the height and level of the loading hole installation module and improve the installation accuracy of the loading hole. In addition, the leveling and height adjustment structures are simple and reasonably arranged, which is convenient for on-site application and has few safety hazards. The height adjustment adopts a spiral transmission mechanism, which is easy to operate and can improve the installation efficiency of the loading hole module. No large-scale lifting equipment is required, and the cost is low.

[0009] 3) Assembly-based design: By utilizing a straightedge constructed from two industrial rails, the alignment of the reaction wall loading hole modules and the construction length requirements for connecting the modules together can be met. The straightedge utilizes two parallel industrial rails connected by an outer connecting plate and connecting bars inserted into each rail. The rails utilize extended core bars and angled extensions, resulting in high rigidity and precision, meeting the design accuracy requirements for alignment testing of the reaction wall loading hole modules. By connecting the two parallel rails to the auxiliary positioning holes using a pressure plate and bolts, the modules are given a certain degree of lateral freedom without affecting lateral adjustment. The lateral connection structure utilizes positioning adjustment gaskets for positioning, and dual bolting and welded connections ensures high installation precision for the assembled loading hole partition units. Hexagon socket head bolts are used for connection, making operation convenient. Furthermore, the simple assembly connection structure facilitates construction and improves efficiency.

[0010] 4) The template has a clear water effect. The module and size of the building template are customized according to the spacing of the loading holes. The vertical and horizontal joints of the template are set at the center of the loading hole. The joints are set at the center of the loading hole, and the vertical and horizontal lines can reduce the waste caused by the secondary cutting of the template. It is cheaper than the customized steel membrane, and has light weight and convenient construction, which can reduce the construction cost of the template. The horizontal and vertical joints of the wooden template are tightened with a binder and fixed with a saddle nail. The template gap is less than 0.2mm. The outside of the template is pasted with transparent sealing waterproof tape. The joints are horizontally and vertically sealed and waterproof without leakage. The flatness and integrity are strong, and there is no mold expansion, honeycomb surface, or misalignment. The occurrence of such phenomena can ensure the quality of concrete molding and the requirements of geometric dimensions, vertical accuracy, etc. The concrete pouring effect is good and the appearance is good. The molding quality can meet the molding requirements of plain concrete and the flatness requirements of the reaction wall; the template is tightly fitted and fixed to the loading hole, and is precisely positioned with the help of the loading hole flange, which can meet the verticality requirements of the reaction wall; there is no need to add positioning measures, saving labor and trouble; using the loading hole as the internal support of the reaction wall template can effectively control the cross-sectional size of the reaction wall, without the need to add diagonal braces and other auxiliary measures, and without the need to use ground support, which can effectively save the cost of erecting the support frame and improve the efficiency of the template installation. Also, because the loading holes are evenly distributed in a point-like manner, the template tie support structure is stable in force and firmly supported, which is conducive to the control of forming; the loading hole channels of the permanent structure are used instead of the through-wall holes of the tension bolts, and the tension bolts are easy to install and remove, and there is no need to seal the holes, which simplifies the process while ensuring the overall forming effect of the reaction wall; the template through-wall tension bolts use the loading holes as through-wall sleeves to achieve the control section size inside the wall and the function of tie and fixation outside the wall; the main purlin adopts square steel pipe, which improves the indentation and mold expansion phenomenon of the secondary purlin due to the small contact area between the traditional round pipe reinforcement and the secondary purlin; the pressure plate is made of steel plate, the steel pressure plate can fit tightly with the main purlin and the steel pressure plate has high rigidity and is not easy to bend and deform; the tension bolts adopt fine-thread rolled bolts, the fine-thread bolts have accurate adjustment accuracy and high rolled thread strength, and are not easy to loosen during the concrete pouring process.

[0011] 5) Precision of prestressing. Considering that prestressed tendons need to be turned over many times during construction, in order to facilitate construction, the prestressed tendons are adjusted from bonded to unbonded, and the principle of equal replacement is adopted. Unbonded prestressed tendons are used without channels, which avoids the problem of bonded prestressed tendons with channels being designed. The channels are damaged by the repeated turning of the steel strands (four to five times), such as breakage and deformation, which causes leakage in the channels and affects the grouting and tensioning effects, and thus the quality of prestressed concrete cannot be guaranteed. At the same time, the unbonded prestressed tendons adopt a single dispersed arrangement structure, which can make the prestress distribution of the reaction wall more uniform. Horizontal positioning ladder tendons are set on the top plate of each structure, and positioning marks corresponding to the design position of the prestressed tendons are made on each layer of ladder tendons. The prestressed tendons are tied to the ladder tendon positioning marks, and the vertical accuracy of the entire prestressed tendon is controlled through multi-point continuous vertical positioning, which can meet the construction requirements and can be used. This prevents friction loss, eliminates the need for over-tensioning, and achieves the desired prestressed concrete effect. A 300mm extension is installed at the upper end of the prestressing tendon to allow for re-tensioning after the tendons relax due to frequent use, thereby increasing the number of times the reaction wall can be used. A tensile stress sensor is installed on the anchor to monitor the prestress, preventing inaccurate tension control during tensioning and achieving a tensioning effect that controls both tension and strand elongation. The prestressing tendon uses a single anchor structure. If the anchor pad is also a single, independent anchor pad, the local bearing area of ​​the concrete is small. Therefore, a multi-point, evenly distributed, square continuous anchor pad is used to ensure uniform transmission of tension to the anchor pad, expanding the bearing area and reducing pressure. Furthermore, multiple layers of horizontal steel mesh are embedded in the concrete beneath the anchor pad to enhance the integrity and bearing capacity of the concrete structure. The working anchor uses a single-point sealed anchor structure, facilitating re-tensioning. The sealed anchor structure can be removed individually to tension any prestressed tendon as needed, minimizing disturbance to adjacent tendons.

[0012] In summary, the present invention is simple to construct, highly efficient, has small precision deviation, requires less rework, can be re-tensioned, is easy to ensure quality, can extend the frequency of use, and is suitable for promotion and use in engineering projects. BRIEF DESCRIPTION OF THE DRAWINGS

[0013] Figure 1 is a flow chart of the present invention;

[0014] Figure 2 This is a front elevation view of the loading hole mounting module of the present invention;

[0015] Figure 3 A side elevation view of a loading port mounting module according to the present invention;

[0016] Figure 4 for Figure 2 A top view of

[0017] Figure 5 This is a detailed side elevation view of a single loading hole installation in the present invention;

[0018] Figure 6 This is a detailed front elevation view of a single loading hole installation in the present invention;

[0019] Figure 7 Schematic diagram of the loading hole in the present invention;

[0020] Figure 8 Schematic diagram of the loading hole flange in the present invention;

[0021] Figure 9 This is a schematic diagram of the module transverse connecting plate in the present invention;

[0022] Figure 10 Schematic diagram of the vertical connecting plate of the module in the present invention;

[0023] Figure 11 Schematic diagram of the vertical support plate in the present invention;

[0024] Figure 12 Schematic diagram of the special-shaped support plate in the present invention;

[0025] Figure 13 This is an elevation view of the structure used for leveling and height adjustment in the present invention;

[0026] Figure 14 It is a side elevation view of the structure used for leveling and height adjustment in the present invention;

[0027] Figure 15 This is an upper elevation view of the structure used for leveling and height adjustment in the present invention;

[0028] Figure 16 for Figure 15 A top view of

[0029] Figure 17 for Figure 16 A - Schematic diagram of the vertical adjustment mechanism;

[0030] Figure 18 for Figure 16 B - Schematic diagram of the longitudinal adjustment mechanism;

[0031] Figure 19 for Figure 18 Side view of

[0032] Figure 20 A schematic diagram of the structure used for front-to-back alignment and lateral gap adjustment in the present invention;

[0033] Figure 21 for Figure 20 Side view of

[0034] Figure 22 for Figure 20 Detailed drawing of single ruler application;

[0035] Figure 23 for Figure 22 lateral cross-section of

[0036] Figure 24 for Figure 22 AA cross-section of

[0037] Figure 25 for Figure 22 BB cross-section diagram;

[0038] Figure 26 for Figure 22 A magnified view of part A;

[0039] Figure 27 for Figure 26 lateral cross-section of

[0040] Figure 28 This is a schematic diagram of the positioning adjustment gasket in the structure for front-to-back alignment and lateral gap adjustment in the present invention;

[0041] Figure 29 This is a planar layout diagram of the prestressed tendons for the reaction wall in the present invention;

[0042] Figure 30 This is a vertical view of the prestressed reinforcement of the reaction wall in the present invention;

[0043] Figure 31 is a cross-sectional view of a fixed anchor in the present invention;

[0044] Figure 32 It is a plan view of the ladder reinforcement arrangement in the present invention;

[0045] Figure 33 It is the elevational layout of the ladder reinforcement arrangement in the present invention;

[0046] Figure 34 is a plan view of the steel mesh in the present invention;

[0047] Figure 35 for Figure 34 aa cross-sectional view of;

[0048] Figure 36 This is a plan view of the anchor pad in the present invention;

[0049] Figure 37 It is a vertical view of the anchor pad in the present invention;

[0050] Figure 38 It is a side elevation view of the anchor pad in the present invention;

[0051] Figure 39 is a cross-sectional view of a working anchor in the present invention;

[0052] Figure 40This is a front elevation view of the installation structure of the reaction wall fair-faced concrete formwork in the present invention;

[0053] Figure 41 It is a side elevation view of the installation structure of the reaction wall plain concrete formwork in the present invention;

[0054] Figure 42 It is a top view of the installation structure of the reaction wall fair-faced concrete formwork in the present invention.

[0055] In the figure: 1-1, prestressed tendons; 1-2, fixed anchors; 1-3, working anchors; 1-4, anchor pads; 1-5, tensile stress sensors; 1-6, steel mesh; 1-7, spiral reinforcement I; 1-8, spiral reinforcement II; 1-9, ladder reinforcement; 1-10, sleeve mold; 1-11, extension section; 2-1, loading hole; 2-1-1, support limit ring groove; 2-1-2, positioning flange; 2-1-3, auxiliary positioning hole; 2-2, loading hole bracket; 2-2-1, horizontal rod; 2-2-2, vertical rod; 2-2-3, module vertical connecting plate; 2-2-4, vertical support plate; 2-2-5, special-shaped support plate; 2-2-6, vertical mounting long hole; 2-2-7, inclined support; 2-2-8, module horizontal connecting plate; 3-1, adjustment bracket; 3-2, Top longitudinal horizontal support rod; 3-3, bottom longitudinal horizontal support rod; 3-4, screw rod; 3-5, adjusting nut; 3-6, vertical support sleeve; 3-7, jack screw I; 3-8, horizontal support sleeve; 3-9, jack screw II; 3-10, adjusting bolt; 3-11, fixing bracket; 3-12, upper support plate; 3-13, lower support plate; 4-1, connecting bolt; 4-2, positioning adjustment gasket; 5-1, 5-2, industrial guide rail; 5-3, holding angle; 5-4, extending core strip; 5-5, outer connecting plate; 5-6, 5-7, connecting strip; 5-8, pressure plate; 6-1, building formwork; 6-2, fastening screw; 6-3, left and right vertical joints; 6-4, upper and lower horizontal joints; 6-5, secondary keel; 6-6, main keel; 6-7, pressure plate; 6-8, tension bolt. DETAILED DESCRIPTION

[0056] In order to further understand the content, features and effects of the present invention, the following embodiments are given as examples and described in detail with reference to the accompanying drawings:

[0057] See also Figures 1 to 42 , a construction method of a reaction wall, comprising the following steps:

[0058] 1) Use unbonded steel strands to make prestressed tendons 1-1, and install anchors 1-2 at the lower ends of the prestressed tendons 1-1;

[0059] 2) Construction of basement reaction wall

[0060] 2.1) Construction of basement foundation

[0061] When tying the basement floor reinforcement, the fixing anchor 1-2 of the prestressed tendon 1-1 is installed in the floor reinforcement, and the horizontally arranged ladder reinforcement 1-9 is used to fix the prestressed tendon 1-1 on the top of the basement floor reinforcement, and then the basement foundation concrete is poured.

[0062] 2.2) Construction of basement reaction wall and top slab

[0063] When tying the basement reaction wall reinforcement, comb and flip the prestressed tendon 1-1 so that it is vertically upward. When tying the basement top slab reinforcement, use the horizontally set ladder reinforcement 1-9 to fix the prestressed tendon 1-1 on the top of the basement top slab reinforcement. Then install the formwork, pour the basement reaction wall concrete first, and then pour the basement top slab concrete.

[0064] 3) Construct the structural reaction walls of each floor layer by layer

[0065] The construction steps of each layer of reaction wall are as follows:

[0066] 3.1) Install the loading hole module and, after completing the horizontal and height adjustments, front-to-back alignment, and lateral clearance adjustments, connect them together. The loading hole module is a factory-prefabricated structure, with multiple loading holes arranged in horizontal rows and vertical columns mounted on a loading hole bracket.

[0067] 3.2) Tie the reaction wall and top plate reinforcement. Before tying the reinforcement, comb and flip the prestressed reinforcement 1-1 to ensure that the prestressed reinforcement is not entangled or misaligned with the foundation reserved reinforcement. When tying the reinforcement, comb and flip the prestressed reinforcement 1-1 again to make it vertically upward, and use the horizontally set ladder reinforcement 1-9 to fix the prestressed reinforcement 1-1 on the top of the top plate reinforcement; after the top layer of ladder reinforcement is installed, install the anchor plate on the ladder reinforcement, the prestressed reinforcement passes through the anchor plate, and the anchor plate is fixed to the top layer of reaction wall reinforcement.

[0068] 3.3) Install the reaction wall fair-faced concrete formwork and top plate formwork. Fix the fair-faced concrete formwork on the loading hole 2-1, and use the loading hole 2-1 as the wall through hole for the tension bolts.

[0069] 3.4) Pour reaction wall and top slab concrete.

[0070] 4) After the concrete strength of the top reaction wall reaches 100%, prestressing is implemented.

[0071] In this embodiment, in step 3.1), the loading hole module includes a plurality of loading holes 2-1 arranged in horizontal rows and vertical columns and a loading hole bracket 2-2.

[0072] The loading port bracket 2-2 utilizes a lattice structure, comprising two interconnected front and rear layers. Specifically, the two layers are connected by longitudinal horizontal rods. Each layer is formed by connecting multiple horizontal rods 2-2-1 and multiple vertical rods 2-2-2. Vertical module connecting plates 2-2-3 are perpendicularly mounted at the ends of the vertical rods 2-2-2, and transverse module connecting plates 2-2-8 are perpendicularly mounted at the ends of the horizontal rods 2-2-1. These transverse module connecting plates 2-2-8 and the vertical module connecting plates 2-2-3 are used to connect the modules.

[0073] The main body of the loading hole 2-1 is made of a seamless steel pipe, and two supporting limit ring grooves 2-1-1 are symmetrically processed on the outside of the loading hole main body. Positioning tongues and positioning flanges 2-1-2 with interference fit with the positioning tongues are provided at both ends of the loading hole main body. The positioning flanges 2-1-2 are welded to the loading hole main body, and two auxiliary positioning holes 2-1-3 symmetrically arranged on the left and right are provided on the positioning flanges 2-1-2.

[0074] The processing of the supporting limiting ring groove 2-1-1 and the positioning tongue can eliminate some manufacturing errors of the loading hole body and improve the manufacturing accuracy of the loading hole 1; the positioning flange 2-1-2 is interference fit on the positioning tongue at the end of the loading hole body and is fixed by welding, which can ensure that the positioning flange 2-1-2 and the loading hole body have a high concentricity, improve the manufacturing accuracy of the module, and create favorable conditions for subsequent on-site assembly.

[0075] In this embodiment, the positioning flange 2-1-2 is circular. This is because on-site assembly utilizes the positioning flange 2-1-2 for positioning. However, when the positioning flange 2-1-2 is connected to the loading hole body, no installation positioning measures are taken. A positioning tongue and groove can accurately locate the flange. The flange and the loading hole body should have a slight interference fit, forming a socket-and-spigot relationship. This allows the positioning reference of the inner hole of the loading hole body to be reliably transferred to the flange, ensuring concentricity and ensuring that the subsequent installation accuracy of the loading hole meets the required accuracy. Both factory production and on-site installation utilize the flange on the loading hole for positioning. If the flange is square, the inner circular hole of the loading hole body cannot be coaxial, concentric, or coplanar with the flange. Therefore, using a circular flange instead of a square flange can effectively avoid the aforementioned problem and improve installation positioning accuracy.

[0076] The loading hole 2-1 is arranged horizontally, spanning the two front and rear horizontal rods 2-2-1, and supported by two groups of support plates, which are respectively installed on the two front and rear horizontal rods 2-2-1. Each group of support plates is provided with two, which are respectively arranged on both sides of the corresponding horizontal rods. The lower part is connected to the corresponding horizontal rod 2-2-1 through the vertical mounting long hole 2-2-6, and the upper part is connected to the loading hole body through a spot weld.

[0077] The loading hole 2 - 1 is supported by two groups of support plates to facilitate adjustment and improve precision; welding can maintain precision, and spot welding can reduce welding deformation.

[0078] All connection nodes of the bracket 2-2 and the connection between the support plate and the bracket 2-2 adopt a dual fixing structure of bolt connection and spot welding connection.

[0079] As above, bolt connection facilitates adjustment and improves precision; welding can maintain precision, and spot welding can reduce welding deformation.

[0080] In this embodiment, both the horizontal rod 2-2-1 and the vertical rod 2-2-2 are made of angle steel, which is lightweight and high in strength. One of the support plates in a set is a vertical support plate 2-2-4, which is in close contact with the horizontal rod 2-2-1, and the other is a special-shaped support plate 2-2-5. To avoid the angle steel structure, the special-shaped support plate 2-2-5 consists of a support portion, a 45° bend transition portion, and a connecting portion from top to bottom. The connecting portion of the special-shaped support plate 2-2-5 and the lower portion of the vertical support plate 2-2-4 are connected to the vertical angle edge of the horizontal rod 2-2-1. To prevent rust during construction and maintenance, and to consider factors such as later aesthetics, a stainless steel veneer is provided on the outer end surface of the positioning flange 2-1-3. The bracket 2-2 is provided with an oblique support 2-2-7 between two adjacent vertical rods 2-2-2 on the left and right. The oblique support 2-2-7 is located between two adjacent rows of loading holes 2-1 and is used to strengthen the bracket structure to prevent deformation during transportation.

[0081] For modules with the above structure, the distance between adjacent loading holes in the module is no more than 0.3mm, the cumulative error of the loading hole distance is no more than 1mm, the cumulative error of the diagonal loading hole distance is no more than 1mm, and the module end face flatness error is no more than 0.25mm.

[0082] In step 3.1), the structure used for leveling and height adjustment includes two top longitudinal horizontal support rods 3-2 and two left and right bottom longitudinal horizontal support rods 3-3 that are symmetrically arranged about the transverse center line of the loading hole mounting module. The top longitudinal horizontal support rod 3-2 and the bottom longitudinal horizontal support rod 3-3 pass through the front and rear two horizontal rods 2-2-1 of the loading hole bracket 2-2 and are supported by the adjustment bracket 3-1. The adjustment bracket 3-1 is set up around the loading hole mounting module.

[0083] Two sets of vertical adjustment mechanisms and two sets of longitudinal adjustment mechanisms I are arranged symmetrically front to back on each of the top longitudinal horizontal support rods 3-2, and two sets of longitudinal adjustment mechanisms II are arranged symmetrically front to back on each of the bottom longitudinal horizontal support rods 3-3.

[0084] The vertical adjustment mechanism adopts a spiral transmission mechanism, including a vertically arranged screw rod 3-4 and an adjusting nut 3-5 connected thereto. The screw rod 3-4 passes through a vertical supporting sleeve 3-6 and is inserted into the vertical tube of the adjustment bracket 3-1. The vertical supporting sleeve 3-6 is buckled onto the top of the vertical tube of the adjustment bracket 3-1 and is fixed with a top screw I 3-7. The top of the screw rod 3-4 is connected to the corresponding top longitudinal horizontal support rod 3-2 through a horizontal supporting sleeve 3-8, and the horizontal supporting sleeve 3-8 is fixed with a top screw II 3-9.

[0085] The longitudinal adjustment mechanism I and the longitudinal adjustment mechanism II have the same structure and are both provided with an adjustment bolt 3-10 vertically connected to the outer facade of the horizontal rod 2-2-1 of the loading hole bracket 2-2. The adjustment bolt 3-10 is connected to the fixed bracket 3-11, and the fixed bracket 3-11 is installed on the corresponding longitudinal horizontal support rod 3-2 or the bottom longitudinal support rod 3-3.

[0086] The above-mentioned vertical supporting sleeves 3-6 play the role of increasing the contact area, reducing pressure, and protecting the riser and the vertical adjustment mechanism.

[0087] In this embodiment, the fixing bracket 3-11 is provided with an upper plate 3-12 and a lower plate 3-13 that match the corresponding top longitudinal horizontal support rod 3-2 or bottom longitudinal horizontal support rod 3-3, and the upper plate 3-12 and the lower plate 3-13 are connected by bolts. This structure facilitates installation and adjustment and is easy to use.

[0088] The step 3.1) uses the above structure to perform the following construction steps for leveling and height adjustment before assembly:

[0089] 3.1.1) Hoist the loading hole module to a position corresponding to the axis size of the reaction wall.

[0090] 3.1.2) Set up the leveling and height adjustment structure, and cross-arm the top longitudinal horizontal support rod 3-2 and the bottom longitudinal horizontal support rod 3-3 under the top and bottom front and rear horizontal rods 2-2-1 of the loading hole bracket 2-2 respectively. The top longitudinal horizontal support rod 3-2 and the bottom longitudinal horizontal support rod 3-3 are supported by the adjustment bracket 3-1.

[0091] 3.1.3) Turn the adjusting nut to raise the screw 3-4 so that the leveling and height adjustment structure supports the loading hole installation module.

[0092] 3.1.4) Use the vertical adjustment mechanism to adjust the height of the loading hole mounting module, and use the longitudinal adjustment mechanism I and longitudinal adjustment mechanism II to adjust the longitudinal position of the loading hole mounting module until the loading hole mounting module is leveled to the design elevation.

[0093] 3.1.5) After the loading hole mounting module is adjusted into place, the support of the loading hole mounting module is transferred from the leveling and height adjustment structure to the designed support structure to complete the force transfer, and then the leveling and height adjustment structure is removed.

[0094] In step 3.1), the structure used for front-to-back alignment and lateral gap adjustment includes a connection structure of the lateral connecting plate of the docking module and a longitudinal alignment structure of the loading hole module.

[0095] The connection structure adopts a dual fixing structure of bolt connection and weld connection, and a positioning adjustment gasket 4-2 is provided between the two module transverse connection plates 2-2-8 and is clamped on the connection bolt 4-1.

[0096] The alignment structure includes four rulers, two of which are located on the front end surface of the unit, respectively located at the top and bottom, and are arranged horizontally, and the other two are located on the rear end surface of the unit, respectively located at the top and bottom, and are arranged horizontally.

[0097] The ruler is formed by connecting two industrial guide rails 5-1 and 5-2, and the industrial guide rails 5-1 and 5-2 are connected by multiple profiles. The two adjacent sections of the profile are connected by an angle 5-3 and an extension core bar 5-4. The extension core bar 5-4 is slidably assembled in the guide groove of the profile, and the angle 5-3 is fixed to the extension core bar 5-4 by screws I; the two industrial guide rails 5-1 and 5-2 of a ruler are symmetrically arranged on both sides of the auxiliary positioning hole 2-1-3, and are connected by multiple outer connecting plates 5-5. Two connecting bars 5-6 and 5-7 are provided on the inner side of each of the outer connecting plates 5-5. The two connecting bars 5-6 and 5-7 are slidably assembled in the guide grooves of the upper and lower industrial guide rails 5-1 and 5-2, respectively. The outer connecting plate 5-5 and the two connecting bars 5-6 and 5-7 are connected by screws II.

[0098] The ruler is connected to each positioning flange 2-1-2 via a pressing plate 5-8, and the pressing plate 5-8 is connected to the auxiliary positioning hole 2-1-3 by bolts.

[0099] In this embodiment, the profile is equipped with four symmetrically arranged guide grooves, providing high lateral rigidity and strong bending resistance, thereby improving the accuracy of the ruler. The positioning adjustment spacers 4-2 are available in various thicknesses and adopt a Y-shaped structure. They are equipped with a bayonet and handle that fits the connecting bolts, making them easy to use. Both screws I and II are hexagon socket head screws, facilitating alignment and adjustment.

[0100] The step 3.1) uses the above structure to perform the construction steps of pairing:

[0101] 3.1.6) Hoist the loading hole module to a position corresponding to the axis size of the reaction wall.

[0102] 3.1.7) Adjust the level, elevation, horizontal and vertical directions of the first loading hole module.

[0103] 3.1.8) Adjust the level and elevation of the second loading hole module. Using the two straightedges on the front face of the installation unit, align the second loading hole module with the first loading hole module using the first loading hole module as a reference. At this point, the bolt holes of the module transverse connecting plates of the two modules are coaxial.

[0104] 3.1.9) Insert the connecting bolts and adjust the lateral position of the second loading hole module according to the designed spacing of the loading holes until the spacing of the loading holes meets the design requirements. Install the gaskets and tighten the connecting bolts.

[0105] 3.1.10) Repeat steps 3 and 4 until all modules are adjusted and connected.

[0106] 3.1.11) Install the two straightedges on the rear end face of the unit to secure all modules together, and then weld the transverse connecting plates of the docking modules. This completes the assembly of the reaction wall loading hole partition unit.

[0107] In the step 3.3), the reaction wall formwork is composed of multiple building formworks 6-1. The building formwork 6-1 is made of wooden formwork, and the module and size are customized according to the loading hole spacing. It fits tightly with the positioning flange 2-1-2 and is connected to the auxiliary positioning hole 2-1-3 using fastening screws 6-2.

[0108] The left and right vertical joints 6-3 of the building template 6-1 are set at the vertical center line of the loading hole 2-1; the upper and lower horizontal joints 6-4 of the building template 6-1 are set at the horizontal center line of the loading hole 2-1; the left and right vertical joints 6-3 and the upper and lower horizontal joints 6-4 of the building template 6-1 are both continuous, and the gaps are both less than 0.2mm.

[0109] The two pieces of the building templates 6-1 that are butted together on the left and right and the two pieces of the building templates 6-1 that are butted together on the top and bottom are connected by saddle stitching. Sealing waterproof tape is pasted on the left and right vertical joints 6-3 and the upper and lower horizontal joints 6-4 of the building templates 6-1, and the sealing waterproof tape covers the saddle stitching.

[0110] A vertically arranged secondary purlin 6-5 is arranged on the outside of the building template 6-1, and a part of the secondary purlin 6-5 is pressed one-to-one at the left and right vertical joints 6-3 of the building template 6-1. A main purlin 6-6 is arranged on the outside of the secondary purlin 6-5. The main purlins 6-6 are arranged in groups, with two in a group, and are symmetrically and spaced apart on both sides of the horizontal center line of the loading hole 2-1. A plurality of pressure plates 6-7 corresponding one-to-one to the loading holes 2-1 are provided on each group of the main purlins 6-6, and the two front and rear opposite pressure plates 6-7 are connected together by a tension bolt 6-8 passing through the loading hole 2-1.

[0111] In this embodiment, the secondary keel 6-5 is made of wooden planks, the main keel 6-6 is made of square steel tubes, the tension bolts 6-8 are fine-thread rolled bolts, and the pressure plate 6-7 is made of steel plates.

[0112] The reaction wall formwork with the above structure was used to cast the reaction wall, and various technical indicators such as flatness, verticality and fair-faced concrete effect met the design requirements.

[0113] Step 3.3) is the construction steps for installing the above-mentioned reaction wall plain concrete formwork:

[0114] 3.3.1) Material preparation: 1000×2000×18 for building formwork, 50×80 for secondary purlin, 50×50×3 for main purlin, M16 fine thread bolts for tension bolts, 180×80×12 for pressure plate, saddle rivets, fastening screws, etc. (unit: mm).

[0115] 3.3.2) Secondary processing of materials: planing of secondary keel timbers to uniform dimensions with an error of no more than 0.5mm. It must be ensured that the timbers can fit straight and tightly on the formwork. After secondary processing, holes are punched in a set number of secondary keel timbers for tension bolts. These secondary keel timbers are used for pressing seams.

[0116] 3.3.3) Drill screw connection holes corresponding to the auxiliary positioning holes of the loading hole flange and tension bolt holes corresponding to the loading holes on the template. In order to ensure the accuracy of the hole positions, a template punching template can be made to assist in template punching.

[0117] 3.3.4) After the embedded parts and rebar binding have been installed and accepted, begin installing the formwork. Begin by installing the first piece at the end of the reaction wall, adjusting the installation accuracy to meet design requirements. After the first piece is installed, install the second piece. Tighten the two pieces of formwork with a tensioner. Secure the joints with 1.5mm-long saddle stitches to ensure there are no gaps. After joining the forms, apply sealing tape to the joints. Secure the formwork to the auxiliary positioning holes of the loading hole flange with set screws, ensuring a secure fit between the formwork and the loading hole to prevent expansion.

[0118] 3.3.5) Repeat step 3.3.4) to install all templates.

[0119] 3.3.6) Install the secondary purlins. First, install the secondary purlins with tension bolt holes on the left and right vertical joints of the building formwork, pressing them against the edges of the two butted formworks. Then install other secondary purlins according to the design.

[0120] 3.3.7) After the secondary keel is installed, insert the tension bolts into the center of each loading hole.

[0121] 3.3.8) Install the main keel square steel tube.

[0122] 3.3.9) Insert the pressure plate and nut onto the tension bolts, tighten the nut, and control the torque to about 40Nm.

[0123] 3.3.10) Straighten and calibrate all building formwork.

[0124] 3.3.11) Install the structural top plate formwork on the reaction wall and tie the structural top plate reinforcement.

[0125] 3.3.12) After acceptance, pour the concrete of the reaction wall and its upper structure top slab.

[0126] In this embodiment, the prestressed tendons 1-1 of the reaction wall adopt a single dispersed arrangement structure, the lower end of which is fixed to the bottom plate of the underground structure through a fixed anchor 1-2, and the upper end is fixed to the top plate of the structure through a working anchor 1-3. An anchor pad 1-4 is provided under the working anchor 1-3.

[0127] In this embodiment, in order to ensure the verticality of the installation of the prestressed tendons, the prestressed tendons 1-1 are positioned using horizontally arranged ladder tendons 1-9. A piece of the ladder tendon 1-9 is provided in the foundation bottom plate and the top plate of each structural layer. The prestressed tendons 1-1 are tied to the ladder tendons 1-9, and the ladder tendons 1-9 are fixed to the structural reinforcement. In order to achieve secondary tensioning, an anchoring and secondary tensioning extension section 1-11 with a length of 300 mm is provided at the upper end of the prestressed tendons 1-1 for anchoring and secondary tensioning. In order to facilitate secondary tensioning, the working anchor 1-3 adopts a single-point sealing anchor structure. In order to improve the accuracy of tensioning control, a tensile stress sensor 1-5 is provided on the fixed anchor 1-2. In order to improve the safety of the reaction wall, the anchor pad 1-4 adopts a continuous structure, and the anchor pads on each wall are connected as one; 3-5 layers of steel mesh 1-6 are provided in the concrete structure below the anchor pad 1-4. To enhance the pullout resistance of the fixed and working anchors and prevent pullout damage, spiral reinforcement I 1-7, which is sleeved onto the prestressed tendon 1-1, is installed above the fixed anchor 1-2. Spiral reinforcement II 1-8, which is sleeved onto the prestressed tendon 1-1, is installed below the anchor pad 1-4. In this embodiment, the ladder bars 1-9 are made of threaded steel bars.

[0128] In step 1), when the prestress is detected to be less than the set value, the anchor structure of the corresponding prestressed tendon is removed and re-tensioning is implemented. In step 3.2), the anchor pads 1-4 adopt a continuous structure, and the anchor pads on each wall are connected as one. When tying the top reaction wall reinforcement, multiple layers of steel mesh 1-6 are placed horizontally below the anchor pads 1-4.

[0129] Although the preferred embodiments of the present invention have been described above in conjunction with the accompanying drawings, the present invention is not limited to the above-mentioned specific embodiments. The above-mentioned specific embodiments are merely illustrative and not restrictive. Under the guidance of the present invention, ordinary technicians in this field can also make many forms without departing from the scope of protection of the present invention and the claims, which all fall within the scope of protection of the present invention.

Claims

1. A construction method for a reaction wall, characterized in that: Use the following steps: 1) Use unbonded steel strands to make prestressed tendons, and install anchors at the lower ends of the prestressed tendons; 2) Construction of basement reaction wall 2.1) Construction of basement foundation When tying the basement floor reinforcement, the anchors of the prestressed reinforcement are installed inside the floor reinforcement, and the prestressed reinforcement is fixed to the top of the basement floor reinforcement using horizontal ladder bars, and then the basement foundation concrete is poured; 2.2) Construction of basement reaction wall and top slab When tying the basement reaction wall reinforcement, the prestressed tendons are combed and turned over to make them vertically upward. When tying the basement top slab reinforcement, the prestressed tendons are fixed on the top slab reinforcement using horizontal ladder bars. After that, the formwork is installed and the basement reaction wall concrete is poured first, followed by the basement top slab concrete. 3) Construct the structural reaction walls of each floor layer by layer The construction steps of each layer of reaction wall are as follows: 3.1) Install the loading port module and, after completing the level and height adjustments, front-to-back alignment, and lateral clearance adjustments, connect them together. The loading port module is a factory-prefabricated structure, with multiple loading ports arranged in rows and columns mounted on a loading port bracket. The loading hole bracket adopts a lattice structure, with two interconnected front and rear layers. Each layer is formed by connecting multiple horizontal rods and multiple vertical rods. Module vertical connecting plates are vertically provided at the ends of the vertical rods, and module horizontal connecting plates are vertically provided at the ends of the horizontal rods. The loading hole is made of a seamless steel pipe. Two supporting and limiting ring grooves are symmetrically processed on the outside of the loading hole body. Positioning tongues and positioning flanges with interference fit with the positioning tongues are provided at both ends of the loading hole body. The positioning flanges are welded to the loading hole body. Two auxiliary positioning holes are symmetrically provided on the horizontal diameter of the positioning flanges. The loading hole is arranged horizontally, spanning the two front and rear horizontal rods, and supported by two groups of support plates, which are respectively mounted on the two horizontal rods. Each group of support plates is provided with two, which are respectively arranged on both sides of the corresponding horizontal rods. The lower part is connected to the corresponding horizontal rod through a vertical mounting slot, and the upper part is connected to the loading hole body through a spot weld. All connection nodes of the loading hole bracket and the connection between the support plate and the loading hole bracket adopt a dual fixing structure of bolt connection and spot welding connection; 3.2) Tie the reaction wall and top slab reinforcement. Before tying the reinforcement, comb and flip the prestressed reinforcement to ensure that the prestressed reinforcement is not entangled or misaligned with the foundation reserved reinforcement. When tying the reinforcement, comb and flip the prestressed reinforcement again to make it vertically upward, and use horizontal ladder reinforcement to fix the prestressed reinforcement on the top of the top slab reinforcement. After the top ladder reinforcement is installed, install an anchor plate on the ladder reinforcement. The prestressed reinforcement passes through the anchor plate and is fixed to the top reaction wall reinforcement. 3.3) Install the reaction wall concrete formwork and top plate formwork. Fix the concrete formwork on the loading holes and use the loading holes as through-holes for tension bolts. 3.4) Pouring reaction wall and top slab concrete; 4) After the concrete strength of the top reaction wall reaches 100%, prestressing is implemented.

2. The construction method of the reaction wall according to claim 1, characterized in that: In step 3.1), the structure used for leveling and height adjustment includes two top longitudinal horizontal support rods and two left and right bottom longitudinal horizontal support rods arranged symmetrically about the transverse centerline of the loading hole module, the top longitudinal horizontal support rods and the bottom longitudinal horizontal support rods passing under the front and rear transverse horizontal rods of the loading hole bracket and supported by an adjustment bracket, which is set up around the loading hole module; Each of the top longitudinal horizontal support rods is provided with two sets of vertical adjustment mechanisms and two sets of longitudinal adjustment mechanisms I arranged symmetrically front and back. Each of the bottom longitudinal horizontal support rods is provided with two sets of longitudinal adjustment mechanisms II arranged symmetrically front and back. The vertical adjustment mechanism adopts a screw transmission mechanism, including a vertically arranged screw rod and an adjustment nut connected thereto, the screw rod passes through a vertical support sleeve and is inserted into the vertical tube of the adjustment bracket, the vertical support sleeve is buckled on the top of the vertical tube of the adjustment bracket and is fixed with a top screw I, the top of the screw rod is connected to the corresponding top longitudinal horizontal support rod through a horizontal support sleeve, and the horizontal support sleeve is fixed with a top screw II; The longitudinal adjustment mechanism I and the longitudinal adjustment mechanism II have the same structure and are both provided with an adjustment bolt that is vertically connected to the outer facade of the horizontal cross bar of the loading hole bracket. The adjustment bolt is connected to the fixed bracket, and the fixed bracket is installed on the corresponding top longitudinal horizontal support rod or the bottom longitudinal horizontal support rod.

3. The construction method of the reaction wall according to claim 1, characterized in that: In step 3.1), the structure used for front-to-back alignment and lateral gap adjustment includes the connection structure of the lateral connecting plate of the docking module and the longitudinal alignment structure of the loading hole module. The connection structure adopts a double fixing structure of bolting first and welding later, and a positioning adjustment gasket clamped on the connection bolt is provided between the two module transverse connection plates; The longitudinal alignment structure includes four rulers, two of which are located on the front face of the unit, respectively at the top and bottom, and are arranged horizontally, and the other two are located on the rear face of the unit, respectively at the top and bottom, and are arranged horizontally; The straightedge is formed by connecting two industrial guide rails, which are connected by multiple profiles. The two adjacent sections of the profile are connected by an angle and an extension core strip. The extension core strip is slidably assembled in the guide groove of the profile. The angle is fixed to the extension core strip by screw I. The two industrial guide rails of a straightedge are symmetrically arranged on both sides of the auxiliary positioning hole and connected by multiple outer connecting plates. Two connecting strips are provided on the inner side of each outer connecting plate. The two connecting strips are slidably assembled in the guide grooves of the upper and lower industrial guide rails respectively. The outer connecting plate and the two connecting strips are connected by screw II. The ruler is connected to each positioning flange via a pressing plate, and the pressing plate is connected to the auxiliary positioning hole by bolts.

4. The construction method of the reaction wall according to claim 1, characterized in that: In step 3.3), the reaction wall exposed concrete formwork is composed of multiple building formworks, wherein the building formwork is a wooden formwork, the module and size are customized according to the spacing between the loading holes, the formwork is tightly fitted with the positioning flange, and is connected to the auxiliary positioning holes with fastening screws; The left and right vertical joints of the building template are arranged at the vertical center line of the loading hole; the upper and lower horizontal joints of the building template are arranged at the horizontal center line of the loading hole; the left and right vertical joints and the upper and lower horizontal joints of the building template are continuous; The two pieces of the building templates butted side by side and the two pieces of the building templates butted side by side are connected by saddle stitching, and sealing and waterproof tapes are affixed to the vertical joints of the left and right joints and the horizontal joints of the upper and lower joints of the building templates, and the sealing and waterproof tapes cover the saddle stitching; A vertically arranged secondary purlin is arranged on the outside of the building formwork, and a part of the secondary purlin is pressed one-to-one at the left and right vertical joints of the building formwork. A main purlin is arranged on the outside of the secondary purlin, and the main purlins are arranged in groups, with two in a group, which are symmetrically arranged on both sides of the horizontal center line of the loading hole at intervals. A plurality of pressure plates corresponding to the loading holes are provided on each group of the main purlins, and the two front and rear opposite pressure plates are connected together by a tension bolt passing through the loading hole.

5. The construction method of the reaction wall according to claim 1, characterized in that: The prestressed tendons of the reaction wall adopt a single dispersed arrangement structure, with the lower end fixed to the bottom plate of the underground structure through a fixed anchor, and the upper end fixed to the top plate of the structure through a working anchor.

6. The construction method of the reaction wall according to claim 1, characterized in that: In the step 1), the prestressed tendons are provided with anchoring and re-tensioning extension sections; when the prestress is detected to be less than a set value, the anchoring structure of the corresponding prestressed tendons is removed and re-tensioning is implemented.

7. The construction method of the reaction wall according to claim 1, characterized in that: In the step 1), a tensile stress sensor is installed on the fixing anchor.

8. The construction method of the reaction wall according to claim 1, characterized in that: In step 3.2), the anchor plates adopt a continuous structure, and the anchor plates on each wall are connected as one.

9. The construction method of the reaction wall according to claim 1, characterized in that: In step 3.2), when tying the top layer reaction wall reinforcement, multiple layers of steel mesh are placed horizontally below the anchor plate.

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