Construction method of a three-dimensional counterforce structure laboratory

Abstract

The application discloses a construction method of a three-dimensional counterforce structure laboratory, which comprises a construction method of a counterforce wall and a construction method of a basement roof counterforce pedestal. The construction method of the counterforce wall adopts unbonded steel strand prestressed tendons, and an anchoring and secondary tensioning lengthening section is arranged at the upper end of the prestressed tendons. The loading holes are arranged on the modules, factory prefabricated structures are adopted, the loading hole modules are installed on site, and after adjustment is completed, the modules are connected. The fair-faced concrete formwork is fixed on the loading holes, and the counterforce wall formwork takes the loading holes as the wall holes for the tension bolts. The basement roof counterforce pedestal formwork support system is an integrated structure formed by connecting a scaffold support system and independent loading hole supports, a leveling and height adjusting mechanism is arranged on the independent supports, the scaffold support system is preset to a certain height when the scaffold support system is erected, and after the loading holes are adjusted in place, the scaffold support system is adjusted back. The application has the advantages of simple construction, high efficiency, small precision deviation and less rework times.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, and in particular to a construction method for a three-dimensional reaction structure laboratory. Background Technology

[0002] With the continuous emergence of new structural theories and calculation methods, many complex structures require structural testing for verification, highlighting the increasing importance of structural testing. Structural laboratories are indispensable hardware platforms for scientific experiments in the field of civil engineering. Among them, the three-dimensional reaction structure laboratory is an essential equipment platform for conducting quasi-static and quasi-dynamic tests on large, full-scale structures and components. It includes reaction walls and pedestals, and is a large three-dimensional structure with numerous internal reinforcements, prestressed steel strands, and embedded parts. It belongs to a large, uncommon prestressed concrete special structure with complex stress conditions.

[0003] The reaction wall, designed in an "L" shape, provides reaction forces in both the X and Y coordinates of a plane. It is large in volume, has many openings, incorporates prestressing, and needs to withstand significant static and dynamic loads. Many internal components require precise positioning to ensure the accurate placement and installation of related instruments and equipment during use. Due to the high precision requirements for the positioning of embedded parts and loading holes in the reaction wall, multiple technical measures are needed during construction to ensure accurate placement and meet the needs of structural testing. Therefore, the reaction wall requires high precision and strict error control. Current construction methods for reaction walls suffer from long construction cycles, large precision deviations, and numerous rework attempts. Similarly, the basement roof reaction platform provides vertical reaction forces. Likewise, the embedded parts and loading holes on it require high positioning precision, high construction accuracy, and strict error control. Current construction methods for basement roof reaction platforms also suffer from long construction cycles, large precision deviations, and numerous rework attempts. The channel-type reaction platform is only used in structural laboratories and its application is limited, with almost no relevant literature available for reference, and no successful construction cases. Summary of the Invention

[0004] This invention provides a construction method for a three-dimensional reaction structure laboratory to solve the technical problems existing in the prior art. The method is simple to construct, efficient, has small accuracy deviation, and requires fewer rework attempts.

[0005] The technical solution adopted by this invention to solve the technical problems existing in the prior art is: a construction method for a three-dimensional reaction structure laboratory, including a construction method for a reaction wall and a construction method for a basement roof reaction platform. The reaction wall construction method uses unbonded steel strand prestressed tendons, with fixed anchors installed at the lower end of the prestressed tendons and anchorage and re-tensioning extension sections set at the upper end. When the prestress is detected to be less than a set value, the sealing anchor structure of the corresponding prestressed tendon is broken, and re-tensioning is implemented. The construction methods for the reaction wall and the basement roof reaction platform involve setting loading holes on modules, using factory prefabricated structures, and combining multiple... Each loading hole is installed on a loading hole bracket. The loading hole modules are installed on site, and after the position and gap adjustments are completed, they are assembled and connected. The reaction wall and the basement roof reaction platform use fair-faced concrete formwork, which is fixed on the loading holes. The reaction wall formwork uses the loading holes as through holes for tie bolts. The basement roof reaction platform formwork support system adopts a structure that integrates the scaffolding support system and the independent support of the loading holes. Each independent support corresponds to one loading hole. The independent support is equipped with a leveling and height adjustment mechanism. When the scaffolding support system is erected, the set height is pre-lowered. After the loading holes are adjusted to the correct position, the scaffolding support system is adjusted back up.

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

[0007] 1) Modular embedded parts: Taking the construction method of reaction walls as an example, advanced processing technology in the factory is used to manufacture loading hole installation modules with high precision, which can improve the installation accuracy and construction efficiency on site. The loading holes adopt a machining assembly and welding fixing structure with high precision. The positioning flange with auxiliary positioning holes is used to simplify construction positioning. The support nodes adopt a double fixing structure of bolt connection and spot weld connection, which facilitates the improvement of precision and lays the foundation for improving the precision of the module. The loading holes are fixed by bolt connection and spot weld connection between the support plate and the support, with high precision. The 45° bending transition part forms a diagonal brace with good support performance. In summary, integrating the loading holes into the module with high manufacturing precision can improve the installation accuracy and construction efficiency of subsequent on-site assembly.

[0008] 2) Refined adjustment: The reaction wall forms two adjustment planes by setting two sets of longitudinal horizontal support rods at the top and bottom of the loading hole installation module. With the longitudinal horizontal support rods as support, four height adjustment points and four level adjustment points are evenly distributed in the top adjustment plane, and four level adjustment points are evenly distributed in the bottom adjustment plane. The adjustment mechanisms on the four height adjustment points and eight level adjustment points in the upper and lower adjustment planes work together and adopt threaded adjustment, which can be finely adjusted to precisely adjust the height and level of the loading hole installation module, thereby improving the installation accuracy of the loading hole.

[0009] The basement roof reaction platform features refined formwork support. By employing independent supports with loading holes, it achieves single-point adjustment of the loading holes and meets the installation accuracy requirements of the loading hole modules. Furthermore, it forms an integrated reaction platform support system with the formwork and scaffolding support, providing a large load capacity, uniform stress distribution, and meeting construction requirements for anti-overturning performance, safety, and stability. Within the scaffolding support system, a leveling and height adjustment mechanism with independent support uprights is added below the loading holes. All independent support uprights are connected to the scaffolding support system as a whole. The leveling and height adjustment mechanism uses ball joints connected to limit holes on the support plate, utilizing multi-point support to adjust the height and level of the formwork. This is simple to operate and highly accurate. The limit holes prevent mutual misalignment and ensure adjustment accuracy. The limit holes are tapered holes for easy machining. The lead screws are fine-threaded, providing high stability, robustness, and adjustment accuracy, allowing for fine-tuning and precise adjustment of the formwork height and level, thus improving the installation accuracy of the loading holes. A four-hole positioning plate is used, with the adjusted module as the reference. The four-hole positioning plate replaces the single-hole multi-point vernier caliper for positioning, which is simple to operate, highly efficient, and can ensure the positional accuracy of the loading hole.

[0010] 3) The assembly process utilizes a straightedge composed of two industrial guide rails to meet the requirements for front-to-back alignment of the reaction wall loading hole modules and the construction length requirements for connecting the unit modules into a single unit. The straightedge consists of two parallel industrial guide rails connected by an outer connecting plate and connecting strips inserted into the two rails. The guide rails employ extended core strips and corner brackets for extension, resulting in high rigidity and precision, meeting the design accuracy requirements for front-to-back alignment of the reaction wall loading hole modules. By connecting the two parallel industrial guide rails to auxiliary positioning holes using pressure plates and bolts, the module has a certain degree of lateral freedom, without affecting lateral adjustment. The lateral connection structure uses positioning adjustment shims for limiting, and employs both bolt and weld connections for double fixation, ensuring high installation accuracy for the assembled loading hole partition units. The use of internal hex bolts facilitates operation. Furthermore, this invention features a simple structure, convenient construction, and high efficiency.

[0011] 4) The formwork achieves a smooth, clean finish. The modular size and dimensions of the formwork are customized based on the spacing of the loading holes. Both vertical and horizontal joints are centered on the loading holes, ensuring a straight, aligned surface. This reduces waste from secondary cutting, is less expensive than custom steel formwork, and is lightweight and easy to install, thus lowering overall formwork construction costs. For wooden formwork, horizontal and vertical joints are secured with tie-downs and saddle nails, ensuring gaps are less than 0.2mm. Transparent waterproof sealing tape is applied to the outside of the formwork, ensuring a tight, leak-proof seal. The formwork exhibits excellent flatness and integrity, without bulging, honeycomb texture, or misalignment. The occurrence of these phenomena ensures the quality of concrete forming and meets requirements for geometric dimensions and vertical accuracy. The concrete pouring effect is good, the appearance is good, and the forming quality can meet the forming requirements of fair-faced concrete and the flatness requirements of the reaction wall. The formwork and loading holes are tightly fitted and fixedly connected, and the loading hole flanges are used for precise positioning, which can meet the verticality requirements of the reaction wall. No additional positioning measures are required, saving labor and time. Using loading holes as internal supports for the reaction wall formwork can effectively control the cross-sectional dimensions of the reaction wall, eliminating the need for additional diagonal braces and other auxiliary measures, and eliminating the need for ground supports. This can effectively save the cost of supporting frame erection and improve the efficiency of formwork installation. Furthermore, because the loading holes are evenly distributed in a dotted pattern, the template tie-support structure is stable under stress and firmly supported, which is conducive to the control of the forming process. The loading hole channels of the permanent structure replace the through holes of the tie bolts, which makes the installation and removal of the tie bolts convenient and eliminates the need to seal the holes. This simplifies the process while ensuring the overall forming effect of the reaction wall. The through holes of the template tie bolts are used as through sleeves to control the cross-sectional dimensions inside the wall and to fix them outside the wall. The main keel is made of square steel pipe, which improves the problem of indentation and bulging of the secondary keel caused by the small contact area between the traditional round pipe reinforcement and the secondary keel. The pressure plate is made of steel plate, which can fit tightly with the main keel and has high rigidity, making it less prone to bending and deformation. The tie bolts are fine-thread rolled bolts, which have accurate adjustment precision and high thread strength, making them less prone to loosening during concrete pouring.

[0012] 5) Precise Prestressing: Considering the need for multiple flipping during prestressing tendon construction, the prestressing tendons were changed from bonded to unbonded, using an equal-quantity replacement principle. Unbonded prestressing tendons, without ducts, avoid the problems associated with bonded prestressing tendons where ducts cause breakage and deformation due to multiple (four to five) flipping of the steel strands, leading to grout leakage and affecting grouting and tensioning effects, ultimately compromising the quality of the prestressed concrete. Simultaneously, the unbonded prestressing tendons use a single, dispersed arrangement, resulting in a more uniform prestress distribution in the reaction wall. Horizontal positioning ladders are installed on the top slab of each floor, with positioning marks corresponding to the designed positions of the prestressing tendons on each ladder. The prestressing tendons are tied to these positioning marks, and the vertical accuracy of the entire prestressing tendon is controlled through multi-point continuous vertical positioning, meeting construction requirements. To avoid frictional losses and achieve the desired prestressed concrete effect without over-tensioning, a 300mm extension section is added to the upper end of the prestressing tendon. This extension allows for re-tensioning after the prestressing tendons have loosened due to frequent use in the reaction wall, increasing the wall's lifespan. Tensile stress sensors are installed on the fixed anchors to monitor prestress, preventing inaccurate tension control during tensioning and achieving dual control of tension force and strand elongation. The prestressing tendon uses a single-strand anchoring structure. If the anchor plate were also single and independent, the local bearing area of ​​the concrete would be small. Therefore, a multi-point evenly distributed four-sided continuous anchor plate is used to ensure that the tension force is evenly transmitted to the anchor plate, increasing the bearing area and reducing pressure. Furthermore, multiple layers of horizontal steel mesh are installed within the concrete under the anchor plate to enhance the integrity and bearing capacity of the concrete structure. The working anchor uses a single-point sealing anchor structure for easy re-tensioning. The sealing anchor structure can be removed individually to tension any single prestressing tendon as needed, minimizing disturbance to adjacent prestressing tendons.

[0013] 6) Regarding the channel-type reaction platform, the channel adopts an outward-facing channel steel structure, connected to the support via channel steel ribs and uprights, resulting in minimal welding deformation. A cover plate stop is machined onto the channel to ensure the cover plate is flush with the channel. Pull-out stress relief holes are provided on the channel steel ribs to effectively release pull-out stress and prevent cracking. The anchor hole assembly is positioned using a modular support, eliminating the need for vertical supports and adding horizontal bracing to the entire modular support, thus improving the overall stability and pull-out resistance of the modular support.

[0014] In summary, this invention is simple to construct, highly efficient, has small precision deviations, requires fewer rework sessions, and guarantees quality. It allows for re-tensioning, extends the frequency of use, and is suitable for widespread application in engineering projects. Attached Figure Description

[0015] Figure 1 This is a flowchart of the present invention;

[0016] Figure 2 This is a front elevation view of the loading hole mounting module in this invention;

[0017] Figure 3 This is a side elevation view of the loading hole mounting module in this invention;

[0018] Figure 4 for Figure 2 Top view;

[0019] Figure 5 This is a detailed elevation view of the single-hole mounting side of the loading hole in this invention;

[0020] Figure 6 This is a detailed front elevation view of the single-hole loading hole installation in this invention;

[0021] Figure 7 This is a schematic diagram of the loading hole in the present invention;

[0022] Figure 8 This is an elevation view of the structure used for leveling and height adjustment in this invention;

[0023] Figure 9 This is a side elevation view of the structure used for leveling and height adjustment in this invention;

[0024] Figure 10 This is the upper elevation view of the structure used for leveling and height adjustment in this invention;

[0025] Figure 11 for Figure 10 Top view;

[0026] Figure 12 for Figure 11 Schematic diagram of the vertical adjustment mechanism at point A;

[0027] Figure 13 for Figure 11 Schematic diagram of the longitudinal adjustment mechanism at point B;

[0028] Figure 14 for Figure 13 Side view;

[0029] Figure 15 This is a schematic diagram of the structure used for front-to-back alignment and lateral gap adjustment in this invention;

[0030] Figure 16 for Figure 15 Side view;

[0031] Figure 17 for Figure 15 Detailed diagram of the application of a single straightedge;

[0032] Figure 18 for Figure 17 Side sectional view;

[0033] Figure 19 for Figure 17 AA cross-section view;

[0034] Figure 20 for Figure 17 BB cross-section;

[0035] Figure 21 for Figure 17 Enlarged view of part A;

[0036] Figure 22 for Figure 21 Side section view;

[0037] Figure 23 This is an elevation view of the prestressed tendons of the reaction wall in this invention;

[0038] Figure 24 This is a front elevation view of the installation structure of the fair-faced concrete formwork for the reaction wall in this invention;

[0039] Figure 25 This is a side elevation view of the installation structure of the fair-faced concrete formwork for the reaction wall in this invention;

[0040] Figure 26 This is a top view of the installation structure of the fair-faced concrete formwork for the reaction wall in this invention;

[0041] Figure 27 This is a schematic diagram of the basement roof reaction platform formwork support system in this invention;

[0042] Figure 28 This is a schematic diagram of the independent support for the loading hole in this invention;

[0043] Figure 29 This is a schematic diagram of the positioning of the reaction platform module for the basement roof slab in this invention;

[0044] Figure 30 This is a partial plan view of the channel and anchor hole module of the present invention;

[0045] Figure 31 This is a side elevation view of the channel and anchor hole module of the present invention;

[0046] Figure 32 This is a structural schematic diagram of the connecting anchor hole assembly and the modular anchor hole assembly of the present invention;

[0047] Figure 33 This is a schematic diagram of the anchor hole structure of the present invention;

[0048] Figure 34This is a schematic diagram of the anchor hole flange of the present invention.

[0049] In the diagram: 1-1, Prestressed tendon; 1-2, Fixed anchor; 1-3, Tensile stress sensor; 1-4, Extended section; 2-1, Loading hole; 2-1-1, Support limiting ring groove; 2-1-2, Positioning flange; 2-1-3, Auxiliary positioning hole; 2-2, Loading hole bracket; 2-2-1, Horizontal member; 2-2-2, Vertical member; 2-2-3, Module vertical connection plate; 2-2-4, Vertical support plate; 2-2-5, Irregular support plate; 2-2-6, Vertical mounting elongated hole; 2-2-7, Inclined... Support; 2-2-8, Module horizontal connecting plate; 3-1, Adjusting bracket; 3-2, Top longitudinal horizontal support rod; 3-3, Bottom longitudinal horizontal support rod; 3-4, Screw; 3-5, Adjusting screw nut; 3-6, Vertical support sleeve; 3-7, Top screw I; 3-8, Horizontal support sleeve; 3-9, Top screw II; 3-10, Adjusting bolt; 3-11, Fixed bracket; 3-12, Upper support plate; 3-13, Lower support plate; 4-1, Connecting bolt; 4-2, Positioning and adjusting shims; 5-1, 5-2, Industrial Guide rail; 5-3, Corner bracket; 5-4, Extension core strip; 5-5, Outer connecting plate; 5-6, 5-7, Connecting strip; 5-8, Pressure plate; 6-1, Building formwork; 6-2, Fastening screws; 6-3, Left and right vertical joints; 6-4, Top and bottom horizontal joints; 6-5, Secondary keel; 6-6, Main keel; 6-7, Pressure plate; 6-8, Tie bolts; 7-1, Loading hole independent support; 7-1-1, Support upright; 7-1-2, Steel ball; 7-1-3, Support plate; 7-2, Scaffolding Support system; 7-3, reaction platform template; 8-1, four-hole positioning plate; 9-1, bracket; 9-2, channel; 9-3, modular anchor hole assembly; 9-4, cover plate stop; 9-5, rib plate; 9-6, upright; 10-1, anchor hole; 10-1-1, nut; 10-1-2, positioning hole; 10-1-3, anchor plate; 10-1-4, flange; 10-1-5, positioning connection hole; 10-2, upper crossbeam; 10-3, lower crossbeam; 10-4, horizontal support plate; 10-5, cover plate. Detailed Implementation

[0050] To further understand the invention's content, features, and effects, the following embodiments are provided, along with detailed descriptions in conjunction with the accompanying drawings:

[0051] A construction method for a three-dimensional reaction structure laboratory includes a construction method for the reaction wall and a construction method for the reaction platform on the basement roof slab.

[0052] The construction method of the reaction wall adopts unbonded steel strand prestressed tendons, with fixed anchors installed at the lower end of the prestressed tendons and anchorage and re-tensioning extension sections set at the upper end of the prestressed tendons; when the prestress is detected to be less than the set value, the sealing anchor structure of the corresponding prestressed tendon is broken and re-tensioning is implemented.

[0053] The construction methods for the reaction wall and the basement roof reaction platform involve setting loading holes on modules, using a factory prefabricated structure, and installing multiple loading holes on a loading hole bracket. The loading hole modules are then installed on-site, and after position and gap adjustments, they are assembled and connected. The reaction wall and basement roof reaction platform use fair-faced concrete formwork, which is fixed to the loading holes. The loading holes in the reaction wall formwork serve as through holes for tie bolts. The basement roof reaction platform formwork support system uses a structure where the scaffolding support system and independent loading hole supports are integrated. Each independent support corresponds to one loading hole. Leveling and height adjustment mechanisms are installed on the independent supports. The scaffolding support system is pre-lowered to a set height during erection, and then adjusted back up after the loading holes are in place.

[0054] Please see Figures 1 to 26 The construction method for the above-mentioned reaction wall adopts the following steps:

[0055] 1) Use unbonded steel strands to make prestressed tendons 1-1, and install fixing anchors 1-2 at the lower end of prestressed tendons 1-1;

[0056] 2) When constructing the basement reaction wall, when tying the basement floor slab reinforcement, install the fixing anchor 1-2 of the prestressing tendon 1-1 inside the floor slab reinforcement, and use horizontally set ladder reinforcement to fix the prestressing tendon 1-1 on top of the basement floor slab reinforcement, and then pour the basement foundation concrete.

[0057] 2.2) Construct the basement reaction wall and the basement roof reaction platform. The construction method of the basement roof reaction platform will be described later.

[0058] 3) Construct the reaction walls of each above-ground structural layer by layer.

[0059] The construction steps for each layer of reaction wall are as follows:

[0060] 3.1) Install the loading hole module, and after completing the horizontal and height adjustments, as well as the front-to-back alignment and lateral gap adjustments, assemble and connect them; the loading hole module adopts a factory prefabricated structure, and multiple loading holes arranged in rows and columns are installed on a loading hole bracket.

[0061] 3.2) Before binding the reaction wall and the reaction platform of the basement roof slab, the prestressed tendons 1-1 are combed and flipped to ensure that they are not tangled or misaligned with the foundation reserved reinforcement. When binding the reinforcement, the prestressed tendons 1-1 are combed and flipped again to make them vertical and upward, and the prestressed tendons 1-1 are fixed on the top slab reinforcement using horizontally set ladder bars. After the top ladder bars are installed, anchor plates are installed on the ladder bars, and the prestressed tendons pass through the anchor plates. The anchor plates are fixed on the top reaction wall reinforcement.

[0062] 3.3) Install the fair-faced concrete formwork for the reaction wall and the top slab formwork. The fair-faced concrete formwork is fixed on the loading hole 2-1, and the loading hole 2-1 is used as the through hole for the tie bolts.

[0063] 3.4) Pour concrete for the reaction wall and top slab.

[0064] 4) After the concrete strength of the top reaction wall reaches 100%, prestressing tensioning is carried out.

[0065] In this embodiment, step 3.1) involves a loading hole module comprising multiple loading holes 2-1 arranged horizontally in rows and vertically in columns, and a loading hole bracket 2-2.

[0066] The loading hole bracket 2-2 adopts a lattice structure with two interconnected layers. Specifically, the two layers are connected by longitudinal horizontal members. Each layer consists of multiple horizontal members 2-2-1 and multiple vertical members 2-2-2. A module vertical connecting plate 2-2-3 is vertically provided at the end of the vertical member 2-2-2, and a module horizontal connecting plate 2-2-8 is vertically provided at the end of the horizontal member 2-2-1. The module horizontal connecting plate 2-2-8 and the module vertical connecting plate 2-2-3 are used to connect the modules.

[0067] The loading hole 2-1 is made of a seamless steel pipe. Two support and limiting ring grooves 2-1-1 are symmetrically machined on the outside of the loading hole body. Positioning tongue and groove and positioning flange 2-1-2 with interference fit are provided at both ends of the loading hole body. The positioning flange 2-1-2 is welded to the loading hole body. Two auxiliary positioning holes 2-1-3 are provided on the positioning flange 2-1-2.

[0068] The machining of the support limiting ring groove 2-1-1 and the positioning tongue and groove 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-fitted on the positioning tongue and groove at the end of the loading hole body and is fixed by welding. This can ensure that the positioning flange 2-1-2 and the loading hole body have a high degree of concentricity, improve the manufacturing accuracy of the module, and create favorable conditions for subsequent on-site assembly.

[0069] In this embodiment, the positioning flange 2-1-2 adopts a circular structure. Since the positioning flange 2-1-2 is used for positioning during on-site assembly, and there are no installation positioning measures when connecting the positioning flange 2-1-2 to the loading hole body, the positioning tongue and groove joint can accurately position the flange. The flange and the loading hole body should have a small interference fit, and they are in a socket relationship, which 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 requirements. Both factory manufacturing and on-site installation rely on the flange on the loading hole for positioning. If the flange were square, the inner circular hole of the loading hole body could not be coaxial, concentric, or concentric with the flange. Therefore, using a circular flange instead of a square flange can effectively avoid the above problems and improve the installation positioning accuracy.

[0070] The loading hole 2-1 is horizontally arranged, spanning the front and rear horizontal rods 2-2-1, and is supported by two sets of support plates. The two sets of support plates are respectively installed on the front and rear horizontal rods 2-2-1. Each set of support plates has two plates, which are respectively set on both sides of the corresponding horizontal rod. The lower part is connected to the corresponding horizontal rod 2-2-1 through a vertical mounting elongated hole 2-2-6, and the upper part is connected to the loading hole body through a spot weld.

[0071] The loading hole 2-1 is supported by two sets of support plates for easy adjustment and improved accuracy; welding is used to maintain accuracy, and spot welding can reduce welding deformation.

[0072] 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.

[0073] Similarly, bolted connections facilitate adjustment and improve accuracy; welding maintains accuracy, and spot welding reduces welding deformation.

[0074] In this embodiment, both the horizontal member 2-2-1 and the vertical member 2-2-2 are made of angle steel, which is lightweight and has high strength. One of the set of support plates is a vertical support plate 2-2-4 that is closely connected to the horizontal member 2-2-1, and the other is an irregularly shaped support plate 2-2-5. To avoid the angle steel structure, the irregularly shaped support plate 2-2-5 consists of a support part, a 45° bend transition part, and a connecting part from top to bottom. The connecting part of the irregularly shaped support plate 2-2-5 and the lower part of the vertical support plate 2-2-4 are connected to the vertical angle side of the horizontal member 2-2-1. To prevent corrosion during construction and maintenance, and considering aesthetic factors, a stainless steel panel is provided on the outer end face of the positioning flange 2-1-3. The bracket 2-2 has an inclined support 2-2-7 between two adjacent vertical rods 2-2-2. The inclined support 2-2-7 is located between two adjacent rows of loading holes 2-1 and is used to strengthen the bracket structure and prevent deformation during transportation.

[0075] For modules using the above structure, the error in the distance between adjacent loading holes within the module is no greater than 0.3 mm, the cumulative error in the distance between loading holes is no greater than 1 mm, the cumulative error in the distance between diagonal loading holes is no greater than 1 mm, and the flatness error of the module end face is no greater than 0.25 mm.

[0076] In step 3.1 above, the structure used for leveling and height adjustment includes two top longitudinal horizontal support rods 3-2 and two bottom longitudinal horizontal support rods 3-3 arranged symmetrically about the transverse center line of the loading hole mounting module. The top longitudinal horizontal support rods 3-2 and the bottom longitudinal horizontal support rods 3-3 pass through the front and rear horizontal rods 2-2-1 of the loading hole bracket 2-2 and are supported by the adjustment bracket 3-1, which is erected around the loading hole mounting module.

[0077] Each of the top longitudinal horizontal support rods 3-2 is provided with two sets of vertical adjustment mechanisms and two sets of longitudinal adjustment mechanisms I arranged symmetrically front to back, and each of the bottom longitudinal horizontal support rods 3-3 is provided with two sets of longitudinal adjustment mechanisms II arranged symmetrically front to back.

[0078] The vertical adjustment mechanism adopts a screw drive mechanism, including a vertically arranged lead screw 3-4 and an adjusting nut 3-5 connected thereto. The lead screw 3-4 passes through a vertical support sleeve 3-6 and is inserted into the riser of the adjustment bracket 3-1. The vertical support sleeve 3-6 is fastened to the top of the riser of the adjustment bracket 3-1 and fixed with a set screw I 3-7. The top of the lead screw 3-4 is connected to the corresponding top longitudinal horizontal support rod 3-2 through a horizontal support sleeve 3-8. The horizontal support sleeve 3-8 is fixed with a set screw II 3-9.

[0079] The longitudinal adjustment mechanism I and the longitudinal adjustment mechanism II have the same structure. Both are provided with an adjustment bolt 3-10 that is perpendicular to the outer side 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, which is installed on the corresponding longitudinal horizontal support rod 3-2 or the bottom longitudinal support rod 3-3.

[0080] The aforementioned vertical support sleeves 3-6 serve to increase the contact area, reduce pressure, and protect the riser and vertical adjustment mechanism.

[0081] In this embodiment, the fixed bracket 3-11 is provided with an upper support plate 3-12 and a lower support plate 3-13 that match the corresponding top longitudinal horizontal support rod 3-2 or bottom longitudinal horizontal support rod 3-3. The upper support plate 3-12 and the lower support plate 3-13 are connected by bolts. This structure is easy to install and adjust, and convenient to use.

[0082] Step 3.1) above involves applying the above structure for pre-assembly leveling and height adjustment:

[0083] 3.1.1) Hoist the loading hole module to a position corresponding to the axis dimension of the reaction wall.

[0084] 3.1.2) Erect a leveling and height adjustment structure, with the top longitudinal horizontal support rod 3-2 and the bottom longitudinal horizontal support rod 3-3 respectively placed under the two front and rear horizontal rods 2-2-1 at the top and bottom of the loading hole bracket 2-2. 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.

[0085] 3.1.3) Rotate the adjusting nut to raise the lead screw 3-4, so that the leveling and height adjustment structure supports the loading hole installation module.

[0086] 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.

[0087] 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 conversion, and then the leveling and height adjustment structure is removed.

[0088] Step 3.1 above, the structure used for front-to-back alignment and lateral clearance adjustment includes the connection structure of the lateral connecting plate of the docking module and the longitudinal alignment structure of the loading hole module.

[0089] The connection structure adopts a dual fixing structure of bolt connection and weld connection, and a positioning adjustment shim 4-2 is provided between the two transverse connecting plates 2-2-8 of the module, which is stuck on the connecting bolt 4-1.

[0090] The alignment structure includes four straightedges, two of which are located on the front face of the unit, at the top and bottom respectively, and are horizontally arranged; the other two are located on the rear face of the unit, at the top and bottom respectively, and are horizontally arranged.

[0091] The straightedge is formed by connecting two industrial guide rails 5-1 and 5-2. The industrial guide rails 5-1 and 5-2 are formed by connecting multiple profiles. The two adjacent profiles on the left and right are connected by a retaining angle 5-3 and an extension core strip 5-4. The extension core strip 5-4 is slidably assembled in the guide groove of the profile. The retaining angle 5-3 is fixed to the extension core strip 5-4 by screw I. The two industrial guide rails 5-1 and 5-2 of the straightedge are symmetrically arranged on both sides of the auxiliary positioning hole 2-1-3 and connected by multiple outer connecting plates 5-5. Two connecting strips 5-6 and 5-7 are provided on the inner side of each outer connecting plate 5-5. The two connecting strips 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. The outer connecting plate 5-5 and the two connecting strips 5-6 and 5-7 are all connected by screw II.

[0092] The straightedge is connected to each of the positioning flanges 2-1-2 by a pressure plate 5-8, which is bolted to the auxiliary positioning hole 2-1-3.

[0093] In this embodiment, the profile has four symmetrically arranged guide grooves, which provide high lateral stiffness and strong bending resistance, thus improving the accuracy of the straightedge. The positioning adjustment shims 4-2 come in various thicknesses, employ a Y-shaped structure, and are equipped with locking clips and handles adapted to the connecting bolts for easy use. Both screws I and II are hexagonal socket head cap screws, facilitating assembly and adjustment.

[0094] Step 3.1) involves assembling the components using the aforementioned structure.

[0095] 3.1.6) Hoist the loading hole module into the position corresponding to the axis dimension of the reaction wall.

[0096] 3.1.7) Adjust the horizontal and vertical positions of the first loading hole module.

[0097] 3.1.8) Adjust the level and elevation of the second loading hole module, install two straightedges on the front face of the unit, and use the first loading hole module as a reference to make the second loading hole module horizontally aligned with the first loading hole module. At this time, the bolt holes of the horizontal connecting plates of the two modules are coaxial.

[0098] 3.1.9) Insert the connecting bolts, adjust the lateral position of the second loading hole module according to the design spacing of the loading holes until the loading hole spacing meets the design requirements, install shims, and tighten the connecting bolts.

[0099] 3.1.10) Repeat steps 3 and 4 until all modules have been adjusted and connected;

[0100] 3.1.11) Install two straightedges on the rear end face of the installation unit to secure all modules together, and then weld the horizontal connecting plates between the docking modules. At this point, the assembly construction of the reaction wall loading hole partition unit is completed.

[0101] In step 3.3), the reaction wall template is composed of multiple building templates 6-1. The building template 6-1 is made of wood, and its module and size are customized according to the spacing of the loading holes. It fits tightly with the positioning flange 2-1-2 and is connected to the auxiliary positioning hole 2-1-3 by fastening screws 6-2.

[0102] The left and right vertical joints 6-3 of the building template 6-1 are located 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 located 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 continuous, and the gaps are all less than 0.2mm.

[0103] The two building templates 6-1 that are joined from left to right and the two building templates 6-1 that are joined from top to bottom are all connected by saddle nails. Waterproof sealing tape is pasted on the vertical joints 6-3 of the left and right joints and the horizontal joints 6-4 of the top and bottom joints of the building templates 6-1, and the waterproof sealing tape covers the saddle nails.

[0104] Vertical secondary keels 6-5 are arranged on the outside of the building template 6-1. A portion of the secondary keels 6-5 are pressed one-to-one with the vertical joints 6-3 of the left and right sides of the building template 6-1. Main keels 6-6 are arranged on the outside of the secondary keels 6-5. The main keels 6-6 are arranged in groups of two, symmetrically arranged on both sides of the horizontal center line of the loading hole 2-1. Each group of main keels 6-6 is provided with multiple pressure plates 6-7 corresponding one-to-one with the loading hole 2-1. The two pressure plates 6-7 facing each other are connected together by a tie bolt 6-8 passing through the loading hole 2-1.

[0105] In this embodiment, the secondary keel 6-5 is made of timber. The main keel 6-6 is made of square steel tubing. The tie bolts 6-8 are fine-thread rolled bolts. The pressure plate 6-7 is made of steel plate.

[0106] The reaction wall was cast using the above-mentioned reaction wall formwork, and all technical indicators, such as flatness, verticality, and fair-faced concrete effect, met the design requirements.

[0107] Step 3.3) describes the construction steps for installing the above-mentioned fair-faced concrete formwork for the reaction wall:

[0108] 3.3.1) Material preparation: The formwork is 1000×2000×18mm, the secondary joists are 50×80mm timber, the main joists are 50×50×3mm square steel pipes, the tie bolts are M16 fine thread bolts, the pressure plates are 180×80×12mm steel plates, saddle nails, fastening screws, etc., in mm.

[0109] 3.3.2) Secondary processing of materials: planing the secondary keel timber to ensure uniform dimensions with an error of no more than 0.5mm, and ensuring that the timber can be straight and tightly attached to the template; drilling holes for tie bolts in a set number of secondary keel timbers after secondary processing, and this part of the secondary keel timbers is used for pressing the joints.

[0110] 3.3.3) Drill screw connection holes corresponding to the auxiliary positioning holes of the loading hole flange and tie bolt through holes corresponding to the loading hole on the template. To ensure accurate hole positions, a template drilling template can be made to assist in template drilling.

[0111] 3.3.4) After the embedded parts installation and rebar tying have passed inspection, the formwork installation begins. The first formwork panel is installed starting from the end of the reaction wall, and the installation accuracy is adjusted to meet design requirements. After the first panel is installed, the second panel is installed. The two formwork panels are tightened using tensioners, and then the joint between the two panels is secured with 1.5mm long saddle nails to ensure there are no gaps at the joint. After the formwork is joined, sealant tape is applied to the joint. Then, fastening screws are used to fix the formwork to the auxiliary positioning holes of the loading hole flange, ensuring reliable fixing of the formwork and the loading hole to prevent bulging.

[0112] 3.3.5) Repeat step 3.3.4) to install all templates.

[0113] 3.3.6) Install secondary joists. First, install secondary joists with tie bolt holes on the vertical joints of the left and right sides of the building formwork, so that they press against the edges of the two joined formwork pieces. Then install other secondary joists according to the design.

[0114] 3.3.7) After the secondary keel is installed, insert tie bolts into the center of each loading hole.

[0115] 3.3.8) Install the main keel square steel pipe.

[0116] 3.3.9) Fit the pressure plate and nut onto the tie bolt, tighten the nut, and control the torque to about 40 Nm.

[0117] 3.3.10) Straighten and correct all building formwork.

[0118] 3.3.11) Install the structural top slab formwork on the reaction wall and tie the structural top slab reinforcement.

[0119] 3.3.12) After acceptance, pour concrete for the reaction wall and the top slab of its superstructure.

[0120] In this embodiment, the prestressed tendons 1-1 of the reaction wall adopt a single-strand distributed arrangement structure. The lower end is fixed to the bottom plate of the underground structure by a fixed anchor 1-2, and the upper end is fixed to the top plate of the structure by a working anchor. An anchor plate is provided below the working anchor.

[0121] To achieve secondary tensioning, an anchoring and secondary tensioning extension section 1-4, 300mm in length, is provided at the upper end of the prestressing tendon 1-1 for anchoring and secondary tensioning. For convenient secondary tensioning, the working anchor adopts a single-point sealing anchor structure. To improve the accuracy of tension control, a tensile stress sensor 1-3 is provided on the fixed anchor 1-2.

[0122] In step 1), when the prestress is detected to be less than the set value, the sealing and anchoring structure of the corresponding prestressing tendon is broken, and re-tensioning is carried out.

[0123] Please see Figures 27-29 The construction method for the aforementioned basement roof reaction platform adopts the following steps:

[0124] a) After the construction of the basement foundation, floor slab, exterior walls and partition walls is completed, mark the projection position lines of the loading holes on the basement floor slab;

[0125] b) Based on the elevation of the reaction platform template, lower the scaffolding support system 7-2 by 10mm. According to the markings in step a), reserve the erection space for the independent support 7-1 of the loading hole below the design position of the loading hole, and pre-place the members of the independent support 7-1 of the loading hole in the corresponding erection space when erecting the scaffolding support system 7-2.

[0126] c) Install reaction platform template 7-3;

[0127] d) Mark the loading hole positions on template 7-3, and then drill positioning connection holes corresponding to the auxiliary positioning holes on the loading hole flange;

[0128] e) Tie the lower layer of reinforcement bars of the reaction platform, and reserve the position of the loading hole flange according to the markings in step d);

[0129] f) According to the design position, the loading hole module is hoisted onto the reaction platform template 7-3, and one loading hole module is set on the top of each compartment; the loading hole module adopts a factory prefabricated structure, and multiple vertically arranged loading holes are installed on a bracket, and a module connection plate is provided on the bracket;

[0130] g) Adjust the position of the loading hole module. First, adjust the plane position, then adjust the height and level. Adjust them one by one. Using the adjacent adjusted modules as a reference, use the four-hole clamp 8-1 to adjust the plane position, and use the independent loading hole support 7-1 to adjust the height and level.

[0131] The four-hole clamping plate 8-1 adopts a square structure, with a clamping hole at each of the four corners according to the design position of the loading hole. The four clamping holes match the outer circle of the flange of the four adjacent loading holes. The independent support 7-1 for the loading hole is set in the independent support space of the loading hole and is provided with a support pole 7-1-1 connected to the scaffolding support system 7-2. The support pole 7-1-1 is provided with a leveling and height adjustment mechanism. The leveling and height adjustment mechanism is connected to the support plate 7-1-3 through a steel ball 7-1-2. The support plate 7-1-3 is set under the template 7-3 and is connected to the auxiliary positioning hole on the loading hole flange by bolts. The bolts pass through the corresponding positioning connection holes.

[0132] h) Pull back the scaffolding support 7-2 upward by 10mm and make it fit with the template 7-3 to realize the force conversion of the template support from the independent support 7-1 with loading hole to the template support system. Connect the independent support 7-1 with the scaffolding support system 7-2 into one to form a reaction platform template support system.

[0133] i) Connect the loading hole modules together;

[0134] j) Tie the upper layer of reinforcement bars on the reaction platform, install the loading hole cover plate and fix it to prevent it from entering the concrete.

[0135] k) Pour concrete.

[0136] The construction method for the aforementioned three-dimensional reaction structure laboratory also includes a channel-type reaction platform construction method. This method prefabricates the channels and anchor holes into channel-anchor-hole modules and anchor-hole assemblies. The channel-anchor-hole modules utilize channel supports to support the channels and anchor holes. The anchor-hole assemblies are connected to the channel-anchor-hole modules via horizontal beams, as detailed below:

[0137] Please see Figures 30-34 A method for constructing a channel-type reaction platform, comprising the following steps:

[0138] (1) Mark the position lines of the channel and anchor hole modules on the foundation pad.

[0139] (2) Binding the bottom reinforcement of the pier.

[0140] (3) Install the channel and anchor hole module according to the design position; the channel and anchor hole module includes a bracket 9-1, two rows of channels 9-2 and a row of module anchor hole assembly 9-3 connected between them, the module anchor hole assembly 9-3 and the channels 9-2 are supported by the bracket 9-1.

[0141] (4) Leveling and raising;

[0142] (5) Tie the reinforcing bars in the middle of the platform located below the anchor hole;

[0143] (6) Install the connecting anchor hole assembly according to the design position, and use the connecting anchor hole assembly to connect the two adjacent installation channels and anchor hole modules together.

[0144] The connecting anchor hole assembly has the same structure as the module anchor hole assembly 9-3, including a vertically arranged anchor hole 10-1 and two horizontal beams. The anchor hole 10-1 is centrally located and connected to the two horizontal beams through a horizontal support plate 10-4.

[0145] The two adjacent channels and anchor hole modules are connected by multiple connecting anchor hole assemblies.

[0146] (7) Tie the upper reinforcement of the pier and use the cover plate to seal the channel and anchor hole to prevent concrete from entering during subsequent pouring.

[0147] (8) Pour concrete.

[0148] In this embodiment, the upper part of the channel 9-2 is formed by two back-to-back channel steels. A cover plate stop 9-4 is provided on the channel 9-2. Cover plate stops are provided on both the channel 9-2 and the anchor hole 10-1, with a cover plate flush with the main body on the cover plate stop, and a counterweight structure below the cover plate. The figure shows a cover plate 10-5 installed on the anchor hole 10-1; the structure of a cover plate installed on the channel 9-2 is not shown, but the two are very similar and will not be described further. Multiple evenly distributed ribs 9-5 are provided within the channel steel of the channel 9-2, and the ribs 9-5 are connected to the support 9-1 via uprights 9-6. In the connecting anchor hole assembly, the upper crossbeam 10-2 is connected to the ribs 9-5 and the uprights 9-6, and the lower crossbeam 10-3 is connected to the uprights 9-6. Pull-out stress relief holes are provided on the ribs 9-5. The anchor hole 10-1 has a nut 10-1-1 at the bottom, a positioning hole 10-1-2 at the top, an anchor plate 10-1-3 on the lower outer side, and a flange 10-1-4 at the top. The flange 10-1-4 has a positioning connection hole 10-1-5. The nut 10-1-1 is fitted to the lower end of the main body of the anchor hole 10-1. The bracket 9-1 is welded from channel steel and has a supporting beam at the top. The upright 9-6 is supported by the supporting beam and is made of angle steel. The upper beam 10-2 and lower beam 10-3 of the connecting anchor hole assembly are both made of channel steel.

[0149] Although preferred embodiments of the present invention have been described above in conjunction with the accompanying drawings, the present invention is not limited to the specific embodiments described above. The specific embodiments described above are merely illustrative and not restrictive. Those skilled in the art can make many other modifications under the guidance of the present invention without departing from the spirit and scope of the claims, and all of these modifications are within the scope of protection of the present invention.

Claims

1. A construction method for a three-dimensional reaction structure laboratory, comprising a construction method for reaction walls and a construction method for a reaction platform on the basement roof slab, characterized in that, The construction method of the reaction wall adopts unbonded steel strand prestressed tendons, with fixed anchors installed at the lower end of the prestressed tendons, and anchorage and re-tensioning extension sections set at the upper end of the prestressed tendons; when the prestress is detected to be less than the set value, the sealing anchor structure of the corresponding prestressed tendon is broken, and re-tensioning is implemented. The construction methods for the reaction wall and the basement roof reaction platform involve setting loading holes on modules, using a factory prefabricated structure, and installing multiple loading holes on a single loading hole bracket. The loading hole modules are then installed on-site, and after position and gap adjustments, they are assembled and connected. The reaction wall and basement roof reaction platform utilize fair-faced concrete formwork, which is fixed to the loading holes. The reaction wall formwork uses the loading holes as through holes for tie bolts. The basement roof reaction platform formwork support system adopts a structure that integrates the scaffolding support system and the independent support with loading holes. Each independent support corresponds to one loading hole. The independent support is equipped with a leveling and height adjustment mechanism. When erecting the scaffolding support system, the set height is pre-lowered. After the loading hole is adjusted to the correct position, the scaffolding support system is pulled back. The reaction wall loading hole module adopts a leveling and height adjustment structure for position adjustment. The leveling and height adjustment structure of the reaction wall loading hole module includes two top longitudinal horizontal support rods and two bottom longitudinal horizontal support rods arranged symmetrically about the horizontal center line of the loading hole installation module. The top longitudinal horizontal support rods and the bottom longitudinal horizontal support rods pass under the front and rear horizontal rods of the loading hole bracket and are supported by the adjustment bracket, which is erected around the loading hole installation 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 to back. Two sets of longitudinal adjustment mechanisms II are symmetrically arranged on each of the bottom longitudinal horizontal support rods. The vertical adjustment mechanism adopts a screw transmission mechanism, including a vertically arranged lead screw and an adjusting nut connected thereto. The lead screw passes through a vertical support sleeve and is inserted into the riser of the adjustment bracket. The vertical support sleeve is fastened to the top of the riser of the adjustment bracket and fixed with a set screw I. The top of the lead screw is connected to the corresponding top longitudinal horizontal support rod through a horizontal support sleeve, and the horizontal support sleeve is fixed with a set screw II. The longitudinal adjustment mechanism I and the longitudinal adjustment mechanism II have the same structure. Both are provided with an adjustment bolt that is perpendicular to the outer side of the horizontal bar of the loading hole bracket. The adjustment bolt is connected to the fixed bracket, which is installed on the corresponding top longitudinal support rod or bottom longitudinal support rod. The reaction wall loading hole module uses a front-to-back alignment and lateral gap adjustment structure for position adjustment. This structure includes a connection structure for the lateral connecting plate of the docking module and a longitudinal alignment structure for the loading hole module. The connection structure adopts a double fixing structure of bolting followed by welding, and a positioning adjustment shim that is stuck on the connecting bolt is provided between the two transverse connecting plates of the module. The alignment structure includes four straightedges, two of which are located on the front face of the unit, at the top and bottom respectively, and are horizontally arranged; the other two are located on the rear face of the unit, at the top and bottom respectively, and are horizontally arranged. The straightedge is formed by connecting two industrial guide rails, which are formed by connecting multiple profiles. The two adjacent profiles on the left and right are connected by corner brackets and extension strips. The extension strips are slidably assembled in the guide grooves of the profiles, and the corner brackets are fixed to the extension strips with screws I. The two industrial guide rails of the 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. The outer connecting plates and the two connecting strips are connected by screws II. The straightedge is connected to each positioning flange via a pressure plate, which is bolted to the auxiliary positioning hole.

2. The construction method of the three-dimensional reaction structure laboratory according to claim 1, characterized in that, It also includes a method for constructing a channel-type reaction platform, in which the channel and anchor hole are prefabricated into channel-anchor-hole modules and anchor-hole assemblies. The channel-anchor-hole modules are supported by channel supports, and the anchor-hole assemblies are connected to the channel-anchor-hole modules through horizontal beams.

3. The construction method of the three-dimensional reaction structure laboratory according to claim 1, characterized in that, The loading hole is made of seamless steel pipe. Two support and limiting ring grooves are symmetrically machined on the outside of the loading hole body. Positioning tongue and groove and positioning flanges with interference fit 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 provided on the positioning flanges. All connection nodes of the loading hole bracket adopt a dual fixing structure of bolt connection and spot welding connection.

4. The construction method of the three-dimensional reaction structure laboratory according to claim 3, characterized in that, The fair-faced concrete formwork for the reaction wall is composed of multiple building formwork panels. The building formwork panels are made of wood, and their modules and dimensions are customized according to the spacing of the loading holes. They fit tightly with the positioning flange and are connected to the auxiliary positioning holes using fastening screws. The left and right vertical joints of the building template are located at the vertical center line of the loading hole; the top and bottom horizontal joints of the building template are located at the horizontal center line of the loading hole; the left and right vertical joints and the top and bottom horizontal joints of the building template are continuous, and the gaps are all less than 0.2mm. The two building templates that are joined together on the left and right sides, as well as the two building templates that are joined together on the top and bottom, are all connected by saddle nails. Sealing and waterproof tape is pasted on the vertical joints of the left and right joints and the horizontal joints of the top and bottom joints of the building templates, and the sealing and waterproof tape covers the saddle nails. Vertical secondary keels are arranged on the outside of the building formwork. A portion of the secondary keels is pressed one-to-one with the vertical joints of the left and right sides of the building formwork. Main keels are arranged on the outside of the secondary keels. The main keels are arranged in groups of two, which are symmetrically arranged on both sides of the horizontal center line of the loading hole. Each group of main keels is provided with multiple pressure plates corresponding one-to-one with the loading hole. The two pressure plates facing each other are connected together by a tie bolt passing through the loading hole.

5. The construction method of the three-dimensional reaction structure laboratory according to claim 1, characterized in that, The prestressing tendons of the reaction wall adopt a single-strand distributed structure, with the lower end fixed to the bottom plate of the underground structure by fixed anchors and the upper end fixed to the top plate of the structure by working anchors.

6. The construction method of the three-dimensional reaction structure laboratory according to claim 1, characterized in that, A tensile stress sensor is installed on the fixed anchor.

7. The construction method of the three-dimensional reaction structure laboratory according to claim 1, characterized in that, The method for adjusting the position of the loading hole module of the reaction platform of the basement roof is as follows: first adjust the plane position, then adjust the height and level, and adjust them one by one. Taking the adjacent adjusted modules as the reference, the plane position is adjusted by using the four-hole clamping plate, and the height and level are adjusted by using the independent support of the loading hole.

8. The construction method of the three-dimensional reaction structure laboratory according to claim 2, characterized in that, The upper part of the channel is composed of two back-to-back channel steels. Multiple evenly distributed ribs are provided inside the channel steels. The ribs are connected to the channel support through uprights. The connecting anchor hole assembly and the module anchor hole assembly are connected to the ribs and the uprights through an upper crossbeam and to the uprights through a lower crossbeam.

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