A steam turbine base one-time pre-buried bolt reinforcing template frame structure and construction method

Abstract

This invention relates to the field of nuclear power plant turbine foundation construction technology, and discloses a template frame structure for primary pre-embedded bolt reinforcement of turbine foundations, including a ground-mounted support system, a suspension system, a multi-stage adjustment system, and an anchor bolt assembly. The ground-mounted support system includes columns, main beams, and secondary beams. The suspension system includes vertical hangers and three layers of channel steel chords. The anchor bolt assembly includes sleeves, bolts, set plates, and locking nuts. The multi-stage adjustment system includes lateral positioning bolts located on both sides of each layer of channel steel chords and end positioning bolts located at both ends of each layer of channel steel chords. It also includes a first orthogonal four-point positioning component and a second orthogonal four-point positioning component. This invention can achieve ultra-high precision control of pre-embedded bolts, has strong versatility, and can be widely applied to the pre-embedded construction of foundations for various heavy equipment.

Description

Technical Field

[0001] This invention relates to the field of nuclear power plant turbine foundation construction technology, and in particular to a template frame structure and construction method for one-time pre-embedded bolt reinforcement of turbine foundation. Background Technology

[0002] Nuclear power turbine generator sets are heavy-duty, high-speed rotating equipment. The concrete volume of a single unit's foundation can reach 8,000 tons. The operation of the equipment places extremely stringent requirements on the installation accuracy of the pre-embedded anchor bolts in the foundation: industry standards clearly stipulate that the planar positioning error of the pre-embedded bolts must be controlled within ±1mm, the verticality deviation of the entire height must not exceed 0.5‰, and the tolerance between the axial / lateral centerline and the unit's baseline must not exceed ±2mm. Any deviation in accuracy will result in the heavy equipment being unable to be positioned, and may even lead to serious problems such as excessive vibration during unit operation and nuclear safety risks.

[0003] Currently, the construction of pre-embedded bolts for turbine foundations in nuclear and thermal power projects generally adopts the traditional process of on-site welding and fixing of rigid supports: the pre-embedded sleeves are directly welded and fixed to the steel reinforcement skeleton of the foundation, and then welded in place after manual alignment with a string line, followed by concrete pouring. This existing technology faces multiple technical challenges: First, traditional supports are piecemeal and welded on-site, and the cumulative errors from welding deformation and manual alignment cannot achieve millimeter-level precision adjustments. The final forming accuracy is generally only ±5mm, which is insufficient to meet the ±1mm accuracy requirement of nuclear power, leading to frequent rework and significantly increasing construction costs and time pressure. Second, during the pouring of large volumes of concrete, the lateral impact and buoyancy generated by the fluid can easily cause the welded sleeves to be tilted or lifted. Since the traditional process involves one-time welding and fixing, there is no room for adjustment after pouring begins, and any deviations cannot be corrected, resulting in completely uncontrollable final forming accuracy and extremely high quality risks. Third, the traditional process can only achieve one-time fixing before pouring, lacking dynamic monitoring and correction measures during the pouring process, making it impossible to achieve full-process precision control from installation to completion, resulting in weak quality assurance capabilities.

[0004] In view of the shortcomings of the existing technology, there is an urgent need in the field to develop a steam turbine foundation pre-embedded bolt reinforcement technology to meet the stringent construction requirements of nuclear power units. Summary of the Invention

[0005] The purpose of this invention is to overcome the above-mentioned defects of the prior art and provide a template frame structure and construction method for one-time pre-embedded bolt reinforcement of steam turbine foundation. Through the design of a layered functional truss structure and a multi-level adjustment system, the millimeter-level precision control of the pre-embedded bolts and dynamic correction throughout the pouring process are achieved, thereby improving construction efficiency.

[0006] The above-mentioned technical objective of the present invention is achieved through the following technical solution: A template frame structure for reinforcing a steam turbine base with pre-embedded bolts, characterized in that it includes a ground-mounted support system, a suspension system, a multi-stage adjustment system, and an anchor bolt assembly; The ground-mounted support system includes several columns fixed to the completed concrete structure around the turbine base. A main beam is fixedly installed on the top of the columns, and secondary beams are fixedly installed between the main beams. The main beams and secondary beams are welded together to form an integral load-bearing platform. The suspension system includes vertical hangers and three layers of coaxial, parallel, and spaced-apart channel steel chords. The three layers of channel steel chords are arranged from top to bottom as a first layer, a second layer, and a third layer. Along the length of the channel steel chords, suspension points are spaced on both sides of each group of channel steel chords. Each suspension point includes vertical hangers arranged opposite each other on both sides of the channel steel chords. The top of the vertical hangers is fixedly connected to the overall load-bearing platform, and the body of the vertical hangers is rigidly connected to the first layer, the second layer, and the third layer of channel steel chords. The anchor bolt assembly includes a sleeve, a screw, a set plate, and a lock nut. The set plate is fixedly connected to the bottom end of the sleeve. The screw is coaxially inserted into the inner cavity of the sleeve, and the bottom end of the screw is fixedly connected to the set plate. The end of the screw away from the set plate extends upward through the top end of the sleeve and is threadedly connected to the lock nut. The first layer of channel steel chord members has fine-adjustment holes spaced along their center line, corresponding to the upper and lower axes of the screw and with a diameter matching the screw size. The second layer of channel steel chord members has limiting holes corresponding to the fine-adjustment holes and with a diameter matching the sleeve size. The third layer of channel steel chord members has supporting holes corresponding to the limiting holes and with a diameter smaller than the outer diameter of the set plate. The bottom surface of the set plate abuts against the upper surface of the third layer of channel steel chord members. The sleeve is coaxially inserted into the limiting holes. The screw is coaxially inserted into the fine-adjustment holes. The bottom surface of the locking nut abuts against the upper surface of the first layer of channel steel chord members and locks them in place to fix the vertical elevation of the anchor bolt assembly. The multi-stage adjustment system includes lateral positioning bolts located on both sides of each layer of channel steel chord members and end positioning bolts located at both ends of each layer of channel steel chord members. The support ends of the lateral positioning bolts and end positioning bolts abut against the ground-mounted support system, used to adjust and fix the planar position of each layer of channel steel chord members. It also includes a first orthogonal four-point positioning component located around the fine-tuning through hole of the first layer of channel steel chord members and a second orthogonal four-point positioning component located around the limiting through hole of the second layer of channel steel chord members. The first orthogonal four-point positioning component is used to adjust and fix the planar position of the screw, and the set screw end of the second orthogonal four-point positioning component abuts against the outer wall of the sleeve, used to adjust and fix the planar position of the sleeve. The multi-stage adjustment system can dynamically correct the anchor bolt assembly during concrete pouring.

[0007] As a further feature of the present invention, the diameter of the supporting perforation of the third layer channel steel chord is 10 mm larger than the outer diameter of the sleeve, the diameter of the limiting perforation of the second layer channel steel chord is 1 mm larger than the outer diameter of the sleeve, and the diameter of the fine-tuning perforation of the first layer channel steel chord is 1 mm larger than the outer diameter of the screw.

[0008] As a further feature of the present invention, the columns are made of I25 I-beams, the main beams and secondary beams are both made of I40a I-beams, and bidirectional diagonal braces are fixedly installed between adjacent columns.

[0009] As a further feature of the present invention, a horizontal connecting rod is provided between the opposing vertical suspension rods, and the bottom surface of each layer of channel steel chord abuts against the horizontal connecting rod.

[0010] As a further feature of the present invention, an L50 angle steel diagonal brace is fixedly installed on the channel steel chord, and a V-shaped anti-lateral support structure is formed between the diagonal brace and the channel steel chord. The distance between the suspension points of the vertical hanger is 1m.

[0011] As a further feature of the present invention, the first orthogonal four-point positioning component and the second orthogonal four-point positioning component have the same structure, both including four orthogonally arranged adjusting bolts, and each adjusting bolt is connected to a fixed adjusting nut.

[0012] A construction method for a template frame for primary pre-embedded bolt reinforcement of a steam turbine foundation, implemented based on the aforementioned template frame structure, includes the following steps: S1. Ground-mounted support system construction: Pre-embedded parts are fixed on the completed concrete structure around the turbine base, and columns, main beams and secondary beams are installed in sequence. They are then welded to form an integral load-bearing platform, and the verticality and elevation of the support system are corrected and fixed. S2. Installation of the suspension system: The first layer channel steel chord, the second layer channel steel chord, and the third layer channel steel chord are fixed from top to bottom to the overall load-bearing platform through vertical hangers. The coaxiality of the three layers of channel steel chords is calibrated, and the diagonal web members are welded to form a stable truss structure. S3. Anchor bolt assembly installation: Pass the anchor bolt assembly through the coaxial through holes of the second and first layer channel steel chords from bottom to top, so that the bottom surface of the set plate abuts against the upper surface of the third layer channel steel chord. After the top of the bolt passes through the first layer channel steel chord, tighten the lock nut to complete the vertical elevation locking of the anchor bolt assembly. S4. Multi-level precision adjustment: Adjust the overall planar position of each layer of channel steel chord by using lateral positioning bolts and end positioning bolts. Adjust the planar position of the screw and sleeve by using the first orthogonal four-point positioning component and the second orthogonal four-point positioning component respectively. Control the planar positioning error and verticality of the anchor bolt assembly within the design tolerance range. After the adjustment is completed, perform temporary limit fixing. S5. Concrete pouring and dynamic correction: Pour large volume concrete for the turbine foundation to embed the second and third layer channel steel chords into the concrete. Throughout the pouring process, the position of the anchor bolt assembly is monitored in real time by a total station. The anchor bolt assembly that has shifted is dynamically corrected in real time by a multi-level adjustment system until the concrete has initially set.

[0013] As a further feature of the present invention, in step S4, the planar positioning error of the anchor bolt assembly is controlled within ±1mm, and the verticality deviation is controlled within 0.5‰; in step S5, during the concrete pouring process, the position of the anchor bolt assembly is re-measured after each pouring segment is completed, and any deviation is corrected immediately.

[0014] The beneficial effects of this invention are: This invention discloses a template frame structure and construction method for one-time pre-embedded bolt reinforcement of a steam turbine base. Compared with conventional bolt reinforcement technology, this technology has made a significant breakthrough in the precision control of pre-embedded bolts. The plane positioning error of the pre-embedded bolt sleeve has been reduced from the industry average of ±5mm to ±1mm, and the verticality deviation has been optimized from 1‰ to 0.5‰.

[0015] The ground-mounted support system in this invention forms a stable load-bearing platform through rigid connection between embedded parts and the concrete structure. This allows the pre-embedded bolts to be detached from the concrete and the lower support frame, bearing load independently, while reducing the impact of vibration during pouring on the stability of the template frame. In the modular suspension system, the channel steel chords and truss units are prefabricated modularly and assembled synchronously in different areas. The suspension system focuses on layered control, dynamic adjustment, and full-process precision optimization. Functional integration is achieved through the division of labor and cooperation of three layers of channel steel chords: the lower channel steel acts as the main load-bearing element, ensuring structural stability; the middle channel steel uses precise hole limiting (the hole diameter is 1mm larger than the sleeve) to constrain bolt sleeve offset; and the upper channel steel acts as a dynamic adjustment layer, combining multi-level fine-tuning measures to achieve precise adjustment of the bolts. The diagonal web members, double-limb hangers, and horizontal connecting rods constitute a spatial stability system with a 1m spacing between suspension points, improving lateral stiffness. Among the multi-level adjustment measures, the overall coarse adjustment unit is combined with the single-point fine adjustment unit to achieve millimeter-level adjustment of the bolt plane position, while also possessing dynamic correction function during pouring. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a schematic diagram of the overall structure of this embodiment; Figure 2 This is a schematic diagram of the suspension system structure in this embodiment; Figure 3 This is a schematic diagram of the suspension system and lateral positioning bolt structure in this embodiment; Figure 4 This is a schematic diagram of the multi-level adjustment system structure in this embodiment; Figure 5 This is a schematic diagram of the orthogonal four-point positioning component structure in this embodiment; Figure 6 This is a plan view of the suspension system in this embodiment; Figure 7 This is a schematic diagram of the anchor bolt assembly structure in this embodiment; In the diagram, 1. Ground-supported system, 11. Column, 12. Main beam, 13. Secondary beam, 2. Suspension system, 21. Vertical hanger, 22. First-layer channel steel chord, 23. Second-layer channel steel chord, 24. Third-layer channel steel chord, 25. Fine-tuning perforation, 26. Limiting perforation, 27. Horizontal connecting rod, 28. Diagonal web member, 3. Multi-stage adjustment system, 31. Lateral positioning bolt, 32. End positioning bolt, 33. Adjusting bolt, 34. Adjusting nut, 4. Anchor bolt assembly, 41. Sleeve, 42. Screw, 43. Set plate, 44. Locking nut. Detailed Implementation

[0018] The technical solution of the present invention will now be clearly and completely described with reference to specific embodiments. Obviously, the described embodiments are merely some embodiments of the present invention, and not all embodiments. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without creative effort are within the scope of protection of the present invention.

[0019] A template frame structure for reinforcing a steam turbine base with pre-embedded bolts, referenced. Figures 1 to 7 It includes a ground-mounted support system 1, a suspension system 2, a multi-stage adjustment system 3, and an anchor bolt assembly 4.

[0020] The ground-supported system 1 provides a stable reference installation platform for the entire structure, including eight columns 11 fixed to the completed concrete frame columns around the turbine base. The columns 11 are made of I25 hot-rolled I-beams, and their bottoms are fully welded to thick steel plate embedded parts pre-embedded in the concrete frame columns. Bidirectional diagonal braces are welded between adjacent columns 11, forming a spatially stable portal frame structure to prevent lateral deformation of the frame. Transverse main beams 12, made of I40a hot-rolled I-beams, are welded to the top of the eight columns 11. Secondary beams 13, also made of I40a hot-rolled I-beams, are welded between adjacent main beams 12. The main and secondary beams 13 are welded together to form an integral structure, thereby achieving uniform load distribution.

[0021] The suspension system 2 is the core positioning carrier for the pre-embedded bolts, including vertical hangers 21 and three layers of coaxial, parallel, and spaced channel steel chords. All three layers of channel steel chords are made of C14a hot-rolled channel steel, and from top to bottom they are the first layer of channel steel chord 22, the second layer of channel steel chord 23, and the third layer of channel steel chord 24. Along the length of the centerline of the channel steel chord, a suspension point is set every 1m on both sides of each group of channel steel chords. Each suspension point includes two vertical suspension rods 21 arranged opposite each other on both sides of the channel steel chord. The top of the vertical suspension rod 21 is fixed to the main beam 12 by welding. A horizontal connecting rod 27 is welded between the two opposite vertical suspension rods 21. The horizontal connecting rod 27 is made of L50 angle steel. The bottom surface of each layer of channel steel chord abuts against the upper surface of the horizontal connecting rod 27, effectively preventing the channel steel chord from bending under load. L50 angle steel diagonal web members 28 are welded between the channel steel chords. The diagonal web members 28 and the channel steel chords form a V-shaped lateral support structure, which greatly improves the overall lateral stiffness of the truss structure and can effectively resist the lateral impact force of fluid during the concrete pouring process.

[0022] The anchor bolt assembly 4 is a prefabricated structure that is directly installed on site after being prefabricated in the factory. It includes a sleeve 41, a screw 42, a set plate 43, and a lock nut 44. The sleeve 41 is made of seamless steel pipe, and the set plate 43 is a square high-strength steel plate. The center of the set plate 43 has a through hole coaxial with the sleeve 41. The bottom end of the sleeve 41 is fully welded to the upper surface of the set plate 43 to form an integrated structure. The screw 42 is made of high-strength bolt and is coaxially inserted into the inner cavity of the sleeve 41. The bottom end of the screw 42 is fixed to the set plate 43, and the top end of the screw 42 extends upward through the top end of the sleeve 41. It is equipped with a lock nut 44 to achieve anti-loosening and locking of the nut.

[0023] The first-layer channel steel chord 22 has a fine-adjustment through hole 25 spaced apart along its centerline. The fine-adjustment through hole 25 is coaxial with the screw 42, and its diameter is 1mm larger than the outer diameter of the screw 42. The second-layer channel steel chord 23 has a limiting through hole 26 coaxial with the fine-adjustment through hole 25. The diameter of the limiting through hole 26 is 1mm larger than the outer diameter of the sleeve 41, forming a clearance limiting fit with the sleeve 41, which can effectively constrain the horizontal displacement of the sleeve 41. The third-layer channel steel chord 24 has a support through hole coaxial with the limiting through hole 26. The diameter of the supporting hole is 10mm larger than the outer diameter of the sleeve 41 and smaller than the outer diameter of the set plate 43; the bottom surface of the set plate 43 is in close contact with the upper surface of the third-layer channel steel chord 24, and the entire weight of the anchor bolt assembly 4 is transferred to the third-layer channel steel chord 24 through the set plate 43 to achieve vertical load bearing; the sleeve 41 is coaxially inserted into the limiting hole 26, the screw 42 is coaxially inserted into the fine-tuning hole 25, and the bottom surface of the locking nut 44 is in contact with the upper surface of the first-layer channel steel chord 22 to lock it, thereby achieving precise locking of the vertical elevation of the anchor bolt assembly 4.

[0024] The multi-level adjustment system 3 includes an overall coarse adjustment unit and a single-point fine adjustment unit to achieve dual-level millimeter-level precision adjustment. The overall coarse adjustment unit includes lateral positioning bolts 31 located on the left and right sides of each layer of channel steel chords and end positioning bolts 32 located at both ends of each layer of channel steel chords. Both the lateral positioning bolts 31 and the end positioning bolts 32 are made of M16 high-strength bolts, and their supporting ends are positioning nuts. The lateral positioning nuts are welded and fixed on the hanger, and the end positioning nuts are welded and fixed on the column 11. By turning the lateral or end bolts, the overall displacement adjustment of the channel steel chords in the lateral and longitudinal directions can be achieved, and the alignment of the entire row of bolts with the unit's reference center line can be completed. The single-point fine-tuning unit includes a first orthogonal four-point positioning component located around each fine-tuning through hole 25 on the first-layer channel steel chord 22, and a second orthogonal four-point positioning component located around each limiting through hole 26 on the second-layer channel steel chord 23. The two positioning components have the same structure, each including four adjusting nuts 34 and adjusting bolts 33 arranged orthogonally along the circumference of the through holes. The adjusting nuts 34 are welded and fixed to the upper surface of the channel steel chord, and the adjusting bolts 33 are inserted into the adjusting nuts 34, with their ends abutting against the outer wall of the corresponding screw 42 or sleeve 41. By turning the orthogonal adjusting bolts 33, a push and a pull can be made to achieve millimeter-level precise adjustment of the planar position of a single anchor bolt assembly 4. After adjustment, it can be temporarily fixed by spot welding, and the weld can be loosened at any time during the pouring process for dynamic correction.

[0025] In this embodiment, the suspension system 2 is divided into five independent prefabricated modules according to the equipment installation area of ​​the turbine base: turbine area module, #1 low-pressure cylinder area module, #2 low-pressure cylinder area module, generator area module, and collector ring brush frame area module. The channel steel chords and truss units of each module are prefabricated in the factory and only need to be assembled and fixed on site, which greatly reduces on-site welding operations and improves construction efficiency and processing accuracy. Specific Implementation Example 2 This embodiment describes the construction method for the template frame structure reinforced with pre-embedded bolts for the turbine foundation, specifically including the following steps: S1. Ground-based support system 1: On the completed concrete frame columns around the turbine base, pre-embedded steel plates are fixed at the designed positions. The installation position of column 11 is located using a total station. I25 I-beam columns 11 are hoisted and welded in sequence. Bidirectional diagonal braces are welded between adjacent columns 11 to form a stable rigid frame. Then, I40a I-beam main beam 12 and secondary beam 13 are hoisted and welded in sequence to form an integral load-bearing platform. The elevation, horizontality and verticality of the platform are corrected using a level and a total station. After correction, the platform is fully welded and fixed to ensure the overall stability of the frame.

[0027] S2. Installation of Suspension System 2: According to the designed suspension point spacing, lock and fix the top of the M20 high-strength vertical hanger 21 to the main beam 12. Weld and fix the horizontal connecting rod 27 between the opposite vertical hangers 21. Place the first layer channel steel chord 22, the second layer channel steel chord 23, and the third layer channel steel chord 24 on the horizontal connecting rod 27 from top to bottom. Use a total station to calibrate the coaxiality of the three layers of channel steel chords to ensure that the coaxiality deviation of the three layers of perforations is not greater than 0.5mm.

[0028] S3. Installation of Anchor Bolt Assembly 4: Insert the prefabricated anchor bolt assembly 4 from bottom to top through the coaxial through holes of the second layer channel steel chord 23 and the first layer channel steel chord 22, so that the bottom surface of the set plate 43 is in close contact with the upper surface of the third layer channel steel chord 24, ensuring that the sleeve 41 and the screw 42 are vertically centered; screw the part of the screw 42 that protrudes from the first layer channel steel chord 22 into the locking nut 44, and lock the bottom surface of the locking nut 44 in contact with the upper surface of the first layer channel steel chord 22, thus completing the vertical elevation locking of the anchor bolt assembly 4.

[0029] S4. Multi-level precision adjustment: First, adjust the overall planar position of each layer of channel steel chords using lateral positioning bolts 31 and end positioning bolts 32, ensuring that the centerline of the entire row of bolts is fully aligned with the reference centerline of the turbine unit, completing the overall coarse adjustment. Then, weld the horizontal connecting rod 27 and the diagonal web member 28 to form a stable truss structure. Next, adjust the planar position of each screw 42 and sleeve 41 using the first orthogonal four-point positioning component and the second orthogonal four-point positioning component, respectively. Use a total station to monitor the coordinates in real time, controlling the planar positioning error of the anchor bolt assembly 4 within ±1mm and the verticality deviation within 0.5‰. After the adjustment is completed, temporarily spot weld the adjusting bolts 33 and nuts to limit and fix them, preventing displacement caused by subsequent construction vibrations.

[0030] S5. Concrete Pouring and Dynamic Correction: After binding the turbine foundation reinforcement and sealing the side formwork, pour large-volume concrete to completely embed the second layer of channel steel chord 23 and the third layer of channel steel chord 24 into the concrete. During the entire pouring process, a total station is used for full-process tracking and monitoring. After each pouring section is completed, the coordinates of all anchor bolt assemblies 4 are re-measured. If the displacement exceeds 0.5mm, the temporary weld is immediately loosened, and the anchor bolt assembly 4 that has been displaced is dynamically corrected in real time through the multi-level adjustment system 3. After the correction is completed, it is re-fixed until the concrete has initially set and the anchor bolt assembly 4 is completely fixed.

[0031] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A template frame structure for reinforcing a steam turbine base with pre-embedded bolts, characterized in that, It includes a ground-mounted support system (1), a suspension system (2), a multi-stage adjustment system (3), and an anchor bolt assembly (4). The ground-mounted support system (1) includes several columns (11) fixed to the completed concrete structure around the turbine base. A main beam (12) is fixedly installed on the top of the columns (11). A secondary beam (13) is fixedly installed between the main beams (12). The main beams (12) and the secondary beams (13) are welded together to form an integral load-bearing platform. The suspension system (2) includes vertical hangers (21) and three layers of coaxial, parallel, and spaced-apart channel steel chords. The three layers of channel steel chords are arranged from top to bottom as the first layer of channel steel chords (22), the second layer of channel steel chords (23), and the third layer of channel steel chords (24). Along the length of the channel steel chords, there are suspension points spaced on both sides of each group of channel steel chords. Each suspension point includes vertical hangers (21) arranged opposite to each other on both sides of the channel steel chords. The top of the vertical hangers (21) is fixedly connected to the overall load-bearing platform. The body of the vertical hangers (21) is rigidly connected to the first layer of channel steel chords (22), the second layer of channel steel chords (23), and the third layer of channel steel chords (24). The anchor bolt assembly (4) includes a sleeve (41), a screw (42), a set plate (43), and a lock nut (44). The set plate (43) is fixedly connected to the bottom end of the sleeve (41). The screw (42) is coaxially inserted into the inner cavity of the sleeve (41), and the bottom end of the screw (42) is fixedly connected to the set plate (43). The end of the screw (42) away from the set plate (43) extends upward through the top end of the sleeve (41) and is threadedly connected to the lock nut (44). The first-layer channel steel chord (22) has fine-tuning holes (25) spaced along its length centerline, corresponding to the upper and lower axes of the screw (42) and with a diameter matching the size of the screw (42). The second-layer channel steel chord (23) has limiting holes (26) corresponding to the upper and lower axes of the fine-tuning holes (25) and with a diameter matching the size of the sleeve (41). The third-layer channel steel chord (24) has holes corresponding to the upper and lower axes of the limiting holes (26). A supporting through hole that is coaxially corresponding and has a diameter smaller than the outer diameter of the set plate (43); the bottom surface of the set plate (43) abuts against the upper surface of the third layer channel steel chord (24); the sleeve (41) is coaxially inserted into the limiting through hole (26); the screw (42) is coaxially inserted into the fine adjustment through hole (25); the bottom surface of the locking nut (44) abuts against the upper surface of the first layer channel steel chord (22) and locks it to fix the vertical elevation of the anchor bolt assembly (4); The multi-stage adjustment system (3) includes lateral positioning bolts (31) on both sides of each layer of channel steel chord and end positioning bolts (32) on both ends of each layer of channel steel chord. The support ends of the lateral positioning bolts (31) and end positioning bolts (32) abut against the ground support system (1) to adjust and fix the planar position of each layer of channel steel chord. It also includes a first orthogonal four-point positioning component around the fine adjustment through hole (25) of the first layer of channel steel chord (22) and a second orthogonal four-point positioning component around the limiting through hole (26) of the second layer of channel steel chord (23). The first orthogonal four-point positioning component is used to adjust and fix the planar position of the screw (42). The set screw end of the second orthogonal four-point positioning component abuts against the outer wall of the sleeve (41) to adjust and fix the planar position of the sleeve (41). The multi-stage adjustment system (3) can dynamically correct the anchor bolt assembly (4) during the concrete pouring process.

2. The template frame structure for primary pre-embedded bolt reinforcement of a steam turbine base according to claim 1, characterized in that, The supporting perforation diameter of the third layer channel steel chord (24) is 10 mm larger than the outer diameter of the sleeve (41), the limiting perforation diameter (26) of the second layer channel steel chord (23) is 1 mm larger than the outer diameter of the sleeve (41), and the fine adjustment perforation diameter (25) of the first layer channel steel chord (22) is 1 mm larger than the outer diameter of the screw (42).

3. The template frame structure for one-time pre-embedded bolt reinforcement of a steam turbine base according to claim 1, characterized in that, The column (11) is made of I25 I-beam, and the main beam (12) and secondary beam (13) are both made of I40a I-beam. Bidirectional diagonal bracing is fixed between adjacent columns (11).

4. The template frame structure for primary pre-embedded bolt reinforcement of a steam turbine foundation according to claim 1, characterized in that, A horizontal connecting rod (27) is provided between the vertical hanging rods (21) respectively, and the bottom surface of each layer of channel steel chord abuts against the horizontal connecting rod (27).

5. The template frame structure for primary pre-embedded bolt reinforcement of a steam turbine foundation according to claim 1, characterized in that, An L50 angle steel diagonal brace (28) is fixedly installed on the channel steel chord. The diagonal brace (28) and the channel steel chord form a V-shaped anti-lateral support structure. The vertical hanger (21) has a hanging point spacing of 1m.

6. The template frame structure for primary pre-embedded bolt reinforcement of a steam turbine foundation according to claim 1, characterized in that, The first orthogonal four-point positioning component and the second orthogonal four-point positioning component have the same structure, both including four orthogonally arranged adjusting bolts (33), each of which is connected to a fixed adjusting nut (34).

7. A construction method for a template frame reinforced with pre-embedded bolts for a steam turbine foundation, characterized in that, The implementation based on the turbine base pre-embedded bolt reinforcement template frame structure according to any one of claims 1-6 includes the following steps: S1, Ground-based support system (1) Construction: Fix the pre-embedded parts on the completed concrete structure around the turbine base, install the columns (11), main beams (12), and secondary beams (13) in sequence, weld them to form an overall load-bearing platform, and complete the verticality and elevation correction and fixation of the support system. S2, Installation of the suspension system (2): The first layer channel steel chord (22), the second layer channel steel chord (23), and the third layer channel steel chord (24) are fixed from top to bottom on the overall load-bearing platform through the vertical hanger (21), the coaxiality of the three layers of channel steel chord is calibrated, and the diagonal web members (28) are welded to form a stable truss structure. S3. Installation of anchor bolt assembly (4): Pass the anchor bolt assembly (4) through the coaxial through holes of the second and first layer channel steel chords from bottom to top, so that the bottom surface of the fastening plate (43) abuts against the upper surface of the third layer channel steel chord (24), and screw the top of the screw (42) through the first layer channel steel chord (22) and tighten the locking nut (44) to complete the vertical elevation locking of the anchor bolt assembly (4); S4. Multi-level precision adjustment: Adjust the overall planar position of each layer of channel steel chord by using the lateral positioning bolts (31) and end positioning bolts (32), and adjust the planar position of the screw (42) and sleeve (41) by using the first orthogonal four-point positioning component and the second orthogonal four-point positioning component respectively, so as to control the planar positioning error and verticality of the anchor bolt assembly (4) within the design tolerance range, and perform temporary limit fixing after the adjustment is completed; S5. Concrete pouring and dynamic correction: Pour large volume concrete for the turbine base so that the second and third layer channel steel chords are embedded in the concrete. During the entire pouring process, the position of the anchor bolt assembly (4) is monitored in real time by a total station. The anchor bolt assembly (4) that has shifted is dynamically corrected in real time by a multi-level adjustment system (3) until the concrete has initially set.

8. The construction method for a template frame for primary pre-embedded bolt reinforcement of a steam turbine foundation according to claim 7, characterized in that, In step S4, the planar positioning error of the anchor bolt assembly (4) is controlled within ±1mm, and the verticality deviation is controlled within 0.5‰. In step S5, during the concrete pouring process, the position of the anchor bolt assembly (4) is re-measured after each pouring section is completed, and any deviation is corrected immediately.

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