A form slope adjustment device during a sliding form lift

Abstract

The utility model discloses a kind of sliding form lifting period slope adjustment devices, belong to sliding form construction technical field, to solve the problem that current sliding form construction is only applicable to equal cross section reinforced concrete structure, variable cross section structure needs to assemble formwork to lead to high cost and long cycle problem;The device is based on the formwork of sliding form system, enclosure, portal system, lifting system and operation platform, its core improvement is in that: the portal system's portal outrigger is welded with sleeve, and steel support is arranged in sleeve and is welded with enclosure;Portal outrigger is welded with baffle and is connected with high-strength bolt, and steel support is away from the side pad of enclosure Double-spliced steel plate, and high-strength bolt is configured with anchor bolt and outrigger bolt;By the advance and retreat of rotating high-strength bolt, the thickness of inner and outer formwork can be dynamically adjusted, to realize the universal of sliding form in variable cross section and equal cross section reinforced concrete structure;The utility model can widen sliding form construction application range, reduce construction cost, shorten construction period, reduce construction risk simultaneously, applicable to various sliding form construction scenes needing dynamically adjusting formwork size.

Description

Technical Field

[0001] This utility model relates to the field of slipform construction technology, and in particular to a device for adjusting the slope of the formwork during slipform lifting. Background Technology

[0002] Slipform construction technology, as a highly efficient method for continuous concrete pouring, is widely used in the construction of cylindrical reinforced concrete structures (such as silos, chimneys, and circular water tanks). It achieves continuous concrete pouring from bottom to top through the overall lifting of the slipform system, eliminating the need for multiple formwork erections and dismantlings. This offers significant advantages in ensuring structural integrity, improving construction efficiency, and reducing formwork turnover losses, and the related construction techniques are now increasingly mature. However, existing slipform construction technology has significant limitations in practical applications and struggles to meet the construction requirements of variable cross-section reinforced concrete structures. Specific shortcomings are as follows:

[0003] (1) Limited application scope: The structural design of traditional slipform systems is fixed. The formwork, surrounding ring and gantry system are connected by rigid methods such as welding and bolts, which cannot adjust the upper and lower dimensions of the formwork during the slipform lifting process. This means that the existing slipform system can only be used for the construction of reinforced concrete structures with constant cross-sectional dimensions. When faced with structures with variable cross-sectional dimensions (such as silos with gradually changing cross-sectional diameters, variable slope walls, irregular columns, etc.), the slipform system cannot adapt to the changes in cross-sectional dimensions and can only abandon the slipform process and turn to the traditional formwork method, which greatly limits the promotion and application of slipform technology.

[0004] (2) High construction cost and long cycle: For the construction requirements of variable cross-section reinforced concrete structures, existing technologies usually require the separate processing of multiple sets of special formwork according to the design dimensions of each segment of the variable cross-section. During construction, each segment of the formwork needs to be assembled, positioned and fixed on site. After the construction of a segment is completed, the formwork of that segment is dismantled and the next matching formwork is reassembled. This method not only requires a large investment in formwork processing materials and processing costs, but also significantly extends the construction cycle due to the complicated assembly process and the multiple start-stop construction process. At the same time, the frequent formwork assembly and dismantling operations also increase the safety risks (such as the risk of working at height and the risk of formwork collapse) and the difficulty of quality control (such as grout leakage at joints and deviations in cross-sectional dimensions).

[0005] The aforementioned problems have restricted the application of slipform construction technology in the construction of variable cross-section structures, resulting in the inability to fully utilize the high efficiency and economic advantages of slipform technology in engineering construction. There is an urgent need for a device that can dynamically adjust the slope (size) of the formwork during slipform lifting to solve the shortcomings of the existing technology. Utility Model Content

[0006] The main purpose of this invention is to provide a formwork slope adjustment device during slipform lifting to solve the defects in the prior art. By rotating the high-strength bolts, the thickness of the inner and outer formwork can be dynamically adjusted, realizing the universality of slipform in variable cross-section and constant cross-section reinforced concrete structures. This invention can broaden the application range of slipform construction, reduce construction costs, shorten the construction period, and reduce construction risks. It is suitable for various slipform construction scenarios that require dynamic adjustment of formwork dimensions.

[0007] To achieve the above objectives, the technical solution adopted by this utility model is as follows: a slope adjustment device during slipform lifting, comprising a template, a ring, a gantry system, a lifting system, and a working platform for the slipform system. The gantry system includes gantry legs and steel supports. A sleeve is welded onto the gantry legs, and the steel support passes through the sleeve and is welded to the ring. A baffle is welded onto the gantry legs, and the baffle is connected to a high-strength bolt. A double-layered steel plate is placed on the side of the steel support away from the ring. Anchor bolts and leg bolts are configured on the high-strength bolts. The thickness of the inner and outer templates is adjusted by rotating the high-strength bolts.

[0008] To further optimize this utility model, the following technical solutions may be preferred:

[0009] Preferably, the sleeve is a channel steel sleeve, and the sleeve is fixed to the gantry leg by welding.

[0010] Preferably, the thickness of the double-layered steel plate is 12-30mm.

[0011] Preferably, the steel support is a channel steel support, and each lifting frame is equipped with 4 of the steel supports.

[0012] Preferably, the crossbeams and legs of the gantry system are made of channel steel, and the gantry system is evenly distributed along the warehouse wall.

[0013] Preferably, the template is a 15120 standard combined steel template, the templates are connected by U-shaped clips, and the templates are fixed to the surrounding ring with No. 12 iron wire.

[0014] Preferably, the surrounding ring includes two inner and two outer channel steels, and the upper and lower surrounding rings are placed on the steel supports of the lifting frame column, and the surrounding rings are welded to the steel supports; under the action of the service load, the vertical and horizontal deformation of the surrounding rings between the two lifting frames is not greater than 1 / 500 of the span.

[0015] Preferably, the lifting system includes a GYD60 ball bearing jack, with one jack configured for each lifting frame; the support rods of the lifting system are steel pipes, and the joints of the support rods are staggered.

[0016] Preferably, the working platform includes an inner and outer steel triangular cantilever-type steel platform frame, the frame being made of channel steel; threaded steel is laid on the frame, and plywood is laid on the threaded steel to form the operating platform; safety guardrails are installed on the outside of the operating platform and a safety net is suspended thereon.

[0017] Preferably, the baffle is welded and fixed to the gantry support leg, and the high-strength bolt passes through the baffle and abuts against the double-layered steel plate on one side of the steel support.

[0018] Compared with the prior art, the present invention has the following beneficial effects:

[0019] (1) Significantly broaden the application scope of slipform construction and break through the technical bottleneck of variable cross-section construction.

[0020] Existing slipform systems, due to the rigid connection between the formwork, gantry, and surrounding ring, cannot dynamically adjust the formwork size and are only suitable for reinforced concrete structures with uniform cross-sections. This invention addresses this limitation by welding sleeves to the gantry legs, inserting sleeves through steel supports to connect with the surrounding ring, and combining this with a combination of baffles, high-strength bolts, and double-layered steel plates. The movement of the surrounding ring is directly driven by rotating the high-strength bolts, thus achieving dynamic adjustment of the inner and outer formwork thickness—without disassembling the formwork or interrupting the slipform lifting process. This allows for adaptation to dimensional changes in variable cross-section structures (such as silos with gradually changing diameters, sloped walls, and irregularly shaped columns), while remaining compatible with traditional uniform cross-section structures. This improvement completely breaks through the application limitations of existing slipform technology, enabling the slipform process to cover more types of reinforced concrete structure construction scenarios and enhancing the promotional value of slipform technology.

[0021] (2) Significantly reduce construction costs and shorten the construction period.

[0022] Existing variable cross-section construction requires the separate fabrication of multiple sets of specialized formwork for different cross-sectional dimensions, necessitating repeated on-site assembly and disassembly of the formwork. This not only consumes significant amounts of steel and timber materials but also prolongs the construction cycle due to the cumbersome procedures. This new invention eliminates the need for additional formwork fabrication; dimensional adjustment can be achieved simply through structural improvements to the existing slipform system, reducing material costs and processing fees for formwork. Simultaneously, it eliminates the repetitive "assembly-construction-dismantling-reassembly" process inherent in traditional variable cross-section construction, avoiding multiple start-ups and shutdowns of the construction process. This allows for continuous slipform lifting, effectively shortening the overall construction cycle (especially for large variable cross-section structures, where the cycle reduction can reach 20%-30%) and reducing indirect costs such as labor and equipment rental.

[0023] (3) Improve construction safety and structural construction quality

[0024] Existing high-altitude formwork assembly and dismantling operations in variable cross-section construction are prone to safety risks such as falls from heights and formwork collapses. Furthermore, quality problems such as grout leakage and dimensional deviations at the joints of multiple formwork sections are common. This invention replaces "multiple assembly and disassembly" with dynamic adjustment, significantly reducing the frequency and workload of high-altitude operations and lowering safety risks. Simultaneously, the formwork adjustment process does not require disassembling the original slipform system, ensuring the stability of the connection between the formwork and the surrounding ring remains unaffected. It also avoids the joint problems associated with multi-section formwork assembly, effectively controlling the dimensional accuracy of the concrete cross-section (deviations can be controlled within the allowable range of specifications), reducing quality defects such as grout leakage and honeycomb surface defects, and improving the integrity and durability of the reinforced concrete structure.

[0025] (4) The structure is stable and reliable, the construction operation is simple and the compatibility is strong.

[0026] The core adjustment structure of this utility model (sleeve, baffle, high-strength bolt, double-layer steel plate) is made of high-strength steel such as channel steel and steel plate, and the connection strength is ensured by welding. The double-layer steel plate can disperse the pushing pressure of the high-strength bolt, avoid local deformation of the steel support, and ensure the overall stability of the slipform system during the adjustment process (meeting the design requirement that "the deformation of the ring under the service load is not greater than 1 / 500 of the span"). At the same time, the 15120 standard combined steel formwork, GYD60 ball bearing jack, channel steel components and other components used in the device are all standardized components in the construction field, which are convenient to purchase and process. Construction personnel only need to rotate the high-strength bolt to complete the adjustment, which has a low operation threshold and can be seamlessly adapted to the existing slipform system without the need for large-scale modification of the original slipform equipment, thus reducing the difficulty and cost of technology promotion.

[0027] In summary, this utility model, through targeted structural improvements, not only solves the core defects of existing slipform technology but also achieves multiple benefits such as "expanded application scope, reduced costs, shortened construction period, and improved safety and quality." It has significant economic and engineering practical value and can be widely applied to slipform construction of silos, chimneys, water tanks, and various variable cross-section walls and columns. Attached Figure Description

[0028] Figure 1 This is a schematic diagram of the overall structure of the template slope adjustment device of this utility model;

[0029] Figure 2 This is a schematic diagram of the first state at point A of the gantry;

[0030] Figure 3 This is a schematic diagram of the second state at point A of the gantry;

[0031] Figure 4 This is a schematic diagram of the third state at point A of the gantry.

[0032] In the diagram: 1. Template; 2. Enclosure; 3. Gantry system; 301. Crossbeam; 302. Outrigger; 4. Lifting system; 5. Working platform; 6. Support rod; 7. Sleeve; 8. Double-layer steel plate; 9. Jack. Detailed Implementation

[0033] The following detailed description of the template slope adjustment device during slipform lifting of this utility model, with reference to specific embodiments, is intended to enable those skilled in the art to clearly understand and implement it accordingly, and is not intended to limit the scope of protection of this utility model.

[0034] This embodiment takes "slipform construction of reinforced concrete silos with variable cross-section" as the application scenario, and elaborates in detail on the structural assembly, connection method and construction operation process of the formwork slope adjustment device during slipform lifting. The device is based on the complete slipform system design, and the selection, connection and adjustment logic of each component meet the strength and precision requirements of industrial construction.

[0035] I. Overall Composition and Basic Component Selection of Slip Forming System

[0036] The template slope adjustment device during slipform lifting in this embodiment relies on the slipform system to achieve its function. The slipform system includes five core components: template, surrounding ring, gantry system, lifting system, and working platform. The selection and connection methods of each basic component are as follows:

[0037] 1.1 Template

[0038] Standard 15120 combined steel formwork 1 (1500mm long, 1200mm wide, thickness conforming to GB / T15273 standard) is used. The formwork 1 is detachably connected by U-shaped clips (Q235 steel, specifications compatible with the formwork interface) to ensure no obvious gaps at the formwork joints. The formwork is tied and fixed to the subsequent ring with No. 12 galvanized iron wire (2.8mm in diameter, tensile strength ≥400MPa). Each formwork piece is tied to the ring at no less than 2 points to prevent the formwork from shifting under the lateral pressure of concrete.

[0039] 1.2 Encirclement

[0040] Enclosure 2 provides horizontal support for the formwork, using two inner and two outer [10# channel steels] (section height 100mm, leg width 68mm, web thickness 4.5mm, material Q235B). The upper and lower enclosures are set in parallel, with the spacing determined according to the silo height (800mm in this embodiment), and both are placed on the steel supports of the lifting frame columns of the gantry system. The contact points between the enclosures and the steel supports are fully welded (weld height ≥6mm, visual inspection after welding, no slag inclusions, porosity, or other defects). According to the construction load calculation, under the service load of the silo concrete pouring (including concrete lateral pressure, formwork self-weight, and construction personnel load), the vertical and horizontal deformation of the enclosures between two adjacent lifting frames is controlled within 1 / 500 of the span (e.g., deformation ≤8mm when the span is 4m), meeting the structural stability requirements.

[0041] 1.3 Gantry System (Foundation Structure)

[0042] The gantry system 3 serves as the load-bearing frame of the slipform system, evenly distributed along the silo wall (in this embodiment, the spacing is 1.5m / frame, for a total of 32 frames). Its crossbeams 301 and legs 302 are both made of [14# channel steel] (section height 140mm, leg width 80mm, web thickness 5.5mm, material Q235B) with standardized processing. The connection between the crossbeams and legs is reinforced by welding and stiffening plates (stiffening plate thickness 8mm, dimensions 100mm×140mm) to ensure the shear strength of the joint. The steel supports of the gantry system are made of [10# channel steel]. Each lifting frame is equipped with 4 steel supports (corresponding to the inner and outer sides of the upper and lower rings, respectively). The steel supports are used to support the rings and transfer the load to the gantry legs.

[0043] 1.4 Improvement System

[0044] The lifting system 4 provides power for the overall lifting of the slipform. Each lifting frame is equipped with one GYD60 ball bearing jack (rated thrust 60KN, during construction, the value is taken as 50% of the rated thrust, i.e. 30KN, maximum stroke 25mm, compatible with Φ48mm support rod); the jack 9 is fixed to the center position of the gantry beam by bolts to ensure force balance.

[0045] Support rod 6 is made of Φ48×3.5mm ordinary building steel pipe (material Q235, wall thickness allowable deviation ±0.3mm). The support rods are evenly distributed along the circumference of the silo. The joints of adjacent support rods must be staggered (staggered distance ≥500mm, and the number of joints in the same horizontal section does not exceed 1 / 4 of the total number) to avoid the reduction in load-bearing capacity caused by the concentration of joints.

[0046] 1.5 Operating Platform

[0047] The work platform is divided into inner and outer operating areas, both of which are made of steel triangular cantilever frame made of [8# channel steel] (section height 80mm, leg width 43mm, web thickness 5mm). The frame width is 1.8m (to meet the operating space requirements of construction personnel). Φ22mm threaded steel bars (spaced 150mm, material HRB400E) are laid parallel on the frame, and 18mm thick plywood (waterproof rating IPX4) is fully laid on the threaded steel bars. The plywood boards are fixed with self-tapping screws (spaced 300mm) to form a complete operating surface.

[0048] A 1.3m high safety guardrail (using Φ48×3mm steel pipe, with a horizontal spacing of 300mm) is installed on the outside of the work platform, and a dense safety net (mesh density ≥2000 mesh / 100cm) is hung on the outside of the guardrail. 2 (Flame retardant rating B1) to prevent construction workers from falling or materials from falling.

[0049] II. Installation and Connection of the Core Slope Adjustment Structure

[0050] The core improvement of this utility model lies in the "adjustable connection structure" of the gantry system. This structure enables dynamic adjustment of the template thickness (slope) during slipform lifting. The installation steps and connection details are as follows:

[0051] 2.1 Welding and fixing of the sleeve

[0052] On each gantry support leg of the gantry system, two [12# channel steel sleeves] (section height 120mm, leg width 53mm, web thickness 4.8mm, length adapted to the steel support, 150mm in this embodiment) are welded at the corresponding installation positions of the steel support; the axis of the sleeve 7 is perpendicular to the gantry support leg, and the gap between the inner wall of the sleeve and the outer wall of the steel support is controlled at 1-2mm (ensuring that the steel support can slide along the axis of the sleeve without jamming). The welding of the sleeve to the gantry support leg adopts double-sided fillet welding, the weld height is ≥5mm, the weld slag is removed after welding and penetrant testing (PT) is performed to ensure that there are no defects such as cracks in the weld.

[0053] 2.2 Connection between steel support and enclosure

[0054] Insert the processed [10# channel steel support] into the aforementioned sleeve. One end of the support extends to the bottom of the ring and is connected to the web of the ring using intermittent welding (weld length 50mm, spacing 100mm, weld height ≥6mm). The other end of the support (the side facing away from the ring) needs to be reserved with sufficient length for subsequent mating with the double-jointed steel plate 8 and high-strength bolts. During installation, ensure the perpendicularity of the support to the ring, with a deviation ≤1°, to avoid tilting of the template during subsequent adjustments.

[0055] 2.3 Assembly of the baffle and high-strength bolts

[0056] A rectangular baffle (material Q235B, thickness 10mm, size 150mm×120mm) is welded to the outer side of the gantry leg and sleeve (away from the surrounding ring). A threaded hole adapted to a high-strength bolt is opened in the center of the baffle (in this embodiment, an M24 high-strength bolt with a thread precision of 6H is used). The high-strength bolt is an 8.8 grade high-strength bolt (material 45 steel, heat-treated). After passing through the threaded hole in the baffle, its end abuts against the double-layered steel plate on the side of the steel support away from the surrounding ring. The double-layered steel plate is a 16mm thick Q235B steel plate (size 120mm×100mm, two pieces stacked together), placed between the steel support and the high-strength bolt to distribute the pushing pressure of the high-strength bolt and prevent local deformation of the steel support. The double-layered steel plate 8 is fixed to the steel support by spot welding (weld section length 30mm, spacing 80mm) to prevent displacement of the steel plate during adjustment.

[0057] 2.4 Installation of Anchor Bolts and Leg Bolts

[0058] To ensure the stability of the high-strength bolts after adjustment, anchor bolts (M20, grade 8.8) are installed on the outside of the high-strength bolts (away from the double-layer steel plates). The anchor bolts are locked to the baffle with nuts to limit the axial movement of the high-strength bolts. At the same time, leg bolts (M16, grade 8.8) are installed at the gap between the gantry legs and the steel supports. The leg bolts are arranged along the length of the steel supports to help fix the position of the steel supports and further improve the structural stability.

[0059] III. Slope Adjustment Procedure During Slipform Lifting

[0060] In this embodiment, the construction requirement for the variable cross-section silo is "gradually changing from a bottom diameter of 12m to a top diameter of 10m (height of 30m)". This requires using this device to gradually adjust the template thickness during the slipform lifting process. The specific operating steps are as follows:

[0061] 3.1 Initial State Adjustment Before slipform construction, adjust the high-strength bolts of each portal frame system according to the initial cross-sectional dimensions (diameter 12m) of the silo bottom: Rotate the high-strength bolts clockwise to advance along the threaded holes of the baffle, pushing the double steel plates and steel supports to move towards the surrounding ring along the sleeve axis, thereby driving the surrounding ring and the formwork to move inward synchronously, reducing the inner spacing of the formwork; Rotate the high-strength bolts counterclockwise to retract them, and the steel supports will retract under the action of the self-weight of the surrounding ring and the lateral pressure of the concrete, increasing the inner spacing of the formwork; Through the above adjustments, adjust the inner spacing of the formwork to 12m (matching the cross-section of the silo bottom). After the adjustment is completed, tighten the anchor bolts and support bolts to fix the position of the steel supports. The high-strength bolts are also coaxially equipped with reverse screws 10.

[0062] 3.2 Dynamic Adjustment During the Improvement Process

[0063] The slipform system continuously lifts the silo at a rate of 200-300mm per hour. During the lifting process, the cross-sectional dimensions of the silo are monitored in real time using a total station. Based on the variable cross-section design requirements (the cross-sectional diameter decreases by 0.33m for every 5m of lifting), the formwork slope is adjusted in stages.

[0064] (1) Monitoring and calculation: Every 5m of lifting, stop lifting and measure the current inner spacing of the template, and calculate the dimensions that need to be adjusted (in this embodiment, the inner spacing of the template needs to be reduced by about 0.33m every 5m, which corresponds to the steel support of each gantry system needing to be moved inward by about 52mm);

[0065] (2) Bolt adjustment: Loosen the anchor bolts and support bolts, rotate the high-strength bolt clockwise, and control the number of rotations of the bolt according to the calculated adjustment amount (for an M24 bolt, each rotation moves 2.5mm axially, so about 21 rotations are required), push the steel support to move the ring and the template inward; during the adjustment process, the verticality of the template should be monitored simultaneously (using a straightedge for detection, deviation ≤0.5%) to avoid excessive adjustment on one side causing the template to tilt;

[0066] (3) Fixing and verification: After the adjustment is completed, tighten the anchor bolts and support bolts again, measure the spacing and verticality of the inner side of the template again, and resume the slipform lifting operation after confirming that it meets the design requirements.

[0067] 3.3 Adjustments and Responses to Special Operating Conditions

[0068] If "local formwork offset" or "cross-sectional dimension deviation exceeding the standard" (e.g., deviation exceeding 50mm) occurs during construction, local fine-tuning is required:

[0069] For the gantry system at the offset location, adjust its high-strength bolts individually (the adjustment amount is determined according to the deviation value, and each fine adjustment should not exceed 10mm);

[0070] After fine-tuning, pause the lifting for 10-15 minutes to observe the stability of the template. Only continue lifting after confirming there is no springback to ensure the accuracy of the cross-sectional dimensions.

[0071] The foregoing has shown and described the basic principles, main features, and advantages of this utility model. Those skilled in the art should understand that this utility model is not limited to the above embodiments. The embodiments and descriptions in the specification are merely illustrative of the principles of this utility model. Various changes and modifications can be made to this utility model without departing from its spirit and scope, and all such changes and modifications fall within the scope of the claims. The scope of protection of this utility model is defined by the appended claims and their equivalents.

Claims

1. A template slope adjustment device during slipform lifting, comprising a template, a retaining ring, a gantry system, a lifting system, and a working platform of a slipform system, characterized in that: The gantry system includes gantry legs and steel supports. Sleeves are welded to the gantry legs, and the steel supports are inserted into the sleeves and welded to the surrounding ring. Baffles are welded to the gantry legs and connected to high-strength bolts. Double-layered steel plates are placed on the side of the steel supports away from the surrounding ring. Anchor bolts and leg bolts are configured on the high-strength bolts. The thickness of the inner and outer templates can be adjusted by rotating the high-strength bolts.

2. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The sleeve is a channel steel sleeve, and the sleeve is fixed to the gantry support leg by welding.

3. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The thickness of the double-layered steel plate is 12-30mm.

4. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The steel support is a channel steel support, and each lifting frame is equipped with 4 of the steel supports.

5. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The crossbeams and legs of the gantry system are all made of channel steel, and the gantry system is evenly distributed along the warehouse wall.

6. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The template is a 15120 standard combined steel template, and the templates are connected by U-shaped clips. The templates are tied and fixed to the surrounding ring with No. 12 iron wire.

7. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The enclosure includes two inner and two outer channel steels. The upper and lower enclosures are placed on the steel supports of the lifting frame columns and are welded to the steel supports. Under the action of the service load, the vertical and horizontal deformation of the enclosure between the two lifting frames is no greater than 1 / 500 of the span.

8. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The lifting system includes a GYD60 ball bearing jack, with one jack configured for each lifting frame; the support rods of the lifting system are steel pipes, and the joints of the support rods are staggered.

9. The template slope adjustment device during slipform lifting according to claim 1, characterized in that: The work platform includes an inner and outer steel triangular cantilever frame, the frame being made of channel steel; threaded steel is laid on the frame, and plywood is laid on the threaded steel to form the operating platform; safety guardrails are installed on the outside of the operating platform and a safety net is suspended thereon.

10. The template slope adjustment device during slipform lifting according to any one of claims 1-9, characterized in that: The baffle is welded and fixed to the gantry support leg, and the high-strength bolt passes through the baffle and abuts against the double-layered steel plate on one side of the steel support.

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