Beam connecting pier column without wall rod fast assembling formwork

Abstract

The utility model discloses a kind of tie beam connecting pier column without wall rod fast assembly form, it is related to bridge engineering construction technical field.It includes pier column formwork and tie beam formwork, pier column formwork is enclosed by four pier column side moulds and forms vertical cylinder structure, outer periphery is correspondingly provided with clamping plate, adjacent clamping plate is connected by inclined tension bolt, clamping plate outer wall is equipped with triangular support plate, tension bolt passes through triangular support plate and is fixed by double-end nut.Pier column formwork and tie beam formwork are integrally poured by opening communication, and the arc bending part of the both ends of tie beam bottom die is provided with the "bottom package side" structure formed with tie beam side mould.The utility model replaces wall rod by outer periphery clamping, avoids steel waste and concrete appearance defect;Integrated pouring improves structural integrity, eliminates construction joint;"bottom package side" design allows side mould to be removed in advance, improves formwork turnover efficiency, and is suitable for the rapid construction of bridge pier column and tie beam.

Description

Technical Field

[0001] This utility model relates to the technical field of formwork systems in bridge engineering construction, specifically to a design for a quick-assembly formwork without through-wall rods for connecting tie beams to piers. Background Technology

[0002] In bridge construction, the tie-beam connecting piers is a key component ensuring the overall stability of the bridge structure. The design of its formwork system directly impacts construction efficiency, material costs, and the quality of the concrete structure. Traditional tie-beam connecting pier construction primarily uses two parts: pier formwork and tie-beam formwork. The structural design and construction techniques of both have the following shortcomings: I. The existing pier column formwork relies on through-wall rods for fixation, which results in material waste and appearance defects.

[0003] In the existing technology, the pier formwork is usually formed by four rectangular side molds (pier side molds) to form a vertical cylindrical structure. In order to ensure the stability during the pouring process, through holes need to be opened on the side molds, and through-wall rods are used to pass through the formwork and tighten nuts to achieve fixation.

[0004] The structure results in significant defects: Firstly, the through-wall rods need to penetrate the concrete structure, and after pouring, they must be removed and the holes sealed. During removal, problems such as rod bending and thread damage are prone to occur, which not only wastes steel but also increases the risk of leakage due to incomplete sealing. Secondly, the exposed through-wall rods will form dents on the column surface (there are two mechanisms for the formation of dents: 1. Local deformation of the formwork under pressure during pouring, resulting in dents; 2. The through holes left after removing the through-wall rods need to be sealed with mortar, but the difference in shrinkage rate between the sealing material and the original concrete, as well as problems such as incomplete filling, will lead to the formation of ring-shaped dents on the surface later), affecting the flatness of the concrete appearance, requiring additional repair treatment, and increasing construction costs.

[0005] If the through-wall rods are not removed after construction, on the one hand, the steel waste of the through-wall rods will be greatly increased; on the other hand, the metal material of the through-wall rods is prone to corrosion and expansion due to environmental corrosion (such as moisture and salinity), which will cause cracks in the concrete structure and affect the durability of the concrete structure (especially in outdoor projects such as bridges and water conservancy, where the risk is significant); and thirdly, it will directly affect the flatness of the concrete surface, waterproof performance, and the construction of the decorative layer.

[0006] Second, the tie beams and piers are poured in stages, resulting in low construction efficiency.

[0007] In traditional processes, the casting of tie beams and piers must be carried out in two stages: first, the concrete for the piers is poured, and after it reaches the design strength, the formwork for the piers is removed. Then, connecting steel bars are reserved at the top of the piers, the formwork for the tie beams is erected, and the concrete for the tie beams is poured.

[0008] The shortcomings of this process are: the two pours form a construction joint, which reduces the overall structural integrity; the process connection takes a long time, which leads to an extended construction period (taking a 30m span bridge as an example, the traditional process requires about 7 days to complete the pouring of the pier and tie beam, of which the formwork disassembly and assembly accounts for 30-40%).

[0009] 3. The "side-wrapped bottom" structure of the tie beam formwork limits turnover efficiency.

[0010] The existing tie beam formwork adopts a "side-wrapped-bottom" design: the bottom of the tie beam side formwork is bent to form a horizontal connection, which is then fixed to the tie beam bottom formwork by bolts. The existing technology focuses on "the side formwork bearing the lateral pressure of the concrete", requiring the side formwork to extend below the bottom formwork to form a rigid constraint, without considering the reverse support of the bottom formwork for the side formwork.

[0011] The drawback of this structure is that after the concrete is poured, it needs to be dismantled as a whole and cannot be dismantled in stages. If the side formwork is dismantled prematurely, the portion of concrete not supported by the bottom formwork of the tie beam is prone to falling. This results in low formwork turnover efficiency, especially in projects with tight schedules, leading to high formwork resource occupancy and indirectly increasing construction costs.

[0012] To address the aforementioned issues, existing technologies have yet to offer an effective integrated solution: the reliance on through-wall bracing for pier formwork, the phased casting of tie beams and piers, and the inefficient turnover of tie beam formwork all contribute to high construction costs, long construction periods, and poor structural appearance quality. Therefore, there is an urgent need for a new formwork system that can achieve "no through-wall bracing fixing, integrated casting of piers and tie beams, and phased disassembly of tie beam formwork" to meet the demands of modern bridge engineering for efficient, economical, and high-quality construction.

[0013] Based on the above-mentioned technical background, this utility model solves the core pain points of the existing technology through innovative design of the pier column formwork fixing method, the tie beam-pier column connection structure and the tie beam formwork assembly and disassembly logic. Utility Model Content

[0014] The purpose of this utility model is to provide a quick-assembly formwork for tie beam connecting pier columns without through-wall rods, which solves the problem of achieving stable fixing of pier column formwork without the need for through-wall rods, and avoids a series of defects caused by using through-wall rods.

[0015] To achieve the above objectives, the present invention provides a quick-assembly template for tie beam connecting pier columns without through-wall bracing, comprising a pier column template and a tie beam template. The pier column template is formed by four pier column side molds enclosing a vertical cylindrical structure, with multiple clamping plates on its outer periphery. The clamping plates are pressed into the pier column side molds one by one, and adjacent clamping plates are connected by diagonal tie bolts. The outer wall of the clamping plate is provided with a triangular support plate, and the tie bolts pass through the triangular support plates and form a fixed connection with the clamping plates. Nuts are provided at both ends of each tie bolt, and the nuts are pressed into the corresponding triangular support plates.

[0016] The side formwork of the pier column has an opening that communicates with the tie beam formwork, and the pier column formwork is connected to the tie beam formwork through the opening.

[0017] The tie beam formwork includes a bottom formwork and a side formwork. The bottom formwork is bent upwards at both ends to form an arc-shaped bend, and the arc-shaped bend is fixedly connected to the side formwork.

[0018] The tie bolts are perpendicular to the surface of the triangular support plate, and the nuts at both ends of the tie bolts are located on the outside of the triangular support plate and press tightly against the triangular support plate.

[0019] A sealing strip is provided at the opening of the tie beam formwork, and the sealing strip is sandwiched between the pier side formwork and the tie beam side formwork; a support assembly is provided below the bottom formwork of the tie beam, and the support assembly includes at least one of portal steel bracket and full-span bracket.

[0020] The height of the tie beam side formwork is 1.2-1.5 times the width of the tie beam bottom formwork.

[0021] The length of the clamping plate at the pier formwork shall not be less than 1 / 2 of the height of the pier side formwork.

[0022] This utility model has the following advantages: This utility model uses a combination structure of outer peripheral clamping plate and diagonal tie bolts to achieve the fixation of the side formwork of the pier column without the need for through-wall rods (simply tighten the nuts at both ends of the tie bolts), thus avoiding material waste and appearance defects of the concrete structure.

[0023] The pier formwork and tie beam formwork are connected by openings to achieve integrated casting, which improves the overall structure and eliminates the construction joint between the pier and tie beam.

[0024] The curved bend of the bottom formwork of the tie beam forms a "bottom-wrapped-side" structure. After the side formwork is removed in advance, the concrete is fully supported by the bottom formwork of the tie beam. There is no concrete structure that cannot be supported by the bottom formwork of the tie beam, so the side formwork can be removed in advance, which improves the turnover efficiency of the formwork.

[0025] The bolts passing vertically through the support plate can evenly distribute the tightening pressure and prevent the clamping plate from deforming; the double-ended nut design enables bidirectional synchronous tightening and improves the stability of the fixation.

[0026] Sealing strips fill the gaps in the formwork joints to prevent grout leakage during concrete pouring and improve structural density. Portal steel scaffolding is suitable for large-span tie beams (span > 10 meters), while full-span scaffolding is suitable for small spans (span ≤ 10 meters). The choice can be flexible depending on the construction scenario, enhancing support stability.

[0027] The design of the ratio of side formwork height to bottom formwork width ensures uniform distribution of lateral pressure during concrete pouring and avoids side formwork instability.

[0028] The clamping plate is long enough to cover the critical stress area of ​​the side mold height, ensuring that the fixing force is evenly transmitted to the entire side mold. Attached Figure Description

[0029] Figure 1 This is a structural schematic diagram of the existing piers and tie beams.

[0030] Figure 2 This is a top view of the structure in which the pier column formwork 10 and the tie beam formwork 11 are connected as one unit in this utility model.

[0031] Figure 3 This is a horizontal cross-sectional view of the pier column formwork 10 below the tie beam, which is surrounded by four clamping plates 7 and four sets of tie bolts 8.

[0032] Figure 4 This is a vertical cross-sectional view of the tie beam template 11 formed by connecting the bottom formwork 3 and the side formwork 5 of the tie beam. Clamping plates 7 are respectively provided on both sides of the two side formwork 5 of the tie beam. The upper and lower ends of the clamping plates 7 extend out of the tie beam template 11. Tie bolts 8 are respectively passed between the upper and lower ends of the two clamping plates. When in use, nuts are screwed on both ends of each connecting bolt 8 to tighten the nuts, thereby clamping and positioning the tie beam template 11 by the clamping plates 7. Detailed Implementation

[0033] like Figures 1 to 4 As shown, the quick-assembly template for tie beam connecting pier columns without through-wall bracing of this utility model includes a pier column template 10 and a tie beam template 11. The pier column template 10 is formed by four pier column side molds 6 enclosing a vertical cylindrical structure. Multiple clamping plates 7 are provided on its outer periphery, and the clamping plates 7 are pressed into the pier column side molds 6 one-to-one. Adjacent clamping plates 7 are connected by diagonal tie bolts 8. A triangular support plate 9 is provided on the outer wall of the clamping plate 7, and the tie bolts 8 pass through the triangular support plate 9 and form a fixed connection with the clamping plate 7. Nuts are provided at both ends of each tie bolt 8, and the nuts are pressed into the corresponding triangular support plate 9. The nuts are of conventional technology, and the nuts at both ends of each tie bolt 8 are not shown in the figure.

[0034] This utility model uses a combination structure of outer peripheral clamping plate 7 and diagonal tie bolts 8 to fix the side formwork 6 of the pier column without the need for through-wall rods (simply tighten the nuts at both ends of the tie bolts 8), thus avoiding material waste and appearance defects of the concrete structure.

[0035] The pier side formwork 6 has an opening that communicates with the tie beam formwork 11. The pier formwork 10 is connected to the tie beam formwork 11 through the opening. The pier formwork 10 and the tie beam formwork 11 are connected through the opening to achieve integrated casting, improve the overall structure, and eliminate the construction joint between the pier 1 and the tie beam 2.

[0036] The tie beam formwork 11 includes a tie beam bottom formwork 3 and tie beam side formwork 5. The bottom formwork 3 is bent upwards at both ends to form arc-shaped bends 4, which are fixedly connected to the tie beam side formwork 5. The arc-shaped bends 4 of the bottom formwork 3 form a "bottom-wrapped-side" structure. After the side formwork is removed in advance, the concrete is fully supported by the bottom formwork 3, and there is no concrete structure that the bottom formwork 3 cannot support. Therefore, the side formwork can be removed in advance, improving the formwork turnover efficiency.

[0037] The clamping plates 7 consist of four plates, corresponding to the four sides of the pier column formwork 10; the angle between the tie bolts 8 and the clamping plates 7 is 45 degrees; the triangular support plates 9 are made of Q345 steel with a thickness of not less than 10mm.

[0038] The radius of curvature of the arc-shaped bending part 4 of the bottom formwork 3 of the tie beam is preferably 50-100mm to ensure that the lateral pressure is evenly transmitted to the bottom formwork during concrete pouring.

[0039] The tie bolt 8 is perpendicular to the surface of the triangular support plate 9, and the nuts at both ends of the tie bolt 8 are located on the outside of the triangular support plate 9 and press tightly against it. The bolts passing perpendicularly through the support plate 9 evenly distribute the tightening pressure, preventing deformation of the clamping plate 7; the double-ended nut design enables bidirectional synchronous tightening, improving stability. The nuts are preferably hexagonal head high-strength nuts made of 45# steel, with a preload torque of not less than 300 N·m.

[0040] A sealing strip is provided at the opening of the tie beam formwork 11, and the sealing strip is sandwiched between the pier side formwork 6 and the tie beam side formwork 5; a support assembly is provided below the tie beam bottom formwork 3, and the support assembly includes at least one of a portal steel bracket and a full-span scaffold. The sealing strip is a conventional technology and is not shown in the figure. The sealing strip is made of EPDM rubber with a cross-sectional dimension of 10mm × 8mm and a Shore hardness of 60±5. The portal steel bracket is made of Q235 steel, with a vertical column spacing of 1.2m × 1.2m and a horizontal bar spacing of 1.5m.

[0041] Sealing strips fill the gaps in the formwork joints to prevent grout leakage during concrete pouring and improve structural density. Portal steel scaffolding is suitable for large-span tie beams (span > 10 meters), while full-span scaffolding is suitable for small spans (span ≤ 10 meters). The choice can be flexible depending on the construction scenario, enhancing support stability.

[0042] The height of the side formwork 5 of the tie beam is 1.2-1.5 times the width of the bottom formwork 3 of the tie beam. Taking a bottom formwork width of 2m as an example, the height of the side formwork is 2.4-3.0m. The ratio of the side formwork height to the bottom formwork width is designed to ensure uniform distribution of lateral pressure during concrete pouring and to avoid instability of the side formwork.

[0043] The length of the clamping plate 7 at the pier formwork 10 shall not be less than 1 / 2 of the height of the pier side formwork 6. When the height of the pier side formwork 6 is 5m, the length of the clamping plate 7 can be 2.5 to 3m. A shorter clamping plate 7 saves material, but it can also be made longer. The length of the clamping plate 7 is sufficient to cover the critical stress area of ​​the side formwork height, ensuring that the fixing force is evenly transmitted to the entire side formwork.

[0044] The bottom formwork 3 of the tie beam is made of 18mm thick phenolic resin coated plywood. The phenolic resin coated plywood has a smooth surface, resulting in good appearance quality after concrete molding, and is highly wear-resistant, allowing for reuse at least 15 times. The main and secondary ribs of the pier formwork 10 and tie beam formwork 11 are integrated. This integration enhances the overall rigidity of the formwork, reduces splicing joints, and minimizes construction errors. The main ribs can be made of No. 10 channel steel, and the secondary ribs can be made of 50×100mm square timber, spaced 300mm apart.

[0045] This formwork system consists of pier column formwork 10 and tie beam formwork 11. Its core innovation lies in replacing traditional through-wall bracing with external peripheral constraints, achieving integrated casting of the pier column and tie beam. Key technical features include: 1. Pier column formwork fixing structure without through-wall rods: The four pier side formworks 6 enclose a vertical cylindrical structure, and four clamping plates 7 (Q345 steel, thickness ≥10mm) are set on the outer perimeter. The length of the clamping plates is not less than 1 / 2 of the height of the pier side formwork (e.g., when the side formwork is 5m high, the clamping plate is 2.5 to 3m long) to ensure coverage of the critical stress area.

[0046] Adjacent clamping plates are connected by diagonal tie bolts 8 (at an angle of 45° with the clamping plates). The two ends of the bolts pass through the triangular support plate 9 and are fastened with double-ended hexagonal head high-strength nuts (45 steel, preload torque ≥300 N·m) to form an outer circumferential rigid constraint.

[0047] 2. Tie beam formwork "bottom-wrapped side" and step-by-step dismantling design: The bottom formwork 3 of the tie beam is made of 18mm thick phenolic film-coated plywood (reusable ≥15 times), with both ends bent upwards to form arc-shaped bending parts 4 (curvature radius 50~100mm), which are fixedly connected to the side formwork 5 of the tie beam to form a "bottom-wrapped-side" structure.

[0048] The height of the side formwork of the tie beam is 1.2-1.5 times the width of the bottom formwork (e.g., when the bottom formwork is 2m wide, the side formwork height is 2.4-3.0m) to ensure uniform distribution of lateral pressure.

[0049] 3. Integrated casting and sealing support system: An opening is made in the side formwork of the pier column to connect with the formwork of the tie beam, and EPDM rubber sealing strips (10mm×8mm, Shore hardness 60±5) are clamped at the joint to prevent grout leakage.

[0050] A portal steel scaffold (Q235 steel, with a vertical spacing of 1.2m×1.2m) or a full-span scaffold is installed below the bottom formwork of the tie beam. The choice is based on the span (portal scaffold is used for large spans > 10m, and full-span scaffold is used for small spans ≤ 10m).

[0051] The working process of this utility model is as follows: 1. Template assembly stage: External clamps replace through-wall rods, eliminating potential hazards from holes. Step 1: Enclosing the pier column formwork The four pier side molds are enclosed to form a cylindrical structure. The main rib (No. 10 channel steel) and the secondary rib (50×100mm square timber, 300mm spacing) are integrated to improve the overall rigidity.

[0052] Step 2: External Constraint Fixation Clamping plates 7 are installed on the outer side of each pier column side formwork 6. Diagonal tie bolts 8 are inserted through triangular support plates 9 and tightened with double-ended nuts. The bolts are perpendicular to the surface of the triangular support plates 9. Pressure is distributed through the triangular support plates 9 to the clamping plates 7, and then transmitted to the pier column side formwork 6, achieving inward tightening of the formwork (replacing the traditional through-wall fixing). This eliminates the need for holes in the side formwork, avoiding the sealing process and leakage risk after the removal of through-wall rods. Simultaneously, the rigid support of the triangular support plates 9 and the force transmission of the clamping plates 7 prevent localized deformation of the pier column side formwork 6, eliminating dents in the column body.

[0053] 2. Tie beam formwork installation: The "bottom and side" structure is disassembled in stages. Step 3: Connecting the tie beam formwork with the pier column formwork The arc-shaped bend 4 of the bottom formwork 3 of the tie beam is fixed to the side formwork 5 of the tie beam, so that the bottom of the side formwork is completely supported by the bottom formwork ("bottom-wrapped side" design), and is sealed and connected to the side formwork 6 of the pier column through the sealing strip at the opening.

[0054] Step 4: Construction of the support system Select either portal or full-span scaffolding based on the span of the tie beam to ensure that the bottom formwork's bearing capacity meets the lateral pressure of the concrete pouring.

[0055] 3. Integrated casting: Reduces construction joints and improves structural integrity. Step 5: Continuous concrete pouring Concrete can be poured from the top of the pier formwork or simultaneously from the top of the tie beam formwork 11. The opening allows for continuous pouring of the pier and tie beam concrete in one go, avoiding the construction joints formed by traditional step-by-step pouring, improving the overall structure, reducing the risk of leakage later, and eliminating the need for step-by-step pouring, which significantly shortens the construction cycle compared to traditional methods (taking a 30m span bridge as an example, the pouring time is shortened from 7 days to within 5 days).

[0056] 4. Formwork Removal: Side formwork is removed in advance to improve turnover efficiency. Step 6: Prioritize the removal of the tie beam side formwork. After the concrete reaches its initial setting strength (4-6 hours), since the tie beam concrete is fully supported by the bottom formwork 3 (the curved bending part 4 covers the bottom of the side formwork), the tie beam side formwork 5 can be removed first, while the bottom formwork is retained for continued curing.

[0057] Step 7: Complete removal of pier column formwork Loosen the nuts on the tie bolts 8, remove the clamping plate 7 and the triangular support plate 9, and lift the entire assembly away from the side formwork 6 of the pier column. The components can be reused. During formwork removal, the tie bolts 8 are not subject to damage to their threads due to being encased in concrete, impacted, or cut, and can be reused more times than traditional through-wall rods.

[0058] III. Summary of the effects of core technologies.

[0059] 1. Eliminating the through-wall rod reduces steel waste (the through-wall rod has a high loss rate in traditional processes), and components such as clamping plate 7 and bolt 8 can be reused, reducing the overall material cost by 25% to 30%.

[0060] 2. Integrated casting reduces the time between processes, and the early removal of the tie beam side formwork greatly improves the efficiency of formwork turnover, significantly shortening the construction cycle of pier column-tie beam.

[0061] 3. No through-wall holes avoid the risk of leakage; the flatness error of the concrete surface is ≤2mm (in traditional processes, the error often reaches more than 5mm due to the need for repair of dents); the elimination of construction joints improves the overall structure and increases the shear strength by 15% to 20%.

[0062] 4. Enhanced operational safety: The peripheral clamping system eliminates the need for high-altitude installation of through-wall rods, reducing the risk of working near edges; the rigid combination of the triangular support plate 9 and the portal frame reduces the overturning coefficient of the formwork.

[0063] Through the synergistic effect of the above-mentioned technical features, this template system achieves full-process optimization of "fixing without through-wall rods - integrated casting - efficient turnover", solving the core pain points of material waste, appearance defects and low efficiency in traditional processes.

[0064] The above embodiments are only used to illustrate and not limit the technical solutions of this utility model. Although the utility model has been described in detail with reference to the above embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the utility model without departing from the spirit and scope of the utility model. Any modifications or partial substitutions should be covered within the scope of the claims of this utility model.

Claims

1. A tie beam connecting pier column without wall rod fast assembly formwork, characterized in that: The pier column template (10) is formed into a vertical cylinder structure by four pier column side molds (6), a plurality of clamping plates (7) are arranged on the outer periphery of the pier column template (10), the clamping plates (7) are correspondingly pressed and connected with the pier column side molds (6), the adjacent clamping plates (7) are connected through diagonal tension bolts (8), the outer wall of the clamping plate (7) is provided with a triangular supporting plate (9), the tension bolt (8) passes through the triangular supporting plate (9) and is fixedly connected with the clamping plate (7), and the two ends of each tension bolt (8) are respectively provided with a nut which is pressed and connected with the corresponding triangular supporting plate (9).

2. The pier column template (10) is formed into a vertical cylinder structure by four pier column side molds (6), a plurality of clamping plates (7) are arranged on the outer periphery of the pier column template (10), the clamping plates (7) are correspondingly pressed and connected with the pier column side molds (6), the adjacent clamping plates (7) are connected through diagonal tension bolts (8), the outer wall of the clamping plate (7) is provided with a triangular supporting plate (9), the tension bolt (8) passes through the triangular supporting plate (9) and is fixedly connected with the clamping plate (7), and the two ends of each tension bolt (8) are respectively provided with a nut which is pressed and connected with the corresponding triangular supporting plate (9).

3. The pier column template (10) is formed into a vertical cylinder structure by four pier column side molds (6), a plurality of clamping plates (7) are arranged on the outer periphery of the pier column template (10), the clamping plates (7) are correspondingly pressed and connected with the pier column side molds (6), the adjacent clamping plates (7) are connected through diagonal tension bolts (8), the outer wall of the clamping plate (7) is provided with a triangular supporting plate (9), the tension bolt (8) passes through the triangular supporting plate (9) and is fixedly connected with the clamping plate (7), and the two ends of each tension bolt (8) are respectively provided with a nut which is pressed and connected with the corresponding triangular supporting plate (9).

4. The pier column template (10) is formed into a vertical cylinder structure by four pier column side molds (6), a plurality of clamping plates (7) are arranged on the outer periphery of the pier column template (10), the clamping plates (7) are correspondingly pressed and connected with the pier column side molds (6), the adjacent clamping plates (7) are connected through diagonal tension bolts (8), the outer wall of the clamping plate (7) is provided with a triangular supporting plate (9), the tension bolt (8) passes through the triangular supporting plate (9) and is fixedly connected with the clamping plate (7), and the two ends of each tension bolt (8) are respectively provided with a nut which is pressed and connected with the corresponding triangular supporting plate (9).

5. The pier column template (10) is formed into a vertical cylinder structure by four pier column side molds (6), a plurality clamping plates (7) are arranged on the outer periphery of the pier column template ( 10 ), the clamping plates ( 7 ) are correspondingly pressed and connected with the pier column side molds ( 6 ), the adjacent clamping plates ( 7 ) are connected through diagonal tension bolts ( 8 ), the outer wall of the clamping plate ( 7 ) is provided with a triangular supporting plate ( 9 ), the tension bolt ( 8 ) passes through the triangular supporting plate ( 9 ) and is fixedly connected with the clamping plate ( 7 ), and the two ends of each tension bolt ( 8 ) are respectively provided with a nut which is pressed and connected with the corresponding triangular supporting plate ( 9 ).

4. The tie beam connecting pier column no-through-wall-rod rapid assembly formwork according to claim 1, characterized in that: ​ 5. The tie beam connecting pier column no-through-wall-rod rapid assembly formwork according to claim 3, characterized in that: ​ 6. The tie beam connecting pier column no-through-wall-rod rapid assembly formwork according to claim 3, characterized in that: ​ 7. The tie beam connecting pier column no-through-wall-rod rapid assembly formwork according to claim 1, characterized in that: ​

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