UHPC (Ultra High Performance Concrete) formwork-removal-free combined node linear coupling beam shear wall and construction process thereof

Abstract

The invention discloses a UHPC (Ultra High Performance Concrete) formwork-removal-free combined node linear coupling beam shear wall and a construction process thereof. The UHPC formwork-removal-free combined node linear coupling beam shear wall comprises a post-cast reinforced concrete shear wall, a UHPC formwork-removal-free, a laminated slab, a concrete-filled steel tube positioning bolt and a shear wall embedded column, the UHPC non-dismantling formwork comprises a non-perforated formwork body and a perforated formwork body, perforated steel plates are evenly pre-buried in the inner side of the non-perforated formwork body and evenly pre-buried in the inner side of the perforated formwork body, round holes are reserved in the corresponding positions of the perforated steel plates, one side of a screw sequentially penetrates through the round holes of the perforated formwork body and the perforated steel plates, and the screw is arranged between the perforated formwork body and the non-perforated formwork body. The other side of the screw rod is preliminarily fixed through a first nut on the inner side of the non-perforated formwork, and U-shaped shear nails are arranged on the inner side of the non-perforated formwork and the inner side of the perforated formwork. According to the UHPC formwork-removal-free combined type node linear coupling beam shear wall and the construction process thereof, on-site quick assembly sealing and precise assembly are achieved, the formwork removal procedure is omitted, the assembly rate is increased, and the later maintenance cost is reduced.

Description

Technical Field

[0001] This invention relates to the field of agricultural measurement equipment technology, and in particular to the UHPC non-removable formwork combined node linear coupling beam shear wall and its construction process. Background Technology

[0002] Driven by industrialized construction and the "dual carbon" goal, prefabricated shear wall structures have become a core direction for industry development. As a basic unit, the construction efficiency and structural performance of the linear shear wall directly affect project quality. Traditional cast-in-place linear shear wall construction requires on-site formwork erection and dismantling, which is complex, time-consuming, and suffers from poor impermeability and insufficient reliability of joint connections in ordinary concrete. Existing precast concrete formwork suffers from excessive weight and low bond strength with cast-in-place concrete, while fiber-reinforced cement board formwork, which eliminates the need for formwork removal, lacks impact resistance and durability, thus failing to achieve large-scale adoption.

[0003] From a construction perspective, in high-rise residential building construction, shear wall construction accounts for 30%-40% of the total construction period. Traditional methods require on-site erection of wooden or steel formwork. Wooden formwork is mostly made of pine or fir, with small individual pieces, few reuses, and requires a large number of nails and wires for fixing, resulting in dozens of seams. Although steel formwork can be reused 30-50 times, each piece weighs 50-80 kg, requiring tower crane hoisting and steel pipe scaffolding support. During formwork erection, repeated adjustments are needed following the steps of setting out lines, erecting formwork, reinforcing, and checking, with the formwork erection process alone taking 2-3 days per floor. At the same time, in the construction of shear walls in humid areas or underground garages, the traditional cast-in-place concrete (design strength grade is mostly C30-C40) has a water resistance grade of only P6-P8, which is prone to leakage due to improper treatment of construction joints and insufficient compaction of concrete. Later, remedial measures such as grouting and applying waterproof membranes are required, adding an extra 5%-8% to the project cost. Summary of the Invention

[0004] The purpose of this invention is to provide a UHPC (Ultra-High-Pressure Construction) modular shear wall with a single-beam connection and its construction process. The UHPC modular shear wall adopts a two-part toothed joint structure. By meeting dual-standard anchorage lengths, using U-shaped shear studs, bolts, three nuts, and multi-dimensional shear-resistant connections with pads, and a top positioning bolt guide design, it achieves quick on-site sealing and precise assembly, eliminating the need for demolding. The modular shear wall is prefabricated in a standardized factory, combining the functions of a permanent formwork and the high durability protection of UHPC, greatly simplifying on-site procedures, increasing the assembly rate, and reducing later maintenance costs.

[0005] This invention provides a UHPC (Ultra-High-Pressure Concrete) modular shear wall with a single-beam connection, comprising a cast-in-place reinforced concrete shear wall, a UHPC formwork, a composite slab, steel-concrete positioning bolts, and concealed columns of the shear wall. The UHPC formwork includes a non-perforated formwork and a perforated formwork. Perforated steel plates are uniformly embedded on the inner side of the non-perforated formwork, and perforated steel plates are uniformly embedded on the inner side of the perforated formwork with corresponding circular holes. One side of a screw passes through the circular hole and the perforated steel plate of the perforated formwork in sequence. A screw is provided between the perforated and non-perforated formworks. The other side of the screw is initially fixed by a first nut on the inner side of the non-perforated formwork. U-shaped shear studs are arranged on the inner sides of both the non-perforated and perforated formworks. The composite slab and the connecting beam reinforcement cage are connected through the bottom shear wall reinforcement cage. Steel-concrete positioning bolts are provided at the top of the cast-in-place reinforced concrete shear wall.

[0006] Preferably, the UHPC non-removable mold shell has a two-part structure, with both the unperforated mold shell and the perforated mold shell having toothed joints.

[0007] Preferably, a first nut is welded to the inside of the perforated steel plate, a second nut is provided on the side of the perforated mold shell and a pad is inserted, and a third nut reinforces the connection.

[0008] Preferably, the exposed portion of the U-shaped shear stud is embedded in the post-poured concrete.

[0009] Preferably, the UHPC non-removable mold shell is made of UHPC material.

[0010] The construction process of UHPC (Ultra-High-Pressure Construction) modular joint shear wall with linear coupling beam includes the following steps: Step S1: Factory prefabrication, prefabrication of perforated and non-perforated mold shells, pre-embedding of perforated steel plates and U-shaped shear studs, welding of the first nut to the inner steel plate of the non-perforated mold shell, and pre-reserving of circular holes at corresponding positions in the perforated mold shell; prefabrication of the connecting beam reinforcement cage and shear wall reinforcement cage. Step S2: On-site preparation, acceptance of the construction foundation, and installation of steel pipe concrete positioning bolts for positioning; Step S3: Hoisting and anchoring of the reinforcing cage; hoisting and anchoring the connecting beam reinforcing cage and the shear wall reinforcing cage. Step S4: Mold installation. The perforated and non-perforated molds of the cast-in-place reinforced concrete shear wall and connecting beam reinforcement cage are hoisted and positioned by toothed joints. The bolts are inserted to complete the multi-nut fixing and the pads are installed to seal the joints. Step S5: Hoisting of the composite slab, and anchoring the hoisted composite slab to the shear wall reinforcement cage; Step S6: Concrete pouring and curing. After pouring the integrated reinforced concrete shear wall, coupling beam reinforcement cage, composite slab and UHPC formwork-free cast-in-place area, cure for no less than fourteen days until the design strength.

[0011] Therefore, this invention adopts the above-mentioned UHPC non-removable formwork combined node straight beam shear wall and its construction process. The UHPC non-removable formwork adopts a two-lobed toothed joint combination structure. By meeting the double standard anchorage length, U-shaped shear nails, bolts, three nuts, multi-dimensional shear connection of pads, and top positioning bolt guidance design, it can achieve quick on-site sealing and precise assembly, eliminating the formwork removal process. The formwork is standardized and prefabricated in the factory, combining the functions of permanent template and UHPC high durability protection, greatly simplifying on-site processes, increasing the assembly rate, and reducing later maintenance costs.

[0012] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0013] Figure 1 This is a schematic diagram of the overall structure of the UHPC non-removable formwork combined node linear beam shear wall of the present invention. Figure 2 This is a schematic diagram of the structure of the UHPC non-removable formwork combined node linear beam shear wall without opening and with opening; Figure 3 This is a schematic diagram of the toothed joint on the unperforated formwork of the UHPC non-removable formwork combined node straight beam shear wall of the present invention; Figure 4 This is a schematic diagram of the toothed joint on the upper part of the UHPC non-removable formwork combined node straight beam shear wall perforated formwork of the present invention. Figure 5 This is a schematic diagram of the unperforated formwork shell of the UHPC non-removable formwork composite node linear connecting beam shear wall of the present invention; Figure 6 This is a structural side view of the UHPC non-removable formwork combined node linear connecting beam shear wall perforated formwork shell of the present invention; Figure 7 This is a schematic diagram of the UHPC non-removable formwork combined node straight beam shear wall steel pipe concrete positioning bolt of the present invention. Figure 8 This is a schematic diagram of the UHPC non-removable formwork combined node straight beam shear wall perforated steel plate of the present invention. Figure 9 This is a schematic diagram of the structure of the UHPC non-removable formwork combined node single-beam shear wall U-shaped shear nail of the present invention; Figure 10 This is a schematic diagram showing the connection between the unperforated and perforated formwork shells of the UHPC non-removable formwork composite node linear connecting beam shear wall of the present invention. Figure 11 This is a structural schematic diagram of the shear wall reinforcement cage in the UHPC non-removable formwork combined node linear coupling beam shear wall of the present invention; Figure 12 This is a front view of the UHPC formwork-free modular joint shear wall coupling beam reinforcement cage of the present invention. Figure 13 This is a structural schematic diagram of the front view of the UHPC non-removable formwork combined node straight beam shear wall coupling beam reinforcement cage of the present invention. Figure 14 This is a schematic diagram illustrating the construction process of the UHPC formwork-free modular joint linear coupling beam shear wall of the present invention.

[0014] Figure Labels 1. Post-cast reinforced concrete shear wall; 2. UHPC formwork without removal; 3. Composite slab; 4. Concrete-filled steel pipe positioning bolts; 5. Concealed column of shear wall; 6. Unperforated formwork; 7. Perforated formwork; 8. Perforated steel plate; 9. U-shaped shear stud; 10. Screw rod; 11. First nut; 12. Second nut; 13. Third nut; 14. Washer plate; 15. Circular hole; 16. Toothed joint; 17. Connecting beam reinforcement cage; 18. Shear wall reinforcement cage. Detailed Implementation

[0015] The technical solution of the present invention will be further described below with reference to the accompanying drawings and embodiments.

[0016] Unless otherwise defined, the technical or scientific terms used in this invention shall have the ordinary meaning as understood by one of ordinary skill in the art to which this invention pertains.

[0017] The terms "first," "second," and similar words used in this invention do not indicate any order, quantity, or importance, but are merely used to distinguish different components. Terms such as "comprising" or "including" mean that the element or object preceding the word encompasses the elements or objects listed after the word and their equivalents, without excluding other elements or objects. Terms such as "connected" or "linked" are not limited to physical or mechanical connections, but can include electrical connections, whether direct or indirect. Terms such as "upper," "lower," "left," and "right" are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0018] Example 1 like Figures 1-14 As shown, the present invention relates to a UHPC-based modular shear wall with a single-line connecting beam and its construction process, comprising a post-cast reinforced concrete shear wall 1, a UHPC modular shear wall 2, a composite slab 3, a steel-concrete positioning bolt 4, and a shear wall hidden column 5. The UHPC formwork 2 is a factory-prefabricated two-part structure. The UHPC formwork 2 includes an unperforated formwork 6 and a perforated formwork 7. Both the unperforated formwork 6 and the perforated formwork 7 are provided with toothed joints 17. The anchorage length 20 between the UHPC formwork 2 and the shear wall 1 is greater than the minimum anchorage length of the longitudinal tensile reinforcement and is greater than 600mm.

[0019] Perforated steel plates 8 are evenly embedded inside the unperforated mold shell 6, and a first nut 11 is welded inside the perforated steel plate 8; perforated steel plates 8 are evenly embedded inside the perforated mold shell 7, and circular holes 15 are reserved at corresponding positions. The diameter of the circular holes 15 is larger than the diameter of the second nut 12; a screw 10 is provided between the perforated mold shell 7 and the unperforated mold shell 6. One side of the screw 10 passes through the circular hole 15 and the perforated steel plate 8 of the perforated mold shell 7 in sequence, and the other side of the screw 10 is initially fixed by the first nut 11 inside the unperforated mold shell 6.

[0020] The second nut 12 is screwed into the side of the perforated mold shell 7 and the pad 14 is fitted in, and the third nut 13 is tightened to strengthen the connection; U-shaped shear nails 9 are arranged on the inner sides of both the unperforated mold shell 6 and the perforated mold shell 7, and the exposed part of the U-shaped shear nail 9 is embedded in the post-poured concrete; the composite slab 3 and the connecting beam reinforcement cage 18 are connected by the bottom shear wall reinforcement cage 19; a steel pipe concrete positioning bolt 4 is provided at the top of the shear wall 1 for positioning the upper shear wall.

[0021] UHPC No-Removal Formwork Shell 2 is made of UHPC material with a compressive strength of 120-200MPa, a permeability grade of ≥P12, and a shrinkage rate of 1 / 3-1 / 2 that of ordinary concrete.

[0022] The construction process of UHPC (Ultra-High-Pressure Construction) modular joint shear wall with linear coupling beam includes the following steps: Step S1: Factory prefabrication, prefabricate perforated mold shell 7 and non-perforated mold shell 6, pre-embed perforated steel plate 8 and U-shaped shear nail 9, weld nut I 11 to the inner steel plate of the non-perforated mold shell, and reserve circular holes 15 at the corresponding positions of the perforated mold shell; prefabricate connecting beam reinforcement cage 17 and shear wall reinforcement cage 18.

[0023] Step S2: On-site preparation, acceptance of the construction foundation, and installation of steel pipe concrete positioning bolts 4 for positioning.

[0024] Step S3: Hoisting and anchoring of the steel cage. Hoist and anchor the steel cage 17 of the connecting beam and the steel cage 18 of the shear wall.

[0025] Step S4: Mold installation. Hoist the perforated mold 7 and the unperforated mold 6 for the shear wall and connecting beam. Position them by interlocking with toothed joints 16. Insert bolts 10 to complete the multi-nut fixing and pad installation, and seal the joints.

[0026] Step S5: Hoist the composite slab 3 and anchor it to the shear wall reinforcement cage 19.

[0027] Step S6: Concrete pouring and curing. The shear wall 1, the connecting beam reinforcement cage 17, the composite slab 3 and the UHPC formwork area are poured in one piece, and the curing time is not less than 14 days until the design strength is reached.

[0028] Therefore, this invention adopts the aforementioned UHPC non-removable formwork combined node linear beam shear wall and its construction process. It uses a two-part toothed joint structure combining perforated and non-perforated formwork to achieve rapid on-site assembly and joint sealing, eliminating the need for formwork removal. The formwork design features a toothed interlocking structure, with U-shaped shear studs embedded in the inner side of the poured concrete, forming multiple shear defense lines to prevent interface slippage and enhance the overall integrity and deformation resistance of the node connection. The bolt fixing structure, consisting of pre-embedded perforated steel plates, three nuts, and washers, combined with the shear-resistant connection between the U-shaped shear studs and the poured concrete, further improves the stability of the node connection.

[0029] The inner side of the formwork is pre-embedded with perforated steel plates and U-shaped shear studs. The exposed parts of the shear studs are directly embedded in the post-poured concrete, forming a mechanical interlocking structure, which greatly enhances the shear stress transfer capacity between the formwork and the concrete. A screw rod penetrating three nuts and a washer plate is adopted, combined with the physical interlocking of the toothed joint structure, to further strengthen the connection between the formwork and the main structure and improve the overall shear bearing capacity. The steel pipe concrete positioning bolt guide design: positioning bolts are set at the top of the shear wall to ensure the accurate installation of the upper shear wall and improve the overall verticality and assembly accuracy of the structure. The non-removable formwork serves as a permanent template, utilizing the high durability of UHPC to combine the template function with the structural protection function, reducing the later maintenance cost. On-site installation of the formwork can be completed by hoisting and positioning and fixing with screw rods, eliminating the traditional formwork support and dismantling cycle, reducing on-site processing steps, and significantly improving the assembly rate.

[0030] The above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit them. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the technical solutions of the present invention, and these modifications or equivalent substitutions cannot cause the modified technical solutions to deviate from the spirit and scope of the technical solutions of the present invention.

Claims

1. A UHPC form-tie shell combined node one-dimensional coupling beam shear wall, characterized in that, The application relates to a post-cast reinforced concrete shear wall, a UHPC (Ultra High Performance Concrete) formwork shell, a composite slab, a concrete-filled steel tube positioning bolt and a shear wall hidden column; the UHPC formwork shell comprises an unperforated formwork shell and a perforated formwork shell, the inner side of the unperforated formwork shell is uniformly pre-buried with an opening steel plate, the inner side of the perforated formwork shell is uniformly pre-buried with an opening steel plate and is provided with a reserved circular hole at a corresponding position, one side of a screw rod is sequentially inserted through the circular hole of the perforated formwork shell and the opening steel plate, the screw rod is arranged between the perforated formwork shell and the unperforated formwork shell, the other side of the screw rod is preliminarily fixed through a first nut on the inner side of the unperforated formwork shell, the inner sides of the unperforated formwork shell and the perforated formwork shell are uniformly arranged with U-shaped shear nails, and the composite slab and the beam steel reinforcement cage are connected through a bottom shear wall steel reinforcement cage; the top of the post-cast reinforced concrete shear wall is provided with the concrete-filled steel tube positioning bolt.

2. The UHPC form-tie composite node-continuous beam shear wall according to claim 1, characterized in that, The UHPC formwork shell is a two-piece structure, and the unperforated formwork shell and the perforated formwork shell are both provided with a zigzag groove.

3. The UHPC self-casting formwork composite node one-letter type coupling beam shear wall according to claim 1, characterized in that, A first nut is welded on the inner side of the opening steel plate, a second nut is arranged on the side of the perforated formwork shell and is sleeved into a backing plate, and a third nut is used for reinforced connection.

4. The UHPC self-casting formwork composite node one-letter type coupling beam shear wall according to claim 1, characterized in that, The exposed part of the U-shaped shear nail is embedded into post-cast concrete.

5. The UHPC self-casting formwork composite node one-letter type coupling beam shear wall according to claim 1, characterized in that, The UHPC formwork shell is made of UHPC material.

6. The construction process of UHPC form-tie composite node one-letter type coupling beam shear wall according to any one of claims 1-5, characterized in that, The application further discloses a construction method of the post-cast reinforced concrete shear wall. Step S1, factory prefabrication, prefabrication of the perforated formwork shell and the unperforated formwork shell, pre-burial of the opening steel plate and the U-shaped shear nail, welding of the first nut on the inner side of the steel plate of the unperforated formwork shell, and reservation of the circular hole at the corresponding position of the perforated formwork shell; prefabrication of the beam steel reinforcement cage and the shear wall steel reinforcement cage; Step S2, site preparation, acceptance of the construction foundation, and installation of the concrete-filled steel tube positioning bolt for positioning; Step S3, hoisting and anchoring of the steel reinforcement cage, hoisting and anchoring of the connection between the beam steel reinforcement cage and the shear wall steel reinforcement cage; Step S4, formwork installation, hoisting of the perforated formwork shell and the unperforated formwork shell of the post-cast reinforced concrete shear wall and the beam steel reinforcement cage, positioning through zigzag groove occlusion, completion of the multi-nut fixing and backing plate adding through the screw rod, and sealing of the joint; Step S5, hoisting of the composite slab, anchoring of the composite slab and the shear wall steel reinforcement cage; Step S6, concrete pouring and curing, integrated pouring of the post-cast reinforced concrete shear wall, the beam steel reinforcement cage, the composite slab and the UHPC formwork shell cast-in-place area, and curing for not less than fourteen days to the design strength.

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