Shear wall formwork of modular building and construction method

Abstract

The invention discloses a shear wall formwork of a modular building and a construction method, the two ends of the shear wall formwork are respectively provided with an edge constraint component, the middle of the shear wall formwork is provided with a non-edge constraint component, and the edge constraint components and the non-edge constraint component adopt a horizontal connection method with different strengths. The edge constraint components are connected through steel component tie devices with high bearing capacity, reinforced concrete slurry is poured, the non-edge constraint components are connected through steel bar tie devices, and concrete slurry is poured, so that the integrity and the connection strength of horizontal connection of the shear wall formwork can be effectively improved, and the shear wall formwork is high in strength. And meanwhile, the problem that the bearing capacity of a modular building shear wall is reduced due to internal through joints is solved, the horizontal connection efficiency and the overall performance of the shear wall formwork can be remarkably improved, the anti-seismic property of the high-rise concrete module shear wall is improved, and the engineering quality risk is reduced.

Description

Technical Field

[0001] The present invention relates to the technical field of construction engineering, and particularly to a shear wall formwork for modular buildings. Background Art

[0002] The MIC (Modular Integrated Construction) system is a new type of building method that prefabricates modules in a factory and then quickly assembles them on site. Thin shell plates are often used as formworks for cast-in-place concrete modules. When the existing concrete modules are horizontally assembled, a reinforcement member is usually provided between two adjacent concrete modules for connection, and then concrete is poured.

[0003] Chinese Patent No. CN 221989555 U discloses a concrete module connection system. A U-shaped notch is opened at the top of the superimposed beam of the concrete module, and the opening of the U-shaped notch faces upward. The two adjacent U-shaped notches in two adjacent concrete modules form a first U-shaped notch, and a lapping member is placed in the first U-shaped notch; a rectangular notch is provided at the top of the precast column, and the two adjacent rectangular notches in two adjacent concrete modules form a second U-shaped notch. The four longitudinal bars of the two precast columns located in the second U-shaped notch are connected into one body by a plurality of fasteners; concrete is poured into the first U-shaped notch and the second U-shaped notch.

[0004] However, the existing concrete module connection structure will form a large vertical joint between two adjacent concrete modules, requiring a large construction site, and will also affect the connection strength between modules, resulting in a low bearing capacity of the shear wall. At the same time, the on-site pouring workload is large, leading to low construction efficiency and reliability.

[0005] Therefore, how to effectively improve the horizontal connection strength of concrete modules, improve the bearing capacity and reliability of shear wall modules, and at the same time improve the construction efficiency has become an urgent problem to be solved in this field. Summary of the Invention

[0006] Aiming at the defects of the prior art, the purpose of the present invention is to provide a shear wall formwork and construction method for modular buildings with high connection strength and bearing capacity and high construction efficiency.

[0007] To achieve the above purpose, the shear wall formwork for modular buildings provided by the present invention is respectively provided with edge restraint members at both ends, and a non-edge restraint member is provided in the middle of the shear wall formwork.

[0008] The edge restraint member includes longitudinal bars of the edge member, steel plate hoops, stirrups of the edge member, and edge precast layer concrete. The edge precast layer concrete is continuously distributed along the height direction of the shear wall formwork. A number of steel plate hoops are evenly distributed at intervals along the height direction of the shear wall formwork. One side of the steel plate hoop is embedded in the edge precast layer concrete, and the other side extends out of the edge precast layer concrete, forming a reserved cavity for the steel plate hoop between it and the edge precast layer concrete. The stirrups of the edge member are respectively arranged between two adjacent steel plate hoops, and the longitudinal bars of the edge member are internally arranged in the steel plate hoops along the height direction.

[0009] The non-edge restraint member includes vertical distributed steel bars, horizontal distributed steel bars, key grooves, transverse bars of the key groove, and non-edge precast layer concrete. The non-edge precast layer concrete is continuously distributed along the height direction of the shear wall formwork, and a key groove penetrating the non-edge precast layer concrete along the height direction is formed on the first side of the non-edge precast layer concrete corresponding to the reserved cavity for the steel plate hoop. The vertical distributed steel bars and the horizontal distributed steel bars are respectively embedded on the second side of the non-edge precast layer concrete along the height direction and the horizontal direction, and both ends of the horizontal distributed steel bars extend into the edge precast layer concrete respectively. A number of transverse bars of the key groove are embedded at intervals along the horizontal direction on the first side of the non-edge precast layer concrete and penetrate the key groove.

[0010] Two adjacent shear wall formworks are distributed relatively on the first side of the non-edge precast layer concrete. The opposite two edge restraint members are connected by a steel member tie device, and enhanced concrete slurry is poured into the reserved cavities for the steel plate hoops of the opposite two edge restraint members. The opposite two non-edge restraint members are connected by a steel bar tie device, and concrete slurry is poured into the key grooves of the opposite two non-edge restraint members.

[0011] Further, the longitudinal bars of the edge member include the first row of longitudinal bars of the edge member and the second row of longitudinal bars of the edge member. The first row of longitudinal bars of the edge member is embedded in the edge precast layer concrete, and the second row of longitudinal bars of the edge member is arranged in the reserved cavity for the steel plate hoop.

[0012] Further, a number of steel plate hoop stiffening plates are distributed in the steel plate hoop, and the steel plate hoop stiffening plates are distributed corresponding to the longitudinal bars of the edge member.

[0013] Further, the key groove is configured as a trapezoidal key groove. The depth of the key groove is the same as the width of the concave surface at the bottom of the key groove, and the included angle between the inclined surface and the bottom concave surface of the key groove is 30° - 45°.

[0014] Further, the steel member tie device includes a steel tie fixing rod. A number of steel tie members are distributed along the height direction on the steel tie fixing rod, and the number of steel tie members is distributed corresponding to a number of steel plate hoops one by one.

[0015] Further, the steel tie member is configured in a concave shape and is formed by connecting a steel tie member connecting rod and steel tie member legs respectively arranged at both ends of the steel tie member connecting rod to form a groove, and the steel plate hoop is embedded in the groove.

[0016] Further, the steel bar tie device includes a tie bar fixing rod, and a plurality of keyway tie bars are distributed along the height direction on the tie bar fixing rod, and the plurality of keyway tie bars and a plurality of keyway transverse bars are distributed in one-to-one correspondence.

[0017] Further, the keyway tie bar is formed by a bent steel bar and has a U-shaped groove, and the keyway transverse bar is embedded in the U-shaped groove.

[0018] In order to achieve the above object, the construction method of the shear wall formwork of the modular building provided by the present invention is based on the shear wall formwork of the modular building, and the construction method includes:

[0019] Precast shear wall formwork, with first edge restraint members preset at both ends of the first shear wall formwork and a first non-edge restraint member preset in the middle, and second edge restraint members preset at both ends of the second shear wall formwork and a second non-edge restraint member preset in the middle.

[0020] The first shear wall formwork and the second shear wall formwork are adjacent to each other, and the first edge restraint member and the second edge restraint member are distributed oppositely, and the first non-edge restraint member and the second non-edge restraint member are distributed oppositely.

[0021] Insert the steel tie fixing rod of the steel member tie device into the reserved cavity of the steel plate hoop of the first edge restraint member or the second edge restraint member, and make each steel plate hoop in the first edge restraint member and the second edge restraint member respectively correspond to and be embedded in the groove of each steel tie member.

[0022] Insert the tie bar fixing rod of the steel bar tie device into the cavity formed between the keyways of the first non-edge restraint member and the second non-edge restraint member, and make each keyway transverse bar in the first non-edge restraint member and the second non-edge restraint member respectively correspond to and be embedded in the U-shaped groove of each keyway tie bar.

[0023] Synchronously pour reinforced concrete slurry into the reserved cavities of the steel plate hoops of the first edge restraint member and the second edge restraint member, and synchronously pour concrete slurry into the keyways of the first non-edge restraint member and the second non-edge restraint member.

[0024] Further, when installing the steel member tie device, insert the steel tie fixing rod from above the first shear wall formwork and the second shear wall formwork into the reserved cavity of the steel plate hoop of the first edge restraint member or the second edge restraint member. When the topmost steel tie member drops to 50 - 100 mm above the corresponding topmost steel plate hoop, rotate the steel member fixing rod horizontally to drive the steel tie member to rotate 90° horizontally, and then continuously insert the steel tie fixing rod downward until each steel plate hoop in the first edge restraint member and the second edge restraint member is respectively embedded into the groove of each steel tie member.

[0025] When installing the steel bar tie device, insert the tie bar fixing rod from above the first shear wall formwork and the second shear wall formwork into the installation cavity formed between the key grooves of the first non-edge restraint member and the second non-edge restraint member. When the topmost key groove tie bar drops to 50 - 100 mm above the corresponding topmost key groove transverse bar, rotate the tie bar fixing rod horizontally to drive the key groove tie bar to rotate 90° horizontally, and then continuously insert the tie bar fixing rod downward until each key groove transverse bar in the first non-edge restraint member and the second non-edge restraint member is respectively embedded into the U-shaped groove of each key groove tie bar.

[0026] The shear wall formwork of the modular building and the construction method provided by the present invention are provided with edge restraint members at both ends of the shear wall formwork and non-edge restraint members in the middle. Different strength horizontal connection methods are adopted for the edge restraint members and the non-edge restraint members. For the edge restraint members, a steel member tie device with high bearing capacity is used for connection, and reinforced concrete slurry is poured. For the non-edge restraint members, a steel bar tie device is used for connection, and concrete slurry is poured. It can effectively improve the integrity and connection strength of the horizontal connection of the shear wall formwork, and at the same time avoid the problem of reduced bearing capacity of the modular building shear wall due to internal through joints, significantly improve the horizontal connection efficiency and overall performance of the shear wall formwork, enhance the seismic performance of the high-rise concrete module shear wall, and reduce the engineering quality risk. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] The present invention will be further described below in conjunction with the drawings and specific embodiments.

[0028] Figure 1 and Figure 2 is a structural schematic diagram of the shear wall formwork of the modular building provided by the present invention;

[0029] Figure 3 is a structural schematic diagram of the steel plate hoop in the present invention;

[0030] Figure 4 and Figure 5 is a distribution structural schematic diagram of two adjacent shear wall formworks in the present invention;

[0031] Figure 6 Structural schematic diagram of the steel member tie device in the present invention;

[0032] Figures 7 to 10 Installation schematic diagram of the steel member tie device in the present invention;

[0033] Figures 11 to 15 Installation schematic diagram of the steel bar tie device in the present invention.

[0034] Reference numerals:

[0035] 100. Shear wall formwork; 101. First shear wall formwork; 102. Second shear wall formwork;

[0036] 200. Edge restraint member; 201. First edge restraint member; 202. Second edge restraint member; 210. Longitudinal bars of edge member; 211. First row of longitudinal bars of edge member; 212. Second row of longitudinal bars of edge member; 220. Steel plate hoop; 221. Inner frame of steel plate hoop; 222. Outer frame of steel plate hoop; 223. Side frame of steel plate hoop; 224. Reinforcing plate of steel plate hoop; 230. Stirrups of edge member; 240. Edge precast layer concrete; 250. Reserved cavity of steel plate hoop;

[0037] 300. Non-edge restraint member; 301. First non-edge restraint member; 302. Second non-edge restraint member; 310. Vertical distribution steel bars; 320. Horizontal distribution steel bars; 330. Keyway; 331. Bottom concave surface; 332. Inclined surface; 340. Transverse bars of keyway; 350. Non-edge precast layer concrete; 351. First side; 352. Second side; 360. Installation cavity;

[0038] 400. Steel member tie device; 410. Steel tie fixing rod; 420. Steel tie member; 421. Connecting rod of steel tie member; 422. Leg of steel tie member; 423. Groove;

[0039] 500. Steel bar tie device; 510. Tie bar fixing rod; 520. Keyway tie bar; 521. U-shaped groove; Detailed implementation manners

[0040] In order to make the technical means, creative features, achieved purposes and effects realized by the present invention easy to understand, the present invention will be further described below with reference to specific illustrations.

[0041] See Figure 1 and Figure 2 , which shows an example of the shear wall formwork of the modular building provided by the present invention.

[0042] As can be seen from the figure, for the shear wall formwork of the modular building in this example, edge restraint members 200 are respectively provided at both ends of the shear wall formwork 100, and non-edge restraint members 300 are provided in the middle.

[0043] For two adjacent shear wall formworks 100, different strength horizontal connection methods are adopted for the edge restraint members 200 and non-edge restraint members 300. For the edge restraint members 200, a steel member tying device 400 with high load-bearing capacity is used for connection, and enhanced concrete slurry is poured. For the non-edge restraint members 300, a steel bar tying device 500 is used for connection, and concrete slurry is poured. This can effectively improve the integrity and connection strength of the horizontal connection of the shear wall formwork 100, and at the same time avoid the problem of reduced load-bearing capacity of the modular building shear wall due to internal through joints. It can significantly improve the horizontal connection efficiency and overall performance of the shear wall formwork, enhance the seismic performance of high-rise concrete module shear walls, and reduce the engineering quality risks.

[0044] Furthermore, the edge restraint member 200 includes edge member longitudinal bars 210, steel plate hoops 220, edge member stirrups 230, and edge precast layer concrete 240. The edge member longitudinal bars 210, steel plate hoops 220, edge member stirrups 230, and edge precast layer concrete 240 can cooperate with each other to form a stable edge restraint member 200, and at the same time reserve space for the horizontal connection of two adjacent shear wall formworks 100, avoiding the low horizontal connection strength and load-bearing capacity caused by joints.

[0045] Combined Figure 1 and Figure 2 , specifically, the edge precast layer concrete 240 is continuously distributed along the height direction of the shear wall formwork 100, and several steel plate hoops 220 are evenly distributed at intervals along the height direction of the shear wall formwork 100. One side of the steel plate hoop 220 is embedded in the edge precast layer concrete 240, and the other side extends out of the edge precast layer concrete 240, and a steel plate hoop reserved cavity 250 is formed between the steel plate hoop 220 and the edge precast layer concrete 240, so that two adjacent shear wall formworks 100 can be horizontally connected through the steel plate hoop reserved cavity 250.

[0046] Combined Figure 3 , further, the steel plate hoop 220 is composed of a steel plate hoop inner frame 221, a steel plate hoop outer frame 222, a steel plate hoop side frame 223, and a steel plate hoop reinforcement plate 224 connected. The steel plate hoop outer frame 222 is embedded in the edge precast layer concrete 240, and the concrete cover thickness of the steel plate hoop outer frame 222 is preferably 15 mm to effectively protect the steel plate hoop inner frame 221 and at the same time ensure the connection stability between the steel plate hoop 220 and the edge precast layer concrete 240.

[0047] Meanwhile, the side frames 223 of the steel plate hoops are respectively arranged at both ends of the outer frame 222 of the steel plate hoops and are connected to the inner frame 221 of the steel plate hoops distributed outside the edge precast layer concrete 240, so that the steel plate hoops 220 are stably connected to the edge precast layer concrete 240 through the outer frame 222 of the steel plate hoops. At the same time, a reserved cavity 250 of the steel plate hoops is formed between the inner frame 221 of the steel plate hoops and the edge precast layer concrete 240, providing an operating space for the on-site installation of the steel member tying device 400.

[0048] Combined with Figure 3 , further, a number of reinforcing plates 224 of the steel plate hoops are also distributed in the steel plate hoops 220. The reinforcing plates 224 of the steel plate hoops are built in the steel plate hoops 220 and are respectively connected to the inner frame 221 and the outer frame 222 of the steel plate hoops at both ends, strengthening the overall structure of the steel plate hoops 220. At the same time, the reinforcing plates 224 of the steel plate hoops are also correspondingly distributed with the longitudinal bars 110 of the edge members to ensure the stability of the longitudinal bars 110 of the edge members.

[0049] As an example, in this embodiment, the length of the side frame 223 of the steel plate hoops is 0.5H - 25, where H is the total thickness of the shear wall formwork 100. The height of the steel plate hoops 220 is 50 mm, the spacing between two adjacent upper and lower steel plate hoops 220 is 400 - 500 mm, and the steel plate thickness of the steel plate hoops 220 is 8 - 20 mm to ensure the structural stability of the steel plate hoops 220.

[0050] Combined with Figure 2 , correspondingly, the stirrups 230 of the edge members are respectively arranged between two adjacent steel plate hoops 220, and the spacing between two adjacent stirrups 230 of the edge members is preferably configured to be 100 - 200 mm, and the diameter of the stirrups 230 of the edge members is preferably configured to be 6 - 10 mm to ensure that a number of stirrups 230 of the edge members and the steel plate hoops 220 can cooperate with each other to ensure the overall structural stability of the steel plate hoops 220.

[0051] Further, the longitudinal bars 210 of the edge members are built in the steel plate hoops 220 along the height direction to strengthen the connection structure between the steel plate hoops 220 and the edge precast layer concrete 240.

[0052] Combined with Figure 1 , specifically, the longitudinal bars 210 of the edge members include the first row of longitudinal bars 211 of the edge members and the second row of longitudinal bars 212 of the edge members. A number of longitudinal bars in the first row of longitudinal bars 211 of the edge members are uniformly embedded in the edge precast layer concrete 240, and a number of longitudinal bars in the second row of longitudinal bars 212 of the edge members are uniformly built in the reserved cavity 250 of the steel plate hoops and are symmetrically distributed in parallel with the first row of longitudinal bars 211 of the edge members, so that the first row of longitudinal bars 211 of the edge members and the second row of longitudinal bars 212 of the edge members cooperate with each other to respectively strengthen the steel plate hoops 220 and the edge precast layer concrete 240.

[0053] Correspondingly, several steel plate hoop reinforcement plates 224 in the steel plate hoop 220 are distributed corresponding to the longitudinal bars 110 of the edge member, so as to ensure that each steel plate hoop reinforcement plate 224 is connected and cooperated with each longitudinal bar of the edge member, and fix the distribution structure of the longitudinal bars 110 of the edge member.

[0054] In this way, the longitudinal bars 210 of the edge member, the steel plate hoop 220, the stirrups 230 of the edge member, and the precast concrete 240 of the edge layer can cooperate with each other to form a stable edge restraint member 200. At the same time, a steel plate hoop reserved cavity 250 and a steel plate hoop inner frame 221 are formed outside the edge restraint member 200, reserving space for the horizontal connection and concrete pouring of two adjacent shear wall formworks 100, and being fixed by the steel plate hoop inner frame 221, improving the connection efficiency, and avoiding the low horizontal connection strength and bearing capacity caused by the joint.

[0055] Furthermore, a non-edge restraint member 300 is provided in the middle of the shear wall formwork 100.

[0056] Combined Figure 1 and Figure 2 , the non-edge restraint member 300 includes vertical distribution steel bars 310, horizontal distribution steel bars 320, key grooves 330, key groove transverse steel bars 340, and non-edge precast concrete 350. The vertical distribution steel bars 310, horizontal distribution steel bars 320, key grooves 330, key groove transverse steel bars 340, and non-edge precast concrete 350 can cooperate with each other to form a stable non-edge restraint member 300, and at the same time can also reserve space for the horizontal connection of two adjacent shear wall formworks 100, avoiding the low horizontal connection strength and bearing capacity caused by the joint.

[0057] Specifically, the non-edge precast concrete 350 is continuously distributed along the height direction of the shear wall formwork 100, and a plurality of uniformly distributed key grooves 330 are formed on the first side 351 of the non-edge precast concrete 350 corresponding to the steel plate hoop reserved cavity 250, and the spacing between two adjacent key grooves is preferably configured to be 400 - 500 mm, providing an operation space for the on-site installation of the steel bar tying device 500.

[0058] Among them, the key groove 330 penetrates through the non-edge precast concrete 350 along the height direction, the key groove 330 is configured as a trapezoidal key groove, the depth of the key groove 330 is the same as the width of the bottom concave surface 331 of the key groove, preferably configured to be 50 mm, and the included angle between the inclined surface 332 of the key groove 330 and the bottom concave surface 331 is 30° - 45°, so as to improve the strength and stability of the structure of the non-edge precast concrete 350 and the key groove 330, and at the same time increase the contact area between the key groove 330 and the concrete slurry, providing a stable structure and cooperation space for the subsequent concrete slurry pouring.

[0059] In order to improve the horizontal connection stability of two adjacent shear wall formworks 100, the non-edge constraint component 300 also includes keyway transverse reinforcement 340. A plurality of keyway transverse reinforcement 340 are pre-buried in the first side 351 of the non-edge precast layer concrete 350 at intervals along the horizontal direction and penetrate the keyway 330. The thickness of the concrete protective layer of the keyway transverse reinforcement 340 is 15 mm to protect the keyway transverse reinforcement 340 and ensure the structural stability of the first side 351 of the non-edge precast layer concrete 350 and the keyway 330.

[0060] As an example, in this example, the vertical spacing of the horizontally distributed upper and lower keyway transverse reinforcements 340 is configured to be 400-500 mm, which is compatible with the spacing of the upper and lower steel plate hoops 220 in the edge constraint member 200 to improve the overall structural stability of the shear wall formwork 100.

[0061] Furthermore, a plurality of vertical distribution steel bars 310 and horizontal distribution steel bars 320 are evenly distributed on the second side 352 of the non-edge precast layer concrete 350. The horizontal distribution steel bars 320 are pre-embedded in the second side 352 of the non-edge precast layer concrete 350 along the horizontal direction, and both ends of the horizontal distribution steel bars 320 extend to the edge precast layer concrete 240 of the edge constraint member 200 respectively, so as to connect the edge constraint member 200 and the non-edge constraint member 300 and maintain the structural stability of the shear wall formwork 100.

[0062] At the same time, the vertical distribution steel bars 310 are pre-buried in the second side 352 of the non-edge precast layer concrete 350 along the height direction, and the spacing between the vertical distribution steel bars 310 and the horizontal distribution steel bars 320 is preferably configured to be 100-200 mm, so that the vertical distribution steel bars 310 and the horizontal distribution steel bars 320 cooperate with each other to ensure the stability of the non-edge precast layer concrete 350.

[0063] In this way, the second side 352 of the non-edge precast layer concrete 350 is reinforced by the vertical distribution steel bars 310 and the horizontal distribution steel bars 320, and the first side 351 is formed with a key groove 330 and a key groove transverse reinforcement 340 for connecting two adjacent shear wall formworks 100, reserving space for the horizontal connection and concrete pouring of the two adjacent shear wall formworks 100, and fixed by the key groove transverse reinforcement 340, thereby improving the connection efficiency and avoiding the low horizontal connection strength and bearing capacity caused by the joints.

[0064] The shear wall module 100 thus formed is provided with edge restraint members 200 at both ends and non-edge restraint members 300 in the middle. A steel plate hoop reserved cavity 250 and a steel plate hoop inner border 221 are formed on the outer side of the edge restraint member 200. Correspondingly, a keyway 330 and a keyway transverse reinforcement 340 are formed on the first side 351 of the non-edge restraint member 300, so that the steel plate hoop reserved cavity 250 and the keyway 330 can cooperate to reserve space for the horizontal connection and concrete pouring of the shear wall formwork 100, avoiding the low horizontal connection strength and bearing capacity caused by the through joint.

[0065] At the same time, the steel plate hoop inner border 221 and the keyway transverse reinforcement 340 can cooperate with the steel plate hoop reserved cavity 250 and the keyway 330 respectively to horizontally connect two adjacent shear wall formworks 100 to ensure the connection stability of two adjacent shear wall formworks 100.

[0066] Furthermore, two adjacent shear wall formworks 100 are distributed relatively along the first side 351 of the non-edge precast layer concrete 350, so that the edge restraint members 200 and non-edge restraint members 300 of the two shear wall formworks 100 are distributed relatively, as Figure 4 and Figure 5 shown.

[0067] Combined with Figure 4 and Figure 5 , in order to quickly connect two adjacent shear wall formworks 100, horizontal connection devices with different strengths are adopted for the edge restraint members 200 and non-edge restraint members 300 of the shear wall formwork 100. For the edge restraint members 200, they are connected by a steel member tie device 400, and enhanced concrete slurry is poured into the steel plate hoop reserved cavities 250 of the two opposite edge restraint members 200 to improve the connection strength of the edge restraint members 200, so that the opposite edge restraint members 200 have better tensile strength and ductility after connection, thereby improving the seismic performance of the shear wall formwork 100.

[0068] For the non-edge restraint members 300, they are connected by a steel bar tie device 500, and concrete slurry is poured into the keyways 330 of the two opposite non-edge restraint members 300, which can effectively reduce the construction cost while ensuring the stable connection of the non-edge restraint members 300.

[0069] Combined with Figure 6 , specifically, the steel member tie device 400 includes a steel tie fixing rod 410 and steel tie members 420. A number of steel tie members 420 are distributed along the height direction on the steel tie fixing rod 410, and a number of steel tie members 420 are distributed corresponding to a number of steel plate hoops 220 one by one, so that the steel plate hoop inner border 221 of each steel plate hoop 220 can be respectively embedded into each steel tie member 420.

[0070] Further, the steel tie member 420 is configured in a concave shape and is composed of a steel tie member connecting rod 421 and steel tie member legs 422 respectively arranged at both ends of the steel tie member connecting rod 421, such that the steel tie member connecting rod 421 and the steel tie member legs 422 cooperate to form a groove 423.

[0071] As an example, the thickness of the steel tie member 420 is preferably configured to be 20 mm, the net length of the steel tie member legs 422 is preferably configured to be 40 mm, and the net width of the steel tie member connecting rod 421 is preferably configured to be 2t + 25 mm, where t is the steel plate thickness of the steel plate hoop 220, such that the inner frames 221 of the steel plate hoops of two adjacent shear wall formworks 100 can be inserted into the groove 423 of the steel tie member 420, so that the steel tie member 420 exerts a tying effect on the edge restraint members 200 of the adjacent shear wall formworks 100.

[0072] To improve the construction efficiency and enable the steel tie member 420 to cooperate with each inner frame 221 of the steel plate hoop correspondingly, the steel tie fixing rod 410 is fixed to one side of a plurality of steel tie members 420. In this way, the steel tie members 420 as a whole are inserted into the reserved cavity 250 of the steel plate hoop of any one of the shear wall formworks 100 from the top to the bottom of the shear wall formwork 100 through the steel tie fixing rod 410. When inserting, the length direction of the steel tie member connecting rod 421 is parallel to the length direction of the reserved cavity 250 of the steel plate hoop, such that each steel tie member 420 is respectively placed outside each steel plate hoop 220, as Figure 7 shown.

[0073] When the topmost steel tie member 420 descends to 50 - 100 mm above the corresponding topmost steel plate hoop 220, the steel member fixing rod 410 is rotated horizontally, driving the steel tie member 420 to rotate 90° synchronously in the horizontal direction, such that each steel tie member 420 is respectively placed above the corresponding two opposite steel plate hoops 220, as Figure 8 shown.

[0074] Then, the steel tie fixing rod 410 is inserted further downward, such that the inner frames 221 of the steel plate hoops of each steel plate hoop 220 in two adjacent shear wall formworks 100 are respectively inserted into the groove 423 of the steel tie member 420, thereby exerting a tying effect on the edge restraint members 200 of the adjacent shear wall formworks 100, as Figure 9 and Figure 10 shown.

[0075] Combined with Figure 10 , further, enhanced concrete slurry is poured into the reserved cavities 250 of the steel plate hoops of the two opposite edge restraint members 200, connecting the two adjacent shear wall formworks 100 into a whole and improving the horizontal connection strength.

[0076] As an example, the reinforced concrete slurry is composed of fiber-reinforced cement-based grouting material (ECC) in the prior art. The fiber-reinforced cement-based grouting material is a composite material composed of cement as a matrix, fiber as a reinforcement, fillers, admixtures and water in a certain proportion, and is mixed and cured. It has the advantages of high tensile strength and good ductility, can effectively improve the connection strength of the two edge constraint members 200, ensure the stable connection between the two ends of the adjacent shear wall formwork 100, thereby enhancing the seismic performance of the shear wall formwork 100.

[0077] In this way, the edge constraint members 200 of two adjacent shear wall formworks 100 are tied together by the insertion and horizontal rotation of the steel member tie device 400, and are fixed by pouring reinforced concrete slurry in the reserved cavity 250 of the steel plate hoop, so as to improve construction efficiency and ensure that the edge constraint members 200 of the two adjacent shear wall formworks 100 are firmly connected. At the same time, no through joints are formed between the two adjacent shear wall formworks 100, thereby effectively improving the horizontal connection strength and bearing capacity.

[0078] Combination Figure 11 Similarly, in order to connect the non-edge-constrained components 300 of two adjacent shear wall formworks 100, the steel bar tie device 500 includes a tie bar fixing rod 510 and a keyway tie bar 520, a plurality of keyway tie bars 520 are distributed on the tie bar fixing rod 510 along the height direction, and a plurality of keyway tie bars 520 are distributed one by one corresponding to a plurality of keyway transverse bars 340, so that each keyway transverse bar 340 can be respectively embedded in each keyway tie bar 520.

[0079] Furthermore, the keyway tie bar 520 is composed of bent steel bars to form a U-shaped groove 521. As an example, the keyway tie bar 520 is formed by bending steel bars with a diameter of 8 mm. The bending section length of the keyway tie bar 520 is 50 mm, and the connecting section length is 90 mm, so that the keyway transverse reinforcement 340 of two adjacent shear wall formworks 100 can be embedded in the U-shaped groove 521 of the keyway tie bar 520, so that the keyway tie bar 520 has a tie effect on the non-edge constraint components 300 of the adjacent shear wall formworks 100.

[0080] Combination Figure 5 and Figure 11, To improve the construction efficiency and enable the keyway tie bars 520 to cooperate with each keyway transverse bar 340 correspondingly, the tie bar fixing rod 510 is fixed in the middle area of several keyway tie bars 520. In this way, through the tie bar fixing rod 510, the keyway tie bars 520 as a whole are inserted from the top of the shear wall formwork 100 downward into the installation cavity 360 formed between the keyways 330 of two adjacent non-edge restraint members 300. When inserting, the length direction of the keyway tie bars 520 is parallel to the length direction of the shear wall formwork 100, so that each keyway tie bar 520 is respectively placed between the corresponding two opposite keyway transverse bars 340, as Figure 12 shown.

[0081] When the topmost keyway tie bar 520 descends to 50 - 100 mm above the corresponding topmost keyway transverse bar 340, rotate the tie bar fixing rod 510 horizontally, driving the keyway tie bars 520 to rotate synchronously by 90° horizontally, so that each keyway tie bar 520 is respectively placed above the corresponding two opposite keyway transverse bars 340, as Figure 13 shown.

[0082] Then continue to insert the tie bar fixing rod 510 downward, so that each keyway transverse bar 340 in two adjacent shear wall formworks 100 is respectively embedded into the U-shaped groove 521 of the keyway tie bar 520, thereby generating a tying effect on the non-edge restraint members 300 of the adjacent shear wall formworks 100, as Figure 14 and Figure 15 shown.

[0083] Combined with Figure 15 , further, concrete slurry is poured into the keyways 330 of two opposite non-edge restraint members 300 to connect two adjacent shear wall formworks 100 into a whole. The concrete slurry in the keyways 330 can generate the shear resistance of diagonal struts, which can improve the shear bearing capacity of the horizontal connection joints of the shear wall module 100, avoid the cracking failure of the joints of the shear wall formwork 100 before the longitudinal bars of the edge members yield, and ensure that the shear wall module 100 has good ductility performance.

[0084] As an example, the concrete slurry is composed of ordinary grouting material in the prior art. Ordinary grouting material refers to a material composed of cement as the matrix, adding fillers, admixtures and water in a certain proportion, and the strength of the ordinary grouting material is one grade higher than the concrete strength grade of the shear wall formwork, so that the middle area of two adjacent shear wall formworks 100 can be stably connected, and at the same time, the construction cost can be reduced.

[0085] In this way, the non-edge constraint components 300 of two adjacent shear wall formworks 100 are tied together by the insertion and horizontal rotation of the steel bar tie device 500, and are fixed by pouring concrete slurry in the keyway 300, so as to improve construction efficiency and ensure that the non-edge constraint components 300 of the two adjacent shear wall formworks 100 are firmly connected. At the same time, no through joints are formed between the two adjacent shear wall formworks 100, thereby effectively improving the horizontal connection strength and bearing capacity.

[0086] The shear wall formwork 100 thus constructed adopts horizontal connection methods of different strengths for the edge constraint components 200 and the non-edge constraint components 300, respectively, and realizes the connection through the insertion and horizontal rotation of the steel component connection device 400 and the steel bar connection device 500, which can effectively utilize the narrow horizontal connection space on site, improve the efficiency of horizontal connection construction, and effectively improve the integrity and horizontal connection strength of the modular building shear wall formwork horizontal connection.

[0087] The present invention also provides a method for constructing a shear wall formwork of a modular building. The shear wall formwork of a modular building constructed based on the above scheme comprises:

[0088] Combination Figure 5 First, prefabricate the shear wall formwork 100, preset the first edge constraint components 201 at both ends of the first shear wall formwork 101, preset the first non-edge constraint component 301 in the middle, and preset the second edge constraint components 202 at both ends of the second shear wall formwork 102, and preset the second non-edge constraint component 302 in the middle.

[0089] Among them, the first edge restraint member 201 and the second edge restraint member 202 are both composed of edge member longitudinal reinforcement 210, steel plate hoops 220, edge member hoops 230 and edge precast layer concrete 240, and steel plate hoop reserved cavities 250 and steel plate hoop inner frames 221 are formed on the outer sides of the first edge restraint member 201 and the second edge restraint member 202 respectively.

[0090] Correspondingly, the first non-edge constraint member 301 and the second non-edge constraint member 302 are both composed of vertical distribution steel bars 310, horizontal distribution steel bars 320, keyways 330, keyway transverse bars 340 and non-edge precast layer concrete 350, which cooperate with each other, and keyways 330 and keyway transverse bars 340 are respectively formed on the first sides 351 of the first non-edge constraint member 301 and the second non-edge constraint member 302, to reserve space for the horizontal connection and concrete pouring of the first shear wall formwork 101 and the second shear wall formwork 102, thereby improving the connection efficiency and avoiding the low horizontal connection strength and bearing capacity caused by the joints.

[0091] Combination Figure 4 and Figure 5, Further, hoist the first shear wall formwork 101 and the second shear wall formwork 102 to the elevation position, distribute the first shear wall formwork 101 and the second shear wall formwork 102 adjacent to each other, and distribute the first edge restraint member 201 and the second edge restraint member 202 opposite to each other, and distribute the first non-edge restraint member 301 and the second non-edge restraint member 302 opposite to each other, so that the first shear wall formwork 101 and the second shear wall formwork 102 can be connected through the corresponding edge restraint members and non-edge restraint members.

[0092] Here, a 20-mm-wide joint is reserved between the first shear wall formwork 101 and the second shear wall formwork 102 for easy connection.

[0093] Then, insert the steel pull fixing rod 410 of the steel member tying device 400 into the reserved cavity 250 of the steel plate hoop of the first edge restraint member 201 or the second edge restraint member 202, and make each steel plate hoop 220 in the first edge restraint member 201 and the second edge restraint member 202 respectively embed into the groove 423 of each steel tie member 420, as Figure 10 shown.

[0094] Specifically, when installing the steel member tying device 400, first insert the steel pull fixing rod 410 from above the first shear wall formwork 101 and the second shear wall formwork 102 into the reserved cavity 250 of the steel plate hoop of the first edge restraint member 201 or the second edge restraint member 202, and ensure that the length direction of the steel tie member connecting rod 421 is parallel to the length direction of the reserved cavity 250 of the steel plate hoop during insertion, so that each steel tie member 420 is respectively placed outside each steel plate hoop 220, as Figure 7 shown.

[0095] When the topmost steel tie member 420 drops to 50 - 100 mm above the corresponding topmost steel plate hoop 220, rotate the steel member fixing rod 410 horizontally, driving the steel tie member 420 to rotate 90° synchronously in the horizontal direction, so that each steel tie member 420 is respectively placed above the corresponding two opposite steel plate hoops 220, as Figure 8 shown.

[0096] Continue to insert the steel pull fixing rod 410 downward, so that the inner frame 221 of the steel plate hoop of each steel plate hoop 220 in the first shear wall formwork 101 and the second shear wall formwork 102 respectively embeds into the groove 423 of the steel tie member 420, thereby generating a tying effect on the edge restraint members 200 of the adjacent shear wall formworks 100, as Figure 9 shown.

[0097] Meanwhile, insert the tie bar fixing rod 510 of the steel bar tie device 500 into the installation cavity 360 formed between the key grooves 330 of the first non-edge restraint member 301 and the second non-edge restraint member 302, and make the transverse ribs 340 of each key groove in the first non-edge restraint member 301 and the second non-edge restraint member 302 respectively embed into the U-shaped grooves 521 of each key groove tie bar 520, as Figure 15 shown.

[0098] Specifically, when installing the steel bar tie device 500, insert the tie bar fixing rod 410 from above the first shear wall formwork 101 and the second shear wall formwork 102 into the installation cavity 360 formed between the key grooves 330 of the first non-edge restraint member 301 and the second non-edge restraint member 302, and ensure that the length direction of the key groove tie bar 520 is parallel to the length direction of the shear wall formwork 100 during insertion, so that each key groove tie bar 520 is respectively placed between the corresponding two opposite key groove transverse ribs 340, as Figure 12 shown.

[0099] When the topmost key groove tie bar 520 descends to 50 - 100 mm above the corresponding topmost key groove transverse rib 340, rotate the tie bar fixing rod 510 horizontally, driving the key groove tie bar 520 to rotate 90° synchronously in the horizontal direction, so that each key groove tie bar 520 is respectively placed above the corresponding two opposite key groove transverse ribs 340, as Figure 13 shown.

[0100] Then continue to insert the tie bar fixing rod 510 downward, so that the transverse ribs 340 of each key groove in the first shear wall formwork 101 and the second shear wall formwork 102 respectively embed into the U-shaped grooves 521 of the key groove tie bars 520, thereby generating a tying effect on the non-edge restraint members 300 of the first shear wall formwork 101 and the second shear wall formwork 102, as Figure 14 shown.

[0101] Next, use aluminum formwork to seal the outer sides of the first shear wall formwork 101 and the second shear wall formwork 102, and use steel bars with a diameter of 20 mm to seal the joints between the edge restraint members and the non-edge restraint members to ensure that concrete pouring will not leak and improve the connection stability.

[0102] Then, pour enhanced concrete slurry, such as fiber-reinforced cementitious grout, into the reserved cavities 250 of the steel plate hoops of the first edge restraint member 201 and the second edge restraint member 202 to connect the first edge restraint member 201 and the second edge restraint member 202, and improve the horizontal connection strength and seismic performance of the first edge restraint member 201 and the second edge restraint member 202.

[0103] Then, pour concrete slurry, such as ordinary grouting material, into the key grooves 330 of the first non-edge restraint member 301 and the second non-edge restraint member 302 to connect the first non-edge restraint member 301 and the second non-edge restraint member 302. The concrete slurry in the key grooves 330 can produce the shear resistance effect of diagonal compression bars, improve the shear bearing capacity of the horizontal connection nodes of the first non-edge restraint member 301 and the second non-edge restraint member 302, avoid the cracking failure of the joints between the first shear wall formwork 101 and the second shear wall formwork 102 before the longitudinal bars of the edge members yield, and ensure that the first shear wall formwork 101 and the second shear wall formwork 102 have good ductility performance.

[0104] Thereby, the first shear wall formwork 101 and the second shear wall formwork 102 are horizontally connected. While improving the construction efficiency, the problem that the bearing capacity of the shear wall formwork is reduced due to the through joint is avoided, the horizontal connection efficiency and the overall performance of the shear wall formwork between concrete modules can be significantly improved, and the seismic performance is enhanced.

[0105] The above shows and describes the basic principles, main features and advantages of the present invention. Those skilled in the art should understand that the present invention is not limited by the above embodiments. What is described in the above embodiments and the specification only illustrates the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention will have various changes and improvements, and these changes and improvements all fall within the scope of the present invention claimed. The scope of the present invention claimed is defined by the appended claims and their equivalents.

Claims

1. A shear wall formwork for modular buildings, characterized in that: The two ends of the shear wall formwork are respectively provided with edge constraint components, and the middle part of the shear wall formwork is provided with a non-edge constraint component. The edge constraint member includes edge member longitudinal reinforcement, steel plate hoops, edge member stirrups and edge precast layer concrete, the edge precast layer concrete is continuously distributed along the height direction of the shear wall formwork, a plurality of steel plate hoops are evenly distributed along the height direction of the shear wall formwork at intervals, and one side of the steel plate hoop is pre-embedded in the edge precast layer concrete, and the other side extends out of the edge precast layer concrete, and a steel plate hoop reserved cavity is formed between the edge precast layer concrete, the edge member stirrups are respectively arranged between two adjacent steel plate hoops, the edge member longitudinal reinforcement is built into the steel plate hoop along the height direction, and the non-edge constraint member includes vertically distributed steel bars, horizontal Distribution steel bars, keyways, keyway transverse bars and non-edge precast layer concrete, the non-edge precast layer concrete is continuously distributed along the height direction of the shear wall formwork, and a keyway is formed on the first side of the non-edge precast layer concrete corresponding to the reserved cavity of the steel plate hoop, which penetrates the non-edge precast layer concrete along the height direction, the vertical distribution steel bars and the horizontal distribution steel bars are respectively embedded in the second side of the non-edge precast layer concrete along the height direction and the horizontal direction, and the two ends of the horizontal distribution steel bars extend into the edge precast layer concrete respectively, a plurality of keyway transverse bars are embedded in the first side of the non-edge precast layer concrete along the horizontal direction at intervals, and penetrate the keyway, Two adjacent shear wall formworks are relatively distributed along the first side of the non-edge precast layer of concrete, two opposite edge constraint members are connected by a steel member tie device, and the reserved cavities of the steel plate hoops of the two opposite edge constraint members are poured with reinforced concrete slurry, and two opposite non-edge constraint members are connected by a steel bar tie device, and the key grooves of the two opposite non-edge constraint members are poured with concrete slurry.

2. The shear wall formwork of modular building according to claim 1, characterized in that: The edge member longitudinal reinforcements include a first row of edge member longitudinal reinforcements and a second row of edge member longitudinal reinforcements. The first row of edge member longitudinal reinforcements are embedded in the concrete of the edge precast layer, and the second row of edge member longitudinal reinforcements are arranged in the reserved cavity of the steel plate hoop.

3. The shear wall formwork of modular building according to claim 1, characterized in that: A plurality of steel plate hoop reinforcement plates are distributed in the steel plate hoop, and the steel plate hoop reinforcement plates are distributed correspondingly to the longitudinal reinforcements of the edge member.

4. The shear wall formwork of modular building according to claim 1, characterized in that: The keyway is configured as a trapezoidal keyway, the depth of the keyway is the same as the width of the concave surface at the bottom of the keyway, and the angle between the inclined surface of the keyway and the concave surface at the bottom is 30° to 45°.

5. The shear wall formwork of modular building according to claim 1, characterized in that: The steel member anchoring device comprises a steel anchoring rod, on which a plurality of steel anchoring pieces are distributed along the height direction, and the plurality of steel anchoring pieces are distributed correspondingly to a plurality of steel plate hoops one by one.

6. The shear wall formwork of modular building according to claim 5, characterized in that: The steel anchor is configured in a concave shape and is composed of a steel anchor connecting rod and steel anchor legs respectively arranged at both ends of the steel anchor connecting rod to form a groove, and the steel plate hoop is embedded in the groove.

7. The shear wall formwork of modular building according to claim 1, characterized in that: The steel bar tie-tying device comprises a tie-tying bar fixing rod, on which a plurality of keyway tie-tying bars are distributed along the height direction, and the plurality of keyway tie-tying bars are distributed correspondingly to the plurality of keyway transverse bars.

8. The shear wall formwork of modular building according to claim 7, characterized in that: The keyway tie bar is composed of bent steel bars and is formed with a U-shaped groove, and the keyway transverse rib is embedded in the U-shaped groove.

9. A method for constructing a shear wall formwork for a modular building, characterized in that: Based on the shear wall formwork of the modular building according to any one of claims 1 to 8, the construction method comprises: Prefabricated shear wall formwork, first edge constraint components are respectively preset at both ends of the first shear wall formwork, and a first non-edge constraint component is preset in the middle; second edge constraint components are respectively preset at both ends of the second shear wall formwork, and a second non-edge constraint component is preset in the middle, The first shear wall formwork and the second shear wall formwork are adjacently arranged, and the first edge constraint member and the second edge constraint member are oppositely arranged, and the first non-edge constraint member and the second non-edge constraint member are oppositely arranged, and the steel tie fixing rod of the steel member tie device is inserted into the steel plate hoop reserved cavity of the first edge constraint member or the second edge constraint member, and each steel plate hoop in the first edge constraint member and the second edge constraint member is respectively embedded in the groove of each steel tie member. Insert the tie bar fixing rod of the steel bar tie device into the installation cavity formed between the key slots of the first non-edge constraint member and the second non-edge constraint member, and make each key slot transverse bar in the first non-edge constraint member and the second non-edge constraint member respectively embed into the U-shaped groove of each key slot tie bar, Reinforced concrete slurry is poured into the reserved cavities of the steel plate hoops of the first edge restraining member and the second edge restraining member simultaneously, and concrete slurry is poured into the key grooves of the first non-edge restraining member and the second non-edge restraining member simultaneously.

10. The shear wall formwork construction method of modular building according to claim 9, characterized in that: When installing the steel member tie device, insert the steel tie fixing rod from the top of the first shear wall formwork and the second shear wall formwork into the reserved cavity of the steel plate hoop of the first edge constraint member or the second edge constraint member. When the topmost steel tie member drops to 50-100mm above the corresponding topmost steel plate hoop, rotate the steel member fixing rod horizontally to drive the steel tie member to rotate 90° horizontally, and then continue to insert the steel tie fixing rod downward until each steel plate hoop in the first edge constraint member and the second edge constraint member is respectively embedded in the groove of each steel tie member. When installing the steel bar tie device, insert the tie bar fixing rod from above the first shear wall formwork and the second shear wall formwork into the installation cavity formed between the keyways of the first non-edge constraint member and the second non-edge constraint member. When the topmost keyway tie bar drops to 50 to 100 mm above the corresponding topmost keyway transverse bar, rotate the tie bar fixing rod horizontally to drive the keyway tie bar to rotate 90° horizontally, and then continue to insert the tie bar fixing rod downward until each keyway transverse bar in the first non-edge constraint member and the second non-edge constraint member is respectively embedded in the U-shaped groove of each keyway tie bar.

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