High-rise concrete module and construction method of high-rise concrete module connecting structure

Abstract

The invention discloses a high-rise concrete module which comprises a bottom plate, a top plate and a pair of side plates, the bottom plate, the top plate and the pair of side plates form a cuboid structure with two open ends, one side plate is a wall shell, and the two ends of the wall shell in the length direction form edge constraint component parts. A staggered connecting structure is arranged at the bottom of the edge restraining component part, a positioning structure corresponding to the staggered connecting structure of an adjacent module is arranged at the top of the edge restraining component part, a plurality of vertical key grooves are formed in the outer side of the wall shell at intervals in the length direction, and connecting pieces are arranged in the vertical key grooves. The invention further discloses a construction method of the high-rise concrete module connecting structure. According to the invention, the connection number of the vertical steel bars is reduced, traditional sleeve grouting connection and corrugated pipe slurry anchor lap joint connection are avoided, the field installation efficiency can be obviously improved, and the engineering quality risk is reduced.

Description

Technical Field

[0001] The invention relates to the technical field of modular buildings, and in particular to a construction method of a high-rise concrete module and a high-rise concrete module connection structure. Background Art

[0002] With the rapid development of building industrialization, modular buildings have attracted widespread attention due to their advantages such as high construction efficiency, high degree of standardization, labor saving, low carbon and environmental protection, safety and reliability. Modular buildings decompose buildings into several three-dimensional box modules, prefabricate them in factories, complete integrated decoration, and transport them to the construction site for rapid assembly, thus completing the entire construction process. This construction method not only improves the quality of prefabricated modules, but also minimizes on-site operations, improves construction efficiency, saves labor, and reduces environmental impact. High-rise modular buildings usually use two types of modular units: concrete modules or steel structure modules. Steel structure modules are easy to process, install and connect, but have the disadvantages of poor corrosion resistance, poor sound insulation and poor living comfort. Concrete modules have good fire resistance, heat insulation and sound insulation, and concrete modular buildings have high living comfort.

[0003] However, the connection technology between concrete modules faces a series of challenges. The traditional vertical connection technology of prefabricated concrete components requires a lateral working surface, while the installed concrete modules will limit the outer working surface of the adjacent modules to be installed, and the interior decoration of the concrete modules has been completed, so construction work is not allowed. Therefore, the traditional prefabricated vertical connection technology is not suitable for concrete modular buildings. At present, the concrete modular structural systems that have been actually applied mainly include the Singapore PPVC system and the China Hailong MIC system. The structural design of Singapore does not take earthquake effects into consideration. According to the requirements of my country's seismic code, the connection structure of the PPVC system is difficult to meet and is not suitable for direct application in my country's high-rise residential buildings. The modules of the MIC system use thin shell plates as the module formwork. The formwork is only used as a casting template and does not participate in the structural force, resulting in a reduction in the usable space of the building and a large amount of on-site casting work.

[0004] At present, there is a Chinese patent application publication number CN117988562A that discloses a new method for constructing a high-rise concrete modular building, which is to construct a modular frame by layers with multiple module units, install steel cages in the gaps between adjacent module units, bury steel bars in the L-shaped two-way connecting grooves connected in adjacent module units, and pour concrete by layers to form a whole. At the same time, vertical prestressed steel bars are set in the post-cast layer of the exterior wall to improve the building rigidity and enhance the crack resistance of the exterior wall. After implementing the above steps layer by layer, the entire modular frame is integrated into an integrated modular building. However, this patent requires the setting of numerous L-shaped two-way connecting grooves, in which steel bars are buried, which reduces the connection efficiency and overall performance between high-rise concrete modules. Summary of the invention

[0005] The purpose of the present invention is to provide a construction method of a high-rise concrete module and a high-rise concrete module connection structure to solve the above-mentioned deficiencies and defects of the prior art.

[0006] The technical problem solved by the present invention can be achieved by adopting the following technical solutions:

[0007] A high-rise concrete module comprises a bottom plate, a top plate and a pair of side plates, wherein the bottom plate, the top plate and the pair of side plates form a rectangular structure with open ends, wherein one side plate is a wall shell, and the two ends of the wall shell in the length direction form edge constraint component parts, the bottom of the edge constraint component part is provided with a staggered connection structure, the top of the edge constraint component part is provided with a positioning structure corresponding to the staggered connection structure of an adjacent module, and the outer side of the wall shell is provided with a plurality of vertical key grooves at intervals along the length direction, and the vertical key grooves are provided with connecting pieces.

[0008] In a preferred embodiment of the present invention, the staggered connection structure includes a staggered connection groove and at least two bottom protruding ribs arranged in the staggered connection groove, and the positioning structure includes at least two top protruding ribs extending upward.

[0009] In a preferred embodiment of the present invention, a plurality of vertical steel bars are arranged at intervals along the length direction inside the wall shell, and a plurality of horizontal steel bars are arranged at intervals along the height direction inside the wall shell, wherein both ends of the vertical steel bars located at the edge constraint member are integrally formed with the bottom protruding ribs and the top protruding ribs.

[0010] In a preferred embodiment of the present invention, the vertical reinforcements at the edge restraint member locations are configured by means of a positive section compression bending and other strength designs, and the vertical reinforcements at the non-edge restraint member locations are configured according to structural requirements.

[0011] In a preferred embodiment of the present invention, the connecting member includes pull rings spaced apart from top to bottom.

[0012] In a preferred embodiment of the present invention, the panel thickness of the staggered connection groove is 30 mm, the height of the staggered connection groove is L+150 mm, L is the length of the bottom protruding rib, and the length of the staggered connection groove is consistent with the length of the shear wall edge member.

[0013] In a preferred embodiment of the present invention, the vertical key groove is set from the top end of the wall shell to the bottom end of the wall shell, the spacing between different vertical key grooves is 400mm to 500mm, and the vertical key groove at the edge constraint component is connected to the offset connection groove.

[0014] A construction method for a high-rise concrete module connection structure, comprising a plurality of high-rise concrete modules as described in any of the above technical solutions, the construction method comprising the following steps:

[0015] 1) Transport the high-rise concrete module to the construction site. After the superimposed layer on the top plate of the lower high-rise concrete module is poured and cured for 3 days, mortar is laid on the upper part of the superimposed layer. Steel pads are placed at the four corners of the top of the module unit. The upper high-rise concrete module is hoisted. There is a gap between adjacent modules horizontally. According to the measurement and setting out, the plane position and elevation of the high-rise concrete module and the lower module are corrected;

[0016] 2) After the upper high-rise concrete modules are hoisted, the vertical dowel bars are vertically inserted from the vertical keyways between the wall shells into the grouting positions between the adjacent high-rise concrete modules. The vertical dowel bars are simultaneously inserted through the pull rings reserved for the adjacent modules, and the pull rings of the adjacent modules are cross-connected;

[0017] 3) Use foam glue to seal the side of the joints of the grouting parts between adjacent high-rise concrete modules, and use square wood to seal the side of the staggered connection structure. Pour the grouting material into the wall shell joints of adjacent high-rise concrete modules from the top of the vertical keyway to fill the staggered connection structure and vertical keyway between adjacent modules densely;

[0018] 4) Arrange the lap reinforcement horizontally at the top of the wall shell joint, tie and connect the lap reinforcement with the truss reinforcement of the adjacent module, then tie the top reinforcement of the superimposed layer, and finally pour the superimposed layer concrete to connect the concrete modules on the same layer into a whole.

[0019] In a preferred embodiment of the present invention, the laminated layer includes lap steel bars, top bars and laminated layer concrete placed between adjacent modules, the top bars and lap steel bars are arranged perpendicular to the length direction of the joints between the modules, the lap steel bars are tied and connected to the truss bars of the top plate, the diameter of the lap steel bars should not be less than 8 mm, the spacing should not be greater than 300 mm, and the length of the lap steel bars anchored in the module laminated layer should not be less than 500 mm.

[0020] In a preferred embodiment of the present invention, the grouting material is ultra-high strength fiber concrete, the cubic compression resistance of which is 80MPa-120MPa, the expansion is 600mm-800mm, and the slump is 100mm-150mm.

[0021] Due to the adoption of the above technical solution, compared with the prior art, the upper and lower concrete modules of the present invention only need to be centrally connected at the edge constraint component of the wall shell through the dislocation connection structure, and the vertical steel bars corresponding to the connection section of the non-edge constraint component of the wall shell do not need to be connected, which reduces the number of vertical steel bar connections, avoids the traditional sleeve grouting connection and the corrugated pipe grout anchor lap connection, and can significantly improve the efficiency of on-site installation and reduce the risk of project quality. In addition, the concrete module of the present invention completes the grouting material filling of the dislocation connection groove through the vertical keyway through the through-going vertical keyway, and there is no need to perform grouting connection operations on the side of the wall shell, avoiding affecting the overall interior decoration of the concrete module. In addition, the wall shell of the concrete module of the present invention is provided with a vertical keyway, and the grouting material in the keyway can produce the shear resistance of the diagonal compression rod, which can improve the shear bearing capacity of the vertical joints between modules, avoid the vertical joints from cracking and damaging before the longitudinal reinforcement of the edge member yields, and ensure that the concrete module structure has good ductility. The present invention can significantly improve the connection efficiency and overall performance between high-rise concrete modules, improve the seismic performance of the high-rise concrete module structure, and reduce the risk of project quality. BRIEF DESCRIPTION OF THE DRAWINGS

[0022] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0023] Figure 1 It is a three-dimensional stereogram of the high-rise concrete module of the present invention.

[0024] Figure 2 This is a three-dimensional diagram of the vertical steel bars of the upper and lower high-rise concrete modules of the present invention being staggeredly connected.

[0025] Figure 3 It is a front view of the vertical steel bars staggered connection of the upper and lower high-rise concrete modules of the present invention.

[0026] Figure 4 It is a cross-sectional schematic diagram of the connection of the wall shell between two adjacent high-rise concrete modules of the present invention.

[0027] Figure 5 for Figure 4 Enlarged view of point I.

[0028] Figure 6It is a schematic diagram of the connection of the superimposed layers of two adjacent wall shell top plates of the present invention.

[0029] Figure numerals: edge constraint member part a; non-edge constraint member part b; composite layer 3; wall shell 11; bottom plate 12, top plate 13; high-rise concrete module 100; bottom protruding ribs 111; top protruding ribs 112; vertical keyway 113; inclined surface 113a; concave surface 113b; offset connection groove 114; connector 115; pull ring anchor 115a; pull ring soft cable 115b; vertical dowel 115c; vertical steel bars 116 located at edge constraint member part; vertical steel bars 117; horizontal steel bars 118; grouting material 119; offset connection structure 120; lap steel bars 121; truss bars 122; top bars 123; composite layer concrete 124; positioning structure 130; wall shell joint 140. DETAILED DESCRIPTION

[0030] In order to make the technical means, creative features, objectives and effects achieved by the present invention easy to understand, the present invention is further described below.

[0031] See also Figures 1 to 6 The high-rise concrete module 100 shown includes a bottom plate 12 , a top plate 13 and a pair of side plates. The bottom plate 12 , the top plate 13 and the pair of side plates form a rectangular parallelepiped structure with two ends open, wherein one side plate is a wall shell 11 .

[0032] The two ends of the wall shell 11 in the length direction form edge constraint component parts a, and the part between the two edge constraint component parts a is a non-edge constraint component part b. The bottom of the edge constraint component part a is provided with a staggered connection structure 120, and the top of the edge constraint component part a is provided with a positioning structure 130 corresponding to the staggered connection structure 120 of the adjacent module. The outer side of the wall shell 11 is provided with a plurality of vertical key grooves 113 at intervals along the length direction, and the vertical key grooves 113 are provided with connecting pieces 115.

[0033] In this embodiment, the staggered connection structure 120 includes a staggered connection groove 114 and at least two bottom protruding ribs 111 disposed in the staggered connection groove 114, and the positioning structure 130 includes at least two top protruding ribs 112 extending upward. A plurality of vertical steel bars 117 are arranged at intervals along the length direction inside the wall shell 11, and a plurality of horizontal steel bars 118 are arranged at intervals along the height direction inside the wall shell 11, wherein both ends of the vertical steel bars 116 located at the edge restraining member are integrally formed with the bottom protruding ribs 111 and the top protruding ribs 112. Preferably, the extension length of the bottom protruding ribs 111 and the top protruding ribs 112 is 10D to 12D, the diameter of the staggered bottom protruding ribs 111 and the top protruding ribs 112 is less than or equal to 28mm, the spacing between adjacent bottom protruding ribs 111 is less than or equal to 5D and greater than or equal to 2D, the spacing between adjacent top protruding ribs 112 is less than or equal to 5D and greater than or equal to 2D, the diameters of the bottom protruding ribs 111, the top protruding ribs 112, and the vertical steel bars 116 at the edge restraining member are equal, D is the diameter of the bottom protruding ribs 111 or the top protruding ribs 112 or the vertical steel bars 116 at the edge restraining member, and D is greater than or equal to 8mm. The horizontal steel bars 118 are arranged along the length direction of the wall shell, and the horizontal steel bars 118 are prefabricated integrally with the module. The vertical steel bars 117 of the upper and lower mold shells are not connected, and the vertical steel bars 117 are configured according to the structural requirements, with a spacing of less than or equal to 300mm and a diameter of greater than or equal to 8mm.

[0034] The panel thickness of the offset connection groove 114 is 30 mm, the height of the offset connection groove 114 is L+150 mm, L is the length of the bottom protruding rib 111, and the length of the offset connection groove 114 is consistent with the length of the shear wall edge member.

[0035] The vertical reinforcement 116 of the edge restraint member portion a is configured through a positive section compression and bending and other strength designs, and the vertical reinforcement 117 of the non-edge restraint member portion b is configured according to the structural requirements.

[0036] The area of ​​vertical reinforcement 116 at position a of the edge restraint member (A s2 , A s2 ') Determined according to the principle that the compression and bending bearing capacity of the positive section of the modular shear wall and the cast-in-place shear wall are equal.

[0037] (1) Design reinforcement according to cast-in-place shear wall and obtain relevant parameter values

[0038] With the help of structural design software, the overall cast-in-place shear wall calculation model is established. According to the calculation results of the cast-in-place shear wall model, the cast-in-place shear wall structure design is carried out to obtain the longitudinal reinforcement area (A) of the edge components of the tensile zone and the compressive zone of the cast-in-place shear wall. s1 , A s1 '), design value of longitudinal reinforcement strength of edge members in tension zone and compression zone (f y 、f y'), vertical distribution steel reinforcement ratio of cast-in-place shear wall (ρ w ), horizontal distribution reinforcement configuration (A sh / s) and the design value of concrete axial compressive strength (f c ), the axial compression ratio (n) of the shear wall is obtained through the cast-in-place shear wall calculation model, and the axial force N = nf c b w h w .

[0039] (2) Establish a calculation formula for the compression and bending bearing capacity of cast-in-place shear walls

[0040] According to Article 7.2.8 of the Technical Code for High-Rise Concrete Structures, the compression-bending bearing capacity of cast-in-place shear walls is determined using equations (1) and (2).

[0041] N=A s ' 1 f y '-A s1 σ s -N sw +α 1 f c b w x 1 (1)

[0042]

[0043] where σ s According to formula (3), N sw According to formula (4), M sw Calculate according to formula (5)

[0044]

[0045]

[0046]

[0047] (3) Establish a calculation formula for the compression and bending bearing capacity of shear walls with staggered modular steel bar connections

[0048] According to the axial force balance of the cross section of the shear wall with staggered steel bars, the force balance equation (6) can be obtained; according to the section moment balance, with the center of the wall cross section as the moment center, the moment balance equation (7) can be obtained

[0049] N=A s ' 2 f y '-A s2 σ s +α 1 f c b w x2 (6)

[0050]

[0051] (4) Establishing the compression and bending strength equation

[0052] Since the compression-bending bearing capacity of the positive section of the modular shear wall and the cast-in-place shear wall is equal, and the right-hand side terms of the calculation formula (2) for the compression-bending bearing capacity of the cast-in-place shear wall and the calculation formula (7) for the modular compression-bending bearing capacity are equal, the compression-bending equal strength equation (10) can be established.

[0053]

[0054] (5) Vertical reinforcement area A of the edge member of the modular shear wall s2 calculate

[0055] From formula (1), we can get

[0056]

[0057] From formula (6), we can get

[0058]

[0059] In formula (10), x 1 、x 2 and A s2 ' is the unknown quantity, and the result x calculated by equations (11) and (12) 1 、x 2 Substituting into formula (10), according to the symmetrical reinforcement method, the area of ​​vertical reinforcement 116 (A s2 , A s2 ').

[0060] Symbol Description: a s ' is the distance from the combined force point of the reinforcement at the end of the eccentric compression zone of the shear wall to the edge of the compression zone; e 0 is the eccentricity; f y 、f y ' are the design values ​​of tensile and compressive reinforcement strength at the ends of the shear wall; f c h is the design value of concrete axial compressive strength; w0 is the effective height of the shear wall section, h w0 =h w -a s ';ρ w is the vertical reinforcement ratio of the shear wall; c is the influence coefficient of concrete strength; ξ b is the relative height of the compression zone; b w is the shear wall thickness; x 1、x 2 are the equivalent compression zone heights of cast-in-place shear walls and prefabricated shear walls respectively; A s1 , A s2 are the sum of the areas of the vertical reinforcement 116 at the edge restraint member position a of the tensile zone of the cast-in-place shear wall and the modular shear wall; A s1 '、A s2 ' is the sum of the areas of the vertical reinforcement 116 at the edge restraint member of the compression zone of the cast-in-place shear wall and the modular shear wall; N is the design value of the axial force of the shear wall's positive section; M is the design value of the bending moment of the shear wall's positive section; N sw The axial tension of the steel bars in the tensile zone outside the compression zone of the shear wall is 1.5 times the range; M sw E is the bending moment at the resultant point of the axial tension of the distributed reinforcement in the tension zone outside the compression zone of the shear wall, which is 1.5 times the range of the compression zone; s is the elastic modulus of the steel bar; s is the tensile reinforcement stress at the end of the shear wall; f yw is the design value of the vertical distributed reinforcement strength of the shear wall; α 1 The ratio of the stress of the rectangular stress diagram of concrete in the compression zone to the value of the concrete axial compressive strength gauge is 1.0 when the concrete strength grade does not exceed C50, and 0.94 when the concrete strength grade is C80. When the concrete strength grade is between C50 and C80, the value can be obtained by linear interpolation; ε cu It is the ultimate compressive strain of concrete and should be adopted in accordance with the relevant provisions of the current national standard "Code for Design of Concrete Structures" GB50010.

[0061] The connecting member 115 includes pull rings arranged at intervals from top to bottom. Preferably, the pull ring is composed of a pull ring anchor 115a and a pull ring soft cable 115b. The pull ring anchor 115a is L-shaped and is formed by bending a steel bar with a diameter of 6 mm. The pull ring anchor 115a is 60 mm long. The pull ring soft cable 115b is a steel wire rope with a diameter of 6 mm. The pull ring is anchored on the concave surface at the bottom of the vertical key groove 113. The pull ring is arranged every 500 cm along the height of the vertical key groove 113. The pull rings of adjacent modules are cross-connected by vertical dowels 115c, and the diameter of the vertical dowels 115c is 8 mm.

[0062] The vertical key groove 113 is arranged from the top end of the wall shell to the bottom end of the wall shell, and the spacing between different vertical key grooves 113 is 400 mm to 500 mm. The vertical key groove 113 at the edge restraining member part a is connected with the offset connection groove 114. The vertical key groove 113 has a depth of 50 mm, a width of the concave surface at the bottom of the vertical key groove 113 is 50 mm, and an angle between the inclined surface 113a and the concave surface 113b of the vertical key groove 113 is 30° to 45°.

[0063] The construction method of the high-rise concrete module connection structure includes the high-rise concrete module 100 described above, and the construction method includes the following steps:

[0064] 1) The high-rise concrete module 100 is transported to the construction site. After the superimposed layer 3 on the upper part of the top plate of the lower high-rise concrete module is poured and cured for 3 days, mortar is laid on the upper part of the superimposed layer 3, steel pads are placed at the four corners of the top of the module unit, and the upper high-rise concrete module 100 is hoisted. A gap is left between adjacent modules horizontally, and the gap is preferably 20 mm. According to the measurement and setting out, the plane position and elevation of the high-rise concrete module and the lower module are calibrated;

[0065] 2) After the upper high-rise concrete modules 100 are hoisted, the vertical dowel bars 115c are vertically inserted from the vertical key slots 113 between the wall shells 11 into the grouting positions between the adjacent high-rise concrete modules 100, and the vertical dowel bars 115c are simultaneously inserted through the pull rings reserved by the adjacent modules, and the pull rings of the adjacent modules are cross-connected;

[0066] 3) Use foam glue to seal the side of the joints of the grouting parts between adjacent high-rise concrete modules 100, use square wood to seal the side of the offset connection groove 114, and pour the grouting material 119 from the top of the vertical key groove into the wall shell joint 140 of the adjacent high-rise concrete modules 100 to fill the offset connection groove 114 and the vertical key groove 113 between the adjacent modules tightly;

[0067] 4) The overlapping steel bars 121 are arranged transversely at the top of the joint of the wall shell 11, and the overlapping steel bars 121 are tied and connected with the truss bars 122 of the adjacent modules, and then the top bars 123 of the superimposed layer are tied, and finally the superimposed layer concrete 124 is poured to connect the concrete modules of the same layer into a whole.

[0068] In this embodiment, the laminated layer 3 includes lap steel bars 121, top bars 123 and laminated layer concrete 124 arranged between adjacent modules. The top bars 123 and the lap steel bars 121 are arranged perpendicular to the length direction of the joints between the modules. The lap steel bars 121 are tied and connected to the truss bars 122 of the top plate 13. The diameter of the lap steel bars 121 is greater than or equal to 8 mm, the spacing is less than or equal to 300 mm, and the length of the lap steel bars 121 anchored in the module laminated layer is not less than 500 mm.

[0069] Preferably, the grouting material 119 is made of ultra-high-strength fiber concrete, whose cubic compressive strength is 80MPa-120MPa, expansion is 600mm-800mm, and slump is 100mm-150mm.

[0070] The upper and lower concrete modules of the present invention only need to be centrally connected at the edge constraint component of the wall shell through the dislocation connection structure, and the vertical steel bars corresponding to the connection section of the non-edge constraint component of the wall shell do not need to be connected, which reduces the number of vertical steel bar connections, avoids the traditional sleeve grouting connection and the corrugated pipe grout anchor lap connection, and can significantly improve the efficiency of on-site installation and reduce the risk of project quality. In addition, the concrete module of the present invention completes the grouting material filling of the dislocation connection groove through the through vertical keyway, and there is no need to perform grouting connection operations on the side of the wall shell, avoiding affecting the overall interior decoration of the concrete module. In addition, the wall shell of the concrete module of the present invention is provided with a vertical keyway, and the grouting material in the keyway can produce the shear resistance of the diagonal compression rod, which can improve the shear bearing capacity of the vertical joints between the modules, avoid the vertical joints from cracking and damaging before the longitudinal reinforcement of the edge components yields, and ensure that the concrete module structure has good ductility. Furthermore, the vertical reinforcement area of ​​the wall shell located at the edge constraint component is determined according to the principle of equal strength of the positive section compression and bending bearing capacity of the modular shear wall and the cast-in-place shear wall, and the non-connected vertical distribution reinforcement corresponding to the non-edge constraint component is configured according to the structural requirements, ensuring that the seismic performance of the concrete module steel bar staggered vertical connection structure meets the seismic code requirements. The present invention can significantly improve the connection efficiency and overall performance between high-rise concrete modules, improve the seismic performance of high-rise concrete module structures, and reduce engineering quality risks.

[0071] The above shows and describes the basic principles and main features of the present invention and the advantages of the present invention. It should be understood by those skilled in the art that the present invention is not limited to the above embodiments. The above embodiments and descriptions are only for explaining the principles of the present invention. Without departing from the spirit and scope of the present invention, the present invention may have various changes and improvements, which fall within the scope of the present invention to be protected. The scope of protection of the present invention is defined by the attached claims and their equivalents.

Claims

1. A high-rise concrete module, characterized in that: It includes a bottom plate, a top plate and a pair of side plates, which form a rectangular structure with open ends, one side plate is a wall shell, and the two ends of the wall shell in the length direction form edge constraint component parts, the bottom of the edge constraint component part is provided with a staggered connection structure, the top of the edge constraint component part is provided with a positioning structure corresponding to the staggered connection structure of the adjacent module, and the outer side of the wall shell is provided with a plurality of vertical key grooves at intervals along the length direction, and the vertical key grooves are provided with connecting parts.

2. The high-rise concrete module according to claim 1, characterized in that: The staggered connection structure comprises a staggered connection groove and at least two bottom protruding ribs arranged in the staggered connection groove, and the positioning structure comprises at least two top protruding ribs protruding upward.

3. The high-rise concrete module according to claim 2, characterized in that: A plurality of vertical steel bars are arranged at intervals along the length direction inside the wall shell, and a plurality of horizontal steel bars are arranged at intervals along the height direction inside the wall shell, wherein both ends of the vertical steel bars located at the edge restraining member are integrally formed with the bottom extending bars and the top extending bars.

4. The high-rise concrete module according to claim 3, characterized in that: The vertical reinforcements in edge-constrained components are configured through strength design such as positive section compression and bending, and the vertical reinforcements in non-edge-constrained components are configured according to structural requirements.

5. The high-rise concrete module according to claim 1, characterized in that: The connecting piece includes pull rings arranged at intervals from top to bottom.

6. The high-rise concrete module according to claim 2, characterized in that: The panel thickness of the staggered connection groove is 30 mm, the height of the staggered connection groove is L+150 mm, L is the length of the bottom protruding reinforcement, and the length of the staggered connection groove is consistent with the length of the shear wall edge member.

7. The high-rise concrete module according to claim 2, characterized in that: The vertical key grooves are arranged from the top end to the bottom end of the wall shell, the spacing between different vertical key grooves is 400mm-500mm, and the vertical key grooves at the edge restraining component are connected with the dislocation connection grooves.

8. A construction method for a high-rise concrete module connection structure, characterized in that: The high-rise concrete modules according to any one of claims 1 to 7 are included in the construction method, and the construction method comprises the following steps: 1) Transport the high-rise concrete module to the construction site. After the superimposed layer on the top plate of the lower high-rise concrete module is poured and cured for 3 days, mortar is laid on the upper part of the superimposed layer. Steel pads are placed at the four corners of the top of the module unit. The upper high-rise concrete module is hoisted. There is a gap between adjacent modules horizontally. According to the measurement and setting out, the plane position and elevation of the high-rise concrete module and the lower module are corrected; 2) After the upper high-rise concrete modules are hoisted, the vertical dowel bars are vertically inserted from the vertical keyways between the wall shells into the grouting positions between the adjacent high-rise concrete modules. The vertical dowel bars are simultaneously inserted through the pull rings reserved for the adjacent modules, and the pull rings of the adjacent modules are cross-connected; 3) Use foam glue to seal the side of the joints of the grouting parts between adjacent high-rise concrete modules, and use square wood to seal the side of the staggered connection structure. Pour the grouting material into the wall shell joints of adjacent high-rise concrete modules from the top of the vertical keyway to fill the staggered connection structure and vertical keyway between adjacent modules densely; 4) Arrange the lap reinforcement horizontally at the top of the wall shell joint, tie and connect the lap reinforcement with the truss reinforcement of the adjacent module, then tie the top reinforcement of the superimposed layer, and finally pour the superimposed layer concrete to connect the concrete modules on the same layer into a whole.

9. The construction method of the high-rise concrete module connection structure according to claim 8, characterized in that: The laminated layer includes lap steel bars, top bars and laminated layer concrete placed between adjacent modules. The top bars and lap steel bars are arranged perpendicular to the length direction of the joints between the modules. The lap steel bars are tied and connected to the truss bars of the top plate. The diameter of the lap steel bars should not be less than 8mm, the spacing should not be greater than 300mm, and the length of the lap steel bars anchored in the module laminated layer should not be less than 500mm.

10. The construction method of the high-rise concrete module connection structure according to claim 8, characterized in that: The grouting material is made of ultra-high-strength fiber concrete, whose cubic compression resistance is 80MPa-120MPa, expansion is 600mm-800mm, and slump is 100mm-150mm.

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