CN119434436A - A construction method for high-rise concrete module and high-rise concrete module connection structure - Google Patents
A construction method for high-rise concrete module and high-rise concrete module connection structure Download PDFInfo
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- CN119434436A CN119434436A CN202411674983.7A CN202411674983A CN119434436A CN 119434436 A CN119434436 A CN 119434436A CN 202411674983 A CN202411674983 A CN 202411674983A CN 119434436 A CN119434436 A CN 119434436A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/02—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements
- E04B1/04—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements the elements consisting of concrete, e.g. reinforced concrete, or other stone-like material
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/02—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements
- E04B1/04—Structures consisting primarily of load-supporting, block-shaped, or slab-shaped elements the elements consisting of concrete, e.g. reinforced concrete, or other stone-like material
- E04B1/043—Connections specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/66—Sealings
- E04B1/68—Sealings of joints, e.g. expansion joints
- E04B1/6801—Fillings therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/02—Reinforcing elements of metal, e.g. with non-structural coatings of low bending resistance, i.e. of essentially one-dimensional [1D] or two-dimensional [2D] extent
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional [3D] extent, e.g. lattice girders
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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Abstract
本发明公开了一种高层混凝土模块，包括底板、顶板和一对侧板，所述底板、顶板和一对侧板形成两端敞口的长方体结构，其中一侧板为墙壳，所述墙壳长度方向的两端形成边缘约束构件部位，所述边缘约束构件部位的底部设置有错位连接结构，所述边缘约束构件部位的顶部设置有与相邻模块的错位连接结构对应的定位结构，所述墙壳的外侧沿长度方向间隔设置有若干竖向键槽，所述竖向键槽内配置有连接件。本发明还公开了一种高层混凝土模块连接结构的施工方法。本发明减少了竖向钢筋连接数量，避免了传统套筒灌浆连接和波纹管浆锚搭接连接，可显著提高现场安装效率，降低工程质量风险。
The present invention discloses a high-rise concrete module, comprising 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 two ends open, wherein one side plate is a wall shell, and the two ends of the wall shell in the length direction form edge constraint member parts, the bottom of the edge constraint member part is provided with a staggered connection structure, the top of the edge constraint member 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 pieces. The present invention also discloses a construction method for a high-rise concrete module connection structure. The present invention reduces the number of vertical steel bar connections, avoids traditional sleeve grouting connections and corrugated pipe grout anchor lap connections, can significantly improve on-site installation efficiency, and reduce engineering quality risks.
Description
Technical Field
The invention relates to the technical field of modularized buildings, in particular to a high-rise concrete module and a construction method of a high-rise concrete module connecting structure.
Background
Along with the rapid development of building industrialization, the modularized building is widely focused on due to the advantages of high construction efficiency, high standardization level, labor saving, low carbon, environmental protection, safety, reliability and the like, and the modularized building is prefabricated and produced in a factory by decomposing the building into a plurality of three-dimensional box-type modules, so that decoration integration is completed, and the integrated building is transported to a construction site for rapid assembly, thereby completing the whole construction process. The construction mode not only improves the quality of the prefabricated module, but also reduces the field operation to the greatest extent, improves the construction efficiency, saves the labor force and reduces the environmental impact. The high-rise modularized building generally adopts two types of modularized units, namely a concrete module or a steel structure module, the steel structure module is convenient to process, install and connect, but has the disadvantages of poor corrosion resistance, poor sound insulation and heat preservation performance and poor living comfort level, the concrete module has better fire resistance, heat insulation and sound insulation performance, and the living comfort level of the concrete modularized building is higher.
However, the connection technology between concrete modules faces a series of challenges, the conventional vertical connection technology for fabricated concrete members needs to have lateral working surfaces, the installed concrete modules limit the outer working surfaces of adjacent modules to be installed, and interior decoration is completed inside the concrete modules, so that construction work is not allowed, and thus the conventional vertical connection technology for fabricated concrete members is not suitable for concrete modular construction. At present, the concrete modularized structure system which is practically applied mainly comprises a Singapore PPVC system and a China sea dragon MIC system, the structural design of the Singapore does not consider the earthquake effect, the connection structure of the PPVC system is difficult to meet according to the earthquake-proof standard requirements of China, the concrete modularized structure system is not suitable for being directly applied to high-rise residential buildings in China, a module of the MIC system adopts a thin shell plate as a mould shell of the module, the mould shell is only used as a pouring mould plate, the mould shell is not involved in structural stress, the usable space of the building is reduced, and the field cast-in-situ work load is very large.
At present, china patent application publication No. CN117988562A discloses a novel construction method of a high-rise concrete modularized building, a plurality of module units are built into a modularized frame according to layers, reinforcement cages are installed in gaps of adjacent module units, reinforcement bars are embedded into L-shaped bidirectional connecting grooves connected in the adjacent module units, concrete is poured according to layers to form a whole, vertical prestressed reinforcement bars are arranged in an outer wall post-pouring layer to improve building rigidity and enhance outer wall cracking resistance, and the whole modularized frame is fused into an integrated modularized building after the steps are implemented layer by layer. However, this patent requires numerous L-shaped bi-directional coupling grooves in which reinforcing bars are embedded, reducing the coupling efficiency and overall performance between high-rise concrete modules.
Disclosure of Invention
The present invention is directed to solving the above-mentioned problems and disadvantages of the prior art by providing a high-rise concrete module and a construction method of a connection structure of the high-rise concrete module.
The technical problems solved by the invention can be realized by adopting the following technical scheme:
The utility model provides a high-rise concrete module, includes bottom plate, roof and a pair of curb plate, bottom plate, roof and a pair of curb plate form the open cuboid structure in both ends, and wherein a curb plate is the wall shell, the both ends of wall shell length direction form edge constraint component position, the bottom at edge constraint component position is provided with dislocation connection structure, the top at edge constraint component position is provided with the location structure that corresponds with the dislocation connection structure of adjacent module, the outside of wall shell is provided with a plurality of vertical keyways along length direction interval, be provided with the connecting piece in the vertical keyway.
In a preferred embodiment of the present invention, the dislocation connecting structure includes a dislocation connecting groove and at least two bottom protruding ribs disposed in the dislocation connecting groove, and the positioning structure includes at least two top protruding ribs protruding upward.
In a preferred embodiment of the invention, a plurality of vertical steel bars are arranged in the wall shell at intervals along the length direction, and a plurality of horizontal steel bars are arranged in the wall shell at intervals along the height direction, wherein two ends of the vertical steel bars positioned at the edge constraint component part are integrally formed with the bottom extending rib and the top extending rib.
In a preferred embodiment of the invention, the vertical steel bars at the edge restraining member parts are configured through positive section bending and the like, and the vertical steel bars at the non-edge restraining member parts are configured according to the construction requirement.
In a preferred embodiment of the invention, the connector comprises tabs spaced from top to bottom.
In a preferred embodiment of the invention, the panel thickness of the dislocation connecting groove is 30mm, the height of the dislocation connecting groove is L+150mm, L is the length of the bottom extending rib, and the length of the dislocation connecting groove is consistent with the length of the edge member of the shear wall.
In a preferred embodiment of the invention, the vertical key grooves are arranged from the top end of the wall shell to the bottom end of the wall shell in a penetrating way, the distance between the different vertical key grooves is 400 mm-500 mm, and the vertical key grooves at the edge constraint component part are communicated with the dislocation connecting grooves.
The construction method of the high-rise concrete module connecting structure comprises a plurality of high-rise concrete modules according to any one of the technical schemes, and the construction method comprises the following steps:
1) Transporting the high-rise concrete module to a construction site, after pouring and curing an overlapping layer at the upper part of a top plate of a high-rise concrete module at the lower layer for 3 days, paving mortar at the upper part of the overlapping layer, placing steel cushion blocks at four corners at the top of a module unit, hoisting the high-rise concrete module at the upper layer, horizontally spacing adjacent modules at intervals, and correcting the plane position and elevation of the high-rise concrete module and the lower module according to measurement paying-off;
2) After hoisting of the upper-layer high-layer concrete modules is completed, vertical dowel bars are vertically inserted into grouting positions between the adjacent high-layer concrete modules from vertical key grooves between the wall shells, and the vertical dowel bars are simultaneously inserted into pull rings reserved by the adjacent modules, so that the pull rings of the adjacent modules are in cross connection;
3) Adopting foam glue to plug the side surfaces of joints of grouting positions between adjacent high-rise concrete modules, adopting square timber to plug the side surfaces of the staggered connection structures, and grouting materials into the joints of wall shells of the adjacent high-rise concrete modules from the top ends of the vertical key grooves, so that the staggered connection structures between the adjacent modules and the vertical key grooves are densely filled;
4) And transversely arranging the lap joint steel bars at the top of the joint of the wall shell, binding and connecting the lap joint steel bars with truss steel bars of adjacent modules, binding the top steel bars of the laminated layer, pouring the concrete of the laminated layer, and connecting the concrete modules of the same layer into a whole.
In a preferred embodiment of the invention, the overlapping layer comprises overlapping steel bars, top bars and overlapping layer concrete which are arranged between adjacent modules, wherein the top bars and the overlapping steel bars are arranged perpendicular to the length direction of joints between the modules, the overlapping steel bars are in binding connection with truss bars of a top plate, the diameter of the overlapping steel bars is not smaller than 8mm, the distance is not larger than 300mm, and the length of the overlapping steel bars anchored into the overlapping layer of the modules is not smaller than 500mm.
In a preferred embodiment of the invention, the grouting material is ultra-high strength fiber concrete, the cube compression resistance is 80-120 MPa, the expansion degree is 600-800 mm, and the slump is 100-150 mm.
By adopting the technical scheme, compared with the prior art, the upper and lower concrete modules are only required to be intensively connected at the edge constraint component part of the wall shell through the staggered connection structure, and the vertical steel bars corresponding to the connecting sections of the non-edge constraint component part of the wall shell are not required to be connected, so that the number of the vertical steel bar connections is reduced, the traditional sleeve grouting connection and the corrugated pipe slurry anchor lap joint connection are avoided, the field installation efficiency can be obviously improved, and the engineering quality risk is reduced. In addition, the concrete module of the invention completes grouting material filling of the staggered connecting grooves through the through vertical key grooves, grouting connection operation is not required to be carried out at the lateral direction of the wall shell, and the influence on the decoration of the whole interior of the concrete module is avoided. In addition, the wall shell of the concrete module is provided with the vertical key groove, grouting material in the key groove can generate a shear-resisting effect of the oblique compression bar, so that the shear-resisting bearing capacity of vertical joints among the modules can be improved, the vertical joints are prevented from cracking and damaging before the longitudinal ribs of the edge members are yielded, and the concrete module structure is guaranteed to have good ductility. The invention can obviously improve the connection efficiency and the overall performance among the high-rise concrete modules, improve the anti-seismic performance of the high-rise concrete module structure and reduce the engineering quality risk.
Drawings
In order to more clearly illustrate the embodiments of the invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, it being obvious that the drawings in the following description are only some embodiments of the invention, and that other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a three-dimensional perspective view of a high-rise concrete module of the present invention.
Fig. 2 is a perspective view of the staggered connection of vertical steel bars of the upper and lower high-rise concrete modules of the invention.
Fig. 3 is a front view of the staggered connection of vertical steel bars of the upper and lower high-rise concrete modules of the invention.
FIG. 4 is a schematic cross-sectional view of a wall shell connection between two adjacent high-rise concrete modules according to the present invention.
Fig. 5 is an enlarged view at I of fig. 4.
FIG. 6 is a schematic view of the joining of two adjacent wall top panels according to the present invention.
The reference numerals comprise an edge constraint component part a, a non-edge constraint component part b, a superposed layer 3, a wall shell 11, a bottom plate 12 and a top plate 13, a high-rise concrete module 100, a bottom extension rib 111, a top extension rib 112, a vertical key slot 113, an inclined surface 113a, a concave surface 113b, a dislocation connecting groove 114, a connecting piece 115, a pull ring anchor 115a, a pull ring soft rope 115b, a vertical dowel 115c, a vertical reinforcing steel 116 positioned at the edge constraint component part, a vertical reinforcing steel 117, a horizontal reinforcing steel 118, a grouting material 119, a dislocation connecting structure 120, a lap joint reinforcing steel 121, a truss rib 122, a top rib 123, a superposed layer concrete 124, a positioning structure 130 and a wall shell joint 140.
Detailed Description
The invention is further described below in order to make the technical means, the creation characteristics, the achievement of the purpose and the effect of the implementation of the invention easy to understand.
Referring to the high-rise concrete module 100 shown in fig. 1 to 6, it 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 both ends open, one of the side plates being a wall shell 11.
Edge restraining member portions a are formed at both ends of the wall shell 11 in the longitudinal direction, and a portion between the two edge restraining member portions a is a non-edge restraining member portion b. The bottom of edge constraint component position a is provided with dislocation connection structure 120, and edge constraint component position a's top is provided with location structure 130 that corresponds with dislocation connection structure 120 of adjacent module, and the outside of wall shell 11 is provided with a plurality of vertical keyway 113 along length direction interval, disposes connecting piece 115 in the vertical keyway 113.
In this embodiment, the misalignment connecting structure 120 includes a misalignment connecting groove 114 and at least two bottom protruding ribs 111 disposed in the misalignment connecting groove 114, and the positioning structure 130 includes at least two top protruding ribs 112 protruding upward. The inside of the wall shell 11 is provided with a plurality of vertical steel bars 117 along the length direction interval, and the inside of the wall shell 11 is provided with a plurality of horizontal steel bars 118 along the height direction interval, wherein, the both ends of the vertical steel bars 116 that are located the edge constraint component position are with the bottom stretch out muscle 111, top stretch out muscle 112 integrated into one piece. Preferably, the extension length of the bottom extension rib 111 and the top extension rib 112 is 10D-12D, the diameters of the bottom extension rib 111 and the top extension rib 112 which are connected in a staggered manner are smaller than or equal to 28mm, the distance between adjacent bottom extension ribs 111 is smaller than or equal to 5D and larger than or equal to 2D, the distance between adjacent top extension ribs 112 is smaller than or equal to 5D and larger than or equal to 2D, the diameters of the vertical steel bars 116 at the bottom extension rib 111, the top extension rib 112 and the edge constraint component part are equal, and D is the diameter of the vertical steel bars 116 at the bottom extension rib 111, the top extension rib 112 or the edge constraint component part, and D is larger than or equal to 8mm. The horizontal rebars 118 are disposed along the length of the wall, the horizontal rebars 118 being integrally preformed with the module. The vertical steel bars 117 of the upper and lower mould shells are not connected, the vertical steel bars 117 are configured according to the construction requirement, the spacing is less than or equal to 300mm, and the diameter is greater than or equal to 8mm.
The panel thickness of the dislocation connecting groove 114 is 30mm, the height of the dislocation connecting groove 114 is L+150mm, L is the length of the bottom extending rib 111, and the length of the dislocation connecting groove 114 is consistent with the length of the shear wall edge member.
The vertical bars 116 of the edge restraining member portion a are configured by a positive cross-section buckling equal-strength design, and the vertical bars 117 of the non-edge restraining member portion b are configured according to the construction requirements.
The area (A s2、As2') of the vertical steel bar 116 at the edge constraint component part a is determined according to the principle that the normal section bending bearing capacity of the module shear wall and the cast-in-situ shear wall is equal.
(1) The reinforcement design is carried out according to the cast-in-situ shear wall, obtaining the value of the related parameter
By means of structural design software, an integral cast-in-situ shear wall calculation model is established, cast-in-situ shear wall structural design is carried out according to a cast-in-situ shear wall model calculation result, and the axial pressure ratio (N) of the shear wall is obtained through the cast-in-situ shear wall calculation model, wherein the longitudinal reinforcement areas (A s1、As1 ') of the edge members of the tensile area and the compression area, the longitudinal reinforcement strength design values (f y、f y') of the edge members of the tensile area and the compression area, the reinforcement arrangement rate (rho w) of the vertical distribution reinforcements of the cast-in-situ shear wall, the horizontal distribution reinforcement arrangement (A sh/s) and the concrete axial compressive strength design value (f c), and the axial force N=nf cbwhw.
(2) Calculating method for establishing bending bearing capacity of cast-in-situ shear wall
According to 7.2.8 of technical regulations of high-rise concrete structures, the bending bearing capacity of the cast-in-situ shear wall is determined according to the formulas (1) and (2).
N＝As'1fy'-As1σs-Nsw+α1fcbwx1 (1)
Wherein σ s is calculated according to formula (3), N sw is calculated according to formula (4), and M sw is calculated according to formula (5)
(3) Calculating type bending bearing capacity of shear wall for building module steel bar staggered connection
According to the axial stress balance of the cross section of the shear wall connected by the steel bars in a staggered way, a force balance equation (6) is obtained, and according to the moment balance of the cross section, a moment balance equation (7) is obtained by taking the center of the cross section of the wall as the centroid
N=As'2fy'-As2σs+α1fcbwx2 (6)
(4) Establishing a bending equal-strength equation
The positive section bending bearing capacity of the module shear wall and the positive section bending bearing capacity of the cast-in-situ shear wall are equal, and the equal number right side terms of the cast-in-situ shear wall bending bearing capacity calculation formula (2) and the module bending bearing capacity calculation formula (7) are equal, so that a bending equal strength equation (10) can be established.
(5) Calculating vertical steel bar area A s2 of edge component of module shear wall
Obtainable from (1)
Obtainable from (6)
In the formula (10), x 1、x2 and A s2 'are unknown quantities, the calculated results x 1、x2 of the formulas (11) and (12) are substituted into the formula (10), and the area (A s2、As2') of the vertical reinforcing steel bars 116 of the mold shell edge constraint component part a can be calculated according to a symmetrical reinforcement arrangement mode.
The symbol illustrates that a s ' is the distance from the joint force point of the reinforcing steel bar at the end part of the eccentric compression area of the shear wall to the edge of the compression area; E 0 is eccentricity; f y、f y ' is the design value of the tensile and compressive reinforcement strength of the end part of the shear wall; the method comprises the steps of f c is a design value of the compressive strength of a concrete shaft center, h w0 is an effective height of a section of a shear wall, h w0＝hw-a s';ρw is a reinforcement arrangement rate of a vertical distribution reinforcement of the shear wall, beta c is a concrete strength influence coefficient, ζ b is a limit relative to the height of a compression zone, b w is a thickness of the shear wall, x 1、x2 is a height of an equivalent compression zone of a cast-in-situ shear wall and an assembled shear wall respectively, A s1、As2 is a sum of areas of vertical reinforcements 116 at an edge constraint component part a of the cast-in-situ shear wall and a tensile zone of a module shear wall respectively, A s1'、As2 ' is a sum of areas of vertical reinforcements 116 at the edge constraint component part a of the cast-in-situ shear wall and the module shear wall respectively, N is a design value of a positive section axial force of the shear wall, M is a positive section bending moment design value of the shear wall, N sw is a distributed reinforcement axial tension force of the shear wall outside a compression zone range which is 1.5 times, M sw is a compression zone of the shear wall, E s is an elastic modulus of the longitudinal resultant force point of the edge component of the tensile zone, sigma s is a rectangle, and a ratio of a compressive strength of the reinforcement is taken out of a compression strength of the shear wall which is a compression strength of a linear ratio of a shear wall of a compression strength of a compression ratio of a steel of a compression ratio of a section to a section, and a section, a compression ratio, and a standard, and when a standard and a is when a, the concrete is adopted according to the relevant regulations of the current national standard 'concrete structural design Specification' GB 50010.
The connecting piece 115 comprises pull rings which are arranged at intervals from top to bottom, preferably, the pull rings are composed of pull ring anchoring pieces 115a and pull ring soft ropes 115b, the pull ring anchoring pieces 115a are L-shaped and are formed by bending reinforcing steel bars with the diameter of 6mm, the length of each pull ring anchoring piece 115a is 60mm, each pull ring soft rope 115b is a steel wire rope with the diameter of 6mm, the pull ring anchoring pieces are arranged at the bottom concave surface of the vertical key groove 113 at intervals of 500cm along the height of the vertical key groove 113, the pull rings of adjacent modules are connected in a cross mode through vertical key bars 115c, and the diameter of each vertical key bar 115c is 8mm.
The vertical key grooves 113 penetrate through the wall shell from the top end to the bottom end of the wall shell, the distance between the different vertical key grooves 113 is 400 mm-500 mm, and the vertical key grooves 113 of the edge constraint component part a are communicated with the dislocation connecting grooves 114. The depth of the vertical key groove 113 is50 mm, the width of the concave surface at the bottom of the vertical key groove 113 is50 mm, and the included angle between the inclined surface 113a and the concave surface 113b of the vertical key groove 113 is 30-45 degrees.
The construction method of the high-rise concrete module connection structure, including the high-rise concrete module 100 described above, includes the following steps:
1) Transporting the high-rise concrete module 100 to a construction site, after pouring and curing the laminated layer 3 on the upper part of the top plate of the lower-rise concrete module for 3 days, paving mortar on the upper part of the laminated layer 3, placing steel cushion blocks at four corners of the top of a module unit, hoisting the upper-rise concrete module 100, horizontally spacing adjacent modules, and correcting the plane position and elevation of the high-rise concrete module and the lower module according to measurement paying-off, wherein a gap is reserved between every two adjacent modules, and the gap is preferably 20 mm;
2) After the hoisting of the upper-layer high-rise concrete modules 100 is completed, vertical dowel bars 115c are vertically inserted into grouting positions between the adjacent high-rise concrete modules 100 from vertical key grooves 113 between the wall shells 11, and the vertical dowel bars 115c are simultaneously inserted into pull rings reserved by the adjacent modules, so that the pull rings of the adjacent modules are in cross connection;
3) Adopting foam glue to plug the side surfaces of joints of grouting positions between adjacent high-rise concrete modules 100, adopting square timber to plug the side surfaces of the misplacement connecting grooves 114, filling grouting material 119 into wall shell joints 140 of the adjacent high-rise concrete modules 100 from the top ends of the vertical key grooves, and filling the misplacement connecting grooves 114 and the vertical key grooves 113 between the adjacent modules tightly;
4) And transversely arranging the overlap reinforcing steel bars 121 at the top of the joint of the wall shell 11, binding and connecting the overlap reinforcing steel bars 121 with truss ribs 122 of adjacent modules, binding laminated layer top ribs 123, and finally pouring laminated layer concrete 124 to connect the same-layer concrete modules into a whole.
In this embodiment, the lamination layer 3 includes a lap reinforcement 121, a top reinforcement 123 and lamination layer concrete 124 disposed between adjacent modules, the top reinforcement 123 and the lap reinforcement 121 are disposed perpendicular to the length direction of the joint between the modules, the lap reinforcement 121 is connected with the truss reinforcement 122 of the top plate 13 in a binding manner, the diameter of the lap reinforcement 121 is greater than or equal to 8mm, the distance is less than or equal to 300mm, and the length of the lap reinforcement 121 anchored into the lamination layer of the modules is not less than 500mm.
Preferably, the grouting material 119 is ultra-high strength fiber concrete, the cube compression resistance is 80-120 MPa, the expansion degree is 600-800 mm, and the slump is 100-150 mm.
The upper concrete module and the lower concrete module are intensively connected at the edge constraint component part of the wall shell only through the staggered connection structure, and the vertical steel bars corresponding to the connecting sections of the non-edge constraint component part of the wall shell are not connected, so that the number of the vertical steel bars is reduced, the traditional sleeve grouting connection and the corrugated pipe slurry anchor lap joint connection are avoided, the field installation efficiency can be remarkably improved, and the engineering quality risk is reduced. In addition, the concrete module of the invention completes grouting material filling of the staggered connecting grooves through the through vertical key grooves, grouting connection operation is not required to be carried out at the lateral direction of the wall shell, and the influence on the decoration of the whole interior of the concrete module is avoided. In addition, the wall shell of the concrete module is provided with the vertical key groove, grouting material in the key groove can generate a shear-resisting effect of the oblique compression bar, so that the shear-resisting bearing capacity of vertical joints among the modules can be improved, the vertical joints are prevented from cracking and damaging before the longitudinal ribs of the edge members are yielded, and the concrete module structure is guaranteed to have good ductility. And moreover, the areas of the vertical steel bars of the wall shell at the edge constraint component parts are determined according to the principle that the normal section bending bearing capacity of the module shear wall and the cast-in-situ shear wall is equal, and the non-connected vertical distribution bars corresponding to the non-edge constraint component parts are configured according to the construction requirement, so that the earthquake resistance of the concrete module steel bar dislocation vertical connection structure is ensured to meet the earthquake resistance specification requirement. The invention can obviously improve the connection efficiency and the overall performance among the high-rise concrete modules, improve the anti-seismic performance of the high-rise concrete module structure and reduce the engineering quality risk.
The foregoing has shown and described the basic principles and main features of the present invention and the advantages of the present invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, and that the above embodiments and descriptions are merely illustrative of the principles of the present invention, and various changes and modifications may be made without departing from the spirit and scope of the invention, which is defined in the appended claims. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The utility model provides a high-rise concrete module, its characterized in that includes bottom plate, roof and a pair of curb plate, bottom plate, roof and a pair of curb plate form the open cuboid structure in both ends, and wherein a curb plate is the wall shell, the both ends of wall shell length direction form edge constraint component position, the bottom at edge constraint component position is provided with dislocation connection structure, the top at edge constraint component position is provided with the location structure that corresponds with the dislocation connection structure of adjacent module, the outside of wall shell is provided with a plurality of vertical keyways along length direction interval, be provided with the connecting piece in the vertical keyway.
2. The high-rise concrete module according to claim 1, wherein the misalignment connection structure comprises a misalignment connection groove and at least two bottom projecting ribs disposed in the misalignment connection groove, and the positioning structure comprises at least two top projecting ribs projecting upward.
3. The high-rise concrete module according to claim 2, wherein a plurality of vertical bars are arranged in the wall shell at intervals along the length direction, a plurality of horizontal bars are arranged in the wall shell at intervals along the height direction, and two ends of the vertical bars positioned at the edge constraint component part are integrally formed with the bottom extending bars and the top extending bars.
4. A high-rise concrete module according to claim 3, wherein the vertical rebars at the edge restraining member locations are configured by positive section buckling equistrength design, and the vertical rebars at the non-edge restraining member locations are configured as required by the construction.
5. The high-rise concrete module according to claim 1, wherein the connector includes tabs spaced from top to bottom.
6. The high-rise concrete module according to claim 2, wherein the panel thickness of the dislocation connecting groove is 30mm, the height of the dislocation connecting groove is l+150mm, L is the length of the bottom extension rib, and the length of the dislocation connecting groove is consistent with the length of the shear wall edge member.
7. The high-rise concrete module according to claim 2, wherein the vertical keyways are arranged from the top end of the wall shell to the bottom end of the wall shell in a penetrating manner, the spacing between different vertical keyways is 400 mm-500 mm, and the vertical keyways at the edge constraint component part are communicated with the dislocation connecting grooves.
8. A construction method of a high-rise concrete module connecting structure, characterized by comprising a plurality of high-rise concrete modules as claimed in any one of claims 1 to 7, the construction method comprising the steps of:
1) Transporting the high-rise concrete module to a construction site, after pouring and curing an overlapping layer at the upper part of a top plate of a high-rise concrete module at the lower layer for 3 days, paving mortar at the upper part of the overlapping layer, placing steel cushion blocks at four corners at the top of a module unit, hoisting the high-rise concrete module at the upper layer, horizontally spacing adjacent modules at intervals, and correcting the plane position and elevation of the high-rise concrete module and the lower module according to measurement paying-off;
2) After hoisting of the upper-layer high-layer concrete modules is completed, vertical dowel bars are vertically inserted into grouting positions between the adjacent high-layer concrete modules from vertical key grooves between the wall shells, and the vertical dowel bars are simultaneously inserted into pull rings reserved by the adjacent modules, so that the pull rings of the adjacent modules are in cross connection;
3) Adopting foam glue to plug the side surfaces of joints of grouting positions between adjacent high-rise concrete modules, adopting square timber to plug the side surfaces of the staggered connection structures, and grouting materials into the joints of wall shells of the adjacent high-rise concrete modules from the top ends of the vertical key grooves, so that the staggered connection structures between the adjacent modules and the vertical key grooves are densely filled;
4) And transversely arranging the lap joint steel bars at the top of the joint of the wall shell, binding and connecting the lap joint steel bars with truss steel bars of adjacent modules, binding the top steel bars of the laminated layer, pouring the concrete of the laminated layer, and connecting the concrete modules of the same layer into a whole.
9. The construction method of the high-rise concrete module connecting structure according to claim 8, wherein the laminated layer comprises overlapping steel bars, top bars and laminated layer concrete which are arranged between adjacent modules, the top bars and the overlapping steel bars are arranged perpendicular to the length direction of joints between the modules, the overlapping steel bars are connected with truss bars of the top plate in a binding manner, the diameter of the overlapping steel bars is not smaller than 8mm, the distance is not larger than 300mm, and the length of the overlapping steel bars anchored into the laminated layer of the modules is not smaller than 500mm.
10. The construction method of the high-rise concrete module connecting structure according to claim 8, wherein the grouting material is ultra-high strength fiber concrete, the cube compression resistance is 80-120 MPa, the expansion degree is 600-800 mm, and the slump is 100-150 mm.
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