CN219952395U - Structure construction integrated prefabricated building structure system - Google Patents

Abstract

The utility model relates to a structure construction integrated prefabricated building structure system, which comprises a building support plate, a shear wall, a mixed beam, a temporary building support plate supporting system, building support plate shear wall connection nodes and building support plate mixed beam connection nodes, wherein the building support plate is a prefabricated UHPC steel bar truss building support plate, and ribs cannot be arranged at the edge of the building support plate; the temporary support system of the floor support plate is pre-buried on one side or two sides of the shear wall and the mixed beam, temporarily supports the floor support plate in the construction process, and is also used as a construction channel and an operation platform; the building carrier plate shear wall connection node is formed by mechanically connecting the building carrier plate and the shear wall through the shearing steel bar extending into the steel bar mechanical sleeve; the floor support plate and mixed beam connecting node is formed by arranging common connecting steel bars at the joint of the floor support plate and the mixed beam and integrally casting concrete. The integrated prefabricated building structure system for the structural construction, provided by the utility model, has the advantages that no support or few supports are allowed to be arranged in the construction of the building carrier plate, the installation is convenient, and the construction speed is high.

Description

Structure construction integrated prefabricated building structure system

Technical Field

The utility model relates to the technical field of constructional engineering, in particular to a prefabricated building structure, and specifically relates to a structure construction integrated prefabricated building structure system.

Background

The assembled steel tube concrete structure is composed of prefabricated steel tube concrete shear walls and prefabricated concrete mixed beams. 2-3 layers of precast steel tube concrete shear walls are integrally precast, wherein ribs cannot be arranged on the periphery of a precast floor slab, and permanent shear-resistant pieces are not arranged at the bottom of a wall supporting plate (otherwise, the building effect is affected); the precast concrete mixed beam adopts a mode that a concrete superposed beam is connected with a profile steel corbel joint, the superposed Liang Shangtie is connected with the profile steel corbel joint in a factory, and no ribs are required to be arranged at the end part of a precast floor slab matched with the superposed Liang Shangtie; in addition, the construction performance of the assembled steel tube concrete structure is similar to that of a steel structure, and the prefabricated floor slab bottom matched with the assembled steel tube concrete structure is required to be provided with a full scaffold in order to improve the construction efficiency and the structural safety.

The prior art comprises the following steps:

(1) Reinforced concrete superimposed sheet:

the composite floor slab is an assembled integral floor slab formed by superposing precast slabs and cast-in-situ reinforced concrete layers. The composite floor slab has good integrity, high rigidity, template saving, smooth upper and lower surfaces, convenient decoration of the facing layer, and suitability for high-rise buildings and large-bay buildings with high overall rigidity requirements. The laminated slab is generally at least prefabricated 6cm and cast-in-situ 7cm, the thickness reaches 130mm, the weight is large, the material is wasted, and the prefabricated part is difficult to transport, hoist and the like due to the large weight; the rigidity and bearing capacity of the floor slab are low in the construction stage, temporary support is needed in the construction stage, and the construction is complex; the rib is arranged around the superimposed sheet, the industrial production is difficult, and the requirements on the die and the transportation are high.

(2) Steel bar truss floor support plate:

the combined bearing plate formed by connecting the steel bar truss and the bottom plate through resistance spot welding is called a steel bar truss floor bearing plate. The method realizes mechanized production, is favorable for uniform arrangement spacing of the reinforcing steel bars and uniform thickness of the concrete protective layer, and improves the construction quality of the floor slab. The assembled steel bar truss floor carrier plate can obviously reduce the field steel bar binding engineering quantity, quicken the construction progress, increase the construction safety guarantee and realize civilized construction. The bottom die is made of thin steel plates, and the bottom die is generally dismantled or a suspended ceiling is arranged after construction, so that the construction process is increased, rust points are easily left on the bottom of the plate, the steel plate is suitable for steel structure buildings, and the steel plate is difficult to connect with concrete; if no temporary support is arranged in the construction stage, the span of the floor support plate is smaller, and the span is generally about 3 m; the bottom surface of the floor slab is a profiled steel sheet, which is not attractive and is not suitable for concrete structures such as houses; the reinforcement is controlled in some constructions, which is uneconomical; the shear connector is required to be arranged below the floor slab connected with the prefabricated wall body and is exposed indoors, so that the building effect is affected. The temporary support is mainly in the form of full steel pipe support, so that the method has the advantages of more material consumption, complex mounting and dismounting procedures, long turnover period, occupation of a large amount of construction space and higher comprehensive cost; the method has the advantages that the lower concrete layer is poured and maintained to reach a certain strength, the lower concrete layer can be supported on the lower concrete layer, the whole construction process can be only carried out from bottom to top, the construction efficiency is seriously reduced, the construction period is adversely affected, and the requirement of rapid construction of the fabricated building is difficult to meet.

Disclosure of Invention

In view of the shortcomings of the prior art, a primary object of the present utility model is to provide a structural construction integrated prefabricated building structural system, which solves one or more of the problems of the prior art.

The technical scheme of the utility model is as follows:

the utility model firstly provides a structure construction integrated prefabricated building structure system, which comprises a building carrier plate, a shear wall, a mixed beam, a temporary building carrier plate supporting system, a building carrier plate shear wall connecting node and a building carrier plate mixed beam connecting node, wherein:

the building support plate is a prefabricated UHPC steel bar truss building support plate, and ribs cannot be arranged at the edge of the building support plate;

the shear wall is a precast concrete shear wall;

the mixed beam is a precast concrete superposed beam;

the temporary support system of the floor support plate is pre-buried on one side or two sides of the shear wall and the mixed beam, temporarily supports the floor support plate in the construction process, and is used as a construction channel and an operation platform;

the building carrier plate shear wall connection nodes are embedded shear steel bars in the building carrier plate, the shear steel bar mechanical sleeves are embedded in the shear wall, and the building carrier plate and the shear wall are mechanically connected by extending the shear steel bars into the shear steel bar mechanical sleeves;

the building deck mixed beam connecting node is formed by arranging common connecting steel bars at the joint of the building deck and the mixed beam, and the building deck laminated layer concrete and the mixed beam laminated layer concrete are integrally cast-in-situ connected.

In some embodiments, the prefabricated UHPC steel bar truss floor deck comprises a bottom plate UHPC, a steel bar truss, an upper chord UHPC and a lower chord UHPC; wherein the method comprises the steps of

The bottom plate UHPC is used as a bottom die of cast-in-place concrete in the construction process;

the steel bar truss adopts a triangular truss, and coordinates the deformation of the bottom plate UHPC, the upper chord UHPC and the lower chord UHPC;

the upper chord UHPC and the lower chord UHPC are respectively arranged in strip-shaped through lengths along the upper chord steel bar and the lower chord steel bar of the steel bar truss, the upper chord steel bar and the lower chord steel bar of the steel bar truss are wrapped, and the lower chord UHPC is connected with the lower chord steel bar and the bottom plate UHPC.

In some embodiments, the upper chord UHPC is provided with a widening, the upper chord UHPC has a width of 50mm-150mm, and the lower chord UHPC has a width of 30mm-50mm.

In some embodiments, the lower chord UHPC longitudinal section is provided as a saw tooth with a 20mm width and a 10mm height.

In some embodiments, the hybrid beam is formed by connecting a profile steel bracket with a precast concrete composite beam, and the iron on the precast concrete composite beam is welded and fixed with the profile steel bracket in a factory.

In some embodiments, the temporary support system of the floor support plate adopts overhanging type triangular trusses and adopts embedded bolts to be connected with the shear wall and the mixed beam.

In some embodiments, the floor deck temporary support system further comprises a cross brace and a tie;

the cross braces are arranged at the upper chords of the overhanging type triangular trusses and are connected with the upper chords of the two opposite overhanging type triangular trusses;

the pull rod is arranged at the lower chord of the overhanging type triangular truss and is connected with the lower chords of the two opposite overhanging type triangular trusses;

the cantilever type triangular truss, the cross braces and the pull rods form a bridge type truss, and the cross braces serve as temporary supports of the building carrier plates.

In some embodiments, round holes are formed on the upper chords of the cross braces and the overhanging type triangular trusses at intervals of 50mm, and the cross braces and the overhanging type triangular trusses are fixed by mounting bolts;

the pull rod adopts a mode of combining a basket bolt or the basket bolt and a steel wire rope, and a fastening structure is arranged on the pull rod.

In some embodiments, keels are arranged on the overhanging type triangular truss and the cross braces, and the floor support plate is paved on the keels.

In some embodiments, the shear steel bars are in diameters D16-D20, and two layers are arranged corresponding to the height positions of the upper chord steel bars and the lower chord steel bars of the floor support plate respectively.

Compared with the prior art, the utility model has the beneficial effects that: the utility model provides a structure construction integrated prefabricated building structure system. Specifically, it has at least the following practical effects:

(1) The building carrier plate adopts the UHPC steel bar truss building carrier plate, the strength is high, the main steel bar truss stress is wrapped by UHPC, and the durability is good; the bearing capacity and the rigidity of the floor support plate are high in the construction stage, related cost such as construction measures is avoided or reduced, and the economical efficiency is obvious; the floor support plate has light overall weight and is convenient to transport and hoist; in the construction stage, the upper chord UHPC, the lower chord UHPC and the bottom plate UHPC of the floor support plate work cooperatively with the steel bar truss, so that the steel bar area of the steel bar truss increased due to the construction requirement can be reduced, and the manufacturing cost is saved;

(2) The edges of the UHPC steel bar truss floor support plates are not provided with ribs, so that the processing and manufacturing are convenient, the requirements on the templates are low, the industrial production is convenient, and the on-site laying is easy to be in butt joint with the shear wall and the mixed beam;

(3) The temporary support system of the floor support plate is adopted, the non-floor temporary support is arranged on the side surfaces of the shear wall and the mixed beam, construction measures such as laying a scaffold below the shear wall and the mixed beam are avoided, the three-dimensional space of floor construction is not occupied, and multi-variety cross operation can be realized;

(4) The temporary support system of the floor support plate is connected with the shear wall and the mixed beam in advance, is integrally hoisted, has high construction efficiency, and can be used for rapidly paving the floor support plate on site;

(5) The floor support plate and the shear wall are mechanically connected by adopting the D16-D20 large-diameter shear steel bars and the steel bar mechanical sleeve, so that the force transmission is reliable, a permanent steel shearing-resistant connecting piece is avoided, and the indoor decoration effect is good;

(6) The floor support plate is in seamless butt joint with the mixed beam, the common connecting steel bars are adopted at the connecting joints, and concrete is cast in place, so that the structure is simple, and the construction is convenient; when the concrete is poured, concrete in a relevant range of the top of the mixed beam and the end part of the building support plate is poured firstly, the mixed beam and the steel bar truss are integrated, then concrete in the middle of the building support plate is poured, torque caused by the cantilever type triangular truss can be transferred to the steel bar truss, and the bending resistance of the steel bar truss can balance the torque caused by the cantilever type triangular truss;

(7) The cantilever type triangular truss is connected with the transverse support and the pull rod, and is in a bridge type truss, the bridge type truss is in rigid connection with the hybrid beam, so that torque caused by the cantilever type triangular truss can be transmitted to the bridge type truss, and the bending resistance of the bridge type truss can balance the torque caused by the cantilever type triangular truss;

(8) The overhanging type triangular truss can be used as a construction channel, an operation platform and the like, and can also be used as an outer scaffold construction platform, so that the erection of an outer scaffold is avoided.

It should be understood that the implementation of any of the embodiments of the utility model is not intended to simultaneously possess or achieve some or all of the above-described benefits.

Drawings

In order to more clearly illustrate the embodiments of the present utility model or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. It will be apparent to those skilled in the art from this disclosure that the drawings described below are merely exemplary and that other embodiments may be derived from the drawings provided without undue effort.

The structures, proportions, sizes, etc. shown in the present specification are shown only for the purposes of illustration and description, and are not intended to limit the scope of the utility model, which is defined by the claims, but rather by the claims.

FIG. 1 is a schematic diagram of a prefabricated UHPC steel bar truss floor carrier plate structure in accordance with the present utility model;

FIG. 2 is a schematic diagram of a lower chord UHPC construction of the present utility model, wherein (a) is a cross section and (b) is a longitudinal section;

FIG. 3 is a schematic view of a temporary floor support system according to the present utility model;

FIG. 4 is a schematic view of a shear wall overhanging type triangular truss installation of the present utility model, wherein (a) is double-sided overhanging and (b) is single-sided overhanging;

FIG. 5 is a schematic view of a hybrid beam cantilever type triangular truss assembly according to the present utility model, wherein (a) is a double-sided cantilever and (b) is a single-sided cantilever;

FIG. 6 is a schematic view of another temporary floor support system according to the present utility model;

FIG. 7 is a schematic view of a building carrier plate shear wall connection node construction (edge support) according to the present utility model;

FIG. 8 is a schematic view of a building carrier plate shear wall connection node construction (intermediate support) according to the present utility model;

FIG. 9 is a schematic view of a hybrid beam connection node construction for a floor deck in accordance with the present utility model;

FIG. 10 is a schematic view of an overhanging type triangular truss as a safety passage according to the present utility model;

fig. 11 is a schematic view of an overhanging type delta truss operation platform according to the present utility model.

Detailed Description

For the purpose of making the objects, technical solutions and advantages of the embodiments of the present utility model more apparent, the embodiments of the present utility model will be described in further detail with reference to the embodiments and the accompanying drawings. The exemplary embodiments of the present utility model and their descriptions herein are for the purpose of explaining the present utility model, but are not to be construed as limiting the utility model.

In the present utility model, unless explicitly specified and limited otherwise, the terms "mounted," "connected," "secured," and the like are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally formed; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communicated with the inside of two elements or the interaction relationship of the two elements. The specific meaning of the above terms in the present utility model can be understood by those of ordinary skill in the art according to the specific circumstances.

It should be understood that the terms "comprises/comprising," "consists of … …," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such product, apparatus, process, or method as desired. Without further limitation, an element defined by the phrases "comprising/including … …," "consisting of … …," and the like, does not exclude the presence of other like elements in a product, apparatus, process, or method that includes the element.

It is further understood that the terms "upper," "lower," "front," "rear," "left," "right," "top," "bottom," "inner," "outer," and the like are used in an orientation or positional relationship based on that shown in the drawings, merely to facilitate describing the present utility model and to simplify the description, and do not indicate or imply that the devices, components, or structures referred to must have a particular orientation, be configured or operated in a particular orientation, and are not to be construed as limiting the present utility model.

Furthermore, the terms "first," "second," and the like, are used for descriptive purposes only and are not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include one or more such feature. In the description of the present utility model, the meaning of "a plurality" is two or more, unless explicitly defined otherwise.

The assembled steel tube concrete structure is composed of prefabricated steel tube concrete shear walls and prefabricated concrete mixed beams. 2-3 layers of precast steel tube concrete shear walls are integrally precast, wherein ribs cannot be arranged on the periphery of a precast floor slab, and permanent shear-resistant pieces are not arranged at the bottom of a wall supporting plate (influence on building effects); the precast concrete mixed beam adopts a mode that a concrete superposed beam is connected with a profile steel corbel joint, the superposed Liang Shangtie is connected with the profile steel corbel joint in a factory, and no ribs are required to be arranged at the end part of a precast floor slab matched with the superposed Liang Shangtie; in addition, the construction performance of the assembled steel tube concrete structure is similar to that of a steel structure, and the prefabricated floor slab bottom matched with the assembled steel tube concrete structure is required to be provided with a full scaffold in order to improve the construction efficiency and the structural safety.

Based on the structure, the utility model researches a structure construction integrated prefabricated building structure system, which mainly comprises a steel bar truss building carrier plate system, a mixed beam system, a floor-free temporary support system and a connecting node structure, wherein the building carrier plate system allows construction without support or with less support, has no ribs on the periphery, is convenient to install, has high matching degree with an assembled steel tube concrete shear wall, and has good durability; the floor support plate system is constructed by adopting a floor-free temporary support system or not provided with a temporary support, so that the construction speed is high. The floor-free temporary support system fully utilizes the advantage that the hybrid beam has bearing capacity after being installed, simplifies the node form of the connection of the hybrid beam and the floor support plate, and provides feasibility for cross operation and overall construction of the floor vertical space. The support system is suitable for the assembled steel tube concrete shear wall structure building, has high standardization degree, strong universality, strong turnover, high construction efficiency and cost saving, is a high-quality assembled building structure system, can be widely applied to low-rise, multi-layer, high-rise and super-high-rise buildings such as various houses, offices, hotels, businesses and the like, and has higher popularization and application significance.

The implementation of the present utility model will be described in detail with reference to the preferred embodiments.

The utility model provides a structure construction integrated prefabricated building structure system, which comprises a floor support plate 100, a shear wall 200, a mixed beam 300, a temporary floor support system 400, a floor support plate shear wall connection node and a floor support plate mixed beam connection node.

Referring to fig. 1-2, the floor support plate 100 provided by the utility model adopts a prefabricated UHPC steel bar truss floor support plate, can fully exert the physical and mechanical properties of UHPC (ultra-high performance concrete), has excellent material properties, avoids the defect of steel bar outlet at the periphery of the traditional prefabricated floor slab, has simple production process and does not need special equipment; besides good mechanical properties, the material also has the advantages of corrosion resistance, good impermeability, energy conservation, low consumption, environmental protection and the like.

The end face of the floor support plate 100 is free of ribs, prefabricated in factories and convenient for industrial production; the periphery is not extended with steel bars, so that the requirement on the template is reduced, and the industrial production and the on-site laying are convenient.

Specifically, the floor deck 100 includes a bottom plate UHPC 1, a steel bar truss 2, an upper chord UHPC 3, and a lower chord UHPC 4.

The bottom plate UHPC 1 adopts ultra-high performance concrete (UHPC), and is used as a bottom die of cast-in-place concrete in the construction process, so that a formwork can be avoided in the construction process, and in addition, the bottom plate UHPC can be used as a tension section in the construction process, so that the requirement of construction load on tension of lower chord steel bars of the steel bar truss is reduced. The material has the characteristics of ultrahigh strength (compressive strength of 120-200 MPa, tensile strength of 5-10 MPa) and ultrahigh durability (durability of more than 100 years). In order to reduce the weight of the floor support plate, the thickness of the bottom plate can be 10-15mm; to control the mat cracking, the mat UHPC 1 may be provided with a certain number of fibers.

The steel bar truss 2 adopts a triangular truss and comprises an upper chord steel bar 21, a lower chord steel bar 22 and web member steel bars 23, and the deformation of the bottom plate UHPC 1, the upper chord UHPC 3 and the lower chord UHPC 4 is coordinated to work together. The web member steel bars 23 are arranged in a wave shape, and the upper chord steel bars 21 and the lower chord steel bars 22 are respectively bonded with the upper chord UHPC 3 and the lower chord UHPC 4 in a wrapping manner, so that the reliability of deformation of the tension section and the compression section of the web member steel bars 23 is ensured. In addition, the steel bar truss adopts a triangle truss form, so that the out-of-plane stability of the truss upper chord UHPC during construction can be ensured.

The upper chord UHPC 3 and the lower chord UHPC 4 are respectively arranged in strip-shaped through lengths along the upper chord steel bar and the lower chord steel bar of the steel bar truss, the upper chord steel bar 21 and the lower chord steel bar 22 of the steel bar truss are wrapped, and the lower chord UHPC 4 is connected with the lower chord steel bar 22 and the bottom plate UHPC 1. The upper chord UHPC 3 and the lower chord UHPC 4 are wrapped on the upper chord steel bar 21 and the lower chord steel bar 22 of the steel bar truss, can be used as concrete protection layers of the upper chord steel bar and the lower chord steel bar, and ensures that the durability of the upper chord steel bar and the lower chord steel bar is more than 100 years. In the building carrier plate construction stage, the upper chord UHPC 3 and the upper chord steel bar 21 are subjected to full-section compression resistance, the lower chord UHPC 4, the lower chord steel bar 22 and the bottom plate UHPC 1 are subjected to full-section tension, and the steel bar truss web member steel bars 23 coordinate the deformation of the upper and lower layers in section to bear the shearing force in the building carrier plate construction stage. The upper chord HUPC 3 and the lower chord UHPC 4 are poured in advance and wrapped on the upper chord steel bar 21 and the lower chord steel bar 22 of the steel bar truss. The upper chord UHPC 3 is pressed in the construction stage, so that the bearing capacity and rigidity of the floor support plate in the construction stage are ensured. The lower chord UHPC 4 is connected with the lower chord steel bar 22 and the bottom plate UHPC 1, so that the lower chord steel bar 22, the bottom plate UHPC 1 and the lower chord UHPC 4 can work together, and the bearing capacity and the rigidity of the tensile section of the floor carrier plate can be ensured.

In some embodiments, the upper chord UHPC 3 is increased in width to ensure that the upper chord UHPC 3 is not destabilized. For example, the width of the upper chord UHPC 3 is 50mm-150mm, the specific value is determined according to the stress of the building carrier plate in the construction stage, and the width of the lower chord UHPC 4 is 30mm-50mm, so that the deformation of the lower chord steel bar 22 and the bottom plate UHPC 1 can be fully coordinated.

In addition, the thicknesses of the upper chord UHPC 3 and the lower chord UHPC 4 can be 25mm, so that the thickness of the concrete protection layer of the upper chord steel bar 21 and the lower chord steel bar 22 is not less than 15mm.

In some embodiments, as shown in fig. 2 (b), the cross section of the lower chord UHPC 4 is provided with saw teeth, the width of the saw teeth is 20mm, and the height is 10mm, so that reliable force transmission between the lower chord UHPC and the bottom plate UHPC is ensured.

The floor support plate 100 is in a large plate form, has a length of 2-13m and a width of 0.6-4m, can control the number of floor joints, reduces the risk of floor cracking and leakage, and can accelerate the construction speed. The post-pouring layer of the floor carrier plate concrete is 90-200mm thick; the floor carrier plate is produced in factories, the surface flatness is high, and secondary plastering and other procedures are not needed; the unit weight of the floor support plate is 1/3-1/2 of that of a common composite floor slab, so that the floor support plate is light and high in strength, and the structural earthquake resistance and economy are greatly facilitated. The bearing capacity and rigidity of the floor support plate are large in the construction stage, temporary supports under the floor support plate can be canceled or few temporary supports are arranged, construction procedures are simplified, cost is reduced, and efficiency is improved.

In order to improve the construction efficiency and the structural safety of the assembled structure, the prefabricated floor slab bottom which is required to be matched with the assembled structure cannot be provided with a hall-filling scaffold. Referring to fig. 3, the present utility model provides a temporary support system 400 for a floor support plate 100 for temporarily supporting the floor support plate during construction to avoid building construction scaffolds.

Specifically, the temporary support system 400 for the floor support plate adopts the overhanging type triangular truss 7, and the overhanging type triangular truss 7 is pre-embedded on at least one side of the shear wall 200 and the hybrid beam 300, so that the floor support plate 100 is supported in the construction process and is used as a construction channel and an operation platform.

More specifically, the overhanging type triangular truss 7 is connected with the shear wall 200 and the hybrid beam 300 by adopting embedded bolts 8. The embedded bolts 8 are pre-anchored in the shear wall 200 and the hybrid beam 300. The overhanging type triangular truss 7 is light in weight, each weight is within 20kg, and the assembly and the disassembly are convenient.

The cantilever type triangular truss 7 adopts a double-side or single-side cantilever type, the double-side and single-side cantilever type on the shear wall 200 is shown in fig. 4, the double-side and single-side cantilever type on the hybrid beam 300 is shown in fig. 5, the single-side or double-side cantilever type of the shear wall 200 and the hybrid beam 300 is pre-buried on the construction ground in advance, and the cantilever type triangular truss is integrally hoisted in the form shown in fig. 4-5 during construction, so that the high-altitude installation risk of the cantilever type triangular truss is reduced, the construction flow is simplified, the construction is simple and convenient, and the construction progress can be accelerated.

Referring to fig. 6, for a floor support plate with a large span, a cross brace 9 may be disposed at the upper chord of the cantilever type triangular truss 7, a pull rod 10 may be disposed at the lower chord of the cantilever type triangular truss 7, the cross brace 9 is connected to the upper chords of the two opposite cantilever type triangular trusses 7, the pull rod 10 is connected to the lower chords of the two opposite cantilever type triangular trusses 7, a bridge type truss is formed, and the cross brace 9 is used as a temporary support of the floor support plate.

Specifically, round holes are formed on the upper chords of the cross braces 9 and the cantilever type triangular trusses 7 at intervals of 50mm, and the cross braces and the upper chords are fixed by mounting bolts 11; the pull rod 10 can adopt a mode of a turnbuckle or a combination of the turnbuckle and a steel wire rope, and a fastening structure is arranged on the pull rod for adjusting the pretightening force of the pull rod. The horizontal pole is adjustable with cantilever type triangle truss hookup location, and the regulation modulus sets up to 50mm, can increase and decrease the stull according to building carrier plate span size to adaptation various span building carrier plate and multiple building carrier plate type, degree of standardization is high, and the commonality is strong, but the turnover is strong, and efficiency of construction is high, practices thrift the cost.

The cross braces and the pull rods are arranged according to the span of the floor support plate and can be installed at the construction floor; the overhanging type triangular truss and the cross brace are provided with keels 12, and steel bar truss building support plates are paved on the keels 12. The overhanging type triangular truss, the cross braces and the pull rods are easy to disassemble, and the installation bolts 11 are unscrewed.

The cantilever type triangular truss, the cross brace and the pull rod are selected by considering the weight, so that the standard that one person can move is met, the cantilever type triangular truss, the cross brace and the pull rod can be conveniently installed and detached, and the single weight is not more than 30kg.

Once the temporary floor support system 400 (overhanging delta truss 7) is in place, the floor support 100 can be hoisted and laid thereon. And for the precast row steel tube concrete shear wall, floor slab concrete is post-cast, the row steel tube concrete shear wall is precast in a factory, and the interface concrete of the floor slab and the row steel tube concrete shear wall cannot work together. The conventional design is to arrange permanent shear angle steel at the bottom of the interface; the permanent shear angle steel is exposed indoors and has great influence on the indoor space of the building.

The utility model provides a building carrier plate shear wall connection node for solving the problems, referring to fig. 7-8, the shear wall 200 is a precast steel tube concrete shear wall, because the edge of the building carrier plate 100 of the utility model is not reinforced, the building carrier plate 100 can be conveniently paved and perfectly butted at the connection position with the shear wall 200, the building carrier plate 100 is internally provided with a large-diameter shear steel bar 5 (D16-D20), the large-diameter shear steel bar 5 is provided with two layers, the positions corresponding to the height positions of the upper chord steel bar and the lower chord steel bar of the building carrier plate are respectively provided with a steel bar mechanical sleeve 6, one end of the steel bar mechanical sleeve 6 is anchored in the precast steel tube concrete shear wall, and the building carrier plate 100 and the shear wall 200 are mechanically connected by extending into the steel bar mechanical sleeve 6 through the large-diameter shear steel bar 5.

Therefore, on the basis of ensuring the reliable shearing bearing capacity of the floor support plate, the exposed permanent shearing connecting piece is not required, and the indoor decoration effect is good. In addition, the steel bar mechanical sleeve is connected with the large-diameter steel bar, so that the connection is reliable and the construction is convenient; the large-diameter shear steel bars bear bending moment and shearing force of the end parts of the floor support plates, can also transmit earthquake shearing force of the floor support plates to precast steel tube concrete shear walls, and is reliable in force transmission.

With continued reference to fig. 3 in combination with fig. 9, the present utility model provides a composite beam connecting node for a floor deck, where the composite beam 300 is a precast concrete composite beam, and further includes a profiled steel corbel, and is formed by connecting the profiled steel corbel with the precast concrete composite beam. And the superposition Liang Shangtie is welded with the profile steel corbel in a factory, the stress performance of the composite steel corbel is close to that of the steel girder under the action of construction load, and the composite steel corbel has bearing capacity after being installed. The mixed beam is used as a stress fulcrum during construction of the floor support plate, so that the setting of temporary support of the large-span steel bar truss floor support plate in the construction stage is canceled or reduced.

The floor support plate and mixed beam connecting node is formed by arranging common connecting steel bars 13 at the joint of the floor support plate 100 and the mixed beam 300, and integrally and cast-in-situ connecting the floor support plate laminated layer concrete and the mixed beam laminated layer concrete. Because the edge of the floor support plate 100 does not have ribs, the connection between the floor support plate 100 and the mixed beam 300 can be conveniently laid and perfectly butted, after the floor support plate 100 is laid, the connection between the floor support plate 100 and the mixed beam 300 can be realized by only arranging common connecting reinforcing steel bars 13 at the connection, as shown in fig. 9, and then casting concrete in situ.

Because the hybrid beam 300 is integrally and rigidly connected with the overhanging type triangular truss 7, the overhanging type triangular truss 7 generates torque to the hybrid beam 300 when the reinforced truss floor carrier plate is subjected to cast-in-place concrete construction. For the condition that the torque caused by the overhanging type triangular truss is smaller, the torsion resistance of the hybrid beam can be resisted; for the condition that the cantilever type triangular truss causes larger torque, the following measures can be taken for reinforcement.

Method 1: and controlling the construction sequence. When the mixed beam and the steel bar truss floor support plate are poured, concrete in the relevant range (overlapping layer) of the mixed beam top is poured first, and then concrete in the middle of the floor support plate is poured. After concrete in the relevant range of the top of the mixed beam is poured, the mixed beam and the steel bar truss of the floor support plate form a whole, the torque caused by the overhanging type triangular truss can be transmitted to the steel bar truss of the floor support plate, and the bending resistance of the steel bar truss of the floor support plate can balance the torque caused by the overhanging type triangular truss.

Method 2: the cantilever type triangular truss is connected with the transverse support and the pull rod (shown in fig. 6), the bridge type truss is just connected with the hybrid beam, the torque caused by the cantilever type triangular truss can be transmitted to the bridge type truss, and the bending resistance of the bridge type truss can balance the torque caused by the cantilever type triangular truss.

The cantilever type triangular truss is used for temporarily supporting the building carrier plate in the construction process, is connected to the shear wall and the mixed beam in advance in a factory or a construction ground, is integrally hoisted, is used as a construction channel, an operation platform and the like in the construction process, can be used as an outer scaffold construction platform, and avoids the erection of an outer scaffold, as shown in fig. 10-11.

The construction process of the structure construction integrated prefabricated building structure system is as follows:

s10, prefabricating the floor bearing plate 100, the shear wall 200 and the mixed beam 300 in a factory, pre-burying large-diameter shear steel bars 5 at the end part of the floor bearing plate 100 connected with the shear wall 200, and correspondingly pre-burying steel bar mechanical sleeves 6 in the shear wall 200;

s20, pre-burying overhanging type triangular trusses 7 on one side or two sides of the shear wall 200 and the mixed beam 300 on site;

s30, integrally hoisting the shear wall 200 and the cantilever type triangular truss 7, integrally hoisting the mixed beam 300 and the cantilever type triangular truss 7, and positioning and fixing;

s40, integrally hoisting the floor support plate 100, paving the floor support plate 100 on the cantilever type triangular truss 7 on the shear wall 200 at the position of the shear wall 200, paving the floor support plate 100 on the cantilever type triangular truss 7 on the mixed beam 300 at the position of the mixed beam 300, and inserting the large-diameter shear steel bars 5 extending out of the end parts of the floor support plate 100 into the steel bar mechanical sleeves 6 in the shear wall 200 at the joint of the floor support plate 100 and the shear wall 200 for mechanical connection;

s50, common connecting steel bars 13 are arranged at the joint of the floor support plate 100 and the mixed beam 300, concrete within the range of the overlapped layer of the mixed beam 300 and the end part of the floor support plate 100 is poured, and then concrete in the span of the floor support plate 100 is poured.

After concrete in the relevant range of the top of the mixed beam is poured, the mixed beam and the steel bar truss of the floor support plate form a whole, the torque caused by the overhanging type triangular truss can be transmitted to the steel bar truss of the floor support plate, and the bending resistance of the steel bar truss of the floor support plate can balance the torque caused by the overhanging type triangular truss.

For the large-span floor carrier plate 100, the transverse braces 9 are adopted to connect the upper chords of the two opposite overhanging type triangular trusses 7, the pull rods 10 are adopted to connect the lower chords of the two opposite overhanging type triangular trusses 7, the bridge type truss is formed, the bridge type truss is just connected with the mixed beam, the torque caused by the overhanging type triangular trusses is transmitted to the bridge type truss, and the bending resistance of the bridge type truss can balance the torque caused by the overhanging type triangular trusses.

The components of the utility model are all produced in batch in a factory, the process is simple, the industrialized production degree is high, and the production efficiency is high; the component has light weight and thick cast-in-situ concrete, and is favorable for earthquake resistance; the floor slab has regular size, high transportation efficiency, convenient field hoisting construction and multiple-working-way cross operation on site, and saves construction period and construction cost.

It is easy to understand by those skilled in the art that the above preferred embodiments can be freely combined and overlapped without conflict.

The foregoing description of the preferred embodiments of the utility model is not intended to limit the utility model to the particular forms disclosed, but on the contrary, the intention is to cover all modifications, equivalents, and alternatives falling within the spirit and scope of the utility model.

Claims (10)

1. The utility model provides a prefabricated assembled building structure system of construction integration, is characterized in that, includes building carrier plate, shear force wall, hybrid beam, building carrier plate temporary support system to and building carrier plate shear force wall connected node, building carrier plate hybrid beam connected node, wherein:

the building support plate is a prefabricated UHPC steel bar truss building support plate, and ribs cannot be arranged at the edge of the building support plate;

the shear wall is a precast concrete shear wall;

the mixed beam is a precast concrete superposed beam;

the temporary support system of the floor support plate is pre-buried on one side or two sides of the shear wall and the mixed beam, temporarily supports the floor support plate in the construction process, and is used as a construction channel and an operation platform;

the building carrier plate shear wall connection nodes are embedded shear steel bars in the building carrier plate, the shear steel bar mechanical sleeves are embedded in the shear wall, and the building carrier plate and the shear wall are mechanically connected by extending the shear steel bars into the shear steel bar mechanical sleeves;

the building deck mixed beam connecting node is formed by arranging common connecting steel bars at the joint of the building deck and the mixed beam, and the building deck laminated layer concrete and the mixed beam laminated layer concrete are integrally cast-in-situ connected.

2. The structural construction integrated prefabricated building structural system according to claim 1, wherein:

the prefabricated UHPC steel bar truss floor support plate comprises a bottom plate UHPC, a steel bar truss, an upper chord UHPC and a lower chord UHPC; wherein the method comprises the steps of

The bottom plate UHPC is used as a bottom die of cast-in-place concrete in the construction process;

the steel bar truss adopts a triangular truss, and coordinates the deformation of the bottom plate UHPC, the upper chord UHPC and the lower chord UHPC;

the upper chord UHPC and the lower chord UHPC are respectively arranged in strip-shaped through lengths along the upper chord steel bar and the lower chord steel bar of the steel bar truss, the upper chord steel bar and the lower chord steel bar of the steel bar truss are wrapped, and the lower chord UHPC is connected with the lower chord steel bar and the bottom plate UHPC.

3. The structural construction integrated prefabricated building structural system according to claim 2, wherein:

the upper chord UHPC is widened, the width of the upper chord UHPC is 50-150 mm, and the width of the lower chord UHPC is 30-50 mm.

4. The structural construction integrated prefabricated building structural system according to claim 2, wherein:

the longitudinal section of the lower chord UHPC is arranged in a zigzag shape, and the width of the zigzag is 20mm and the height is 10mm.

5. The structural construction integrated prefabricated building structural system according to claim 1, wherein:

the composite beam is formed by connecting a steel bracket and a precast concrete superposed beam, and the iron on the precast concrete superposed beam is welded and fixed with the steel bracket in a factory.

6. The structural construction integrated prefabricated building structural system according to claim 1, wherein:

the temporary support system of the floor support plate adopts an overhanging type triangular truss and is connected with the shear wall and the mixed beam by adopting embedded bolts.

7. The structural construction integrated prefabricated building structural system according to claim 6, wherein:

the temporary support system of the floor support plate further comprises a transverse brace and a pull rod;

the cross braces are arranged at the upper chords of the overhanging type triangular trusses and are connected with the upper chords of the two opposite overhanging type triangular trusses;

the pull rod is arranged at the lower chord of the overhanging type triangular truss and is connected with the lower chords of the two opposite overhanging type triangular trusses;

the cantilever type triangular truss, the cross braces and the pull rods form a bridge type truss, and the cross braces serve as temporary supports of the building carrier plates.

8. The structural construction integrated prefabricated building structural system according to claim 7, wherein:

round holes are formed in the upper chords of the cross braces and the cantilever type triangular trusses at intervals of 50mm, and the cross braces and the upper chords of the cantilever type triangular trusses are fixed by mounting bolts;

the pull rod adopts a mode of combining a basket bolt or the basket bolt and a steel wire rope, and a fastening structure is arranged on the pull rod.

9. The structural construction integrated prefabricated building structural system according to claim 7, wherein:

keels are arranged on the overhanging type triangular truss and the cross braces, and the floor support plates are paved on the keels.

10. The structural construction integrated prefabricated building structural system according to claim 2, wherein:

the diameter of the shear steel bars is D16-D20, two layers are arranged, and the positions of the shear steel bars correspond to the height positions of the upper chord steel bars and the lower chord steel bars of the floor support plate respectively.