CN216446272U

CN216446272U - Exempt from to strut from structure floor board, floor structure and building body structure

Info

Publication number: CN216446272U
Application number: CN202122713944.1U
Authority: CN
Inventors: 田希昌; 胡福军
Original assignee: Shandong Guochuang Energy Saving Technology Co ltd
Current assignee: Shandong Guochuang Energy Saving Technology Co ltd
Priority date: 2021-11-08
Filing date: 2021-11-08
Publication date: 2022-05-06
Anticipated expiration: 2031-11-08

Abstract

The utility model provides a support-free self-structure floor plate, a floor structure and a building body structure, and the scheme is as follows: exempt from to strut from structure floor board includes steel bar truss and concrete bed course, steel bar truss has a plurality ofly and arranges at the interval on concrete bed course, steel bar truss includes last chord muscle, lower chord muscle and middle web muscle, middle web muscle is connected last chord muscle and lower chord muscle and is formed the support body, the bottom downwardly salient of middle web muscle forms in lower chord muscle and hangs the supporting part, it is located the below of lower chord muscle to hang the supporting part, it is located concrete bed course to hang the supporting part, the lower chord muscle is located the top on concrete bed course. The floor slab structure comprises the floor slab and a structural stress layer, and the structural stress layer is compounded above the concrete bottom mould layer. The building body structure comprises a floor slab structure and a wall body, and the floor slab structure and the wall body are intersected into a whole. High efficiency, low cost, good quality control, high safety and easy transportation and hoisting.

Description

Exempt from to strut from structure floor board, floor structure and building body structure

Technical Field

The utility model relates to the technical field of building assembly type floor plates, in particular to a support-free self-structure floor plate, and further relates to a floor plate structure and a building body structure.

Background

The widely applied construction of the building floor slab comprises the steps of firstly supporting a template, wherein a bamboo glue template or a metal template is propped by a large number of intensive vertical wood rods or steel pipes, the bamboo glue template or the metal template is tightly connected to form a complete floor bottom template surface, then a binding reinforcing mesh is manufactured on the template surface on site, the bottom reinforcing mesh is laid firstly, main reinforcing steel bars arranged in the bearing direction along the normal direction are usually placed firstly, secondary reinforcing steel bars arranged in the non-main bearing direction are placed, the main reinforcing steel bars and the secondary reinforcing steel bars are vertically stacked in the horizontal direction, the main reinforcing steel bars and the secondary reinforcing steel bars are bound and fixed at cross points by binding wires to form the bottom reinforcing mesh, the bottom reinforcing mesh is laid, then the upper reinforcing mesh is laid in the same process, the upper reinforcing mesh is laid, then the double-layer reinforcing mesh is lifted, a plurality of protective layer cushion blocks are placed on the bottom surface of the bottom reinforcing mesh, and the bottom reinforcing mesh is supported; and lifting the upper layer of reinforcing mesh, placing an isolation cushion block between the two layers of reinforcing meshes, isolating the upper layer of reinforcing mesh and the lower layer of reinforcing mesh, and forming a floor slab with the distance of the upper layer of reinforcing mesh and the distance of the lower layer of reinforcing mesh after concrete is poured, wherein the distance of the protection layer which is about 1-2cm from the upper surface is not exposed to be a proper distance. The above-mentioned all are on-site large-scale manual operations, if the cushion block is placed nonstandard, the bottom layer steel bar mesh is very easy to contact with the template surface, when concrete is poured, the concrete can not enter the bottom layer steel bar mesh bottom surface, the bottom layer steel bar mesh is exposed, oxidized and rusted after the template is removed, the floor slab collapse risk occurs when the serious oxidation and rusting strength is reduced after a long time, the distance between the upper and lower two layers of steel bar meshes is not standard, the designed bearing load strength cannot be achieved if the upper layer steel bar mesh is seriously downwards moved or stacked with the bottom layer steel bar mesh, the negative bending moment is seriously reduced or no negative bending moment is caused, and the floor slab bearing load is seriously reduced or the collapse risk directly occurs; the problems of uneven arrangement intervals of the reinforcing steel bars, reduced quantity, insufficient lapping length of the reinforcing steel bars, infirm binding and the like also cause numerous potential safety quality hazards.

At present, in order to solve the problems of poor quality control, extremely low efficiency and the like of a large number of manual operations on site, a small number of building floors are constructed by adopting an assembly floor process, an assembly type laminated floor is characterized in that the size of each room is disassembled according to a drawing, triangular steel bar trusses (bottom surface lower chord steel bars, top upper chord steel bars and three steel bars which are parallel to each other are prefabricated according to the disassembled size and are connected into a whole through middle web bars) are prefabricated, then peripheral barriers are installed and fixed on a platform or a vibration platform according to the disassembled size to form a mold cavity of each room, then the steel bar trusses with the corresponding size are arranged and fixed in the mold cavity, concrete with the thickness of more than or equal to 6cm is poured into the mold cavity, the two bottom surface lower chord steel bars are positioned in a concrete layer poured in a factory, and one upper chord steel bar at the top is positioned at the upper part outside the concrete layer, after the concrete is cured and hardened to reach a certain strength, the peripheral enclosing blocks are removed, the lifting platform is lifted and evacuated, the maintenance and hardening are continued until the standard delivery strength is reached, the platform can be delivered, the platform is manufactured next time, the assembled type laminated floor plate needs to be customized according to the size of each room, different buildings need to be manufactured separately, each room of a certain building and a certain building needs to be customized separately, the prefabricated, unified and large-scale mass production and preparation in advance cannot be standardized, unified and large-scale mass production and preparation cannot be realized, the maintenance period of concrete cement products is very long, the material supply speed is more seriously influenced, the assembled type laminated floor plate is customized according to the size of each room, the area of each block is very large, great inconvenience is brought to transportation, a large-scale lifting machine is needed on site, the large-block weight which is difficult to lift by a small-scale conventional lifting machine, the complete lifting and installation efficiency of the field installation machine is limited, and a concrete layer with the thickness of more than or equal to 6cm is poured after the lifting and installation to form a laminated floor plate, the thickness is small, and strong and weak current pipes, junction boxes, socket boxes and the like cannot be laid, so that the indoor clear height is reduced by about 2-4cm, when the laminated floor slab is used for pouring concrete in a factory, the lower chord steel bars are poured into a first concrete layer, when the concrete is poured on site in a construction site, the upper chord steel bars and other upper layer steel bars are poured into a second concrete layer, the secondarily poured concrete layers are all structural stress layers, and a complete structural stress layer is divided into two layers, so that the bearing capacity of the whole floor slab is seriously reduced once the structure is not firmly layered, and even the floor slab is seriously damaged.

The assembled floor board is manufactured in a factory, but a plurality of counter bores and through holes are drilled on the cement board or the calcium silicate board, the cushion blocks and the cement pressure board are placed one by one, the cushion blocks are drilled one by one through the cement board or the calcium silicate board and are tightly integrated, and the steel bar truss is welded or fixed into a whole by other modes and the cushion blocks, the steel bar truss, the cushion block, the cement pressure plate or the calcium silicate plate are connected into a whole; or the cushion block and the steel bar truss are welded or fixed into a whole in other modes, screws are put into the through holes one by one and penetrate through the cement board or the calcium silicate board to be drilled into the cushion block to be fastened into a whole, the steel bar truss, the cushion block and the cement pressure board are connected into a whole, after the connection is finished, a plurality of rows of parallel steel bar trusses are arranged on each cement pressure board or calcium silicate board, because connection points are dense, the process is very complicated, the efficiency is low, the capacity is severely limited, the size of the cement pressure board or the calcium silicate board is usually 1220mm to 2440mm, the size of each room is mostly larger than 2440mm, the size of some rooms even reaches more than 6000mm, the cement pressure board or the calcium silicate board is required to be spliced once or for a plurality of times in the direction of the assembled floor boards, the integral bearing strength is reduced, if the cement pressure boards or the calcium silicate boards with different lengths are customized to meet the requirement of one body, according to the production process of the cement pressure boards or the calcium silicate board, the fixed size of the template, the fixed size of the press, the fixed size of the oxygen evaporation bin and other factors determine that the customized production of nonstandard specifications cannot be obviously realized, so that the way of producing cement pressure plates or calcium silicate plates with various lengths and sizes to solve the problem of integration of bottom plates along the direction of assembled floor plates cannot be realized, the splicing process and the splicing cost can be increased by splicing the cement pressure plates or the calcium silicate plates, the loose splicing can cause slurry leakage during concrete pouring, the uneven splicing can cause uneven and warped bottom surfaces of the floor plates, in addition, the assembled floor plates have the serious potential safety hazard of layered hollow drum peeling, as the cement pressure plates or the calcium silicate plates are pressed by a high-pressure process, generally, the compaction degree, the strength and the like of the cement pressure plates or the calcium silicate plates serving as the bottom plates and the concrete layers poured on site are seriously mismatched due to the pressing of more than 5000T, and the linear expansion rate is seriously inconsistent, the empty drum risk and the falling potential safety hazard caused by the inconsistent expansion modulus of the temperature difference change are easily caused, so that the current situation of the traditional floor plate technology and the current situation of partial assembly type technology are applied.

Therefore, aiming at the current situation of floor plate construction in the prior art, the problem that a factory-prefabricated support-free self-structure floor plate, a floor plate structure and a floor structure are in urgent need of being solved is a social problem for promoting building assembly type development.

SUMMERY OF THE UTILITY MODEL

In order to overcome the defects in the prior traditional floor slab technology, the utility model provides a support-free self-structure floor slab, a floor slab structure and a floor body structure, which are used for solving the major quality hidden troubles that the bottom side of a steel bar has no protective layer, the rustiness strength is reduced and the collapse is caused, and the space between double-layer steel bar nets is not enough to bear and seriously reduces or collapses and the like, caused by the fact that a large amount of manual field construction exists in the prior traditional floor slab construction mode, the efficiency is low, the cost is high, the quality is not easy to control, and especially, the bottom steel bar nets lack cushion blocks to fall onto a template due to the manual field operation is not standardized; and the problems that the production efficiency is low, the transportation is difficult, the hoisting is difficult, the potential safety hazard is large and the like puzzles the assembly development in the existing assembly floor board production mode are solved.

The utility model provides a support-free self-structure floor plate, which comprises a plurality of steel bar trusses and a concrete bottom formwork layer, wherein the steel bar trusses are arranged on the concrete bottom formwork layer at intervals, each steel bar truss comprises an upper chord rib, a lower chord rib and a middle web rib, the middle web rib connects the upper chord rib and the lower chord rib to form a frame body, the bottom of the middle web rib protrudes downwards from the lower chord rib to form a hanging support part, the hanging support part is positioned below the lower chord rib, gap through holes are formed between the hanging support part and the lower chord rib in the vertical direction, the hanging support part is positioned in the concrete bottom formwork layer, and the lower chord rib is positioned above the concrete bottom formwork layer.

The bottom of the middle web rib protrudes downwards from the lower chord rib to form a hanging support part, a gap through hole is arranged between the hanging support part and the lower chord rib in the vertical direction, the gap through hole penetrates through the transverse connecting rib to connect the row-shaped steel bar truss into a whole, the hanging support part can form a support on the table top of the vibration moving mold, when the vibration moving mold is poured with concrete to form a concrete bottom mold layer, because the hanging support part has a certain height, a gap is formed between the lower chord rib and the table top, the gap is used for pouring the concrete bottom mold layer, so that the poured concrete bottom mold layer is lower than the lower chord rib, the lower chord rib is prevented from being poured into the concrete bottom mold layer, the transverse tie rib penetrating through the gap through hole of the hanging support part and the hanging support part are positioned in the concrete bottom mold layer together, the connection strength between the truss and the concrete bottom mold layer and the self mechanical strength of the concrete bottom mold layer are ensured, the lower chord rib is prefabricated above the concrete bottom mold layer in the scheme, the concrete bottom die layer plays a role of a template, the lower chord rib and the upper chord rib are both arranged above the concrete bottom die layer and are poured in the same layer when floor concrete is poured, the problem that the lower chord rib is poured in the bottom concrete layer in a factory by the currently adopted assembly type composite floor is completely avoided, the upper chord rib is poured in the upper concrete layer on site, the upper chord rib and the lower chord rib are respectively positioned in the two layers of concrete, so that the integral serious decline is caused, if the dust on the upper surface of the bottom concrete layer is not cleaned completely, a powdering layer is generated on the surface of water loss in the maintenance process, the phenomenon of weak and weak structure of the two layers is easily caused by factors such as insufficient wetting before the upper concrete is poured, the two layers contain structural stress ribs which are structural stress layers, once the layering is approximately equal to the thickness of the floor slab and is reduced by 1/2, the bearing load is seriously reduced, and the great safety hazard of collapse when a heavy object is carried after delivery and use exists, in the scheme, the lower chord ribs and the upper chord ribs are arranged above the concrete bottom die layer, namely outside the concrete bottom die layer, the lower chord ribs and the upper chord ribs are poured in the same concrete structure stress layer, the upper chord ribs, the lower chord ribs and the middle web ribs are integrally formed by one-step pouring, the potential layering hazard is completely avoided, the design strength requirements can be normally exerted by the upper chord ribs and the lower chord ribs, and the potential layering collapse hazard caused by strength reduction is avoided.

The bottom of the middle web rib protrudes downwards from the lower chord rib to form a hanging support part, and auxiliary parts such as cushion blocks, connecting pieces and the like do not need to be added, so that the problem that when another assembled floor plate uses a cement pressure plate or a calcium silicate plate as a bottom plate, a large number of cushion blocks need to be arranged and are connected into a whole through technical processes such as drilling, screw fastening, welding and the like is solved, a steel bar truss is automatically machined and formed in advance through mechanical equipment, the bottom of the middle web rib protrudes downwards from the lower chord rib to form the hanging support part, the hanging support part is directly poured into a concrete bottom mold layer, the steel bar truss and the concrete bottom mold layer are automatically anchored and connected into a whole through the hanging support part, and a large amount of manpower and material resources are saved; in addition, because the bottom template of the support-free self-structure floor board is a concrete bottom template layer poured by concrete, the problems that the cement pressure plates or calcium silicate boards cannot be produced in various lengths and sizes due to the limitation of the production process of the support-free self-structure floor board when the bottom template is used as the bottom template, the sizes of the templates are fixed, the sizes of the press machine and the steam chamber are fixed, and the like, obviously, the customized production of nonstandard specifications cannot be realized, so that the integral property of the bottom board along the direction of the assembled floor board can be solved, the splicing process and the splicing cost can be increased due to the splicing of the cement pressure plates or calcium silicate boards, the slurry leakage during the concrete pouring can be caused due to the imprecise splicing, the bottom surface of the floor board is not flat and warped due to the imprecise splicing, and the like can be realized, the standardized and large-scale production in factories can be realized, the overlong slabs are continuously produced as stocks, and are cut according to any order size and delivered out of factories, greatly shortens the supply time, greatly improves the production efficiency, is easy to control the quality, and can achieve the effects of convenient transportation and hoisting due to portability; in addition, the bottom template is set as a concrete bottom template layer, concrete is poured on the concrete bottom template layer on site to form a floor slab structure stress layer, the upper layer and the lower layer are made of concrete, the materials are matched, the compactness is matched, the strength is matched, and the linear expansion rates are basically consistent, so that the serious material difference, the serious compactness difference and the serious strength difference caused by the fact that a cement pressure plate or a calcium silicate plate (the components are cement, quartz powder, hydrated lime and paper pulp forming slurry materials) and the concrete (the components are stone aggregate) are poured together are avoided, the serious linear expansion rates are seriously inconsistent, the expansion moduli of the two layers with temperature difference change can be seriously inconsistent, and the risk of delamination and hollowing and the major hidden danger of falling are easily caused.

Furthermore, a transverse connecting rib is arranged in the concrete bottom mould layer and connects the plurality of steel bar trusses. The transverse connecting rib is connected with the middle web rib through welding, buckling connection, hook connection, connecting piece connection or a mode of passing through a clearance through hole on the hanging support part, namely is connected with the hanging support part.

Furthermore, a reinforcing mesh is arranged in the concrete bottom mould layer and comprises a plurality of transverse connecting ribs and longitudinal connecting ribs, the transverse connecting ribs and the longitudinal connecting ribs are arranged in a crossed mode, and the reinforcing mesh is connected to the hanging supporting portion of the middle web rib. A plurality of steel trusses are connected to one another. Wherein, the transverse connecting ribs and the longitudinal connecting ribs are thinner steel bars with the diameter less than or equal to phi 6.

Furthermore, a glass fiber mesh cloth is arranged in the concrete bottom mould layer. The glass fiber gridding cloth is connected with the steel bar truss in a buckling connection mode, a hook connection mode, a connecting piece connection mode and the like, and is preferably connected with the hanging support portion. The glass fiber mesh cloth has the functions of enhancing crack resistance and increasing mechanical strength of the concrete bottom die layer.

Furthermore, the middle web rib is connected with the upper chord rib and the lower chord rib in a bending mode to form a plurality of connection points, a corner structure is formed below the lower chord rib, namely the hanging support part is of the corner structure, a gap through hole is formed between the hanging support part and the lower chord rib in the vertical direction, the transverse connecting rib is placed in the gap through hole of the hanging support part and penetrates through the hanging support part on each steel bar truss to connect the steel bar trusses, and the effects of easy placement and firm connection are achieved.

Furthermore, the steel bar truss is a triangular truss and is provided with two lower chord ribs and an upper chord rib, the upper chord rib is positioned above the middle of the two lower chord ribs, the upper chord rib is connected with the two lower chord ribs through middle web ribs on two sides, and the lower chord ribs and the upper chord ribs are arranged in parallel. The lower chord rib is close to one side of the concrete bottom die layer, and the upper chord rib is far away from one side of the concrete bottom die layer.

Furthermore, the steel bar truss is a plane steel bar frame sheet and can be only provided with an upper chord rib and a lower chord rib which are arranged in parallel, the central axis of the upper chord rib and the central axis of the lower chord rib are positioned on the same vertical surface with the concrete bottom die layer, the upper chord rib is connected with the lower chord rib through a middle web rib, the lower chord rib is close to one side of the concrete bottom die layer, and the upper chord rib is far away from one side of the concrete bottom die layer.

Furthermore, the steel bar truss is a square cage, a plurality of upper chord ribs and a plurality of lower chord ribs can be connected into a whole through square steel bar rings in a surrounding mode, the lower chord ribs are close to one side of the concrete bottom die layer, and the upper chord ribs are far away from one side of the concrete bottom die layer.

Furthermore, the steel bar truss and the single or the plurality of independent steel bars are arranged in a staggered and parallel mode at intervals, and the lower chord steel bars and the independent steel bars are located on the same plane and are parallel to the concrete bottom formwork layer.

Further, single or many independent reinforcing bars are connected as an organic wholely through connecting anchor and concrete bed die layer, it sets up in the same direction as independent reinforcing bar direction interval to connect the anchor, it is as an organic whole to connect anchor bottom and concrete bed die layer pouring, the upper end passes through the welding with independent reinforcing bar, the buckle is connected, the couple is connected, modes such as connecting piece connection are fixed as an organic whole, perhaps, single or many independent reinforcing bars pass through the ligature with the transverse connection muscle that sets up in the concrete bed die layer, the welding, the buckle is connected, the couple is connected, modes such as connecting piece connection are fixed as an organic whole. The number of the steel bar trusses can be reduced by arranging the independent steel bars.

Further, exempt from to strut from slat that main specification of structure floor board production is fixed width, the width sets up to 1200mm specification usually, and concrete bottom die layer thickness is less than 25mm, and preferred less than 15mm, very lightweight, the transportation of being convenient for, the hoist and mount of being convenient for, the installation of being convenient for, traditional hoist and mount machinery just can accomplish, need not change large-scale hoist and mount machinery, and the artificial strength also very easy small range moves when mechanical hoist and mount is assembled, and installation accuracy, speed promote by a wide margin. In order to meet the requirements of rooms with various sizes, a small number of adjusting splicing plates with the widths of 10mm, 20mm and 500mm are matched, so that the quick splicing is conveniently realized to meet the requirements of different room sizes.

In a second aspect, the utility model provides a floor slab structure, which comprises the support-free self-structural floor slab and a structural stress layer, wherein the structural stress layer is positioned above a concrete bottom mould layer and is combined with the concrete bottom mould layer into a whole, a plurality of transverse bearing reinforcing steel bars are arranged in the structural stress layer and are arranged at intervals along the longitudinal direction of a steel bar truss to form a row, further, the transverse bearing reinforcing steel bars are placed or installed on the steel bar truss to be connected with the steel bar truss, and the structural stress layer is a concrete layer.

In a third aspect, the utility model further provides a building structure, which comprises a wall body and the floor slab structure, wherein the floor slab structure and the wall body are intersected into a whole, and the wall body and the floor slab structure form an indoor space. By adopting the floor slab structure, the thickness of the floor slab is reduced, the indoor clear height space is enlarged, and the living comfort is improved.

According to the technical scheme, the utility model has the following advantages:

the problem of other assembled floor boards all need the customization production is solved, this exempt from strut from structure floor board is convenient for realize that serialization production overlength slat is as the stock, dispatches from the factory after cutting according to arbitrary order size, greatly shortens the supply time, promotes production efficiency by a wide margin. This exempt from to strut from slat that structure floor board owner specification is fixed width, and the width sets up to 1200mm specification usually, and concrete bottom die layer thickness is less than 25mm, and preferred less than 15mm, very lightweight, the transportation of being convenient for, the hoist and mount of being convenient for, the installation of being convenient for, traditional hoist and mount machinery just can accomplish, need not change large-scale hoist and mount machinery, and artifical strength also very easy miniwatt moves when machinery hoist and mount is assembled, and installation accuracy, speed promote by a wide margin. This exempt from to strut from structure floor board because of the lower chord reinforcing bar exposes on concrete bottom die layer, very makes things convenient for the overlap joint with the overlap joint reinforcing bar when arriving beam column position, satisfies the structure safety requirement.

The scheme realizes that the lower chord reinforcement and the upper chord reinforcement are both arranged above the concrete bottom mould layer and are cast in the same layer when the concrete of the bearing layer of the floor slab structure is cast, thereby completely avoiding the problems that the lower chord reinforcement is cast in the bottom concrete layer in a factory by the assembly type composite floor slab adopted at present, the upper chord reinforcement is cast in the upper lamination layer on site, the upper chord reinforcement and the lower chord reinforcement are respectively positioned in two layers of concrete, which causes serious decline of one body property, if the dust on the upper surface of the bottom concrete layer is not cleaned completely, the powdering layer appears on the water-loss surface in the maintenance process, the factor of insufficient wetting of the upper lamination layer is easy to cause infirm virtual structure phenomenon of the two layers structure, the two layers contain structural bearing ribs which are structural bearing layers, once the layering is approximately equal to the thickness of the floor slab and reduces 1/2, the bearing load is seriously reduced, and the major safety hidden danger of collapse when the bearing weight is delivered and used exists, in the scheme, the lower chord ribs and the upper chord ribs are arranged above the concrete bottom mould layer and are poured in the same concrete structure stress layer, the upper chord ribs, the lower chord ribs and the middle web ribs are integrally formed by one-step pouring, the hidden danger of separation is completely avoided, the upper and lower ribs can normally exert the design strength requirement, and the hidden danger of strength reduction and collapse caused by layering is avoided.

The bottom of the middle web rib protrudes downwards from the lower chord rib to form a hanging supporting part, no additional cushion block is needed, auxiliary parts such as connecting pieces are needed, the cement pressure plate or calcium silicate plate for another assembled floor plate is omitted, a large number of cushion blocks need to be arranged to be connected into a whole through the process procedures of drilling, screw fastening, welding and the like when the cement pressure plate or calcium silicate plate serves as a bottom plate, the steel bar truss is processed and formed automatically through mechanical equipment in advance, the bottom of the middle web rib protrudes downwards from the lower chord rib to form the hanging supporting part, the hanging supporting part is directly poured into the concrete bottom formwork layer, the steel bar truss and the concrete bottom formwork layer are automatically anchored and connected into a whole through the hanging supporting part, and a large amount of manpower and material resources are saved.

In addition, the bottom template is set as a concrete bottom template layer, concrete is poured on the concrete bottom template layer on site to form a floor structure stress layer, the upper layer and the lower layer are made of concrete, the material matching, the compactness matching and the strength matching are achieved, and the linear expansion rate is basically consistent, so that the serious material difference, the serious compactness difference and the serious strength difference caused by the fact that a cement pressure plate or a calcium silicate plate (the components are cement, quartz powder, hydrated lime and pulp forming slurry materials) and the concrete (the components are stone aggregate mostly) are poured together to form another assembled floor plate are avoided, the linear expansion rate is seriously inconsistent, the temperature difference changes two layers of expansion modulus can be seriously inconsistent, and the risk of delamination and hollowing and the major potential danger of shedding are easily caused.

Drawings

In order to more clearly illustrate the technical solution of the present invention, the drawings used in the description will be briefly introduced, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art that other drawings can be obtained based on these drawings without creative efforts.

Fig. 1 is a schematic structural diagram of embodiment 1 of the present invention.

Fig. 2 is a schematic view showing a concrete bottom mold layer with transverse tie bars according to embodiment 1 of the present invention.

Fig. 3 is a front view of fig. 2.

Fig. 4 is a schematic view showing a reinforcing mesh in a concrete bottom mold layer according to embodiment 1 of the present invention.

FIG. 5 is a schematic structural view of a glass fiber mesh fabric in embodiment 1 of the present invention

Fig. 6 is a schematic view showing the fitting of the steel bar truss and the independent steel bars in embodiment 1 of the present invention.

Fig. 7 is a schematic structural diagram of embodiment 2 of the present invention.

Fig. 8 is a schematic structural diagram of embodiment 3 of the present invention.

In the figure, 1, a concrete bottom mould layer, 2, a steel bar truss, 3, a steel bar net sheet, 4, a structural stress layer, 5, a wall body, 6, glass fiber gridding cloth, 7, independent steel bars, 21, upper chord bars, 22, lower chord bars, 23, middle web bars, 31, transverse connecting bars, 32, longitudinal connecting bars, 231 and a hanging supporting part.

Detailed Description

In order to make the objects, features and advantages of the present invention more obvious and understandable, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings in the present embodiment, and it is apparent that the embodiments described below are only a part of embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the scope of protection of this patent.

Detailed description of the preferred embodiment 1

As shown in fig. 1 to 6, the present embodiment provides a support-free self-structural floor slab, including a steel bar truss 2 and a concrete bottom formwork layer 1, where the steel bar truss 2 has a plurality of steel bar trusses and is arranged on the concrete bottom formwork layer 1 at intervals, the steel bar truss 2 includes an upper chord rib 21, a lower chord rib 22 and a middle web rib 23, the middle web rib 23 connects the upper chord rib 21 and the lower chord rib 22 to form a frame body, the bottom of the middle web rib 23 protrudes downward from the lower chord rib 22 to form a hanging support portion 231, the hanging support portion 231 is located below the lower chord rib 22, the hanging support portion 231 and the lower chord rib 22 have a clearance through hole in the vertical direction, the hanging support portion 231 is located in the concrete bottom formwork layer 1, and the lower chord rib 22 is located above the concrete bottom formwork layer 1. In some embodiments, a transverse connecting rib 31 (see fig. 2 and 3) is disposed in the concrete bottom mold layer 1, the transverse connecting rib 31 connects the plurality of steel bar trusses 2, and the transverse connecting rib 31 is connected with the middle web rib 23, that is, the hanging support 231, by welding, snap-fit connection, hook connection, connector connection, or by passing through a clearance through hole of the hanging support 231; in other embodiments, a steel mesh 3 (see fig. 4) is disposed in the concrete bottom mold layer 1, the steel mesh 3 includes a plurality of transverse connecting ribs 31 and longitudinal connecting ribs 32, the transverse connecting ribs 31 and the longitudinal connecting ribs 32 are arranged in a crossing manner, the steel mesh 3 is connected to the middle web rib 23, and the plurality of steel trusses 2 are connected together. Wherein, the transverse connecting rib 31 and the longitudinal connecting rib 32 are both thinner steel bars with the diameter less than or equal to phi 6. In some embodiments, a glass fiber mesh cloth 6 (see fig. 5) is disposed in the concrete bottom mold layer 1, instead of the steel mesh 3, so as to achieve crack resistance and reinforcement. The middle web rib 23 is connected with the upper chord rib 21 and the lower chord rib 22 in a bending mode to form a plurality of connection points, a corner structure is formed below the lower chord rib 22, namely the hanging support 231 is of a corner structure, a gap through hole is formed between the hanging support 231 and the lower chord rib 22 in the vertical direction, the transverse connecting rib 31 is placed in the gap through hole of the hanging support 231, and the transverse connecting rib penetrates through the hanging support 231 on each steel bar truss 2 to connect the steel bar trusses 2, so that the effects of easy placement and firm connection are achieved.

The steel bar truss 2 is preferably a triangular truss and is provided with two lower chord tendons 22 and an upper chord tendon 21, the upper chord tendon 21 is positioned above the middle of the two lower chord tendons 22, the upper chord tendon 21 is connected with the two lower chord tendons 22 through middle web tendons 23 on two sides, and the lower chord tendons 22 and the upper chord tendons 21 are arranged in parallel; or only one upper chord rib 21 and one lower chord rib 22 can be arranged in parallel, and the central axes of the upper chord rib and the lower chord rib are positioned on the same vertical plane; or a square cage surrounded by two upper chord ribs 21 and two lower chord ribs 22.

The steel bar truss 2 and one or more independent steel bars 7 are arranged in parallel at intervals in a staggered mode (see fig. 6), and the lower chord 23 and the independent steel bars 7 are located on the same plane and are parallel to the concrete bottom formwork layer 1. Further, single or many independent reinforcing bars 7 are connected as an organic wholely through connection anchor and concrete bed die layer 1, connection anchor is in the same direction as independent reinforcing bar 7 direction interval setting, connection anchor bottom is as an organic wholely with the pouring of concrete bed die layer, the upper end passes through the welding with independent reinforcing bar 7, the buckle is connected, the couple is connected, modes such as connecting piece are fixed as an organic wholely, single or many independent reinforcing bars 7 pass through with the transverse connection muscle 31 of setting in the concrete bed die layer 1 through the ligature, the welding, the buckle is connected, the couple is connected, modes such as connecting piece are fixed as an organic wholely. The number of the steel-bar trusses 2 used can be reduced by providing the independent steel bars 7.

In addition, this exempt from to strut from structure floor board production main specification is fixed width's slat, and the width sets up to 1200mm specification usually, and 1 thickness on concrete bottom mould layer is less than 25mm, preferably is less than 15mm, and very lightweight is convenient for transport, the hoist and mount of being convenient for, the installation of being convenient for, traditional hoist and mount machinery just can accomplish, need not change large-scale hoist and mount machinery, and artifical strength also very easy small range moves when machinery hoist and mount is assembled, and installation accuracy, speed promote by a wide margin. In order to meet the requirements of rooms with various sizes, a small number of adjusting splicing plates with the widths of 10mm, 20mm and 500mm are matched, so that the quick splicing is conveniently realized to meet the requirements of different room sizes.

Detailed description of the preferred embodiment 2

As shown in fig. 7, this embodiment provides a floor slab structure, exempt from to strut from structure floor board in embodiment 1, still include structure stress layer 4, structure stress layer 4 is located the top of concrete bed die layer 1 and both combine as an organic wholely, be provided with many horizontal load-bearing reinforcing bars in the structure stress layer 4, many horizontal load-bearing reinforcing bars form the row along the longitudinal direction interval arrangement of steel bar truss 2, and is further, horizontal load-bearing reinforcing bar is placed or is installed and be connected with steel bar truss 2 on steel bar truss 2, structure stress layer 4 is the concrete layer.

Detailed description of preferred embodiments 3

As shown in fig. 8, the present embodiment provides a building structure, which includes a wall 5 and a floor structure in embodiment 2, wherein the floor structure is integrated with the wall 5, and the wall 5 and the floor structure form an indoor space. By adopting the floor slab structure, the thickness of the floor slab is reduced, the indoor clear height space is enlarged, and the living comfort is improved.

The terms "upper", "lower", "outside", "inside", and the like in the description and claims of the present invention and the above-described drawings (if any) are used for distinguishing relative positions without necessarily being construed qualitatively. It is to be understood that the data so used is interchangeable under appropriate circumstances such that the embodiments of the utility model described herein are capable of operation in other sequences than those illustrated or described herein. Furthermore, the terms "include" and "have," as well as any variations thereof, are intended to cover a non-exclusive inclusion.

The previous description of the disclosed embodiments is provided to enable any person skilled in the art to make or use the present invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the utility model. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A self-structure floor plate without support is characterized by comprising a steel bar truss (2) and a concrete bottom mould layer (1), the steel bar trusses (2) are arranged on the concrete bottom mould layer (1) at intervals, the steel bar truss (2) comprises an upper chord rib (21), a lower chord rib (22) and a middle web rib (23), the middle web rib (23) connects the upper chord rib (21) and the lower chord rib (22) to form a frame body, the bottom of the middle web rib (23) protrudes downwards from the lower chord rib (22) to form a hanging support part (231), the hanging support part (231) is positioned below the lower chord rib (22), a clearance through hole is formed between the hanging support part (231) and the lower chord rib (22), the hanging support portion (231) is located in the concrete bottom mould layer (1), and the lower chord ribs (22) are located above the concrete bottom mould layer (1).

2. The shoring-free self-structural floor slab as claimed in claim 1, wherein a transverse connecting rib (31) is provided in the concrete bottom formwork layer (1), the transverse connecting rib (31) connecting a plurality of steel bar trusses (2).

3. The shoring-free self-structural floor slab as claimed in claim 1, wherein a steel bar mesh (3) is arranged in the concrete bottom formwork layer (1), the steel bar mesh (3) comprises a plurality of transverse connecting ribs (31) and longitudinal connecting ribs (32), the transverse connecting ribs (31) and the longitudinal connecting ribs (32) are arranged in a crossed manner, and the steel bar mesh (3) connects a plurality of steel bar trusses (2).

4. The shoring-free self-construction floor slab as claimed in claim 1, characterised in that a glass fibre mesh (6) is arranged in the concrete bottom formwork layer (1).

5. The shoring-free self-structural floor slab as claimed in claim 2, wherein the middle web rib (23) connects the upper chord rib (21) and the lower chord rib (22) in a bending manner to form a plurality of connection points, and a corner structure is formed below the lower chord rib (22), the corner structure is a hanging support (231), the transverse connection rib (31) is placed in the clearance through hole of the hanging support (231), and the plurality of steel bar trusses (2) are connected through the corner structure on each steel bar truss (2).

6. The shoring-free self-construction floor slab of claim 1, wherein the steel bar truss (2) is a triangular truss having two lower chord members (22) and an upper chord member (21), the upper chord member (21) is located at the middle upper part of the two lower chord members (22), the upper chord member (21) is connected with the two lower chord members (22) through middle web members (23) at two sides, and the lower chord members (22) and the upper chord member (21) are arranged in parallel.

7. A shoring-free self-construction floor slab according to claim 1, characterised in that the thickness of the concrete bottom formwork layer (1) is less than 25 mm.

8. The support-free self-structural floor plate as claimed in claim 1, wherein independent steel bars (7) are further arranged on the concrete bottom formwork layer (1), the steel bar trusses (2) and the independent steel bars (7) are arranged in parallel at intervals in a staggered mode, and the independent steel bars (7) are located outside the concrete bottom formwork layer (1).

9. A floor slab structure, comprising the shoring-free self-structural floor slab of any one of claims 1 to 8, and further comprising a structural stress layer (4), wherein the structural stress layer (4) is located above the concrete bottom formwork layer (1) and is combined into a whole, a plurality of transverse bearing steel bars are arranged in the structural stress layer (4), and the plurality of transverse bearing steel bars are arranged at intervals along the longitudinal direction of the steel bar truss (2).

10. A building structure comprising a wall and a floor structure according to claim 9, the floor structure being integral with the intersection of the wall (5), the wall (5) and the floor structure forming an interior space.