CN215167031U - Two-way coincide floor that rib just exempted from to prop up form removal is not gone out to four sides - Google Patents

Abstract

The utility model provides a two-way coincide floor that rib and exempt from to prop up the form removal is not gone out to four sides. The bidirectional composite floor slab comprises at least two prefabricated slabs, a cast-in-place composite layer, a prefabricated slab bottom stress reinforcing mesh, a plurality of truss reinforcing steel bars, an additional reinforcing mesh, a steel formwork mesh and a spliced seam. The prefabricated plate four sides do not go out the muscle, and the truss reinforcing bar is vertical to be worn to establish in prefabricated plate and cast-in-place coincide, and the piece is located between two adjacent prefabricated plates, and steel form net spanes two adjacent prefabricated plates, and steel form net has the net body and the stiffening rib of protruding play net body, and the stiffening rib embedding is in the space of piece, and additional reinforcing bar net transversely overlaps on piece and steel form net. The utility model can ensure the stress performance of the separated seam part and the bidirectional plate, ensure the structure safety and simplify the mold erecting and disassembling process while realizing no ribs on four sides of the bidirectional superposed floor slab; meanwhile, the problem of error coordination of actual production, construction and installation of the separated joint can be solved.

Description

Two-way coincide floor that rib just exempted from to prop up form removal is not gone out to four sides

Technical Field

The utility model belongs to the technical field of the construction, especially, relate to a two-way coincide floor that rib and exempt from to prop up form removal is not gone out to four sides.

Background

At present, the truss reinforced concrete composite floor slab is widely applied to an assembly type building, wherein the bidirectional composite floor slab still mainly adopts integral type seam connection, ribs need to be formed on four sides of the side of a prefabricated slab through the integral type seam, a wide seam post-pouring belt is reserved in construction and installation, the rib formation of the four sides of the prefabricated slab causes poor template universality, complex production process, increased difficulty in finished product protection and transportation, troublesome rib positioning of the post-pouring belt during installation of the prefabricated slab during construction, and the formwork support and the formwork removal of the post-pouring belt which is reserved after the installation are also needed, so that the labor force is not facilitated to control the increasing labor cost. It can be seen that although the integral seam-connected two-way laminated floor slab is stressed reliably, a series of problems which are not good for process efficiency are caused in production and construction.

Therefore, in order to avoid ribs on four sides of the precast slabs, some separated joint close-spliced bidirectional superposed floors also appear, which comprise various types such as prestressed floors, floors with concrete ribs replacing truss steel bars or floors with reserved press grooves. But the stress performance guarantee of the separated joint part still remains an important problem to be concerned, the floor system not only bears the out-of-plane dead load and live load of the floor, but also transmits the in-plane earthquake action and wind load to each lateral force resisting component, for the laminated floor with the separated joint, the rigidity of the prefabricated layer is discontinuous due to the existence of the joint, so that the connection between the floor slabs and between the beam plates must be guaranteed to have enough strength so as to guarantee the stress safety of the floor slabs under the in-plane and external load actions. In addition, errors of actual production and construction installation are coordinated, for example, when the floor slabs are spliced by the reserved pressing grooves on the plate sides, the situation that the pressing grooves of the precast slabs on the two sides of the joint are not matched exists in actual installation, and the connecting steel bars are influenced to be placed into the pressing grooves. When the superposed layer concrete is cast after construction, slurry leakage is easy to occur at the separated type abutted seam position without plugging or formwork supporting treatment, the construction environment is polluted and secondary cleaning is needed, certain labor workload is needed if abutted seam plugging or formwork supporting and removing treatment is carried out, and work efficiency guarantee and cost control are not facilitated. In addition, for the buildings of living or buildings without suspended ceilings, namely the building appearance has the requirement of no open joint on the floor slab, and how to conceal the splicing joint needs to be considered.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing a two-way composite floor slab without ribs on four sides and without supporting and removing the formwork, which can ensure the stress performance of a separated seam part and a two-way plate, ensure the structural safety and simplify the supporting and removing procedures while realizing no ribs on four sides of the two-way composite floor slab; meanwhile, the problem of error coordination of actual production, construction and installation of the separated joint can be solved.

The utility model is realized in such a way, the bidirectional superposed floor slab without ribs on four sides and without formwork stripping comprises at least two prefabricated slabs, a cast-in-place superposed layer, a prefabricated slab bottom stress reinforcing bar net, a plurality of truss reinforcing bars, an additional reinforcing bar net, a steel formwork net and a splicing seam; the prefabricated slab is characterized in that no rib is arranged on four sides of the prefabricated slab, the plurality of truss steel bars vertically penetrate through the prefabricated slab and the cast-in-place laminated layer, the plurality of truss steel bars are arranged at positions close to the side edge of the prefabricated slab in an encrypted manner, the prefabricated slab bottom stress steel bar net is transversely laid at the bottom of the prefabricated slab, and the bottom ends of the plurality of truss steel bars are positioned above the prefabricated slab bottom stress steel bar net;

the splicing seam is positioned between two adjacent prefabricated plates, the steel formwork net spans the two adjacent prefabricated plates and is positioned between two truss reinforcing steel bars close to the splicing seam, the steel formwork net is provided with a net body and a stiffening rib protruding out of the net body, a gap with a certain width is reserved at the splicing seam, the stiffening rib is embedded into the gap of the splicing seam, and the additional reinforcing steel bar net is transversely lapped on the splicing seam and the steel formwork net.

Furthermore, the bottom of the side face close to the abutted seam of the two adjacent prefabricated plates is provided with a chamfer structure, the chamfer structures of the two prefabricated plates jointly enclose a cavity with a triangular vertical section, and a cracking-preventing treatment layer is arranged in the cavity.

Furthermore, the chamfer structure on the side edge of the precast slab comprises a non-crack-resistant measure, a slab end support or a slab side support; the chamfer structure with the anti-cracking measure is characterized in that a step is arranged at the position, close to the plate side, of the bottom of the precast slab, and the step is used as a space for accommodating the anti-cracking measure.

Furthermore, the joint surfaces of the end and the side of the precast slab and the post-cast concrete of the peripheral component are rough surfaces which are manufactured by exposed aggregate, and the joint surfaces of the top surface of the precast slab and the cast-in-place superposed layer are rough surfaces which are manufactured by galling; the concave-convex depth of the rough surface is not less than 4mm, and the area of the rough surface is not less than 80% of the joint surface; the bottom surface of the precast slab and the plate-side joint surface in a non-plate-side support form are smooth template surfaces.

Furthermore, the anti-cracking treatment layer comprises a wet treatment structure or a dry treatment structure, wherein the bottom of the abutted seam of the wet treatment structure is blocked by an elastic material, and the cavity is pasted with a floating facing by alkali-resistant glass fiber mesh cloth; the dry processing structure adopts a metal or nonmetal buckle plate to shield and cover the abutted seam part.

Furthermore, the number of the prefabricated plates contained in the bidirectional composite floor slab is odd, and the positions of all the abutted seams are staggered with the midspan position of the bidirectional composite floor slab.

Further, the additional reinforcing mesh comprises a structural reinforcing bar arranged along the splicing seam direction and a stress reinforcing bar arranged along the direction perpendicular to the splicing seam direction; at least two truss steel bars are distributed in the area where the stressed reinforcing bars extend into the cast-in-place superposed layer; the length of the stressed reinforcing steel bar anchored into the cast-in-place superposed layer is not less than the length of the tensioned lapping of the prefabricated plate bottom stressed reinforcing steel bar mesh in the same direction as the prefabricated plate; the structural reinforcement is placed below the stressed reinforcement.

Further, the steel template net is formed by processing galvanized steel sheets and is poured together with the concrete of the cast-in-place laminated layer.

Compared with the prior art, the utility model, following beneficial effect has at least:

(1) the utility model provides a two-way coincide floor has at each industry link of design, production, construction and is showing the effect, is favorable to promoting the industrialization process that the building assembled was built, and the range of application is extensive. The stress safety of the component can be fully ensured, the abutted seam is firmly connected under the action of earthquake, and the inside and outside stress performance of the bidirectional floor slab is considered. The prefabricated plate has the remarkable effects that the four edges of the prefabricated plate can not be provided with steel bars, the universality of a template can be improved without punching for plate end formwork support, the production process is simplified, and the production efficiency is improved; meanwhile, the prefabricated plates are convenient to position during construction, formwork erecting and formwork detaching can be avoided at the splicing positions of the prefabricated plates, slurry leakage is prevented, the construction efficiency is improved, and the labor cost is controlled.

(2) The utility model provides a two-way coincide floor carries out prefabricated plate truss reinforcing bar at piece department and encrypts, the prefabricated plate piece top sets up additional reinforcing bar net and steel formwork net to guarantee the atress performance of disconnect-type seam part and two-way board, guarantee the structural security. The truss steel bars on the side of the prefabricated plate can improve the constraint effect on the additional steel bar net, and the effective stress of the steel bar net added at the splicing seam position is ensured. The steel template net bears a part of abutted seam structure force transmission on the plate top superposed layer and is used as a crack prevention reinforcing measure to prevent the abutted seams of the prefabricated layer from opening firstly under the action of internal and external stress, and further prevent the superposed layer at the corresponding position from being changed into a stressed weak surface of the plate section and from being cracked in a concentrated manner to cause local damage prematurely; and for the prefabricated layer at the bottom of the plate, the stress capacity of the abutted seams can be enhanced.

(3) The utility model provides a two-way coincide floor, prefabricated plate piece leave the piece space of certain width for coordinate the error of prefabricated plate production, construction installation, be used for coordinating the deformation that comprehensive reasons such as shrinkage deformation, temperature deformation and the different in nature material packing associativity of piece both sides prefabricated plate concrete material arouse simultaneously. Meanwhile, the stiffening ribs of the steel template net are placed in the abutted seam cavities for positioning, so that the abutted seam slurry leakage prevention measures can be taken while the function of preventing cracking or absorbing deformation of the abutted seam position is achieved, a formwork erecting and disassembling process of the abutted seam position is omitted, the stress is facilitated, the work efficiency is improved, and the labor cost is saved.

(4) The utility model provides a two-way coincide floor, with prefabricated plate truss reinforcing bar encryption, prefabricated plate piece top set up additional reinforcing bar net and steel formwork net effective combination, optimize the atress structure, full play, the advantage of each component, structure, work efficiency and economic benefits are showing. The bidirectional composite floor slab has the advantages that the stress performance is guaranteed, meanwhile, the material, labor, construction period and cost are comprehensively considered, the overall structure is efficient and economical, the economy and the applicability are good, the structural structure, the abutted seam hiding and the mechanical and electrical integration are realized through the bidirectional composite floor slab, and the bidirectional composite floor slab is suitable for assembly type concrete buildings and steel structure building systems.

Drawings

Fig. 1 is a schematic longitudinal cross-sectional view of a seam position of a bidirectional composite floor slab, which is provided by a first embodiment of the present invention, and has no ribs on four sides and is free from support and removal;

fig. 2 is a schematic longitudinal cross-sectional view of a side edge/end position of a bidirectional composite floor slab, which is provided by the first embodiment of the present invention, and has no ribs on four sides and is free from support and removal;

FIG. 3 is a plan view of a steel formwork mesh provided in accordance with an embodiment of the present invention;

FIG. 4 is a side view of a steel form panel according to an embodiment of the present invention;

fig. 5 is a schematic structural diagram of a side position of a prefabricated slab provided with an anti-cracking measure on a side edge according to an embodiment of the present invention;

fig. 6 is a distribution diagram of truss steel bars in a prefabricated slab according to an embodiment of the present invention;

fig. 7 is a schematic structural diagram of an anti-cracking treatment layer constructed by a wet method according to an embodiment of the present invention;

fig. 8 is a schematic structural view of an anti-cracking treatment layer constructed by a dry construction method according to a second embodiment of the present invention;

in the figure: 1, precast slab; 2-casting a laminated layer in situ; 3-prefabricating a slab bottom stress reinforcing mesh; 4-truss reinforcing steel bars; 5-adding a reinforcing mesh; 51-structural reinforcement; 52-force reinforcement; 6-steel template mesh; 61-a mesh body; 62-a stiffener; 7-splicing seams; 8-an anti-cracking treatment layer constructed by a wet method; 8' -anti-cracking treatment layer constructed by dry construction method; 9-an elastic material.

Detailed Description

In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention is further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.

In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, and are only for convenience of description and simplification of description, but do not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention; the terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance; furthermore, unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, as they may be fixedly connected, detachably connected, or integrally connected, for example; the two components can be directly connected or indirectly connected through an intermediate medium, and the two components can be communicated with each other. The specific meaning of the above terms in the present invention can be understood in specific cases to those skilled in the art.

The first embodiment is as follows:

referring to fig. 1 and 2, there is shown a two-way composite floor slab without ribs on four sides and without form removal in this embodiment, which includes at least two prefabricated slabs 1, a cast-in-place composite layer 2, a prefabricated slab bottom stressed reinforcement mesh 3, a plurality of truss reinforcements 4, an additional reinforcement mesh 5, a steel formwork mesh 6 and a seam 7.

The precast slab 1 four sides do not play the muscle, and a plurality of truss reinforcing bars 4 vertically wear to establish in precast slab 1 and cast-in-place coincide layer 2. And, a plurality of truss reinforcing steel bars 4 are arranged at positions close to the side edges of the prefabricated panels 1 in an encrypted manner.

The prefabricated plate bottom stress reinforcing mesh 3 is transversely paved at the bottom of the prefabricated plate 1.

The seam 7 is located between two adjacent prefabricated panels 1, and a gap with a certain width is reserved at the seam 7, and in this embodiment, the width of the gap is 10 mm.

The steel formwork mesh 6 spans two adjacent prefabricated panels 1 and is positioned between two truss steel bars 4 close to the abutted seam 7. Referring to fig. 3 and 4, the steel formwork mesh 6 has a mesh body 61 and a reinforcing rib 62 protruding from the mesh body, and the additional reinforcing mesh 5 transversely overlaps the splice seam 7 and the steel formwork mesh 6.

Specifically, the steel formwork mesh 6 is formed by processing a galvanized steel sheet, and is cast together with the concrete of the cast-in-place laminated layer 2. The stiffening ribs 62 of the steel template net 6 are embedded into gaps of the abutted seams 7 for positioning, so that the abutted seams 7 can be effectively blocked, slurry leakage can be prevented, and the formwork erecting and dismantling labor workload of the abutted seams 7 can be avoided when the cast-in-place laminated layer 2 is poured while the effect of preventing cracking or absorbing deformation of the abutted seam positions is achieved. The steel template net 6 bears a part of the structural force of the abutted seams 7 for the cast-in-place superposed layer 2 on the top of the plate, and simultaneously serves as a crack-preventing reinforcing measure to prevent the abutted seams 7 from opening firstly under the action of inside and outside stress, so that the cast-in-place superposed layer 2 at the corresponding position is changed into a stressed weak surface of the plate section and is cracked in a concentrated manner firstly to cause local damage prematurely; for the precast slab 1 at the bottom of the slab, the stress capability of the abutted seam 7 can be enhanced.

The top of the cast-in-place superposed layer 2 is provided with a reinforcing steel bar, the reinforcing steel bar is bound to carry out pipeline arrangement, and a crack-preventing treatment layer 8 can be applied to the bottom joint 7 of the plate when a crack at the bottom of the plate is required to be concealed.

The upper chamfer is not arranged on the chamfer of the edge of the precast slab 1, and the lower chamfer is adopted, so that the influence of the production efficiency and the error of the precast member is considered. The periphery of each prefabricated plate 1 is provided with a chamfer structure, the chamfer structures of the two prefabricated plates 1 jointly enclose a cavity with a triangular vertical section, and the anti-cracking treatment layer 8 is arranged in the cavity.

The joint surfaces of the slab end and the slab side of the precast slab 1 and the post-cast concrete of the peripheral members are rough surfaces which are manufactured by exposed aggregate, and the joint surfaces of the top surface of the precast slab 1 and the cast-in-place laminated layer 2 are rough surfaces which are manufactured by napping; the concave-convex depth of the rough surface is not less than 4mm, and the area of the rough surface is not less than 80% of the combined surface; the bottom surface of the prefabricated slab 1 and the plate-side joint surface in the form of a non-plate-side support adopt smooth template surfaces.

The forms of the chamfer structures on the side edges of the precast slabs 1 comprise no anti-cracking measures, slab end supports or slab side supports. Referring to fig. 5, the chamfer structure with anti-cracking measures is that a step 11 is formed at a position close to the plate side at the bottom of the precast slab 1 to serve as a space for accommodating the anti-cracking measures.

The abutted seams 7 between the prefabricated panels 1 are arranged along the direction of large stress of the two-way panels and are not arranged at the maximum bending moment (generally, the midspan position) of the direction of small stress of the two-way panels, and the positions of all the abutted seams 7 are staggered with the midspan position of the two-way laminated floor. The number of split prefabricated slabs 1 in the floor area grid is preferably odd, and 3 or 5 prefabricated slabs are preferably adopted; the prefabricated slab 1 is deeply designed by considering the production, transportation and construction conditions of a prefabricated component factory, such as the size of a mould table, the height and weight of transportation limit, the weight and height of construction hoisting and the like.

The additional reinforcing mesh 5 comprises a construction reinforcing bar 51 arranged along the seam splicing direction and a stress reinforcing bar 52 arranged along the direction vertical to the seam splicing direction; at least two truss steel bars 4 are distributed in the area where the stressed reinforcing bars 52 extend into the cast-in-place laminated layer 2; the length of the stressed reinforcing bars 52 anchored into the cast-in-place superposed layer 2 is not less than the length of the tensioned lapping length of the prefabricated plate bottom stressed reinforcing mesh 3 in the same direction as the prefabricated plate 1; the structural reinforcement 51 is placed below the force-bearing reinforcement 52.

In this embodiment, when the thickness of the wall panel is not less than 150mm and the thickness of the corresponding cast-in-place laminated layer 2 is not less than 90mm, a tight splicing connection mode can be adopted, that is, no rib is formed on four sides of the prefabricated panel 1, one truss steel bar 4 is encrypted on the side edge of the prefabricated panel 1, the splicing seams of the adjacent panel sides, panel ends and panel side supports are spliced by adopting a separated seam 7, an additional steel bar net 5 and a steel formwork net 6 are spliced, the steel bars between the adjacent panel sides are stress reinforcing bars 52 configured according to stress calculation, and the steel bars of the panel ends and the panel side supports are configuration reinforcing bars 51.

The maximum bending moment in the span of the wallboard in the direction perpendicular to the abutted seam 7 is taken as the bending bearing capacity of the positive section of the stressed reinforcement 52. The area of the additional reinforcing mesh 5 is determined by calculation and is not less than the area of the steel bar at the bottom of the middle-span plate in the corresponding stress direction; the diameter of the additional steel bar is not smaller than 10mm, the spacing is 50mm as a modulus and is not larger than 200 mm; the length of the additional steel bars extending into the cast-in-place superposed layer 2 is not less than two steel bar trusses 4, and the anchoring length is not less than the tensile lapping length of the steel bars in the same direction in the precast slab 1. The construction reinforcing bars 51 are arranged at the lower layer of the stress reinforcing bars 52, the number of the construction reinforcing bars 51 at each side in the overlapping range is not less than 2, the diameter of the construction reinforcing bars 51 is not less than 6mm, and the distance between the construction reinforcing bars 51 is not more than 300 mm.

The truss reinforcing steel bars 4 are preferably arranged along the main stress direction and are arranged on the prefabricated plate bottom stress reinforcing mesh 3, so that the truss lower chord reinforcing steel bars are not suitable to be used as stress reinforcing steel bars of the laminated plate. Referring to fig. 6, the truss steel bars 4 in the precast slabs 1 are preferably symmetrically arranged; for the two-way laminated slab, compared with the one-way laminated slab, a truss steel bar 4 is arranged at a position which is far away from the side edge of the prefabricated slab 1 in an encrypted manner, namely the distance between the 1 st truss steel bar 4 and the side edge of the prefabricated slab 1 is not more than 150mm, the distance between the 2 nd truss steel bar 4 and the 1 st truss steel bar 4 is not more than 300mm, and the distance between other truss steel bars 4 is not more than 600mm and not more than 800 mm.

In this embodiment, the anti-cracking treatment layer is a wet construction method, which requires that the cavity of the abutted seam is not filled with mortar. Referring to fig. 7, a structure of the crack-resistant treatment layer is shown, in the wet method, the lower chamfer position of the prefabricated slab is firstly sealed by using an elastic material 9, and then the inner groove at the bottom of the prefabricated slab 1 is pasted with a floating facing by using alkali-resistant glass fiber mesh cloth. The design of preventing cracking of the bottom joints of the wet-type construction method (alkali-resistant glass fiber gridding cloth) meets the following regulations: the bottom of the side edge of the precast slab 1 is provided with a chamfer, and the size of the chamfer is not less than 15mm multiplied by 15 mm; the depth of a reserved groove at the bottom of the plate is not less than 5mm, and the width of the groove part at two sides is not less than 150mm respectively; gaps of 10mm are reserved in the width of the abutted seams 7 between the plates, and measures are taken to ensure that the gaps of the abutted seams 7 are not filled with mortar when the cast-in-place laminated layer 2 is poured.

The construction steps of the bidirectional composite floor slab of the embodiment are as follows:

s1, prefabricating the prefabricated slab 1 without ribs on four sides, and reserving pipeline holes in the manufacturing process of the prefabricated slab 1;

s2, transporting the precast slab 1 to a construction site, setting an independent support on the site, and hoisting the precast slab 1 in place;

s3, placing steel template nets 6 at the positions of the abutted seams 7, and then binding additional reinforcing steel bar nets 5;

s4, arranging an electromechanical pipeline layer, binding a reinforcing mesh on the top of the cast-in-place laminated layer 2, and arranging a protective layer positioning piece;

s5, pouring the cast-in-place laminated layer 2 and maintaining;

and S6, constructing the anti-cracking treatment layer 8 at the bottom of the plate according to requirements.

To sum up, the two-way coincide floor that this embodiment provided has following beneficial effect:

(1) the method has obvious effects in various industrial links of design, production and construction, is favorable for promoting the industrialization process of building assembly type construction, and has wide application range. The stress safety of the component can be fully ensured, the abutted seams 7 are firmly connected under the action of an earthquake, and the inside and outside stress performance of the bidirectional composite floor slab is considered. The prefabricated plate has the remarkable effects that the four edges of the prefabricated plate 1 can not be provided with steel bars, the universality of a template can be improved without punching a plate end formwork, the production process is simplified, and the production efficiency is improved; meanwhile, the prefabricated plate 1 is convenient to locate during construction, formwork erecting and formwork detaching can be avoided at the position of the abutted seam 7 of the prefabricated plate 1, slurry leakage is prevented, construction efficiency is improved, and labor cost is controlled.

(2) The truss steel bars 4 are encrypted at the joints 7, and the top of the joints 7 is provided with the additional steel bar net 5 and the steel template net 6, so that the stress performance of the separated joint part and the bidirectional plate is ensured, and the structural safety is ensured. The truss steel bars 4 encrypted at the side of the precast slab 1 can improve the constraint effect on the additional reinforcing mesh 5, and ensure the effective stress of the reinforcing mesh 5 added at the position of the abutted seam 7. The steel template net 6 bears a part of the structural force of the abutted seams 7 for the cast-in-place superposed layer 2 on the top of the plate, and simultaneously serves as a crack-preventing reinforcing measure to prevent the abutted seams 7 from opening firstly under the action of inside and outside stress, so that the cast-in-place superposed layer 2 at the corresponding position is changed into a stressed weak surface of the plate section and is cracked in a concentrated manner firstly to cause local damage prematurely; for the precast slab 1 at the bottom of the slab, the stress capability of the abutted seam 7 can be enhanced.

(3) A gap with the width of 10mm is reserved between the adjacent precast slabs 1 for coordinating the errors of production, construction and installation of the precast slabs, and simultaneously for coordinating the shrinkage deformation and the temperature deformation of the precast slab concrete materials at the two sides of the seam 7, the deformation caused by the combination reasons of filling and combining of the anisotropic materials and the like. Meanwhile, the stiffening ribs 62 of the steel template net 6 are placed in gaps of the abutted seams 7 for positioning, so that the anti-cracking or absorbing deformation of the abutted seam positions can be realized, the anti-slurry leakage measures of the abutted seams 7 can be realized, the die erecting and disassembling processes of the abutted seam positions 7 are omitted, the stress is facilitated, the work efficiency is improved, and the labor cost is saved.

(4) The split joint concealing treatment measures are provided for buildings of residences or buildings without suspended ceilings, namely when the appearance of the buildings has no open joint requirements on floor slabs, the wet or dry anti-cracking measures at the bottoms of the plate joints are combined with the inside and the outside of the steel template nets arranged at the split joints of the prefabricated layers, and the anti-cracking effect is obvious.

(5) The truss steel bars 4 in the prefabricated slab 1 are encrypted, the top of the abutted seam 7 is provided with the additional steel bar net 5 and the steel formwork net 6 which are effectively combined, the stress structure is optimized, the advantages of all components are fully exerted, and the structure, the work efficiency and the economic effect are obvious. The bidirectional composite floor slab has the advantages that the stress performance is guaranteed, meanwhile, the material, labor, construction period and cost are comprehensively considered, the overall structure is efficient and economical, the economy and the applicability are good, the structural structure, the abutted seam hiding and the mechanical and electrical integration are realized through the bidirectional composite floor slab, and the bidirectional composite floor slab is suitable for assembly type concrete buildings and steel structure building systems.

Example two:

the embodiment provides a two-way laminated floor slab without ribs on four sides and without support and form removal, which is different from the embodiment in that a dry construction method is adopted for an anti-cracking treatment layer 8' of the embodiment, please refer to fig. 8, which shows the structure of the anti-cracking treatment layer, the anti-cracking design of the bottom joints of the slab is combined with the slab edge structure mode, the elastic material 9 is also adopted for blocking the joints, and the connection modes such as metal or non-metal buckles are adopted for shielding and covering the slab joint parts.

The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.

Claims (8)

1. The utility model provides a two-way coincide floor that rib just exempted from to prop up form removal, its characterized in that do not go out to the four sides: the prefabricated slab comprises at least two prefabricated slabs, a cast-in-place superposed layer, a prefabricated slab bottom stressed reinforcing steel bar net, a plurality of truss reinforcing steel bars, an additional reinforcing steel bar net, a steel formwork net and a seam; the prefabricated slab is characterized in that no rib is arranged on four sides of the prefabricated slab, the plurality of truss steel bars vertically penetrate through the prefabricated slab and the cast-in-place laminated layer, the plurality of truss steel bars are arranged at positions close to the side edge of the prefabricated slab in an encrypted manner, the prefabricated slab bottom stress steel bar net is transversely laid at the bottom of the prefabricated slab, and the bottom ends of the plurality of truss steel bars are positioned above the prefabricated slab bottom stress steel bar net;

the splicing seam is positioned between two adjacent prefabricated plates, the steel formwork net spans the two adjacent prefabricated plates and is positioned between two truss reinforcing steel bars close to the splicing seam, the steel formwork net is provided with a net body and a stiffening rib protruding out of the net body, a gap with a certain width is reserved at the splicing seam, the stiffening rib is embedded into the gap of the splicing seam, and the additional reinforcing steel bar net is transversely lapped on the splicing seam and the steel formwork net.

2. The bidirectional laminated floor slab as recited in claim 1, wherein the bottom of the side surface near the joint of two adjacent prefabricated slabs is provided with a chamfer structure, the chamfer structures of the two prefabricated slabs together enclose a cavity with a triangular vertical cross section, and a crack-proof treatment layer is arranged in the cavity.

3. A bi-directional laminated floor slab as claimed in claim 2, wherein the forms of the chamfered formations on the side edges of the precast slabs include no crack control, slab end support or slab side support; the chamfer structure with the anti-cracking measures at the bottom of the precast slab is characterized in that a step is arranged at the position, close to the slab side, of the bottom of the precast slab, and the step is used as a space for accommodating the anti-cracking measures.

4. A bi-directional laminated floor slab as claimed in claim 3, wherein the joining surfaces of the precast slab ends, slab sides and the post-cast concrete of the peripheral members are rough surfaces of exposed aggregate, and the joining surfaces of the precast slab top surfaces and the cast-in-place laminated layers are rough surfaces of roughened surfaces; the concave-convex depth of the rough surface is not less than 4mm, and the area of the rough surface is not less than 80% of the joint surface; the bottom surface of the precast slab and the plate-side joint surface in a non-plate-side support form are smooth template surfaces.

5. The bi-directional composite floor slab as claimed in claim 2, wherein the crack-resistant layer comprises a wet-processed structure or a dry-processed structure, wherein the wet-processed structure is sealed by an elastic material at the bottom of the joints, and the cavities are pasted with a floating finish by an alkali-resistant fiberglass mesh fabric; the dry processing structure adopts a metal or nonmetal buckle plate to shield and cover the abutted seam part.

6. A bi-directional laminated floor slab according to claim 1, wherein the bi-directional laminated floor slab comprises an odd number of prefabricated slabs, and the positions of all the joints are staggered from the midspan position of the bi-directional laminated floor slab.

7. A bi-directional laminated floor slab as claimed in claim 1, wherein said additional reinforcing mesh comprises structural reinforcing bars arranged in the direction of the joints and force-receiving reinforcing bars arranged in the direction perpendicular to the joints; at least two truss steel bars are distributed in the area where the stressed reinforcing bars extend into the cast-in-place superposed layer; the length of the stressed reinforcing steel bar anchored into the cast-in-place superposed layer is not less than the length of the tensioned lapping of the prefabricated plate bottom stressed reinforcing steel bar mesh in the same direction as the prefabricated plate; the structural reinforcement is placed below the stressed reinforcement.

8. A bi-directional laminated floor slab as claimed in claim 1, wherein said steel formwork mesh is formed of galvanized steel plate which is cast with concrete of said cast-in-place laminate.

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