CN215630973U - Rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate - Google Patents
Rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate Download PDFInfo
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- CN215630973U CN215630973U CN202121874244.4U CN202121874244U CN215630973U CN 215630973 U CN215630973 U CN 215630973U CN 202121874244 U CN202121874244 U CN 202121874244U CN 215630973 U CN215630973 U CN 215630973U
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Abstract
The utility model discloses an assembled integral type steel-concrete combined hollow sandwich panel for splicing upper and lower ribs of single prefabricated reinforced concrete at a steel pipe shear key. The lower rib is connected with the steel pipe shear key through double thread sleeves, and after all the double thread sleeves of the lower rib are connected, concrete is cast in situ at the connecting position for the second time; and finally, pouring surface layer thin plate concrete and upper rib laminated layer concrete at one time after the connection of all the double thread sleeves of the upper ribs is finished, so that the upper ribs, the lower ribs and the surface layer thin plate of the steel tube shear key work integrally and jointly. The assembly unit is simple to manufacture, light and handy and easy to hoist; special support is not needed in unit transportation, and transportation is convenient; the construction quality is easy to guarantee and the construction speed is high due to the on-site full sleeve connection; the structure rigidity is big, and mechanics and economic properties are excellent.
Description
Technical Field
The utility model relates to a building structure in the field of civil engineering, in particular to a rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate floor.
Background
Since the reinforced concrete hollow sandwich panel was successfully developed in 1995, the reinforced concrete hollow sandwich panel has the characteristics of light self weight, small structural height, capability of passing through hydroelectric pipelines in the hollow, attractive appearance and excellent economic performance, and a multi-layer or high-layer large-span building structure can be constructed by using the structure, so that the land is greatly saved, and the like, and by 2021 year, the structural form has been successfully applied to more than 20 provinces, cities and autonomous regions in China, and 3 local regulations have been successfully compiled, so that good social benefits and economic benefits are created.
In recent years, due to the fact that construction noise is large and pollution is large when concrete is poured on site, and labor cost is higher and higher, the step of promoting building assembly in various areas in China is accelerated, for example, as the requirement of Beijing city is up to 2020, the assembly type building accounts for more than 30% of the total number of newly built buildings. Because the reinforced concrete hollow sandwich plate consists of the shear keys, the upper ribs, the lower ribs and the surface concrete sheets, the construction process is more complicated and the consumption of the templates is huge if the construction is carried out by using a cast-in-place method due to the particularity and the complexity of the structure, and the factors force the reinforced concrete hollow sandwich plate structure to develop towards an assembled or assembled integral direction.
The utility model discloses a division regional preparation assembly unit to the empty stomach intermediate layer board superstructure and the manufacturing method of field assembly, has promoted the assembly process of empty stomach intermediate layer board, has realized the assembly application of steel empty stomach intermediate layer board for application number 201710005411.3, the name is the utility model creation of large-span assembled hybrid profile steel empty stomach intermediate layer board superstructure and manufacturing method.
For the steel hollow sandwich plate and the reinforced concrete hollow sandwich plate, the distribution rules of internal force and deformation of the steel hollow sandwich plate and the reinforced concrete hollow sandwich plate are the same under the action of load, and the materials are different. In the using stage of the reinforced concrete hollow sandwich plate, the whole bending moment of the plate is represented by the pressure or the tensile force applied to the upper rib and the lower rib, meanwhile, the upper rib and the lower rib have small local bending moment, and the recurve bending point of the rib is approximately arranged near the midpoint position of the rib, so that the whole hollow sandwich plate can be divided into different regions and numbered, the regions with the same number have the same shape and size, and are cut at the midpoint position of the upper rib and the lower rib and are processed in a prefabricating factory. For the steel hollow sandwich plate, the assembly units are transported to the site and are connected with each other at the cut-off position with high-strength bolts and the like; for the reinforced concrete hollow sandwich plate, the steel bars at the connecting nodes are connected by using the straight thread sleeves, concrete is poured for the second time at the connecting nodes, and finally a concrete thin plate is poured.
The assembly technology of the reinforced concrete hollow sandwich plate obtains remarkable results, the workload of field construction is greatly reduced, the quality of the prefabricated units is better ensured when the prefabricated units are processed in factories, and some parts which need improvement urgently exist. The assembling mode for manufacturing the assembling units in different areas has the defects that the shear keys, the upper ribs and the lower ribs of the assembling units are cast together, and the steel bars are complex to bind and bind the templates; the assembly unit is heavy and is not beneficial to hoisting; the assembled units are large in size and difficult to transport, and special supports are required to be manufactured during transportation so as to avoid the assembled units from being damaged by collision in the transportation process; and binding the templates on site at the splicing nodes on site, pouring concrete for the second time, and the like.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate floor. The utility model solves the problems of more and more complicated field construction procedures, low construction speed, large usage amount of templates and supports and the like of cast-in-place reinforced concrete hollow sandwich plates; the utility model is an integral assembling structure, and the assembling unit has simple and light structure, easy hoisting, convenient transportation, simple site construction and high efficiency.
The technical scheme of the utility model is as follows: a rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate floor comprises a grid frame, wherein the edge of the grid frame is surrounded by a solid web edge beam, and the solid web edge beam and a concrete thin plate covered on the surface of the grid frame; the grid frame is formed by splicing a plurality of splicing units; the assembling unit comprises an upper rib and a lower rib which are arranged in an upper layer and a lower layer, and one end of the upper rib and one end of the lower rib are correspondingly connected with the upper part and the lower part of the same side wall of the shear key; the other ends of the upper rib and the lower rib are correspondingly connected with the upper part and the lower part of the same side wall of the other assembling unit shear key, so that an assembling structure is formed; all the assembling units are mutually assembled according to the assembling structure to finally form the grid frame.
In the rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate floor, the end parts of the upper rib and the lower rib are connected with the side wall of the shear key through the double thread sleeves.
In the rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate floor, the connecting positions of the end parts of the upper rib and the lower rib and the side wall of the shear key are provided with the U-shaped steel plate which surrounds the upper rib and the lower rib in half.
In the rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate floor, the concrete filled in the connecting position surrounded by the U-shaped steel plate in half is poured in situ.
In the rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate floor, the upper rib is a prefabricated superposed beam; the prefabricated superposed beam comprises a prefabricated beam and a superposed layer arranged on the upper surface of the prefabricated beam; and (5) casting the concrete of the laminated layer in situ.
In the rib key full-spliced type assembled integral type steel-concrete combined hollow sandwich plate floor, the top of the shear key and the connecting positions of the shear key and the upper and lower ribs are respectively provided with the inner stiffening plates.
Has the advantages that: compared with the prior art, the utility model assembles the upper and lower ribs of the single precast reinforced concrete at the shear key to form a grid frame (namely the main bearing structure of the floor system), then pours the concrete thin plate to finally form the assembled integral steel-concrete combined hollow sandwich plate floor system structure, and has the following advantages:
(1) aiming at the common span (within 30 m) of the assembled integral type steel-concrete combined hollow sandwich plate floor, the grid frame within the solid web beam consists of prefabricated reinforced concrete upper and lower ribs and shear keys; the main stressed member of the floor system is a single precast concrete upper rib and a single precast concrete lower rib, and can be precast in a factory in advance, so that the complexity of field construction is greatly reduced, the usage amount of the template is reduced, and the construction efficiency is improved.
(2) The utility model well inherits the advantages of small dead weight, strong spanning capability, small structure height, beautiful appearance, capability of penetrating the hydroelectric pipeline in the hollow, flexible partition, good economic performance and the like of the cast-in-place reinforced concrete hollow sandwich plate.
(3) The utility model is an assembled integral floor structure, combines the advantages of an assembled building and a cast-in-place structure, accords with the spirit of China promoting building assembly, building industrialization and green construction, and improves the integral performance of the assembled hollow sandwich plate by the cast-in-place concrete thin plate.
(4) The prefabricated assembly units are upper and lower ribs with double thread sleeves and shear keys, the types of the assembly unit components are few, the self weight is small, and the factory manufacturing is simple.
(5) The prefabricated assembly units have simple shapes, can be closely arranged on a transport vehicle and transported to a construction site, and do not need to be specially supported during transportation.
(6) The prefabricated assembly unit is simple and convenient to hoist on site due to small self weight, and does not need large-scale hoisting equipment.
(7) The prefabricated assembly units are connected by using the double screw sleeves on the construction site, only a small amount of stud welding operation is performed on the site, the construction quality is easy to guarantee, and the construction speed is high.
(8) The shear key is a steel pipe shear key, the problem of bond cracking is solved in shear, the elastic modulus of steel is high, the shear-resistant bearing capacity of the shear key can be controlled by controlling the wall thickness of the steel pipe under the same section size, and the shear-resistant rigidity of the shear key is greater than that of a common reinforced concrete shear key, so that the overall rigidity of the hollow sandwich plate is increased, and the mechanical property is excellent.
(9) The utility model can save a large number of templates and supports during construction, has high construction speed, greatly saves construction period and has good economic performance.
(10) The upper rib is a prefabricated superposed beam, and the superposed layer and the concrete of the concrete sheet are synchronously poured in a construction site; the structure can ensure that the associativity between the concrete thin plate of the floor system and the upper rib is better, the integrity of the floor system is enhanced, and the rigidity of the floor system is further enhanced.
(11) The structural rigidity of the rib key full-splicing type assembled integral steel-concrete combined hollow sandwich plate floor is basically the same as that of a cast-in-place reinforced concrete hollow sandwich plate floor; compared with the cast-in-place reinforced concrete open-web sandwich plate floor, the construction period can be shortened by about 1/3.
Compared with the traditional assembled concrete hollow sandwich panel, the assembled unit is simple and light to manufacture and easy to hoist; special support is not needed in unit transportation, and transportation is convenient; the on-site complete sleeve connection is realized, the on-site construction is simple, the construction quality is easy to guarantee, and the construction speed is high.
In conclusion, the utility model not only keeps the advantages of small dead weight, high structure layer, good economic performance, strong crossing capability and the like of the traditional hollow sandwich plate, but also solves the problems of more on-site construction procedures, more complexity, low construction speed, large using amount of templates and supports and the like of the cast-in-place reinforced concrete hollow sandwich plate, greatly improves the construction speed, ensures the construction quality, and has excellent mechanical and economic performance.
Drawings
FIG. 1 is a plan view of the whole assembled integral type hollow sandwich panel of the present invention, wherein a broken line frame is an assembly unit;
FIG. 2 is a schematic structural view after the construction of one connection node of a rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate grid of the utility model is finished;
FIG. 3 is an exploded view of the rib-key fully-spliced assembled integral steel-concrete combined hollow sandwich panel of the present invention;
FIG. 4 is a schematic structural view of the rib-key fully-spliced assembled integral type steel-concrete combined open-web sandwich panel of the present invention when concrete at the connection position of the lower rib and the shear key and surface layer sheet concrete are not poured;
FIG. 5 is a schematic view of a single partially cast prefabricated laminated upper rib structure of the present invention;
FIG. 6 is a schematic view of a single integrally cast prefabricated lower rib structure of the present invention;
FIG. 7 is a schematic structural view of a steel tube shear key welded with U-shaped steel plates and inner stiffening plates according to the present invention;
FIG. 8 is a cross-sectional view of a steel tube shear key with U-shaped steel plates and inner stiffening plates welded thereto according to the present invention;
FIG. 9 is a schematic structural view showing the connection relationship between the upper and lower ribs between the edge joints and the reinforcing bars of the reinforced concrete solid web edge beam according to the present invention;
FIG. 10 is a schematic view showing the connection between the solid web beam and the reinforcing bars of the prefabricated upper and lower ribs;
reference numerals: 1-concrete sheet, 2-upper rib, 3-lower rib, 4-shear bond, 5-U-shaped steel plate, 6-longitudinal rib, 7-stirrup, 8-double turnbuckle, 9-internal stiffening plate, 10-solid edge beam, 11-grid frame, 12-assembly unit, 13-frame column, 14-precast beam and 15-laminated layer.
Detailed Description
The utility model is further illustrated by the following examples and figures. It is to be understood that the described embodiments are merely exemplary of the utility model, and not restrictive of the full scope of the utility model. 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 protection scope of the present invention.
Example 1. A rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate floor system is shown in figures 1-10 and comprises a grid frame 11, wherein the edge of the grid frame 11 is surrounded with a solid web boundary beam 10, and concrete sheets 1 are covered on the surfaces of the solid web boundary beam 10 and the grid frame 11; the grid frame 11 is formed by splicing a plurality of splicing units 12; the assembling unit 12 comprises an upper rib 2 and a lower rib 3 which are arranged in an upper layer and a lower layer, and one end of each of the upper rib and the lower rib is correspondingly connected with the upper part and the lower part of the same side wall of the shear key 4; the other ends of the upper and lower ribs are correspondingly connected with the upper and lower parts of the same side wall of the shear key 4 of the other assembling unit 12, so as to form an assembled structure; the assembling units 12 are mutually assembled according to the assembling structure to finally form the grid frame 11.
The end parts of the upper and lower ribs are connected with the side wall of the shear key 4 through a double threaded sleeve 8.
And U-shaped steel plates 5 which are used for semi-surrounding the ends of the upper ribs and the lower ribs are arranged at the connecting positions of the ends of the upper ribs and the lower ribs and the side walls of the shear keys 4.
And pouring the filled concrete at the connecting position semi-surrounded by the U-shaped steel plate 5 in situ.
The upper rib 2 is a prefabricated superposed beam; the prefabricated composite beam comprises a prefabricated beam 14 and a composite layer 15 arranged on the upper surface of the prefabricated beam 14; the concrete of the superimposed layer 15 is cast in situ.
The top of the shear key 4 and the connecting positions of the shear key 4 and the upper and lower ribs are provided with inner stiffening plates 9; the interior of the shear key 4 can be a hollow structure, and can also be a solid structure formed by pouring concrete after punching holes on the inner stiffening plate 9.
The manufacturing method of the floor comprises the following steps:
s1, determining the plane size and the grid size of the floor, positioning and paying off to find out the arrangement points of the shear keys 4;
s2, prefabricating an upper rib 2, a lower rib 3 and a shear key 4;
s3, transporting the upper and lower ribs and the shear keys 4 to a site to be spliced into a grid frame 11, and anchoring the reinforcing steel bars reserved at the edge nodes of the grid frame 11 into the solid-web boundary beam 10;
s4, pouring concrete at the connecting position of the lower rib 3 and the shear key 4;
s5, binding the concrete sheet 1 template, and binding the concrete sheet 1 steel bars;
and S6, curing and removing the template after concrete of the concrete thin plate 1 and the solid web boundary beam 10 is poured in situ.
In the step 5, when the reinforcing steel bars of the concrete thin plate 1 are bound, the heads and the tails of the longitudinal bars 6 of the superposed layers 15 arranged on the same axis are sequentially connected through the double thread sleeves 8.
In step 6, the laminated layer 15 and the concrete of the concrete sheet 1 are synchronously poured.
The bottom and the side surfaces of the inside of the U-shaped steel plate 5 at the connecting position of the upper rib and the lower rib and the top surface of the shear key 4 are welded with shear-resistant studs before concrete pouring.
Example 2. A rib key full-splicing type assembled integral type steel concrete combined hollow sandwich plate floor system is shown in figures 1-10 and comprises a prefabricated lower rib 3, a prefabricated superposed upper rib 2, a shear key 4 connecting the upper rib and the lower rib and a concrete thin plate 1; the grid frame formed by the upper rib and the lower rib connecting shear keys 4 can be in orthogonal and positive placement or orthogonal and oblique placement; the upper rib 2 and the shear key 4 are connected by using a double-threaded sleeve 8, the stirrup 7 and the longitudinal bar 6 which are overlapped with the upper rib 2 are prefabricated together with the precast beam 14 in a factory, and the concrete of the overlapped layer 15 is cast in situ; the lower rib 3 and the shear key 4 are also connected by a double threaded sleeve 8; the U-shaped steel plate 5 is arranged at the connecting position of the upper rib and the lower rib and the shear key 4, namely the periphery of the connecting position of the double thread sleeves 8, the U-shaped steel plate 5 is prefabricated along with the shear key 4, and post-cast concrete in the U-shaped steel plate 5 and concrete of the concrete thin plate 1 are cast in situ; the shear key 4 is a steel pipe shear key.
Specifically, when the shear key 4 is prefabricated, the U-shaped steel plates 5 are welded at the upper and lower positions of the peripheral side wall of the shear key 4; the shear key 4 is internally welded with a stiffening plate 9, and the elevation of the inner stiffening plate 9 of the shear key 4 is the same as the elevation of the axial line of the longitudinal bars of the upper and lower ribs.
The manufacturing method of the floor comprises the following steps:
s1, determining the plane size and the grid size of the floor, positioning and paying off to find out the arrangement points of the shear keys;
s2, prefabricating the reinforced concrete upper rib 2, the lower rib 3 and the shear key 4;
s3, connecting the prefabricated lower rib 3 and the shear key 4 by using a double thread sleeve 8;
s4, welding shear-resistant studs on the bottom surface and the side surface of the interior of the lower U-shaped steel plate 5, and pouring post-cast concrete in a connection area between the shear key and the lower rib;
s5, connecting the upper rib 2 and the shear key 4 by using a double-screw sleeve 8, and simultaneously connecting the longitudinal ribs 6 in the superposed layer of the upper rib 2 on the same axis in sequence end to end by using the double-screw sleeve 8;
s6, welding shear resistant studs on the bottom surface and the side surface inside the upper U-shaped steel plate 5 and the top surface of the steel pipe shear key;
s7, binding the concrete sheet 1 template, binding sheet steel bars, and checking hidden projects;
s8, casting the superposed layer of the upper rib 2 and the concrete of the concrete sheet 1 in situ;
s9, curing the concrete and removing the form to form the rib-key full-splicing type assembled integral steel-concrete combined hollow sandwich plate floor.
Example 3. A rib key full splicing type assembled integral type steel concrete combined hollow sandwich plate floor system is shown in figures 1-10 and comprises a reinforced concrete solid web boundary beam 10 and a grid frame 11 arranged in the solid web boundary beam 10, wherein the grid frame 11 is formed by mutually splicing a plurality of splicing units 12. The assembly unit 12 comprises a prefabricated reinforced concrete lower rib 3, a prefabricated superposed upper rib 2 and a steel pipe shear key 4; the grid frame 11 anchors the reserved steel bars of the edge ribs (the upper ribs and the lower ribs at the edges) into the edge beam at the edge nodes, and the reserved steel bars and the edge beam are poured together.
The above-mentioned splicing units 12 of the same type are all the same in size, and the splicing units 12 are simple to manufacture.
The assembling units 12 of the grid frame are connected through double screw sleeves, and finally the hollow sandwich plate concrete sheet 1 is poured.
The lower rib 3 is a reinforced concrete beam which is integrally cast and provided with an outer sleeve with double thread sleeves at two ends and an inner sleeve; the upper rib 2 is overlapped into two parts, one part is a prefabricated precast part which is a reinforced concrete beam with an outer sleeve and an inner sleeve, the longitudinal bars of the two ends of the reinforced concrete beam are provided with double thread sleeves, the other part is an overlapped layer of the prefabricated reinforced concrete beam, and the overlapped layer concrete is cast together with the concrete sheet 1 on site to form a whole; the shear force key is the steel pipe shear force key, treats that the rib is all connected with two thread sleeves for the steel pipe shear force key down after, and concrete placement order is: the concrete at the connecting position of the lower rib 3 is cast in situ for the second time, then the superposed upper rib is installed and prefabricated, and finally the superposed layer concrete and the surface layer thin plate concrete are cast together.
All the assembling units of the grid frame are connected through double threaded sleeves, and concrete at the joint of the edge rib and the solid-web edge beam 10 is poured together to form a whole pouring node.
Example 4. The schematic diagram of the large-span rib-key full-splicing type assembled integral type steel-concrete combined open-web sandwich plate floor structure is shown in fig. 1-10, fig. 1 is an integral plan view of the assembled integral type open-web sandwich plate, the assembled integral type open-web sandwich plate is a square grid frame structure, the side length L of a grid is 2m, and fig. 2 and 3 are a schematic diagram and an explosion diagram of a grid connection node structure in a reinforced concrete solid web side beam respectively; the reinforced concrete shear-force steel tube concrete slab comprises a reinforced concrete structure solid web beam 10 arranged along a peripheral frame column 13 of a building, prefabricated reinforced concrete upper and lower ribs, a steel tube shear key 4 and a concrete thin plate 1 cast on the surface layer in a cast-in-place mode.
Referring to fig. 5, the upper rib is a prefabricated superposed beam, the beam is a partially poured reinforced concrete prefabricated assembly unit with double screw sleeves, and the prefabricated section height (namely the height of the prefabricated beam 14 in fig. 5) is the total section height h of the upper rib minus the thickness hp of the surface thin plate (which is equivalent to the fusion of the superposed layer into the concrete thin plate 1).
Referring to fig. 6, the lower rib 3 is a reinforced concrete beam which is cast in a complete manner and has a double-threaded outer sleeve and 1 inner sleeve.
The utility model discloses a manufacturing method of a rib-key full-splicing type assembled integral type steel-concrete combined hollow sandwich plate floor system suitable for common span (within 30 m), which specifically comprises the following steps:
and S1, manufacturing prefabricated upper ribs and prefabricated lower ribs in a factory. The manufacturing method of the upper rib and the lower rib is the same, and firstly, the reinforcement cages of the upper rib and the lower rib are bound; then stripping the thread (or stripping the thread in advance and binding) from the end part of the longitudinal bar, screwing the double thread sleeves into the end part of the longitudinal bar, and sleeving the protective sleeves of the double thread sleeves on the end part of the longitudinal bar, as shown in fig. 5 and 6; and finally, pouring concrete and curing for later use.
And S2, manufacturing the prefabricated steel pipe shear key in a factory. Processing a steel pipe shear key welded with a U-shaped steel plate and an inner stiffening plate according to a drawing, wherein the U-shaped steel plate is used for facilitating the positioning connection of prefabricated reinforced concrete ribs (namely an upper rib and a lower rib) and the steel pipe shear key and also facilitating the pouring of post-cast concrete in a connecting area; then welding one inner thread sleeve of the double thread sleeves on the steel pipe shear key, wherein the welding elevation of the inner thread sleeve is the same as the elevation of the longitudinal rib of the prefabricated rib, and particularly paying attention to the alignment of the welding inner thread sleeve and the axis of the longitudinal rib; the inner stiffening plate has the functions of ensuring the effective transmission of the axial force of the longitudinal rib and meeting the requirement of the shearing strength of the node core area at the intersection of the rib and the shear key, and the welding elevation of the inner stiffening plate is the same as the axial line of the longitudinal rib of the inner threaded sleeve and the rib, as shown in fig. 7 and 8.
S3, erecting a full hall scaffold on a construction site, binding a boundary beam template and binding boundary beam steel bars, and simultaneously manufacturing the prefabricated steel pipe shear keys and the prefabricated upper and lower ribs.
And S4, positioning and paying off, and entering a prefabricated part. After the full framing is finished, binding work of the boundary beam template and the reinforcing steel bars is finished, positioning and paying off to find out shear key arrangement points; the prefabricated units are numbered at the prefabrication plant and shipped to the site.
And S5, assembling the prefabricated units on site. Firstly, arranging a steel pipe shear key at a shear key positioning point; secondly, assembling lower ribs, connecting the lower ribs with the steel pipe shear keys by using double screw sleeves, welding shear-resistant studs on the bottom surface and the side surface inside the U-shaped steel plate after the double screw sleeves of all the lower ribs are installed, and pouring concrete in the U-shaped steel plate; then assembling an upper rib, connecting the upper rib with the steel pipe shear key by using a double-screw sleeve, and connecting the longitudinal ribs of the upper rib superposed layer with the longitudinal ribs by using the double-screw sleeve, as shown in figure 4; longitudinal bars of upper and lower rib side nodes between the side joints are anchored into the reinforced concrete solid-web side beam, the anchoring length needs to meet the design requirement, and mechanical anchoring measures can be considered when the anchoring length is not enough, as shown in fig. 9 and 10.
And S6, welding shear resistant studs on the tops of the steel pipe shear keys.
And S7, nailing a concrete sheet template, binding surface layer sheet steel bars and checking hidden projects.
S8, casting the concrete in the U-shaped steel plate, the reinforced concrete surface layer thin plate concrete and the reinforced concrete solid web side beam concrete at the connection part of the upper rib and the steel tube shear connector in one step on site; in order to improve the structural integrity, an integral casting method can also be adopted, all the templates are bound, and after the steel bars are bound, the concrete in the U-shaped steel plate at the position where the upper rib is connected with the steel tube shear key, the reinforced concrete surface layer thin plate concrete, the reinforced concrete solid web side beam concrete and the frame column 13 concrete are cast in situ at one time.
And S9, maintaining and demolding.
Example 5. In order to facilitate the technical solution of the present invention to be understood by those skilled in the art, a proposed engineering example is referred to for a detailed explanation:
the large-span floor system of a certain report hall is a square plane, the long side (Lx) of the floor system is 20m, the short side (Ly) of the floor system is 20m, and the building area of the report hall is 20m multiplied by 20m which is 400m2The technical scheme of the utility model is used for building the floor system of the report hall, and the specific implementation scheme is as follows: firstly, respectively pouring frame columns 13 with the distance of 6m along the long side direction and the short side direction of a report hall, then binding a reinforced concrete solid web boundary beam template, binding boundary beam reinforcing steel bars, and reserving interfaces for connecting the boundary beam with the upper rib and the lower rib when binding the boundary beam template, as shown in fig. 9; then installing an internal full scaffold; when the boundary beam formwork construction and the full framing scaffold are erected, the prefabricated upper rib, the prefabricated lower rib and the steel pipe shear key are processed in a prefabrication factory, the size of the grid of the embodiment is 2m multiplied by 2m, the section specification of the steel pipe shear key is □ 400mm multiplied by 14mm, the height of the steel pipe shear key is taken according to the rigidity and strength conditions which the floor system should meet under the load action, the clear distance between the outer surfaces of the end plates at the two sides of the upper rib and the lower rib is ln-2000 mm-400 mm-1600 mm, and the connecting area with 150mm of double screw sleeves is reserved, so the prefabricated length of the concrete of the rib is l0Ln-150 × 2-1300 mm, as shown in fig. 6; and secondly, conveying the prefabricated assembly units to the site, erecting a construction platform at the top of the full scaffold, placing steel pipe shear keys at the positioning points of the shear keys, connecting the lower ribs and the nodes of the steel pipe shear keys by double screw sleeves, welding shear-resistant studs on the inner side surfaces and the bottom surfaces of the U-shaped steel plates, and pouring concrete in the U-shaped steel plates of the lower ribs. Next, the upper rib is installed, which is installedThe installation steps are the same as those of the lower rib, but concrete in the U-shaped steel plate is not poured firstly, as shown in figure 4; binding the hollow sandwich plate concrete thin plate and binding the reinforcing steel bars of the hollow sandwich plate concrete thin plate; and next, checking the hidden project, casting the upper rib laminated layer 15 concrete, the surface layer thin plate concrete and the solid web side beam concrete on site, and then curing and removing the formwork. According to the above procedures, a report hall with a building plane size of 20m × 20m can be built.
Example 6. In this embodiment, the member processing procedure of the large-span rib-key full-splicing type assembled integral steel-concrete combined open-web sandwich panel floor structure is the same as that of embodiment 5, the field construction method and the sequence are basically the same as those of embodiment 5, and the difference is that: considering that the internal force distribution of the hollow sandwich plate is similar to that of a common solid-web reinforced concrete flat plate under the action of vertically and uniformly distributed loads, the shear force of the side beam in the middle of the rectangular plane is larger, and the shear forces of the upper rib and the lower rib between the side sections are larger, in order to improve the overall rigidity of the hollow sandwich plate and the shear rigidity between the side sections, part of the ribs between the side sections can be made into a cast-in-situ reinforced concrete solid-web beam, as shown in fig. 10.
In order to facilitate the technical solution of the present invention to be understood by those skilled in the art, a proposed engineering example is referred to for a detailed explanation:
the large-span floor system of a certain report hall is a square plane, the long side (Lx) of the floor system is 20m, the short side (Ly) of the floor system is 20m, and the building area of the report hall is 20m multiplied by 20m which is 400m2The technical scheme of the utility model is used for building the floor system of the report hall, and the specific implementation scheme is as follows: the concrete construction procedure is basically the same as that of the embodiment 5, except that the cast-in-place reinforced concrete solid web girder is partially used for replacing the joints of the prefabricated upper and lower ribs, the template and the steel bar are bound and constructed together with the edge beam, but when the solid web girder template between the edge joints is bound, an interface connected with the prefabricated upper and lower ribs is reserved at the beam end, the longitudinal bars of the prefabricated upper and lower ribs are anchored into the cast-in-place solid web girder, and the anchoring length is required to meet the design requirement, as shown in fig. 10; binding the hollow sandwich plate concrete thin plate and binding the reinforcing steel bars of the hollow sandwich plate concrete thin plate; and then, checking the hidden project, casting the upper rib laminated layer, the surface layer thin plate concrete and the solid web boundary beam concrete in situ, and then maintaining and removing the formwork.According to the above procedures, a report hall with a building plane size of 20m × 20m can be built.
In conclusion, the technology of the utility model is adopted to build the large-span hollow sandwich plate floor, which not only keeps various advantages of the traditional cast-in-place reinforced concrete hollow sandwich plate floor, but also improves the convenience of field construction and greatly shortens the construction period; the small components are convenient to transport, and the transport cost is saved; the majority of the on-site connection is realized by using double threaded sleeves, and only the shear-resistant stud needs to be welded by using a welding gun, so that the construction quality can be ensured; under the same section size, the shear rigidity of the shear key can be controlled by controlling the wall thickness of the steel pipe shear key, and the shear rigidity of the shear key is larger than that of a common reinforced concrete shear key due to the large elastic modulus of the steel material, so that the overall rigidity of the hollow sandwich plate is increased, the mechanical property is excellent, and the problem of cracking of the shear key is not needed to be worried.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the utility model, the scope of which is defined in the appended claims and their equivalents.
Claims (6)
1. A rib key full-splicing type assembled integral type steel concrete combined hollow sandwich panel is characterized by comprising a grid frame (11), wherein the edge of the grid frame (11) is surrounded by a solid web boundary beam (10), and concrete sheets (1) are covered on the surfaces of the solid web boundary beam (10) and the grid frame (11); the grid frame (11) is formed by splicing a plurality of splicing units (12); the assembling unit (12) comprises an upper rib (2) and a lower rib (3) which are arranged in an upper layer and a lower layer, and one end of each of the upper rib and the lower rib is correspondingly connected with the upper part and the lower part of the same side wall of the shear key (4); the other ends of the upper and lower ribs are correspondingly connected with the upper and lower parts of the same side wall of the shear key (4) of the other assembling unit (12) so as to form an assembled structure; all the assembly units (12) are mutually spliced according to the assembly type structure to finally form the grid frame (11).
2. The rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich panel according to claim 1, wherein the end parts of the upper rib and the lower rib are connected with the side wall of the shear key (4) through double turnbuckles (8).
3. The rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich panel according to claim 1, wherein a U-shaped steel plate (5) for half-surrounding the ends of the upper and lower ribs and the side wall of the shear key (4) is arranged at the connecting position of the ends of the upper and lower ribs and the side wall of the shear key.
4. The rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich panel according to claim 3, wherein the concrete filled in the connecting position which is half surrounded by the U-shaped steel plate (5) is poured in situ.
5. The rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich panel according to claim 1, wherein the upper rib (2) is a prefabricated superposed beam; the prefabricated composite beam comprises a prefabricated beam (14) and a composite layer (15) arranged on the upper surface of the prefabricated beam (14); the concrete of the laminated layer (15) is cast in situ.
6. The rib key full-splicing type assembled integral type steel-concrete combined hollow sandwich panel according to claim 1, wherein inner stiffening plates (9) are arranged at the tops of the shear keys (4) and the connecting positions of the shear keys (4) and the upper and lower ribs.
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