CN216142188U - Through type hollow concrete column-steel beam support connecting structure - Google Patents

Through type hollow concrete column-steel beam support connecting structure Download PDF

Info

Publication number
CN216142188U
CN216142188U CN202121870333.1U CN202121870333U CN216142188U CN 216142188 U CN216142188 U CN 216142188U CN 202121870333 U CN202121870333 U CN 202121870333U CN 216142188 U CN216142188 U CN 216142188U
Authority
CN
China
Prior art keywords
cover plate
hollow
steel pipe
upper cover
concrete column
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN202121870333.1U
Other languages
Chinese (zh)
Inventor
刘恒军
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Jiangxi Hengxin Testing Group Co ltd
Original Assignee
Jiangxi Hengxin Testing Group Co ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Jiangxi Hengxin Testing Group Co ltd filed Critical Jiangxi Hengxin Testing Group Co ltd
Priority to CN202121870333.1U priority Critical patent/CN216142188U/en
Application granted granted Critical
Publication of CN216142188U publication Critical patent/CN216142188U/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The utility model discloses a through type hollow concrete column-steel beam support connecting structure which comprises a hollow concrete column and an embedded support, wherein the hollow concrete column comprises a hollow steel pipe and a steel bar framework arranged on the outer side of the hollow steel pipe, the hollow steel pipe and the steel bar framework are filled with a concrete layer, the embedded support comprises an upper cover plate, a lower cover plate and a web plate, web plate holes which penetrate through and correspond to each other are formed in two sides of the side wall of the hollow steel pipe, the upper cover plate and the lower cover plate are respectively arranged on the side wall of the hollow steel pipe in an inserting mode, the upper cover plate and the lower cover plate are respectively arranged on two sides of the web plate holes in a symmetrical mode, the web plate sequentially penetrates through the web plate holes in two sides of the side wall of the hollow steel pipe and penetrates through the hollow steel pipe, and contact surfaces among the upper cover plate, the lower cover plate, the web plate and the hollow steel pipe are all welded and fixed. This structure adopts pre-buried formula support, reduces the arrangement of reinforcement of beam column node, can make the concrete placement of node more closely knit, connect more firmly. The hollow concrete column not only reduces the dead weight of the member, but also increases the bearing capacity and ductility of the concrete column by the application of the hollow steel tube, and the measures are favorable for the earthquake resistance of the structure.

Description

Through type hollow concrete column-steel beam support connecting structure
Technical Field
The utility model relates to the field of buildings, in particular to a through type hollow concrete column-steel beam support connecting structure.
Background
In the field of buildings, the nation calls for responses such as building industrialization, green buildings, energy conservation, emission reduction and the like. At present, the problem of inhabitation of a large number of people in cities in China is solved, and the mainstream method adopted is to cast a high-rise building in site construction. The structure form mainly comprises a frame structure, a frame-shear wall structure, a cylinder structure and the like. The cast-in-place high-rise building has larger self weight, and the size of structural members is inevitably increased to meet the stress under the design condition. This reduces the effective space utilization of the structure, and the increase in the self-weight aggravates the reaction effect of the earthquake, which is not conducive to the earthquake resistance of the structure.
According to the design theory and stress analysis of a building structure, under the loading action of a beam, the shearing force of two ends of the beam is the largest, the shearing strength of concrete is lower, and the resisting and shearing force is mainly shared by longitudinal steel bars and bent steel bars in the beam. Meanwhile, the cast-in-place concrete node of the beam and the column can be regarded as rigid connection, and the node of the beam and the column has negative bending moment which is mainly resisted by the stressed reinforcing steel bars on the top of the beam. Therefore, the using amount of the steel bars is increased at the node positions of the beams and the columns, on one hand, the construction cost is increased, on the other hand, as the steel bars are arranged too much, the concrete is easy to form cellular concrete due to incompact concrete when the concrete is poured, and thus, great potential safety hazards are left. In order to make the rigidity of the column higher than that of the beam, the common method is to pour concrete with high grade cement in the column, and pour concrete with low grade cement in the beam, which makes the construction more complicated, and because the grade of the cement is not uniform at the junction of the beam and the column, different reaction effects are generated in the later hardening process, and the beam is easy to expand and contract unevenly to generate cracks or deformation.
According to the basic force transmission path of the building structure: "the slab transfers to the beam, the beam transfers to the column, the column transfers to the foundation, and the foundation transfers to the ground. The beam bears the uniform load transmitted from all the plate surfaces and the dead weight of the plates, and converts the load into concentrated load to be transmitted to the column, the contact surface of the joint of the column and the beam is limited, and under the theoretical calculation of reinforcement, the structural reinforcement of the joint is necessarily added to strengthen the connection and transmission of the column and the beam. Therefore, the using amount of the reinforcing steel bars at the joints of the beam and the column is further increased, the construction difficulty is increased, the poured concrete is not compact easily, meanwhile, the section form of the joints is complex and changeable, and the difficulty is increased for on-site formwork support. The formwork supporting difficulty is increased along with the increase of the floors. If the formwork is not standard, the grout leakage at the node or the poured concrete is not compact, so that the quality of the structural node is affected. A great potential safety hazard is generated.
According to the existing structural seismic damage analysis, the most serious earthquake effect influences are beam column nodes of a building structure, and a plastic hinge mechanism is formed at the nodes to cause the structure to have larger deformation and be incapable of being used. And the nodes are enabled to be yielded, and the structure collapses to cause serious disasters. If the node treatment of the structure is improper, property loss in earthquake damage is caused slightly, and personnel injury is caused heavily. Therefore, it is a significant task to seek a novel building node which is simple in construction and has certain shock resistance.
According to the current construction mode, the building structure mainly adopts a cast-in-place concrete structure, and the cast-in-place concrete needs to be bound with reinforcing steel bars and manually supported by a formwork on site. After the concrete reaches the necessary basic strength, the construction such as formwork supporting and pouring can be carried out on the next layer, and along with the increase of floors, the difficulty in formwork supporting and pouring is increased, the construction period is prolonged, the manufacturing cost is increased inevitably, and the construction method does not accord with the energy conservation and emission reduction called by China. Meanwhile, the in-situ pouring causes environmental pollution, normal work and rest of surrounding people can be influenced, and the energy consumption is high. Belongs to the industries of high energy consumption and medium pollution. It is not in line with the concept of green buildings in China.
In addition, the cast-in-place concrete is greatly influenced by environment and seasonal variation, such as the construction is not facilitated in winter with low-temperature cold. If the structural member can be manufactured and molded in a factory and then transported to a site for assembly and splicing, the construction is less influenced by the environment and seasons, and meanwhile, the factory production of the structural member can use large machinery, so that not only is the heavy manual labor liberated, the labor efficiency is greatly improved, but also the construction quality is effectively ensured. The field splicing is not only slightly influenced by the environment, but also can effectively shorten the construction period of the building and reduce the construction cost of the building.
According to the existing national earthquake fortification theory: the structure comprises a strong column and a weak beam, a strong bending and weak shearing device and a strong node and weak member. If can find a novel post, it has the rigidity and the necessary bearing capacity that the building required promptly, has fine ductility again in order to guarantee the necessary shock resistance of structure, and can have better joint strength with the roof beam, is unlikely to the structure to destroy because of joint strength is not enough after the shake. Meanwhile, the corresponding yielding cross section can be set according to expectation, and the expected cross section is damaged in earthquake damage, so that later maintenance is facilitated.
SUMMERY OF THE UTILITY MODEL
The technical problem to be solved by the utility model is to provide a through type hollow concrete column-steel beam support connecting structure, the hollow concrete column of the structure not only reduces the dead weight of components, but also increases the bearing capacity and ductility of the concrete column by using hollow steel pipes, and is beneficial to the earthquake resistance of the structure. And meanwhile, the embedded type support is adopted, so that the reinforcing bars of the beam-column nodes are reduced, and the concrete at the nodes can be poured more compactly and connected more firmly.
Therefore, the through type open-web concrete column-steel beam support connecting structure provided by the utility model comprises an open-web concrete column and an embedded support, wherein the open-web concrete column comprises a hollow steel pipe and a steel bar framework arranged on the outer side of the hollow steel pipe, the hollow steel pipe and the steel bar framework are filled with concrete layers, the embedded support comprises an upper cover plate, a lower cover plate and a web plate, web plate holes which penetrate through and correspond to each other are formed in the two sides of the side wall of the hollow steel pipe, the upper cover plate and the lower cover plate are respectively and alternately arranged on the side wall of the hollow steel pipe, the upper cover plate and the lower cover plate are respectively and symmetrically arranged and are positioned on the two sides of the web plate holes, the web plate sequentially penetrates through the web plate holes in the two sides of the side wall of the hollow steel pipe and penetrates through the hollow steel pipe, and contact surfaces among the upper cover plate, the lower cover plate, the web plate and the hollow steel pipe are all welded and fixed.
Preferably, the outer wall of the hollow steel pipe is fixed with two symmetrically arranged fasteners, the fasteners are located between the upper cover plate and the lower cover plate, holes are formed between the adjacent end portions of the two fasteners, the holes are correspondingly matched with the web plate holes, the web plate sequentially penetrates through the two holes and the two web plate holes and penetrates out of the hollow steel pipe, and the fasteners are welded and fixed with the contact surfaces of the upper cover plate and the lower cover plate.
Preferably, a plurality of stiffening ribs are fixed on the outer side walls of the two fasteners, the stiffening ribs are uniformly and fixedly distributed on the outer side walls of the two fasteners, the upper end surfaces of the stiffening ribs are welded and fixed with the upper cover plate, and the lower end surfaces of the stiffening ribs are welded and fixed with the lower cover plate.
Preferably, the framework of steel reinforcement includes a plurality of muscle and spiral stirrup of indulging, the upper cover plate with lap down all set up with the circular hole of hollow steel pipe adaptation, the upper cover plate cup joints through circular hole with apron down and fixes on the hollow steel pipe lateral wall, cloth is equallyd divide to the upper cover plate and lap circular hole periphery down and has a plurality of muscle holes of indulging, indulges the muscle in proper order through the circular hole of wearing the upper cover plate and lapping down and set up in hollow steel pipe outer wall, it is fixed that the muscle passes through the spiral stirrup to indulge.
Preferably, the outer wall of the fastener is polygonal, the shape of the inner wall of the fastener is matched with that of the outer wall of the hollow steel pipe, and the symmetrically arranged fasteners are provided with at least one stiffening rib on each of the rest sides except for the side edges with the holes.
Preferably, form girder steel installation space between upper cover plate, lower apron and the web, the installation space is inserted to the girder steel tip, and girder steel, pre-buried support and channel-section steel three pass through the bolt fastening.
Preferably, the concrete layer is located hollow steel tube outer wall portion, steel reinforcement framework is pour in the concrete layer, and the junction of upper cover plate, hollow steel tube and steel reinforcement framework is consolidated through the concrete layer, and the junction of lower cover plate, hollow steel tube and steel reinforcement framework is consolidated through the concrete layer, the concrete layer surface is equal to the fastener surface.
Preferably, the left side edge of the web is flush with the left side edges of the upper cover plate and the lower cover plate, and the right side edge of the web is flush with the right side extension edges of the upper cover plate and the lower cover plate.
Preferably, two symmetrically arranged fasteners form an octagonal prism.
The utility model has the beneficial effects that:
1. the open-web concrete column-steel beam joint connecting structure is prefabricated in a factory, so that the working efficiency is improved, the unnecessary construction period is shortened, and the energy consumption and the environmental pollution are reduced. The industrial production of the structural component can effectively control the quality of the structural component and can also make the formwork more accurate.
2. The hollow concrete column not only reduces the dead weight of the member, but also increases the bearing capacity and ductility of the concrete column by the application of the hollow steel tube, and the measures are favorable for the earthquake resistance of the structure.
3. The embedded steel support is adopted, so that the reinforcing bars of beam-column nodes are reduced, and the concrete pouring of the embedded steel support and the hollow concrete column nodes is more compact and firmer in connection.
4. The steel beam is used for replacing the cast concrete beam, the steel beam has higher bearing capacity and rigidity, and the steel beam is simpler to manufacture in a factory than the cast concrete beam and is light in self weight. The steel beam has high ductility and is beneficial to structural seismic resistance.
Drawings
Fig. 1 is a schematic top view of a through-type hollow concrete column-steel beam support connection structure according to the present invention;
FIG. 2 is a schematic cross-sectional view of a through-type hollow concrete column-steel beam support connection structure according to the present invention;
fig. 3 is a schematic view of a vertical cross-section of a through-type hollow concrete column-steel beam support connection structure provided by the present invention;
FIG. 4 is a schematic structural view of an upper cover plate of a through-type hollow concrete column-steel beam support connection structure provided by the present invention;
fig. 5 is a schematic view of a lower cover plate structure of a through-type hollow concrete column-steel beam support connection structure according to the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, not all embodiments. All other embodiments obtained by a person skilled in the art based on the embodiments in the patent of the utility model without any inventive work belong to the protection scope of the patent of the utility model.
Referring to fig. 1 to 3, the present invention provides a through type hollow concrete column-steel beam support connection structure, which includes a hollow concrete column 1 and an embedded support 2. The hollow concrete column comprises a hollow steel pipe 3 and a steel bar framework 4 arranged on the outer side of the hollow steel pipe, the embedded support 2 is welded and fixed on the hollow steel pipe 3 and the steel bar framework 4, and the hollow steel pipe and the steel bar framework are filled with a concrete layer 5. The concrete layer is positioned on the outer wall part of the hollow steel tube 1, and the steel reinforcement framework 4 is poured in the concrete layer 5 to form the hollow concrete column 1. When the concrete layer is poured, the joints of the hollow steel tube 3, the steel bar framework 4 and the embedded support 2 are reinforced through the concrete layer. The hollow concrete column not only reduces the dead weight of the member, but also increases the bearing capacity and ductility of the concrete column by the application of the hollow steel tube, and is beneficial to the earthquake resistance of the structure.
The embedded support 2 comprises an upper cover plate 6, a lower cover plate 7 and a web plate 8, wherein the upper cover plate 6 and the lower cover plate 7 are respectively inserted and arranged on the side wall of the hollow steel pipe 1. Circular hole 9 with the adaptation of hollow steel pipe is all seted up to upper cover plate 6 and lower apron 7, and upper cover plate 6 and lower apron 7 cup joint through circular hole 9 and fix on hollow steel pipe 1 lateral wall. 1 lateral wall both sides of hollow steel pipe all set up the web hole 10 that runs through each other and correspond, upper cover plate 6 and lower apron 7 are located the symmetry respectively and set up and are located web hole 10 upper and lower both sides, and web 8 passes web hole 10 on hollow steel pipe lateral wall both sides in proper order and runs through hollow steel pipe 3. After the web plate 8 penetrates through the hollow steel pipe 1, the left side edge of the web plate 8 is flush with the left side edges of the upper cover plate 6 and the lower cover plate 7.
After the web plate 8 sequentially penetrates through the web plate hole 10, the upper end part of the web plate is in contact with and welded and fixed to the lower end surface of the upper cover plate, the lower end part of the web plate is in contact with and welded and fixed to the upper end surface of the lower cover plate, and the upper cover plate 6 and the hollow steel pipe 3, the lower cover plate 7 and the hollow steel pipe 3 and the web plate 8 and the web plate hole contact surface of the hollow steel pipe are all welded and fixed. The contact surfaces of the upper cover plate, the lower cover plate, the web plate and the hollow steel pipe are welded and fixed, and the prefabricated support 2 and the hollow steel pipe 3 are welded into a whole.
The outer wall of the hollow steel pipe 3 is fixed with two symmetrically arranged fasteners 11, the fasteners 11 are located between the upper cover plate 6 and the lower cover plate 7, the upper end face of each fastener 11 is in contact with the lower end face of the upper cover plate, the lower end face of each fastener is in contact with the upper end face of the lower cover plate, and the fasteners 11 are welded and fixed with the contact faces of the upper cover plate 6 and the lower cover plate 7. The outer wall of the fastener 11 is polygonal, and the two symmetrically arranged fasteners 11 form an octagonal prism which is coaxial with the hollow concrete column 1. Two fasteners 11 symmetry set up in the hollow steel pipe 3 outside, all have hole 12 between the tip that two fastener both sides are close to each other, all have hole 1 between the tip that two fasteners are close to promptly. The holes 12 are correspondingly matched with the web plate holes 10, and the web plate 8 sequentially penetrates through the two holes 12 and the two web plate holes 10 and penetrates out of the hollow steel tube 3. The upper end face and the lower end face of the fastener 11 are respectively welded and fixed on the upper cover plate 6 and the lower cover plate 7. The symmetrical fasteners are arranged, so that positioning operation is performed between the upper cover plate 6 and the lower cover plate 7, and the connection between the embedded support and the hollow steel pipe is firmer.
The outer side walls of the two fasteners are fixedly provided with a plurality of stiffening ribs 13, the stiffening ribs 13 are uniformly and fixedly distributed on the outer side walls of the two fasteners, the upper end surfaces of the stiffening ribs 13 are welded and fixed with the upper cover plate 6, and the lower end surfaces of the stiffening ribs 13 are welded and fixed with the lower cover plate 7. The symmetrically arranged fasteners are provided with at least one stiffening rib 13 except for the side edge with the hole without the stiffening rib, the stiffening rib 13 is in good contact with the fastener 11 and is firmly welded, and the outer edge of the stiffening rib 13 is flush with the outer edges of the upper cover plate 6 and the lower cover plate 7. The connection between the fastener 11, the upper cover plate 6 and the lower cover plate 7 is made more firm by welding the stiffening ribs 13.
The steel bar framework 4 comprises a plurality of longitudinal bars 14 and spiral stirrups 15, the height of the longitudinal bars 14 is the same as that of the outer wall of the hollow steel pipe 3, the longitudinal bars 14 are arranged outside the hollow steel pipe 3, and the longitudinal bars 14 are fixed and welded through the spiral stirrups 15. The periphery of the circular holes 9 of the upper cover plate and the lower cover plate is equally distributed with a plurality of longitudinal rib holes 16, and longitudinal ribs 14 sequentially pass through the longitudinal rib holes 16 penetrating the upper cover plate and the lower cover plate and are arranged on the outer wall of the hollow steel pipe 3. When the longitudinal ribs 14 pass through the upper cover plate and the lower cover plate, the longitudinal ribs firstly pass through the fasteners and then pass through the lower cover plate. After the steel reinforcement framework 4 is formed, the concrete layer 5 can be poured. When the concrete layer is poured, the size of the section of the formwork is the same as that of the section of the octagonal prism fastener 11, and the outer surface of the poured concrete layer 5 is flush with that of the fastener 11. When pouring hollow steel pipe 3, indulge muscle 14 and upper cover plate 6 junction, set up a plurality of through-holes 20 on the upper cover plate 6, the concrete gets into by the through-hole when pouring, and concrete placement is in between fastener, steel reinforcement cage and hollow steel pipe and in the clearance, makes upper cover plate 6, hollow steel pipe 3, fastener and steel reinforcement cage 4 junction pass through concrete layer and consolidates, and lower cover plate 7, hollow steel pipe 3 and steel reinforcement cage 4 three junction also pass through concrete layer and consolidate. And after the concrete layer is poured, forming the hollow concrete column with the embedded support.
The steel support embedded in the hollow concrete column with the embedded support has enough rigidity and strength, is convenient to construct, can realize industrial production, improves the labor efficiency, and avoids the quality problems of troublesome formwork support and incompact pouring caused by intensive reinforcement distribution at the joint of the traditional concrete column and the beam. By adopting the pre-embedded steel support, the reinforcing bars of the beam-column nodes are reduced, and the concrete pouring at the nodes can be more compact and the connection is more firm. The combined application of the hollow steel pipe and the spiral reinforcing bars can greatly improve the bearing capacity and the ductility of the column, and is a favorable factor for structural seismic resistance. The industrial production reduces the difficulty of formwork erecting and concrete pouring of high-rise buildings. The quality of the structural component can be effectively controlled, and the formwork can be more accurately supported. The factory production can not only reduce the construction cost, but also the construction is not influenced by the season and the temperature, the labor personnel needed by the field hoisting is less, the field organization and the construction are convenient, and the cost is reduced. The negative influence of construction on the environment can be reduced by manufacturing the components in a factory and hoisting the components on site, and the method accords with green buildings encouraged by China and construction industrialization called for.
And a steel beam 18 installation space is formed between the right side extension parts 17 of the upper cover plate and the lower cover plate and the web plate 8. The steel beam is a structural component produced in a factory and is installed with the hollow concrete column and the embedded support on the spot. The steel beam 18 has higher bearing capacity and rigidity, and the steel beam is simpler to manufacture than a poured concrete beam in a factory and has light self weight. The steel beam has high ductility and is beneficial to structural seismic resistance. The combined application of factory prefabrication and field assembly can improve the construction progress and efficiency, shorten the construction period, control the quality and reduce the construction cost. The combined use of the hollow steel tube concrete column and the steel beam can effectively reduce the dead weight of a building structure, can slow down the earthquake effect in an earthquake area, is favorable for damping and fortification of the structure, saves natural resources, and belongs to a part of green buildings.
When the steel beam 18 is installed, the end part of the steel beam 18 is inserted into the installation space, and the steel beam 18, the embedded support 2 and the channel steel 19 are fixed through bolts. Channel-section steel 19 set up as the connecting plate in upper cover plate and apron right side extension 17 lateral surface down, the top flange of channel-section steel and the top flange contact of upper cover plate and girder steel and carry out bolted connection, and the web of channel-section steel carries out bolted connection with support web and girder steel web simultaneously. The lower flange of the channel steel is in contact with the lower flange of the lower cover plate and the lower flange of the steel beam, and the channel steel, the lower flange of the lower cover plate and the lower flange of the steel beam are connected through bolts. According to design requirement and indoor headroom needs, except with pre-buried support junction position, can subduct the height of other positions webs of girder steel to satisfy and bear and indoor headroom requirement. The cross-section is cut down the setting and is gone on in girder steel department, can guarantee the bolt quantity and the joint strength of girder steel and support, reduce the steel quantity, again can be in the earthquake damage, the component destroys and takes place from the cross-section reduction.
The steel beam is connected with the support through bolts, and the bolt connection can guarantee the use requirement of the structure in a non-earthquake-resistant area. In the earthquake-resistant area, the bolt connection position can be artificially set to be a plastic hinge position, and the dangerous section of the structure under the earthquake action is artificially set. After the earthquake, the structure is damaged, and the steel beam can be detached for repair. Meanwhile, the variable-section steel beam also causes the component damage to occur at the first place of the section change in the earthquake damage. This ensures that the post does not fail or yield first in a jolt.
The above description is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above examples, and all the techniques and schemes belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that modifications and embellishments within the scope of the present patent application are considered to be within the scope of the present patent application by those of ordinary skill in the art without departing from the inventive concepts herein.

Claims (9)

1. A through type hollow concrete column-steel beam support connecting structure is characterized in that: including empty stomach concrete column and pre-buried support, empty stomach concrete column includes hollow steel pipe and locates the steel reinforcement framework in the hollow steel pipe outside, and hollow steel pipe and steel reinforcement framework both fill concrete layer, pre-buried support includes upper cover plate, lower apron and web, hollow steel pipe lateral wall both sides all set up the web hole that runs through and correspond each other, and upper cover plate and lower apron alternate respectively and set up on hollow steel pipe lateral wall, upper cover plate and lower apron are located the symmetry respectively and set up and are located web hole both sides, and the web passes the web hole on hollow steel pipe lateral wall both sides and runs through hollow steel pipe in proper order, and the equal welded fastening of contact surface between upper cover plate, lower apron, web and the hollow steel pipe.
2. The through-type hollow concrete column-steel beam support connecting structure as claimed in claim 1, wherein: the outer wall of the hollow steel pipe is fixed with two symmetrically arranged fasteners, the fasteners are located between the upper cover plate and the lower cover plate, holes are formed between the adjacent end portions of the two fasteners, the holes are correspondingly matched with the web plate holes, the web plate sequentially penetrates through the two holes and the two web plate holes and penetrates out of the hollow steel pipe, and the fasteners are welded and fixed with the contact surfaces of the upper cover plate and the lower cover plate.
3. The through-type hollow concrete column-steel beam support connecting structure as claimed in claim 2, wherein: the outer side walls of the two fasteners are fixed with a plurality of stiffening ribs, the stiffening ribs are uniformly and fixedly distributed on the outer side walls of the two fasteners, the upper end surfaces of the stiffening ribs are welded and fixed with the upper cover plate, and the lower end surfaces of the stiffening ribs are welded and fixed with the lower cover plate.
4. A through-type hollow concrete column-steel beam support connection structure as claimed in claim 1, 2 or 3, wherein: the steel bar framework comprises a plurality of longitudinal bars and spiral stirrups, the circular holes matched with the hollow steel pipes are formed in the upper cover plate and the lower cover plate, the upper cover plate and the lower cover plate are sleeved and fixed on the side wall of the hollow steel pipe through the circular holes, a plurality of longitudinal bar holes are distributed in the peripheries of the circular holes of the upper cover plate and the lower cover plate, the longitudinal bars are sequentially arranged on the outer wall of the hollow steel pipe through the circular holes of the upper cover plate and the lower cover plate, and the longitudinal bars are fixed through the spiral stirrups.
5. The through-type hollow concrete column-steel beam support connecting structure as claimed in claim 4, wherein: the outer wall of the fastener is polygonal, the shape of the inner wall of the fastener is matched with that of the outer wall of the hollow steel pipe, the symmetrically arranged fasteners are provided with at least one stiffening rib on each of the other sides except for the side edges with the holes.
6. The through type hollow concrete column-steel beam support connection structure as claimed in claim 1, 2, 3 or 5, wherein: a steel beam installation space is formed among the upper cover plate, the lower cover plate and the web plate, the end portion of the steel beam is inserted into the installation space, and the steel beam, the embedded support and the channel steel are fixed through bolts.
7. The through-type hollow concrete column-steel beam support connecting structure as claimed in claim 6, wherein: the concrete layer is located hollow steel pipe outer wall portion, steel reinforcement framework is pour in the concrete layer, and upper cover plate, hollow steel pipe and steel reinforcement framework three junction pass through the concrete layer and consolidate, and lower cover plate, hollow steel pipe and steel reinforcement framework three junction pass through the concrete layer and consolidate, the concrete layer surface is leveled with the fastener surface.
8. The through type hollow concrete column-steel beam support connection structure according to claim 1, 2, 3, 5 or 7, wherein: the left side edge of the web plate is flush with the left side edges of the upper cover plate and the lower cover plate.
9. A through-type hollow concrete column-steel beam support connection structure as claimed in claim 2 or 3, wherein: two fasteners that the symmetry set up form the octagon prism.
CN202121870333.1U 2021-08-11 2021-08-11 Through type hollow concrete column-steel beam support connecting structure Active CN216142188U (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202121870333.1U CN216142188U (en) 2021-08-11 2021-08-11 Through type hollow concrete column-steel beam support connecting structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202121870333.1U CN216142188U (en) 2021-08-11 2021-08-11 Through type hollow concrete column-steel beam support connecting structure

Publications (1)

Publication Number Publication Date
CN216142188U true CN216142188U (en) 2022-03-29

Family

ID=80805592

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202121870333.1U Active CN216142188U (en) 2021-08-11 2021-08-11 Through type hollow concrete column-steel beam support connecting structure

Country Status (1)

Country Link
CN (1) CN216142188U (en)

Similar Documents

Publication Publication Date Title
CN105649360A (en) Integral assembling type building system and installing method
CN110512647B (en) Partial assembly type subway station structure design and construction method
CN108755975B (en) Replaceable self-resetting assembly type connecting node and construction method
CN103498570A (en) Floor-adding transformation structure inside old factory building and construction method thereof
CN210887559U (en) Low multi-storey steel structure residential system
CN103711329A (en) Method for reinforcing structure by means of method of externally attaching steel-reinforced concrete framework
CN204059179U (en) A kind of T-shaped plate girder precast segment unit based on steel truss and combined bridge deck
CN216142188U (en) Through type hollow concrete column-steel beam support connecting structure
CN211690817U (en) Beam column connecting piece and beam column frame
CN108412036B (en) Assembled H profile steel column-isolated footing-concrete collar tie beam cross connecting node
CN208023735U (en) Assembly concrete-filled steel tube column-isolated footing-concrete collar tie beam T shape connecting nodes
CN203475599U (en) Shock-proof prefabricated building of steel tube shearing wall composite structure
CN207017483U (en) The full precast shear wall structural system of regenerative steel skeleton
CN109653376A (en) A kind of high-performance is greatly across heavily loaded multistory industrial buildings fabricated construction system
CN111335459A (en) Prefabricated hinged frame supporting system
CN216142189U (en) Assembled column through type open-web concrete column-steel beam joint connection structure
CN215519166U (en) Full-assembly steel-concrete combined frame-support building structure system
CN214884632U (en) Assembled shaped steel composite wall
CN208023734U (en) Assembly concrete-filled steel tube column-isolated footing-concrete collar tie beam linear type connecting node
CN102392417A (en) Dual-cantilever bearing support structure for large steel pipe and installation method
CN214940977U (en) Novel prefabricated prestressed concrete frame structure that area supported
CN214884633U (en) Assembled shaped steel composite wall based on cast steel node
CN214981984U (en) Pretensioning method assembled prestressing force stretch-draw bench device
CN108625491B (en) Assembled H profile steel column-isolated footing-concrete collar tie beam L shape connecting node
CN212926452U (en) Joint connecting device for assembly type building frame

Legal Events

Date Code Title Description
GR01 Patent grant
GR01 Patent grant