CN117702910A

CN117702910A - Steel fiber reinforced concrete-encased profiled bar special-shaped column full-bolt connection frame system and construction method

Info

Publication number: CN117702910A
Application number: CN202311703547.3A
Authority: CN
Inventors: 于劲; 方志昊; 姚健; 张磊; 刘学春; 王炜; 陈学森; 方石峰
Original assignee: Beijing University of Technology; Design Consulting Co Ltd of China Railway Real Estate Group Co Ltd
Current assignee: Beijing University of Technology; Design Consulting Co Ltd of China Railway Real Estate Group Co Ltd
Priority date: 2023-12-12
Filing date: 2023-12-12
Publication date: 2024-03-15

Abstract

This application relates to a fully bolted connection frame system and construction method for steel fiber reinforced concrete shaped steel special-shaped columns, including shaped steel concrete special-shaped column modules, shaped steel concrete beam modules, slab modules and basement modules. Both shaped steel concrete special-shaped column modules and basement modules include Steel fiber concrete special-shaped steel columns and node connectors. Steel fiber concrete special-shaped steel columns include L-shaped, T-shaped or cross-shaped steel and steel fiber concrete wrapping; node connectors include lower supporting plates, outrigger plates, Nodal domain connecting plates, negative bending moment steel connectors, steel bars are tied on site for the basement retaining wall, and concrete is poured to form the retaining wall. The side columns and corner columns at the base of the basement columns are rigidly connected to the raft foundation, and the center column is hinged to the raft foundation. The beams and columns in this application can be assembled on-site with all bolts, which can be assembled quickly and shorten the construction period. The beams and columns in this application are all made of steel fiber concrete, which reduces the amount of steel bars, enhances the crack resistance of the concrete, and reduces the carbon emissions of the building.

Description

Steel fiber reinforced concrete-encased profiled bar special-shaped column full-bolt connection frame system and construction method

Technical Field

The application belongs to the technical field of structural engineering, relates to a special-shaped column assembled frame system with fully prefabricated components, and in particular relates to a steel fiber reinforced concrete-encased steel section steel special-shaped column fully-bolted connection frame system and a construction method.

Background

Traditional building construction methods include processes such as formwork, site binding reinforcing steel bars, concrete pouring and the like, and are more in construction steps and unfavorable for comprehensive allocation of personnel, so that the specialized level of constructors is low, the site construction quality is difficult to detect, and the construction quality is difficult to guarantee. Meanwhile, in the construction process, a large amount of disposable consumables are needed, so that great waste of materials is caused; and, construction period is long, and personnel wage expense is big. All components are prefabricated in factories and transported to a site for construction, so that the assembly type building has high production efficiency and good quality, reduces environmental pollution and improves the construction efficiency. The assembly type building has high construction speed, greatly reduces the labor intensity and time of workers, and is convenient and orderly for cross operation; the quality of building construction can be ensured in building assembly; noise is reduced during construction, material stacking places are reduced, and environmental protection is facilitated.

The inventors of the present application found in the study that: in the existing assembly type building, the following problems exist:

1) The beam column node is usually connected by adopting a bolt welding mixed node, so that the accuracy in the assembly process of the assembled beam column node is required to be high, otherwise, the problem of difficult butt joint occurs;

2) Most of the existing assembled beam column joints generate plastic hinge energy consumption at the beam ends outside the joints;

3) The section steel concrete combined column-column joint is welded by section steel, a form of pouring reinforcing steel bars on site at the joint is reserved, and the on-site workload is more and the assembly is more complex;

4) A large number of steel bars are arranged in the existing building concrete, the steel consumption is large, and the structural weight is large;

5) In the traditional frame structure, the phenomenon that the column at the internal corner of a building room protrudes commonly affects the use space of the building.

Disclosure of Invention

Aiming at the defects existing in the problems, the application provides a multi-story and high-rise frame system which is externally wrapped with steel fiber concrete profile steel special-shaped columns and is connected through full bolts.

In order to solve the technical problems, the technical means adopted in the application are as follows:

an all-bolt connection frame system for steel fiber reinforced concrete-encased profiled bars, comprising: the system comprises a profiled steel concrete special-shaped column module, a profiled steel concrete beam module, a plate module and a basement module;

the steel fiber concrete special-shaped column module and the basement module comprise steel fiber concrete special-shaped columns and node connecting pieces, wherein the steel fiber concrete special-shaped columns comprise steel sections with L-shaped, T-shaped or cross-shaped cross sections and steel fiber concrete wrapped outside and are respectively arranged into corner columns, side columns and middle columns; the node connecting piece is fixedly arranged at the node design position of the steel fiber reinforced concrete profiled bar and comprises a bottom bracket, an overhanging board, a node domain connecting plate and a hogging moment reinforcing bar connecting piece, wherein the bottom bracket is horizontally welded on the outer side surface of a flange of the profiled bar, the overhanging board is vertically welded on the outer side surface of the flange of the profiled bar, a containing space is reserved between the upper surface of the bottom bracket and the lower surface of the overhanging board, the node domain connecting plate is welded on a web plate of the profiled bar, the hogging moment reinforcing bar connecting piece is welded on the node domain connecting plate and the profiled bar, and bolt holes are formed in the bottom bracket and the overhanging board; column-column connectors are welded at the top and the bottom of the section steel concrete special-shaped column module, and the section steel fiber concrete special-shaped columns are connected through the column-column connectors by bolts;

the steel reinforced concrete beam module comprises a Y-shaped steel reinforced concrete beam, wherein the Y-shaped steel reinforced concrete beam consists of Y-shaped steel and steel fiber reinforced concrete; the web plate of the Y-shaped steel is equal to the end face of the overhanging plate in height, the lower flange of the Y-shaped steel is accommodated in the reserved accommodating space, and the web plate of the Y-shaped steel is connected with the overhanging plate and the lower flange of the Y-shaped steel is connected with the lower supporting plate through high-strength bolts respectively through bolt holes formed in the web plate of the Y-shaped steel and the end parts of the lower flange;

the slab module comprises a prefabricated truss reinforced concrete superimposed sheet and a cast-in-situ layer which are formed into a whole, wherein the cast-in-situ layer comprises cast-in-situ layer steel bars and cast-in-situ concrete which are arranged perpendicular to the truss steel bar direction of the prefabricated truss reinforced concrete superimposed sheet;

and foundation connecting plates are welded at the bottoms of the section steel of the corner columns, the side columns and the middle columns of the basement module, and are connected with raft foundations.

Further, stiffening ribs are welded on the foundation connecting plates of the corner posts and the side posts of the basement module and are just connected with the raft foundation, and the foundation connecting plates of the middle posts of the basement module are hinged with the raft foundation.

Further, the cast-in-situ layer steel bars are directly erected on the Y-shaped steel reinforced concrete beam.

Further, the node domain connecting plate adopts a longitudinal special-shaped stiffening plate to enable concrete pouring to be smooth, and the hogging moment steel bar connecting piece consists of a casting piece and a steel bar threaded sleeve; the steel bar threaded sleeve is fixedly arranged in a groove formed in the casting piece, and is connected with the hogging moment steel bar.

Further, the profiled steel concrete special-shaped column modules are disconnected at the reverse bending points, and a channel steel connecting piece is used for forming a column-column assembly type connecting mode.

Further, the protective layers of the corner posts, side posts and middle posts of the profiled steel concrete special-shaped post module are smaller than the protective thickness requirement of the combined structural design specification JGJ 138-2016, but meet the structural stress requirement.

Further, the Y-shaped section steel is formed by removing an upper flange from the I-shaped section steel, cutting webs, cold bending at intervals to two sides to form shear keys, and the shear members, the hogging moment steel bars and the floor slab form a combined beam to act together.

Further, the steel fiber concrete type steel special-shaped columns are connected through the column-column connecting piece by bolts: the top web of the steel fiber concrete profiled bar positioned at the lower part is provided with a bolt hole, and is aligned with the bolt hole of the column-column connecting piece, and a high-strength bolt is inserted into the bolt hole and fixed.

On the other hand, the application also protects a construction method of the steel fiber reinforced concrete-encased profiled bar special-shaped column full-bolt connection frame system, which comprises the following steps:

step 1: prefabricating the profiled steel concrete special-shaped column module and the profiled steel concrete beam module in a factory, transporting to a construction site for next installation after manufacturing, and specifically comprising the following steps:

step 11: prefabricating the profile steel concrete special-shaped column module in a factory: firstly, cutting steel materials, welding to manufacture column internal type steel, then welding a lower supporting plate, an overhanging plate, a node domain connecting plate and a hogging moment steel bar connecting piece at the design position of an internal type steel node, welding a column-column connecting piece at the bottom, and then supporting a mould in a factory to pour steel fiber concrete covered outside;

step 12: prefabricating the section steel concrete beam module in a factory: firstly, cutting steel materials, welding and manufacturing beam Y-shaped steel, pouring steel fiber concrete in the middle of a beam during prefabrication, reserving 100mm on the upper part, and connecting a beam plate during pouring a cast-in-situ concrete layer on a plate in the later period;

step 2: hoist and mount post and roof beam specifically include:

step 21: firstly, bolting the corner posts, side posts and a foundation connecting plate at the bottom of a middle post of the basement module with a reserved ground anchor on a raft foundation, and then pouring steel fiber concrete on site to form an outer concrete half square post and a retaining wall; then, respectively connecting a corner column, a side column and a middle column of the profile steel concrete special-shaped column module by using the column-column connecting piece;

step 22: hoisting the Y-shaped steel reinforced concrete beam, so that bolt holes on the lower support plate and the overhanging plate are respectively aligned with bolt holes on the upper flange and the lower flange of the Y-shaped steel reinforced concrete beam and the bolt holes on the web plate, the upper surface of the lower support plate and the lower surface of the lower flange of the Y-shaped steel reinforced concrete beam are positioned on the same horizontal plane, the inner surface of the overhanging plate and the end surface of the web plate of the Y-shaped steel reinforced concrete beam are positioned on the same plane, and then the Y-shaped steel reinforced concrete beam is connected with the lower support plate and the overhanging plate through bolts;

step 3: selecting commercial prefabricated truss reinforced concrete superimposed sheets, and hoisting and overlapping the prefabricated truss reinforced concrete superimposed sheets on the Y-shaped steel reinforced concrete beam; arranging cast-in-situ layer steel bars perpendicular to the direction of the truss steel bars of the floor slab on the precast truss reinforced concrete superimposed sheet, and simultaneously installing hogging moment steel bars at the support; and pouring concrete on the upper parts of the Y-shaped steel reinforced concrete beams and the precast truss reinforced concrete superimposed sheet, and wrapping the Y-shaped shearing resistant parts of the Y-shaped steel reinforced concrete beams and the cast-in-situ layer steel bars to form a cast-in-situ floor.

Compared with the existing building construction technology, the method has the following advantages:

1. the beam-column connection and the column-column connection are all connected by adopting full bolts, the welding operation is not carried out on site, the construction is convenient, the operation is convenient, the assembly speed is high, the construction quality can be ensured, the factory modularized production is realized, and the quick assembly is carried out on site;

2. the ribbed lower support plate and the overhanging plate at the beam-column joint position play a role in accurately positioning the beam during assembly, bear part of the bearing capacity of the beam end bending moment lifting joint, and the full-bolt assembly type joint lower bracket generates sliding friction energy consumption with the beam end in the stress process, so that the joint ductility is increased, the lower flange of the beam is prevented from being locally buckled, the longitudinal special-shaped stiffening plate is adopted between the section steel column flange webs in the joint domain, the rigidity of the joint domain is enhanced, and meanwhile, concrete is poured more smoothly;

3. according to the novel channel steel column joint used in the application, bolt holes are reserved on the section steel, the columns are connected through channel steel connectors, concrete is poured to form column connection, compared with the mode that steel bars are reserved at joint positions in a welding mode through steel bars in a welding mode, the site workload is small, the assembly is simple, the installation between the columns is convenient, meanwhile, the channel steel connectors and reserved holes reduce the alignment difficulty of bolts, the stable connection between the columns is guaranteed, the joint integrity is good, and the rigidity is high;

4. according to the Y-shaped steel reinforced concrete beam, the upper flange is converted into the Y-shaped shear key, the shear key and the hogging moment steel bars act simultaneously to form a combined beam with a floor slab, and the shearing resistance between the floor slab and the beam is improved by the combined action of the shearing resistance piece and the hogging moment steel bars, so that the combined beam has a powerful combined action, the floor slab is prevented from cracking in a supporting seat range, the shearing resistance requirement of the combined beam is met, meanwhile, the steel bars in the vertical direction of the beam and the floor slab truss are easy to arrange due to the structure without the upper flange, and meanwhile, the steel consumption is reduced;

5. according to the steel reinforced concrete special-shaped column module (A) and the steel reinforced concrete beam module (B), steel fiber concrete materials are used, the addition of steel fibers enhances the crack resistance of concrete, improves the strength of the concrete and the durability of materials, the incorporation of the steel fibers meets the stress requirement of a member in a working state, steel bars are not arranged in a beam column, the consumption of steel bars of a structural system can be reduced, and the carbon emission of the whole life cycle of a frame system is reduced;

6. the L-shaped steel fiber concrete special-shaped column corner column (1), the T-shaped steel fiber concrete special-shaped column side column (2) and the cross-shaped steel fiber concrete special-shaped column middle column (3) protective layer are smaller than the protective layer thickness requirement in the composite structural design specification JGJ 138-2016, but experiments prove that the L-shaped steel fiber concrete special-shaped column corner column meets the structural stress requirement, meanwhile, the concrete is wrapped outside, the fireproof performance of the column is improved, the condition that the column is unstable integrally in the stress process is prevented due to the concrete, in addition, the protruding corner of the column is hidden into the wall by the special-shaped column, the space in a building is more regular, and the utilization rate of the building use area is improved.

7. The utility model provides an outsourcing steel fiber concrete shaped steel dysmorphism post all bolted connection multi-story high-rise frame system contains abnormal shape post module (A), shaped steel concrete beam module (B), board module (C) and basement module (D), all adopts mill's prefabricated production basically in each module, only part concrete part in basement module (D) adopts cast in place because structural design requires. The modularized construction mode reduces the manual error of the building during on-site construction, and meanwhile, the factory prefabrication of each module reduces various environmental pollution problems caused by on-site construction. The structural system meets the requirements of building 'strong column and weak beam', 'strong node and weak component'.

8. The utility model provides a steel fiber reinforced concrete steel profiled pole full bolted connection multi-story high-rise frame system of outsourcing that this application adopted steel fiber reinforced concrete to reduce the reinforcing bar usage amount of frame, and no reinforcement has brought the building life-span simultaneously and has ended the recovery time, and the recovery of concrete is convenient, and its regeneration coarse aggregate quality is better. The use of new materials results in low carbon emissions throughout the life cycle of the present application.

9. In the construction process, the laminated slab can be used as a template of a cast-in-place concrete part after the lap joint is finished, the use amount of the template is greatly saved in the whole construction process, and the whole carbon emission of a building is greatly reduced.

Drawings

In order to more clearly illustrate the embodiments of the present application or the technical solutions in the prior art, a brief description will be given below of the drawings that are needed in the embodiments or the prior art descriptions, and it is obvious that the drawings in the following description are some embodiments of the present application, and that other drawings can be obtained according to these drawings without inventive effort for a person skilled in the art.

FIG. 1 is a schematic structural view of a steel fiber reinforced concrete encased profiled bar fully bolted multi-story high-rise frame system;

FIG. 2 is an enlarged schematic view of the single layer frame structure of FIG. 1;

FIG. 3 is a schematic structural view of the profiled bar concrete profiled bar module of FIG. 1;

FIG. 4 is a schematic structural view of the steel reinforced concrete beam module of FIG. 1;

FIG. 5 is a schematic view of the structure of the precast truss reinforced concrete composite slab of the slab module of FIG. 1;

FIG. 6 is a schematic view of the cross-shaped steel fiber concrete special-shaped column of FIG. 1;

FIG. 7 is a schematic structural view of the T-shaped steel fiber concrete special-shaped column side column in FIG. 1;

FIG. 8 is a schematic view of the L-shaped steel fiber concrete special-shaped column corner column structure in FIG. 1;

fig. 9 is a schematic view of the hogging moment rebar junction of fig. 6, 7, 8;

fig. 10 is a schematic structural diagram of the node domain connecting plate in fig. 6, 7 and 8.

FIG. 11 is a schematic view of a pillar of the basement module of FIG. 1

FIG. 12 is a schematic view of the leg structure of FIG. 11

FIG. 13 is a schematic view of a portion of the basement of FIG. 1

FIG. 14 is a schematic view of the two-piece intersecting retaining wall structure of FIG. 13

Fig. 15 is a view showing the construction of the reinforcing bars at the junction of the corners of the wall in fig. 14

In the figure:

A. a section steel concrete special-shaped column module; B. a section steel concrete beam module; C. a plate module; D. a basement module;

1. corner posts; 2. a side column; 3. a center column; 4. a lower support plate; 5. an overhanging plate; 6. a node domain connecting plate; 7. a hogging moment steel bar connecting piece; 8. column-column connectors; 9. y-shaped steel reinforced concrete beam; 10. y-shaped steel; 11. wrapping steel fiber concrete; 12. prefabricating truss reinforced concrete superimposed sheets; 13. a high-strength bolt; 14. hogging moment steel bar; 15. l-shaped steel fiber concrete half square column corner columns; 16. t-shaped steel fiber concrete semi-square column side column; 17. cross steel fiber concrete semi-square column middle column; 18. a base connection board; 19. an anchor bolt; 20. column foot stiffening ribs.

Detailed Description

For the purposes of making the objects, technical solutions and advantages of the embodiments of the present application more clear, the technical solutions of the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is apparent that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be made by one of ordinary skill in the art without undue burden from the present disclosure, are within the scope of the present disclosure.

The utility model provides a steel fiber reinforced concrete shaped steel dysmorphism post all bolted connection multi-story high-rise frame system of outsourcing, include: the system comprises a profiled steel concrete special-shaped column module A, a profiled steel concrete beam module B, a plate module C and a basement module D;

the steel fiber concrete special-shaped column module A and the basement module D comprise steel fiber concrete special-shaped columns and node connecting pieces, wherein the steel fiber concrete special-shaped columns comprise steel sections with L-shaped, T-shaped or cross-shaped cross sections and steel fiber concrete covered outside, and are respectively arranged into corner columns 1, side columns 2 and middle columns 3; because this application has adopted steel fiber concrete, can not join in marriage the reinforcing bar and can satisfy the structure operation requirement, alleviateed the dead weight, reduced the steel consumption.

The node connecting piece is fixedly arranged at the node design position of the steel fiber concrete profile steel special-shaped column and comprises a lower supporting plate 4, an overhanging plate 5, a node domain connecting plate 6 and a hogging moment steel bar connecting piece 7, wherein the lower supporting plate 4 is horizontally welded on the outer side surface of a flange of the profile steel, the overhanging plate 5 is vertically welded on the outer side surface of the flange of the profile steel, a containing space is reserved between the upper surface of the lower supporting plate 4 and the lower surface of the overhanging plate 5, the node domain connecting plate 6 is welded on a web plate of the profile steel, the hogging moment steel bar connecting piece 7 is welded on the node domain connecting plate 6 and the profile steel, and bolt holes are formed in the lower supporting plate 4 and the overhanging plate 5; the lower support plate 4 and the beam end generate sliding friction energy consumption in the stress process, so that plastic hinge energy consumption is avoided, in addition, in the assembly and installation process, the lower support plate 4 and the overhanging plate 5 can play a role in positioning and alignment, the subsequent steel beam installation is convenient, and the problem of difficult butt joint in the prior art is solved; in addition, the lower support plate 4 is arranged on the column at the joint through full bolt connection, so that the joint has enough rigidity and bearing capacity, the damage position of the joint is moved out of the joint field, and the design concept of 'strong joint and weak component' in the earthquake-proof standard is realized.

The column-column connecting piece 8 is welded at the bottom of the section steel concrete special-shaped column module A, and the steel fiber concrete special-shaped columns are connected through the column-column connecting piece 8 through bolts;

the steel reinforced concrete beam module B comprises a Y-shaped steel reinforced concrete beam 9, wherein the Y-shaped steel reinforced concrete beam 9 consists of Y-shaped steel 10 and steel fiber reinforced concrete 11 covered outside; the web plate of the Y-shaped steel 10 is equal to the end face of the overhanging plate 5 in height, the lower flange of the Y-shaped steel 10 is accommodated in the reserved accommodating space, and the web plate of the Y-shaped steel 10 is respectively connected with the overhanging plate 5 and the lower flange of the Y-shaped steel 10 is connected with the lower supporting plate 4 through high-strength bolts through bolt holes formed in the web plate of the Y-shaped steel 10 and the end parts of the lower flange;

the slab module C comprises a prefabricated truss reinforced concrete composite slab 12 and a cast-in-situ layer which are integrally formed, wherein the cast-in-situ layer comprises cast-in-situ layer steel bars and cast-in-situ concrete which are arranged perpendicular to the truss steel bar direction of the prefabricated truss reinforced concrete composite slab 12;

the foundation connection plates 18 are welded at the bottoms of the section steel of the corner columns 1, the side columns 2 and the middle columns 3 of the basement module D, and the foundation connection plates 18 are connected with raft foundations.

Stiffening ribs are welded on the foundation connecting plates 18 of the corner posts 1 and the side posts 2 of the basement module D and are just connected with the raft foundation, and the foundation connecting plates 18 of the middle posts 3 of the basement module D are hinged with the raft foundation.

The cast-in-situ layer steel bars are directly erected on the Y-shaped steel reinforced concrete beam 9.

The section steel node area adopts a longitudinal special-shaped stiffening plate to enable concrete to be poured more smoothly, and the hogging moment steel bar connecting piece 7 consists of a casting piece b and a steel bar threaded sleeve a; the rebar threaded sleeve a connects to the negative moment rebar 14.

The profiled steel concrete special-shaped column module A is disconnected at the reverse bending point, and a novel column-column assembly type connection mode is formed by using a channel steel connecting piece. The beneficial effects of setting like this are: the assembly precision is high, and the installation is swift convenient, and the node rigidity of formation is higher than current node, and the channel-section steel connecting piece bolted connection reduces on-the-spot welding operation.

The protective layers of the corner column 1, the side column 2 and the middle column 3 of the profile steel concrete special-shaped column module A are smaller than the thickness requirement of the protective layer in the combined structural design specification JGJ 138-2016, but meet the structural stress requirement.

The Y-shaped section steel 10 is formed by removing an upper flange from an I-shaped section steel, cutting a web plate, cold bending at intervals to two sides to form a shear key, and the shear member, the hogging moment steel bar and the floor slab form a combined beam to act together. Preferably, adjacent shear keys are spaced apart by 100mm and bent at an angle of 80 °.

The steel fiber concrete type steel special-shaped columns are connected through the column-column connecting piece 8 by bolts: the top web of the steel fiber concrete profiled bar positioned at the lower part is provided with a bolt hole, and is aligned with the bolt hole of the column-column connecting piece 8, and a high-strength bolt is inserted into the bolt hole and fixed.

The application also provides a construction method of the steel fiber reinforced concrete-encased profiled bar full-bolt connection multi-story and high-rise frame system, which comprises the following steps:

step 1: prefabricating the profiled steel concrete special-shaped column module A and the profiled steel concrete beam module B in a factory, transporting to a construction site for next installation after manufacturing, and specifically comprising the following steps:

step 11: prefabricating the profile steel concrete special-shaped column module A in a factory: firstly, cutting steel materials, welding to manufacture column internal type steel, then welding a lower supporting plate 4, an overhanging plate 5, a node domain connecting plate 6 and a hogging moment steel bar connecting piece 7 at the design position of internal type steel nodes, welding a column-column connecting piece 8 at the bottom, and then supporting and pouring steel fiber concrete covered outside in a factory;

step 12: prefabricating the section steel concrete beam module B in a factory: firstly, cutting steel materials, welding and manufacturing beam Y-shaped steel, pouring steel fiber concrete in the middle of a beam during prefabrication, reserving 100mm on the upper part, and connecting a beam plate during pouring a cast-in-situ concrete layer on a plate in the later period;

step 2: hoist and mount post and roof beam specifically include:

step 21: firstly, connecting a foundation connecting plate 18 at the bottoms of a corner column 1, a side column 2 and a middle column 3 of a basement module D with a ground anchor bolt 19 reserved on a raft foundation, and then pouring steel fiber concrete on site to form an outer concrete half square column and a retaining wall; then the corner column 1, the side column 2 and the middle column 3 of the profile steel concrete special-shaped column module A are respectively connected by the column-column connecting piece 8;

step 22: hoisting the Y-shaped steel reinforced concrete beam 9, so that bolt holes on the lower support plate 4 and the overhanging plate 5 are respectively aligned with bolt holes formed on the upper flange and the lower flange of the Y-shaped steel reinforced concrete beam 9 and a web plate, the upper surface of the lower support plate 4 and the lower surface of the lower flange of the Y-shaped steel reinforced concrete beam 9 are positioned on the same horizontal plane, the inner surface of the overhanging plate 5 and the web plate end surface of the Y-shaped steel reinforced concrete beam 9 are positioned on the same plane, and then the Y-shaped steel reinforced concrete beam 9 is connected with the lower support plate 4 and the overhanging plate 5 through bolts;

step 3: selecting a commercialized prefabricated truss reinforced concrete composite slab 12, and hoisting and overlapping the prefabricated truss reinforced concrete composite slab 12 on the Y-shaped steel reinforced concrete beam 9; arranging cast-in-situ layer steel bars perpendicular to the direction of the truss steel bars of the floor slab on the precast truss reinforced concrete composite slab 12, and simultaneously installing the hogging moment steel bars 14 at the support; and pouring concrete on the upper parts of the Y-shaped steel reinforced concrete beam 9 and the precast truss reinforced concrete superimposed sheet 12, and wrapping the Y-shaped shearing resistant member of the Y-shaped steel reinforced concrete beam 9 and the cast-in-situ layer steel bars to form a cast-in-situ floor. The hogging moment steel bar 14 is not linked with the precast floor slab and is directly poured into the concrete.

The beam column is connected by adopting the full bolts, so that the assembly speed is high, and the quality is easy to ensure; the ribbed supporting plate plays a role in positioning the beam and bears part of bending moment at the same time; the column-column connecting piece is convenient for installation between columns, and reduces hoisting difficulty; the frame system using the special-shaped columns can solve the problems existing in the traditional building construction process, so that the application of the novel assembled special-shaped column frame system is more important.

The following examples are further described, in detail:

as shown in fig. 1, 2 and 3, the special-shaped column module a comprises an L-shaped steel fiber concrete special-shaped column corner column 1, a T-shaped steel fiber concrete special-shaped column side column 2, a cross-shaped steel fiber concrete special-shaped column middle column 3, a lower support plate 4, an overhanging plate 5, a node domain connecting plate 6, a hogging moment steel bar connecting piece 7 and a column connecting piece 8, wherein the lower support plate 4 and the overhanging plate 5 are welded at structural design positions of each L-shaped steel fiber concrete special-shaped column corner column 1, the T-shaped steel fiber concrete special-shaped column side column 2 and the cross-shaped steel fiber concrete special-shaped column middle column 3, bolt holes are formed in the lower support plate 4 and the overhanging plate 5, and high-strength bolts 13 penetrate through a connecting Y-shaped steel concrete beam 9 to connect a current web and a lower flange; the lower surface of the lower flange of the Y-shaped steel reinforced concrete beam 9 and the upper surface of the lower supporting plate 4 are aligned in the same plane bolt holes, and high-strength bolts 13 pass through the bolt holes on the Y-shaped steel reinforced concrete beam 9 and the lower supporting plate 4 to realize the connection of the lower flange of the Y-shaped steel reinforced concrete beam 9 and the lower supporting plate 4; the web plate of the Y-shaped steel reinforced concrete beam 9 and the bolt holes on the overhanging board 5 are aligned in the same plane, and high-strength bolts 13 pass through the bolt holes on the Y-shaped steel reinforced concrete beam 9 and the overhanging board 5, so that the lower flange of the Y-shaped steel reinforced concrete beam 9 is connected with the overhanging board 5; the bottoms of the L-shaped steel fiber concrete special-shaped column corner columns 1, the T-shaped steel fiber concrete special-shaped column side columns 2 and the cross-shaped steel fiber concrete special-shaped column middle columns 3 are welded with bolt holes, bolt holes are formed in the tops of the column connecting pieces 8, bolt holes are formed in webs of the column connecting pieces 8, high-strength bolts penetrate through the additional column connecting pieces 8, the bolt holes in the tops of the L-shaped steel fiber concrete special-shaped column corner columns 1, the bolt holes in the tops of the T-shaped steel fiber concrete special-shaped column side columns 2, the bolt holes in the tops of the cross-shaped steel fiber concrete special-shaped column middle columns 3 and the welded column connecting pieces 8 at the bottoms of the columns to realize connection between columns.

As shown in fig. 4, 6, 7 and 8, the profiled steel concrete beam module B of the present application comprises a Y-shaped profiled steel concrete beam 9, and bolt holes are formed in a web plate and a lower flange at the end part of the Y-shaped profiled steel concrete beam 9, and high-strength bolts 13 penetrate through the overhanging plate 5 and the lower support plate 4, so that the profiled column module a and the profiled steel concrete beam module B are connected through the high-strength bolts 13.

As shown in fig. 1 and 5, the prefabricated truss reinforced concrete composite slab 12 is hoisted and lapped on Y-shaped steel reinforced concrete of a beam-shaped steel reinforced concrete beam module B, and after lapping is completed, steel bars in the vertical direction with a floor truss are arranged on the beam-shaped steel reinforced concrete composite slab, and meanwhile, hogging moment steel bars at the support are installed; and pouring concrete later to form the prefabricated truss reinforced concrete composite slab into a whole to form an integral floor slab.

As shown in fig. 11 and 12, the corner column 1, the side column 2 and the middle column 3 of the basement module D in the application are respectively corresponding to an L-shaped steel fiber concrete half square column corner column 15, a T-shaped steel fiber concrete half square column side column 16 and a cross-shaped steel fiber concrete half square column middle column 17, and the installation process at the node is the same as that of the special-shaped column module a. The column foot foundation connecting plate 18 in the basement module D is connected with the ground anchor bolts 19 reserved in the raft foundation, after connection and installation are completed, the Y-shaped steel reinforced concrete beam 9 is connected with the L-shaped steel fiber reinforced concrete half square column corner columns 18, the T-shaped steel fiber reinforced concrete half square column side columns 16 and the cross-shaped steel fiber reinforced concrete half square column middle columns 17 through high-strength bolts, and then the outer layer concrete half square columns and retaining walls are formed through on-site pouring.

The application is in the field construction:

the column foot foundation connecting plate 18 in the basement module D is connected with the ground anchor bolts 19 reserved in the raft foundation, after connection and installation are completed, the Y-shaped steel reinforced concrete beam 9 is connected with the L-shaped steel fiber reinforced concrete half square column corner columns 15, the T-shaped steel fiber reinforced concrete half square column side columns 16 and the cross-shaped steel fiber reinforced concrete half square column middle columns 17 through the high-strength bolts 13, and then the outer layer concrete half square columns and the retaining wall are formed through on-site pouring. Installing a special-shaped column module A, a steel reinforced concrete beam module B and a basement module D through high-strength bolts 13, after the installation is completed, overlapping a prefabricated truss reinforced concrete composite slab 12 in a plate module C on Y-shaped steel reinforced concrete of the beam reinforced concrete beam module B, arranging steel bars in the vertical direction of a floor truss on the beam reinforced concrete composite slab after the overlapping is completed, and simultaneously installing hogging moment steel bars at a support; and pouring concrete later to form the prefabricated truss reinforced concrete composite slab into a whole to form an integral floor slab.

Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present application, and are not limiting thereof; although the present application has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit and scope of the corresponding technical solutions.

Claims

1. A fully bolted connection frame system of steel fiber reinforced concrete shaped steel special-shaped columns, which is characterized by including: shaped steel concrete special-shaped column module (A), shaped steel concrete beam module (B), plate module (C) and basement module ( D);

The steel fiber concrete special-shaped column module (A) and the basement module (D) both include steel fiber concrete special-shaped steel columns and node connectors. The steel fiber concrete special-shaped steel columns include L-shaped, T-shaped or cross-sectional shapes. shaped steel and wrapped with steel fiber concrete, and are arranged as corner columns (1), side columns (2) and center columns (3) respectively; the node connectors are fixedly arranged on the node design of the steel fiber concrete shaped steel special-shaped columns The position includes the lower supporting plate (4), the outstretching plate (5), the node domain connecting plate (6), and the negative bending moment steel connector (7). The lower supporting plate (4) is welded horizontally to the section steel. On the outside surface of the flange, the overhanging plate (5) is vertically welded to the outside surface of the flange of the profiled steel, and a space is reserved between the upper surface of the lower supporting plate (4) and the lower surface of the overhanging plate (5). , the node domain connecting plate (6) is welded to the web of the section steel, the negative bending moment steel connector (7) is welded to the node domain connecting plate (6) and the section steel, the lower supporting plate ( 4) and the outstretching plate (5) are provided with bolt holes; the top and bottom of the shaped steel of the shaped steel concrete special-shaped column module (A) are welded with column-column connectors (8), and the steel fiber concrete The special-shaped steel columns are bolted through the column-to-column connector (8);

The steel concrete beam module (B) includes a Y-shaped steel concrete beam (9), and the Y-shaped steel concrete beam (9) is composed of Y-shaped steel (10) and outer steel fiber concrete (11); the Y-shaped steel concrete beam (9) The web of the shaped steel (10) is at the same height as the end surface of the outstretched plate (5), and the lower flange of the Y-shaped steel (10) is accommodated in the reserved accommodation space, and passes through the Y The bolt holes opened at the ends of the web and lower flange of the shaped steel (10) are used to connect the web of the Y-shaped steel (10) to the outrigger plate (5) and the lower flange of the Y-shaped steel (10) respectively. The edge and the lower supporting plate (4) are connected through high-strength bolts;

The plate module (C) includes an integrated prefabricated truss reinforced concrete composite panel (12) and a cast-in-place layer. The cast-in-place layer includes truss steel bars arranged perpendicular to the direction of the prefabricated truss reinforced concrete composite panel (12). The cast-in-place layer of steel bars and cast-in-place concrete;

The corner posts (1), side posts (2) and center posts (3) of the basement module (D) are welded with foundation connecting plates (18) at the bottom of the shaped steel, and the foundation connecting plates (18) are connected to the raft foundation.

2. The frame system according to claim 1, characterized in that stiffening ribs are welded on the foundation connecting plates (18) of the corner posts (1) and side posts (2) of the basement module (D), and It is rigidly connected to the raft foundation, and the foundation connecting plate (18) of the center column (3) of the basement module (D) is hingedly connected to the raft foundation.

3. The frame system according to claim 2, characterized in that the cast-in-place steel bars are directly erected on the Y-shaped steel concrete beam (9).

4. The frame system according to claim 2, characterized in that the node domain connecting plate (6) adopts a longitudinal special-shaped stiffening plate to make concrete pouring smoother, and the negative bending moment steel connecting piece (7) is made of a casting (b ) and a reinforcing bar threaded sleeve (a); the reinforcing bar threaded sleeve (a) is fixedly installed in the groove opened on the casting (b), and the reinforcing bar threaded sleeve (a) connects the negative bending moment steel bar (14).

5. The frame system according to claim 2, characterized in that the steel concrete special-shaped column module (A) is disconnected at the inflection point, and channel steel connectors are used to form a column-to-column assembled connection.

6. The frame system according to claim 2, characterized in that the protective layers of the corner columns (1), side columns (2) and center columns (3) of the steel concrete special-shaped column module (A) are smaller than The protective layer thickness requirements in the combined structure design specification JGJ 138-2016 do not meet the structural stress requirements.

7. The frame system according to claim 2, characterized in that the Y-shaped steel (10) is made of an I-shaped steel with the upper flange removed, the web plate cut, and the intervals cold-bent on both sides to form a shear key. , shear members, negative moment steel bars and floor slabs work together to form composite beams.

8. The frame system according to claim 2, wherein the bolt connection between the steel fiber concrete special-shaped columns through the column-column connector (8) refers to: the steel fiber concrete special-shaped steel columns located at the lower part. The top web of the column is provided with bolt holes and is aligned with the bolt holes of the column-column connector (8). High-strength bolts are inserted into the bolt holes and fixed.

9. A construction method for a fully bolted connection frame system with steel fiber reinforced concrete-shaped steel special-shaped columns as described in one of claims 1 to 8, characterized in that it includes the following steps:

Step 1: The factory prefabricates the shaped steel concrete special-shaped column modules (A) and shaped steel concrete beam modules (B). After manufacturing, they are transported to the construction site for the next step of installation, which specifically includes:

Step 11: Prefabricate the steel concrete special-shaped column module (A) in the factory: first, cut the steel and weld it to make the inner section steel of the column, and then weld the lower supporting plate (4), the outrigger plate (5), and the node domain connection at the designed position of the internal section steel node. The plate (6), the negative bending moment steel connector (7), and the column-column connector (8) are welded at the bottom, and then the outer steel fiber concrete is cast with formwork in the factory;

Step 12: Factory prefabrication of the steel concrete beam module (B): First, cut the steel and weld it to make the Y-shaped steel beam. During prefabrication, pour steel fiber concrete in the middle of the beam, leaving 100mm on the upper part. Later, a cast-in-place concrete layer will be poured on the plate. When used to connect beams and plates;

Step 2: Lifting columns and beams, including:

Step 21: First, connect the foundation connecting plates (18) at the bottom of the corner posts (1), side posts (2) and center posts (3) of the basement module (D) with the ground anchor bolts (19) reserved on the raft foundation. ) connection, and then pour steel fiber concrete on site to form outer concrete half square columns and retaining walls; then use the column-to-column connectors (8) to connect the corner columns (1) of the steel concrete special-shaped column module (A) respectively , side pillar (2) and center pillar (3);

Step 22: Hoist the Y-shaped steel concrete beam (9) so that the bolt holes on the lower supporting plate (4) and the outstretching plate (5) are in contact with the upper and lower flanges of the Y-shaped steel concrete beam (9) respectively. The upper surface of the lower supporting plate (4) is in the same horizontal plane as the lower surface of the lower flange of the Y-shaped steel concrete beam (9). The web end face of the Y-shaped steel concrete beam (9) is on the same plane, and then the Y-shaped steel concrete beam (9) is bolted to the lower supporting plate (4) and the outrigger plate (5);

Step 3: Select commercial prefabricated truss reinforced concrete composite panels (12), hoist and overlap the prefabricated truss reinforced concrete composite panels (12) on the Y-shaped steel concrete beams (9); On the concrete composite slab (12), cast-in-place steel bars perpendicular to the direction of the floor truss steel bars are arranged, and at the same time, negative bending moment steel bars (14) are installed at the supports; between the Y-shaped steel concrete beam (9) and the prefabricated Concrete is poured into the upper part of the truss reinforced concrete composite plate (12), and the Y-shaped shear resisting member wrapping the Y-shaped steel concrete beam (9) and the cast-in-place layer steel bars form a cast-in-place floor slab.