阅读说明：本技术 一种复合型结构柱就位穿筋法抗震节点构造及施工方法 (Composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure and construction method ) 是由 朱千琪 黄明 章祥余 张鹏 章泽亮 钱野 于 2021-08-17 设计创作，主要内容包括：本发明公开了一种复合型结构柱就位穿筋法抗震节点构造,包括预制柱、十字型钢柱、预应力筋穿筋孔、梁主筋穿筋孔、无粘结预应力筋,预制柱内部设有十字型钢柱,十字型钢柱上下两端均贯穿预制柱；十字型钢柱两端节点分别为节点上端和节点下端,均节点上端和节点下端的表面均设有预应力筋穿筋孔和梁主筋穿筋孔,且预应力筋穿筋孔位于十字型钢柱远离预制柱的一端；节点下端为复合型结构柱与基础连接节点,节点上端为复合型结构柱与结构梁连接节点；无粘结预应力筋分别交叉穿过节点上端和节点下端处的预应力筋穿筋孔,十字型钢柱下部设有与十字型钢柱一体化的带孔钢底板；本发明结构设计合理,节点抗震性能强,装配吊装施工速度快,节省工期。(The invention discloses a composite structural column in-place reinforcement penetrating method earthquake-resistant node structure which comprises a prefabricated column, a cross-shaped steel column, a prestressed reinforcement penetrating hole, a beam main reinforcement penetrating hole and unbonded prestressed reinforcements, wherein the cross-shaped steel column is arranged in the prefabricated column, and the upper end and the lower end of the cross-shaped steel column penetrate through the prefabricated column; the nodes at two ends of the cross-shaped steel column are respectively the upper end and the lower end of the node, the surfaces of the upper end and the lower end of the node are provided with a prestressed tendon through hole and a beam main tendon through hole, and the prestressed tendon through hole is positioned at one end of the cross-shaped steel column far away from the precast column; the lower end of the node is a composite structure column and foundation connecting node, and the upper end of the node is a composite structure column and structure beam connecting node; the unbonded prestressed tendons respectively cross the tendon penetrating holes at the upper end and the lower end of the node, and the lower part of the cross-shaped steel column is provided with a steel bottom plate with holes integrated with the cross-shaped steel column; the invention has reasonable structural design, strong node anti-seismic performance, high assembling and hoisting construction speed and construction period saving.)

1. The utility model provides a compound structure post takes one's place and wears muscle method antidetonation node structure which characterized in that: the beam main reinforcement steel column structure comprises a prefabricated column (1), a cross-shaped steel column (2), a prestressed reinforcement bar penetrating hole (3), a beam main reinforcement bar penetrating hole (4) and unbonded prestressed reinforcement bars (5), wherein the cross-shaped steel column (2) is arranged inside the prefabricated column (1), and the upper end and the lower end of the cross-shaped steel column (2) penetrate through the prefabricated column (1); the joints at two ends of the cross-shaped steel column (2) are respectively an upper joint end and a lower joint end, the prestressed tendon penetrating holes (3) and the beam main tendon penetrating holes (4) are respectively formed in the surfaces of the upper joint end and the lower joint end, and the prestressed tendon penetrating holes (3) are located at one end, far away from the precast column (1), of the cross-shaped steel column (2); the lower end of the node is a composite structure column and foundation connecting node, and the upper end of the node is a composite structure column and structure beam connecting node; the unbonded prestressed tendons (5) respectively cross the prestressed tendon penetrating holes (3) at the upper end and the lower end of the node, and the lower part of the cross-shaped steel column (2) is provided with a perforated steel bottom plate integrated with the cross-shaped steel column (2).

2. The composite structure column in-place reinforcement penetrating method earthquake-resistant node structure as claimed in claim 1, wherein: the lower end of the node is connected with a foundation by steel bolts to connect the steel bottom plate with holes at the bottom of the cross-shaped steel column (2).

3. A construction method for a composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure is characterized by comprising the following steps:

the method comprises the following steps: pre-embedding construction of steel bolts in the foundation; the steel bolts in the foundation are embedded in the foundation beam in a fixed mode, the steel bolts are in a group mode, each group of steel bolts is connected with the steel bolts in the foundation beam by at least 8, the foundation adopts a post-pouring method, the steel bolts in the foundation are embedded in the cross-shaped groove of the foundation beam in the construction process, the cross-shaped groove of the foundation beam is set to be a post-pouring section, the length of the cross-shaped groove in the longitudinal and transverse directions is not less than 750mm, the depth of the cross-shaped groove is not less than 1/2 of the height of the foundation beam, the diameter of the steel bolts in the foundation is not less than 20mm, the embedding depth of the early foundation beam in concrete pouring is not less than 200mm, and the exposed length of the early foundation beam in concrete pouring is not less than 150 mm;

step two: hoisting the composite structural column, aligning and fixing the steel bolts; before the composite structure column is hoisted in place, the elevation of the composite structure column and the top surface of the cross groove of the on-site foundation beam is rechecked, and if the elevation has errors, high-strength mortar is adopted for plastering or chiseling treatment; meanwhile, the protection is enhanced in the integral hoisting process of the composite structure column, after the composite structure column is hoisted in place, the bolts are symmetrically screwed without being screwed, then the hoisted composite structure column is temporarily supported and fixed, and the elevation and the verticality of each part of the composite structure column are rechecked;

step three: the lower part of the foundation is connected with unbonded prestressed tendons (5) which are crossed, penetrated and fixed; after the hoisting of the composite structural column is finished, a 'bar penetrating' process of the unbonded prestressed bars (5) is performed in a longitudinal direction and a transverse direction in a cross groove post-pouring section of the foundation beam in a crossed manner, the unbonded prestressed bars (5) are fixed according to the design curve trend of the unbonded prestressed bars (5), the unbonded prestressed bars (5) in all directions extend out of the end of the top surface of the foundation beam, the extending length is not less than 300mm, and the requirements of tensioning and anchoring the prestressed bars on the top surface of the foundation beam after the subsequent concrete pouring are met;

step four: the main reinforcement in the foundation beam is connected in a reinforcement penetrating way; after the unbonded prestressed tendon (5) is penetrated, a 'tendon penetrating' process of the main tendon of the exposed part of the un-poured foundation is carried out in the post-pouring section of the cross-shaped groove of the foundation beam; the method comprises the following steps that (1) a foundation beam main rib penetrates through a rib at a cross-shaped steel column (2) by adopting an additional steel bar 'first penetration and then anchoring' process, the diameter of the additional steel bar adopted for penetrating through the rib at an upper beam main rib penetrating hole (4) of the cross-shaped steel column (2) is 1.5 times that of the foundation beam main rib, and the extending length of two sides is not less than 600mm after the rib is penetrated;

step five: pouring and maintaining post-cast concrete at the joint of the foundation; checking the deviation of the composite structure column in position elevation, verticality, unbonded prestressed reinforcement penetrating and fixing position and the like again, and performing concrete pouring work of the connection node of the foundation part after the requirements are met;

step six: tensioning and anchoring the unbonded prestressed tendons (5) at the joints of the foundations; the crossed unbonded prestressed tendons (5) adopt a construction process of a foundation top surface post-tensioning method, and the crossed unbonded prestressed tendons (5) are directly tensioned and anchored after being anchored on the foundation top surface, so that the construction process is simplified;

seventhly, mounting a support frame body of the superposed beam and hoisting the beam body; after the construction of the composite structural column at the foundation connection node is finished, the maintenance of the reinforced cast concrete is completed, the reinforced maintenance work is performed after the whole ground concrete pouring construction is completed according to the construction scheme, then the installation of the upper laminated beam support frame body and the hoisting work of the laminated beam body are performed, and the process inspection work of each process is well performed;

step eight: penetrating the main rib of the superposed beam and installing an anchoring plate; after the superposed beam is hoisted in place, checking the hoisting in-place deviation and adjusting, performing a 'bar penetrating' process of main bars of the superposed beam, when the bar penetrating of one end of the superposed beam is finished, arranging an anchoring plate at the end part of the reinforcing bar after the rib penetrating of the superposed beam is performed, and when the bar penetrating of the other end is difficult, performing bar penetrating connection at a beam-column connection node in the form of an additional reinforcing bar, and connecting the additional reinforcing bar and each main bar of the superposed beam in a post-pouring section of the beam-column connection by adopting a reinforcing bar sleeve grouting method;

step nine, the joint of the upper beam column is crossed and fixed without the bonded prestressed tendons (5); after the processes of the main reinforcement penetration of the laminated beam and the like are finished and are checked and accepted, the unbonded prestressed reinforcements (5) at the upper beam-column joints are crossed to penetrate through the reinforcement and fixed, prestressed pore passages are arranged in the laminated beams at all the positions, reinforcement penetration holes are arranged at the top parts of the laminated beams at the other ends of the unbonded prestressed reinforcements (5), the reinforcement penetration holes penetrate through the post-cast sections of beam-column joints and penetrate through holes at the composite structural columns, and finally the reinforcement penetration construction is carried out from bottom to top through prestressed pore openings at the end parts of the laminated beams at the other ends, steel wires are adopted to assist in the reinforcement penetration and are fixed according to the design curve trend of the unbonded prestressed reinforcements (5), the unbonded prestressed reinforcements (5) at all the positions extend out from the top surface end of the laminated beams, the extending length is not less than 300mm, and the stretching and anchoring requirements of the prestressed reinforcements on the top surfaces of the laminated beams after the subsequent concrete pouring are met;

step ten: mounting a post-cast section template at the beam-column joint, and fixing and checking the position of a prestressed tendon; after all the reinforcement penetrating procedures are finished, mounting a post-cast section template at the beam-column joint, and fixing and checking the position of the prestressed reinforcement again;

step eleven: hoisting the laminated slab, and pouring concrete on the whole surface layer; after the procedures are completely finished, carrying out works such as hoisting of the laminated slab, pre-embedding of a steel square groove for prestressed reinforcement anchoring and relevant water and electricity pipelines, checking and accepting to be qualified, integrally checking the hoisting position of the laminated beam, setting of a post-cast section, penetrating reinforcing steel bars for fixing and the like, and pouring concrete on the cylindrical surface layer of the integral beam slab after checking and accepting relevant hidden projects;

step twelve: the beam-column joint is tensioned and anchored by the unbonded prestressed tendons (5); after the concrete of the cylindrical surface layer of the integral beam slab is poured and maintained to meet the design requirements, the unbonded prestressed tendons (5) are symmetrically stretched and anchored at the prestressed tendon anchoring square grooves, and finally, the anchor square grooves are filled with fine aggregate concrete and anchored; when the prestressed tendons are tensioned and anchored on the superposed top surface of the superposed beam before the integral surface is poured, pouring concrete at the post-pouring section of the beam-column connecting node, maintaining to the designed strength, and then tensioning and anchoring the prestressed tendons;

step thirteen: hoisting the upper layer of composite structural column and grouting the sleeve; after all the work is finished, the first layer (or underground bottom layer) of the composite structure column-beam crossed unbonded prestressed connecting joint is constructed; the upper layer of composite structure column is relatively different from the lower layer construction, and is mainly characterized in that the upper layer of composite structure column is in butt-inserting connection with a cross-shaped steel column (2) at the upper end of the composite structure column which is just constructed by adopting a bottom cross-shaped steel groove, and the bottom of the composite structure column to be hoisted is in alignment by adopting steel bars and connected by grouting through a steel bar sleeve, so that the hoisting quality requirements of the column body are doubly guaranteed;

fourteen steps: and repeating the seventh step to the twelfth step until all engineering hoisting is completed.

Technical Field

The invention belongs to the technical field of assembly type buildings, and particularly relates to a composite structure column in-place reinforcement penetrating method earthquake-resistant node structure and a construction method.

Background

The fabricated building is a building which is fabricated by transferring a large amount of field operation work in the traditional construction mode to a factory, processing and manufacturing building components and accessories in the factory, transporting the components and accessories to a building construction site, and assembling and installing the components and accessories on the site in a reliable connection mode.

In recent years, the building development speed of the prefabricated buildings in China is high, and the government and industry related policies make the prefabricated buildings in China widely developed in all over the country in a short time, but aiming at the traditional rough building construction distribution of the building industry in China, a lot of uncertainty exists in the verification of the seismic performance of the prefabricated buildings, the strength of the connecting nodes of the main stressed components of the prefabricated buildings needs to be further enhanced, and the innovative design of the connecting nodes of the main reinforced structures becomes a major subject of the transformation development of the current industry.

Disclosure of Invention

The invention aims to provide a composite structural column in-place reinforcement penetrating method earthquake-proof node structure, a construction method and a use method thereof, so as to solve the problems in the background technology.

In order to achieve the purpose, the invention adopts the following technical scheme:

a composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure comprises a prefabricated column, a cross-shaped steel column, a prestressed reinforcement penetrating hole, a beam main reinforcement penetrating hole and unbonded prestressed reinforcements, wherein the cross-shaped steel column is arranged inside the prefabricated column, and the upper end and the lower end of the cross-shaped steel column penetrate through the prefabricated column; the joints at two ends of the cross-shaped steel column are respectively an upper joint end and a lower joint end, the surfaces of the upper joint end and the lower joint end are respectively provided with the prestressed tendon penetrating hole and the beam main tendon penetrating hole, and the prestressed tendon penetrating hole is positioned at one end of the cross-shaped steel column, which is far away from the precast column; the lower end of the node is a composite structure column and foundation connecting node, and the upper end of the node is a composite structure column and structure beam connecting node; the unbonded prestressed tendons respectively cross the tendon penetrating holes at the upper end and the lower end of the node, and the lower part of the cross-shaped steel column is provided with a steel bottom plate with holes integrated with the cross-shaped steel column.

Preferably, the lower end of the node is connected with the foundation through a steel bolt to connect the perforated steel bottom plate at the bottom of the cross-shaped steel column.

A construction method for a composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure comprises the following steps:

the method comprises the following steps: pre-embedding construction of steel bolts in the foundation; the steel bolts in the foundation are embedded in the foundation beam in a fixed mode, the steel bolts are in a group mode, each group of steel bolts is connected with the steel bolts in the foundation beam by at least 8, the foundation adopts a post-pouring method, the steel bolts in the foundation are embedded in the cross-shaped groove of the foundation beam in the construction process, the cross-shaped groove of the foundation beam is set to be a post-pouring section, the length of the cross-shaped groove in the longitudinal and transverse directions is not less than 750mm, the depth of the cross-shaped groove is not less than 1/2 of the height of the foundation beam, the diameter of the steel bolts in the foundation is not less than 20mm, the embedding depth of the early foundation beam in concrete pouring is not less than 200mm, and the exposed length of the early foundation beam in concrete pouring is not less than 150 mm;

step two: hoisting the composite structural column, aligning and fixing the steel bolts; before the composite structure column is hoisted in place, the elevation of the composite structure column and the top surface of the cross groove of the on-site foundation beam is rechecked, and if the elevation has errors, high-strength mortar is adopted for plastering or chiseling treatment; meanwhile, the protection is enhanced in the integral hoisting process of the composite structure column, after the composite structure column is hoisted in place, the bolts are symmetrically screwed without being screwed, then the hoisted composite structure column is temporarily supported and fixed, and the elevation and the verticality of each part of the composite structure column are rechecked;

step three: the lower base joint is crossed and fixed by unbonded prestressed tendons; after the hoisting of the composite structural column is finished, a 'bar penetrating' process of the unbonded prestressed bars is performed in a longitudinal direction and a transverse direction in a cross groove post-pouring section of the foundation beam in a crossed manner, the unbonded prestressed bars are fixed according to the design curve trend of the unbonded prestressed bars, the unbonded prestressed bars in all directions stretch out from the end of the top surface of the foundation beam, the stretching length is not less than 300mm, and the requirements of stretching and anchoring the prestressed bars on the top surface of the foundation beam after the subsequent concrete pouring are met;

step four: the main reinforcement in the foundation beam is connected in a reinforcement penetrating way; after the unbonded prestressed tendon is penetrated, a 'rib penetrating' process of the main tendon of the un-poured exposed part of the foundation is carried out in the post-pouring section of the cross-shaped groove of the foundation beam; the method comprises the following steps that (1) a reinforcement penetrating process of an additional steel bar is adopted for a main reinforcement of a foundation beam at a cross-shaped steel column, the diameter of the additional steel bar adopted for reinforcement penetrating at a reinforcement penetrating hole of an upper beam main reinforcement of the cross-shaped steel column is 1.5 times that of the main reinforcement of the foundation beam, and the extending length of two sides after the reinforcement penetrating is not less than 600 mm;

step five: pouring and maintaining post-cast concrete at the joint of the foundation; checking the deviation of the composite structure column in position elevation, verticality, unbonded prestressed reinforcement penetrating and fixing position and the like again, and performing concrete pouring work of the connection node of the foundation part after the requirements are met;

step six: tensioning and anchoring the unbonded prestressed tendons at the foundation connection part; the crossed unbonded prestressed tendons adopt a construction process of a foundation top surface post-tensioning method, and the crossed unbonded prestressed tendons are directly tensioned and anchored after being anchored on the foundation top surface, so that the construction process is simplified;

seventhly, mounting a support frame body of the superposed beam and hoisting the beam body; after the construction of the composite structural column at the foundation connection node is finished, the maintenance of the reinforced cast concrete is completed, the reinforced maintenance work is performed after the whole ground concrete pouring construction is completed according to the construction scheme, then the installation of the upper laminated beam support frame body and the hoisting work of the laminated beam body are performed, and the process inspection work of each process is well performed;

step eight: penetrating the main rib of the superposed beam and installing an anchoring plate; after the superposed beam is hoisted in place, checking the hoisting in-place deviation and adjusting, performing a 'bar penetrating' process of main bars of the superposed beam, when the bar penetrating of one end of the superposed beam is finished, arranging an anchoring plate at the end part of the reinforcing bar after the rib penetrating of the superposed beam is performed, and when the bar penetrating of the other end is difficult, performing bar penetrating connection at a beam-column connection node in the form of an additional reinforcing bar, and connecting the additional reinforcing bar and each main bar of the superposed beam in a post-pouring section of the beam-column connection by adopting a reinforcing bar sleeve grouting method;

step nine, the joint of the upper beam column is crossed and fixed by unbonded prestressed tendons; after the processes of the main reinforcement penetration of the laminated beam and the like are finished and are checked and accepted, the crossed reinforcement penetration and the fixing work of unbonded prestressed reinforcements at the upper beam-column joint are carried out, prestressed pore paths are arranged in the laminated beams at each position, reinforcement penetration holes are arranged at the top of the laminated beams at the other ends of the unbonded prestressed reinforcements, the reinforced reinforcements pass through the post-cast sections of beam-column joints and are perforated at the composite structural columns, and finally the reinforced reinforcements are penetrated from bottom to top through prestressed pore openings at the end parts of the laminated beams at the other ends, steel wires are adopted to assist the reinforcement penetration and are fixed according to the design curve trend of the unbonded prestressed reinforcements, the unbonded prestressed reinforcements at each position extend out of the top surface of the laminated beams, the extending length is not less than 300mm, and the requirements of tensioning and anchoring the prestressed reinforcements on the top surface of the laminated beams after the subsequent concrete pouring are met;

step ten: mounting a post-cast section template at the beam-column joint, and fixing and checking the position of a prestressed tendon; after all the reinforcement penetrating procedures are finished, mounting a post-cast section template at the beam-column joint, and fixing and checking the position of the prestressed reinforcement again;

step eleven: hoisting the laminated slab, and pouring concrete on the whole surface layer; after the procedures are completely finished, carrying out works such as hoisting of the laminated slab, pre-embedding of a steel square groove for prestressed reinforcement anchoring and relevant water and electricity pipelines, checking and accepting to be qualified, integrally checking the hoisting position of the laminated beam, setting of a post-cast section, penetrating reinforcing steel bars for fixing and the like, and pouring concrete on the cylindrical surface layer of the integral beam slab after checking and accepting relevant hidden projects;

step twelve: tensioning and anchoring the unbonded prestressed tendons at the beam-column connection part; after the concrete of the cylindrical surface layer of the integral beam slab is poured and maintained to meet the design requirements, the unbonded prestressed tendons are symmetrically tensioned and anchored at the prestressed tendon anchoring square grooves, and finally, the anchor square grooves are filled with fine aggregate concrete and sealed; when the prestressed tendons are tensioned and anchored on the superposed top surface of the superposed beam before the integral surface is poured, pouring concrete at the post-pouring section of the beam-column connecting node, maintaining to the designed strength, and then tensioning and anchoring the prestressed tendons;

step thirteen: hoisting the upper layer of composite structural column and grouting the sleeve; after all the work is finished, the first layer (or underground bottom layer) of the composite structure column-beam crossed unbonded prestressed connecting joint is constructed; the upper layer of composite structure column is relatively different from the lower layer construction, and is mainly characterized in that the upper layer of composite structure column is in butt-inserting connection with a cross-shaped steel column at the upper end of the composite structure column which is just constructed by adopting a bottom cross-shaped steel groove, and the bottom of the composite structure column to be hoisted is in alignment by adopting steel bars and connected by grouting through a steel bar sleeve, so that the hoisting quality requirements of the column body are doubly guaranteed;

fourteen steps: and repeating the seventh step to the twelfth step until all engineering hoisting is completed.

The invention has the technical effects and advantages that:

the technical scheme of 'composite structure column beam connection + cross opposite-insertion column body hoisting connection + reinforcement penetrating process + cross prestress node reinforcement' is adopted, the node anti-seismic performance can be improved, the assembling and hoisting construction speed is high, the construction period is shortened, a prefabricated column with a cross steel column is utilized, and unbonded prestress ribs on the surface of the cross steel column form a composite structure column, the composite structure column and a foundation beam, the composite structure column and a structure beam assembly type cross prestress node connection structure are adopted, and the strength of the integral assembly anti-seismic connection node is high.

Drawings

FIG. 1 is a schematic view of the overall structure of the present embodiment;

fig. 2 is a logical structure block diagram of the present embodiment.

In the figure: 1. prefabricating a column; 2. a cross-shaped section steel column; 3. the prestressed tendon penetrates through the tendon hole; 4. the main beam rib penetrates through the rib hole; 5. the prestressed tendons are not bonded.

Detailed Description

The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to fig. 1 to 2 in 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, and not all embodiments. The specific embodiments described herein are merely illustrative of the invention and do not delimit the invention. 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 (b):

as shown in fig. 1-2, the invention provides a composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure, which comprises a prefabricated column 1, a cross-shaped steel column 2, a prestressed reinforcement penetrating hole 3, a beam main reinforcement penetrating hole 4, an unbonded prestressed reinforcement 5, a connecting beam and other structures, wherein the cross-shaped steel column 2 is arranged in the prefabricated column 1; the joint of the upper end and the lower end of the cross-shaped steel column 2 is provided with a prestressed tendon penetration hole 3 and a beam main tendon penetration hole 4; the lower end of the node is a composite structure column and foundation connecting node, and the upper end of the node is a composite structure column and structure beam connecting node; the unbonded prestressed tendons 5 respectively cross and penetrate the prestressed tendon penetration holes 3 at the upper and lower connecting nodes, and the lower part of the cross-shaped steel column 2 is provided with a steel bottom plate with holes integrated with the cross-shaped steel column 2; the composite structure column and foundation beam, composite structure column and structural beam assembled cross prestressed joint connection structure is formed, the strength of the integrally assembled anti-seismic connection joint is high, the lower part of the integrally assembled anti-seismic connection joint is connected with the joint, and the composite structure column and the foundation are connected by adopting steel bolts at the steel bottom plate with holes at the bottom of the cross steel column 2.

A construction method for a composite structure column in-place reinforcement penetrating method earthquake-resistant joint structure comprises the following steps:

steel bolt pre-burying construction in foundation-composite structure column hoisting, steel bolt alignment, fixing, cross bar penetration of unbonded prestressed bars 5 at the lower part of foundation connection, fixing, main bar penetration connection in foundation beam, post-cast concrete pouring at the position of foundation connection, maintenance, tension of unbonded prestressed bars 5 at the position of foundation connection, anchoring, mounting of support body of laminated beam, beam hoisting, cross bar penetration of main bars of laminated beam, mounting of anchoring plate, cross hole penetration of unbonded prestressed bars 5 at the position of upper part beam column connection, fixing, post-cast section template mounting at the position of beam column connection, position fixing of prestressed bars, check-composite plate hoisting, integral surface layer concrete pouring, tension of unbonded prestressed bars 5 at the position of beam column connection, anchoring, upper layer composite structure column hoisting, Grouting the sleeve and repeating the steps seven to twelve until all the engineering hoisting is finished

The method comprises the following steps: and (5) pre-embedding construction of the steel bolts in the foundation. In order to ensure the strength of the connection node of the foundation part, the composite structural column is fixedly anchored in a foundation beam through a perforated steel base plate arranged on a cross-shaped steel column 2 on the lower portion of the composite structural column by using steel bolts, the steel bolts are in a group form, each group of steel bolts is connected with the perforated steel base plate by at least 8, the foundation adopts a post-pouring method, the steel bolts in the foundation are pre-buried in a cross-shaped groove of the foundation beam in the construction process, namely the cross-shaped groove of the foundation beam is set to be a post-pouring section, the length of the cross-shaped groove in the longitudinal and transverse directions is not less than 750mm, the depth of the cross-shaped groove is not less than 1/2 mm, the construction requirement of a subsequent prestressed rib is met, the diameter of the steel bolts in the foundation is not less than 20mm, the embedding depth of the concrete pouring of the prior foundation beam is not less than 200mm, the exposed length of the prior foundation beam is not less than 150mm, and the pre-burying position does not influence the rib penetrating process of the subsequent unbonded prestressed rib 5.

Step two: and (5) hoisting the composite structural column, and aligning and fixing the steel bolts. Before the composite structural column is hoisted in place, the design size of the composite structural column and the elevation of the top surface of the cross groove of the on-site foundation beam are rechecked, and if a large error exists in the elevation, high-strength mortar is adopted for plastering or chiseling treatment; meanwhile, as the cross-shaped steel columns 2 extend outwards from the upper part and the lower part of the composite structure column, the protection is enhanced in the integral hoisting process of the composite structure column, bolts are symmetrically screwed after the composite structure column is hoisted in place, the bolts cannot be screwed in a leakage manner, then the hoisted composite structure column is temporarily supported and fixed, and the elevation and the verticality of each part of the composite structure column are rechecked.

Step three: the lower base joint is crossed and fixed by unbonded prestressed tendons 5. The hoisting of the composite structure column is finished, in the post-pouring section of the cross groove of the foundation beam, the 'bar penetrating' process of the unbonded prestressed bars 5 is performed in the longitudinal and transverse directions in a crossed mode, the unbonded prestressed bars 5 are fixed according to the trend of the design curve of the unbonded prestressed bars 5, the unbonded prestressed bars 5 in all directions stretch out at the end of the top surface of the foundation beam, the stretching length is not less than 300mm, and the requirements of tensioning and anchoring of the prestressed bars on the top surface of the foundation beam after subsequent concrete pouring are met.

Step four: the main bar in the foundation beam is connected by penetrating bars. After the unbonded prestressed tendons 5 are penetrated, a 'tendon penetrating' process of the main tendons of the exposed part of the un-poured foundation is carried out in the post-pouring section of the cross-shaped groove of the foundation beam. For convenience of construction, the main reinforcement of the foundation beam can be penetrated in the position of the cross-shaped steel column 2 by adopting an additional reinforcement 'first penetrating and then anchoring' process, the diameter of the additional reinforcement which is penetrated in the position of the reinforcement penetrating hole 44 of the main reinforcement of the upper beam of the cross-shaped steel column 2 is 1.5 times of the diameter of the main reinforcement of the foundation beam, and the extending length of the two sides is not less than 600mm after the reinforcement penetrating.

Step five: and (5) pouring and maintaining post-cast concrete at the joint of the foundation. And checking the deviation of the composite structure column in position of hoisting elevation, verticality, unbonded prestressed reinforcement penetrating and fixing position and the like again, and performing concrete pouring work of the connection node of the foundation part after the requirements are met.

Step six: the foundation joint is tensioned and anchored by the unbonded prestressed tendons 5. The crossed unbonded prestressed tendon 5 is constructed by adopting a 'foundation top surface post-tensioning method', and the construction procedures of related concrete pouring and the like are carried out subsequently on the upper part of the connection node part of the foundation to meet the anchor sealing process of the prestressed tendon, so that the crossed unbonded prestressed tendon 5 has no special requirements on the appearance quality after being anchored on the foundation top surface, and only needs to be directly tensioned and anchored, thereby simplifying the construction procedures.

Seventhly, mounting the support frame body of the superposed beam and hoisting the beam body. And after the construction of the composite structural column at the foundation connection node is finished, the maintenance of the reinforced post-cast concrete is completed, the reinforced maintenance work is performed after the whole ground concrete pouring construction is completed according to the construction scheme, the installation of the upper laminated beam supporting frame body and the hoisting work of the laminated beam body are performed after the standard maintenance requirements are met, and the process inspection work of each process is well performed.

Step eight: and (5) penetrating the main rib of the superposed beam and installing an anchoring plate. After the superposed beam is hoisted in place, the hoisting in-place deviation is checked and adjusted, a 'bar penetrating' process of main bars of the superposed beam can be carried out firstly, when bar penetrating is finished at one end of the superposed beam, an anchoring plate is arranged at the end part of each reinforcing bar after the superposed beam penetrates the reinforcing bars, the reinforcing bars are arranged according to 100 percent of the number of the reinforcing bars, when the bars are difficult to penetrate at the other end of the superposed beam, bar penetrating connection can be carried out at beam column connection nodes in the same manner of additional reinforcing bars, the additional reinforcing bars and the main bars of the superposed beam are connected in a pouring section after the beam column connection nodes by a reinforcing bar sleeve grouting method, and the connection position of each connection reinforcing bar does not influence the stress requirement.

And step nine, the joint of the upper beam column is crossed and fixed by the unbonded prestressed tendons 5. After the processes of the main reinforcement penetration of the laminated beam and the like are finished and checked, the unbonded prestressed reinforcement 5 at the joint of the upper beam column is crossed and fixed, namely, a prestressed pore channel is arranged in each position of the laminated beam, a reinforcement penetration hole at the top of the laminated beam at the other end of the unbonded prestressed reinforcement 5 is penetrated, the post-cast section of the beam column node is penetrated, a hole is formed at the position of the composite structure column, and finally, the reinforcement penetration is carried out from bottom to top through a prestressed pore at the end part of the laminated beam at the other end, steel wires are adopted to assist the reinforcement penetration if necessary and are fixed according to the design curve trend of the unbonded prestressed reinforcement 5, the unbonded prestressed reinforcement 5 at each position extends out from the top end of the laminated beam, the extending length is not less than 300mm, and the requirements of tensioning and anchoring of the prestressed reinforcement on the top surface of the laminated beam after the subsequent concrete pouring are met.

Step ten: and (4) mounting a post-pouring section template at the beam-column joint, and fixing and checking the position of the prestressed tendon. And (4) after all the reinforcement penetrating processes are finished, mounting the post-cast section template at the beam-column joint, and fixing and checking the position of the prestressed reinforcement again.

Step eleven: and (5) hoisting the laminated slab and pouring concrete on the whole surface layer. Waiting that above-mentioned process is whole to be accomplished, works such as the pre-buried of superimposed sheet hoist and mount, prestressing tendons anchor steel square groove and relevant water and electricity pipeline to the acceptance is qualified, once again wholly check superimposed beam hoist and mount position, post-cast section setting, each reinforcing bar wear processes such as muscle fixed, satisfy the requirement, carry out relevant hidden project acceptance back, carry out the pouring work of integral beam slab cylinder layer concrete at last.

Step twelve: the beam-column joint is tensioned and anchored by the unbonded prestressed tendons 5. And (3) after the concrete of the cylindrical surface layer of the integral beam slab is poured and maintained to meet the design requirements, symmetrically performing tensioning and anchoring work of the unbonded prestressed tendons 5 at the anchoring square grooves of the prestressed tendons, and finally adopting fine aggregate concrete to fill and seal the anchoring square grooves. If the prestressed tendons adopt a scheme of firstly performing tensioning and anchoring on the superposed top surface of the superposed beam before integral surface casting, casting concrete at the post-cast section of the beam-column connecting node, maintaining to the designed strength, and then performing tensioning and anchoring work on the prestressed tendons.

Step thirteen: hoisting the upper layer of composite structural column and grouting the sleeve. And finishing all the work, namely finishing the construction of the first layer (or the underground bottom layer) of the crossed unbonded prestressed connecting joint of the composite structure column beam. The upper-layer composite structure column is different from the lower-layer construction relatively, and is mainly characterized in that the upper-layer composite structure column is connected with a cross-shaped steel column 2 at the upper end of the composite structure column just constructed through a bottom cross-shaped steel groove in a butt-inserting mode, the bottom of the composite structure column to be hoisted is connected through steel bar alignment and steel bar sleeve grouting, and hoisting quality requirements of the column body are met in a double-guarantee mode.

Fourteen steps: and repeating the seventh step to the twelfth step until all engineering hoisting is completed.

In conclusion, the construction method of the composite structure column in-place bar penetrating method earthquake-proof joint structure is reasonable in structural design, strong in node earthquake-proof performance, high in assembling and hoisting construction speed and capable of saving the construction period.

Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.