阅读说明：本技术 装配式钢-砼结构柱梁有粘结预应力节点构造及施工方法 (Assembly type steel-concrete structure column beam bonded prestress node structure and construction method ) 是由 王宝华 姜蔚星 薛为祥 缪雷 李云扬 于 2021-06-30 设计创作，主要内容包括：本发明公开了一种装配式钢-砼结构柱梁有粘结预应力节点构造及施工方法,施工工艺：a.钢结构柱制作;b.柱钢筋绑扎、位置校核;c.对准就位,吊装钢结构柱;d.柱梁节点处主筋穿筋处理;e.预制叠合梁竖向支撑安装;f.预制叠合梁吊装;g.梁柱节点后浇段处钢筋灌浆套筒连接;h.后浇段处模板支设;i.柱梁节点处预应力孔道留设、穿筋及位置布设与固定;j.后浇段内钢筋套筒连接灌浆处理；k.钢-砼结构柱及后浇段混凝土浇筑;l.预应力筋张拉、锚固及孔道灌浆;m.模板及支撑架体拆除;n.重复步骤b～步骤m,完成同层所有钢-砼结构柱梁有粘结预应力节点施工;o.重复步骤b～步骤n,直至完成整体施工;p.整体验收。本发明钢-砼结构柱梁结构设计合理,技术方案可行有效,节点抗震性能好。(The invention discloses a construction with bonding prestress node of an assembled steel-concrete structure column beam and a construction method, and the construction process comprises the following steps: a. b, binding and position checking column steel bars, c, aligning and positioning, and hoisting the steel structure column, d, penetrating the steel bars at the joint of a column and a beam, e, vertically supporting and installing the prefabricated composite beam, f, hoisting the prefabricated composite beam, g, connecting the steel bar grouting sleeves at the post-cast section of the joint of the beam and the column, h, erecting a template at the post-cast section, i, reserving, penetrating the steel bars and fixing the prestressed pore passages at the joint of the column and the beam, and j, connecting and grouting the steel bar sleeves in the post-cast section; k. the method comprises the steps of firstly, placing a steel-concrete structural column, placing concrete at a post-pouring section, stretching and anchoring a prestressed tendon, grouting a duct, then, removing a template and a support frame body, n, repeating the steps b to m, completing construction of all steel-concrete structural column beams with bonded prestressed nodes on the same layer, o, repeating the steps b to n until the whole construction is completed, and p, performing whole acceptance inspection. The steel-concrete structure column beam structure has reasonable design, feasible and effective technical scheme and good node seismic performance.)

1. The assembled steel-concrete structure column beam has a bonded prestressed node structure, and is characterized in that: the steel-concrete composite beam structure comprises a steel-concrete structural column (1), a prefabricated composite beam (2) and a post-pouring section (3), wherein the steel-concrete structural column (1) and the prefabricated composite beam (2) are connected through the post-pouring section (3); the steel-concrete structural column (1) is provided with a column body reinforcement penetrating hole (4) and a steel T-shaped anchoring plate (5) at a beam column joint part; a prestressed tendon pore channel is arranged in the prefabricated superposed beam (2); the post-cast section (3) is internally connected with the penetrating ribs and the outward extending longitudinal ribs of the prefabricated superposed beam (2) through grouting sleeves (7); after the prefabricated superposed beam (2) is hoisted in place, the prestressed tendon pore channels are continuously arranged in the post-cast section (3) in a butt joint mode, the post-cast section (3) is communicated with the prestressed tendon pore channels in the prefabricated superposed beam (2) and simultaneously penetrates through the tendon penetrating holes in the steel-concrete structural column (1), and the prestressed tendons in the prestressed tendon pore channels stretch and anchor the bottoms of the adjacent cross prefabricated superposed beams (2).

2. The construction method of the assembled steel-concrete structure column-beam structure with the bonded prestressed node structure is characterized by comprising the following steps of:

step a, integrally manufacturing a steel structure column and a node construction factory thereof; in the early stage, the steel structure column and the bar penetrating hole at the beam column joint connecting part thereof need to be integrally manufactured in a factory, the bar penetrating hole comprises a column body bar penetrating hole (4) for connecting the overhanging main bar of the superposed beam and a hole position required by the perforation of the prestressed bar, and the size of the reserved bar penetrating hole on the steel structure column is 3-5 mm larger than the bar penetrating hole for connecting the overhanging main bar of the superposed beam and the outer wrapping size of a sleeve required by the part of the prestressed bar arranged in the column body;

when a steel structure column is manufactured in a factory, a steel T-shaped anchoring plate (5) is arranged on the outer side of a column body at the position of a post-pouring section (3), the thickness of a web plate of the steel T-shaped anchoring plate (5) is 22-30 mm, the height of the web plate is 0.85 times of the concrete pouring depth of the post-pouring section (3), the length of a wing plate at the end is 3 times of the thickness of the web plate, the thickness and the height of the wing plate are the same as the size of the web plate, the overall outer surface of the steel T-shaped anchoring plate (5) is subjected to rough treatment, and the steel T-shaped anchoring plate (5) at the node of each azimuth beam column can be additionally arranged according to anchoring requirements;

binding steel bars of the steel-concrete structural column (1) and checking the position; binding and connecting a reinforcement cage inside the steel-concrete structural column (1) before hoisting the steel structural main body on site, accurately checking before hoisting the subsequent steel structural column on site, ensuring the position relationship, and making a position mark when the steel structural column is hoisted;

c, aligning and positioning, and carrying out on-site steel structure column hoisting construction; hoisting the steel structure column in place strictly according to the set orientation marked in the step a;

d, carrying out reinforcement penetrating treatment on main reinforcements at the joints of the steel structure column beams; after the steel structure column is in place according to the corresponding position mark, performing reinforcement penetrating work on the additional column reinforcements at the nodes, and penetrating the additional column reinforcements one by one at the positions of the overhanging reinforcements of the adjacent span prefabricated superposed beams (2), wherein the diameters of the additional column reinforcements are the same as the sizes of the overhanging connecting reinforcements of the corresponding prefabricated superposed beams (2); the length of the additional column rib extending into the post-pouring section (3) from the edge of the steel column body after the additional column rib penetrates through the rib is 1/4-1/3 clear span, and the connection points of the grouting sleeve (7) are staggered by 500 mm;

step e, mounting a vertical supporting system of the assembled prefabricated superposed beam (2); after the 'bar penetrating process' is finished completely, the vertical supporting system of the prefabricated superposed beam (2) is installed;

f, hoisting the assembled prefabricated superposed beam (2) on site; the prefabricated superposed beam (2) is hoisted in place on site, and after being hoisted in place, rechecking is carried out;

g, connecting a steel bar grouting sleeve (7) at the post-cast section (3) of the beam-column joint; after the additional main reinforcement is penetrated, the main reinforcement and the overhanging reinforcement of the adjacent two-span prefabricated superposed beam (2) are connected one by adopting a grouting sleeve (7);

step h, erecting a template at the post-pouring section (3); after the connection of the steel bar grouting sleeve (7) at the post-cast section (3) of the beam-column joint and the connection of other connecting steel bars in the post-cast section (3) are finished, a template at the post-cast section (3) is erected, and corresponding hidden project acceptance pre-checking work is well done;

i, reserving a prestressed duct at a node of a steel structure column beam, carrying out reinforcement penetrating treatment, and arranging and fixing positions; except for the bar penetrating process of each overhanging reinforcing bar of the butt-joint precast superposed beam (2), a prestressed bar channel and the bar penetrating work of the prestressed bar inside the prestressed bar channel at the position of the steel-concrete structural column (1) are also adopted; the tendon penetrating work of the tendon duct at the steel-concrete structural column (1) is developed on the premise of not influencing the linear arrangement of the tendon duct; the blanking length of the linear arrangement of the prestressed tendon pore channels in the post-cast section (3) is connected with the prestressed tendon pore channels at the end parts of the precast composite beam (2) to form the continuity of the prestressed tendon pore channels in the whole structure; the tendon of the prestressed tendon in the steel-concrete structural column (1) is penetrated; the subsequent concrete tensioning is met, the tensioning work of the prestressed tendons is carried out after the integral concrete pouring, a 'steel pre-bushing' mode is adopted at the perforation positions of the prestressed tendons in the steel-concrete structural column (1), the steel pre-bushing is arranged in the steel-concrete structural column (1) at the positions of the prestressed tendons of the column body, and the lengths of the steel bushings after being perforated meet the requirement that each side of the steel bushings is exposed outside the column body by at least 50 mm;

j, connecting and grouting the steel bar sleeve in the post-pouring section (3); after all the processes are finished, connecting and grouting the steel bar sleeve in the post-pouring section (3), finishing all the steel bar connecting processes in the post-pouring section (3), and finishing the inspection and acceptance work of hidden projects;

step k, concrete cast-in-place construction at the steel-concrete structural column (1) and the post-cast section (3); the method comprises the following steps of (1) well manufacturing a steel-concrete structural column (1), a post-cast section (3), hoisting and compounding a prefabricated composite beam (2), arranging and connecting prestressed tendons and the like, finishing the treatment of the connection structure of the prefabricated composite beam (2) and an adjacent composite slab, and performing concrete on-site integral pouring construction of the steel-concrete structural column (1) and the post-cast section (3) and integral concrete construction of a beam slab column on the whole working surface;

step l, tensioning, anchoring and pore grouting of a bonded prestressed tendon (6) are arranged at each azimuth connecting node; after the concrete curing of the integral structure reaches the design requirement, the prestressed tendons at the connecting joints of all directions are tensioned, anchored and grouted in the pore passages at the bottoms of the adjacent span prefabricated superposed beams (2), and the construction of the beam prestressed joints of all the steel-concrete structural columns (1) is completed;

m, dismantling the template and the support frame body;

repeating the step b to the step m, and finishing the construction of all the beams of the steel-concrete structural column (1) with the bonding prestress joints on the same layer;

step o, repeating the step b to the step n until the construction of the whole engineering site is completed;

and s, checking and accepting the integral structural engineering.

Technical Field

The invention belongs to the technical field of building construction, and particularly relates to a fabricated steel-concrete structure column-beam bonded prestressed node structure and a construction method.

Background

At present, transformation and upgrade of the building industry become the most important part of industry development, the development of assembly type buildings is different day by day, the technical requirements of different building forms on assembly type construction are higher and higher, and the anti-seismic performance research of the connection node of the assembly type building components becomes an important task for the current industry development. The complex steel-concrete assembly type building structure has stronger seismic performance, and has better social benefit and economic benefit for the innovative design of connecting nodes of steel-concrete structure columns-beams, columns-walls, beams-plates and the like, the comprehensive research on the strength and the feasibility of the connecting nodes is ensured, and the transformation, upgrading and development of the building industry are realized.

Disclosure of Invention

The invention aims to provide a structure with a bonded prestressed node and a construction method for an assembled steel-concrete structural column beam, so as to solve the problems in the background technology.

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

the assembled steel-concrete structural column beam is provided with a bonded prestressed node structure and comprises a steel-concrete structural column, a prefabricated superposed beam and a post-cast section, wherein the steel-concrete structural column and the prefabricated superposed beam are connected through the post-cast section; the steel-concrete structural column is provided with a column body reinforcement penetrating hole and a steel T-shaped anchoring plate at the position of a beam column joint; the prefabricated superposed beam is internally provided with a bonding prestressed tendon; connecting the penetrating rib with the outward extending longitudinal rib of the prefabricated superposed beam through a grouting sleeve in the post-pouring section; and after the bonded prestressed tendons are hoisted in place on the prefabricated superposed beam, penetrating the tendons on the steel-concrete structural column, and then tensioning and anchoring the bottom of the adjacent prefabricated superposed beam.

The construction method of the assembled steel-concrete structure column beam with the bonded prestressed node structure comprises the following steps:

the method comprises the following steps:

step a, integrally manufacturing a steel structure column and a node construction factory thereof; in the early stage, the steel structure column and the reinforcement penetrating hole at the beam column joint connecting part thereof need to be integrally manufactured in a factory, the reinforcement penetrating hole comprises a column body reinforcement penetrating hole for connecting the overhanging main reinforcement of the superposed beam and a hole position needed by the perforation of the prestressed reinforcement, and the size of the reserved reinforcement penetrating hole on the steel structure column is 3 mm-5 mm larger than the wrapping size of a sleeve needed by the reinforcement penetrating hole for connecting the overhanging main reinforcement of the superposed beam and the part of the prestressed reinforcement arranged in the column body;

when a steel structure column is manufactured in a factory, a steel T-shaped anchoring plate is arranged on the outer side of a column body at the position of a post-pouring section, the web thickness of the steel T-shaped anchoring plate is 22-30 mm, the height of the steel T-shaped anchoring plate is 0.85 times of the concrete pouring depth of the post-pouring section, the length of a wing plate at the end is 3 times of the thickness of the web, the thickness and the height of the wing plate are the same as the size of the web, the overall outer surface of the steel T-shaped anchoring plate is subjected to rough treatment, and the steel T-shaped anchoring plate at the position of each azimuth beam column node can be additionally arranged according to anchoring requirements;

b, binding steel bars of the steel-concrete structural column and checking the position; binding and connecting reinforcement cages inside the steel-concrete structural column before hoisting the steel structural main body on site, accurately checking the reinforcement cages before hoisting the subsequent steel structural column on site, ensuring the position relationship, and making a position mark when the steel structural column is hoisted;

c, aligning and positioning, and carrying out on-site steel structure column hoisting construction; hoisting the steel structure column in place strictly according to the set orientation marked in the step a;

d, carrying out reinforcement penetrating treatment on main reinforcements at the joints of the steel structure column beams; after the steel structure column is in place according to the corresponding position mark, performing reinforcement penetrating work on the additional column reinforcements at the nodes, and penetrating the additional column reinforcements at the positions of the overhanging reinforcements of the adjacent span prefabricated superposed beams one by one, wherein the diameters of the additional column reinforcements are the same as the sizes of the overhanging connecting reinforcements of the corresponding prefabricated superposed beams; after the additional column reinforcement penetrates through the reinforcement, the length of the additional column reinforcement extending from the edge of the steel column body to the rear pouring section is 1/4-1/3 net span, and the connection points of the grouting sleeves are staggered by 500 mm;

step e, mounting a vertical supporting system of the assembled prefabricated superposed beam; after the 'bar penetrating process' is finished completely, the prefabricated superposed beam vertical supporting system is installed;

f, hoisting the assembled prefabricated superposed beam on site; hoisting the prefabricated superposed beam in place on site, and rechecking after hoisting in place;

g, connecting a steel bar grouting sleeve at the post-cast section of the beam-column joint; and the additional main reinforcement is penetrated and then is connected with the adjacent two-span prefabricated superposed beam overhanging reinforcement one by adopting a grouting sleeve.

Step h, erecting a template at the post-pouring section; after the connection of the steel bar grouting sleeve at the post-cast section of the beam-column joint and the connection of other connecting steel bars in the post-cast section are finished, erecting a template at the post-cast section, and performing corresponding hidden project acceptance pre-check work;

i, reserving a prestressed duct at a node of a steel structure column beam, carrying out reinforcement penetrating treatment, and arranging and fixing positions; except for the bar penetrating process of each overhanging steel bar of the butt-joint precast superposed beam, the bar penetrating work of a prestressed bar channel and an internal prestressed bar at a steel-concrete structural column is also carried out; the bar penetrating work of the prestressed bar hole channel at the steel-concrete structural column is developed on the premise of not influencing the linear arrangement of the prestressed bar hole channel; the blanking length of the linear arrangement of the prestressed tendon pore channels in the post-cast section is connected with the prestressed tendon pore channels at the end parts of the prefabricated composite beam, so that the continuity of the prestressed tendon pore channels in the whole structure is formed; the prestressed tendons in the steel-concrete structural column are penetrated; the subsequent concrete tensioning is met, the tensioning work of the prestressed tendons is carried out after the integral concrete pouring, a 'steel bushing pre-penetrating' mode is adopted at the hole penetrating position of the prestressed tendons inside the steel-concrete structural column, the steel bushing is pre-penetrated inside the steel-concrete structural column at the hole penetrating position of the prestressed tendons of the column body, and the length of the steel bushing after penetrating is at least 50mm when the steel bushing is exposed out of each side of the column body;

j, connecting and grouting the steel bar sleeve in the post-cast section; after all the processes are finished, connecting and grouting the reinforcing steel bar sleeve in the post-pouring section, finishing all the reinforcing steel bar connecting processes in the post-pouring section, and finishing the inspection and acceptance work of hidden projects;

step k, pouring concrete in situ at the steel-concrete structural column and the post-pouring section; the method comprises the following steps of (1) performing works of steel-concrete structural columns, post-cast sections, prefabricated composite beams hoisting and compounding, prestressed tendon arrangement and connection and the like, finishing the connection structure treatment of the prefabricated composite beams and adjacent composite slabs, and performing concrete on-site integral pouring construction of the steel-concrete structural columns and the post-cast sections and integral concrete construction of beam slabs and columns on the whole working surface;

step l, stretching and anchoring a bonded prestressed tendon at each azimuth connecting node and grouting a pore channel; after the concrete curing of the integral structure reaches the design requirement, the prestressed tendons at the connecting joints of all directions are subjected to tensioning, anchoring and pore grouting at the bottoms of the adjacent span prefabricated superposed beams, and the construction of all the prestressed joints of the steel-concrete structural column beam is completed;

m, dismantling the template and the support frame body;

repeating the step b to the step m, and finishing construction of all the steel-concrete structure column beams with bonding prestress joints on the same layer;

step o, repeating the step b to the step n until the construction of the whole engineering site is completed;

and s, checking and accepting the integral structural engineering.

The invention has the technical effects and advantages that:

the concrete structure column beam is provided with a bonded prestressed joint structure, a steel T-shaped anchoring plate is effectively utilized to reinforce a post-cast joint, a 'bar penetrating process' is adopted at a joint of a joint column body bar penetrating hole, the whole technical scheme follows 'steel-concrete structure combination stress + bar penetrating method two-way cross prestress + steel T anchoring plate reinforced post-cast section' as a core, the assembled building structure stress is clear, and strong anti-seismic performance is formed at the joint.

Drawings

FIG. 1 is a structural diagram of a fabricated steel-concrete structural column beam with bonded prestressed nodes according to the present invention;

FIG. 2 is a flow chart of the construction process of the assembled steel-concrete structural column beam with bonded prestressed nodes.

In the figure: 1. a steel-concrete structural column; 2. prefabricating a superposed beam; 3. post-pouring section; 4. the column body is provided with a rib hole; 5. a steel T-shaped anchoring plate; 6. the bonded prestressed tendons are arranged; 7. and (5) grouting sleeves.

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 an assembled steel-concrete structural column-beam bonded prestressed node structure, which comprises a steel-concrete structural column 1, a prefabricated superposed beam 2 and a post-cast section 3, wherein the steel-concrete structural column 1 and the prefabricated superposed beam 2 are connected through the post-cast section 3; the steel-concrete structural column 1 is provided with a column body reinforcement penetrating hole 4 and a steel T-shaped anchoring plate 5 at the position of a beam column joint; a prestressed tendon pore channel is arranged inside the prefabricated superposed beam 2; the post-cast section 3 is internally connected with the penetrating rib and the outward extending longitudinal rib of the prefabricated superposed beam 2 through a grouting sleeve 7; after the prefabricated composite beam 2 is hoisted in place, the prestressed tendon pore channels are continuously distributed in the post-cast section 3 in a butt joint mode, so that the post-cast section 3 is communicated with the prestressed tendon pore channels in the prefabricated composite beam 2 and simultaneously penetrates through the tendon penetrating holes in the steel-concrete structural column 1. And then, tensioning and anchoring the prestressed tendons in the prestressed tendon pore channels at the bottoms of the adjacent span prefabricated composite beams 2.

The construction method of the assembled steel-concrete structure column beam with the bonded prestressed nodes comprises the following steps:

integrally manufacturing a steel structure column and a node thereof in a construction factory, binding steel bars of a steel-concrete structure column 1, checking positions, aligning to be in place, hoisting the steel structure column on site, carrying out reinforcement penetrating treatment on main reinforcements at the node of a beam of the steel structure column, installing a vertical supporting system of an assembly type prefabricated composite beam 2, hoisting the assembly type prefabricated composite beam 2 on site, connecting a reinforcement grouting sleeve 7 at a post-pouring section 3 of the beam column node, erecting a template at the post-pouring section 3, reserving and penetrating prestressed pore channels at the node of the steel structure column beam, arranging and fixing the positions, connecting and grouting the reinforcement sleeve in the post-pouring section 3, casting concrete on site at the steel-concrete structure column 1 and the post-pouring section 3, stretching and drawing the bonded prestressed reinforcements 6 at the connecting nodes of each position, aligning and aligning to be in place, and carrying out reinforcement penetrating treatment on the main reinforcements at the node of the steel structure column and the beam node of the assembly type prefabricated composite beam 2, hoisting the assembly type prefabricated composite beam 2 on site, and hoisting the post-column on the post-pouring section 3 on the steel structure column on the site, Anchoring and pore path grouting, template and support frame dismantling, repeating the steps b to the step m, completing construction of all the steel-concrete structural columns 1 with the bonding prestress nodes on the same layer, and repeating the steps b to the step n until completing the site construction of the whole engineering and the acceptance of the whole structural engineering.

The core technical scheme of each process step is as follows:

step a, integrally manufacturing a steel structure column and a node construction factory thereof. The steel structure column and the node thereof are integrally manufactured in a construction factory. In order to ensure that the subsequent steel-concrete structural column 1 beam joint installation process is smoothly developed, the reinforcement penetrating holes of the steel structural column and the beam column joint connecting parts thereof are integrally manufactured in a factory in the early stage, the reinforcement penetrating holes comprise two aspects of reinforcement penetrating holes for connecting the overhanging main reinforcements of the superposed beam and hole positions required by the perforation of the prestressed tendons, and the size of the reserved reinforcement penetrating holes on the steel structural column is 3-5 mm larger than the size of the outer package of a sleeve required by the part of the overhanging main reinforcements of the superposed beam and the part of the prestressed tendons arranged in the column. Meanwhile, in order to ensure that the post beams in the subsequent process are connected through post-cast joints, the joint strength of the post beam joints is enhanced, when the steel structure columns are manufactured in a factory, a steel T-shaped anchoring plate 5 is further arranged on the outer side of a column body at the position of a post-cast section 3, the thickness of a web plate of the steel T-shaped anchoring plate 5 ranges from 22mm to 30mm, the height of the web plate is 0.85 times of the concrete casting depth of the post-cast section 3, the length of a wing plate at the end is 3 times of the thickness of the web plate, the thickness and the height of the wing plate are designed to be the same as the size of the web plate, the whole outer surface of the steel T-shaped anchoring plate 5 is subjected to rough treatment, and the steel T-shaped anchoring plate 5 at the joint of each azimuth beam column can be additionally arranged according to anchoring requirements.

And b, binding the steel bars of the steel-concrete structural column 1 and checking the position. Binding and connecting a reinforcement cage inside the steel-concrete structural column 1 before hoisting the steel structural main body on site, accurately checking the reinforcement cage before hoisting the subsequent steel structural column on site, ensuring the position relation, fully considering the in-place orientation of the reinforcement penetrating hole position and the steel T-shaped anchoring plate 5 reserved at the connecting node of the steel structural column beam, whether the reinforcement position of the internal reinforcement cage collides with the subsequent reinforcement penetrating process and the like, and making a position mark when hoisting the steel structural column.

And c, aligning in place, and carrying out hoisting construction on the steel structure column on site. Hoisting the steel structure column in place strictly according to the set orientation marked in the step a, accurately measuring the elevation positions of the reinforcement penetrating holes and the steel T-shaped anchoring plates 5 in place, and comprehensively considering whether the reinforcement penetrating connection and the corresponding elevation of the subsequent prefabricated superposed beam 2 are influenced after the steel structure column is hoisted in place and fixed.

And d, carrying out reinforcement penetrating treatment on the main reinforcement at the joint of the steel structure column beam. After the steel structure column is in place according to the corresponding position mark, the additional column reinforcement penetrating operation at the node can be carried out, the additional column reinforcements are penetrated one by one at the positions of the overhanging reinforcements of the adjacent span prefabricated superposed beams 2, and the diameters of the additional column reinforcements are the same as the sizes of the corresponding overhanging connecting reinforcements of the prefabricated superposed beams 2. Meanwhile, in order to ensure the overall strength of the additional column rib in the post-pouring section 3 by adopting sleeve grouting connection, the length of the additional column rib extending into the post-pouring section 3 from the edge of the steel column body after the rib is penetrated by the additional column rib is 1/4-1/3 net span, and the connection points of the grouting sleeve 7 are staggered by 500 mm.

And e, mounting the vertical supporting system of the prefabricated superposed beam 2. And after the 'bar penetrating process' is finished completely, starting to install the vertical supporting system of the prefabricated superposed beam 2, and preparing for hoisting the subsequent prefabricated superposed beam 2.

And f, hoisting the assembled prefabricated superposed beam 2 on site. The on-site hoisting and in-place work of the prefabricated composite beam 2 comprehensively considers the problems of the reinforcement penetrating position of the additional column reinforcement, the control of the beam bottom elevation, the grouting connection reliability of the inner sleeve of the post-pouring section 3, the subsequent linear positioning of the prestressed reinforcement hole channel and the like, and after the beam is hoisted in place, the factors are rechecked to achieve the continuity of the process flow.

And g, connecting the steel bar grouting sleeve 7 at the post-cast section 3 of the beam-column joint. The reinforcement penetrating process is a foundation for ensuring smooth connection of beam joints of the steel-concrete structural column 1, the additional main reinforcements are connected with the overhanging reinforcements of the two adjacent spans of the prefabricated composite beam 2 one by adopting the grouting sleeves 7 after the reinforcement penetrating, the connection reliability of the additional main reinforcements and the prefabricated composite beam 2 after the reinforcement penetrating is ensured, and the joint seismic resistance high strength between different types of components of the steel-concrete structure and the prefabricated concrete composite beam is well made.

And h, erecting a template at the post-pouring section 3. And (3) connecting the steel bar grouting sleeve 7 at the post-cast section 3 of the beam column joint and connecting other connecting steel bars in the post-cast section 3, namely erecting the template at the post-cast section 3 and performing corresponding hidden project acceptance pre-check work.

And i, reserving a prestressed duct at the node of the steel structure column beam, penetrating a rib, and arranging and fixing the position. Except for the bar penetrating process of the overhanging reinforcing steel bars of the butt-joint precast superposed beam 2, the bar penetrating work of a prestressed bar channel and the prestressed bars inside the prestressed bar channel at the position of the steel-concrete structural column 1 is also carried out. At the moment, because the arrangement of the steel bars at the connecting node of the beam column is more, the bar penetrating work of the prestressed tendon duct at the steel-concrete structural column 1 needs to be carried out on the premise of not influencing the linear arrangement of the prestressed tendon duct, and meanwhile, because the prestressed tendon duct is pre-embedded in the concrete of the prefabricated composite beam 2 in the integrated manufacturing process of the prefabricated composite beam 2PC factory, the blanking length of the linear arrangement of the prestressed tendon duct in the post-cast section 3 can be accurately connected with the prestressed tendon duct at the end part of the prefabricated composite beam 2, so that the continuity of the prestressed tendon duct in the whole structure is formed. Meanwhile, the prestressed tendon penetrating in the steel-concrete structural column 1 can meet the tensioning of subsequent concrete, and the tensioning work of the prestressed tendon is performed after the whole concrete is poured, so that a 'steel bushing penetrating mode' is adopted at the hole penetrating position of the prestressed tendon in the steel-concrete structural column 1, namely, the steel bushing penetrating in the steel-concrete structural column 1 in advance is arranged at the hole penetrating position of the prestressed tendon in the column body, and the length of the steel bushing after penetrating is at least 50mm of the length of the steel bushing exposed outside the column body, so that the butt joint of the hole channel of the subsequent prestressed tendon and the hole penetrating work of the prestressed tendon can be facilitated.

And j, connecting and grouting the steel bar sleeve in the post-cast section 3. And after all the processes are finished, connecting and grouting the steel bar sleeve in the post-pouring section 3, finishing all the steel bar connecting processes in the post-pouring section 3, and finishing the inspection and acceptance work of hidden projects.

And k, pouring concrete on site at the steel-concrete structural column 1 and the post-pouring section 3. And after the steel-concrete structural column 1, the post-cast section 3, the prefabricated composite beam 2 are hoisted and compounded, the prestressed tendons are arranged and connected, and the like are completed, and the prefabricated composite beam 2 and the adjacent composite slab are connected, the concrete on-site integral casting construction at the steel-concrete structural column 1 and the post-cast section 3 and the integral concrete construction of the beam slab column on the whole working surface can be carried out.

Step l, tensioning and anchoring the bonded prestressed tendons 6 and grouting the pore channels at the connecting nodes of each azimuth. After the concrete curing of the integral structure reaches the design requirement, the prestressed tendons at the connecting joints of all the directions stretch, anchor and pore grouting at the bottom of the adjacent span prefabricated composite beam 2, and the construction of the beam prestressed joints of all the steel-concrete structural columns 1 is completed.

And m, dismantling the template and the support frame body.

And n, repeating the step b to the step m, and finishing the construction of all the steel-concrete structural columns 1 with the bonded prestressed joints on the same layer.

And step o, repeating the step b to the step n until the construction of the whole engineering site is completed.

And p, checking and accepting the integral structure project.

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.