阅读说明：本技术 箱型梁全栓接刚接连接节点及其设计制造方法 (Box-type beam full-bolting rigid connection node and design and manufacturing method thereof ) 是由 陈轩 孙岩 李永祥 程方圆 杨思狄 华坤 张婉越 吴波 刘伟亮 胡鹏飞 宗锋 于 2021-09-02 设计创作，主要内容包括：本发明公开了箱型梁全栓接刚接连接节点及设计制造方法,包括钢柱和箱型梁；钢柱通过箱型梁外伸段与箱型梁连接；箱型梁外伸段与箱型梁互相连接的端部均设有连接板；两块连接板通过多个螺栓紧固,之间的接触面均采用抛丸/喷砂工艺处理增强摩擦系数；箱型梁外伸段和箱型梁内均设有与相应的连接板平行的梁内横向加劲肋,形成箱形结构；每一箱形结构内均设有梁内纵向加劲肋。设计制造时,先根据钢柱和箱型梁的截面尺寸,初步选取得到尺寸,之后进行设计计算,获得承载力满足规范要求的尺寸；然后,在工厂内加工包含箱型梁外伸段的钢柱,以及箱型梁；最后在现场安装。本发明在工厂中即可拼装完成,工地现场只需要安装螺栓即可完成有效连接,操作简单。(The invention discloses a box beam full-bolting rigid connection node and a design and manufacture method, comprising a steel column and a box beam; the steel column is connected with the box girder through the overhanging section of the box girder; connecting plates are arranged at the end parts of the extending sections of the box beams and the box beams which are mutually connected; the two connecting plates are fastened through a plurality of bolts, and the contact surfaces between the two connecting plates are processed by a shot blasting/sand blasting process to enhance the friction coefficient; the box-type beam extending section and the box-type beam are internally provided with in-beam transverse stiffening ribs which are parallel to the corresponding connecting plates to form a box-shaped structure; an in-beam longitudinal stiffener is provided within each box structure. During design and manufacture, firstly, preliminarily selecting the sizes according to the section sizes of the steel column and the box-shaped beam, and then carrying out design calculation to obtain the size of which the bearing capacity meets the standard requirement; then, processing a steel column containing the overhanging section of the box girder and the box girder in a factory; and finally, installing on site. The invention can be assembled in a factory, and can be effectively connected on a construction site only by installing bolts, so that the operation is simple.)

1. The box-type beam full-bolting rigid connection node comprises a steel column (1) and a box-type beam (2); the method is characterized in that:

the steel column (1) is a structural steel column with an H-shaped section or a box-shaped section, one side of the steel column is provided with a box-shaped beam extending section (8) which extends along the normal direction of the length direction, namely towards the direction of the connecting end of the box-shaped beam (2), and the steel column is connected with the box-shaped beam (2) through the box-shaped beam extending section (8);

the cross sections of the box-shaped beam overhanging sections (8) and the box-shaped beam (2) are the same in size, and the ends connected with each other are provided with connecting plates (3);

each connecting plate (3) is welded into a whole through a full penetration welding process at the corresponding box girder overhanging section (8) or the corresponding box girder (2) in the engineering prefabrication stage;

the area of each connecting plate (3) is larger than the end face of the corresponding box-shaped beam overhanging section (8) or the corresponding end face of the corresponding box-shaped beam (2), and a plurality of outer vertical stiffening plates (4) and a plurality of outer horizontal stiffening plates (10) are arranged between each connecting plate and the outer side wall of the box-shaped beam overhanging section (8) or the corresponding outer side wall of the box-shaped beam (2);

the end faces of the two connecting plates (3) positioned at the corresponding box-shaped beam overhanging sections (8) or the corresponding end faces of the corresponding box-shaped beams (2) are fastened through a plurality of bolts (6), and the contact surfaces (9) between the two connecting plates are processed by adopting a shot blasting/sand blasting process to enhance the friction coefficient;

the outer vertical stiffening plates (4) and the outer horizontal stiffening plates (10) are symmetrically arranged on two sides of the corresponding box-type beam overhanging sections (8) or two sides of the corresponding box-type beam (2);

each outer vertical stiffening plate (4) is vertically arranged on two side flange plates of the corresponding box-type beam overhanging section (8) or two side flange plates of the corresponding box-type beam (2);

each outer horizontal stiffening plate (10) is vertically arranged on two side webs of the corresponding box-type beam overhanging section (8) or two side webs of the corresponding box-type beam (2);

at least one transverse stiffening rib (11) parallel to the corresponding connecting plate (3) in the range of the plurality of outer vertical stiffening plates (4) and the plurality of outer horizontal stiffening plates (10) is arranged in the box-shaped beam overhanging section (8) and the box-shaped beam (2) correspondingly to form a box-shaped structure;

and beam inner longitudinal stiffening ribs (5) which are vertical to the flange plates of the corresponding box-type beam overhanging sections (8) or the corresponding flange plates of the box-type beams (2) are arranged in the positions, corresponding to the corresponding outer vertical stiffening plates (4), in each box-type structure.

2. The box beam fully-bolted rigid-connection joint according to claim 1, characterized in that an inner-column gusset plate (7) is provided in the steel column (1) corresponding to each outer edge of the overhanging section (8) of the box beam perpendicular to the outer side wall of the steel column (1);

each column inner gusset plate (7) is integrated with the corresponding box girder overhanging section (8) and the outer edge of the outer side wall of the steel column (1) in a vertical mode.

3. A box beam all-bolted rigid-connection joint according to claim 2, characterized in that the steel columns (1) are connected with the box beam overhanging sections (8) and the corresponding in-column gusset plates (7) by welding.

4. A box beam fully bolted rigid connection node according to claim 1, characterized in that the box beam overhanging section (8) extends 500-600 mm outwards from the steel column (1) side.

5. The box beam fully-bolted rigid-connection joint according to claim 1, characterized in that the thickness of each of said outer vertical stiffening plates (4) is vertically set to the thickness of the web of the corresponding overhanging section (8) of the box beam or the thickness of the web of the corresponding box beam (2) is the same;

the thickness of each outer horizontal stiffening plate (10) is vertically arranged on the thickness of the flange plate of the corresponding box-type beam overhanging section (8) or the thickness of the flange plate of the corresponding box-type beam (2) is the same.

6. A box beam fully-bolted rigid-connect joint according to claim 1, wherein each said in-beam transverse stiffener (11) is fixed to the inner wall of the corresponding said box beam outer extension (8) or the inside of the corresponding said box beam (2) by full penetration welding.

7. A box beam fully bolted rigid connection node according to claim 1, characterized in that the thickness of each said column inner gusset plate (7) is the same as the thickness of the corresponding part of said box beam outer extension (8).

8. A box beam fully-bolted rigid-connect joint according to claim 1, characterized in that the plate thickness of each in-beam transverse stiffener (11) and the plate thickness of each in-beam longitudinal stiffener (5) are the same as the web thickness of the respective box beam (2).

9. The method for designing and manufacturing the box girder all-bolted rigid connection node according to claim 1, characterized by comprising the following steps of:

step 1, preliminarily selecting the sizes according to the section sizes of the steel column (1) and the box girder (2); the sizes comprise the thickness of the corresponding connecting plate (3), the number and the spacing of the bolts (6), the thickness of each outer vertical stiffening plate (4) and the thickness of each outer horizontal stiffening plate (10);

the thickness of each connecting plate (3), the thickness of each outer horizontal stiffening plate (10) and the thickness of each outer vertical stiffening plate (4) are the same as the thickness of flange plates of the box girder (2);

then, integrally calculating the beam end bending moment and shearing force of the steel column (1) and the box beam (2), and performing design calculation; if the bearing capacity meets the specification requirement, continuing to execute the subsequent steps, if not, increasing the thickness of each connecting plate (3), the thickness of each outer side horizontal stiffening plate (10), the thickness of each outer side vertical stiffening plate (4) and/or the number of the bolts (6), and performing design calculation again until the bearing capacity meets the specification requirement;

step 2, processing the steel column (1) in a factory, and welding the position, corresponding to the box girder overhanging section (8), of each node plate (7) in the column in the steel column (1) and the steel column (1) into a whole through full-penetration welding;

step 3, processing the box-shaped beam overhanging section (8) in a factory, arranging corresponding in-beam transverse stiffening ribs (11) in the box-shaped beam overhanging section (8), and connecting the box-shaped beam overhanging section and the box-shaped beam overhanging section into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs (5) in the beam, the corresponding connecting plates (3), the corresponding outer vertical stiffening plates (4) and the corresponding outer horizontal stiffening plates (10) in a full penetration welding manner;

the longitudinal stiffening ribs (5) in the beam are in tight contact with the corresponding connecting plates (3) by planing and jacking;

step 4, processing the box-shaped beam (2) in a factory, arranging corresponding transverse stiffening ribs (11) in the box-shaped beam (2), and connecting the transverse stiffening ribs into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs (5) in the beam, the corresponding connecting plates (3), the corresponding outer vertical stiffening plates (4) and the corresponding outer horizontal stiffening plates (10) in a full penetration welding manner;

the longitudinal stiffening ribs (5) in the beam are in tight contact with the corresponding connecting plates (3) by planing and jacking;

step 5, after the overhanging section (8) of the box-shaped beam and the steel column (1) are connected into a whole through full penetration welding in a factory, the steel column and the box-shaped beam (2) are sent to an engineering construction site together;

step 6, on site, firstly hoisting the steel column (1) comprising the box girder overhanging section (8), and installing and fixing the steel column; then, hoisting the box beam (2) to a specified position; aligning the box beam (2) and the steel column (1), inserting the bolts (6) and performing initial screwing and fixing; and finally, after the beam ends of the box beams (2) are fixed, final screwing is carried out, and the installation is completed.

10. The method for designing and manufacturing the box girder all-bolted rigid connection node according to claim 1, wherein in the step 1, the method for designing and calculating is as follows:

firstly, extracting a beam end bending moment M and a beam end shearing force V according to the existing data;

secondly, preliminarily selecting the size d of the bolts and the number n of the bolts according to the size of the section of the beam;

thirdly, calculating the stress N of each bolt according to the beam end bending moment M and the beam end shearing force V_vAnd N_t；

And finally, checking and calculating the strength of the bolt, and when the strength of the bolt meets the standard requirement, the design can pass.

Technical Field

The invention relates to the technical field of box beam manufacturing, in particular to a box beam full-bolting rigid connection node and a design and manufacturing method thereof.

Background

In steel structure building, the frame roof beam adopts H shaped steel roof beam mostly, because H type cross section is open cross section, no matter its and steel column be connected adopting welded connection or bolted connection, the operation is all very simple, and rigid connection or articulated connection all very easily realize. However, if the seismic intensity is high, the stress of the frame beam is high, and the floor height and the net height of a room are limited, the H-shaped steel beam cannot meet the requirements, and at this time, a box-shaped steel beam is required. The box-shaped section is a closed section, and when the box beam is connected with the steel column, no matter rigid connection or hinging is performed, the operation personnel cannot perform any operation on the inner side of the section of the box beam, so that the field operation is difficult to achieve.

In the current standard and national standard drawing set, the connecting node of the steel structure box girder can be realized only by on-site welding.

When the section plate of the box-shaped beam is thick, the welding difficulty is high, the welding seam quality is difficult to guarantee, and the welding of the node of the box-shaped beam on the site even needs several hours. This not only influences the time limit for a project, still causes the hidden danger to engineering quality control.

Therefore, how to reduce the field operation difficulty of the connection node of the box girder and the steel column, reduce the field installation operation time, and ensure the engineering quality becomes a technical problem which needs to be solved urgently by technical personnel in the field.

Disclosure of Invention

In view of the defects in the prior art, the invention provides the box girder full-bolting rigid connection node and the design and manufacturing method thereof, and aims to solve the technical difficulty in the prior art, improve the efficiency and guarantee the quality, only need workers to install bolts on a construction site, and have simple operation and high speed.

In order to achieve the purpose, the invention discloses a box-type beam full-bolting rigid connection node which comprises a steel column and a box-type beam.

The steel column is a structural steel column with an H-shaped section or a box-shaped section, one side of the steel column is provided with a box-shaped beam extending section which extends along the normal direction of the length direction, namely towards the direction of the box-shaped beam connecting end, and the steel column is connected with the box-shaped beam through the box-shaped beam extending section;

the size of the cross section of the box-shaped beam extending section is the same as that of the cross section of the box-shaped beam, and connecting plates are arranged at the end parts which are connected with each other;

each connecting plate is welded into a whole through a full penetration welding process at the corresponding overhanging section of the box-shaped beam or at the corresponding prefabrication stage of the box-shaped beam;

the area of each connecting plate is larger than the end surface of the corresponding box-shaped beam overhanging section or the corresponding end surface of the corresponding box-shaped beam, and a plurality of outer vertical stiffening plates and a plurality of outer horizontal stiffening plates are arranged between the connecting plate and the outer side wall of the box-shaped beam overhanging section or the corresponding outer side wall of the box-shaped beam;

the two connecting plates are positioned on the end surfaces of the corresponding box-shaped beam overhanging sections or the parts of the corresponding end surfaces of the corresponding box-shaped beams are fastened through a plurality of bolts, and the contact surfaces between the two connecting plates are processed by adopting a shot blasting/sand blasting process to enhance the friction coefficient;

the plurality of outer vertical stiffening plates and the plurality of outer horizontal stiffening plates are symmetrically arranged on two sides of the corresponding outward extending section of the box-shaped beam or two sides of the corresponding box-shaped beam;

each outer vertical stiffening plate is vertically arranged on two side flange plates of the corresponding box-type beam overhanging section or two side flange plates of the corresponding box-type beam;

each outer horizontal stiffening plate is vertically arranged on two side webs of the corresponding box-type beam overhanging section or two side webs of the corresponding box-type beam;

at least one transverse stiffening rib in the beam parallel to the corresponding connecting plate is arranged in the range of the plurality of outer vertical stiffening plates and the plurality of outer horizontal stiffening plates correspondingly arranged in the box-shaped beam overhanging section and the box-shaped beam to form a box-shaped structure;

and the positions, corresponding to the corresponding outer vertical stiffening plates, in each box-shaped structure are respectively provided with an in-beam longitudinal stiffening rib which is vertical to the flange plate of the corresponding box-shaped beam overhanging section or the flange plate of the corresponding box-shaped beam.

Preferably, column inner node plates are arranged on the outer edges, perpendicular to the outer side walls of the steel columns, of the sections, extending out of the box beams, in the steel columns;

and each column inner gusset plate is integrated with the corresponding outward extending section of the box girder and the outer edge of the outer side wall of the steel column in a vertical manner.

More preferably, the steel column is connected with the overhanging section of the box girder and the corresponding inner node plate of the column in a welding mode.

Preferably, the overhanging section of the box girder extends from 500 mm to 600 mm outwards from the side of the steel column.

Preferably, the thickness of each outer vertical stiffening plate is vertically set to be the same as the thickness of the corresponding web of the box girder overhanging section or the thickness of the corresponding web of the box girder;

the thickness of each outer horizontal stiffening plate is vertically arranged on the thickness of the flange plate of the corresponding box-shaped beam overhanging section or the thickness of the flange plate of the corresponding box-shaped beam is the same.

Preferably, each of the in-beam transverse stiffeners is secured to the inner wall of the corresponding box beam overhang or to the interior of the corresponding box beam by full penetration welding.

Preferably, the thickness of each of the inner stud plates is the same as that of the corresponding portion of the outer extension of the box beam.

Preferably, the plate thickness of each of the in-beam transverse stiffeners and the plate thickness of each of the in-beam longitudinal stiffeners are the same as the web thickness of the corresponding box beam.

The invention also provides a design and manufacturing method of the box girder full-bolting rigid connection node, which is characterized by comprising the following steps of:

step 1, preliminarily selecting the sizes according to the sizes of the sections of the steel column and the box-shaped beam; the sizes comprise the thickness of the corresponding connecting plate, the number and the spacing of the bolts, the thickness of each outer vertical stiffening plate and the thickness of each outer horizontal stiffening plate;

the thickness of each connecting plate, the thickness of each outer horizontal stiffening plate and the thickness of each outer vertical stiffening plate are the same as the thickness of a flange plate of the box girder;

then, integrally calculating the beam end bending moment and shearing force of the steel column and the box girder, and performing design calculation; if the bearing capacity meets the standard requirement, continuing to execute the subsequent steps, if not, increasing the thickness of each connecting plate, the thickness of each outer side horizontal stiffening plate, the thickness of each outer side vertical stiffening plate and/or the number of the bolts, and performing design calculation again until the bearing capacity meets the standard requirement;

step 2, processing the steel column in a factory, and welding the position, corresponding to the outward extending section of the box girder, of each node plate in the column in the steel column with the steel column into a whole through full-penetration welding;

step 3, processing the box-shaped beam overhanging section in a factory, arranging corresponding transverse stiffening ribs in the beam in the box-shaped beam overhanging section, and connecting the stiffening ribs into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs in the beam, the corresponding connecting plates, the corresponding outer vertical stiffening plates and the corresponding outer horizontal stiffening plates in a full penetration welding manner;

the longitudinal stiffening ribs in the beam and the corresponding connecting plates are in plane and jacking contact;

step 4, processing the box-shaped beam in a factory, arranging corresponding transverse stiffening ribs in the beam in the box-shaped beam, and connecting the box-shaped beam into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs in the beam, the corresponding connecting plates, the corresponding outer vertical stiffening plates and the corresponding outer horizontal stiffening plates in a full penetration welding manner;

the longitudinal stiffening ribs in the beam and the corresponding connecting plates are in plane and jacking contact;

step 5, after the overhanging section of the box-shaped beam and the steel column are connected into a whole through full penetration welding in a factory, the steel column and the box-shaped beam are sent to an engineering construction site;

step 6, on site, hoisting the steel column including the box girder overhanging section, and installing and fixing the steel column; then, hoisting the box-shaped beam to a specified position; after aligning the box beam with the steel column, inserting the bolts and performing initial screwing and fixing; and finally, after the beam ends of the box-shaped beams are fixed, final screwing is carried out, and the installation is completed.

Preferably, in step 1, the method for designing and calculating is as follows:

firstly, extracting a beam end bending moment M and a beam end shearing force V according to the existing data;

secondly, preliminarily selecting the size d of the bolts and the number n of the bolts according to the size of the section of the beam;

thirdly, calculating the stress N of each bolt according to the beam end bending moment M and the beam end shearing force V_vAnd N_t；

And finally, checking and calculating the strength of the bolt, and when the strength of the bolt meets the standard requirement, the design can pass.

The invention has the beneficial effects that:

the invention has more convenient processing, can be assembled in a factory, can finish effective connection on a construction site only by installing bolts, has simple operation and guaranteed quality, effectively reduces the welding operation on the construction site, reduces fire and ensures the engineering safety.

The invention adopts full bolt connection, can avoid on-site welding, has easy guarantee of the quality of bolt connection, and is convenient and rapid in quality inspection.

The conception, the specific structure and the technical effects of the present invention will be further described with reference to the accompanying drawings to fully understand the objects, the features and the effects of the present invention.

Drawings

Fig. 1 shows a schematic structural diagram of an embodiment of the present invention.

FIG. 2 shows a schematic view of the present invention in partial cross-section at AA in FIG. 1.

Fig. 3 shows a schematic view of the invention in partial cross-section at BB in fig. 1.

Detailed Description

Examples

As shown in fig. 1 to 3, the box girder is fully bolted to the rigid connection node, and includes steel columns 1 and box girders 2.

The steel column 1 is a structural steel column with an H-shaped section or a box-shaped section, one side of the steel column is provided with a box-shaped beam extending section 8 extending along the normal direction of the length direction, namely towards the direction of the connecting end of the box-shaped beam 2, and the steel column is connected with the box-shaped beam 2 through the box-shaped beam extending section 8;

the size of the cross section of the box-shaped beam overhanging section 8 is the same as that of the cross section of the box-shaped beam 2, and the end parts which are connected with each other are provided with connecting plates 3;

each connecting plate 3 is welded into a whole through a full penetration welding process at the corresponding box girder overhanging section 8 or the corresponding box girder 2 in the engineering prefabrication stage;

the area of each connecting plate 3 is larger than the end surface of the corresponding box-shaped beam overhanging section 8 or the corresponding end surface of the corresponding box-shaped beam 2, and a plurality of outer vertical stiffening plates 4 and a plurality of outer horizontal stiffening plates 10 are arranged between the connecting plate and the outer side wall of the box-shaped beam overhanging section 8 or the outer side wall of the corresponding box-shaped beam 2;

the end surfaces of the two connecting plates 3 positioned on the corresponding box-shaped beam overhanging sections 8 or the corresponding end surfaces of the corresponding box-shaped beams 2 are fastened through a plurality of bolts 6, and the contact surfaces 9 between the two connecting plates are treated by adopting a shot blasting/sand blasting process to enhance the friction coefficient;

the plurality of outer vertical stiffening plates 4 and the plurality of outer horizontal stiffening plates 10 are symmetrically arranged on two sides of the corresponding box-shaped beam overhanging sections 8 or two sides of the corresponding box-shaped beams 2;

each outer vertical stiffening plate 4 is vertically arranged on two side flange plates of the corresponding box-type beam overhanging section 8 or two side flange plates of the corresponding box-type beam 2;

each outer horizontal stiffening plate 10 is vertically arranged on two side webs of the corresponding box-type beam overhanging section 8 or two side webs of the corresponding box-type beam 2;

at least one transverse stiffening rib 11 in the beam parallel to the corresponding connecting plate 3 is arranged in the range of the plurality of outer vertical stiffening plates 4 and the plurality of outer horizontal stiffening plates 10 correspondingly arranged in the box-shaped beam overhanging section 8 and the box-shaped beam 2 to form a box-shaped structure;

and the positions corresponding to the corresponding outer vertical stiffening plates 4 in each box-shaped structure are provided with in-beam longitudinal stiffening ribs 5 which are perpendicular to the flange plates of the corresponding box-shaped beam overhanging sections 8 or the flange plates of the corresponding box-shaped beams 2.

The principle of the invention is as follows:

the invention completes all welding work in advance in a factory, has high efficiency and guaranteed quality, only needs workers to install bolts on a construction site, has simple operation and high speed, and effectively solves the technical difficulty in the prior art;

the bolts 6 are arranged on the outer side of the beam, so that the space is wide, and the field operation of workers is facilitated;

the transverse stiffening ribs 11 in the beam and the longitudinal stiffening ribs 5 in the beam are ingeniously arranged, so that the force transmission path is clear, the bending moment and the shearing force of the box-shaped beam can be effectively transmitted, and the rigid connection node is effectively established.

The design process of the invention is simple and easy to understand, standard general calculation formulas are adopted, and computer artificial intelligence can be adopted to replace engineers to carry out mechanical data check, so that the rapid calculation design is realized, and the safety is ensured.

In practical application, the positions of the longitudinal stiffening ribs 5 in the beam and the vertical stiffening plates 4 on the outer side are aligned, and the arrangement of the longitudinal stiffening ribs 5 in the beam and the vertical stiffening plates 4 on the outer side can transfer the bending moments of the overhanging sections 8 of the box-shaped beam and the upper and lower flanges of the box-shaped beam 2, so that the node meets the rigid connection requirement.

In some embodiments, each outer edge of the steel column 1, which is perpendicular to the outer side wall of the steel column 1, corresponding to the box beam overhanging section 8 is provided with an inner node plate 7;

each column inner gusset plate 7 is integrated with the corresponding box girder overhanging section 8 and the outer edge of the outer side wall of the steel column 1 in a perpendicular manner.

In practical application, the arrangement of the node plates 7 in the column enables the bending moment of the box-shaped beam 2 to be effectively transmitted to the steel column 1, so that the box-shaped beam 2 can be connected with the overhanging section 8 of the box-shaped beam when the beam column is connected on site in a construction site.

In some embodiments, the steel columns 1 are connected with the box girder overhanging sections 8 and the corresponding column inner gusset plates 7 by welding.

In some embodiments, the box beam overhanging section 8 extends 500 mm to 600 mm outward from the side of the steel column 1.

In some embodiments, the thickness of each outer vertical stiffener plate 4 is vertically set to the same thickness of the web of the corresponding box beam overhanging section 8 or the web of the corresponding box beam 2;

the thickness of each outer horizontal stiffening plate 10 is vertically arranged on the thickness of the flange plate of the corresponding box girder overhanging section 8 or the thickness of the flange plate of the corresponding box girder 2 is the same.

In some embodiments, the inner transverse stiffeners 11 of each beam are secured to the inner wall of the corresponding box beam overhang 8 or the interior of the corresponding box beam 2 by full penetration welding.

In some embodiments, the thickness of the gusset 7 in each column is the same as the thickness of the corresponding portion of the outer extension 8 of the box beam.

In certain embodiments, the plate thickness of the transverse stiffeners 11 in each beam and the plate thickness of the longitudinal stiffeners 5 in each beam are the same as the web thickness of the corresponding box beam 2.

The invention also provides a design and manufacturing method of the box girder full-bolting rigid connection node, which is characterized by comprising the following steps of:

step 1, preliminarily selecting the sizes according to the section sizes of a steel column 1 and a box girder 2; the sizes include the thickness of the corresponding connecting plate 3, the number and the spacing of the bolts 6, the thickness of each outer vertical stiffening plate 4 and the thickness of each outer horizontal stiffening plate 10;

the thickness of each connecting plate 3, the thickness of each outer horizontal stiffening plate 10 and the thickness of each outer vertical stiffening plate 4 are the same as the thickness of the flange plate of the box girder 2;

then, integrally calculating the beam end bending moment and shearing force of the steel column 1 and the box girder 2, and performing design calculation; if the bearing capacity meets the standard requirement, continuing to execute the subsequent steps, if not, increasing the thickness of each connecting plate 3, the thickness of each outer side horizontal stiffening plate 10, the thickness of each outer side vertical stiffening plate 4 and/or the number of bolts 6, and performing design calculation again until the bearing capacity meets the standard requirement;

step 2, processing the steel column 1 in a factory, and welding the position, corresponding to the box girder overhanging section 8, of each column inner node plate 7 in the steel column 1 with the steel column 1 into a whole through full-penetration welding;

step 3, processing the box-shaped beam overhanging section 8 in a factory, arranging corresponding beam internal transverse stiffening ribs 11 in the box-shaped beam overhanging section 8, and connecting the box-shaped beam overhanging section 8 into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs 5 in the beam, the corresponding connecting plates 3, the corresponding outer vertical stiffening plates 4 and the corresponding outer horizontal stiffening plates 10 in a full penetration welding manner;

the longitudinal stiffening ribs 5 in the beam and the corresponding connecting plates 3 are in plane and jacking contact;

step 4, processing the box-shaped beam 2 in a factory, arranging corresponding transverse stiffening ribs 11 in the box-shaped beam 2, and connecting the box-shaped beam and the stiffening ribs into a whole through full penetration welding;

then, connecting the corresponding longitudinal stiffening ribs 5 in the beam, the corresponding connecting plates 3, the corresponding outer vertical stiffening plates 4 and the corresponding outer horizontal stiffening plates 10 in a full penetration welding manner;

the longitudinal stiffening ribs 5 in the beam and the corresponding connecting plates 3 are in plane and jacking contact;

step 5, after the overhanging section 8 of the box girder and the steel column 1 are connected into a whole by full penetration welding in a factory, the whole is sent to an engineering construction site together with the box girder 2;

step 6, on site, firstly hoisting the steel column 1 comprising the box girder overhanging section 8, and installing and fixing the steel column; then, hoisting the box girder 2 to a specified position; aligning the box beam 2 with the steel column 1, inserting a bolt 6, and primarily screwing and fixing; and finally, after the beam ends of the box type beams 2 are fixed, final screwing is carried out, and the installation is completed.

In some embodiments, in step 1, the method of design calculation is as follows:

firstly, extracting a beam end bending moment M and a beam end shearing force V according to the existing data;

secondly, preliminarily selecting the size d of the bolts and the number n of the bolts according to the size of the section of the beam;

thirdly, calculating the stress N of each bolt according to the beam end bending moment M and the beam end shearing force V_vAnd N_t；

And finally, checking and calculating the strength of the bolt, and when the strength of the bolt meets the standard requirement, the design can pass.

The concrete description is given by taking steel columns 1 of 600x600x35x35, and box girder overhanging sections 8 and box girders 2 with the section size of 700x350x25x25 as an example:

the steel beam and the steel column are Q355B grade steel, and the beam end bending moment M is 100 kN.m and the beam end shearing force V is 300kN extracted from the overall structure design result.

Firstly, according to the size of the cross section of the beam and the thickness of the beam, 10.9-grade high-strength bolts M16 are selected for the bolts 6 preliminarily, the bolt spacing is not less than 80mm, the edge distance is not less than 75mm, the connecting plate 3 is a 650x1000x25mm steel plate, the outer side vertical stiffening plate 4 is a 220x150x25mm steel plate, the outer side horizontal stiffening plate 10 is a 220x150x25mm steel plate, and the total number of the bolts 6 is 24.

And then, according to steel structure design standards 11.4.1 and 11.4.3, the bearing capacity of the 10.9-level high-strength bolt M16 is as follows:

according to the condition that M is 100 kN.m and the beam end shearing force V is 300kN, the shearing force born by each bolt 6 can be calculatedAnd isThe standard requirements are met;

maximum tensile force borne under action of bending moment M

According to the formula of steel structure design standard 11.4.3-1, if the number and the bearing capacity of the bolts 6 meet the following requirements:

the design passes.

After the design is finished, engineering processing production is carried out, a steel column 1 is processed in a factory, an inner column gusset plate 7 is welded with the steel column into a whole at a position corresponding to the flange of the overhanging section 8 of the box beam in the steel column 1 through full penetration welding, and the thickness of the inner column gusset plate 7 can be 25mm as thick as the flange of the box beam 2;

processing the box girder overhanging section 8 in a factory, wherein the section size of the box girder overhanging section is completely the same as that of the box girder 2, connecting the transverse stiffening ribs 11 in the girder into a whole through full penetration welding at the designed position in the box girder, welding the longitudinal stiffening ribs 5, the connecting plates 3, the outer side vertical stiffening plates 4 and the outer side horizontal stiffening plates 10 at the designed position in the girder, wherein the longitudinal stiffening ribs 5 and the connecting plates 3 in the girder are in plane and jacking contact, and the rest connections are all in full penetration welding connection. The plate thickness of the transverse stiffening rib 11 in the beam and the plate thickness of the longitudinal stiffening rib 5 in the beam are both 25mm of the web plate thickness of the box-shaped beam 2.

The box-type beam 2 is processed in a factory, the transverse stiffening ribs 11 in the beam are connected into a whole through full penetration welding at the designed position in the beam, then the longitudinal stiffening ribs 5, the connecting plates 3, the outer side vertical stiffening plates 4 and the outer side horizontal stiffening plates 10 in the beam are welded at the designed position, the longitudinal stiffening ribs 5 and the connecting plates 3 in the beam are in plane and jacking contact, and the rest connections are all in full penetration welding connection.

And (3) connecting the finished steel column 1 and the finished box girder overhanging section 8 into a whole through full penetration welding in a factory, respectively sending the whole and the finished box girder 2 to an engineering construction site, and carrying out next-step installation on the site.

On the site of a construction site, firstly, the hoisting steel column 1 comprises the box girder extending section 8, the box girder 2 is hoisted to a designated position after installation and fixation, after a worker aligns the box girder 2 and the steel column 1, a bolt is inserted and is initially screwed and fixed, after the beam end of the steel box girder is fixed, final screwing is carried out, and installation is completed.

The foregoing detailed description of the preferred embodiments of the invention has been presented. It should be understood that numerous modifications and variations could be devised by those skilled in the art in light of the present teachings without departing from the inventive concepts. Therefore, the technical solutions available to those skilled in the art through logic analysis, reasoning and limited experiments based on the prior art according to the concept of the present invention should be within the scope of protection defined by the claims.