DE102022101270A1 - Overhead fastening construction of stiff section steel columns at the top buttress node of a seismic isolation bearing and their construction method - Google Patents

Abstract

Overhead fastening structure of rigid section steel columns at the upper pier node of an isolation seismic bearing and its construction method.The present invention relates to the technical field of building construction.An overhead fastening structure of rigid section steel columns at the upper pier node of the isolation seismic bearing, with a lower isolation seismic bearing, the upper surface of the lower seismic Isolation bearing is connected to an upper steel plate, and the upper surface of the upper steel plate is cross-symmetrically connected to four overhead fasteners, the base of the rigid section steel column is erected by the overhead fasteners, thereby forming an overhead space; A reinforcement cage of the upper pier is bonded to the upper steel plate and around the base of the rigid section steel column. The overhead fastener comprises a U-shaped clamp plate and a shim plate fixed to the lower surface of the upper flange plate of the U-shaped steel clamp plate. The middle part of the upper flange plate of the U-shaped clamp plate has two pre-drilled spaced perforations, and the upper surface of the upper flange plate is welded with high-strength nuts at the positions corresponding to the perforations, and the high-strength nuts are bolted with high-strength bolts inside. Purpose of the present Invention is to solve the technical problems in the shape of the node between the upper pillar of the seismic isolation bearing and the rigid section steel column, such as. B. Solves the difficulty of perforating and tying the main reinforcement at the bottom of the upper buttress, the large amount of welding required and the impossibility of replacing the seismic isolation bearing at a later date.

Description

Technical part

The present invention relates to the technical field of building construction, and more particularly to an overhead mounting structure of rigid section steel columns at the top buttress node of an isolation seismic bearing and a construction method therefor.

background technique

In recent years, the industry has paid more and more attention to seismic damping and insulation of buildings. The structural form of foundation isolation combined with reinforced concrete is widely used in seismically isolated buildings in areas of high seismicity. There are different forms of nodes between seismic isolation bearings and steel structures. The common connection nodes of seismic isolation bearings and steel columns have a number of design difficulties, such as: B. a dense arrangement of steel rods, difficulty in perforating and binding, much welding work, difficulty in opening holes in steel structures and complication of the operations interspersed.

Traditionally, the form of the abutting combination nodes between the rigid section steel column and the upper buttress of the seismic isolation bearing is that the steel column is attached directly to the upper part of the bearing on the base of the seismic isolation bearing, and the reinforcement of the upper buttress only with the lap plate around the base can be welded around. This method requires extensive welding work, has high difficulties in hole alignment and lifting, and the quality of pouring and molding of the concrete of the upper pier cannot be guaranteed. The post-optimization in the form of an overhead connection plate is that the top and bottom of the overhead connection plate are fixed with the flange plate of the rigid base of the section steel and the top steel plate of the seismic isolation bearing by spot welding, which firmly welds the seismic isolation bearing to the overhead connection plate, which not only causes harmful welding stress to the seismic isolation bearing, but also prevents the seismic isolation bearing from being replaced after concreting the upper pillar, which greatly affects the function and life of the building.

Content of the utility model

The purpose of the present invention is to provide an overhead fastening structure of rigid section steel column at the top pier node of seismic isolation bearing, which solves the technical problems in the shape of the node between the top pier of seismic isolation bearing and the rigid section steel column, such as e.g. B. Solves the difficulty of perforating and tying the main reinforcement at the bottom of the upper buttress, the large amount of welding required and the impossibility of replacing the seismic isolation bearing at a later date.

• eine Überkopfbefestigungskonstruktion von steifen Profilstahlsäulen am oberen Stützpfeilerknoten des seismischem Isolationslagers, mit einem unteren seismischen Isolationslager, die obere Oberfläche des unteren seismischen Isolationslagers ist mit einer oberen Stahlplatte verbunden, und die obere Oberfläche der oberen Stahlplatte ist kreuzsymmetrisch mit vier Überkopfbefestigungsteilen verbunden, die Basis der steifen Profilstahlsäule wird durch die Überkopfbefestigungsteile aufgerichtet und bildet damit einen Überkopfraum; an der oberen Stahlplatte und um die Basis der steifen Profilstahlsäule ist ein Bewehrungskorb des oberen Stützpfeilers gebunden.

In order to achieve the above purpose, the present invention uses the following technical solution:

• an overhead mounting structure of rigid section steel columns at the upper pillar node of the seismic isolation bearing, with a lower seismic isolation bearing, the upper surface of the lower seismic isolation bearing is connected to an upper steel plate, and the upper surface of the upper steel plate is cross-symmetrically connected to four overhead mounting parts, the base of the rigid Sectional steel column is erected by the overhead fasteners, creating an overhead space; to the upper steel plate and around the base of the rigid section steel column a reinforcement cage of the upper pillar is tied.

The overhead mount includes a U-shaped clamp plate and a shim plate secured to the bottom surface of the upper flange plate of the U-shaped steel clamp plate.

The middle part of the upper flange plate of the U-shaped clamp plate has two pre-drilled spaced perforations, and the upper surface of the upper flange plate is welded with high-strength nuts at the positions corresponding to the perforations, and the high-strength nuts are bolted with high-strength bolts inside.

A T-pin is vertically welded to the center of the top surface of the shim and an overhead support bar is vertically welded to the outer end of the top surface of the shim.

Another preferred technical solution: The upper flange plate of the U-shaped clamping plate is longer than the lower flange plate and the same length in width as the lower flange plate.

The shim is a rectangular plate body and has the same width as the top flange plate of the U-shaped clamp plate.

Another Preferred Technical Solution: The overhead support iron comprises a pair of vertical support columns and a rectangular block welded to the top surface of the pair of vertical support columns.

Another preferred technical solution: The reinforcement cage of the upper buttress includes main reinforcements in the lower part of the upper buttress arranged crosswise.

Another preferred technical solution: the T-pin lies on the same straight line with a vertical support column.

Another preferred technical solution: The distance between the two vertical support columns is larger than the diameter of the main reinforcement in the lower part of the upper support column.

Another preferred technical solution: The height of the overhead support bar is greater than the sum of the diameter of the main reinforcement in the lower part of the upper support pillar, the diameter of the stirrup reinforcement and the thickness of the protective layer of the lower reinforcement.

Another preferred technical solution: the cross-wise main reinforcements in the lower part of the upper pier of the upper pier reinforcement cage are pierced in the overhead space, the main reinforcement in the lower part of the upper pier is pierced between a pair of vertical supporting columns of the overhead pier, and the main reinforcement in the lower Part of the upper buttress is welded to the T-pin.

Another preferred technical solution: the four shims are arranged cross-symmetrically on the upper surface of the upper steel plate, and the four sides of the base of the rigid section steel column are respectively placed on the overhead support irons on the shim and connected by spot welding; the outer ends of the upper steel plate and the shim plates are flush and fastened by U-shaped clamp plates, and the shim plates are fastened to the upper steel plate by high-strength bolts screwed into the U-shaped clamp plates.

Design method for overhead fixing structure of rigid section steel column at the upper buttress node of seismic isolation bearing according to the claims, the steps are as follows: S1, on the upper steel plate of the lower seismic isolation bearing, by surveying and staking out, the specific position of the base of the rigid section steel column and the height of Overhead support iron intended.

S2, on the upper steel plate of the lower seismic isolation bearing, according to the positioning of the base of the rigid section steel column, four shim plates are placed symmetrically in the middle on each of the four sides, and a section of the base of the rigid section steel column is raised and placed on the overhead support irons of the four shims laid.

S3, positioning the height of the rigid sectional steel column and verifying the squareness, and after the verification meets the requirements, the four overhead support bars are attached to the flange plates of the base of the rigid sectional steel column by spot welding.

S4, inserting each shim and the four edges of the upper steel plate of the lower seismic isolation bearing into the U-shaped clamping plates, the four shims are mechanically fixed to the upper steel plate by tightening the high-strength bolts, that is, they are tightened by high-strength bolts.

S5, the rebar in the lower part of the upper pier of the lower seismic isolation bearing is passed through the overhead space of the rigid section steel column according to the design requirements, and the reinforcement cage of the upper pier is tied and installed, and the hidden acceptance requirements are met.

S6, the T-pins on the four shims are respectively spot-welded to the main reinforcement in the lower part of the upper pier, so that a section of the base of the rigid section steel column, the shims and the upper pier reinforcement cage form a structural whole to support the To ensure stability of the installation of the steel structure.

S7, loosening the high-strength screws attached to each shim and removing the U-shaped clamp plates to be reused for later installation; Retaining the shims attached to the top steel plates, installing the formwork and pouring the top buttress and beam column nodes.

1. 1. Durch die Überkopfbefestigungskonstruktion von steifen Profilstahlsäulen am oberen Stützpfeilerknoten des seismischen Isolationslagers der vorliegenden Erfindung wird die Schweißarbeiten bei der Installation der steifen Profilstahlsäule effektiv reduziert, die obenliegenden steifen Profilstahlsäulen vermeidet eine Überlappung mit der Bewehrung am Boden der Säule, beschleunigt die Installation und die Bindung der unteren Bewehrung des oberen Stützpfeilers und macht die Installation der steifen Profilstahlsäule bequemer und schneller.
2. 2. Durch das Konstruktionsverfahren der Überkopfbefestigungskonstruktion von steifen Profilstahlsäulen am oberen Stützpfeilerknoten des seismischen Isolationslagers der vorliegenden Erfindung wird eine schweißfreie Installation der Überkopfbefestigungskonstruktion realisiert, und der Installationsprozess wird auf der Baustelle abgeschlossen, was das frühere Konstruktionsverfahren des seismischen Isolationslagers und der steifen Stahlsäule, die direkt durch Schweißen befestigt wird, verändert, und die Schweißarbeiten vor Ort werden reduziert, was die Arbeits- und Materialkosten stark reduziert und die Bauqualität der Installation des oberen Stützpfeilers wird effektiv verbessert.

Compared with the prior art, the present invention has the following characteristics and advantageous effects:

1. 1. The overhead mounting structure of rigid section steel columns at the top pier node of the isolation seismic bearing of the present invention effectively reduces the welding work when installing the rigid section steel column, the overhead stiff Rigid section steel column avoids overlapping with the rebar at the bottom of the column, speeds up the installation and binding of the lower reinforcement of the upper buttress, and makes the installation of the rigid section steel column more convenient and faster.
2. 2. Through the design method of the overhead mounting structure of rigid section steel columns at the top buttress node of the isolation seismic bearing of the present invention, a weld-free installation of the overhead mounting structure is realized, and the installation process is completed at the construction site, which is the earlier design method of the isolation seismic bearing and the rigid steel column, which directly fixed by welding is changed, and the welding work on site is reduced, which greatly reduces the labor and material costs, and the construction quality of the installation of the upper buttress is effectively improved.

character list

• 1 Figure 1 is a three dimensional view I of the overhead mounting structure of rigid section steel columns at the top buttress node of the isolation seismic bearing of the present invention.
• 2 Figure 2 is a three dimensional view II of the overhead mounting structure of rigid section steel columns at the top buttress node of the isolation seismic bearing of the present invention.
• 3 Figure 12 is a schematic representation of the connection between the upper pier reinforcement cage and the overhead mount of the present invention.
• 4 Figure 12 is a three-dimensional view of the connection of the rigid section steel column base, lower seismic isolation bearing, upper steel plate and overhead mount of the present invention.
• 5 Figure 1 is a front view I of the connection of the rigid section steel column base, lower seismic isolation bearing, upper steel plate, and overhead fastener of the present invention.
• 6 Figure 12 is a plan view of the connection of the rigid section steel column base, lower seismic isolation bearing, upper steel plate and overhead mount of the present invention.
• 7 Figure 2 is a facade view II of the connection of the base of the rigid section steel column, the lower seismic isolation bearing, the upper steel plate and the overhead fastener of the present invention.
• 8th Figure 12 is a plan view of the connection of the rigid section steel column base, steel top plate and overhead mount of the present invention.
• 9 Figure 12 is a three dimensional view of the overhead mount of the present invention.
• 10 Figure 12 is a front view of the overhead mount of the present invention.

Reference List

1

Base of the rigid profile steel column

2

lower seismic isolation camp

3

U-shaped clamp plate

4

high strength screw

5

strong mother

6

base plate

7

T pen

8th

Overhead support iron

9

upper steel plate

10

overhead mount

11

Reinforcement cage of the upper pier

8.1

vertical support column

8.2

rectangular block

11.1

Main reinforcement in the lower part of the upper buttress

Specific Embodiments

The technical solutions in the embodiments of the present invention will be described clearly and fully in the embodiments of the present invention hereinafter in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, and not all of them. Starting from the embodiments of the present invention, all other embodiments that can be obtained by a person skilled in the art without creative work fall within the scope of the present invention.

As in the 1 until 10 shown, Overhead mounting structure of stiff section steel columns at the top buttress node of isolation seismic bearing and a design method therefor.

Overhead fastening structure of rigid section steel columns at the upper buttress node of the seismic isolation bearing, with a lower seismic isolation bearing 2, the upper surface of the lower seismic isolation bearing 2 is connected to an upper steel plate 9, and the upper surface of the upper steel plate 9 is cross-symmetrically connected to four overhead fasteners 10, the base of the rigid sectional steel column 1 is erected by the overhead fasteners 10, forming an overhead space therewith; to the upper steel plate 9 and around the base of the rigid section steel column 1 a reinforcement cage of the upper pier 11 is bound.

The reinforcement cage of the upper pier 11 comprises lower main reinforcements of the upper pier arranged crosswise.

The overhead mount 10 includes a U-shaped clamp plate 3 and a shim plate 6 fixed to the lower surface of the upper flange plate of the U-shaped steel clamp plate 3 .

As in the 9 and 10 As shown, the overhead mount 10 is made of steel, the four overhead mounts 10 being arranged in a cross symmetry to allow overhead mounting of the base of the rigid sectional steel column 1; the overhead fasteners 10 allow for positioned overhead installation of the base of the rigid sectional steel column 1.

The upper flange plate of the U-shaped clamping plate 3 is longer than the lower flange plate and as long in width as the lower flange plate. The middle part of the upper flange plate has two pre-drilled spaced perforations, and the upper surface of the upper flange plate is welded with high-strength nuts 5 at the positions corresponding to the perforations, and the high-strength nuts 5 are bolted with high-strength bolts 4 inside; the diameter of the perforation is the same as that of the high strength nut 5.

The shim 6 is a rectangular plate having the same width as the upper flange plate of the U-shaped clamping plate 3; at the center of the top surface of the shim 6, a T-pin 7 is vertically welded, and at the outer end of the top surface of the shim 6, an overhead brace 8 is vertically welded; the overhead brace 8 comprises a pair of vertical support columns 8.1 and a rectangular block 8.2 welded to the top surface of the pair of vertical support columns 8.1, the vertical support columns 8.1 being cylindrical.

The T-pin 7 is welded in the middle of the shim 6 and aligned with one of the two vertical support columns 8.1, and must not be welded and installed in the middle, so as not to affect the perforation of the lower reinforcement.

The diameter of the two vertical support columns 8.1 is the distance between the main reinforcements in the lower part of the upper buttress 11.1, and the distance of the two vertical support columns 8.1 is slightly larger than the diameter of the main reinforcement in the lower part of the upper buttress to ensure the smooth passage of the main reinforcement in the lower part of the upper buttress of the seismic isolation bearing through the floor space after lifting, and the reinforcement arrangement and installation quality meet the design requirements.

The height of the overhead buttress 8 is slightly greater than the sum of the diameter of the main transverse and longitudinal reinforcement of the upper buttress, the diameter of the stirrup reinforcement and the thickness of the protective layer of the lower reinforcement.

The upper steel plate 9 has a square shape.

The four shims 6 are placed cross-symmetrically on the top surface of the upper steel plate 9, and the four sides of the base of the rigid sectional steel column 1 are respectively placed on the overhead braces 8 on the shims 6 and connected by spot welding; the outer ends of the upper steel plates 9 and the shim plates 6 are flush and fixed by U-shaped clamping plates 3, and the shim plates 6 are fastened to the upper steel plate 9 by high-strength bolts 4 screwed into the U-shaped clamping plates 3.

The crosswise main reinforcements in the lower part of the upper pier of the reinforcement cage of the upper pier 11 are pierced in the overhead space, the main reinforcement in the lower part of the upper pier is pierced between a pair of vertical support columns 8.1 of the overhead pier 8, and the main reinforcement in the lower part of the upper pillar is welded with the T-pin 7.

1. The U-shaped clamp plate is fixed with the high-strength nut by welding, and the shim plate is firmly fixed to the upper steel plate of the lower seismic isolation bearing by twisting the high-strength bolts matching the high-strength nut to ensure that the rigid section steel column stably on the overhead - Support iron can fall, whereby the connection of the bottom of the rigid profile steel column is realized.

2. After the rebar is tied, the T-pin is spot-welded to the rebar, and the overhead support bar is spot-welded to the rigid section steel column to ensure the integrity and stability of the rigid section steel column installation.

3. After the installation is complete, the U-shaped clamp plate and high-strength screws can be detached for recycling.

The overhead fastening structure of rigid section steel columns at the upper pillar node of the seismic isolation bearing of the present invention effectively reduces the welding work when installing the rigid section steel column, the top rigid section steel columns avoid overlapping with the reinforcement at the bottom of the column, speed up the installation and anchoring of the lower ones Reinforcement of the upper support pillar and makes the installation of the rigid section steel column more convenient and faster.

Through the design method of the overhead mounting structure of rigid section steel columns at the upper buttress node of the isolation seismic bearing of the present invention, a weld-free installation of the overhead mounting structure is realized, and the installation process is completed at the construction site, which is the earlier design method of the isolation seismic bearing and the rigid steel column directly by welding is fixed is changed, and the welding work on site is reduced, which greatly reduces the labor and material costs, and the construction quality of the installation of the upper buttress is effectively improved.

The installation form of the overhead mounting structure of rigid section steel columns at the top buttress node of the isolation seismic bearing of the present invention is easy to handle and has higher installation quality. Compared with the traditional overhead shape of the support iron by spot welding to attach the seismic isolation bearing, and the non-overhead shape with welded tabs, it is more intuitive and effective to replace the seismic isolation bearing at a later date and the installation quality of the connection of the reinforcement, which significantly improves the concreting quality of the upper pillar of the seismic isolation bearing.

• S1, auf der oberen Stahlplatte 9 des unteren seismischen Isolationslagers 2 wird durch Vermessung und Absteckung die spezifische Position der Basis der steifen Profilstahlsäule 1 bestimmt und die Höhe des Überkopf-Stützeisens 8 bestimmt.
• S2, auf der oberen Stahlplatte 9 des unteren seismischen Isolationslagers 2 werden entsprechend der Positionierung der Basis der steifen Profilstahlsäule 1 vier Unterlegplatten 6 symmetrisch in der Mitte auf jeder der vier Seiten platziert, und ein Abschnitt der Basis der steifen Profilstahlsäule 1 wird angehoben und auf die Überkopf-Stützeisen 8 der vier Unterlegplatten 6 gelegt.
• S3, Positionieren der Höhe der steifen Profilstahlsäule und Nachmessung der Rechtwinkligkeit, und nachdem die Nachmessung den Anforderungen entspricht, werden die vier Überkopf-Stützeisen 8 an die Flanschplatten der Basis der steifen Profilstahlsäule 1 durch Punktschweißen befestigt.
• S4, Einsetzung jeder Unterlegplatte 6 und der vier Kanten der oberen Stahlplatte 9 des unteren seismischen Isolationslagers 2 in die U-förmigen Klemmplatten 3, die vier Unterlegplatten 6 werden mechanisch an der oberen Stahlplatte 9 befestigt, indem die hochfesten Schrauben 4 angezogen werden, d.h. sie werden durch hochfeste Schrauben 4 festgezogen.
• S5, die Bewehrung im unteren Teil des oberen Stützpfeilers des unteren seismischen Isolationslagers 2 wird gemäß den Konstruktionsanforderungen durch den Überkopfraum der steifen Profilstahlsäule geführt, und der Bewehrungskorb des oberen Stützpfeilers wird gebunden und installiert, und die verdeckten Abnahmeanforderungen werden erfüllt.
• S6, die T-Stifte 7 auf den vier Unterlegplatten 6 sind jeweils mit der Hauptbewehrung am Boden des oberen Stützpfeilers durch Punktschweißen befestigt, so dass ein Abschnitt der Basis der steifen Profilstahlsäule, die Unterlegplatten und der Bewehrungskorb des oberen Stützpfeilers ein strukturelles Ganzes bilden, um die Stabilität der Installation der Stahlkonstruktion zu gewährleisten.
• S7, Lösen der hochfesten Schrauben 4, die an jeder Unterlegplatte 6 befestigt sind, und Entfernung der U-förmigen Klemmplatten 3 zur Wiederverwendung für die späteren Installation; Behaltung der Unterlegplatten 6, die an den oberen Stahlplatten 9 befestigt sind, Installation der Schalung und Betonieren des oberen Stützpfeilers sowie der Balkensäulenknoten.

Construction Method of Overhead Fastening Structure of Rigid Section Steel Columns at the Top Buttress Node of the Isolation Seismic Bearing of the Present Invention:

• S1, on the upper steel plate 9 of the lower seismic isolation bearing 2, the specific position of the base of the rigid section steel column 1 is determined by surveying and staking, and the height of the overhead support iron 8 is determined.
• S2, on the upper steel plate 9 of the lower seismic isolation bearing 2, according to the positioning of the base of the rigid section steel column 1, four shim plates 6 are placed symmetrically in the middle on each of the four sides, and a section of the base of the rigid section steel column 1 is raised and placed on the Overhead support iron 8 of the four base plates 6 is placed.
• S3, positioning the height of the rigid sectional steel column and checking the squareness, and after the final measurement meets the requirements, the four overhead braces 8 are attached to the flange plates of the base of the rigid sectional steel column 1 by spot welding.
• S4, inserting each shim plate 6 and the four edges of the upper steel plate 9 of the lower seismic isolation bearing 2 into the U-shaped clamping plates 3, the four shim plates 6 are mechanically fastened to the upper steel plate 9 by tightening the high-strength bolts 4, that is, they are tightened by high-strength screws 4.
• S5, the rebar in the lower part of the upper pier of the lower seismic isolation bearing 2 is passed through the overhead space of the rigid section steel column according to the design requirements, and the reinforcement cage of the upper pier is tied and installed, and the hidden acceptance requirements are met.
• S6, the T-pins 7 on the four shims 6 are respectively spot-welded to the main reinforcement at the bottom of the upper pier so that a section of the base of the rigid section steel column, the shims and the upper pier reinforcement cage form a structural whole to to ensure the stability of the installation of the steel structure.
• S7, loosening the high-strength screws 4 fixed to each shim 6 and removing the U-shaped clamping plates 3 to be reused for later installation; Retaining the shims 6 attached to the upper steel plates 9, installing the formwork and concreting the upper buttress and beam column nodes.

It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above and may be embodied in other specific forms without departing from the spirit or essential characteristics of the present invention. Therefore, the embodiments should be considered in all respects as illustrative and not restrictive, and the scope of the present invention is to be limited by the appended claims rather than the description above, and is therefore intended to include all variations that come within the meaning and scope of equivalent elements of the claims fall are included in the present invention. Any reference signs in the claims should not be construed as limiting the respective claims.

In addition, although this specification is described in terms of embodiments, it should be understood that each embodiment does not contain only one independent technical solution. This explanation in the description is for clarity only, and those skilled in the art should consider the description as a whole, and the technical solutions in each embodiment can also be combined as appropriate to form other embodiments that can be understood by those skilled in the art.

Claims (10)

An overhead mounting structure of rigid section steel columns at the upper buttress node of the seismic isolation bearing, characterized in that it comprises a lower seismic isolation bearing (2), the upper surface of the lower seismic isolation bearing (2) is connected to an upper steel plate (9), and the upper surface of the upper steel plate (9) is cross-symmetrically connected to four overhead fasteners (10), the base of the rigid section steel column is erected by the overhead fasteners and therewith forms an overhead space; to the upper steel plate (9) and around the base of the rigid section steel column (1) a reinforcement cage of the upper pier (11) is bound, the overhead attachment part (10) comprises a U-shaped clamping plate (3) and a shim (6) which fixed to the lower surface of the upper flange plate of the U-shaped steel clamp plate (3), the middle part of the upper flange plate of the U-shaped clamp plate (3) has two pre-drilled spaced perforations, and the upper surface of the upper flange plate with high-strength nuts (5 ) is welded at the positions corresponding to the perforations, and the high-strength nuts (5) are internally screwed with high-strength bolts (6), a T-pin is vertically welded at the center of the upper surface of the shim (6), and at the outer end an overhead support bar is vertically welded to the top of the base plate (6). Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 1 , characterized in that the upper flange plate of the U-shaped clamping plate (3) is longer than the lower flange plate and has the same width as the lower flange plate, the shim plate (6) is a rectangular plate body and has the same width as the upper flange plate the U-shaped clamping plate (3). Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 1 characterized in that the overhead brace (8) comprises a pair of vertical support columns (8.1) and a rectangular block (8.2) welded to the top surface of the pair of vertical support columns (8.1). Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 3 , characterized in that the reinforcement cage of the upper pier (11) comprises main reinforcements in the lower part of the upper pier, arranged crosswise. Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 4 , characterized in that the T-pin (7) is on the same line with a vertical support column (8.1). Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 5 , characterized in that the distance between the two vertical support columns (8.1) is greater than the diameter of the main reinforcement in the lower part of the upper support column. Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 6 , characterized in that the height of the overhead support iron (8) is greater than the sum of the diameter of the main reinforcement in the lower part of the upper buttress, the diameter of the stirrup reinforcement and the thickness of the protective layer of the lower reinforcement. Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 7 , characterized in that the crosswise arranged main reinforcements in the lower part of the upper pier of the reinforcement cage of the upper pier (11) are pierced in the overhead space, the main reinforcement in the lower part of the upper pier between a pair of vertical support columns (8.1) of the overhead strut (8 ) is pierced and the main reinforcement in the lower part of the upper pier is welded to the T-pin (7). Overhead fastening structure of stiff profile steel columns at the upper pillar node of the seismic isolation camp claim 1 , characterized in that the four shims (6) are arranged cross-symmetrically on the upper surface of the upper steel plate (9), and the four sides of the base of the rigid section steel column (1) respectively on the overhead braces (8) on the shim ( 6) laid up and connected by spot welding; the outer ends of the upper steel plate (9) and the shims (6) are flush and fixed by U-shaped clamp plates (3), and the shims (6) are fixed to the upper steel plate (9) by high-strength bolts (4), which are screwed into the U-shaped clamping plates (3). Design method for overhead fastening structure of rigid section steel columns at the top buttress node of the isolation seismic bearing according to any of Claims 1 until 9 , characterized in that it comprises the steps: S1, on the upper steel plate (9) of the lower seismic isolation bearing (2), the specific position of the base of the rigid profile steel column (1) is determined by surveying and setting out, and the height of the overhead support irons ( 8) determined. S2, on the upper steel plate (9) of the lower seismic isolation bearing (2), according to the positioning of the base of the rigid section steel column (1), four shim plates (6) are placed symmetrically in the middle on each of the four sides, and a section of the base of the stiff profile steel column (1) is lifted and placed on the overhead support irons (8) of the four base plates (6). S3, positioning the height of the rigid sectional steel column and verifying the squareness, and after the verification meets the requirements, the four overhead support bars (8) are attached to the flange plates of the base of the rigid sectional steel column (1) by spot welding. S4, inserting each shim (6) and the four edges of the upper steel plate (9) of the lower seismic isolation bearing (2) into the U-shaped clamping plates (3), the four shims (6) are mechanically fixed to the upper steel plate (9) fastened by tightening the high-strength bolts (4), that is, they are tightened by high-strength bolts (4). S5, the rebar in the lower part of the upper pier of the lower seismic isolation bearing (2) is passed through the overhead space of the rigid section steel column according to the design requirements, and the upper pier reinforcement cage is tied and installed, and the hidden acceptance requirements are met. S6, the T-pins (7) on the four shims (6) are respectively spot welded to the main reinforcement in the lower part of the upper pier so that a section of the base of the rigid section steel column, the shims and the reinforcement cage of the upper pier form structural whole to ensure the stability of steel structure installation. S7, loosening the high-strength screws (4) fixed to each shim (6) and removing the U-shaped clamping plates (3) to be reused for later installation; Retaining the shims (6) attached to the top steel plates (9), installing the formwork and pouring the top buttress and beam column nodes.

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