CN109231006B - Construction method of lower hanging structure of steel structure truss - Google Patents
Construction method of lower hanging structure of steel structure truss Download PDFInfo
- Publication number
- CN109231006B CN109231006B CN201811126285.8A CN201811126285A CN109231006B CN 109231006 B CN109231006 B CN 109231006B CN 201811126285 A CN201811126285 A CN 201811126285A CN 109231006 B CN109231006 B CN 109231006B
- Authority
- CN
- China
- Prior art keywords
- truss
- steel
- chord
- lower chord
- bracket
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- B—PERFORMING OPERATIONS; TRANSPORTING
- B66—HOISTING; LIFTING; HAULING
- B66C—CRANES; LOAD-ENGAGING ELEMENTS OR DEVICES FOR CRANES, CAPSTANS, WINCHES, OR TACKLES
- B66C13/00—Other constructional features or details
- B66C13/04—Auxiliary devices for controlling movements of suspended loads, or preventing cable slack
- B66C13/08—Auxiliary devices for controlling movements of suspended loads, or preventing cable slack for depositing loads in desired attitudes or positions
-
- B—PERFORMING OPERATIONS; TRANSPORTING
- B66—HOISTING; LIFTING; HAULING
- B66C—CRANES; LOAD-ENGAGING ELEMENTS OR DEVICES FOR CRANES, CAPSTANS, WINCHES, OR TACKLES
- B66C13/00—Other constructional features or details
Landscapes
- Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The invention relates to a construction method of a steel structure truss lower hanging structure, which comprises the following construction steps: s1, truss hoisting: lifting the truss to an installation position, welding and fixing the upper chord and the steel column, and butting the lower chord and the bracket; s2, setting a stress release deformation joint: setting a node position at the butt joint part of the lower chord of the truss and the bracket of the steel column, and disconnecting the butt joint part of the lower chord and the bracket to enable the truss to form an upper hanging truss; s3, constant load application: after truss erection welding is accomplished, carry out the installation of secondary beam, then carry out the installation of steel bar truss building carrier plate, carry out concrete placement construction at last: s4, node welding: and welding the lower chord of the main truss section with the steel column bracket. According to the invention, by setting the disconnected node, the axial force applied to the lower chord of the truss by a constant load can be effectively released, the bending moment of the steel column caused by the axial force of the lower chord of the truss is eliminated, and the invention has the effects of optimizing the structural design, improving the stress capability of the node and enhancing the shock resistance.
Description
Technical Field
The invention relates to the technical field of steel structure engineering, in particular to a construction method of a lower hanging structure of a steel structure truss.
Background
In the current steel structure construction technology, the research on welding stress treatment is more, and the research on node stress concentration treatment generated by structure constant load in the installation process of the steel structure is less. The traditional welding stress aging treatment method is natural aging and thermal aging. There is also a vibration aging: the vibration aging results from the knock aging. The workpiece is resonated under the natural frequency by special equipment, so that the periodic dynamic stress and the residual stress are superposed, and the workpiece is locally plastically deformed to release the stress. Thereby reducing and homogenizing the residual stress in the workpiece and stabilizing the dimensional accuracy of the workpiece.
But in the steel construction work progress, the stress that the main atress component produced ubiquitous is applyed to the permanent load of structure, and after the installation, at the permanent load of structure application in-process, will produce very big axial force F to truss lower chord, the axial force of truss lower chord passes to the steel core concrete column, can make the steel column produce very big moment of flexure, and under the effect of seismic force, the steel column will not bear this moment of flexure, will influence structure safety.
As shown in fig. 5, a certain engineering truss layer is sixteen layers, and there are two trusses 1 arranged in parallel, and both ends of the truss 1 are connected to the steel columns 2. A secondary beam is installed between the two trusses, and concrete (not shown) is poured on the floor-laying bearing plate. The fifteen-layer and fourteen-layer structures are integrally hung below the truss 1, the main beams 3 of the fifteen-layer and fourteen-layer structures are hung under the truss 1 through the hanging posts 4, and the main beams 3 are distributed with secondary beams, steel bar truss floor bearing plates and concrete. The large steel truss lower hanging structure is rare in China.
Due to the large fourteen to sixteen floors of the structure, the dead weight of the third floor is very large and all loads the lower chord 12 of the truss 1. Through simulation calculation, after all the forces are loaded, the lower chord 12 of the truss extends to two ends by 6mm-7mm, so that a large bending moment occurs at the connecting joint of the end part of the lower chord 12 of the truss and the steel column 2.
Therefore, how to realize the installation of the structure and eliminate the generation of bending moment is a problem to be solved.
Disclosure of Invention
The invention aims to provide a construction method of a lower hanging structure of a steel structure truss, which can eliminate the generation of bending moment at the connecting node of the end part of a lower chord and a steel column.
The above object of the present invention is achieved by the following technical solutions:
the steel structure truss includes chord member, lower chord member and connects in the web member between the two, its characterized in that includes following construction steps:
s1, truss hoisting: lifting the truss to an installation position, welding and fixing the upper chord and the steel column, and butting the lower chord and the bracket;
s2, setting a stress release deformation joint: arranging a stress release deformation joint at the butt joint part of the lower chord of the truss and the steel column bracket, and disconnecting the butt joint part of the lower chord and the bracket;
s3, constant load application: after the truss is installed and welded, secondary beam installation is carried out, then the steel bar truss floor bearing plate is installed, and finally concrete pouring construction is carried out;
s4, node welding: and welding the lower chord with the steel column bracket.
Through adopting above-mentioned technical scheme, set up the node with truss lower chord and steel column bracket butt joint position to the disconnection of butt joint position leaves certain space, when exerting permanent load, the lower chord of truss receives the effect of axial force and can produce to extend to both ends and warp, thereby releases away the axial force of exerting permanent load on truss lower chord, eliminates the moment of flexure that truss lower chord axial force produced the steel column, thereby reaches the purpose of optimizing structural design and improvement node atress.
The invention is further configured to: the step node temporary connection is added after step S2: and the lower chord is connected with the bracket at the position of the stress release deformation joint by using double-clamping plates and lug plates, and the double-clamping plates and the lug plates are arranged on the two sides and the bottom surface of the steel column bracket and the lower chord and are fixedly connected by bolts.
By adopting the technical scheme, the node position is temporarily fixed, and the safety of the construction process is ensured.
The invention is further configured to: and the lug plate is provided with an oblong bolt hole.
Through adopting above-mentioned technical scheme, be convenient for when the construction the grafting installation and the later stage of bolt demolish.
The invention is further configured to: the width of the stress release deformation seam is 15-30 mm.
Through adopting above-mentioned technical scheme, produce for the lower chord and extend deformation and predetermine suitable space, avoid the space too little, can't release stress completely, the space is too big, increases the later stage welding degree of difficulty, influences the joint strength of node.
The invention is further configured to: before step S1, truss machining is performed: the steel structure truss is divided into three sections which are processed into two end truss sections and a middle main truss section.
By adopting the technical scheme, the truss is divided into three parts, so that hoisting construction and connection of the end part are conveniently carried out.
The invention is further configured to: the hoisting steps of the steel structure truss are as follows: lifting the end truss section to an installation position by using a tower crane or a crane, and then welding and fixing the upper chord and the steel column; setting a stress release deformation joint; the top of an upper chord of the end truss section is provided with a lifting device, and the lifting device comprises a cantilever beam fixed on the upper chord and a steel column, an oil top arranged on the cantilever beam, a bearing plate and a steel wire rope, one end of the steel wire rope is connected with the oil top, and the other end of the steel wire rope is fixedly connected with the bearing plate; supporting a bearing plate of a lifting device on an upper chord of a main truss section, and synchronously lifting two ends of the main truss section by using an oil jack; and after the main truss section and the end truss section are lifted in place, welding and fixing the main truss section and the end truss section.
By adopting the technical scheme, the truss can be lifted and installed more safely and quickly.
The invention is further configured to: limiting plates are welded on the side face of the upper chord of the main truss section, and the limiting plates are arranged on two sides of the steel wire rope in pairs.
Through adopting above-mentioned technical scheme, restricted the length direction displacement distance of steel wire cable along last chord length, guaranteed the safe and steady hoist and mount of hoist and mount process.
The invention is further configured to: in the lifting process of the main truss section, after hanging the hanging columns and the main beams on the lower layer upside down in times, the whole main truss section is lifted to the installation position; and then welding the main beam on the lower layer with the steel column.
By adopting the technical scheme, the large-area field and auxiliary support required when the three-layer structure is assembled on the ground at one time are avoided; the scheme is more convenient for construction and hoisting, the hoisting is in place once, the installation efficiency is improved, and the cost is saved.
In conclusion, the beneficial technical effects of the invention are as follows:
1. by disconnecting the node, the axial force applied to the lower chord of the truss by the constant load can be effectively released, and the bending moment of the steel column caused by the axial force of the lower chord of the truss is eliminated, so that the aims of optimizing the structural design and improving the stress of the node are fulfilled;
2. compared with the conventional integral hoisting construction, the construction method adopts segmented hoisting construction, is more convenient and quicker in hoisting, and is convenient for butt joint installation of the end part;
3. compared with the hoisting of a crane in the prior art, the hoisting method has the advantages that the oil top hoisting mode is arranged on the upper chord of the truss, the truss is more stable in the hoisting process, the butt joint installation of the connecting part is facilitated, and the problems that the truss is unstable in shaking, difficult in butt joint and difficult to control in the hoisting process of the crane are solved.
4. The method for installing and fixing the next layer of upright posts and the main beam by lifting one layer is adopted, and compared with a truss structure which is assembled in advance by integral hoisting, the method is more convenient in hoisting.
Drawings
Fig. 1 is a schematic view of the overall structure of the truss of the invention.
Fig. 2 is a schematic diagram of a truss hoisting structure of the invention.
Fig. 3 is a partially enlarged schematic view of a portion a in fig. 1.
Fig. 4 is a partially enlarged schematic view of a portion B in fig. 2.
Fig. 5 is a schematic diagram of the background art structure of the present invention.
In the figure, 1, a truss; 11. an upper chord; 111. a limit plate 111; 12. a lower chord; 13. a web member; 14. an end truss section; 15 main truss sections; 2. a steel column; 21. a bracket; 3. a main beam; 4. hoisting a column; 5. a splint; 6. an ear plate; 61. a long round bolt hole; 7. a lifting device; 71. a cantilever beam; 72. oil jacking; 73. a bearing plate; 74. a wire rope; 8. a stress relief deformation hole.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
As shown in fig. 5, the steel structural truss 1 includes an upper chord 11, a lower chord 12, and a web member 13 connected therebetween. Before the steel structure truss 1 is installed, the steel columns 2 at two ends of the steel structure truss 1 are constructed, and the corbels 21 are installed at the positions of the steel columns 2 corresponding to the lower chords 12. According to the design requirements, two ends of the upper chord 11 are respectively welded with the steel column 2, and two ends of the lower chord 12 are respectively welded with the brackets 21 at two sides.
Example (b):
the invention discloses a construction method of a lower hanging structure of a steel structure truss 1, which comprises the following construction steps:
A. processing and trial assembly of the truss referring to fig. 1 and 2, in order to meet field hoisting conditions and facilitate hoisting, the steel structure truss 1 is divided into three sections, namely two end truss sections 14 and a middle main truss section 15. The end truss sections 14 comprise an upper chord 11, a lower chord 12 and at least two web members 13, which may be two web members 13. One end of the upper chord 11 of the end truss section 14 is welded with the steel column 2, and the other end of the upper chord 11 of the main truss section 15 is welded; one end of the lower chord 12 of the end truss section 14 is connected with the bracket 21 of the steel column 2, and the other end is welded with the lower chord 12 of the main truss section 15. Correspondingly, the main beams 3 and the suspension posts 4 at the two layers of the bottom are also processed into three sections and are respectively installed. Before installation and construction, the truss sections 1 are firstly assembled on the ground in a trial mode, and accuracy is guaranteed.
B. Hoisting an end truss section: referring to fig. 2, the end truss sections 14 are lifted to the installation position by using a tower crane or a crane, and then the upper chords 11 are welded and fixed to the steel columns 2. Fourteen-fifteen layers of main beams 3 and suspension posts 4 positioned at the bottom of the end truss section 14 are installed.
C. Stress release deformation joint setting: with reference to fig. 2 and 3, the butt joint part is provided with an end truss section 14 which is hoisted and fixed on the steel columns 2 at the two ends by using a tower crane; the upper chord 11 of the end truss section 14 is welded and fixed with the upper end of the steel column 2, the lower chord 12 is in butt joint with the bracket 21 of the steel column 2, but is not welded, and a 15-30mm gap is reserved at the butt joint position to serve as the stress release deformation joint 8. In the process of applying constant load and live load, the stress release deformation joint 8 can enable the lower chord 12 of the truss 1 to be freely deformed at the position under the action of the axial force F, so that the purpose of releasing the axial force is achieved.
It should be noted that: in the design of the large-scale steel structure, the upper chord 11 of the truss 1 can bear all loads of the truss 1 when the lower chord 12 is not stressed, and the connection between the lower chord 12 and the steel column 2 is mainly used for resisting earthquake loads and belongs to a reserved stressed structure, so that conditions are created for the arrangement of the stress release deformation joint 8.
The stress release deformation joint 8 can be selected at any position of the lower chord 12, preferably, the joint position of the joint part of the lower chord 12 of the truss 1 and the bracket 21 of the steel column 2 is set, the joint part of the lower chord 12 and the bracket 21 is disconnected, the truss 1 forms a lower hanging truss, and when the lower chord 12 is subjected to an axial force F, the lower hanging truss can be extended and deformed towards two ends, so that the axial force is released to eliminate the bending moment acting on the steel column 2. The position is used as the stress release deformation joint 8, so that the processing and the installation are convenient, and only 15-30mm of the end of the lower chord 12 close to the upright post is processed less when the end truss section 14 is processed.
D. Node temporary connection: referring to fig. 4, in order to ensure the safety of the construction process and ensure that the truss 1 can still be safely and stably under the earthquake condition in the construction process, the lower chord 12 of the end truss section 14 is connected with the bracket 21 at the node position by using the double-clamping plates 5 and the ear plates 6, the double-clamping plates 5 and the ear plates 6 are arranged on the two sides and the bottom surfaces of the bracket 21 and the lower chord 12 of the steel column 2 and are connected and fixed by using M24 high-strength bolts. The method comprises the following specific steps: welding a plurality of ear plates 6 on the surfaces of the lower chord 12 and the bracket 21 of the end truss section 14 respectively, and then installing clamping plates 5 on two sides of each ear plate 6; finally, high-strength bolts are used for penetrating through the clamping plates 5 and the ear plates 6 and are screwed tightly.
The lug plate 6 is provided with an oblong bolt hole 61, the long axis direction of the oblong bolt hole 61 is the same as the length direction of the lower chord 12, and therefore the bolt can be conveniently inserted and installed and removed in the later period during construction.
E. The lifting device 7 is provided with: referring back to fig. 2, a lifting device 7 is provided on the upper chord 11 of the end truss section 14, and the lifting device 7 includes a cantilever 71 fixed on the upper chord 11 and the steel column 2, an oil cap 72 provided on the cantilever 71, a bearing plate 73, and a steel wire 74 having one end connected to the oil cap 72 and the other end fixed to the bearing plate 73. The installation process of the lifting device 7 is as follows: after the end truss section 14 is hoisted and fixed on the steel columns 2 at the two ends, a cantilever beam 71 is arranged on the upper chord 11 of the end truss 1 section, two oil tops 72 are fixedly connected to the top surface of the cantilever beam 71, the oil tops 72 are connected with one end of a steel wire 74, and one end far away from the oil tops 72 is fixedly connected with a bearing plate 73.
In order to limit the moving distance of the steel wire 74 along the length direction of the upper chord 11 and ensure the safety of the hoisting process, limiting plates 111 are welded on the side surface of the upper chord of the main truss 1 section, and the limiting plates 111 are arranged on two sides of the steel wire 74 in pairs.
F. Installing a main truss section: supporting a bearing plate 73 of the lifting device 7 on the upper chord 11 of the main truss section 15, and synchronously lifting two ends of the main truss 1 section by using an oil top 72 to lift the first floor height; hanging fifteen hanging columns 4 upside down, welding fifteen main beams 3, lifting the first floor, and welding fourteen hanging columns 4 and main beams 3; and finally, the three-layer structure is integrally lifted to sixteen layers. And welding and fixing the main truss section 15 and the end truss sections 1 at the two ends, and welding and fixing the main girders 3 of the fifteen layers and the fourteen layers and the main girders 3 of the fifteen layers and the fourteen layers below the end truss sections 1.
G. Constant load application: and after the truss 1 is installed and welded, installing secondary beams of sixteen layers, fifteen layers and fourteen layers, then installing the steel bar truss floor bearing plate, and finally performing concrete pouring construction.
H. Releasing stress: after all the constant load loading is finished, the bolts and the clamping plates 5 at the nodes of the lower chord 12 of the truss are removed, and the axial force at the nodes is released when the lower chord 12 is subjected to extension deformation.
I. And (3) node welding: the lower chord 12 of the main truss section 15 is welded to the steel column corbel 21.
The implementation principle of the embodiment is as follows: through the stress release deformation joint 8 structure that sets up in advance in the work progress, at the in-process of applying permanent load, can make truss lower chord 12 freely extend to both ends, can release the axial force, make lower chord 12 do not produce the axial force to the steel core concrete column, thereby eliminate the moment of flexure that lower chord 12 axial force produced to the steel core concrete column, avoid this stress and the moment of flexure stack that other loads produced in the structure normal use in-process, thereby reach the atress performance that improves structural beam post, improve shock resistance, optimize structural design and improve structural beam post node atress performance's purpose.
Compared with the prior art of integral hoisting of the truss, the invention divides the truss 1 into three parts which can be spliced together, firstly carries out construction of a relatively short end truss section 14, is relatively easy to control when the truss 1 is butted with the steel column 2, and finally carries out construction of a main truss section 15, thereby avoiding the influence of the bracket 21 protruding from the steel column 2 on hoisting construction during integral hoisting.
Through setting up hoisting device 7 on end truss section upper chord 11 and adopting fourteen, fifteen layers girder 3 and davit 4 to hang the scheme of whole promotion in turn, can once only steady promote main truss section 15 and lower floor main structure to the mounted position, safer, high-efficient, wave because of truss 1 about avoiding utilizing the tower crane to promote truss 1 and cause not good butt joint and safety problem.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. A construction method of a lower hanging structure of a steel structure truss is characterized in that the steel structure truss (1) comprises an upper chord member (11), a lower chord member (12) and a web member (13) connected between the upper chord member and the lower chord member, and the construction method comprises the following construction steps:
s1, truss hoisting: lifting the truss (1) to an installation position, welding and fixing the upper chord (11) and the steel column (2), and butting the lower chord (12) and the bracket (21);
s2, setting a stress release deformation joint: arranging a stress release deformation joint (8) at the butt joint part of the truss lower chord (12) and the steel column bracket (21), and disconnecting the butt joint part of the lower chord (12) and the bracket (21);
s3, constant load application: after the truss (1) is installed and welded, secondary beam installation is carried out, then the steel bar truss floor bearing plate is installed, and finally concrete pouring construction is carried out;
s4, node welding: and welding the lower chord (12) with the steel column bracket (21).
2. The construction method of the steel structure truss lower hanging structure according to claim 1, characterized in that: the step node temporary connection is added after step S2: the lower chord (12) is connected with the bracket (21) at the position of the stress release deformation joint (8) through the double-clamp plate (5) and the ear plate (6), and the double-clamp plate (5) and the ear plate (6) are arranged on the two sides and the bottom surface of the steel column bracket (21) and the lower chord (12) and are fixedly connected through bolts.
3. The construction method of the steel structure truss lower hanging structure according to claim 2, characterized in that: and the lug plate (6) is provided with an oblong bolt hole (61).
4. The construction method of the steel structure truss lower hanging structure according to claim 1, characterized in that: the width of the stress release deformation joint (8) is 15-30 mm.
5. The construction method of the steel structure truss lower hanging structure according to claim 1, characterized in that: before step S1, truss (1) is machined: the steel structure truss (1) is processed into three sections, namely two end truss sections (14) and a middle main truss section (15).
6. The construction method of the steel structure truss lower hanging structure according to claim 5, characterized in that: the hoisting steps of the steel structure truss (1) are as follows: lifting the end truss section (14) to an installation position by using a tower crane or a crane, and then welding and fixing the upper chord (11) and the steel column (2); setting a stress release deformation joint (8); a lifting device (7) is arranged at the top of an upper chord (11) of an end truss section (14), and the lifting device (7) comprises a cantilever beam (71) fixed on the upper chord (11) and a steel column (2), an oil top (72) arranged on the cantilever beam (71), a bearing plate (73) and a steel wire (74) with one end connected with the oil top (72) and the other end fixedly connected with the bearing plate (73); supporting a bearing plate (73) of a lifting device (7) on an upper chord (11) of a main truss section (15), and synchronously lifting two ends of the main truss section (15) by using an oil roof (72); and after the main truss section (15) is lifted to be in place, the main truss section and the end truss section are welded (14) and fixed.
7. The construction method of the steel structure truss lower hanging structure according to claim 6, characterized in that: limiting plates (111) are welded on the side face of the upper chord of the main truss section (15), and the limiting plates (111) are arranged on two sides of the steel wire ropes (74) in pairs.
8. The construction method of the steel structure truss lower hanging structure according to claim 6, characterized in that: in the lifting process, the main truss section (15) lifts the whole body to a mounting position after reversely hanging the suspension posts (4) and the main beams (3) on the lower layer for multiple times; and then welding the main beam (3) on the lower layer with the steel column (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811126285.8A CN109231006B (en) | 2018-09-26 | 2018-09-26 | Construction method of lower hanging structure of steel structure truss |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811126285.8A CN109231006B (en) | 2018-09-26 | 2018-09-26 | Construction method of lower hanging structure of steel structure truss |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN109231006A CN109231006A (en) | 2019-01-18 |
| CN109231006B true CN109231006B (en) | 2019-12-20 |
Family
ID=65056154
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201811126285.8A Active CN109231006B (en) | 2018-09-26 | 2018-09-26 | Construction method of lower hanging structure of steel structure truss |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109231006B (en) |
Families Citing this family (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107152078B (en) * | 2017-06-29 | 2023-04-07 | 中国建筑第二工程局有限公司 | Hinge device and construction method for releasing welding internal stress of steel gallery by using hinge device |
| CN109736439A (en) * | 2019-02-28 | 2019-05-10 | 北京市第三建筑工程有限公司 | Welding procedure method after annular Core Walls Structure column braces across center support frame greatly |
| CN109736440B (en) * | 2019-02-28 | 2020-07-14 | 北京市第三建筑工程有限公司 | Staggered-layer folding installation method for large-span steel structure |
| CN110820923A (en) * | 2019-11-13 | 2020-02-21 | 中国建筑第八工程局有限公司 | Installation method of truss corridor |
| CN112081244B (en) * | 2020-08-05 | 2021-12-28 | 上海建工集团股份有限公司 | Construction method of outrigger truss structure |
| CN112081243B (en) * | 2020-08-05 | 2021-12-28 | 上海建工集团股份有限公司 | Outrigger truss structure |
| CN112709439A (en) * | 2020-12-31 | 2021-04-27 | 浙江精工钢结构集团有限公司 | Damping device capable of slowly releasing internal force and releasing method |
| CN115095163B (en) * | 2022-06-23 | 2024-04-19 | 浙江大地钢结构有限公司 | Inverted steel structure hanging frame construction method and steel column positioning tool |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2841082B2 (en) * | 1989-08-08 | 1998-12-24 | 株式会社竹中工務店 | Beams with large-diameter apertures and methods of manufacturing the same |
| CN101691813A (en) * | 2009-09-11 | 2010-04-07 | 上海建工（集团）总公司 | Device and method for elevation synchronous compensation for super-high structure construction |
| CN102359180A (en) * | 2011-07-19 | 2012-02-22 | 筑巢（北京）科技有限公司 | Truss combined beam and upper and layer connected light steel structure and construction method thereof |
| CN102888991A (en) * | 2012-10-25 | 2013-01-23 | 南通纺织职业技术学院 | Large-scale profile steel beam and concrete combined house roof constructing method |
| CN204081255U (en) * | 2014-09-18 | 2015-01-07 | 多维联合集团有限公司 | End plate type connects key structure |
| CN105888131A (en) * | 2016-04-22 | 2016-08-24 | 山东建筑大学 | Flexural yielding type energy dissipation truss |
| CN106382013A (en) * | 2016-08-31 | 2017-02-08 | 五洋建设集团股份有限公司 | Accurate positioning structure of high-altitude long-span super-high and super-heavy steel truss and construction method |
| CN107152078A (en) * | 2017-06-29 | 2017-09-12 | 中国建筑第二工程局有限公司 | Articulated mounting and the construction method that steel vestibule welding interior stress is discharged using it |
-
2018
- 2018-09-26 CN CN201811126285.8A patent/CN109231006B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2841082B2 (en) * | 1989-08-08 | 1998-12-24 | 株式会社竹中工務店 | Beams with large-diameter apertures and methods of manufacturing the same |
| CN101691813A (en) * | 2009-09-11 | 2010-04-07 | 上海建工（集团）总公司 | Device and method for elevation synchronous compensation for super-high structure construction |
| CN102359180A (en) * | 2011-07-19 | 2012-02-22 | 筑巢（北京）科技有限公司 | Truss combined beam and upper and layer connected light steel structure and construction method thereof |
| CN102888991A (en) * | 2012-10-25 | 2013-01-23 | 南通纺织职业技术学院 | Large-scale profile steel beam and concrete combined house roof constructing method |
| CN204081255U (en) * | 2014-09-18 | 2015-01-07 | 多维联合集团有限公司 | End plate type connects key structure |
| CN105888131A (en) * | 2016-04-22 | 2016-08-24 | 山东建筑大学 | Flexural yielding type energy dissipation truss |
| CN106382013A (en) * | 2016-08-31 | 2017-02-08 | 五洋建设集团股份有限公司 | Accurate positioning structure of high-altitude long-span super-high and super-heavy steel truss and construction method |
| CN107152078A (en) * | 2017-06-29 | 2017-09-12 | 中国建筑第二工程局有限公司 | Articulated mounting and the construction method that steel vestibule welding interior stress is discharged using it |
Also Published As
| Publication number | Publication date |
|---|---|
| CN109231006A (en) | 2019-01-18 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109231006B (en) | Construction method of lower hanging structure of steel structure truss | |
| CN101787732B (en) | Cable-stayed multi-layer framework structure and construction control method thereof | |
| CN111335187B (en) | Construction process for triangular area of open-web rigid frame bridge | |
| CN109972494B (en) | Design and construction method of large-segment hoisting self-anchored suspension bridge with hinges between segments | |
| CN101555680B (en) | Large-span Pi type socle beam construction process in non-rope area of cable stayed bridge | |
| CN106759909B (en) | Bearing structure system and its construction method are hung up under one kind | |
| CN210439705U (en) | Precast concrete superimposed sheet hoist device | |
| CN111779274A (en) | Construction method for integrally lifting temporary hoisting point of large-span unequal-height steel structure net rack | |
| CN213836318U (en) | Bridge floor wet joint hangs mould structure | |
| CN104775363B (en) | The spelling method of upper king-post strut reinforcing bar sections | |
| CN209836805U (en) | Transverse linear matching adjusting device and system for steel box girder cantilever assembly | |
| CN115233824A (en) | Large-cantilever eccentric ring steel structure and construction method thereof | |
| CN111532999B (en) | Beam erecting crane and beam erecting method | |
| CN104818675B (en) | The spelling method of reinforcing bar sections | |
| CN212224677U (en) | Temporary fixing adjusting system for drop position of section steel beam | |
| CN210340110U (en) | Two T board hoisting structure of large-span assembled | |
| CN210917011U (en) | Cable tower structure and bridge | |
| CN112575948A (en) | Truss string beam and cantilever truss combined roof truss and construction method | |
| CN112392141A (en) | Large cantilever structure for balancing insufficient end pressure weight and construction method thereof | |
| CN214531431U (en) | Truss combination roof truss of opening string roof beam and encorbelmenting | |
| CN114607153B (en) | Hoisting construction process for large-span stay cable hanging multi-layer steel frame | |
| CN214527669U (en) | Bridge steel case roof beam hoisting structure | |
| CN219862432U (en) | Steel tower vertical rotating device | |
| CN116464164B (en) | Multi-conjoined large-span roof steel grid system and construction method thereof | |
| CN217579809U (en) | Continuous beam assembled bracket |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |