CN109231006A - The construction method of hanging hang structure under a kind of steel structure truss - Google Patents
The construction method of hanging hang structure under a kind of steel structure truss Download PDFInfo
- Publication number
- CN109231006A CN109231006A CN201811126285.8A CN201811126285A CN109231006A CN 109231006 A CN109231006 A CN 109231006A CN 201811126285 A CN201811126285 A CN 201811126285A CN 109231006 A CN109231006 A CN 109231006A
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- truss
- steel
- lower boom
- boom
- steel column
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Classifications
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- 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
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- Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Conveying And Assembling Of Building Elements In Situ (AREA)
Abstract
The present invention relates to a kind of construction methods of hanging hang structure under steel structure truss comprising following construction procedure: S1, truss lifting: being promoted to installation site for truss, then fixes top boom and steel column weldering knot, lower boom is docked with bracket；S2, stress released-deformation, which seam, to be set: node location is arranged in truss lower boom and steel column bracket docking site, the position that lower boom is docked with bracket disconnects, and truss is made to form upper hanging type truss；S3, dead load apply: after truss installa-tion welding is completed, carrying out secondary beam installation, then carry out the installation of steel bar truss floor support plate, finally carry out concrete pouring construction: S4, node weld: the lower boom of main body truss section and steel column bracket are welded.The setting that the present invention passes through disconnected node, effectively the axle power that dead load is applied on truss lower boom can be discharged, the moment of flexure that truss lower boom axle power generates steel column is eliminated, has the effect of optimizing structure design, improve joints ability and enhancing shock resistance.
Description
Technical field
The present invention relates to the technical fields of structural steelwork, more particularly, to the construction party of hanging hang structure under steel structure truss
Method.
Background technique
It is relatively more to welding stress treatment research at present in Construction Technology of Steel Configuration, during Steel Structure Installation, structure
The research of stress raiser reason is less at the node that dead load load generates.When traditional welding stress aging treatment method is nature
Effect and heat aging.There are also a kind of oscillating agings: oscillating aging, which is derived from, taps timeliness.Make workpiece in intrinsic frequency by special equipment
Resonance is generated under rate, is superimposed periodic dynamic stress with residual stress, and workpiece is made locally to generate plastic deformation and discharge stress.
To reduce and be homogenized the residual stress of inside workpiece, workpiece size precision is made to reach stable.
But in Pre-tensioned Steel Structures, the stress that main bearing member generates generally is deposited in the application of structure dead load
After truss, which is promoted, to be installed, during structure dead load applies, it will generate very big axle power F, purlin to truss lower boom
The axle power of frame lower boom passes to steel core concrete column, and steel column can be made to generate king-sized moment of flexure, under the action of seismic force, steel column
It will be unable to carry this moment of flexure, it will influence structure safety.
As shown in figure 5, certain engineering girders layer is 16 layers, share two panels truss 1 disposed in parallel, the both ends of truss 1 with
Steel column 2 connects.Secondary beam is installed, then in paving floor support plate casting concrete (not shown) between two panels truss.15 layers and 14
Layer structure is that entirety hangs over the following of truss 1, and 15 layers and 14 layers of girder 3 hangs over the underface of truss 1 by davit 4,
Secondary beam, steel bar truss floor support plate and concrete are distributed on girder 3.Hanging hang structure is rare at home under such large size steel truss.
Since 14 to 16 layers of span of the structure is big, the self weight of three floors is very big, and the lower edge to truss 1
Bar 12 loads.It is calculated through simulation, after whole power loads, truss lower boom 12 can extend 6mm-7mm to both ends, lead to truss lower edge
Occurs very big moment of flexure at 12 end of bar and 2 connecting node of steel column.
Therefore, how realizing the installation of the structure and eliminating the generation of moment of flexure is problem to be solved.
Summary of the invention
The object of the present invention is to provide a kind of construction method of hanging hang structure under steel structure truss, this method can eliminate lower edge
The generation of moment of flexure at boom end and steel column connecting node.
Foregoing invention purpose of the invention has the technical scheme that
Steel structure truss includes top boom, lower boom and is connected to web member between the two, it is characterised in that including following construction
Step:
S1, truss lifting: being promoted to installation site for truss, then fixes top boom and steel column weldering knot, lower boom and bracket
Docking；
S2, stress released-deformation, which seam, to be set: it is stitched in truss lower boom and steel column bracket docking site setting stress released-deformation, it will
The position that lower boom is docked with bracket disconnects；
S3, dead load apply: after truss installa-tion welding is completed, carrying out secondary beam installation, then carry out steel bar truss floor support plate
Installation, finally carry out concrete pouring construction；
S4, node weld: lower boom and steel column bracket are welded.
By using above-mentioned technical proposal, node is arranged in truss lower boom and steel column bracket docking site, and will be right
There are certain gaps for the disconnection of socket part position, and when applying dead load, the lower boom of truss can be to both ends by the effect of axle power
Extensional is generated, so that the axle power that dead load applies on truss lower boom be discharged, eliminates truss lower boom axle power
To the moment of flexure that steel column generates, to achieve the purpose that optimizing structure design and improve joints.
The present invention is further arranged to: increasing temporarily connect at step node upon step s 2: in stress released-deformation
Lower boom is connect by seam position double plate and otic placode with bracket, and double plate and otic placode are arranged in the two of steel column bracket and lower boom
Side and bottom surface, are fixed with bolts.
Guarantee the safety of work progress by the way that node location to be temporarily fixed by using above-mentioned technical proposal.
The present invention is further arranged to: the bolt hole of oblong being arranged on the otic placode.
By using above-mentioned technical proposal, convenient for the grafting installation and later period dismounting of the bolt in construction.
The present invention is further arranged to: the stress released-deformation slit width 15-30mm.
By using above-mentioned technical proposal, extension deformation is generated for lower boom and presets suitable gap, avoids gap too small,
Stress can not be discharged completely, gap is too big, increases later period welding difficulty, influences the bonding strength at node.
The present invention is further arranged to: the processing of truss is carried out before step S1: steel structure truss is divided into three sections of processing,
Respectively two end truss sections and intermediate main couple section.
By using above-mentioned technical proposal, truss is divided into more convenient lifting construction and the end position of carrying out of three parts
Connection.
The present invention is further arranged to: the lifting step of steel structure truss are as follows: utilizes tower crane or crane by end truss section
It is promoted to installation site, then fixes top boom and steel column weldering knot；Stress released-deformation is arranged to stitch；In end, truss section is upper
Lifting device is set at the top of chord member, and lifting device includes the outrigger being fixed on top boom and steel column, the oil that is arranged on outrigger
Top, bearing plate and one end connect the hawser of the other end and bearing plate consolidation with oil overhold；By the bearing plate support of lifting device
On the top boom of main couple section, using oil overhold by the both ends Synchronous lifting of main couple section；Promoted it is in place after, by main couple section with
End truss section is welded and fixed.
By using above-mentioned technical proposal, more safely and fast truss can be promoted and installed.
The present invention is further arranged to: the side welded limiting plate to wind up in main couple section, limit plate at
To the two sides that hawser is arranged in.
By using above-mentioned technical proposal, length direction moving distance of the hawser along top boom is limited, guarantees lifting
The safety of process and steady lifting.
The present invention is further arranged to: the main couple section falls the davit of lower layer and girder in lifting process by several times
After extension, installation site is overall increased to；Then the girder of lower layer and steel column are welded.
By using above-mentioned technical proposal, the large area that three layers of structure is needed when ground is disposably assembled is avoided
Place and auxiliary stand；The program is more convenient for construction hoisting, disposable to be promoted in place, is improved installation effectiveness, has been saved cost.
In conclusion advantageous effects of the invention are as follows:
1. effectively the axle power that dead load is applied on truss lower boom can be discharged by the setting of disconnected node,
The moment of flexure that truss lower boom axle power generates steel column is eliminated, to achieve the purpose that optimizing structure design and improve joints；
2. compared with previous integral hoisting construction, the present invention using segmental hoisting construction, when lifting it is more convenient and
Convenient for the abutting joint at end position；
3. the present invention is used is arranged oil overhold lifting mode on pricncipal rafter compared with prior art crane lifting, lifted
Truss is more steady in journey, and is convenient for the abutting joint of connecting portion, and truss when crane lifting is avoided to shake unstable, docking
It is relatively difficult, it is difficult to the problem of controlling.
4. assembled in advance compared to integral hoisting good using one layer of method for installing fixed next layer of column and girder is promoted
Truss structure, lifting when it is more convenient.
Detailed description of the invention
Fig. 1 is truss overall structure diagram of the invention.
Fig. 2 is truss hoisting structure schematic diagram of the invention.
Fig. 3 is the partial enlargement diagram of part A in Fig. 1.
Fig. 4 is the partial enlargement diagram of part B in Fig. 2.
Fig. 5 is background technique structural schematic diagram of the invention.
In figure, 1, truss；11, top boom；111, limit plate 111；12, lower boom；13, web member；14, end truss section；
15 main couple sections；2, steel column；21, bracket；3, girder；4, davit；5, clamping plate；6, otic placode；61, oval bolt hole；7, dress is promoted
It sets；71, outrigger；72, oil overhold；73, bearing plate；74, hawser；8, stress released-deformation hole.
Specific embodiment
Below in conjunction with attached drawing, invention is further described in detail.
As shown in figure 5, steel structure truss 1 is including top boom 11, lower boom 12 and is connected to web member 13 between the two.Steel
Before structure truss 1 is installed, the steel column 2 positioned at 1 both ends of steel structure truss has been constructed completion, and steel column 2 and lower boom 12 are right
Position is answered to be already installed with bracket 21.According to design requirement, the both ends of top boom 11 are welded with steel column 2 respectively, lower boom 12
It is welded respectively with the bracket 21 of two sides at both ends.
Embodiment:
A kind of construction method of the lower hanging hang structure of steel structure truss 1 disclosed by the invention, including following construction procedure:
A, the processing of truss and examination are spelled: of the invention in order to meet on-site hoisting condition and facilitate lifting referring to Fig.1 with Fig. 2
Steel structure truss 1 divides to be processed for three sections, respectively two end truss sections 14 and intermediate main couple section 15.End truss section 14
Including top boom 11, lower boom 12 and at least two web members 13, it can be two web members 13.The top boom 11 of end truss section 14
One end and steel column 2 weld, the top boom 11 of the other end and main couple section 15 welds；The one of the lower boom 12 of end truss section 14
End is connect with the bracket 21 of steel column 2, and the lower boom 12 of the other end and main couple section 15 welds.Correspondingly, the girder 3 of bottom two layers
Three sections are also processed as with davit 4, is installed respectively.Before installation, examination spelling is carried out on ground to each section of truss 1 first, really
It protects accurate.
B, truss section in end lifts: referring to Fig. 2, end truss section 14 is promoted to installation site using tower crane or crane,
Then top boom 11 and the weldering knot of steel column 2 are fixed.14,15 layers are installed to be located at the girder 3 of 14 bottom of end truss section and hang
Column 4.
C, stress released-deformation, which seams, sets: in conjunction with Fig. 2 and Fig. 3, docking site setting utilizes tower crane by end truss section 14
Lifting is fixed on the steel column 2 at both ends；The top boom 11 of end truss section 14 and the upper end of steel column 2 are welded and fixed, lower boom 12
It is docked, but is not welded with the bracket 21 of steel column 2, become in the gap that 15-30mm is reserved in the position of docking as stress release
Shape seam 8.During applying dead load and mobile load, stress released-deformation seam 8 can make the lower boom 12 of truss 1 in axle power F
Under the action of free deformation in the position, to achieve the purpose that discharge axle power.
It is noted that the top boom 11 of truss 1 does not stress in lower boom 12 due in large-scale steel structure design
When can also undertake the whole load of truss 1, the connection of lower boom 12 and steel column 2 is mainly used for resisting earthquake load, belong to pre-
Force structure is stayed, so the setting for stress released-deformation seam 8 creates condition.
Stress released-deformation seam 8 may be selected in any position of lower boom 12, it is preferable that by 1 lower boom 12 of truss and steel
Node location is arranged in 2 bracket of column, 21 docking site, and the position that lower boom 12 is docked with bracket 21 disconnects, under forming truss 1
Hanging truss can generate to both ends when lower boom 12 is by axle power F and extend deformation, so that discharging axle power elimination acts on steel
Moment of flexure on column 2.Using the position as stress released-deformation seam 8, processing installation is facilitated, as long as in processing end truss section 14
When, the lower boom 12 of this section is processed into 15-30mm close to the end of column less.
D, it is temporarily connected at node: referring to Fig. 4, in order to guarantee the safety of work progress, it is ensured that encounter ground in work progress
Truss 1 remains to safety and firmness in the case of shake, in node location double plate 5 and otic placode 6 by the lower boom 12 of end truss section 14
It is connect with bracket 21, the two sides and bottom surface of steel column 2 bracket 21 and lower boom 12 are arranged in double plate 5 and otic placode 6, using M24 high
Strength bolt is connected and fixed.Specific steps are as follows: weld multiple tracks on the surface of the lower boom 12 of end truss section 14 and bracket 21 respectively
Then otic placode 6 installs clamping plate 5 in 6 two sides of per pass otic placode；Clamping plate 5 and otic placode 6 finally are passed through with high-strength bolt and are tightened.
Oblong bolt hole 61, the long axis direction of oblong bolt hole 61 and the length side of lower boom 12 are set on otic placode 6
To identical, convenient in construction the grafting installation of bolt and later period remove.
E, lifting device 7 is arranged: Fig. 2 is reviewed, a lifting device 7 is set on the top boom 11 of end truss section 14,
Lifting device 7 includes the outrigger 71 being fixed on top boom 11 and steel column 2, the oil overhold 72 being arranged on outrigger 71, bearing plate 73
And one end connect the hawser 74 that the other end and bearing plate 73 consolidate with oil overhold 72.The installation procedure of lifting device 7 are as follows: end
After the lifting of truss section 14 is fixed on the steel column 2 at both ends, an outrigger 71 is set on 1 section of end truss of top boom 11, two
A oil overhold 72 is fixedly arranged at the top surface of outrigger 71, and oil overhold 72 is connect with one end of hawser 74, one end and load-bearing far from oil overhold 72
Plate 73 consolidates.
In order to limit length direction moving distance of the hawser 74 along top boom 11, guarantee the safety of hoisting process, in master
1 section of truss of the side welded limiting plate 111 to wind up, limit plate 111 is arranged in pairs in the two sides of hawser 74.
F, main couple section is installed: by 73 support of bearing plate of lifting device 7 on the top boom 11 of main couple section 15, being utilized
1 section of main couple of both ends Synchronous lifting it is high to be promoted first floor by oil overhold 72；Then 15 layers of davit 4 are hung upside down, 15 layers of master are welded
Beam 3, then first floor height is promoted, weld 14 layers of davit 4 and girder 3；Last three-decker is integrally promoted to 16 layers.By main truss
1 section of end truss of frame section 15 and both ends is welded and fixed, 15 layers and 14 layers of 1 section of girder 3 and end truss below 15
Layer and 3 sections of girder of 14 layers are welded and fixed.
G, dead load applies: after the completion of 1 erecting and welding of truss, carrying out 16 layers, 15 layers and 14 layers of secondary beam
Then installation carries out the installation of steel bar truss floor support plate, finally carries out concrete pouring construction.
H, stress is discharged: after all dead load loads are completed, by the bolt and folder at 12 node of truss lower boom
Plate 5 is removed, and the axle power at node is released when lower boom 12 occurs and extends deformation at this time.
I, node weld: the lower boom 12 of main body truss section 15 is welded with steel column bracket 21.
The implementation principle of the present embodiment are as follows: it is constructed by pre-set stress released-deformation seam 8 in the construction process,
During applying dead load, truss lower boom 12 can be made freely to extend to both ends, be released axle power, keep lower boom 12 right
Steel core concrete column does not generate axle power, to eliminate the moment of flexure that 12 axle power of lower boom generates steel core concrete column, this is avoided to answer
Power is superimposed with the moment of flexure that other loads in structure normal use process generate, thus reach the stress performance for improving Structure Beam-column,
Improve shock resistance, optimizing structure design and the purpose for improving Structure Beam-column joints performance.
Compared to previous truss Integral Lifting Technology, the three parts that the present invention divides truss 1 can be mutually stitched together
Truss is first compared the construction of short end truss section 14, is easier to control when truss 1 is docked with steel column 2, most laggard
The construction of row main couple section 15, because steel column 2 protrudes influence of the bracket 21 to lifting construction when avoiding integral hoisting.
And by the lifting device 7 being arranged on end truss section top boom 11 and using 14,15 layers of girder 3 hang
Column 4 hangs upside down the scheme integrally promoted by several times, main couple section 15 and lower layer's main structure smoothly disposably can be promoted to installation
Position, more safe and efficient, bad docking and safety are asked caused by rocking from side to side when avoiding using tower crane boist truss 1 because of truss 1
Topic.
The embodiment of present embodiment is presently preferred embodiments of the present invention, not limits protection of the invention according to this
Range, therefore: the equivalence changes that all structures under this invention, shape, principle are done, should all be covered by protection scope of the present invention it
It is interior.
Claims (8)
1. the construction method of hanging hang structure under a kind of steel structure truss, steel structure truss (1) includes top boom (11), lower boom (12)
Be connected to web member between the two (13), it is characterised in that including following construction procedure:
S1, truss lifting: being promoted to installation site for truss (1), then fixes top boom (11) and steel column (2) weldering knot, under
Chord member (12) is docked with bracket (21)；
S2, stress released-deformation, which seam, to be set: stress release is arranged in truss lower boom (12) and steel column bracket (21) docking site
Deformation joint (8), the position that lower boom (12) is docked with bracket (21) disconnect；
S3, dead load apply: after the completion of truss (1) erecting and welding, carrying out secondary beam installation, then carry out steel bar girder building and hold
The installation of plate finally carries out concrete pouring construction；
S4, node weld: lower boom (12) and steel column bracket (21) are welded.
2. the construction method of hanging hang structure under a kind of steel structure truss according to claim 1, it is characterised in that: in step S2
Increase later and temporarily connected at step node: stitching (8) position double plate (5) and otic placode (6) for lower edge in stress released-deformation
Bar (12) is connect with bracket (21), double plate (5) and otic placode (6) setting the two sides of steel column bracket (21) and lower boom (12) with
Bottom surface is fixed with bolts.
3. the construction method of hanging hang structure under a kind of steel structure truss according to claim 2, it is characterised in that: the otic placode
(6) oblong bolt hole (61) are set on.
4. the construction method of hanging hang structure under a kind of steel structure truss according to claim 1, it is characterised in that: the stress
Discharge deformation joint (8) width 15-30mm.
5. the construction method of hanging hang structure under a kind of steel structure truss according to claim 1, it is characterised in that: in step S1
Carry out the processing of truss (1) before: steel structure truss (1) is divided into three sections of processing, respectively two end truss sections (14) and in
Between main couple section (15).
6. the construction method of hanging hang structure under a kind of steel structure truss according to claim 5, it is characterised in that: steel construction purlin
The lifting step of frame (1) are as follows: end truss section (14) is promoted to installation site using tower crane or crane, then by top boom
(11) it is fixed with steel column (2) weldering knot；Stress released-deformation is set and stitches (8)；At the top of the top boom (11) of end truss section (14)
It is arranged lifting device (7), lifting device (7) includes the outrigger (71) being fixed on top boom (11) and steel column (2), is arranged and choosing
Oil overhold (72), bearing plate (73) and one end on beam (71) connect the other end with oil overhold (72) and answer with what bearing plate (73) consolidated
Power discharges deformation joint (8)；By bearing plate (73) support of lifting device (7) on the top boom (11) of main couple section (15), benefit
With oil overhold (72) by the both ends Synchronous lifting of main couple section (15)；After being promoted in place, by main couple section (15) and end truss section
It is fixed to weld (14).
7. the construction method of hanging hang structure under a kind of steel structure truss according to claim 6, it is characterised in that: in main couple
The side welded limiting plate (111) of section (15) to wind up, limit plate (111) are arranged in pairs in the two of stress released-deformation seam (8)
Side.
8. the construction method of hanging hang structure under a kind of steel structure truss according to claim 6, it is characterised in that: the main truss
Frame section (15) after hanging upside down the davit (4) of lower layer and girder (3) by several times, overall increases to installation site in lifting process；So
The girder of lower layer (3) and steel column (2) are welded afterwards.
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 |
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| 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 |
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| CN109231006A true CN109231006A (en) | 2019-01-18 |
| CN109231006B CN109231006B (en) | 2019-12-20 |
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Cited By (8)
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| CN107152078A (en) * | 2017-06-29 | 2017-09-12 | 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 |
| CN109736440A (en) * | 2019-02-28 | 2019-05-10 | 北京市第三建筑工程有限公司 | A kind of large-span steel staggered floor closes up installation method |
| 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 |
| 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 |
| CN112081243A (en) * | 2020-08-05 | 2020-12-15 | 上海建工集团股份有限公司 | Outrigger truss structure |
| CN112081244A (en) * | 2020-08-05 | 2020-12-15 | 上海建工集团股份有限公司 | Construction method of 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 |
| CN115095163A (en) * | 2022-06-23 | 2022-09-23 | 浙江大地钢结构有限公司 | Construction method of inverted steel structure hanging frame and steel column positioning tool |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107152078A (en) * | 2017-06-29 | 2017-09-12 | 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 |
| CN109736440A (en) * | 2019-02-28 | 2019-05-10 | 北京市第三建筑工程有限公司 | A kind of large-span steel staggered floor closes up installation method |
| 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 |
| CN112081243A (en) * | 2020-08-05 | 2020-12-15 | 上海建工集团股份有限公司 | Outrigger truss structure |
| CN112081244A (en) * | 2020-08-05 | 2020-12-15 | 上海建工集团股份有限公司 | Construction method of outrigger truss structure |
| 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 |
| 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 |
| CN115095163A (en) * | 2022-06-23 | 2022-09-23 | 浙江大地钢结构有限公司 | Construction method of inverted steel structure hanging frame and steel column positioning tool |
| 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 |
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|---|---|
| CN109231006B (en) | 2019-12-20 |
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