CN207160223U - A kind of fulcrum-variable pin joint formula steel girder platform - Google Patents
A kind of fulcrum-variable pin joint formula steel girder platform Download PDFInfo
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- CN207160223U CN207160223U CN201720765571.3U CN201720765571U CN207160223U CN 207160223 U CN207160223 U CN 207160223U CN 201720765571 U CN201720765571 U CN 201720765571U CN 207160223 U CN207160223 U CN 207160223U
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- main couple
- jack truss
- piece
- connecting plate
- boom
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Abstract
It the utility model is related to a kind of fulcrum-variable pin joint formula steel girder platform, including main couple piece, jack truss piece, capital supporting conversion equipment, column, anti-rolling device, bearing pin, jack truss support connecting plate is welded in main couple top boom bottom and main couple lower boom top, multiple connecting plates are equidistantly welded in jack truss top boom top and jack truss lower boom bottom, are connected between jack truss support connecting plate and connecting plate using pin；The top of the capital supporting conversion equipment is in U-typed, supports main couple lower boom；Connected between the main couple piece, between jack truss piece using bearing pin.The utility model is easily installed and dismantled, and can improve turnover utilization rate and construction efficiency, and steel girder platform is adapted to Core Walls Structure and the construction letter of Different Plane form on the premise of non-standard section is not increased.
Description
Technical field
A kind of fulcrum-variable pin joint formula steel girder platform is the utility model is related to, belongs to engineering construction technology field.
Background technology
In terms of steel platform, pertinent literature is connected by screw bolts or Bailey bracket etc. has carried out standardization, mould to steel platform
Block, to reach the purpose of recycling.Existing modularization steel platform is that column is upward along the vertical overall height of steel platform
Insertion to deck roof, steel platform horizontal member forms space-load system according to column spacing.But due to the difference of practical structures,
Core Walls Structure plane form and size have larger difference.So, the modulus of each component of steel platform is difficult to be coincide with column spacing.
In order to reach the purpose of recycling, non-standard segment can only be increased.It is nonstandard under this system from the point of view of practical situations
Quasi- section truss quantity is larger, steel platform can turnover rate remain unchanged it is not high.And in many steel platforms, largely connected using high-strength bolt
Connect, its installation and removal etc. produce considerable influence to construction efficiency.Therefore, exploitation is adapted to different core cylinder plane form
And size, and the steel platform system for improving turnover utilization rate and construction efficiency has important engineering significance.
The content of the invention
The purpose of this utility model is to provide a kind of fulcrum-variable pin joint formula steel girder platform, to overcome prior art to exist
Deficiency.
The purpose of this utility model is to be achieved through the following technical solutions：
A kind of fulcrum-variable pin joint formula steel girder platform, including main couple piece, jack truss piece, capital supporting conversion equipment,
Column, anti-rolling device, bearing pin, on facade, main couple montant, main couple brace and jack truss montant, jack truss brace
In " double M " types arrangements；The jack truss piece is between main couple top boom, main couple lower boom and main couple brace through master
Truss piece, and using main couple top boom and main couple lower boom as supporting；Intersect corresponding position with jack truss piece；Winded up in main couple
Jack truss support connecting plate, jack truss top boom top and jack truss lower boom are welded in bar bottom and main couple lower boom top
Multiple connecting plates are equidistantly welded in bottom, are connected between jack truss support connecting plate and connecting plate using pin；The capital branch
The top of changing device is forwarded in U-typed and support main couple lower boom；Used between the main couple piece, between jack truss piece
Bearing pin connects.
Between the jack truss support connecting plate of the main couple top boom bottom and the connecting plate on jack truss top boom top
Anti- rolling device is installed, connecting pins sequentially pass through jack truss support connecting plate, anti-rolling device and connecting plate from the top down.
The bottom of the jack truss lower boom directly contacts with the top of main couple lower boom, the two orthogonal or oblique；Even
Pin sequentially passes through jack truss support connecting plate and connecting plate from the top down.
Further, the clear height H1 between the main couple top boom and main couple lower boom, jack truss piece overall height H 2,
The height H3 of anti-rolling device meets following relation：H1= H2+ H3+3mm.
Further, clear distance L of the main couple brace along main couple lower boom upper limb is more than the laterally wide of main couple chord member
Spend B.
Further, the main couple top boom, main couple lower boom, jack truss top boom, jack truss lower boom are by double
Channel-section steel forms；Main couple montant, main couple brace, jack truss montant, jack truss brace use H profile steel.
The beneficial effects of the utility model are：Connected between all main couple pieces, between jack truss piece using bearing pin, it is main
It is connected between truss piece and jack truss piece using support with bearing pin, is easily installed and dismantles；Column uses U with steel truss lower boom
Type support connects, and is connected between main couple and jack truss using penetration type support, and has individual connecting plate along jack truss chord member, along main truss
Frame leaf length direction and along jack truss leaf length direction, column spacing is adjustable；Can be with orthogonal between main couple and jack truss
Can also oblique, steel girder platform is adapted to the Core Walls Structure of Different Plane form on the premise of non-standard section is not increased,
So as to further increase the turnover utilization rate of steel platform and simple structure.
Brief description of the drawings
The utility model is described in further detail below according to accompanying drawing.
Fig. 1 is a kind of positive facade structural representation of fulcrum-variable pin joint formula steel girder platform described in the utility model embodiment
Figure；
Fig. 2 is a kind of side elevation structural representation of fulcrum-variable pin joint formula steel girder platform described in the utility model embodiment
Figure；
Fig. 3 is the attachment structure schematic diagram between the main couple piece shown in Fig. 1, Fig. 2 and jack truss piece；
Fig. 4 is attachment structure schematic diagram between the main couple piece shown in Fig. 1, Fig. 2 and capital supporting conversion equipment；
Fig. 5 is the main couple piece facade structures schematic diagram shown in Fig. 1, Fig. 2;
Fig. 6 is A-A shown in Fig. 5 to structure sectional view；
Fig. 7 is the B-B direction structure sectional view shown in Fig. 5；
Fig. 8 is the jack truss piece facade structures schematic diagram shown in Fig. 1, Fig. 2；
Fig. 9 is C-C shown in Fig. 8 to structure sectional view；
Figure 10 is D-D shown in Fig. 8 to structure sectional view；
Figure 11 is the anti-rolling device planar structure schematic diagram shown in Fig. 3；
Figure 12 is the anti-rolling device facade structures schematic diagram shown in Fig. 3；
Figure 13 is attachment structure schematic diagram between main couple piece shown in Fig. 1, Fig. 2；
Figure 14 is attachment structure schematic diagram between jack truss piece shown in Fig. 1, Fig. 2.
In figure：
1st, main couple piece；1.1st, main couple top boom；1.2nd, main couple lower boom；1.3rd, main couple montant；1.4th, main truss
Frame brace；1.5th, jack truss support connecting plate；2nd, jack truss piece；2.1st, jack truss top boom；2.2nd, jack truss lower boom；2.3、
Jack truss montant；2.4th, jack truss brace；2.5th, connecting plate；3rd, capital supporting conversion equipment；4th, column；5th, anti-rolling device；
6th, bearing pin.
Embodiment
Such as Fig. 1-2, shown in Figure 13-14, a kind of fulcrum-variable pin joint formula steel truss described in the utility model embodiment is put down
Platform, including main couple piece 1, jack truss piece 2, capital supporting conversion equipment 3, column 4, anti-rolling device 5, bearing pin 6, Fig. 5-10 institutes
Show, on facade, main couple montant 1.3, main couple brace 1.4 and jack truss montant 2.3, jack truss brace 2.4 are in " double
M " types are arranged；Shown in Fig. 1-14, the jack truss piece 2 is oblique in main couple top boom 1.1, main couple lower boom 1.2 and main couple
Run through main couple piece 1 between bar 1.4, and be supporting with main couple top boom 1.1 and main couple lower boom 1.2；With jack truss piece 2
Intersect corresponding position, jack truss support connecting plate is welded in the bottom of main couple top boom 1.1 and the top of main couple lower boom 1.2
1.5, multiple connecting plates 2.5, jack truss branch are equidistantly welded in the top of jack truss top boom 2.1 and the bottom of jack truss lower boom 2.2
Hold and connected between connecting plate 1.5 and connecting plate 2.5 using pin；The top of the capital supporting conversion equipment 3 is in U-typed, branch
Support main couple lower boom 1.2；Connected between the main couple piece 1, between jack truss piece 2 using bearing pin 6.The main couple
It is provided between the jack truss support connecting plate 1.5 of the bottom of top boom 1.1 and the connecting plate 2.5 on the top of jack truss top boom 2.1
Anti- rolling device 5, connecting pins sequentially pass through jack truss support connecting plate 1.5, anti-rolling device 5 and connecting plate from the top down
2.5.The bottom of the jack truss lower boom 2.2 directly contacts with the top of main couple lower boom 1.2, the two orthogonal or oblique.
Connecting pins sequentially pass through jack truss support connecting plate 1.5 and connecting plate 2.5 from the top down.The main couple top boom 1.1 with
The overall height H 2 of clear height H1, jack truss piece 2 between main couple lower boom 1.2, the height H3 of anti-rolling device 5 meet such as ShiShimonoseki
System：H1= H2+ H3+3mm.Clear distance L of the main couple brace 1.4 along the upper limb of main couple lower boom 1.2 is more than main couple chord member
Transverse width B.The main couple top boom 1.1, main couple lower boom 1.2, jack truss top boom 2.1, jack truss lower boom
2.2 form by double flute steel.Main couple montant 1.3, main couple brace 1.4, jack truss montant 2.3, jack truss brace 2.4 are adopted
Use H profile steel.
When it is implemented, being first according to design drawing processes some main couple pieces 1, jack truss piece 2, capital supporting conversion equipment
3rd, column 4, the anti-rolling device 5 of installation, bearing pin 6.Then, according to specific core wall structure form, by calculating and designing determination
The arrangement form of steel platform.According to arrangement form, the main couple piece 1, jack truss piece 2, capital of respective numbers are supported into converting means
3, column 4, the anti-rolling device 5 of installation and bearing pin 6 is put to transport to job site.Distinguished using bearing pin 6 on ground at the construction field (site)
Main couple piece 1, jack truss piece 2, column 4 are assembled into lifting elements.After being completed, hoisting upright column unit, capital branch successively
Forward changing device 5 and main couple unit.Should be taken the necessary measures in main couple unit process is lifted prevents its rollover.Afterwards,
Jack truss unit is passed through by main couple unit using " three hook rotations " method.After the completion of running through, in time under main couple top boom 1.1
Anti- rolling device 5 is installed between the jack truss support connecting plate 1.5 in portion and the connecting plate 2.5 on the top of jack truss top boom 2.1.Such as
This is repeated, until all jack truss units are all attached to design attitude.
As known by the technical knowledge, the utility model can pass through other essence without departing from its spirit or the reality of essential feature
Scheme is applied to realize.
Embodiment disclosed above, for each side, all it is merely illustrative, is not only.It is all this
It is included in the utility model in the range of utility model or in the change being equal in the scope of the utility model.
Claims (6)
1. a kind of fulcrum-variable pin joint formula steel girder platform, including main couple piece（1）, jack truss piece（2）, capital supporting converting means
Put（3）, column（4）, anti-rolling device（5）, bearing pin（6）, it is characterised in that：On facade, main couple montant（1.3）, main truss
Frame brace（1.4）And jack truss montant（2.3）, jack truss brace（2.4）In " double M " types arrangements；The jack truss piece（2）
In main couple top boom（1.1）, main couple lower boom（1.2）And main couple brace（1.4）Between run through main couple piece（1）, and
With main couple top boom（1.1）With main couple lower boom（1.2）For supporting；With jack truss piece（2）Intersect corresponding position；In main couple
Top boom（1.1）Bottom and main couple lower boom（1.2）Weld jack truss support connecting plate in top（1.5）, jack truss winds up
Bar（2.1）Top and jack truss lower boom（2.2）Equidistantly weld multiple connecting plates in bottom（2.5）, jack truss support connecting plate
（1.5）With connecting plate（2.5）Between using pin connect；The capital supports conversion equipment（3）Top be in U-typed and support
Main couple lower boom（1.2）；The main couple piece（1）Between, jack truss piece（2）Between use bearing pin（6）Connection.
A kind of 2. fulcrum-variable pin joint formula steel girder platform according to claim 1, it is characterised in that：On the main couple
Chord member（1.1）The jack truss support connecting plate of bottom（1.5）With jack truss top boom（2.1）The connecting plate on top（2.5）Between
Anti- rolling device is installed（5）, connecting pins sequentially pass through jack truss support connecting plate from the top down（1.5）, anti-rolling device
（5）And connecting plate（2.5）.
A kind of 3. fulcrum-variable pin joint formula steel girder platform according to claim 1, it is characterised in that：Under the jack truss
Chord member（2.2）Bottom and main couple lower boom（1.2）Top directly contact, the two orthogonal or oblique；Connecting pins are from upper
Sequentially pass through jack truss support connecting plate downwards（1.5）And connecting plate（2.5）.
A kind of 4. fulcrum-variable pin joint formula steel girder platform according to claim 1, it is characterised in that：On the main couple
Chord member（1.1）With main couple lower boom（1.2）Between clear height H1, jack truss piece（2）Overall height H 2, anti-rolling device（5）
Height H3 meet following relation：H1= H2+ H3+3mm.
A kind of 5. fulcrum-variable pin joint formula steel girder platform according to claim 1, it is characterised in that：The main couple is oblique
Bar（1.4）Along main couple lower boom（1.2）The clear distance L of upper limb is more than the transverse width B of main couple chord member.
A kind of 6. fulcrum-variable pin joint formula steel girder platform according to claim 1, it is characterised in that：On the main couple
Chord member（1.1）, main couple lower boom（1.2）, jack truss top boom（2.1）, jack truss lower boom（2.2）By double flute steel group
Into；Main couple montant（1.3）, main couple brace（1.4）, jack truss montant（2.3）, jack truss brace（2.4）Use H types
Steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720765571.3U CN207160223U (en) | 2017-06-28 | 2017-06-28 | A kind of fulcrum-variable pin joint formula steel girder platform |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720765571.3U CN207160223U (en) | 2017-06-28 | 2017-06-28 | A kind of fulcrum-variable pin joint formula steel girder platform |
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| Publication Number | Publication Date |
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| CN207160223U true CN207160223U (en) | 2018-03-30 |
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ID=61710711
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|---|---|---|---|
| CN201720765571.3U Active CN207160223U (en) | 2017-06-28 | 2017-06-28 | A kind of fulcrum-variable pin joint formula steel girder platform |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110029735A (en) * | 2019-05-28 | 2019-07-19 | 中铁建设集团有限公司 | A kind of capital supporting arrangement for low level jacking formwork system |
| CN110029733A (en) * | 2019-05-15 | 2019-07-19 | 中铁建设集团有限公司 | A kind of capital Overthrow preventing device for jacking formwork system |
| CN110076468A (en) * | 2019-06-05 | 2019-08-02 | 浙江中南建设集团钢结构有限公司 | A kind of jack truss installation method and its temporary fastening device |
-
2017
- 2017-06-28 CN CN201720765571.3U patent/CN207160223U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110029733A (en) * | 2019-05-15 | 2019-07-19 | 中铁建设集团有限公司 | A kind of capital Overthrow preventing device for jacking formwork system |
| CN110029735A (en) * | 2019-05-28 | 2019-07-19 | 中铁建设集团有限公司 | A kind of capital supporting arrangement for low level jacking formwork system |
| CN110076468A (en) * | 2019-06-05 | 2019-08-02 | 浙江中南建设集团钢结构有限公司 | A kind of jack truss installation method and its temporary fastening device |
| CN110076468B (en) * | 2019-06-05 | 2023-06-02 | 浙江中南绿建科技集团有限公司 | Secondary truss installation method and temporary fixing device thereof |
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