CN206887788U - Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly - Google Patents
Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly Download PDFInfo
- Publication number
- CN206887788U CN206887788U CN201720516524.5U CN201720516524U CN206887788U CN 206887788 U CN206887788 U CN 206887788U CN 201720516524 U CN201720516524 U CN 201720516524U CN 206887788 U CN206887788 U CN 206887788U
- Authority
- CN
- China
- Prior art keywords
- pad
- steel
- steel truss
- truss girder
- trussed beam
- 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.)
- Expired - Fee Related
Links
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The utility model discloses a kind of double pad cooperative bearing system of pier top during steel trussed beam cantilever assembly, belong to technical field of bridge engineering；Including having completed a certain across steel truss girder of construction, and some internodes of free cantilever erection is next across steel truss girder, next set across steel truss girder with previous across the steel truss girder handing-over position is connected temporarily, in continuous Dun Dundingchu using front-seat pad and the double pad of heel row pad, front-seat pad and heel row pad is set by steel trussed beam cantilever assembly direction front and rear row, and front-seat pad is in the front in the steel trussed beam cantilever assembly direction of heel row pad；Heel row pad uses rigid branch pad mode, and front-seat pad uses partially flexible branch pad mode, and front-seat pad top surface reserves certain clear height with steel truss soffit.Thus, two row's pads coordinate stress in the utility model, and the load undertaken to the row's pad of maximum cantilever assembly state two is suitable, so as to improve the stress of pier top regional structure when steel trussed beam cantilever is constructed, reduce construction risk.
Description
Technical field
The utility model belongs to science of bridge building field, more particularly to steel trussed beam cantilever assembly.
Background technology
Steel trussed beam cantilever assembling construction process is widely used in current bridge construction field, and general construction method is to use
Existing method assembly first across steel truss girder, then in the case where not setting up support free cantilever erection second across steel truss girder.Second
During across steel trussed beam cantilever assembly, row's pad is set to be supported in continuous pier pier top.
In the case, at continuous pier pier top second across steel truss girder and the first across steel truss girder connecting portion, steel must both be born
Moment of flexure under trusses great cantilever assembly state, bear to shear caused by the deadweight of cantilever erection girder steel again, form curved scissors combination, it is right
Structural system stress has a negative impact.
Utility model content
The purpose of this utility model is：In view of the deficienciess of the prior art, when proposing a kind of steel trussed beam cantilever assembly
The continuous double pad cooperative bearing Adaptable System of pier pier top, the double pad that continuous Dun Dundingchu is set in the system can be in steel
Coordinate stress during trusses free cantilever erection, and under maximum cantilever assembly state, realize that two row's pad stress are substantially uniform, from
And improve the stress of pier top regional structure when steel trussed beam cantilever is constructed, reduce construction risk.
The utility model purpose is realized by following technical proposals：
Pier top double pad cooperative bearing system during a kind of steel trussed beam cantilever assembly, including completed a certain across steel of construction
Trusses, and some internodes of free cantilever erection are next across steel truss girder, next across steel truss girder and previous across the steel truss girder junction
Position sets interim connection, in continuous Dun Dundingchu using front-seat pad and the double pad of heel row pad, front-seat pad and heel row
Pad is set by steel trussed beam cantilever assembly direction front and rear row, and front-seat pad is in the steel trussed beam cantilever assembly direction of heel row pad
Front；Heel row pad uses rigid branch pad mode, and front-seat pad uses partially flexible branch pad mode, and front-seat pad top surface and steel
Reserve certain clear height in trusses bottom surface.
Alternatively, heel row pad is in addition to top surface or bottom surface set copper plate or stereotype, and remaining is by some steel plates or steel
Structure cushion block stacking composition.
Alternatively, front-seat pad is made up of some steel plates or the stacking of steel construction cushion block and rubber cushion blocks.
Alternatively, front-seat pad top surface reserves 1-2mm clear height with steel truss soffit.
The foregoing main scheme of the utility model and its each further selection scheme can be with independent assortments to form multiple schemes,
The scheme that can be used and be claimed for the utility model；And the utility model, (each non conflicting selection) selection between and and
Can also independent assortment between other selections.Those skilled in the art after the utility model is understood according to prior art and
Common knowledge, which can understand, multiple combinations, is the claimed technical scheme of the utility model, does not do exhaustion herein.
The course of work is：Free cantilever erection is next across steel truss girder and previous across the steel truss girder company to have constructed at continuous pier pier top
Socket part position, the moment of flexure under steel truss girder great cantilever assembly state must be both born, and bear to cut caused by the deadweight of cantilever erection girder steel again
Power, curved scissors combination is formed, is had a negative impact to structural system stress.In the prior art, in next across steel trussed beam cantilever assembly
During, set row's pad to be supported in continuous pier pier top.The single pad stress is excessive, and as steel trussed beam cantilever is spelled
The increase of length is filled, its cantilever deflection increases.This patent is during steel trussed beam cantilever assembly, by first in continuous Dun Dundingchu
One row's pad, i.e. heel row pad are set, after the several internodes of free cantilever erection, second row pad is set up in continuous pier pier top, i.e., before
Arrange pad, thus, when continuing free cantilever erection, reach double pad counter-force dynamic equilibrium, realize " two row's pads realize cooperate with by
Power ", solve in work progress the uniformity of double pad at pier top in the most unfavorable processing condition lower stress, and then improve cantilever construction
When pier top region steel truss girder stress.
By taking across the steel truss erections of certain bridge 112m as an example, 10 internodes are often set altogether across steel truss girder, in steel truss girder using branch
Frame method or other method, which are set up, completes first after steel truss girder, by second across steel truss girder and the first across steel truss girder handing-over position
Interim connection is set, realizes temporary continuation state, then in the case where not setting up support free cantilever erection second across steel truss girder.
Before second across steel trussed beam cantilever assembly during four internodes, row's pad is only set to be supported in continuous pier pier top, i.e., only
Heel row pad.Wherein, heel row pad is using " rigid branch pad mode " substantially without compression, i.e., the pad is all by steel plate group
Into.
As steel truss girder continues free cantilever erection forward, to the 5th internode free cantilever erection, set up in continuous pier pier top
One row's pad, i.e., (front-seat pad uses " partially flexible branch pad mode " to front-seat pad, i.e., pad is by steel plate and rubber cushion blocks group
Into adapting to a small amount of compression), now front-seat pad is not padded, and 1-2mm gaps are stayed between pad and girder steel bottom surface；With
Steel truss girder and continue free cantilever erection forward, steel truss girder continues downwarp under Gravitative Loads at front-seat pad, so as in free cantilever erection
Realize during six, the seven internodes and padded naturally at front-seat pad, hereafter, front-seat pad functions to, and shares continuous Dun Dun
Girder steel load at top.
As steel truss girder continues free cantilever erection, it is increasing to undertake load at front-seat pad, to free cantilever erection to the 9th
Internode is completed, and when carrying out the most unfavorable processing condition condition of upper pier between protelum, the load that front-seat pad is shared reaches maximum, and rear
It is suitable to arrange pad, is achieved in, " double pad coordination stress ", so as to improve pier top regional structure when steel trussed beam cantilever is constructed
Stress, reduce construction risk.
The beneficial effects of the utility model：Technical solutions of the utility model are primarily adapted for use in continuous steel girder cantilever shalving facility
Work.Continuous pier pier top double pad cooperative bearing Adaptable System during by steel trussed beam cantilever assembly, continuous Dun Dun in the system
The double pad set at top can coordinate stress during steel trussed beam cantilever assembly, and under maximum cantilever assembly state, it is real
Existing two row's pad stress are substantially uniform, and so as to improve the stress of pier top regional structure when steel trussed beam cantilever is constructed, reduction is applied
Work risk.
Brief description of the drawings
Heel row pad individually supports stress schematic diagram when Fig. 1 is steel trussed beam cantilever assembly former internodes；
Fig. 2 is support stress schematic diagram when setting up front-seat pad after steel trussed beam cantilever assembly to certain internode；
Fig. 3 is the double bolster support stress schematic diagram under steel trussed beam cantilever assembly to maximum cantilever state；
Fig. 4 is holding state schematic diagram when front-seat pad is just installed in Fig. 2；
Fig. 5 is holding state schematic diagram of the front-seat pad after steel truss girder continues assembled deformation compacting in Fig. 2；
Wherein 1-bridge pier, 2-set up completion across steel truss girder, 3-free cantilever erection is across steel truss girder, 4-interim connection, 5-
Heel row pad, 6-front-seat pad, 7-general steel plate, 8-copper sheet or rolled lead, 9-rubber cushion blocks, 10-thin stainless steel
Plate, 11-gap.
Embodiment
Following non-limiting examples are used to illustrate the utility model.
Referring to figs. 1 to showing 3 bridge piers shown in 5, in figure, two across in steel truss girder, figure from left to right for set up completion across
Steel truss girder 2 and free cantilever erection across steel truss girder 3, and from left to right for free cantilever erection across 3 assembled direction of steel truss girder.A kind of steel truss girder hangs
Pier top double pad cooperative bearing system during arm assembly, including completed a certain of construction and (set up completion across steel across steel truss girder
Trusses 2), and some internodes of free cantilever erection is next across steel truss girder (free cantilever erection is across steel truss girder 3), it is next across steel truss girder
(free cantilever erection is across steel truss girder 3) is connected temporarily with previous set across steel truss girder (set up completion across steel truss girder 2) handing-over position
4, in continuous Dun Dundingchu using front-seat pad 6 and the double pad of heel row pad 5, front-seat pad 6 and heel row pad 5 press cantilever
It is assembled to be set across the free cantilever erection direction front and rear row of steel truss girder 3, and front-seat pad 6 is in the steel trussed beam cantilever assembly side of heel row pad 5
To front；Heel row pad 5 uses rigid branch pad mode, and front-seat pad 6 uses partially flexible branch pad mode, and front-seat pad 6
Top surface reserves certain clear height with free cantilever erection across the bottom surface of steel truss girder 3.
Tthe utility model system construction specifically includes following steps：Constructed it is a certain across steel truss girder (set up completion across
Steel truss girder 2) after, it is next to be handed over across steel truss girder (free cantilever erection is across steel truss girder 3) with being somebody's turn to do across steel truss girder (set up completion across steel truss girder 2)
Socket part position sets interim connection 4 and free cantilever erection is next when steel truss girder (free cantilever erection is across steel truss girder 3), by continuous Dun Dun
One row's heel row pad 5 is first set at top, and after next several internodes of across steel trussed beam cantilever assembly, then in continuous pier pier top
A row front row pad 6 is set up, and the installation opportunity of front-seat pad 6 should be, in the case where being provided only with heel row pad 5, if calculating
At front-seat pad 6 with respect to the position of heel row pad 5 and caused maximum lower flexure strain value is X, after cantilever erection N number of internode,
If the relative position lower flexure strain value of heel row pad 5 reaches 0.5X or more at front-seat pad 6, opened after n-th internode is set up
Begin that front-seat pad 6 is installed, until should across steel trussed beam cantilever assembly completion.
By taking across the steel truss erections of certain bridge 112m as an example, 10 internodes, with reference to shown in figure 1, Fig. 1 are often set altogether across steel truss girder
Middle free cantilever erection across the free cantilever erection of steel truss girder 3 between Section 4, through analysis, in free cantilever erection across the cantilever erection process of steel truss girder 3
In, as cantilever lengthens, under conditions of continuous pier pier top only has the support of heel row pad 5, girder steel will be with big outstanding at front-seat pad 6
Arm support, which is set, to be gradually reduced, and amplification is obvious later between cantilever erection Section 5 for peak stress, in free cantilever erection between Section 10
During pier, pier top regional stress value reaches maximum rating.
If setting two row's pads in continuous pier pier top and making its uniform stressed, interim junction shearing will greatly reduce,
Front and rear each internode stress will also make moderate progress.If but support too early, most of load transfer may be caused to preceding
Arrange pad on, and if support too late, may cause most of load still in heel row pad so that heel row pad stress mistake
Greatly.
The fulcrum discrepancy in elevation and steel truss stress beam summary sheet when the heel row pad of table 1 individually supports
Drawn from table 1：When setting up completion the 6th or 7 internode, add up deformation difference at steel truss girder rear fulcrum and exceed half
More than, and steel truss girder stress level is subjected to, and now, in the case where being provided only with heel row pad 5, (is calculated through theoretical calculation
Method can use existing various methods well known in the art, such as the most frequently used finite element analysis Structure Calculation) obtain front-seat pad 6
Place is with respect to the position of heel row pad 5 and caused maximum lower flexure strain value is X, after 5 internodes of cantilever erection, at front-seat pad 6
Reach 0.5X or more with respect to the position lower flexure strain value of heel row pad 5；Therefore may be selected before 6 or 7 internodes set up completion in steel
Padded at the fulcrum of beam front end using rubber cushion blocks, can meet pad force request, in reduction before pier steel truss girder peak stress.Adopt
After taking measure, analyze and pad (no deformation) completely by between erection Section 7, as a result as shown in table 2, each reaction of supports is in maximum
Reach during cantilever assume to calculate with, stress level and above uniform stressed it is basically identical.
Front row pad pads rear each internode and sets up stressing conditions when being set up between the Section 7 of table 2
Analyze more than, after the completion of being set up after the completion of being set up between Section 6 or between Section 7, carry out firm at front-seat pad
Property pad, to front and rear row pad load distribute it is the most favourable, now steel truss stress beam is in kilter, meet specification will
Ask.Therefore, emphasis is taken measures in work progress, it is ensured that rigid pad " is being set up after the completion of being set up between Section 6, between Section 7
Before completion " reach compacting loaded state.Specific control method is as follows：
1. heel row pad 5 is contour to be inserted into the 5th internode；Heel row pad 5, using " rigid branch pad mode ", i.e., the pad is complete
Portion is made up of pad general steel plate 7, and its top surface or ground set copper sheet or rolled lead 8, to adapt to micro-deformation needs.
2. front-seat pad 6 is set at front-seat fulcrum, fulcrum requirement：
A, in view of front-seat pad 6 is fixed pad, slide block structure need to be set in front-seat pad 6, in order to which it is in temperature
Freely stretched under degree change condition.
B, front-seat pad 6, using " partially flexible branch pad mode ", i.e., pad cushion block by stiffness bearer (general steel plate 7) and
The two parts of rubber cushion blocks 9 form, and adapt to a small amount of compression.
C, two pieces of 80mm thickness rubber cushion blocks are respectively provided with front-seat pad 6, are easy to installation between Section 6 to adapt to one after padding
Fixed elastic compression.
D, after the 5th internode installation, front-seat pad 6 is carried out, total height about 300mm, after pad pad, its top is pre-
Certain clear height is stayed, with reference to shown in figure 4, the front-seat top surface of pad 6 and free cantilever erection leave gap between the bottom surface of steel truss girder 3.
3. with reference to shown in figure 2, steel trussed beam cantilever assembly is between Section 6 in Fig. 2.After taking above pad measure, it can be ensured that
Pad " is set up before completing " after completing between Section 6, between Section 7 in cantilever erection for steel truss girder and girder steel reaches the state of padding,
So as to which continuous pier pier top front and rear row pad stress be coordinated to arrive optimal section.With reference to shown in figure 5, the front-seat top surface of pad 6 and cantilever
Assembly is compacted between the bottom surface of steel truss girder 3.
Preferred embodiment of the present utility model is the foregoing is only, it is all at this not to limit the utility model
All any modification, equivalent and improvement made within the spirit and principle of utility model etc., should be included in the utility model
Protection domain within.
Claims (4)
- A kind of 1. pier top double pad cooperative bearing system during steel trussed beam cantilever assembly, it is characterised in that：Including having completed to construct It is a certain across steel truss girder, and some internodes of free cantilever erection is next across steel truss girder, next across steel truss girder and this is previous across steel Trusses handing-over position sets interim connection, front-seat in continuous Dun Dundingchu using front-seat pad and the double pad of heel row pad Pad and heel row pad are set by steel trussed beam cantilever assembly direction front and rear row, and front-seat pad is in the steel trussed beam cantilever of heel row pad The front in assembled direction；Heel row pad uses rigid branch pad mode, and front-seat pad uses partially flexible branch pad mode, and front-seat branch Pad top surface reserves certain clear height with steel truss soffit.
- 2. pier top double pad cooperative bearing system during steel trussed beam cantilever assembly as claimed in claim 1, it is characterised in that：Afterwards Pad is arranged in addition to top surface or bottom surface set copper plate or stereotype, remaining is by some steel plates or steel construction cushion block stacking composition.
- 3. pier top double pad cooperative bearing system during steel trussed beam cantilever assembly as claimed in claim 1, it is characterised in that：Before Row's pad is made up of some steel plates or the stacking of steel construction cushion block and rubber cushion blocks.
- 4. pier top double pad cooperative bearing system during steel trussed beam cantilever assembly as claimed in claim 1, it is characterised in that：Before Arrange pad top surface and reserve 1-2mm clear height with steel truss soffit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720516524.5U CN206887788U (en) | 2017-05-10 | 2017-05-10 | Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720516524.5U CN206887788U (en) | 2017-05-10 | 2017-05-10 | Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN206887788U true CN206887788U (en) | 2018-01-16 |
Family
ID=61341338
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201720516524.5U Expired - Fee Related CN206887788U (en) | 2017-05-10 | 2017-05-10 | Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN206887788U (en) |
-
2017
- 2017-05-10 CN CN201720516524.5U patent/CN206887788U/en not_active Expired - Fee Related
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2012031538A1 (en) | Three-truss continuous steel truss beam-pushing device and arrangement method thereof | |
| CN101435182B (en) | Steel bridge folding temporary locking method | |
| CN104533105B (en) | A kind of Strengthening by Steel-Packing post pre-applied force device | |
| CN105787183A (en) | Synthesis algorithm for determining reasonable finished-bridge cable force of cable-stayed bridge | |
| CN107034790A (en) | The method of Internal force of support is reduced during girder steel symmetric double free cantilever erection | |
| CN107988924B (en) | Steel-concrete composite girder bridge system conversion system and conversion method based on old bridge reconstruction | |
| CN108149591A (en) | Bridge superstructure deviation correcting device and method based on jack counter-force self-balancing | |
| CN208455499U (en) | Bridge superstructure deviation correcting device based on jack counter-force self-balancing | |
| CN206887788U (en) | Pier top double pad cooperative bearing system during steel trussed beam cantilever assembly | |
| CN104763161B (en) | Punched after a kind of reinforced concrete floor and add the construction method of beam reinforced structure | |
| CN110029591B (en) | Construction auxiliary device for beam bottom wedge-shaped block and using method thereof | |
| JP2000282413A (en) | Launching machine with deflection eliminator | |
| CN109056533B (en) | Method for determining bridge-forming cable force of cable cooperation system bridge | |
| CN106988228A (en) | Prestressed concrete continuous beam girder construction process | |
| RU2346878C2 (en) | Method for unloading deteriorating reinforced-concrete cantilevers | |
| CN106930196B (en) | Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly | |
| CN203546599U (en) | Pier-side bracket | |
| CN111451656B (en) | High-performance bridge steel Q690qE plate unit welding deformation control method | |
| CN205224266U (en) | Overlength super large area bottom plate post -cast strip structure | |
| CN101590579B (en) | Clamping device for rail butt welding | |
| CN110219234A (en) | Temperature self-adaptation tower Liang Shunqiao is to constant temperature reinforcing pull rod constrained procedure and system | |
| CN110172915A (en) | A kind of high tower shaped form crossbeam Joint Re-bar Construction | |
| CN109555021A (en) | It is a kind of without pre-buried, movable continuous beam 0# block bracket | |
| US4343123A (en) | Composite bridge with precompression system | |
| Kennedy et al. | Prestressed decks in continuous composite bridges |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20180116 Termination date: 20210510 |