CN106930196B - Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly - Google Patents
Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly Download PDFInfo
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- CN106930196B CN106930196B CN201710325861.0A CN201710325861A CN106930196B CN 106930196 B CN106930196 B CN 106930196B CN 201710325861 A CN201710325861 A CN 201710325861A CN 106930196 B CN106930196 B CN 106930196B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
- E01D21/105—Balanced cantilevered erection
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Abstract
The invention discloses a kind of double support pad cooperative bearing methods of pier top when steel trussed beam cantilever assembly, belong to technical field of bridge engineering；It is specifically included in during steel trussed beam cantilever assembly, by the way that row's heel row support pad is first arranged in continuous Dun Dundingchu, after the several internodes of free cantilever erection, the rule of development deformed with free cantilever erection, the front-seat support pad of second row is added in continuous pier pier top, it is not padded first when front-seat support pad installation, and reserved 1 gaps 2mm, as steel truss girder continues free cantilever erection, front-seat support pad is gradually compacted, and undertaken load is increasing, thus, two rows of support pads coordinate stress, the load undertaken to maximum cantilever assembly state two rows support pad is suitable, the stress of pier top regional structure when constructing so as to improve steel trussed beam cantilever, reduce construction risk.
Description
Technical field
The invention belongs to science of bridge building field more particularly to steel trussed beam cantilever are assembled.
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 holder free cantilever erection second across steel truss girder.Second
During across steel trussed beam cantilever assembly, one row's support pad is set in continuous pier pier top and is supported.
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 bears shearing caused by the dead weight of cantilever erection girder steel again, forms curved scissors combination, right
Structural system stress has an adverse effect.
Invention content
It is an object of the invention to：In view of the deficienciess of the prior art, proposing continuous when a kind of steel trussed beam cantilever assembly
The double support pad cooperative bearing adaptive approach of pier pier top, the double support pad of continuous Dun Dundingchu settings can be in steel truss girder in this method
Coordinate stress during free cantilever erection, and under maximum cantilever assembly state, realizes that two rows of support pad stress are substantially uniform, to change
The stress of pier top regional structure, reduces construction risk when kind steel trussed beam cantilever construction.
The object of the invention is realized by following technical proposals：
The double support pad cooperative bearing method of pier top, includes the following steps when a kind of steel trussed beam cantilever assembly：Constructing certain
One after steel truss girder, it is next across steel truss girder with should the setting of across steel truss girder handing-over position connect under simultaneously free cantilever erection one temporarily across steel truss
Liang Shi, by the way that row's heel row support pad is first arranged in continuous Dun Dundingchu, and in several sections of next across steel trussed beam cantilever assembly
Between after, then in continuous pier pier top add a row front row support pad, and front-seat support pad installation opportunity should be, and be provided only with heel row support pad
In the case of, if the maximum lower flexure strain value for calculating to generate with respect to heel row branch pad position at front-seat support pad is X, work as cantilever shalving
If after N number of internode, if opposite heel row branch pad position lower flexure strain value reaches 0.5X or more at front-seat support pad, setting up N
Start that front-seat support pad is installed after a internode；Front-seat support pad and heel row support pad are arranged by steel trussed beam cantilever assembly direction front and rear row, and
Front of the front-seat support pad in the steel trussed beam cantilever assembly direction of heel row support pad；Heel row support pad is using rigid branch pad mode, front row branch
Pad uses partially flexible branch pad mode, and certain clear height is reserved in front-seat support pad top surface with steel truss soffit.
Alternatively, using Support Method assembly first across steel truss girder, then in the second steel truss across steel truss girder and its later
Beam uses the free cantilever erection of the double support pad of front-seat support pad and heel row support pad.
Alternatively, heel row support pad is in addition to top surface or bottom surface setting copper plate or stereotype, remaining is by several steel plates or steel
Structure cushion block stacking composition.
Alternatively, front-seat support pad is made of several steel plates or the stacking of steel construction cushion block and rubber cushion blocks.
Alternatively, 1-2mm clear height is reserved in front-seat support pad top surface with steel truss soffit.
The foregoing main solution of the present invention and further alternatives thereof can be freely combined to form multiple schemes, be this
Invent the scheme that can be used and be claimed；And the present invention, between (each non conflicting selection) selection and between other selections
It can also be freely combined.Those skilled in the art, which can be illustrated after understanding the present invention program according to the prior art and common knowledge, to be had
Multiple combinations are the claimed technical solution of the present invention, do 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 must both bear the moment of flexure under steel truss girder great cantilever assembly state, bear to cut caused by the dead weight of cantilever erection girder steel again
Power forms curved scissors combination, has an adverse effect to structural system stress.In the prior art, in next across steel trussed beam cantilever assembly
In the process, row's support pad is arranged in continuous pier pier top to be supported.The single support pad stress is excessive, and as steel trussed beam cantilever is spelled
The increase of length is filled, cantilever deflection increases.If using the double support pad of front and rear row, the erection opportunity of newly-increased front-seat support pad
It is crucial, if support too early, may cause in most of load transfer to front-seat support pad so that front-seat support pad stress is excessive,
If supporting too late, it may cause most of load still in heel row support pad so that heel row support pad stress is excessive, only opportunity
Appropriately, the double support pad producing balanced forces of front and rear row could be realized, respectively share about 50% or so.As a result, when continuing free cantilever erection,
Reach double support pad counter-force dynamic equilibrium, realize " two rows of support pad realization cooperative bearings ", solves double at pier top in work progress
Support pad is arranged in the uniformity of the most unfavorable processing condition lower stress, and then pier top region steel truss girder stress when improving cantilever construction.
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 methods, 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
The interim connection of setting, realizes temporary continuation state, then in the case where not setting up holder free cantilever erection second across steel truss girder.
During second across steel trussed beam cantilever assembly first four internode, one row's support pad is only set in continuous pier pier top and is supported, i.e., only
Heel row support pad.Wherein, heel row support pad is using substantially " rigid branch pad mode " without compressive deformation, i.e., the support pad is all by steel plate group
At.
It is added in continuous pier pier top until after the completion of the 5th internode free cantilever erection as steel truss girder continues free cantilever erection forward
One row's support pad, i.e., (front-seat support pad uses " partially flexible branch pad mode " to front-seat support pad, i.e., support pad is by steel plate and rubber cushion blocks group
At adapting to a small amount of compressive deformation), front-seat support pad does not pad at this time, and the gaps 1-2mm are stayed between support pad and girder steel bottom surface；With
It steel truss girder and continues free cantilever erection forward, steel truss girder continues downwarp under Gravitative Loads at front-seat support pad, in free cantilever erection
It realizes during six, the seven internodes and is padded naturally at front-seat support pad, hereafter, front-seat support pad functions to, and shares continuous Dun Dun
Girder steel load at top.
As steel truss girder continues free cantilever erection, undertaken load is increasing at front-seat support pad, until free cantilever erection is 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 support pad is shared reaches maximum, and rear
It is suitable to arrange support pad, is achieved in, " double support pad coordination stress ", pier top regional structure when constructing so as to improve steel trussed beam cantilever
Stress reduces construction risk.
Beneficial effects of the present invention：Technical solution of the present invention is primarily adapted for use in the construction of continuous steel girder cantilever erection.Pass through
Continuous pier pier top double support pad cooperative bearing adaptive approach when steel trussed beam cantilever assembly, continuous Dun Dundingchu settings in this method
Double support pad can coordinate stress during steel trussed beam cantilever is assembled, and under maximum cantilever assembly state, realize two rows of branch
It is substantially uniform to pad stress, the stress of pier top regional structure when constructing so as to improve steel trussed beam cantilever reduces construction risk.
Description of the drawings
Heel row support 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 adding front-seat support 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 support pad is just installed in Fig. 2；
Fig. 5 is holding state schematic diagram of the front-seat support pad after steel truss girder continues assembled deformation compacting in Fig. 2；
Wherein 1-bridge pier, 2-have set up completion across steel truss girder, and 3-free cantilever erections connect temporarily across steel truss girder, 4-, and 5-
Heel row support pad, 6-front-seat support pads, 7-general steel plates, 8-copper sheets or rolled lead, 9-rubber cushion blocks, 10-thin stainless steels
Plate, 11-gaps.
Specific implementation mode
Following non-limiting examples are for illustrating the present invention.
3 bridge piers are shown shown in 5, in figure, two across be from left to right in steel truss girder, figure set up completion across
Steel truss girder 2 and free cantilever erection are free cantilever erection from left to right across the assembled direction of steel truss girder 3 across steel truss girder 3.A kind of steel truss girder is outstanding
The double support pad cooperative bearing method of pier top, includes the following steps when arm assembly：A certain (completion has been set up having constructed across steel truss girder
Across steel truss girder 2) after, it is next (to have set up and completed across steel truss girder 2) across steel truss girder with this across steel truss girder (free cantilever erection is across steel truss girder 3)
One when steel truss girder (free cantilever erection is across steel truss girder 3) under the interim connection 4 of handing-over position setting and free cantilever erection, by continuous pier
One row's heel row support pad 5 is first set, and after next several internodes of across steel trussed beam cantilever assembly, then in continuous Dun Dun at pier top
A row front row support pad 6 is added on top, and front-seat 6 installation opportunity of support pad should be, in the case where being provided only with heel row support pad 5, if meter
The maximum lower flexure strain value for calculating to generate with respect to 5 position of heel row support pad at front-seat support pad 6 is X, when the N number of internode of cantilever erection
Afterwards, if opposite 5 position lower flexure strain value of heel row support pad reaches 0.5X or more at front-seat support pad 6, after setting up n-th internode
Start that front-seat support pad 6 is installed；Front-seat support pad 6 and heel row support pad 5 are set by free cantilever erection across 3 free cantilever erection direction front and rear row of steel truss girder
It sets, and front-seat support pad 6 is in the front in the steel trussed beam cantilever assembly direction of heel row support pad 5；Heel row support pad 5 is using rigid support pad side
Formula, front-seat support pad 6 uses partially flexible branch pad mode, and front-seat 6 top surface of support pad reserves one with free cantilever erection across 3 bottom surface of steel truss girder
Determine clear height.
By taking across the steel truss erections of certain bridge 112m as an example, 10 internodes are often set altogether across steel truss girder, refering to what is shown in Fig. 1, Fig. 1
Middle free cantilever erection across 3 free cantilever erection of steel truss girder between Section 4, through analysis, in free cantilever erection across 3 cantilever erection process of steel truss girder
In, as cantilever lengthens, under conditions of continuous pier pier top only has the support of heel row support pad 5, girder steel will be with big outstanding at front-seat support pad 6
Arm support, which is set, to be gradually reduced, and amplification is apparent later between cantilever erection Section 5 for peak stress, in free cantilever erection between Section 10
When pier, pier top regional stress value reaches maximum rating.
If two rows of support pads are arranged in continuous pier pier top and make its uniform stressed, interim junction shearing will greatly reduce,
Front and back each internode stress will also make moderate progress.If but support too early, most of load transfer may be caused to preceding
Arrange support pad on, and if support too late, may cause most of load still in heel row support pad so that heel row support pad stress mistake
Greatly.
Fulcrum height difference and steel truss stress beam summary sheet when 1 heel row support pad of table individually supports
It is obtained from table 1：It has been more than half to add up deformation difference when setting up completion the 6th or 7 internode, at steel truss girder rear fulcrum
More than, and steel truss girder stress level is acceptable, at this point, in the case where being provided only with heel row support pad 5, (is calculated through theoretical calculation
Existing various methods well known in the art, such as most common finite element analysis Structure Calculation can be used in method) obtain front-seat support pad 6
The maximum lower flexure strain value that place is generated with respect to 5 position of heel row support pad is X, after 5 internodes of cantilever erection, at front-seat support pad 6
Opposite 5 position lower flexure strain value of heel row support pad reaches 0.5X or more；Therefore it may be selected before 6 or 7 internodes set up completion in steel
Padded using rubber cushion blocks at the fulcrum of beam front end, can meet support pad force request, in reduction before pier steel truss girder peak stress.It adopts
After taking measure, analysis pads (no deformation) completely by between erection Section 7, and the results are shown in Table 2, and each reaction of supports is in maximum
Reach when cantilever assume to calculate with front uniform stressed with, stress level it is almost the same.
Front row support pad pads rear each internode and sets up stressing conditions when being set up between 2 Section 7 of table
According to the above analysis, after the completion of being set up after the completion of erection between Section 6 or between Section 7, carry out rigid at front-seat support pad
Property pad, to front and rear row support pad load distribute it is the most advantageous, steel truss stress beam is in kilter at this time, meets specification and wants
It asks.Therefore, emphasis is taken measures in work progress, it is ensured that rigid support pad after the completion of erection between Section 6, between Section 7 " setting up
Before completion " reach compacting loaded state.Specific control method is as follows：
1. heel row support pad 5 is contour to be inserted into the 5th internode；Heel row support pad 5, using " rigid branch pad mode ", i.e., the support pad is complete
Portion is made of support pad general steel plate 7, and copper sheet or rolled lead 8 is arranged in top surface or ground, to adapt to micro-deformation needs.
2. front-seat support pad 6 is arranged at front-seat fulcrum, fulcrum requirement：
A, it is fixed support pad in view of front-seat support pad 6, slide block structure need to be set in front-seat support pad 6, in order to which it is in temperature
It freely stretches under degree change condition.
B, front-seat support pad 6, using " partially flexible branch pad mode ", i.e., support pad cushion block by stiffness bearer (general steel plate 7) and
9 two parts of rubber cushion blocks form, and adapt to a small amount of compressive deformation.
C, two pieces of 80mm thickness rubber cushion blocks are respectively provided at front-seat support pad 6, one is adapted to after being padded convenient for installation is complete between Section 6
Fixed elastic compression.
D, the 5th internode be after installation is complete, carries out front-seat support pad 6, total height about 300mm, and after support pad pad, top is pre-
Certain clear height is stayed, refering to what is shown in Fig. 4, there are gaps between 3 bottom surface of steel truss girder for front-seat 6 top surface of support pad and free cantilever erection.
3. refering to what is shown in Fig. 2, steel trussed beam cantilever assembly is between Section 6 in Fig. 2.After taking the above support pad measure, it can be ensured that
Support 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,
To coordinate continuous pier pier top front and rear row support pad stress to best section.Refering to what is shown in Fig. 5, front-seat 6 top surface of support pad and cantilever
Assembly is compacted between 3 bottom surface of steel truss girder.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
All any modification, equivalent and improvement etc., should all be included in the protection scope of the present invention made by within refreshing and principle.
Claims (5)
1. a kind of pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly, it is characterised in that include the following steps：
It has constructed a certain after steel truss girder, it is next to be connect temporarily and under free cantilever erection across steel truss girder with across steel truss girder handing-over position setting is somebody's turn to do
One it is across steel truss girder when, by the way that row's heel row support pad is first arranged in continuous Dun Dundingchu, and in next across steel trussed beam cantilever assembly
After several internodes, then in continuous pier pier top add a row front row support pad, and front-seat support pad installation opportunity should be, and be provided only with
In the case of heel row support pad, if the maximum lower flexure strain value for calculating to generate with respect to heel row branch pad position at front-seat support pad is X,
After cantilever erection N number of internode, if opposite heel row branch pad position lower flexure strain value reaches 0.5X or more at front-seat support pad,
After setting up n-th internode start that front-seat support pad is installed；Front-seat support pad and heel row support pad press steel trussed beam cantilever assembly direction front and rear row
Setting, and front-seat support pad is in the front in the steel trussed beam cantilever assembly direction of heel row support pad；Heel row support pad uses rigid branch pad mode,
Front-seat support pad uses partially flexible branch pad mode, and certain clear height is reserved in front-seat support pad top surface with steel truss soffit.
2. pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly as described in claim 1, it is characterised in that：It adopts
With Support Method assembly first across steel truss girder, then in the second steel truss girder across steel truss girder and its later using front-seat support pad and heel row
The free cantilever erection of the double support pad of support pad.
3. pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly as described in claim 1, it is characterised in that：Afterwards
Support pad is arranged outside top surface setting copper plate or stereotype or bottom surface setting copper plate or stereotype, remaining is by several steel plates or steel
Structure cushion block stacking composition.
4. pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly as described in claim 1, it is characterised in that：Before
Row's support pad is made of several steel plates and rubber cushion blocks stacking, or is made of steel construction cushion block and rubber cushion blocks stacking.
5. pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly as described in claim 1, it is characterised in that：Before
It arranges support pad top surface and reserves 1-2mm clear height with steel truss soffit.
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| CN201710325861.0A CN106930196B (en) | 2017-05-10 | 2017-05-10 | Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly |
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| CN201710325861.0A CN106930196B (en) | 2017-05-10 | 2017-05-10 | Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly |
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| CN106930196B true CN106930196B (en) | 2018-08-24 |
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Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1359392A1 (en) * | 1986-06-04 | 1987-12-15 | Центральный научно-исследовательский и проектный институт строительных металлоконструкций им.Н.П.Мельникова | Multispan bridge |
| CA1311094C (en) * | 1989-07-12 | 1992-12-08 | Gamil S. Tadros | Bridge construction |
| CN100543235C (en) * | 2007-10-16 | 2009-09-23 | 中铁大桥局集团第四工程有限公司 | The method and system of erecting steel trusses by stay cable auxiliary complete cantilever |
| CN102121234B (en) * | 2011-04-23 | 2012-04-04 | 中铁三局集团有限公司 | Quick construction method of two-tower five-span steel truss girder cable-stayed bridge |
| CN105256728B (en) * | 2015-09-02 | 2017-09-15 | 中铁大桥局集团有限公司 | A kind of cantilever erection method of the Chinese human relations formula steel truss girder of cable-stayed bridge |
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Effective date of registration: 20210902 Address after: 241009 R & D Center (buildings 4 and 5), No. 17-8 Fumin Road, Jiujiang Economic Development Zone, Jiujiang District, Wuhu City, Anhui Province Patentee after: CCCC SHEC FOURTH ENGINEERING Co.,Ltd. Patentee after: The Second Harbor Engineering Co. Patentee after: CCCC HIGHWAY BRIDGES NATIONAL ENGINEERING RESEARCH CENTER Co.,Ltd. Address before: 241009 Building 1, West Side of Innovation Road, Jiujiang Economic Development Zone, Wuhu City, Anhui Province Patentee before: CCCC SHEC FOURTH ENGINEERING Co.,Ltd. Patentee before: The Second Harbor Engineering Co. |