CN106930196A - Pier top double pad cooperative bearing method when steel trussed beam cantilever is assembled - Google Patents
Pier top double pad cooperative bearing method when steel trussed beam cantilever is assembled Download PDFInfo
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- CN106930196A CN106930196A CN201710325861.0A CN201710325861A CN106930196A CN 106930196 A CN106930196 A CN 106930196A CN 201710325861 A CN201710325861 A CN 201710325861A CN 106930196 A CN106930196 A CN 106930196A
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- pad
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- cantilever
- truss girder
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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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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses pier top double pad cooperative bearing method during a kind of assembly of steel trussed beam cantilever, belong to technical field of bridge engineering；It is specifically included in during steel trussed beam cantilever assembly, by in continuous Dun Dundingchu, one row's heel row pad is first set, after the several internodes of free cantilever erection, with the rule of development that free cantilever erection deforms, the front-seat pad of second row is set up in continuous pier pier top, do not padded first when front-seat pad is installed, and reserved 1 2mm gaps, as steel truss girder continues free cantilever erection, front-seat pad is gradually compacted, and undertaken load is increasing, thus, two row's pads coordinate stress, the load undertaken to the maximum cantilever assembly row's pad of 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
It is assembled the invention belongs to science of bridge building field, more particularly to steel trussed beam cantilever.
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 support is not set up free cantilever erection second across steel truss girder.Second
During across steel trussed beam cantilever assembly, one row's 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 the shearing that the deadweight of cantilever erection girder steel causes again, forms curved scissors combination, right
Structural system stress has a negative impact.
The content of the invention
It is an object of the invention to：In view of the shortcomings of the prior art, it is continuous when proposing that a kind of steel trussed beam cantilever is assembled
The double pad cooperative bearing adaptive approach of pier pier top, the double pad that continuous Dun Dundingchu is set in the method can be in steel truss girder
Coordinate stress during free cantilever erection, and under maximum cantilever assembly state, realize that two row's pad stress are substantially uniform, so as to change
The stress of pier top regional structure, reduces construction risk when kind steel trussed beam cantilever is constructed.
The object of the invention is realized by following technical proposals：
A kind of pier top double pad cooperative bearing method when steel trussed beam cantilever is assembled, comprises the following steps：Constructing certain
One across after steel truss girder, and next across steel truss girder, and across steel truss girder handing-over position setting is connected temporarily and free cantilever erection is next across steel truss
Liang Shi, row's heel row pad is first set by continuous Dun Dundingchu, and in several sections of next across steel trussed beam cantilever assembly
Between after, then set up row front row pad in continuous pier pier top, and front-seat pad is installed opportunity and be should be, and is being provided only with heel row pad
In the case of, if it is X to calculate the maximum lower flexure strain value produced with respect to heel row branch pad position at front-seat pad, work as cantilever shalving
If after N number of internode, if relative heel row branch pad position lower flexure strain value reaches 0.5X or more at front-seat pad, setting up N
Start that front-seat pad is installed after individual internode；Front-seat pad and heel row pad are pressed steel trussed beam cantilever assembly direction front and rear row and are set, and
Front of the front-seat pad in the steel trussed beam cantilever assembly direction of heel row pad；Heel row pad is using rigid branch pad mode, front row branch
Pad uses partially flexible branch pad mode, and front-seat pad top surface reserves certain clear height 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 afterwards
Beam is using front-seat pad and the free cantilever erection of the double pad of heel row pad.
Alternatively, in addition to top surface or bottom surface set copper plate or stereotype, remaining is by some steel plates or steel for heel row pad
Structure cushion block stacking composition.
Alternatively, front-seat pad is made up of some steel plates or steel construction cushion block and rubber cushion blocks stacking.
Alternatively, front-seat pad top surface and the reserved 1-2mm clear height in steel truss soffit.
Foregoing main scheme of the invention and its each further selection scheme can be this with independent assortment to form multiple schemes
Invention can be used and claimed scheme；And the present invention, between (each non conflicting selection) selection and and other selections between
Can also independent assortment.Those skilled in the art can understand have after the present invention program is understood according to prior art and common knowledge
Multiple combination, is claimed technical scheme of the invention, and exhaustion is not done herein.
The course of work is：Free cantilever erection is next across steel truss girder and previous across the steel truss girder company for having constructed at continuous pier pier top
Socket part position, must both bear steel truss girder great cantilever assembly state under moment of flexure, bear again cantilever erection girder steel deadweight cause cut
Power, forms curved scissors combination, has a negative impact to structural system stress.In the prior art, in next across steel trussed beam cantilever assembly
During, one row's pad is set in continuous pier pier top and is supported.The single pad stress is excessive, and as steel trussed beam cantilever is spelled
The increase of length is filled, its cantilever deflection is increased.If using the double pad of front and rear row, the erection opportunity of the front-seat pad for increasing newly
It is crucial, if support too early, may cause most of load transfer to front-seat pad so that front-seat pad stress is excessive,
If supporting too late, may cause most of load still in heel row pad so that heel row pad stress is excessive, only opportunity
Appropriately, the double pad producing balanced forces of front and rear row could be realized, about 50% or so is each shared.Thus, when free cantilever erection is continued,
Reach double pad counter-force dynamic equilibrium, realize " two row's pads realize cooperative bearing ", solve double at pier top in work progress
Arrange uniformity of the pad in the most unfavorable processing condition lower stress, and then pier top region steel truss girder stress when improving cantilever construction.
By taking certain bridge across steel truss erections of 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 set up and complete first across after steel truss girder, by second across steel truss girder and the first across steel truss girder handing-over position
Interim connection is set, temporary continuation state is realized, then in the case where support is not set up free cantilever erection second across steel truss girder.
During second across steel trussed beam cantilever preceding four internodes of assembly, one row's pad is only set in continuous pier pier top and is supported, i.e., only
Heel row pad.Wherein, using " the rigid branch pad mode " substantially without compression, i.e., the pad is all by steel plate group for heel row pad
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 being padded naturally at front-seat pad during six, the seven internodes, hereafter, front-seat pad is functioned 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
Row's pad quite, is achieved in, " double pad coordination stress ", so as to improve pier top regional structure when steel trussed beam cantilever is constructed
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 pad cooperative bearing adaptive approach when steel trussed beam cantilever is assembled, continuous Dun Dundingchu is set in the method
Double pad can coordinate stress during steel trussed beam cantilever assembly, and under maximum cantilever assembly state, realize two row's branch
Pad stress is substantially uniform, so as to improve the stress of pier top regional structure when steel trussed beam cantilever is constructed, reduces construction 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 assembled support stress schematic diagram when front-seat pad is set up after certain internode of steel trussed beam cantilever；
Fig. 3 is steel trussed beam cantilever assembled to the double bolster support stress schematic diagram under 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 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.
Specific embodiment
Following non-limiting examples are used to illustrate the present invention.
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 are from left to right free cantilever erection across the assembled direction of steel truss girder 3 across steel truss girder 3.A kind of steel truss girder hangs
Pier top double pad cooperative bearing method when arm is assembled, comprises the following steps：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 complete across steel truss girder 2) across steel truss girder with this across steel truss girder (free cantilever erection is across steel truss girder 3)
Handing-over 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 pier
One row's heel row pad 5 is first set at pier top, and after next several internodes of across steel trussed beam cantilever assembly, then in continuous Dun Dun
Row front row pad 6 is set up on top, and the front-seat installation opportunity of pad 6 should be, in the case where heel row pad 5 is provided only with, if meter
The maximum lower flexure strain value for calculating to be produced with respect to the position of heel row pad 5 at front-seat pad 6 is X, when the N number of internode of cantilever erection
Afterwards, if the relative position lower flexure strain value of heel row pad 5 reaches 0.5X or more at front-seat pad 6, after n-th internode is set up
Start that front-seat pad 6 is installed；Front-seat pad 6 and heel row pad 5 are set by free cantilever erection across the free cantilever erection direction front and rear row of steel truss girder 3
Put, and front-seat pad 6 is in the front in the steel trussed beam cantilever assembly direction of heel row pad 5；Heel row pad 5 is using rigid pad side
Formula, front-seat pad 6 uses partially flexible branch pad mode, and the front-seat top surface of pad 6 reserves one with free cantilever erection across the bottom surface of steel truss girder 3
Determine clear height.
By taking certain bridge across steel truss erections of 112m as an example, 10 internodes, with reference to shown in Fig. 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 is lengthened, 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 sets and gradually reduces, and peak stress later amplification between cantilever erection Section 5 is obvious, 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 be greatly reduced,
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
Row 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 is individually supported
Drawn from table 1：Add up deformation difference when the 6th or 7 internode of completion is set up, at steel truss girder rear fulcrum and exceed half
More than, and steel truss girder stress level is acceptable, now, in the case where heel row pad 5 is provided only with, (is calculated through theoretical calculation
Method can be using existing various methods well known in the art, such as the most frequently used finite element analysis Structure Calculation) obtain front-seat pad 6
The maximum lower flexure strain value that place produces with respect to the position of heel row pad 5 is X, after 5 internodes of cantilever erection, at front-seat pad 6
0.5X or more is reached 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 using rubber cushion blocks at the fulcrum of beam front end, pad force request can be met, in reduction before pier steel truss girder peak stress.Adopt
After taking measure, analysis pads (without deformation) completely by between erection Section 7, and as a result as shown in table 2, each reaction of supports is in maximum
Reached during cantilever with stress level assumes the basically identical of calculating with above uniform stressed.
Front-seat pad pads rear each internode and sets up stressing conditions when being set up between the Section 7 of table 2
Analyzed according to more than, after the completion of being set up after the completion of being set up between Section 6 or between Section 7, carried out firm at front-seat pad
Property pad, the most favourable to the distribution of front and rear row pad load, now steel truss stress beam is in kilter, and meeting specification will
Ask.Therefore, emphasis is taken measures in work progress, it is ensured that rigid pad " is setting 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 is 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, fulcrum requirement are set at front-seat fulcrum：
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 it 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 are constituted, and adapt to a small amount of compression.
Two pieces of 80mm thickness rubber cushion blocks are respectively provided with C, front-seat pad 6, are easy to installation between Section 6 to adapt to one after padding
Fixed elastic compression.
After D, the 5th internode installation, front-seat pad 6 is carried out, total height about 300mm is pre- at the top of it after pad pad
Certain clear height is stayed, with reference to shown in Fig. 4, the top surface of front-seat pad 6 and free cantilever erection leave gap between the bottom surface of steel truss girder 3.
3. with reference to shown in Fig. 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 continuous pier pier top front and rear row pad stress be coordinated to optimal interval.With reference to shown in Fig. 5, the top surface of front-seat pad 6 and cantilever
Assembly is compacted between the bottom surface of steel truss girder 3.
Presently preferred embodiments of the present invention is the foregoing is only, is not intended to limit the invention, it is all in essence of the invention
Any modification, equivalent and improvement made within god and principle etc., should be included within the scope of the present invention.
Claims (5)
1. a kind of pier top double pad cooperative bearing method when steel trussed beam cantilever is assembled, it is characterised in that comprise the following steps：
Construct a certain across after steel truss girder, it is next that interim connection and under free cantilever erection is set with across steel truss girder handing-over position is somebody's turn to do across steel truss girder
One it is across steel truss girder when, one row's heel row pad is first set by continuous Dun Dundingchu, and in next across steel trussed beam cantilever assembly
After several internodes, then row front row pad is set up in continuous pier pier top, and front-seat pad installation opportunity should be, and be provided only with
In the case of heel row pad, if it is X to calculate the maximum lower flexure strain value produced with respect to heel row branch pad position at front-seat pad,
After cantilever erection N number of internode, if relative heel row branch pad position lower flexure strain value reaches 0.5X or more at front-seat pad,
After setting up n-th internode start that front-seat pad is installed；Front-seat pad and heel row pad press steel trussed beam cantilever assembly direction front and rear row
Set, 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,
Front-seat pad uses partially flexible branch pad mode, and front-seat pad top surface reserves certain clear height with steel truss soffit.
2. pier top double pad cooperative bearing method when steel trussed beam cantilever as claimed in claim 1 is assembled, it is characterised in that：Adopt
With Support Method assembly first across steel truss girder, then in the second steel truss girder across steel truss girder and its afterwards using front-seat pad and heel row
The free cantilever erection of the double pad of pad.
3. pier top double pad cooperative bearing method when steel trussed beam cantilever as claimed in claim 1 is assembled, it is characterised in that：Afterwards
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 for row's pad.
4. pier top double pad cooperative bearing method when steel trussed beam cantilever as claimed in claim 1 is assembled, it is characterised in that：Before
Row's pad is made up of some steel plates or steel construction cushion block and rubber cushion blocks stacking.
5. pier top double pad cooperative bearing method when steel trussed beam cantilever as claimed in claim 1 is assembled, it is characterised in that：Before
Row's pad top surface and the reserved 1-2mm clear height in steel truss soffit.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710325861.0A CN106930196B (en) | 2017-05-10 | 2017-05-10 | Pier top double support pad cooperative bearing method when steel trussed beam cantilever assembly |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| 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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| CN106930196A true CN106930196A (en) | 2017-07-07 |
| CN106930196B CN106930196B (en) | 2018-08-24 |
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Citations (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 |
| US5072474A (en) * | 1989-07-12 | 1991-12-17 | Dilger Walter H | Bridge construction |
| CN101139821A (en) * | 2007-10-16 | 2008-03-12 | 中铁大桥局集团第四工程有限公司 | Method and system for erecting steel trusses by stay cable auxiliary complete cantilever |
| CN102121234A (en) * | 2011-04-23 | 2011-07-13 | 中铁三局集团有限公司 | Quick construction method of two-tower five-span steel truss girder cable-stayed bridge |
| CN105256728A (en) * | 2015-09-02 | 2016-01-20 | 中铁大桥局集团有限公司 | Cable-stayed bridge warren steel truss cantilever erection method |
-
2017
- 2017-05-10 CN CN201710325861.0A patent/CN106930196B/en active Active
Patent Citations (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 |
| US5072474A (en) * | 1989-07-12 | 1991-12-17 | Dilger Walter H | Bridge construction |
| CN101139821A (en) * | 2007-10-16 | 2008-03-12 | 中铁大桥局集团第四工程有限公司 | Method and system for erecting steel trusses by stay cable auxiliary complete cantilever |
| CN102121234A (en) * | 2011-04-23 | 2011-07-13 | 中铁三局集团有限公司 | Quick construction method of two-tower five-span steel truss girder cable-stayed bridge |
| CN105256728A (en) * | 2015-09-02 | 2016-01-20 | 中铁大桥局集团有限公司 | Cable-stayed bridge warren steel truss cantilever erection method |
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| CN106930196B (en) | 2018-08-24 |
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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. |
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