CN110904842A - Slideway beam reaction frame for adjusting linear deviation of steel truss beam and using method thereof - Google Patents
Slideway beam reaction frame for adjusting linear deviation of steel truss beam and using method thereof Download PDFInfo
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- CN110904842A CN110904842A CN201911115997.4A CN201911115997A CN110904842A CN 110904842 A CN110904842 A CN 110904842A CN 201911115997 A CN201911115997 A CN 201911115997A CN 110904842 A CN110904842 A CN 110904842A
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- steel truss
- plate
- jack
- reaction frame
- truss girder
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 69
- 239000010959 steel Substances 0.000 title claims abstract description 69
- 238000006243 chemical reaction Methods 0.000 title claims abstract description 24
- 238000000034 method Methods 0.000 title claims abstract description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 16
- 239000004575 stone Substances 0.000 claims description 11
- -1 polytetrafluoroethylene Polymers 0.000 claims description 8
- 229920001343 polytetrafluoroethylene Polymers 0.000 claims description 8
- 239000004810 polytetrafluoroethylene Substances 0.000 claims description 8
- 239000010425 asbestos Substances 0.000 claims description 4
- 239000004519 grease Substances 0.000 claims description 4
- 230000001050 lubricating effect Effects 0.000 claims description 4
- 229910052895 riebeckite Inorganic materials 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 7
- 230000000694 effects Effects 0.000 abstract description 5
- 239000000463 material Substances 0.000 abstract description 5
- 238000009434 installation Methods 0.000 abstract description 3
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000003139 buffering effect Effects 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000006978 adaptation Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
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Classifications
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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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a slideway beam reaction frame for adjusting linear deviation of a steel truss beam and a using method thereof. The steel truss girder deviation correcting device utilizes the transverse jack to correct the deviation of the steel truss girder, simplifies the deviation correcting process, reduces the labor and material consumption, and improves the construction economy; the flexibility is high, and the deviation rectifying effect is good; the installation and the disassembly are convenient and quick, and the overall appearance of the pier top structure is not influenced.
Description
Technical Field
The invention relates to the technical field of steel truss girder erection construction, in particular to a slideway girder reaction frame for adjusting linear deviation of a steel truss girder and a using method thereof.
Background
The steel truss combined beam bridge has the advantages of large span, attractive appearance, simple construction process and the like, and is widely applied to highway and railway dual-purpose bridge engineering for crossing river, sea and existing roads.
At present, in the construction of steel truss combined beam bridges across rivers and sea, steel truss beam members are mostly assembled integrally in sections by large-scale floating cranes or assembled by cantilevers of single member members, and large deviation displacement is easy to generate under the action of stress, temperature difference and the like due to large span of the steel truss beams, and continuous adjustment is needed.
The traditional steel truss girder linear deviation rectifying method mainly adopts the method of embedding a reaction frame in the pier top or taking the pier top anti-seismic stop block as the reaction frame, and the method is adopted for adjustment, so that a plurality of components are required to be embedded in the pier top, and the method has the following defects:
1) the process is complicated, the labor and materials are consumed, and the economy is poor;
2) the jack is relatively fixed in position, and the deviation rectifying effect is poor;
3) after the deviation correction is finished, the embedded components need to be cut off, and the overall appearance of the pier top structure is affected.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a slideway beam reaction frame for adjusting the linear deviation of a steel truss beam and a using method thereof.
In order to achieve the purpose, the invention adopts the following technical scheme:
the utility model provides a slide roof beam reaction frame is used in adjustment of steel truss girder line type deviation, comprising a base plate, the bottom plate top has set firmly the slide, the slide top slides and is equipped with a plurality of cushion, the cushion top is equipped with vertical jack, be equipped with anti-skidding backing plate between vertical jack and the cushion, the bottom plate top is located the slide both ends and is equipped with at least one horizontal jack that is used for adjusting cushion horizontal position respectively, the bottom plate top is located the horizontal jack outside and sets firmly and is used for carrying out spacing curb plate to horizontal jack, horizontal jack and corresponding curb plate butt.
Preferably, the bottom plate is provided with limiting plates at two ends of the sliding plate for fixing the sliding plate.
Preferably, the sliding plate is a polytetrafluoroethylene plate, and the upper surface of the sliding plate is provided with a lubricating grease layer.
Preferably, the number of the cushion blocks is two, and the vertical jacks on the two cushion blocks are located right below the steel truss girder.
Preferably, the number of the transverse jacks at the two ends of the sliding plate is one.
Preferably, the antiskid backing plate is an asbestos mesh or a sandwich rubber plate.
Preferably, be equipped with two reinforcing plates between two blocks of curb plates, the both ends of reinforcing plate respectively with two curb plate fixed connection, the junction of curb plate and reinforcing plate is located the tip of curb plate, reinforcing plate bottom and bottom plate fixed connection.
A use method of a slideway beam reaction frame for adjusting linear deviation of a steel truss beam comprises the following specific steps:
step one, placing a steel truss girder on a cushion stone support on the pier top, wherein the cushion stone support supports the whole weight of the steel truss girder;
step two, arranging two rows or a plurality of rows of reaction frames on the pier top according to the structure and the weight of the steel truss girder, and aligning the central line of the sliding plate with the corresponding longitudinal girder of the steel truss girder along the bridge direction;
lifting the vertical jack to enable the top of the vertical jack to be in contact with the steel truss girder and jack the steel truss girder so as to enable the steel truss girder to be separated from the base stone support;
adjusting the transverse position of the cushion block on the sliding plate through a transverse jack to correct the linear deviation of the steel truss girder;
and step five, lowering the vertical jack after the deviation correction is finished, and putting the vertical jack back to the cushion support.
Preferably, before the vertical jack is lifted in the third step, the contact area between the vertical jack and the bottom surface of the steel truss girder is increased by arranging a jack head or increasing a base plate.
The invention has the beneficial effects that:
1) the steel truss girder deviation correcting device utilizes the transverse jack to correct the deviation of the steel truss girder, simplifies the deviation correcting process, reduces the labor and material consumption, and improves the construction economy;
2) the invention has higher flexibility and better deviation rectifying effect;
3) the pier top structure is convenient and quick to mount and dismount, and the overall appearance of the pier top structure is not influenced.
Drawings
FIG. 1 is a top view of the present invention;
FIG. 2 is a cross-sectional view taken at A-A of FIG. 1;
FIG. 3 is a front view of the present invention in use;
FIG. 4 is a top plan view of the present invention in use;
in the figure: 1-a bottom plate; 2, sliding plates; 21-a limiting plate; 3-cushion block; 4-vertical jack; 5-antiskid backing plate; 6-a transverse jack; 7-side plate; 71-a reinforcement plate; 8-steel truss girder; 9-heading top; 10-a pad support;
the following detailed description will be made in conjunction with embodiments of the present invention with reference to the accompanying drawings.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
example one
As shown in the figure, a slide roof beam reaction frame is used in adjustment of steel longeron line type deviation, including bottom plate 1, 1 top of bottom plate has set firmly slide 2, 2 top slips of slide are equipped with a plurality of cushions 3, 3 tops of cushion are equipped with vertical jack 4, be equipped with skid-resistant backing plate 5 between vertical jack 4 and the cushion 3, 1 top of bottom plate is located 2 both ends of slide and is equipped with at least one horizontal jack 6 that is used for adjusting 3 horizontal position of cushion respectively, 1 top of bottom plate is located 6 outsides of horizontal jack and has set firmly and be used for carrying out spacing curb plate 7 to horizontal jack 6, horizontal jack 6 and corresponding 7 butts of curb plate.
Preferably, limiting plates 21 for fixing the sliding plate 2 are fixedly arranged at two ends of the sliding plate 2 on the bottom plate 1.
Preferably, the sliding plate 2 is a polytetrafluoroethylene plate and the upper surface is provided with a lubricating grease layer.
Preferably, the number of the cushion blocks 3 is two, and the vertical jacks 4 on the two cushion blocks 3 are both positioned right below the longitudinal beam of the steel truss girder 8.
Preferably, the number of the transverse jacks 6 at both ends of the sliding plate 2 is one.
Preferably, the anti-slip backing plate 5 is a sandwich rubber plate, and plays a role in buffering pressure and increasing friction coefficient.
Preferably, two reinforcing plates 71 are arranged between the two side plates 7, two ends of each reinforcing plate 71 are fixedly connected with the two side plates 7 respectively, the joint of each side plate 7 and each reinforcing plate 71 is located at the end of each side plate 7, and the bottom of each reinforcing plate 71 is fixedly connected with the bottom plate 1.
When the invention is used, the concrete steps are as follows:
step one, a steel truss girder 8 is placed on a pad stone support 10 on a pier top 9, and the pad stone support 10 supports the whole weight of the steel truss girder 8;
step two, arranging double rows or multiple rows of reaction frames on the pier top 9 according to the structure and the weight of the steel truss girder 8, and aligning the central line of the sliding plate 2 with the longitudinal girder of the corresponding steel truss girder 8 along the bridge direction central line;
step three, lifting the vertical jack 4 to enable the top of the vertical jack 4 to be in contact with the steel truss girder 8 and jack the vertical jack up to enable the vertical jack to be separated from the base block support 10;
adjusting the transverse position of the cushion block 3 on the sliding plate 2 through the transverse jack 6, wherein the friction coefficient between the cushion block 3 and the polytetrafluoroethylene plate is far smaller than that between the cushion block 3 and the sandwich rubber plate, and under the action of the transverse jack 6, the cushion block 3 generates transverse displacement relative to the polytetrafluoroethylene plate, so that the steel truss girder 8 moves along with the jack 6, and the linear deviation correction of the steel truss girder 8 is realized;
and step five, lowering the vertical jack 4 after the deviation correction is finished, and putting the vertical jack back to the cushion support 10.
Preferably, before the vertical jack 4 is lifted in the third step, the contact area between the vertical jack 4 and the bottom surface of the steel truss girder 8 is increased by arranging a jack head or increasing a base plate.
The steel truss girder 8 is corrected by the transverse jack 6, so that the correction process is simplified, the labor and material consumption is reduced, and the construction economy is improved; the flexibility is high, and the deviation rectifying effect is good; the installation and the disassembly are convenient and quick, and the overall appearance of the pier top structure is not influenced.
Example two
As shown in the figure, a slide roof beam reaction frame is used in adjustment of steel longeron line type deviation, including bottom plate 1, 1 top of bottom plate has set firmly slide 2, 2 top slips of slide are equipped with a plurality of cushions 3, 3 tops of cushion are equipped with vertical jack 4, be equipped with skid-resistant backing plate 5 between vertical jack 4 and the cushion 3, 1 top of bottom plate is located 2 both ends of slide and is equipped with at least one horizontal jack 6 that is used for adjusting 3 horizontal position of cushion respectively, 1 top of bottom plate is located 6 outsides of horizontal jack and has set firmly and be used for carrying out spacing curb plate 7 to horizontal jack 6, horizontal jack 6 and corresponding 7 butts of curb plate.
Preferably, limiting plates 21 for fixing the sliding plate 2 are fixedly arranged at two ends of the sliding plate 2 on the bottom plate 1.
Preferably, the sliding plate 2 is a polytetrafluoroethylene plate and the upper surface is provided with a lubricating grease layer.
Preferably, the number of the cushion blocks 3 is two, and the vertical jacks 4 on the two cushion blocks 3 are both positioned right below the longitudinal beam of the steel truss girder 8.
Preferably, the number of the transverse jacks 6 at both ends of the sliding plate 2 is one.
Preferably, the anti-skid backing plate 5 is an asbestos mesh, and plays a role in buffering pressure and increasing friction coefficient.
Preferably, two reinforcing plates 71 are arranged between the two side plates 7, two ends of each reinforcing plate 71 are fixedly connected with the two side plates 7 respectively, the joint of each side plate 7 and each reinforcing plate 71 is located at the end of each side plate 7, and the bottom of each reinforcing plate 71 is fixedly connected with the bottom plate 1.
When the invention is used, the concrete steps are as follows:
step one, a steel truss girder 8 is placed on a pad stone support 10 on a pier top 9, and the pad stone support 10 supports the whole weight of the steel truss girder 8;
step two, arranging double rows or multiple rows of reaction frames on the pier top 9 according to the structure and the weight of the steel truss girder 8, and aligning the central line of the sliding plate 2 with the longitudinal girder of the corresponding steel truss girder 8 along the bridge direction central line;
step three, lifting the vertical jack 4 to enable the top of the vertical jack 4 to be in contact with the steel truss girder 8 and jack the vertical jack up to enable the vertical jack to be separated from the base block support 10;
adjusting the transverse position of the cushion block 3 on the sliding plate 2 through the transverse jack 6, wherein the friction coefficient between the cushion block 3 and the polytetrafluoroethylene plate is far smaller than that between the cushion block 3 and the asbestos gauge, and under the action of the transverse jack 6, the cushion block 3 generates transverse displacement relative to the polytetrafluoroethylene plate, so that the steel truss girder 8 moves along with the jack 6, and the linear deviation correction of the steel truss girder 8 is realized;
and step five, lowering the vertical jack 4 after the deviation correction is finished, and putting the vertical jack back to the cushion support 10.
Preferably, before the vertical jack 4 is lifted in the third step, the contact area between the vertical jack 4 and the bottom surface of the steel truss girder 8 is increased by arranging a jack head or increasing a base plate.
The steel truss girder 8 is corrected by the transverse jack 6, so that the correction process is simplified, the labor and material consumption is reduced, and the construction economy is improved; the flexibility is high, and the deviation rectifying effect is good; the installation and the disassembly are convenient and quick, and the overall appearance of the pier top structure is not influenced.
The invention has been described in connection with the accompanying drawings, it is to be understood that the invention is not limited to the specific embodiments disclosed, but is intended to cover various modifications, adaptations or uses of the invention, and all such modifications and variations are within the scope of the invention.
Claims (9)
1. The utility model provides a slide roof beam reaction frame is used in adjustment of steel truss girder line type deviation, including bottom plate (1), a serial communication port, bottom plate (1) top has set firmly slide (2), slide (2) top slides and is equipped with a plurality of cushion (3), cushion (3) top is equipped with vertical jack (4), be equipped with between vertical jack (4) and cushion (3) anti-skidding backing plate (5), bottom plate (1) top is located slide (2) both ends and is equipped with at least one horizontal jack (6) that are used for adjusting cushion (3) horizontal position respectively, bottom plate (1) top is located horizontal jack (6) outside and sets firmly and is used for carrying out spacing curb plate (7) to horizontal jack (6), horizontal jack (6) and corresponding curb plate (7) butt.
2. The steel truss linear deviation adjusting slideway beam reaction frame according to claim 1, wherein the bottom plate (1) is fixedly provided with limiting plates (21) at two ends of the sliding plate (2) for fixing the sliding plate (2).
3. The steel truss linear deviation adjustment slideway beam reaction frame according to claim 1, wherein the sliding plate (2) is a polytetrafluoroethylene plate and the upper surface is provided with a lubricating grease layer.
4. The steel truss linear deviation adjustment slideway beam reaction frame according to claim 1, wherein the number of the cushion blocks (3) is two, and the vertical jacks (4) on the two cushion blocks (3) are both positioned right below the longitudinal beam of the steel truss (8).
5. The steel truss linear deviation adjustment slideway beam reaction frame according to claim 1, wherein the number of the transverse jacks (6) at the two ends of the sliding plate (2) is one.
6. The steel truss linear deviation adjustment slideway beam reaction frame according to claim 1, wherein the anti-skid backing plate (5) is an asbestos mesh or a sandwich rubber plate.
7. The steel truss linear deviation adjusting slideway beam reaction frame according to claim 1, wherein two reinforcing plates (71) are arranged between the two side plates (7), two ends of each reinforcing plate (71) are respectively and fixedly connected with the two side plates (7), the connecting part of each side plate (7) and each reinforcing plate (71) is positioned at the end part of each side plate (7), and the bottom of each reinforcing plate (71) is fixedly connected with the bottom plate (1).
8. A use method of a slideway beam reaction frame for adjusting linear deviation of a steel truss beam is characterized by comprising the following specific steps:
firstly, a steel truss girder (8) is placed on a pad stone support (10) on a pier top (9), and the pad stone support (10) supports the whole weight of the steel truss girder (8);
secondly, arranging double rows or multiple rows of reaction frames on the pier top (9) according to the structure and the weight of the steel truss girder (8) to align the central line of the sliding plate (2) with the longitudinal girder of the corresponding steel truss girder (8) along the bridge direction central line;
lifting the vertical jack (4) to enable the top of the vertical jack (4) to be in contact with the steel truss girder (8) and jack the steel truss girder to enable the steel truss girder to be separated from the base stone support (10);
step four, adjusting the transverse position of the cushion block (3) on the sliding plate (2) through a transverse jack (6) to correct the linear deviation of the steel truss girder (8);
and step five, lowering the vertical jack (4) after the deviation correction is finished, and putting the vertical jack back to the cushion stone support (10).
9. The method for using the steel truss linear deviation adjustment slideway beam reaction frame according to claim 8, wherein the contact area with the bottom surface of the steel truss (8) is increased by arranging a jack top or adding a base plate before the vertical jack (4) is lifted in the third step.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911115997.4A CN110904842A (en) | 2019-11-15 | 2019-11-15 | Slideway beam reaction frame for adjusting linear deviation of steel truss beam and using method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201911115997.4A CN110904842A (en) | 2019-11-15 | 2019-11-15 | Slideway beam reaction frame for adjusting linear deviation of steel truss beam and using method thereof |
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| CN110904842A true CN110904842A (en) | 2020-03-24 |
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| CN201911115997.4A Pending CN110904842A (en) | 2019-11-15 | 2019-11-15 | Slideway beam reaction frame for adjusting linear deviation of steel truss beam and using method thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113250073A (en) * | 2021-02-07 | 2021-08-13 | 中铁四局集团有限公司 | After-loading method adjusting tool for large-span railway steel truss girder bridge large-tonnage spherical support |
| CN113622314A (en) * | 2021-08-19 | 2021-11-09 | 湖北楚天联发路桥养护有限公司 | Device for bridge jacking deviation rectification and using method thereof |
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2019
- 2019-11-15 CN CN201911115997.4A patent/CN110904842A/en active Pending
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113250073A (en) * | 2021-02-07 | 2021-08-13 | 中铁四局集团有限公司 | After-loading method adjusting tool for large-span railway steel truss girder bridge large-tonnage spherical support |
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