CN104404885A - Device used for exerting pre-jacking force to overlong water pier pre-stress cover beam - Google Patents
Device used for exerting pre-jacking force to overlong water pier pre-stress cover beam Download PDFInfo
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- CN104404885A CN104404885A CN201410690254.0A CN201410690254A CN104404885A CN 104404885 A CN104404885 A CN 104404885A CN 201410690254 A CN201410690254 A CN 201410690254A CN 104404885 A CN104404885 A CN 104404885A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 50
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 221
- 239000010959 steel Substances 0.000 claims abstract description 221
- 239000003351 stiffener Substances 0.000 claims description 7
- 101000623895 Bos taurus Mucin-15 Proteins 0.000 claims description 4
- 238000010276 construction Methods 0.000 abstract description 16
- 238000000034 method Methods 0.000 abstract description 10
- 239000000463 material Substances 0.000 abstract description 2
- 239000004567 concrete Substances 0.000 description 8
- 230000000694 effects Effects 0.000 description 7
- 230000005540 biological transmission Effects 0.000 description 6
- 238000005336 cracking Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 230000003014 reinforcing effect Effects 0.000 description 3
- 230000007423 decrease Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 241000469816 Varus Species 0.000 description 1
- 230000006978 adaptation Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000010485 coping Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 239000004744 fabric Substances 0.000 description 1
- 239000004746 geotextile Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000012163 sequencing technique Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a device used for exerting pre-jacking force to an overlong water pier pre-stress cover beam. The device used for exerting the pre-jacking force to the overlong water pier pre-stress cover beam comprises a pre-jacking steel plate I and a pre-jacking steel plate II opposite to each other, the pre-jacking steel plate I and pre-jacking steel plate II are respectively pre-embedded in the outer lateral surfaces of two adjacent water pier columns, a pre-jacking steel pipe, a jack and a pressure bearing seat which are horizontally connected in sequence are arranged between the pre-jacking steel plate I and the pre-jacking steel plate II from the pre-jacking steel plate I, the pre-jacking steel pipe is connected with the pre-jacking steel plate I, the pre-jacking steel pipe is supported by a bracket, the bracket is provided with a steel inclined strut and a steel pipe upright connected with a bearing platform, and the steel inclined strut is hinged to the bearing platform. The device used for exerting the pre-jacking force to the overlong water pier pre-stress cover beam uses the existing pier column bearing platform as the structure base, the foundation treatment process is reduced, the construction period can be shortened, the labor cost and material cost are lowered, steel components for the structure can be used circularly, and a lot of cost can be saved. The device used for exerting the pre-jacking force to the overlong water pier pre-stress cover beam does not influence the appearance of the permanent pier body.
Description
Technical field
The present invention relates to a kind of pre-ejection device of Coping Construction, particularly a kind of device applying pre-jacking force for pier prestressed cap beam with extra length in water.
Background technology
At present, in the construction of super long mass bent cap, in order to avoid concrete shrinkage strain and Creep Effect cause local nodes concrete cracking to the stress that pier shaft produces, need to adopt and push up technique in advance, generally need to set up temporary support.Industry park, Zhong Huan through street, Suzhou City section engineering Wusongjiang River bridge, for single span double width Simple Supported Steel Truss Bridge, gross weight is about 4410t, across footpath 119m, the wide 22.8m of single width, belong to domestic single width width, Suzhou City and Jiangsu Province across footpath, bent cap, long 54.2m, wide 3.6m, high 2.5m, also be domestic bridge length of the same type, single bent cap gross weight can reach 1300t, and under bent cap, between pier stud and pier stud, clear distance is 20.2m, and be positioned at over-water construction, there is the silt soil strata dark more than 20m in the south of the River, Wusong bank.Set up if adopted the method that temporary support implements pre-top technique, need to carry out basement process on the water and supporting frame is set up, difficulty of construction is large, and long in time limit, cost is high.
Summary of the invention
The present invention provides a kind of device applying pre-jacking force for pier prestressed cap beam with extra length in water for solving in known technology the technical problem that exists, and this device can the reduction of erection time, reduces costs.
The technical scheme that the present invention takes for the technical problem existed in solution known technology is: a kind of device applying pre-jacking force for pier prestressed cap beam with extra length in water, described bent cap bottom is provided with pier stud at least two water, this pre-ejection device comprises relative pre-top steel plate I and pre-top steel plate II, described pre-top steel plate I and described pre-top steel plate II are embedded on the outer surface of pier stud in two adjacent water respectively, between described pre-top steel plate I and described pre-top steel plate II, start to be provided with pre-top connected horizontally steel pipe successively from described pre-top steel plate I, jack and Pressure Block, described pre-top steel pipe is connected by steel syndeton I with described pre-top steel plate I, described Pressure Block is fixed on described pre-top steel plate II, described pre-top steel pipe support is on support,
The steel diagonal braces that described support comprises two layouts in splayed be arranged in adjacent two water between pier stud and four steel pipe posts be laid in every root water around pier stud; In water described in each root corresponding, the bottom of four described steel pipe posts of pier stud is fixed on four bights of the cushion cap of pier stud in this water by pre-embedded steel slab I; Each described steel diagonal brace is provided with two struts, the projection of two described struts on the horizontal facade of this support of each described steel diagonal brace overlaps, and longitudinal pitch is identical with the spacing of two longitudinally adjacent steel pipe posts, two described struts of each described steel diagonal brace by steel structure connection together, pin hinge and bearing thereof is connected with in the bottom of each strut, the pin hinged-support of described steel diagonal brace bottom is connected with the cushion cap of pier stud in corresponding described water by pre-embedded steel slab II, and described pre-embedded steel slab II is positioned at the outside of the described pre-embedded steel slab I close with it; The top of two the described steel diagonal braces arranged in splayed is connected by lateral connection beam; The top of steel pipe post described in the top of strut described in every root and every root such as to be equipped with at the horizontal support cover plate of absolute altitude, and longitudinally relative every two described horizontal support cover plates are fixed with a longitudinal bracing beam; The middle top surface of described longitudinal bracing beam is fixed with spacing clamp, and described pre-top steel pipe support is on described spacing clamp; All described steel pipe posts and all described steel diagonal braces are linked together by level connection joint component I.
Describedly below described pre-embedded steel slab I and described pre-embedded steel slab II, be welded with inverted U-shaped anchor bar and horizontal stiffener net, described horizontal stiffener net is connected with described inverted U-shaped anchor bar.
Described pre-embedded steel slab II and the described pre-embedded steel slab I close with it are monoblock steel plates.
The component of described lateral connection beam and described longitudinal bracing beam and described steel diagonal brace all adopts Two bors d's oeuveres i-beam structure.
In water described in each root corresponding, the bottom of four described steel pipe posts of pier stud forms one by level connection joint component II.
The pin hinged-support of described steel diagonal brace bottom adopts horizontal steel plate to be connected with the bottom of the described steel pipe post near this pin hinged-support.
The stiffened steel plates welded with described pre-embedded steel slab I is provided with in the bottom of described steel pipe post.
Two described struts of each described steel diagonal brace by M shape steel structure connection together.
The advantage that the present invention has and good effect are: adopt pier stud cushion cap as origin of force, structure bearing load is passed to permanent structure, has broken the restriction of setting up temporary support at present.Pre-embedded steel slab during Shui Zhongdun bearing platform construction, after in water, pier stud has been constructed, steel diagonal brace and steel pipe post are connected on pre-embedded steel slab, pull out the Larsen stake for cushion cap and pier stud construction, steel diagonal brace is forwarded to setting inclination angle, next step construction can be carried out, the installation period of pre-ejection device can be shortened, save cost.Reason is: utilize pin hinge structure, make steel diagonal brace carry out angle adjustment.Because the Larsen stake of pier stud working cofferdam and the steel diagonal brace of support intersect, the Larsen stake of crossover sites during mounting bracket, first must be extracted.If adopt the erection mode that steel diagonal brace directly welds with cushion cap pre-embedded steel slab, difficulty of construction is large, cushion cap Lijiang River bank far, again has underwater obstacle, therefore change into and increase an articulated structure at the footing place of steel diagonal brace and be connected with cushion cap pre-embedded steel slab, use the impact that this articulated structure can not intersect by field environmental condition and Larsen stake, after steel diagonal brace is connected with cushion cap pre-embedded steel slab, adopt Chain block hold through the wire rope of steel diagonal brace top otic placode and pier stud temporary fixed, make steel diagonal brace perpendicular to cushion cap, install according to oblique angle again after Larsen stake is pulled out.If do not arranged pin hinge turntable, then need entirety to set Larsen pile cofferdam, all pier stud cushion caps are formed closed entirety.Swivel point is set, the stake of part bearing platform construction Larsen can be pulled out in advance, decrease cost and duration that entirety sets Larsen stake simultaneously, shorten the support installing time, save the lease expenses of Larsen stake.The present invention utilizes existing pier stud cushion cap as the basis of structure, decreases the process procedure of basement process, can the reduction of erection time, reduce labour cost and material cost, and structure steel beam column used can also recycle, and can save great amount of cost.On permanent structure external quality of pier without impact, can be greater than 8m more than 40m, setting height(from bottom) by prove-in length, between pier shaft, clear distance is greater than the pre-top of pier stud in the overlength water of 18m, and can be applicable to the pre-top of non-cylindrical pier stud.In the process of construction bent cap, use the present invention to push up pier stud in advance, make pier shaft top bear pre-jacking force, can cancel out each other to the tensile stress that Dun Ding produces with overlength bent cap concrete in mass shrinkage stress, effectively avoid node crack and ftracture, ensure construction quality.
Accompanying drawing explanation
Fig. 1 is elevation of the present invention;
Fig. 2 is III-III sectional view of Fig. 1;
Fig. 3 is the top view of Fig. 1;
Fig. 4 is the elevation of cushion cap pre-embedded steel slab I of the present invention and cushion cap pre-embedded steel slab II;
Fig. 5 is the anchor bar structural representation of cushion cap pre-embedded steel slab I of the present invention and cushion cap pre-embedded steel slab II;
Fig. 6 is the structural representation of pier stud pre-embedded steel slab of the present invention.
In figure: 1, steel pipe post; 2, pier stud in water; 31, strut; 32, steel work; 4, lateral connection beam; 5, longitudinal bracing beam; 6, level connection joint component I; 7, pre-embedded steel slab I; 8, pre-embedded steel slab II; 9, level connection joint component II; 10, pin hinge; 11, hinged-support is sold; 12, cushion cap; 13, horizontal support cover plate; 14, Larsen stake; 15, cushion cap top layer reinforcing bar; 16, horizontal stiffener net; 17, inverted U-shaped anchor bar; 18, pre-top steel plate I; 19, spacing clamp; 20, steel pipe is pushed up in advance; 21, jack; 22, Pressure Block; 23, pre-top steel plate II; 24, U-shaped anchor bar; 25, the vertical steel plate of power transmission.
Detailed description of the invention
For summary of the invention of the present invention, Characteristic can be understood further, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
Refer to Fig. 1 ~ Fig. 6, a kind of device applying pre-jacking force for pier prestressed cap beam with extra length in water, described bent cap bottom is provided with pier stud 2 at least two water, this pre-ejection device comprises relative pre-top steel plate I 18 and pre-top steel plate II 23, described pre-top steel plate I 18 and described pre-top steel plate II 23 are embedded on the outer surface of pier stud 2 in two adjacent water respectively, between described pre-top steel plate I 18 and described pre-top steel plate II 23, start to be provided with pre-top connected horizontally steel pipe 20 successively from described pre-top steel plate I 18, jack 21 and Pressure Block 22, described pre-top steel pipe 20 is connected with described pre-top steel plate I 18, described pre-top steel pipe 20 is supported on support.Before enforcement pre-top operation, jack 21 and Pressure Block 22 are from support upper lifting.
The steel diagonal braces that described support comprises two layouts in splayed be arranged in adjacent two water between pier stud 2 and four steel pipe posts 1 be laid in every root water around pier stud, in water described in each root corresponding, the bottom of four described steel pipe posts 1 of pier stud 2 is fixed on four bights of the cushion cap 12 of pier stud 2 in this water by pre-embedded steel slab I 7, each described steel diagonal brace is provided with two struts 31, the projection of two described struts 31 on the horizontal facade of this support of each described steel diagonal brace overlaps, and longitudinal pitch is identical with the spacing of two longitudinally adjacent steel pipe posts 1, two described struts 31 of each described steel diagonal brace are linked together by steel work 32, pin hinge 10 and bearing 11 thereof is connected with in the bottom of each strut 31, the pin hinged-support 11 of described steel diagonal brace bottom is connected with the cushion cap 12 of pier stud 2 in corresponding described water by pre-embedded steel slab II 8, described pre-embedded steel slab II 8 is positioned at the outside of the described pre-embedded steel slab I 1 close with it, the top of two the described steel diagonal braces arranged in splayed is connected by lateral connection beam 4, the top of steel pipe post 2 described in the top of strut 31 described in every root and every root such as to be equipped with at the horizontal support cover plate 13 of absolute altitude, and longitudinally relative every two described horizontal support cover plates 13 are fixed with a longitudinal bracing beam 5, the middle top surface of described longitudinal bracing beam 5 is fixed with spacing clamp 19, and described pre-top steel pipe 20 is supported on described spacing clamp 19, all described steel pipe posts 1 and all described steel diagonal braces are linked together by level connection joint component I 6.
In the present embodiment, the cross section of middle pier stud is oval.Pier stud working cofferdam Larsen stake 14 is long is 18m, if top mark height in riverbed is 0.00m, then water surface absolute altitude is 1.5m, and pier stud cushion cap top mark height is-2.8m.Pre-jacking force is applied to pier stud, if directly contact, jack head and pier stud contact surface little, stressed concentrated, there is the possibility of Local Cracking, therefore in the front of jack 21, be provided with Pressure Block 22 and pre-top steel plate II 23, in like manner, at the pre-top steel pipe 20 end arranged outside pre-top steel plate I 18 away from jack 21, described pre-top steel plate I 18 is identical with described pre-top steel plate II 23 structure, include one piece with the curved plate of pier stud in water 2 outer surface adaptation, U-shaped anchor bar 24 is welded with at the back side of curved plate, the opening direction of described U-shaped anchor bar 24 is identical with the opening direction of described curved plate, the hook arrangement of two varuss is provided with in the bottom of described U-shaped anchor bar 24.The effect of described hook arrangement and the effect of expand tube similar.Described pre-top steel plate I 18 and described pre-top steel plate II 23, by welding anchor rib, reach the effect of diffusion concentrated stress.Described Pressure Block 22 comprises the vertical steel plate 25 of power transmission, and described power transmission is inputted vertical steel plate 25 and is connected with described pre-top steel plate II 23 by steel syndeton II.When carrying out pre-top construction, polluting to prevent from producing pier stud, adopting the perimeter zone of geotextiles parcel described pre-top steel plate I 18 and described pre-top steel plate II 23.
Steel pipe post 1 pressure-bearing, bottom and cushion cap 12 connecting portion local compression, steel diagonal brace bottom-hinged node and cushion cap 12 connecting portion pressurized shearing resistance, therefore below pre-embedded steel slab I 7 with pre-embedded steel slab II 8, weld inverted U-shaped anchor bar 17 be connected with cushion cap permanent structure, and three layers of horizontal stiffener net 16 are set below pre-embedded steel slab I 7 and pre-embedded steel slab II 8, described horizontal stiffener net 16 is positioned at the below of cushion cap top layer reinforcing bar 15, is connected respectively with reinforcing bar in inverted U-shaped anchor bar 17 and cushion cap.The vertical muscle of welded steel fabric and horizontal bar form net structure, good with concrete binding anchoring, the uniform load diffusion profile of bearing, and can significantly improve the shatter resistant performance of reinforced concrete structure.Concrete crack can be reduced, shear resistance and local Compressive Bearing Capacity can be improved.Described steel diagonal brace is positioned at the outside of the described steel pipe post 1 close with it, and described pre-embedded steel slab II 8 and the described pre-embedded steel slab I 7 close with it are monoblock steel plates, to further facilitate construction.In order to strengthen the stability of structure, the pin hinged-support of described steel diagonal brace bottom adopts horizontal steel plate to be connected with the bottom of the described steel pipe post near this pin hinged-support.In order to when meeting structural strength and rigidity, alleviate construction weight, the component of described lateral connection beam 4 and described longitudinal bracing beam 5 and described steel diagonal brace all adopts Two bors d's oeuveres i-beam structure.In order to strengthen the rigidity of structure further, in water described in each root corresponding, the bottom of four described steel pipe posts 1 of pier stud 2 forms one by level connection joint component II 9.Be connected reliably in order to ensure steel pipe post 1 with pre-embedded steel slab I 7, be provided with the floor of putting more energy into welded with described pre-embedded steel slab I 7 in the bottom of described steel pipe post 1.By M shape steel structure connection together, easy construction, structure is reliable for two described struts 31 of each described steel diagonal brace.
In sum, steel pipe post and steel diagonal brace are connected with pier stud cushion cap pre-embedded steel slab, horizontal direction adopts level connection joint component to weld with steel pipe post and steel diagonal brace by technique sequencing, cover plate is supported at steel pipe post and steel diagonal brace top weld horizontal, horizontal support cover plate is installed longitudinal bracing beam, mounting limit clamp on longitudinal bracing beam, forms the horizontal support of pre-top steel pipe.
This structural system formed by steel pipe post and steel diagonal brace bears the vertical load that bent cap is conducted oneself with dignity and working load transmission is got off, and by force transmission on permanent structure cushion cap foundation, less on permanent structure impact, structure stress is even, supports firm.And this structural system, can solve well other strutting system due to steel pipe pile bear vertical load and by with the frictional force effect in riverbed under cause steel pipe pile to lengthen thus cause the phenomenon of base fixed performance deficiency.Being applicable to silt soil strata deep, when not lengthening bearing height, meeting the requirement of bearing capacity.In addition, cover plate is supported in steel pipe post top weld horizontal, one be can when single-point lifts by crane for steel wire hang around, two is can enlarge active surface, enables the active force transmitted from top evenly vertically pass to steel pipe post by horizontal support cover plate.
Support is arranged and pushes up steel pipe in advance, apply pre-jacking force by jack pair pier shaft, the concrete shrinkage strain of super long mass bent cap and Creep Effect can be avoided to cause local nodes concrete cracking to the stress that pier shaft produces.After pre-jacking force has loaded, push up steel pipe pre-and push up weldable steel component between steel plate II in advance, unloading jack and Pressure Block, pre-jacking force is transferred on steel beam column, pre-jacking force, by pushing up steel pipe transmission in advance, acts in about the 1m scope of below pier stud top, makes pier shaft top bear pre-jacking force, can cancel out each other to the tensile stress that Dun Ding produces with overlength bent cap concrete in mass shrinkage stress, avoid node to crack and ftracture.Push away steel pipe in advance and need wait until that bent cap has built that to reach design strength rear dismountable.
Although be described the preferred embodiments of the present invention by reference to the accompanying drawings above; but the present invention is not limited to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; do not departing under the ambit that present inventive concept and claim protect, can also make a lot of form, these all belong within protection scope of the present invention.
Claims (8)
1. one kind applies the device of pre-jacking force for pier prestressed cap beam with extra length in water, described bent cap bottom is provided with pier stud at least two water, it is characterized in that, this pre-ejection device comprises relative pre-top steel plate I and pre-top steel plate II, described pre-top steel plate I and described pre-top steel plate II are embedded on the outer surface of pier stud in two adjacent water respectively, between described pre-top steel plate I and described pre-top steel plate II, start to be provided with pre-top connected horizontally steel pipe successively from described pre-top steel plate I, jack and Pressure Block, described pre-top steel pipe is connected with described pre-top steel plate I, described pre-top steel pipe support is on support,
The steel diagonal braces that described support comprises two layouts in splayed be arranged in adjacent two water between pier stud and four steel pipe posts be laid in every root water around pier stud; In water described in each root corresponding, the bottom of four described steel pipe posts of pier stud is fixed on four bights of the cushion cap of pier stud in this water by pre-embedded steel slab I; Each described steel diagonal brace is provided with two struts, the projection of two described struts on the horizontal facade of this support of each described steel diagonal brace overlaps, and longitudinal pitch is identical with the spacing of two longitudinally adjacent steel pipe posts, two described struts of each described steel diagonal brace by steel structure connection together, pin hinge and bearing thereof is connected with in the bottom of each strut, the pin hinged-support of described steel diagonal brace bottom is connected with the cushion cap of pier stud in corresponding described water by pre-embedded steel slab II, and described pre-embedded steel slab II is positioned at the outside of the described pre-embedded steel slab I close with it; The top of two the described steel diagonal braces arranged in splayed is connected by lateral connection beam; The top of steel pipe post described in the top of strut described in every root and every root such as to be equipped with at the horizontal support cover plate of absolute altitude, and longitudinally relative every two described horizontal support cover plates are fixed with a longitudinal bracing beam; The middle top surface of described longitudinal bracing beam is fixed with spacing clamp, and described pre-top steel pipe support is on described spacing clamp; All described steel pipe posts and all described steel diagonal braces are linked together by level connection joint component I.
2. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 1, it is characterized in that, describedly below described pre-embedded steel slab I and described pre-embedded steel slab II, be welded with inverted U-shaped anchor bar and horizontal stiffener net, described horizontal stiffener net is connected with described inverted U-shaped anchor bar.
3. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 2, it is characterized in that, described pre-embedded steel slab II and the described pre-embedded steel slab I close with it are monoblock steel plates.
4. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 3, it is characterized in that, the component of described lateral connection beam and described longitudinal bracing beam and described steel diagonal brace all adopts Two bors d's oeuveres i-beam structure.
5. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 4, is characterized in that, in water described in each root corresponding, the bottom of four described steel pipe posts of pier stud forms one by level connection joint component II.
6. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 5, is characterized in that, the pin hinged-support of described steel diagonal brace bottom adopts horizontal steel plate to be connected with the bottom of the described steel pipe post near this pin hinged-support.
7. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 6, is characterized in that, be provided with the gusset of putting more energy into welded with described pre-embedded steel slab I in the bottom of described steel pipe post.
8. the device applying pre-jacking force for pier prestressed cap beam with extra length in water according to claim 7, is characterized in that, two described struts of each described steel diagonal brace by M shape steel structure connection together.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410690254.0A CN104404885B (en) | 2014-11-25 | 2014-11-25 | The device of pre-jacking force is applied for pier prestressed cap beam with extra length in water |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410690254.0A CN104404885B (en) | 2014-11-25 | 2014-11-25 | The device of pre-jacking force is applied for pier prestressed cap beam with extra length in water |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104404885A true CN104404885A (en) | 2015-03-11 |
| CN104404885B CN104404885B (en) | 2016-03-30 |
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| CN201410690254.0A Active CN104404885B (en) | 2014-11-25 | 2014-11-25 | The device of pre-jacking force is applied for pier prestressed cap beam with extra length in water |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544398A (en) * | 2015-12-15 | 2016-05-04 | 中建交通建设集团有限公司 | Horizontal force self-balancing type splayed heavy type upper air support system and installation method thereof |
| CN110820607A (en) * | 2019-11-29 | 2020-02-21 | 邢台市交通运输局 | Parallel single-column pier bridge non-contact connection reinforcing device |
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| JP2005016006A (en) * | 2003-06-23 | 2005-01-20 | Nippon Steel Corp | Installation method of jacket |
| CN202925473U (en) * | 2012-11-07 | 2013-05-08 | 中交第二航务工程局有限公司 | Self-pitching inner support truss structure |
| CN203213021U (en) * | 2013-05-06 | 2013-09-25 | 中铁二十四局集团安徽工程有限公司 | Large-span non-ground type cast-in-place beam falsework |
| CN203684096U (en) * | 2013-11-19 | 2014-07-02 | 中交第二航务工程局有限公司 | High-altitude large-curvature box-groove type cast-in-place concrete cross beam assembly type construction supporting frame |
| CN204401463U (en) * | 2014-11-25 | 2015-06-17 | 中建六局第三建筑工程有限公司 | The device of pre-jacking force is applied for pier prestressed cap beam with extra length in water |
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2014
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| JP2005016006A (en) * | 2003-06-23 | 2005-01-20 | Nippon Steel Corp | Installation method of jacket |
| CN202925473U (en) * | 2012-11-07 | 2013-05-08 | 中交第二航务工程局有限公司 | Self-pitching inner support truss structure |
| CN203213021U (en) * | 2013-05-06 | 2013-09-25 | 中铁二十四局集团安徽工程有限公司 | Large-span non-ground type cast-in-place beam falsework |
| CN203684096U (en) * | 2013-11-19 | 2014-07-02 | 中交第二航务工程局有限公司 | High-altitude large-curvature box-groove type cast-in-place concrete cross beam assembly type construction supporting frame |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544398A (en) * | 2015-12-15 | 2016-05-04 | 中建交通建设集团有限公司 | Horizontal force self-balancing type splayed heavy type upper air support system and installation method thereof |
| CN110820607A (en) * | 2019-11-29 | 2020-02-21 | 邢台市交通运输局 | Parallel single-column pier bridge non-contact connection reinforcing device |
| CN110820607B (en) * | 2019-11-29 | 2021-01-12 | 邢台市交通运输局 | Parallel single-column pier bridge non-contact connection reinforcing device |
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| Publication number | Publication date |
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| CN104404885B (en) | 2016-03-30 |
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