CN108842590A - The method and bridge of bridge are built for the stiffness bearer of bridge construction, without bracket - Google Patents
The method and bridge of bridge are built for the stiffness bearer of bridge construction, without bracket Download PDFInfo
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- CN108842590A CN108842590A CN201811086024.8A CN201811086024A CN108842590A CN 108842590 A CN108842590 A CN 108842590A CN 201811086024 A CN201811086024 A CN 201811086024A CN 108842590 A CN108842590 A CN 108842590A
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- Prior art keywords
- bridge
- support component
- bridge pier
- wedge block
- stiffness
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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
- E01D1/00—Bridges in general
-
- 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
Abstract
The present invention relates to the stiffness bearers for bridge construction, method and bridge without bracket construction bridge.First bridge pier is built in target position；At least two reaction frames are installed in the sustained height position of bridge pier side, place stiffness bearer in counter-force top of support；The reaction frame is located at below the design position of cap beam；Along bridge width direction, the first support component is set up on the stiffness bearer of two neighboring bridge pier；Along bridge length direction, the second support component is set up in two neighboring first support component；According to cap beam design requirement, it is laid with bed die in the second support component, after carrying out binding reinforcing bars, formwork erection on bed die, carries out concreting, maintenance；After cap beam reaches design strength, demoulding, and successively remove the second support component, the first support component, stiffness bearer and reaction frame；Construct bridge floor.The present invention can save bracket in traditional construction build and precompressed needed for material, manpower, effectively shorten the duration, construction site is succinct, saves engineering cost.
Description
Technical field
The present invention relates to the stiffness bearers for bridge construction, method and bridge without bracket construction bridge.
Background technique
Bridge structure is various informative, but usually by structure compositions such as basis, pier, platform, cap beam, beams, and beam plays power transmission work
With the traffic altitude of binder, cap beam etc. is up to more than ten rice or even over one hundred rice.Site operation generally mostly uses and builds floor stand
It realizes, more using material, high altitude operation difficulty is big, and to prevent deformation of timbering and setting of ground, some also needs to carry out bracket
Precompressed increases completion time of project and cost.
In existing highway bridge construction, the common construction method of the aerial building such as cap beam, binder, simply supported beam, continuous beam be
After foundation engineering completion, bed die and assembling reinforcement, pouring concrete on bed die is arranged in setting support on bracket.Construction loads
Ground is transmitted to by bracket.To eliminate deformation of timbering, prevents works from sinking, also need to carry out precompressed to bracket.Above-mentioned method
The tool equipment used is more, complex process, long construction period.
Summary of the invention
In view of the deficiencies of the prior art, bridge is built the present invention is provided to the stiffness bearer of bridge construction, without bracket
Method and bridge reduce engineering cost to promote bridge construction efficiency.
In order to solve the above-mentioned technical problem, technical scheme is as follows：
For the stiffness bearer of bridge construction, the top and bottom of the stiffness bearer are parallel to the horizontal plane, which is characterized in that
Including the first wedge block and the second wedge block, first wedge block, the second wedge block all have an inclined surface, the first wedge
The clear opening of the inclined surface and side that penetrate through first wedge block is offered on shape block, offers perforation on second wedge block
The inclined surface of second wedge block and opposite kidney slot；When combination, the second wedge block and the first wedge block are docked along inclined surface,
The clear opening is connected with kidney slot by anchoring piece, and one end of the anchoring piece passes through kidney slot and extends to the second wedge block
The end in outside, anchoring piece is equipped with fastener；Freedom degree direction of the anchoring piece in kidney slot cross section and horizontal plane it
Between angle be not equal to 0 °.Preferably, the other end of anchoring piece passes through clear opening and extends to the outside of the first wedge block, anchoring
The end of part also is provided with fastener.
In this way, stiffness bearer can be used as template, the support construction of support component during bridge construction, anchor need to be only tightened
Stiffness bearer can be maintained at a certain rock-steady structure state by the fastener at firmware both ends；When needing demoulding, only need to will it is a certain tightly
Firmware is unscrewed, and the second wedge block is moved down a distance along inclined surface, can remove stiffness bearer below template, with
It is convenient to afterwards by form removable.In addition, the size for kidney slot of making rational planning for, can also adjust stiffness bearer in a certain range
Height guarantee construction precision so that the supporter for guaranteeing on multiple stiffness bearers is in same level height.
Further, the anchoring piece is in the freedom degree direction in kidney slot cross section and the angle between horizontal plane
90°。
Further, the quantity of the clear opening and kidney slot is multiple and be arranged in pairs, with promoted the first wedge block and
Combination stability between second wedge block.Further, the clear opening and kidney slot are horizontally extending.Further
Ground, freedom degree direction of the anchoring piece in each kidney slot cross section are identical.
Further, the anchoring piece is anchor bolt, and the fastener is nut.
Preferably, in use, the second wedge block is located at the top of the first wedge block.
A method of no bracket builds bridge, includes the following steps：
S1, it is required according to Bridge Design, builds bridge pier in target position；
S2, several reaction frames are installed in the sustained height position of bridge pier side, place rigidity as described above in counter-force top of support
Cushion block；
Wherein, the reaction frame is located at below the design position of cap beam；
S3, the first support component is set up on stiffness bearer；
The second support component is set up in the first support component；
S4, according to cap beam design requirement, be laid with bed die in the second support component, binding reinforcing bars carried out on bed die, after formwork erection,
Carry out concreting, maintenance；
S5, after cap beam reaches design strength, reduce the height of stiffness bearer, demoulding, and successively remove the second support component,
One support component, stiffness bearer and reaction frame；
S6, building bridge floor.
In some embodiments of the invention, it for single bridge pier bridge, can be installed in the sustained height position of bridge pier side
It is multiple along the equally distributed reaction frame of bridge pier lateral surface, stiffness bearer is placed respectively on each reaction frame, then on reaction frame
The first support component is placed, then sets up the second support component in the first support component.Wherein, the first support component can for
The semicircular of bridge pier form fit increases bearing area, mentions to increase the contact surface of the first support component and reaction frame as far as possible
Rise stability.
In some embodiments of the invention, the bridge pier of the bridge is arranged in pairs, and is included the following steps：
S1, it is required according to Bridge Design, builds bridge pier in target position；
S2, several reaction frames are installed in the sustained height position of bridge pier side, place rigidity as described above in counter-force top of support
Cushion block；
Wherein, it is seen along bridge width direction, at least one reaction frame is separately installed on the two sides of bridge pier；The reaction frame position
Below the design position of cap beam；
S3, along bridge width direction, the first support component, first support are set up on the stiffness bearer of two neighboring bridge pier
Component bridges two neighboring bridge pier；
Along bridge length direction, the second support component is set up in two neighboring first support component；
S4, according to cap beam design requirement, be laid with bed die in the second support component, binding reinforcing bars carried out on bed die, after formwork erection,
Carry out concreting, maintenance；
S5, after cap beam reaches design strength, reduce the height of stiffness bearer, demoulding, and successively remove the second support component,
One support component, stiffness bearer and reaction frame；
S6, building bridge floor.
In the present invention, adaptability design can be carried out to reaction frame according to bridge pier side view, for example, when bridge pier is cylinder
When shape, reaction frame and the design of bridge pier contact portion and the matched arcwall face of bridge pier can be promoted the stability of reaction frame.
Further, in S1, while building bridge pier, the pre-buried shearing bearing assembly in bridge pier；Wherein, carrying group is sheared
Part is horizontally extending.Further, when binding bridge pier reinforcing bar, shearing bearing assembly is fixed on to the reinforcing bar of target position
On.
Further, the shearing bearing assembly includes the shear pin and casing being embedded in bridge pier, the shear pin
One end is showed out to outside bridge pier side, and the shear pin is connect with casing by inner bolt；Reaction frame in step S2 is by cutting
Power pin is installed on bridge pier.Preferably, described sleeve pipe is distributed along the length direction of bridge, and the both ends of casing are connected separately with one
Shear pin, so can balancing sleeve both ends stress.
Further, shear pin is fixedly connected with reaction frame by outer bolt.
Further, first support component is steel truss；Second support component is ribs.
Further, after S1, further include the steps that constructing binder between the bridge pier being arranged in pairs.The construction of binder can
Using the method without bracket building cap beam in the present invention.
In some embodiments of the present invention, makes full use of bridge pier to transmit load, avoid the use of a large amount of brackets.Counter-force
The combination of frame, shear pin, bolt etc. is effectively utilized the performance of material to bear various loads（Pulling force, pressure, moment of flexure, shearing
Deng）.Bolt tension, reaction frame and concrete column（Bridge pier）Resistance to compression.
By the way that stiffness bearer is arranged on reaction frame, convenient for removing bed die and the first support component.Stiffness bearer uses steel
Material, more common extractor（Sand cylinder）Relatively reliable convenience, deflection is small, solves that deflection existing for sand cylinder is big to ask
Topic.Wedge type block is divided into upper and lower two pieces, interior apertured slot, and upper piece hole slot can be kidney-shaped, and lower piece of hole slot can be conventional circular hole,
Sliding surface is smooth.
Further, shear pin use cast steel or fashioned iron, the opposite screw thread (not shown) of internal set direction, respectively with
Outside, the thread of inner bolt is mating；Shear pin Transfer of Shear can be sized according to stress condition, to shear pin periphery coagulation
Soil stress that may be present is concentrated, can be by increasing shear pin stress size, or the side by the way that drawing, pressure rings are arranged on its periphery
Method is handled；Shear pin and bridge pier pour to form entirety, when construction, answer mortar leakage prevention at shear pin and form joint, and
Guarantee the compactness of concrete, shear pin outer surface can reserve groove.
Further, shear pin is round table-like, and cross-sectional area is gradually increased from the inside to the outside, in this way, will can cut as much as possible
The stress that power pin is transmitted to bridge pier is scattered on the concrete on shear pin periphery, avoids stress concentrations.
Method of the invention is applicable to cast-in-place simply supported beam, plate-girder, Box Girder Bridge and the suspension cable of Reinforced Concrete Bridge
The aerial configurations object of bridge, cable-stayed bridge.
A kind of bridge is built by method as described above.
Compared with prior art, beneficial effects of the present invention are as follows：
1）Can save bracket in traditional construction build and precompressed needed for material, manpower, effectively shorten the duration, construction site letter
It is clean, save engineering cost；
2）Component for erection without scaffolding is reusable, saves material；
3）Have a wide range of application, can be used for the aerial configurations object of a variety of bridge patterns；
4) the sustainable intensity of stiffness bearer is high, and height is easy to adjust, convenient for construction, is conducive to promote working efficiency；
5）It can be conducive to lifting construction precision by stiffness bearer level-off.
Detailed description of the invention
Fig. 1 is the building status diagram of the cap beam of the first embodiment of the invention（Along bridge length direction view）.
Fig. 2 is the cross-sectional view of the line B-B along Fig. 1.
Fig. 3 is reaction frame, the shear pin drawing of the first embodiment of the invention.
Fig. 4 is the drawing of the stiffness bearer of the first embodiment of the invention.
Fig. 5 is the cross-sectional view of the F-F line along Fig. 4.
Fig. 6 is the cross-sectional view of the E-E line along Fig. 4.
Specific embodiment
Below with reference to embodiment, the present invention will be described in detail.It should be noted that in the absence of conflict, the present invention
In embodiment and embodiment in feature can be combined with each other.For sake of convenience, hereinafter such as occur "upper", "lower", " left side ",
" right side " printed words only indicate consistent with the upper and lower, left and right direction of attached drawing itself, do not play restriction effect to structure.
As shown in Figures 4 to 6, for the stiffness bearer of bridge construction, the top and bottom of the stiffness bearer are and water
Plane is parallel, including the first wedge block 5-1 and the second wedge block 5-2, and the first wedge block 5-1, the second wedge block 5-2 have
There is an inclined surface, the clear opening 5-4 of the inclined surface and side that penetrate through first wedge block, institute are offered on first wedge block
State the kidney slot 5-5 that the inclined surface and side that penetrate through second wedge block are offered on the second wedge block；When combination, the second wedge shape
Block 5-2 and the first wedge block 5-1 is docked along inclined surface, and the clear opening 5-4 is connected with kidney slot 5-5 by anchoring piece 5-6, institute
The one end for stating anchoring piece extends on the outside of the first wedge block, and the other end of the anchoring piece extends to the outside of the second wedge block, anchors
The both ends of part are respectively equipped with fastener 5-3；Freedom degree direction of the anchoring piece in the cross section kidney slot 5-5 and horizontal plane it
Between angle be 90 °.The quantity of the clear opening 5-4 and kidney slot 5-5 is multiple and is arranged in pairs.The anchoring piece is anchor
Bolt, the fastener are nut.
When construction, following method can be used：
1, after the reinforcing bar binding and the complete installation of template for completing bridge pier 1, casing 8, inner bolt 7 is anti-by being arranged in shear pin
To on Screw assembly to shear pin 6, it is fixed on reinforcing bar by setting position（If desired, will draw, pressure rings be also fitted in place, and
It is fixed on reinforcing bar）；
2, bridge pier 1 is poured；
3, form removal passes through outer bolt 12（It is arranged in shear pin）Forward screw thread screws in shear pin 6, fixed reaction frame
4, connect with shear pin 6, by gasket 13 compression ensure between component closely against（Referring to Fig. 3）, 12 outer end of outer bolt passes through
Nut 14 limits；
4, the stiffness bearer that placement assembly is completed on reaction frame 4（Make the first wedge block, the second wedge shape of wedge type block by anchor bolt
Block forms entirety）, steel truss is assembled on it（First support component 2, as longitudinal bracing component）；
5, ribs is set on steel truss（Second support component 3, as lateral support member）, and it is laid with bed die on it
10；
6, after completing the work such as binding reinforcing bars, the formwork erection of cap beam 9 on bed die 10, concreting is carried out；
7, after cap beam 9 reaches design strength, the appropriate anchor bolt unclamped in stiffness bearer 5 realizes the first wedge block by tapping
With the second wedge block along sliding surface slip apart；Meanwhile the building of bridge floor can be started；
8, bed die and works are separated, bed die, ribs and steel truss, stiffness bearer are removed；
9, outer bolt 12 is unclamped, reaction frame 4 is removed；
10, groove being reserved along shear pin outer surface and tapping separation shear pin and its outside concrete, rotation is removed shear pin, taken out
Inner bolt 7；
11, the utensil that maintenance is removed is ready for subsequent cycle operation；
12, the hole that repairing bridge pier internal cause installation shear pin, casing etc. leave.
After the completion of bridge pier pours, the building of binder 11 can be completed at the same time during constructing cap beam.
The content that above-described embodiment illustrates should be understood as that these embodiments are only used for being illustrated more clearly that the present invention, without
For limiting the scope of the invention, after the present invention has been read, those skilled in the art are to various equivalent forms of the invention
Modification each fall within the application range as defined in the appended claims.
Claims (10)
1. being used for the stiffness bearer of bridge construction, the top and bottom of the stiffness bearer are parallel to the horizontal plane, and feature exists
In, including the first wedge block（5-1）With the second wedge block（5-2）, first wedge block（5-1）, the second wedge block（5-2）?
With an inclined surface, the clear opening of the inclined surface and side that penetrate through first wedge block is offered on first wedge block（5-
4）, the kidney slot of the inclined surface and opposite side that penetrate through second wedge block is offered on second wedge block（5-5）；Group
When conjunction, the second wedge block（5-2）With the first wedge block（5-1）It is docked along inclined surface, the clear opening（5-4）And kidney slot（5-
5）Pass through anchoring piece（5-6）One end of connection, the anchoring piece passes through kidney slot and extends to the outside of the second wedge block, anchoring piece
The end be equipped with fastener（5-3）；The anchoring piece is in kidney slot（5-5）Between freedom degree direction and horizontal plane in cross section
Angle be not equal to 0 °.
2. stiffness bearer according to claim 1, which is characterized in that the anchoring piece is in kidney slot（5-5）In cross section
Freedom degree direction and horizontal plane between angle be 90 °.
3. stiffness bearer according to claim 1, which is characterized in that the clear opening（5-4）And kidney slot（5-5）Number
Amount is multiple and is arranged in pairs.
4. stiffness bearer according to claim 1, which is characterized in that the anchoring piece is anchor bolt, and the fastener is spiral shell
It is female.
5. a kind of method that no bracket builds bridge, which is characterized in that include the following steps：
S1, it is required according to Bridge Design, builds bridge pier in target position（1）；
S2, in bridge pier（1）The sustained height position of side is installed by several reaction frames（4）, in reaction frame（4）Place such as right in top surface
It is required that the described in any item stiffness bearers of 1-4（5）；
Wherein, the reaction frame（4）Positioned at cap beam（9）Design position below；
S3, in stiffness bearer（5）The first support component of upper erection（3）；
In the first support component（3）The second support component of upper erection（2）；
S4, according to cap beam design requirement, in the second support component（2）Upper laying bed die（10）, on bed die carry out binding reinforcing bars,
After formwork erection, concreting, maintenance are carried out；
S5, after cap beam reaches design strength, reduce stiffness bearer（5）Height, demoulding, and successively remove the second support component
（2）, the first support component（3）, stiffness bearer（5）And reaction frame（4）；
S6, building bridge floor.
6. according to the method described in claim 5, including the following steps it is characterized in that, the bridge pier of the bridge is arranged in pairs：
S1, it is required according to Bridge Design, builds bridge pier in target position（1）；
S2, in bridge pier（1）The sustained height position of side is installed by several reaction frames（4）, in reaction frame（4）Place such as right in top surface
It is required that the described in any item stiffness bearers of 1-4（5）；
Wherein, it is seen along bridge width direction, bridge pier（1）Two sides on be separately installed at least one reaction frame（4）；It is described anti-
Power frame（4）Positioned at cap beam（9）Design position below；
S3, along bridge width direction, in the stiffness bearer of two neighboring bridge pier（5）The first support component of upper erection（3）, described
One support component（3）Bridge two neighboring bridge pier；
Along bridge length direction, in two neighboring first support component（3）The second support component of upper erection（2）；
S4, according to cap beam design requirement, in the second support component（2）Upper laying bed die（10）, on bed die carry out binding reinforcing bars,
After formwork erection, concreting, maintenance are carried out；
S5, after cap beam reaches design strength, reduce stiffness bearer（5）Height, demoulding, and successively remove the second support component
（2）, the first support component（3）, stiffness bearer（5）And reaction frame（4）；
S6, building bridge floor.
7. method according to claim 5 or 6, which is characterized in that in S1, while building bridge pier, in bridge pier（1）It is interior pre-
Bury shearing bearing assembly；Wherein, shearing bearing assembly is horizontally extending.
8. the method according to the description of claim 7 is characterized in that the shearing bearing assembly includes being embedded in cutting in bridge pier
Power pin（6）And casing（8）, the shear pin（6）One end show out to outside bridge pier side, the shear pin（6）With casing（8）
Pass through inner bolt（7）Connection；Reaction frame in step S2 passes through shear pin（6）It is installed on bridge pier.
9. according to the method described in claim 5, it is characterized in that, first support component（3）For steel truss；Described second
Support component（2）For ribs.
10. a kind of bridge, which is characterized in that built by such as described in any item methods of claim 4-9.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811086024.8A CN108842590A (en) | 2018-09-18 | 2018-09-18 | The method and bridge of bridge are built for the stiffness bearer of bridge construction, without bracket |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201811086024.8A CN108842590A (en) | 2018-09-18 | 2018-09-18 | The method and bridge of bridge are built for the stiffness bearer of bridge construction, without bracket |
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| CN108842590A true CN108842590A (en) | 2018-11-20 |
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| CN201811086024.8A Pending CN108842590A (en) | 2018-09-18 | 2018-09-18 | The method and bridge of bridge are built for the stiffness bearer of bridge construction, without bracket |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113293709A (en) * | 2021-06-21 | 2021-08-24 | 中冶天工集团有限公司 | Bridge unloading adjusting device and construction method thereof |
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| 吴琼、彭龙辉、刘德新、阳华国、崔燕青: "《高速公路高墩高塔施工技术实践与创新》", 31 December 2016, 重庆大学出版社 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113293709A (en) * | 2021-06-21 | 2021-08-24 | 中冶天工集团有限公司 | Bridge unloading adjusting device and construction method thereof |
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