CN107190634B - A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer - Google Patents
A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer Download PDFInfo
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- CN107190634B CN107190634B CN201710425541.2A CN201710425541A CN107190634B CN 107190634 B CN107190634 B CN 107190634B CN 201710425541 A CN201710425541 A CN 201710425541A CN 107190634 B CN107190634 B CN 107190634B
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- Prior art keywords
- pier
- cushion cap
- macroseism
- vertical muscle
- precast
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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
- E01D19/00—Structural or constructional details of bridges
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to it is a kind of based on plastic hinge transfer macroseism after rapid construction bridge pier method, including the following steps: step S1: Precast Pier Columns in the pre-buried positioning round steel of pier bottom and reserve exposed vertical muscle, and excavate pier at the scene, remove old pier stud；Step S2: cushion cap drilling, the positioning round steel insertion pre-buried to Precast Pier Columns；Step S3: handling Precast Pier Columns make its exposed vertical muscle and the exposed vertical muscle of cushion cap pass through extrusion socket joint；Step S4: in cushion cap corresponding position steel planting, and stirrup is bound；Step S5: after review is errorless, pouring hoop concrete, and Precast Pier Columns and cushion cap is made to become an entirety；Step S6: backfilling of earthwork is carried out, the construction of bridge substructure is completed.The present invention utilizes original cushion cap and pile foundation, reduces waste of material, using the connection type of reinforced positioning round steel and concrete jacket stirrup, areas of plasticity hinge is moved up, effectively avoids destroying in junction.
Description
Technical field
The present invention relates to road and bridge construction field, in particular to rapid construction after a kind of macroseism based on plastic hinge transfer
The method of bridge pier.
Background technique
Current city bridge construction scale is constantly expanding, and as the infrastructure of municipal works, has in early period and throws
The features such as money is big, public character is strong, late maintaining difficult management.So preventing and reducing natural disasters, especially maintenance side after antidetonation and shake
Face, it appears it is particularly significant, to reduce unnecessary loss.
Under geological process, bridge pier residual displacement may be excessive, does not have the value that sectional repair utilizes.Celestially according to slope
Bridge structure after shake repairs experience, when pier stud residual offset rate is greater than 1/60 or residual displacement is greater than 150mm, repair
Will be extremely difficult, it need to generally remove reconstruction.And it is pressed for time, in response to this, urgent need proposes one kind to emergency first-aid repair after earthquake
Old pier is removed, on the spot quick-assembling bridge pier and the method to resume traffic of setting a roof beam in place.
Condition survey is destroyed after shaking to bridge shows that there are various deficiencies in terms of antidetonation for reinforced concrete bridge pier, such as
Lack lateral tie constraint, causes bridge pier shear resistance weak；Vertical muscle overlap joint is easily destroyed, and usually bridge is easiest to by broken
Bad part, the repairing and reinforcement destroyed after shake, for resuming traffic, ensuring that timely and effective development earthquake relief work is worked and saved
Reconstruction funds are all particularly significant, become research emphasis.Common bridge pier restoring and fastening method has: increasing section repairing method, outsourcing
Steel pipe method for strengthening, stickup fibrous composite method for strengthening, steel mesh high-performance cement composite mortar repairing method, transverse prestress are repaired
Multiple method, fiber cloth and steel composite consolidation repairing method etc., but all there is different degrees of and defect in these methods, such as: add
Big method of section construction method is easy, and material therefor is simply easily obtained, and reliable to the effect stability of Pier Column Reinforcing, but this side
Method cast in situs is more, and curing time is long, generates larger change to former pier stud, influences original bridge entirety aesthetic effect；For logical
The bridge pier of boat section reduces the discharge area of navigation clear span and flood, influences flood discharge；Increase dead load, cushion cap may be aggravated
The pressure of pile foundation causes to the unnecessary burden in basis；It destroys in bridge pier repairing research and finds after to shake, outer wrapping fiber material
A kind of effective restorative procedure, it effectively can repair and improve pier stud shearing strength, prevent vertical muscle overlap joint destroy and
The constraint to concrete is improved to obtain bigger displacement Ductility, but when there is the case where vertical muscle yield failure, is difficult
Only concrete is repaired, also carries out the replacement for surrendering vertical muscle at this time.From the nineties, some researchers begin one's study
The method for destroying the new and old reinforcing bar replacement of rear abutment, and the mode for being connected by screw bolts part carries out new and old reinforcing bar connection, this mode
Main problem is to need that connector is especially arranged, and costly, while is needed in practical application to original reinforcing bar
Carry out screw thread process, it is difficult to practical application.
Summary of the invention
It is first the purpose of the present invention is to provide a kind of method of rapid construction bridge pier after macroseism based on plastic hinge transfer
First, using original cushion cap and pile foundation, reduce waste of material；Secondly, using reinforced positioning round steel and concrete cuff
The connection type of muscle, areas of plasticity hinge is moved up, and effectively avoids destroying in junction；Finally, the precast assembly pier stud with
Integral cast-in-situ formula bridge pier shock resistance is equivalent, be also suitable with middle height earthquake intensity area, while being pier stud overall pulling down, original place is prefabricated
The case where lifting, provides a preferable solution.
To solve the above-mentioned problems, the present invention provides rapid construction bridge piers after a kind of macroseism based on plastic hinge transfer
Method, including the following steps:
Step S1: Precast Pier Columns in the pre-buried positioning round steel of pier bottom and reserve exposed vertical muscle, and excavate pier at the scene,
Remove old pier stud；
Step S2: cushion cap drilling, the positioning round steel insertion pre-buried to Precast Pier Columns；
Step S3: handling Precast Pier Columns make its exposed vertical muscle and the exposed vertical muscle of cushion cap pass through extrusion socket joint；
Step S4: in cushion cap corresponding position steel planting, and stirrup is bound；
Step S5: after review is errorless, pouring hoop concrete, and Precast Pier Columns and cushion cap is made to become an entirety；
Step S6: backfilling of earthwork is carried out, the construction of bridge substructure is completed.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Method, in step sl, old pier stud retain the exposed vertical muscle of cushion cap in demolishing process.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Method, in step sl, positioning round steel and pier bottom portion contact portion place thicken setting circle stopple, pier stud side carry out middle line and
Absolute altitude controls wire tag.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Method bores 4 holes in cushion cap top surface corresponding position respectively, high-strength mortar must be perfused in hole, to Precast Pier Columns in step s 2
Reserved positioning round steel insertion.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Method, in step s3, the sleeve select steel bushing, using the radially compressed steel bushing of pressing tongs, are allowed to generate plastic deformation, lean on
Deformed steel bushing is combined closely integral with connected two vertical muscle.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Positioning round steel is inserted into the drilling of above-mentioned cushion cap, in its contact site placement positioning circular hole plug by method in step s 4.
According to the side of rapid construction bridge pier after a kind of macroseism based on plastic hinge transfer described in the application preferred embodiment
Method, in step sl, the construction process of Precast Pier Columns including the following steps:
Step S101: setting up pier shaft internal mould supporter, is laid with internal model and bed die and bracket is adjusted；
Step S102: internal model installation；
Step S103: binding pier shaft steel reinforcement cage；
Step S104: external mold fragment installation；
Step S105: reinforcing bar, template are checked and accepted, and pier shaft concrete is poured；
Step S106: pier shaft concrete curing.
Compared with prior art, there are following technical effects by the present invention:
The object of the present invention is to provide a kind of stress is reliable, construction is simple, rapid construction bridge after the wider macroseism of applicability
The method of pier.It is reliable that the construction method not only connects stress, but also can save material expenditures, shortens the construction period.The present invention utilizes
Original cushion cap and pile foundation save material, avoid wasting, reduce cost；Bridge pier is prefabricated, can guarantee quality, accelerates speed of application；
Squeeze the connection type of sleeve, it may occur that sleeve connection destroys, using the company of reinforced round steel and concrete jacket stirrup
Mode is connect, areas of plasticity hinge is moved up, effectively avoids destroying in junction；The connection type of concrete cuff increases bridge
Pier interface, and cushion cap is normally at below ground 0.5m, so this cuff is also to bury in below ground, does not influence outside bridge pier
Shape；Self-compacting concrete can be full of space automatically, ensure that the density of hoop concrete；This method can also be used for creating prefabricated
Assembled pier stud, difference are that the reinforcing bar of all implantation is readily modified as built-in type, construction quality better effect；The precast assembly pier stud with
Integral cast-in-situ formula bridge pier shock resistance is equivalent, is also applied for middle height earthquake intensity area；Behind extensive bridge construction peak, i.e., will
Into the maintenance phase, the case where this method is bridge pier overall pulling down, original place prefabrication and lifting, provides a preferable solution party
Case.
Detailed description of the invention
Fig. 1 is old bridge pier infrastructure figure of the invention；
Fig. 2 is the structural schematic diagram of cushion cap of the invention；
Fig. 3 a is the main view of Precast Pier Columns of the invention；
Fig. 3 b is the sectional view of Precast Pier Columns of the invention；
Fig. 4 is the structural schematic diagram of handling installation Precast Pier Columns of the invention；
Fig. 5 is the structural schematic diagram of setting circle stopple of the invention；
Fig. 6 is the structural schematic diagram of sleeve of the invention；
Fig. 7 is steel planting and binding stirrup figure of the invention；
Fig. 8 is cast-in-place hoop concrete and backfill schematic diagram of the invention；
Fig. 9 is plastic hinge transfer schematic diagram of the invention.
Specific embodiment
Below in conjunction with attached drawing, lifts a specific embodiment and be described in detail.
A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer please refers to Fig. 1-Fig. 9, including following
Several steps:
Step S1: Precast Pier Columns in the pre-buried positioning round steel of pier bottom and reserve exposed vertical muscle, and excavate pier at the scene,
Remove old pier stud；
Step S2: cushion cap drilling, the positioning round steel insertion pre-buried to Precast Pier Columns；
Step S3: handling Precast Pier Columns make its exposed vertical muscle and the exposed vertical muscle of cushion cap pass through extrusion socket joint；
Step S4: in cushion cap corresponding position steel planting, and stirrup is bound；
Step S5: after review is errorless, pouring hoop concrete, and Precast Pier Columns and cushion cap is made to become an entirety；
Step S6: backfilling of earthwork is carried out, the construction of bridge substructure is completed.
The structure of old bridge pier please refers to shown in Fig. 1, and old bridge pier includes cushion cap 1 and old pier stud 2, is equipped in cushion cap 1 several vertical
Muscle 11, this vertical muscle 11 is inverted L shape reinforcing bar.Structure after the old dismounting of pier stud 2 is referring to FIG. 2, inverted L shape reinforcing bar exposes the top of cushion cap 1
Face, the notably protection of the exposed vertical muscle 11 of cushion cap when removing old pier stud, because to retain the outer of cushion cap 1 when taking down the old bridge pier
Reveal vertical muscle 11.4 holes 12 are bored respectively in 1 top surface corresponding position of cushion cap, high-strength mortar must be perfused in hole 12, to Precast Pier Columns
3 reserved positioning round steel 33 are inserted into.
The construction process of Precast Pier Columns 3 including the following steps:
Step S101: setting up pier shaft internal mould supporter, is laid with internal model and bed die and bracket is adjusted；
Step S102: internal model installation；
Step S103: binding pier shaft steel reinforcement cage；
Step S104: external mold fragment installation；
Step S105: reinforcing bar, template are checked and accepted, and pier shaft concrete is poured；
Step S106: pier shaft concrete curing.
When Precast Pier Columns 3, in the pre-buried positioning round steel 33 of pier bottom and exposed vertical muscle 31 is reserved, as shown in Figure 3.Due to prefabricated
When pier stud 3 reach a certain height, positioning round steel 33 and pier bottom portion contact position meeting stress are concentrated, and it is fixed to thicken in contact portion placement
Circle of position stopple 4, while can also be accurately positioned 33 position of round steel.Middle line and absolute altitude control wire tag are carried out in pier stud side, so as to fixed
Its position is controlled when position.
Referring to FIG. 4, lifting above-mentioned Precast Pier Columns 3, i.e., Precast Pier Columns 3 are mounted on cushion cap 1, positioning round steel 33 is inserted
Enter in the hole 12 of cushion cap 1, in the setting circle stopple 4 that its contact site is placed, section is as shown in figure 5, its contact inner circle is straight
Diameter is identical as positioning 33 diameter of round steel, and contact outside diameter is identical as the mouth diameter of hole 12.The exposed vertical muscle 11 of cushion cap 1 with it is pre-
The exposed vertical muscle 31 of pier stud 3 processed is press-connected using sleeve 5, and section is as shown in fig. 6, utilize the radially compressed steel bushing of pressing tongs
Cylinder is allowed to generate plastic deformation, combine closely by deformed steel bushing with connected two vertical muscle integral.
After above-mentioned process inspection acceptance(check), steel planting is carried out.In strengthening and rebuilding engineering, bar planting is one and is directed to
Concrete structure is simpler and more direct, effective connection and anchorage technology.According to the reinforcement bar arrangement and quantity of design drawing, be staggered cushion cap reinforcing bar
Position marks out bar planting position and drills, as shown in Figure 7.Reinforcing bar and anchoring adhesive must carry out live pull-out test, can after qualified
Carry out process operation.After bar planting, stirrup is bound in bridge pier and cuff join domain.
After stirrup arranges acceptance(check), casting concrete, as shown in Figure 8.Cuff is poured using self-compacting concrete, to protect
Demonstrate,prove the density of cuff.The part bleeding that concrete generates in pouring process of vibrating, should exclude in time.After the completion of pouring, answer
Finishing in time smoothes out concrete exposed surface.
Finally according to Project Areas actual conditions, bridge pier backfilling of earthwork arrangement and method for construction is formulated.Special messenger is set and carries out backfill
Management control, to guarantee, embedded structure is intact, and then completes the construction of bridge substructure.It is region B, phase that its later period, which destroys,
Compared with old bridge pier destroyed area A, plastic hinge is moved up, as shown in figure 9, effectively preventing destroying in junction.
Disclosed above is only the specific embodiment of the application, and however, this application is not limited to this, any this field
Technical staff can think variation, should all fall in the protection domain of the application.
Claims (7)
1. a kind of method of rapid construction bridge pier after macroseism based on plastic hinge transfer, which is characterized in that including following step
It is rapid:
Step S1: Precast Pier Columns in the pre-buried positioning round steel of pier bottom and reserve exposed vertical muscle, and excavate pier at the scene, remove
Old pier stud；
Step S2: cushion cap drilling, the positioning round steel insertion pre-buried to Precast Pier Columns；
Step S3: handling Precast Pier Columns make its exposed vertical muscle and the exposed vertical muscle of cushion cap pass through extrusion socket joint；
Step S4: in cushion cap corresponding position steel planting, and stirrup is bound；
Step S5: after review is errorless, pouring hoop concrete, and Precast Pier Columns and cushion cap is made to become an entirety；
Step S6: backfilling of earthwork is carried out, the construction of bridge substructure is completed.
2. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In in step sl, old pier stud retains the exposed vertical muscle of cushion cap in demolishing process.
3. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In, in step sl, positioning round steel and pier bottom portion contact portion place thicken setting circle stopple, pier stud side carry out middle line and
Absolute altitude controls wire tag.
4. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In, in step s 2, bore 4 holes respectively in cushion cap top surface corresponding position, in hole must perfusion high-strength mortar, to Precast Pier Columns
Reserved positioning round steel insertion.
5. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In in step s3, the sleeve selects steel bushing, using the radially compressed steel bushing of pressing tongs, is allowed to generate plastic deformation, lean on
Deformed steel bushing is combined closely integral with connected two vertical muscle.
6. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In, in step s 4, will positioning round steel be inserted into the drilling of above-mentioned cushion cap, in its contact site placement positioning circular hole plug.
7. the method for rapid construction bridge pier, feature exist after a kind of macroseism based on plastic hinge transfer as described in claim 1
In, in step sl, the construction process of Precast Pier Columns including the following steps:
Step S101: setting up pier shaft internal mould supporter, is laid with internal model and bed die and bracket is adjusted；
Step S102: internal model installation；
Step S103: binding pier shaft steel reinforcement cage；
Step S104: external mold fragment installation；
Step S105: reinforcing bar, template are checked and accepted, and pier shaft concrete is poured；
Step S106: pier shaft concrete curing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710425541.2A CN107190634B (en) | 2017-06-08 | 2017-06-08 | A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710425541.2A CN107190634B (en) | 2017-06-08 | 2017-06-08 | A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer |
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| CN107190634A CN107190634A (en) | 2017-09-22 |
| CN107190634B true CN107190634B (en) | 2018-12-21 |
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| CN201710425541.2A Expired - Fee Related CN107190634B (en) | 2017-06-08 | 2017-06-08 | A method of rapid construction bridge pier after the macroseism based on plastic hinge transfer |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109972649A (en) * | 2019-05-08 | 2019-07-05 | 山西路桥建设集团有限公司 | Suitable for reducing half hinge construction of bridge pier under geological process, cushion cap and basic stress |
| CN110629661B (en) * | 2019-09-25 | 2021-12-31 | 广州大学 | Anti-seismic performance gradient pier column and construction method thereof |
| CN111979900A (en) * | 2020-08-04 | 2020-11-24 | 南华大学 | Connection and construction method of prefabricated bridge pier and bearing platform |
| CN113863672A (en) * | 2021-11-25 | 2021-12-31 | 中国十九冶集团有限公司 | Method for quickly constructing cylinder box concrete structure |
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|---|---|---|---|---|
| JPH09158127A (en) * | 1995-12-07 | 1997-06-17 | Mitsubishi Heavy Ind Ltd | Fixing structure of pier reinforcing part and footing |
| CN104805775A (en) * | 2015-05-07 | 2015-07-29 | 福州大学 | Construction method for RC (Reinforced Concrete) bridge pier post-earthquake restoration technology |
| CN205443914U (en) * | 2016-01-06 | 2016-08-10 | 上海应用技术学院 | Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power |
| CN205576723U (en) * | 2016-02-15 | 2016-09-14 | 上海应用技术学院 | Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier |
| CN106120542A (en) * | 2016-08-18 | 2016-11-16 | 福州大学 | Can be applicable to assembled pier and the construction technology thereof of seismic fortification intensity upper zone |
| CN106192730A (en) * | 2016-08-01 | 2016-12-07 | 上海应用技术学院 | A kind of steel bushing precast splice type bridge pier of band WELDING STUDS |
-
2017
- 2017-06-08 CN CN201710425541.2A patent/CN107190634B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09158127A (en) * | 1995-12-07 | 1997-06-17 | Mitsubishi Heavy Ind Ltd | Fixing structure of pier reinforcing part and footing |
| CN104805775A (en) * | 2015-05-07 | 2015-07-29 | 福州大学 | Construction method for RC (Reinforced Concrete) bridge pier post-earthquake restoration technology |
| CN205443914U (en) * | 2016-01-06 | 2016-08-10 | 上海应用技术学院 | Adopt shape memory alloy reinforcing bar to have prefabricated pin -connected panel pier of runback potential energy power |
| CN205576723U (en) * | 2016-02-15 | 2016-09-14 | 上海应用技术学院 | Adoption is excelled in prefabrication of fibre mortar and bellows joint and is assembled pier |
| CN106192730A (en) * | 2016-08-01 | 2016-12-07 | 上海应用技术学院 | A kind of steel bushing precast splice type bridge pier of band WELDING STUDS |
| CN106120542A (en) * | 2016-08-18 | 2016-11-16 | 福州大学 | Can be applicable to assembled pier and the construction technology thereof of seismic fortification intensity upper zone |
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