CN109972649A - Suitable for reducing half hinge construction of bridge pier under geological process, cushion cap and basic stress - Google Patents
Suitable for reducing half hinge construction of bridge pier under geological process, cushion cap and basic stress Download PDFInfo
- Publication number
- CN109972649A CN109972649A CN201910380277.4A CN201910380277A CN109972649A CN 109972649 A CN109972649 A CN 109972649A CN 201910380277 A CN201910380277 A CN 201910380277A CN 109972649 A CN109972649 A CN 109972649A
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- Prior art keywords
- bridge pier
- reinforcing bar
- cushion cap
- bridge
- geological process
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- Mining & Mineral Resources (AREA)
- General Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Hydrology & Water Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Bridges Or Land Bridges (AREA)
- Foundations (AREA)
Abstract
It is suitable for reducing bridge pier under geological process the present invention relates to one kind, half hinge of cushion cap and basic stress constructs, it can be simultaneously in bridge direction across bridge and vertical bridge to playing a role, including sleeve, reinforcing bar is truncated, connect reinforcing bar and mortar bed, the bridge pier is placed on cushion cap, the truncation Bar Anchorage is in bridge pier, the connection reinforcing bar lower end is protruded into and is anchored in cushion cap, upper end is protruded into and is anchored in bridge pier, bridge pier is connect by the connection reinforcing bar with cushion cap, in the junction of the bridge pier and cushion cap, mortar bed is poured on the outside of the connection reinforcing bar, the sleeve wraps connection reinforcing bar in bridge pier and cushion cap junction, contact of the isolation connection reinforcing bar with concrete, it is concentrated to avoid connection reinforcement stresses.Compared with prior art, the present invention can reduce bridge pier under geological process, cushion cap, basis internal force, have many advantages, such as to reduce foundation engineering amount, reduce bridge pier arrangement of reinforcement, reduce cushion cap and basis seismic Damage, is easy for construction, reliable performance, low in cost.
Description
Technical field
The present invention relates to sciences of bridge building, earthquake engineering field, are suitable for reducing under geological process more particularly, to one kind is suitable
Half hinge of bridge pier, cushion cap and basic stress constructs.
Background technique
Under geological process, girder, pile foundation, cushion cap are often used as capacity protection component, are set by capacity protection principle
Meter, and bridge pier is often designed as ductile reinforced member, and pier stud is made to form whole ductile mechanism.But when the sectional dimension of bridge pier is larger
(such as Railway Bridges And Piers), bridge pier is difficult to enter ductility under geological process, bears biggish earthquake so as to cause bridge foundation and cushion cap
Power is shown in that Fig. 3, Fig. 4, Fig. 3, Fig. 4 are the destruction picture of Japan Kobe earthquake pile foundation.Therefore, by using reasonable construction, lead to
The yield moment for reducing bridge pier is crossed, so that reducing seismic force suffered by bridge foundation and cushion cap is big section bridge pier tensility shock-resistant
The key point of design.
In order to protect basis, there is researcher to propose to see Fig. 5 using lift-off formula pile foundation.Its structural form is to hold
Platform and pile foundation junction set seam, to have the function that discharge pulling force and moment of flexure between pile foundation and cushion cap for only compression spring.But
It is such construct under geological process, cushion cap and pile crown often generate collision, cause the destruction of pile crown；Cushion cap and basis are without reliable
Connection, structure is more soft, and geological process flowering structure displacement response is larger；In addition when bridge pier is higher, such bridge pier under severe earthquake action
There is also the problem of toppling, it is not suitable for high pier, and the construction is complicated, cost is high, and as concealed work, checks and repair after shake
It has difficulties again.
Summary of the invention
It is an object of the present invention to overcome the above-mentioned drawbacks of the prior art and provide one kind to be suitable for reducing ground
Half hinge that shake acts on lower bridge pier, cushion cap and basic stress constructs, which can reduce the yield moment of large scale section bridge pier,
To reduce cushion cap and basic stress, under the premise of not influencing bridge normal use, the bridge under geological process can be effectively controlled
The yield moment of pier reduces the seismic force that bridge pier reaches cushion cap, basis.
The purpose of the present invention can be achieved through the following technical solutions:
A kind of half hinge construction suitable for reducing bridge pier under geological process, cushion cap and basic stress, can be simultaneously in bridge cross
Bridge to playing a role, including sleeve, truncation reinforcing bar, connection reinforcing bar and mortar bed, the bridge pier are placed on cushion cap with vertical bridge,
The truncation Bar Anchorage is in bridge pier, and the connection reinforcing bar lower end is protruded into and is anchored in cushion cap, and upper end is protruded into and is anchored in
In bridge pier, bridge pier is connect by the connection reinforcing bar with cushion cap, in the junction of the bridge pier and cushion cap, in the connection reinforcing bar
Outside pours mortar bed, and the sleeve wraps connection reinforcing bar, isolation connection reinforcing bar and coagulation in bridge pier and cushion cap junction
The contact of soil is concentrated to avoid connection reinforcement stresses.
Further, the connection reinforcing bar is arranged in the inside of truncation reinforcing bar, the truncation reinforcing bar on bridge pier cross section
It is laid around bridge pier in bridge pier, the truncation reinforcing bar apart from bridge pier indulges bridge, and to the end with direction across bridge, there are a spacing.
Connect between reinforcing bar and truncation reinforcing bar there are interior receipts distance, the interior receipts distance according to normal use load case with
And frequently occurred earthquake load case determines, pier bottom section bending strength should meet under normal use load and frequently occurred earthquake reinforcing bar in bullet
The requirement of property range.It is received under rarely occurred earthquake effect due to connecting in reinforcing bar designing, the surrender that can effectively reduce pier bottom is curved
Square is to reduce the stress of cushion cap and pile foundation.
Further, the interior receipts distance for connecting reinforcing bar is true according to normal use load case and frequently occurred earthquake load case
Fixed, pier bottom section bending strength should meet under normal use load and frequently occurred earthquake reinforcing bar in the requirement of elastic range.Generally connect
It connects reinforcing bar and the 20-30% that interior receipts distance of the reinforcing bar between bridge pier length direction is bridge pier length is truncated, connect reinforcing bar and cut
Interior receipts distance of the disconnected reinforcing bar between bridge pier width direction is the 20-30% of bridge pier width, and corresponding bridge pier bottom section is anti-
Curved intensity should meet under normal use load and frequently occurred earthquake reinforcing bar in the requirement of elastic range, generally higher than 240MPa.
It is described connection reinforcing bar interior receipts, can make bridge pier bottom yield moment reduce 40-50%, thus reduce bridge pier,
The internal force of cushion cap and pile foundation, plays antihunt action.
Further, there are a spacing for upper surface of the lower end of the truncation reinforcing bar apart from cushion cap.That is truncation reinforcing bar is being held
Suitable distance truncation above platform.
Further, the length that the connection reinforcing bar protrudes into bridge pier is the 90- of bridge pier vertically and horizontally cross-sectional maximum dimension
120%, it is bridge pier diameter for circular pier, protruding into cushion cap length is specification regulation anchorage length, for connection bar diameter
30-35 times, to connect cushion cap and bridge pier.
Further, the length of the sleeve is 5-10 times of connection bar diameter, and does not influence connection reinforcing bar and holding
Anchoring in platform and bridge pier.
Further, the bush material includes the one or more of plastics, rubber or cork.
Further, truncation reinforcing bar 15-20cm above cushion cap is truncated.
Further, the outside bending in lower end of the connection reinforcing bar, to be sufficiently anchored in cushion cap.
Further, the mortar bed is located in the bridge pier above cushion cap, the mortar bed pour area according to
The target capabilities of bridge pier determine, are the 40-50% of pier section area, with a thickness of 5-10cm.
Under rarely occurred earthquake effect, mortar bed is destroyed on the outside of pier bottom section, and effective cross-section is enclosed by connection reinforcing bar
Area is constituted, and area of section reduces, Stiffness, therefore, can effectively reduce the moment of flexure that rarely occurred earthquake acts on lower bridge pier bottom,
To reduce the internal force of cushion cap, pile foundation.
The components such as the cushion cap and pile foundation are as capacity protection component.
Under normal use load and frequently occurred earthquake effect operating condition, which meets normal power transmission demand.Cushion cap and bridge pier
Connect the quantity of reinforcing bar, anchorage length, mortar bed area account for the section gross area ratio should all meet normal use load with
Frequently occurred earthquake acts on operating condition, and pier bottom section bending strength will meet normal use load and frequently occurred earthquake acts on lower reinforcing bar in bullet
The requirement of property range.
In the case where being designed at rarely occurred earthquake load action, half hinge construction enters yield situation, achievees the purpose that reduce seismic force,
To protect other capacity protection components.
The invention discloses a kind of simple structure, easy for construction, installation and maintenance cost are cheap, are suitable for China's bridge pier
Half hinge construction of the biggish freely-supported beam bridge of sectional dimension or rigid frame bridge.The device can be before not influencing bridge normal use
It puts, the yield moment at bridge pier bottom or pier top under effective and reasonable Earthquake occurrence control effect reduces cushion cap, basis and other abilities and protects
The seismic force demand of component is protected, while reducing the displacement of geological process flowering structure, compared with lift-off formula pile foundation, which is more suitable for height
Pier bridge.
Compared with prior art, the invention has the following advantages that
(1) it is designed at bridge pier under rarely occurred earthquake acts on and enters yield situation, be effectively reduced the ground of lower part cushion cap and basis
Shake demand protects other capacity protection components；
(2) simple structure, low in cost, strong operability facilitate inspection to repair after shake；
(3) after the half hinge construction forms plastic hinge at half hinge, bridge pier can provide reliable and stable hysteretic energy ability, can
The performance for making full use of material is effectively reduced the seismic response of structure, while can reduce displacement structure, makes it in permissible range
It is interior.
Detailed description of the invention
Fig. 1 is the half hinge construction schematic view of the front view suitable for reducing bridge pier under geological process, cushion cap and basic stress；
Fig. 2 is the face A-A schematic cross-sectional view in Fig. 1；
It is identified in figure are as follows: reinforcing bar 2 is truncated in sleeve 1, connects reinforcing bar 3, mortar bed 4
Fig. 3 is the destruction schematic diagram one of Japan Kobe earthquake pile foundation；
Fig. 4 is the destruction schematic diagram two of Japan Kobe earthquake pile foundation；
Fig. 5 is lift-off pile foundation schematic diagram.
Specific embodiment
The present invention is described in detail with specific embodiment below in conjunction with the accompanying drawings.
Embodiment 1
As illustrated in fig. 1 and 2, a kind of half hinge construction suitable for reducing bridge pier under geological process, cushion cap and basic stress, can
Simultaneously in bridge direction across bridge and vertical bridge to playing a role, including sleeve 1, truncation reinforcing bar 2, connection reinforcing bar 3 and mortar bed 4, institute
It states bridge pier 5 to be placed on cushion cap 6, the truncation reinforcing bar 2 is anchored in bridge pier 5, and 3 lower end of connection reinforcing bar, which is protruded into and is anchored in, holds
In platform 6, upper end is protruded into and is anchored in bridge pier 5, and bridge pier 5 is connect by the connection reinforcing bar 3 with cushion cap 6, the bridge pier 5 with hold
The junction of platform 6 pours mortar bed 4 in the outside of the connection reinforcing bar 3, and the sleeve 1 is in bridge pier 5 and 6 junction of cushion cap
Connection reinforcing bar 3 is wrapped, contact of the isolation connection reinforcing bar 3 with concrete is concentrated to avoid connection 3 stress of reinforcing bar.
In the present embodiment, the connection reinforcing bar 3 is arranged in the inside of truncation reinforcing bar 2, the truncation on 5 cross section of bridge pier
Reinforcing bar 2 is laid around bridge pier 5 in bridge pier 5, and the truncation reinforcing bar 2 is indulged bridge apart from bridge pier 5 and stayed to the end with direction across bridge
There is a spacing.
I.e. there are interior receipts distances between connection reinforcing bar 3 and truncation reinforcing bar 2, and the interior receipts distance is according to normal use load case
And frequently occurred earthquake load case determines, pier bottom section bending strength should meet reinforcing bar under normal use load and frequently occurred earthquake and exist
The requirement of elastic range.It is designing and, due to receiving in connection reinforcing bar, the surrender of pier bottom can effectively reduced under rarely occurred earthquake effect
Moment of flexure is to reduce the stress of cushion cap and pile foundation.
In the present embodiment, the interior receipts distance is determined according to normal use load case and frequently occurred earthquake load case,
The interior receipts distance of general connection reinforcing bar 3 and truncation reinforcing bar 2 between bridge pier length direction is the 20-30% of bridge pier length, connection
The interior receipts distance of reinforcing bar 3 and truncation reinforcing bar 2 between bridge pier width direction is the 20-30% of bridge pier width, and corresponding bridge pier
Bottom section bending strength should meet reinforcing bar under normal use load and frequently occurred earthquake in the requirement of elastic range, generally higher than
240MPa。
It is described connection reinforcing bar interior receipts, can make bridge pier bottom yield moment reduce 40-50%, thus reduce bridge pier,
The internal force of cushion cap and pile foundation, plays antihunt action.
In the present embodiment, there are a spacing for upper surface of the lower end of the truncation reinforcing bar 2 apart from cushion cap 6.Reinforcing bar 2 is truncated
Suitable distance is truncated above cushion cap 6.
In the present embodiment, the truncation reinforcing bar 2 15-20cm above cushion cap is truncated.
In the present embodiment, the length that the connection reinforcing bar 3 protrudes into bridge pier 5 is the 90- of the vertically and horizontally cross-sectional maximum dimension of bridge pier 5
120%, it is bridge pier diameter for circular pier, protruding into 6 length of cushion cap is specification regulation anchorage length, to connect 3 diameter of reinforcing bar
30-35 times, to connect cushion cap 5 and bridge pier 6.
In the present embodiment, the length of the sleeve 1 is 5-10 times of connection 3 diameter of reinforcing bar, and does not influence to connect reinforcing bar 3
Anchoring in cushion cap and bridge pier.
In the present embodiment, 1 material of sleeve includes the one or more of plastics, rubber or cork.
In the present embodiment, the outside bending in lower end of the connection reinforcing bar 3, to be sufficiently anchored in cushion cap.
In the present embodiment, the mortar bed 4 is located in the bridge pier 5 of 6 top of cushion cap, and the mortar bed 4 pours face
Product is determined according to the target capabilities of bridge pier, is the 40-50% of pier section area, with a thickness of 5-10cm.
Under rarely occurred earthquake effect, mortar bed is destroyed on the outside of pier bottom section, and effective cross-section is enclosed by connection reinforcing bar
Area is constituted, and area of section reduces, Stiffness, therefore, can effectively reduce the moment of flexure that rarely occurred earthquake acts on lower bridge pier bottom,
To reduce the internal force of cushion cap, pile foundation.
The components such as the cushion cap and pile foundation are as capacity protection component.
Under normal use load and frequently occurred earthquake effect operating condition, which meets normal power transmission demand.Cushion cap and bridge pier
Connect the quantity of reinforcing bar, anchorage length, mortar bed area account for the section gross area ratio should all meet normal use load with
Frequently occurred earthquake acts on operating condition, and pier bottom section bending strength will meet normal use load and frequently occurred earthquake acts on lower reinforcing bar in bullet
The requirement of property range.
In the case where being designed at rarely occurred earthquake load action, half hinge construction enters yield situation, achievees the purpose that reduce seismic force,
To protect other capacity protection components.
The invention discloses a kind of simple structure, easy for construction, installation and maintenance cost are cheap, are suitable for China's bridge pier
Half hinge construction measure of the biggish freely-supported beam bridge of sectional dimension or rigid frame bridge.The device can not influence bridge normal use
Under the premise of, the yield moment at bridge pier bottom or pier top under effective and reasonable Earthquake occurrence control effect reduces cushion cap, basis and other energy
It tries hard to keep and protects the seismic force demand of component, while reducing the displacement of geological process flowering structure, compared with lift-off formula pile foundation, the construction is more applicable
In high pier bridge.
This hair can be understood and applied the above description of the embodiments is intended to facilitate those skilled in the art
It is bright.Person skilled in the art obviously easily can make various modifications to these embodiments, and described herein
General Principle is applied in other embodiments without having to go through creative labor.Therefore, the present invention is not limited to implementations here
Example, those skilled in the art's announcement according to the present invention, the improvement made for the present invention and modification all should be of the invention
Within protection scope.
Claims (9)
1. a kind of half hinge construction suitable for reducing bridge pier under geological process, cushion cap and basic stress, which is characterized in that including set
Cylinder (1), truncation reinforcing bar (2), connection reinforcing bar (3) and mortar bed (4), the bridge pier (5) are placed on cushion cap (6), the truncation
Reinforcing bar (2) is anchored in bridge pier (5), and connection reinforcing bar (3) lower end is protruded into and is anchored in cushion cap (6), and upper end is protruded into and anchor
It is fixed in bridge pier (5), bridge pier (5) is connect by the connection reinforcing bar (3) with cushion cap (6), in the bridge pier (5) and cushion cap (6)
Junction pours mortar bed (4) on the outside of the connection reinforcing bar (3), and the sleeve (1) is handed in bridge pier (5) and cushion cap (6)
The place of connecing wraps connection reinforcing bar (3), contact of isolation connection reinforcing bar (3) with concrete.
2. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that the inside for connecting reinforcing bar (3) and being arranged in truncation reinforcing bar (2) on bridge pier (5) cross section, described section
Disconnected reinforcing bar (2) are laid around bridge pier (5) in bridge pier (5), the truncation reinforcing bar (2) apart from bridge pier (5) vertical bridge to cross
Bridge to there are a spacing for end.
3. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that there are a spacing for upper surface of the lower end of truncation reinforcing bar (2) apart from cushion cap (6).
4. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
Make, it is characterised in that connection reinforcing bar (3) protrude into bridge pier (5) length be bridge pier (5) vertically and horizontally cross-sectional maximum dimension 90-
120%, protruding into cushion cap (6) length is 30-35 times for connecting reinforcing bar (3) diameter, to connect cushion cap (5) and bridge pier (6).
5. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that the length of the sleeve (1) is 5-10 times of connection reinforcing bar (3) diameter, and does not influence to connect reinforcing bar
(3) anchoring in cushion cap and bridge pier.
6. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that sleeve (1) material includes the one or more of plastics, rubber or cork.
7. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that the truncation reinforcing bar (2) 15-20cm above cushion cap is truncated.
8. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that the outside bending in lower end of connection reinforcing bar (3).
9. a kind of half hinge structure suitable for reducing bridge pier under geological process, cushion cap and basic stress according to claim 1
It makes, which is characterized in that the mortar bed (4) is located at the bridge pier (5) above cushion cap (6) Nei, and mortar bed (4) pour
Area is the 40-50% of pier section area, with a thickness of 5-10cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910380277.4A CN109972649A (en) | 2019-05-08 | 2019-05-08 | Suitable for reducing half hinge construction of bridge pier under geological process, cushion cap and basic stress |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910380277.4A CN109972649A (en) | 2019-05-08 | 2019-05-08 | Suitable for reducing half hinge construction of bridge pier under geological process, cushion cap and basic stress |
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| CN109972649A true CN109972649A (en) | 2019-07-05 |
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Cited By (4)
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| CN111254816A (en) * | 2020-03-26 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Recoverable ductile structure pier for railway bridge |
| CN111636466A (en) * | 2020-05-29 | 2020-09-08 | 叶长青 | Wooden earthquake-resistant building |
| CN113373800A (en) * | 2021-06-24 | 2021-09-10 | 上海应用技术大学 | Hollow prefabricated assembled pier adopting grouting sleeve and connecting method thereof |
| CN113481831A (en) * | 2021-06-10 | 2021-10-08 | 浙江工业大学 | Seamless pier structure and construction method thereof |
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| CN210140843U (en) * | 2019-05-08 | 2020-03-13 | 山西路桥建设集团有限公司 | Half hinge structure suitable for reducing stress of pier, cushion cap and foundation under earthquake action |
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| CN111254816A (en) * | 2020-03-26 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Recoverable ductile structure pier for railway bridge |
| CN111636466A (en) * | 2020-05-29 | 2020-09-08 | 叶长青 | Wooden earthquake-resistant building |
| CN113481831A (en) * | 2021-06-10 | 2021-10-08 | 浙江工业大学 | Seamless pier structure and construction method thereof |
| CN113373800A (en) * | 2021-06-24 | 2021-09-10 | 上海应用技术大学 | Hollow prefabricated assembled pier adopting grouting sleeve and connecting method thereof |
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