CN106049563B - Earthquake is damaged pier footing reinforcing system - Google Patents
Earthquake is damaged pier footing reinforcing system Download PDFInfo
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- CN106049563B CN106049563B CN201610591228.1A CN201610591228A CN106049563B CN 106049563 B CN106049563 B CN 106049563B CN 201610591228 A CN201610591228 A CN 201610591228A CN 106049563 B CN106049563 B CN 106049563B
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- reinforcement
- pile foundation
- cushion cap
- shear connector
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The present invention relates to a kind of earthquakes to be damaged pier footing reinforcing system, including former pile foundation (1), former cushion cap (2) and former pier shaft (3), reinforcement and strengthening pile foundation steel sleeve (4) is provided on the outside of former pile foundation (1), the bottom end of reinforcement and strengthening pile foundation steel sleeve (4) is provided with steel sleeve cutter tip (16), drive link (18) is arranged inside, reinforcement pile foundation concrete (6) has been poured in reinforcement and strengthening pile foundation steel sleeve (4), it is implanted with shear connector (9) on the top surface of former cushion cap (2) and on the lateral surface of former pier shaft (3), it is provided with steel plate anchor ear (10) on the outside of former pier shaft reinforcing bar shear connector (9).Steel bar concrete reinforcement cushion cap (14) has been poured outside former cushion cap (2) on concrete mats laminate (13).The present invention is small to pier footing interference, improves the total bearing capacity of repair reinforcing after pier footing shake.
Description
Technical field
The present invention relates to the reinforcing compensation system that a kind of earthquake is damaged bridge pile foundation and cushion cap, more particularly to one kind is suitable for
Municipal bridge causes the system for carrying out reinforcing to it after its structural damage after earthquake.
Background technology
Earthquake Bridge basis and pier shaft reinforced concrete structure can be by destructions, or even bridge pier concrete occur and open
It splits, the deformation of pier shaft steel bar stress is exposed, and stirrup portion cuts the phenomenon that being peeled off with bridge pier concrete.If pier shaft reinforcing bar main reinforcement
Substantially it remains intact, comments in detail through shatter-proof and can carry out what reinforcement recovery can be continuing with to it, reinforcing usually is carried out to it
's.Existing method for reinforcing is：First by original pier shaft and cushion cap dabbing post-installing rebar, steel is installed on the outside of original pier shaft
Then template pours slightly expanded concrete, carry out reinforcing.There is the concrete newly poured and old concrete knot in this method
Conjunction is not close, is easy to form double-layer structure, reinforcement strength is poor；In addition, this reinforcing construction method is needed in original cushion cap surrounding
Rotary drilling rig pore-forming is directly utilized, and casting concrete completes reinforcing, rotary digging is dug drilling machine operation and can be generated to surrounding soil
Sharp pounding, drilling machine are also easy to cause collapse hole in drilling process, can cause former soil under pile that depression occurs, further result in original
Pile foundation is impaired.
Invention content
The present invention is to solve the concrete that reinforcement pours existing for existing method for reinforcing to be combined not with former concrete
Close and reinforcement and strengthening vibrations can induce the technical problem that former pile foundation is further damaged, and provide a kind of impaired bridge pier base of earthquake
Plinth reinforcing system, technical solution are as follows：
A kind of impaired pier footing reinforcing system of earthquake, including former pile foundation 1, former cushion cap 2 and former pier shaft 3, feature
It is, the outside of former pile foundation 1 is provided with reinforcement and strengthening pile foundation steel sleeve 4, is arranged in the bottom end of reinforcement and strengthening pile foundation steel sleeve 4
There is steel sleeve cutter tip 16, drive link 18 is provided in reinforcement and strengthening pile foundation steel sleeve 4, the lower end of drive link 18 is by adding
Gu linking together with rotation shoveling drilling bucket 17 after reinforcement pile foundation steel sleeve 4, benefit is provided in reinforcement and strengthening pile foundation steel sleeve 4
Strong pile foundation steel bar cage 5, has poured reinforcement pile foundation concrete 6, in the lateral surface of former cushion cap 2 in reinforcement and strengthening pile foundation steel sleeve 4
On be provided with implantation reinforcing bar 7, compartment of terrain is implanted with former cushion cap reinforcing bar shear connector 8 on the top surface of former cushion cap 2, in former pier shaft 3
It is implanted with former pier shaft reinforcing bar shear connector 9 on lateral surface, the outside of former pier shaft reinforcing bar shear connector 9 is provided with steel plate anchor ear 10,
Steel plate anchor ear shear connector 11, former cushion cap reinforcing bar shear connector 8, former pier shaft reinforcing bar shear connector are provided on the medial surface of steel plate anchor ear 10
9 and steel plate anchor ear shear connector 11 be hook-shaped shear connector, the gib head of former pier shaft reinforcing bar shear connector 9 and steel plate anchor ear shear connector 11
Gib head be snap-in together, be provided with self-compacting concrete pouring layer 12 between steel plate anchor ear 10 and former pier shaft 3.
It is provided with concrete mats laminate 13 on the top surface of reinforcement and strengthening pile foundation steel sleeve 4, on concrete mats laminate 13
Former cushion cap 2 outside poured steel bar concrete reinforcement cushion cap 14, be arranged on the top end face of steel bar concrete reinforcement cushion cap 14
There is self-compacting concrete to pour annular foundation trench 19, the bottom end of former pier shaft 3 is provided in self-compacting concrete and pours annular foundation trench 19
In, the gib head of the former cushion cap reinforcing bar shear connector 8 in self-compacting concrete pours annular foundation trench 19 is sheared with steel plate anchor ear
The gib head clasp joint of key 11 is together.
Earthquake provided by the invention is damaged pier footing reinforcing system, pier footing is interfered it is small, investment reduction at
This, pier shaft structure has enough strength and stiffness after making reinforcing, improves the entirety of repair reinforcing after pier footing shake
Bearing capacity.
Description of the drawings
Fig. 1 is the structural schematic diagram of the present invention；
Fig. 2 is the sectional view along A-A in Fig. 1.
Specific implementation mode
The present invention is described in detail below in conjunction with the accompanying drawings：The earthquake of the present invention is damaged pier footing reinforcing system
System, including former pile foundation 1, former cushion cap 2 and former pier shaft 3, are provided with reinforcement and strengthening pile foundation steel sleeve 4 in the outside of former pile foundation 1, are adding
Gu the bottom end of reinforcement pile foundation steel sleeve 4 is provided with steel sleeve cutter tip 16, biography is provided in reinforcement and strengthening pile foundation steel sleeve 4
The lower end of lever 18, drive link 18 is being added by linking together with rotation shoveling drilling bucket 17 after reinforcement and strengthening pile foundation steel sleeve 4
Gu being provided with reinforcement pile foundation steel bar cage 5 in reinforcement pile foundation steel sleeve 4, reinforcement stake has been poured in reinforcement and strengthening pile foundation steel sleeve 4
Base concrete 6 is provided with implantation reinforcing bar 7 on the lateral surface of former cushion cap 2, and compartment of terrain is implanted with original on the top surface of former cushion cap 2
Cushion cap reinforcing bar shear connector 8 is implanted with former pier shaft reinforcing bar shear connector 9, in former pier shaft reinforcing bar shear connector on the lateral surface of former pier shaft 3
9 outside is provided with steel plate anchor ear 10, and steel plate anchor ear shear connector 11, former pile cap steel are provided on the medial surface of steel plate anchor ear 10
Muscle shear connector 8, former pier shaft reinforcing bar shear connector 9 and steel plate anchor ear shear connector 11 are hook-shaped shear connector, former pier shaft reinforcing bar shear connector 9
Gib head and the gib head of steel plate anchor ear shear connector 11 be to be provided between steel plate anchor ear 10 and former pier shaft 3 together with snap-in
Self-compacting concrete pouring layer 12.
It is provided with concrete mats laminate 13 on the top surface of reinforcement and strengthening pile foundation steel sleeve 4, on concrete mats laminate 13
Steel bar concrete reinforcement cushion cap 14 has been poured, self-compacting concrete is provided on the top end face of steel bar concrete reinforcement cushion cap 14
Annular foundation trench 19 is poured, the bottom end of former pier shaft 3 is provided in self-compacting concrete and pours in annular foundation trench 19, mixed in self-compaction
The gib head that solidifying soil pours the former cushion cap reinforcing bar shear connector 8 in annular foundation trench 19 is existed with the gib head clasp joint of steel plate anchor ear shear connector 11
Together；Beam body temporary support 15 is provided on steel bar concrete reinforcement cushion cap 14, former cushion cap 2 is to be cast in reinforcing bar to mix
Solidifying soil is reinforced in cushion cap 14.
The earthquake that the present invention uses is damaged pier footing method for reinforcing, includes the following steps：
Four diameters, 1.2 meters of reinforcement pile foundation positions are arranged in the first step on the position at four angles in the outside of former cushion cap 2, with
14 bearing capacity of steel bar concrete reinforcement cushion cap is improved, before reinforcement pile foundation soil taking hole forming, in advance in reinforcement and strengthening pile foundation steel bushing
Steel sleeve cutter tip 16, the method integrally crept into using spinning, by reinforcement and strengthening pile foundation steel sleeve are connected in the lower port of pipe 4
4 are pressed into the soil body for reinforcing pile foundation position, at the same the drive link 18 that lower end is connected with to rotation shoveling drilling bucket 17 be put into plus
Gu in reinforcement pile foundation steel sleeve 4, rotation shoveling drilling bucket 17 extracts reinforcing in 4 drilling process of reinforcement and strengthening pile foundation steel sleeve and mends
The soil body in strong pile foundation steel sleeve 4 carries out pore-forming, effectively reduces reinforcement and strengthening pile foundation construction in the process to original pier footing
Damage is further resulted in, has achieved the purpose that Construction of Pile Bedding Boring micro-disturbance；Wait for that reinforcement and strengthening pile foundation steel sleeve 4 is squeezed into place simultaneously
After the soil body in reinforcement and strengthening pile foundation steel sleeve 4 is cleaned out, reinforcement pile foundation reinforcing bar is put into reinforcement and strengthening pile foundation steel sleeve 4
The upper end position of cage 5, reinforcement pile foundation steel bar cage 5 is higher than 50 centimetres of 2 top surface of former cushion cap, in reinforcement and strengthening pile foundation steel sleeve 4
It pours at reinforcement pile foundation concrete 6 to 2 basal surface position of former cushion cap, after 6 initial set of reinforcement pile foundation concrete, vertical extract reinforces benefit
Strong pile foundation steel sleeve 4, forms reinforcement pile foundation；
Second step pours the concrete mats laminate 13 for completing 20 cm thicks in the reinforcement pile foundation in 2 outside of former cushion cap；It will be former
The concrete surface dabbing of 2 top surface of 2 lateral surface of cushion cap and former cushion cap, the concrete surface removed on 2 lateral surface of former cushion cap are loose
After aggregate, implantation reinforcing bar 7 is positioned apart from 2 lateral surface roughened surface of former cushion cap, former cushion cap will be extend into reinforcing bar 7 by often taking root in
15 centimetres in 2；The compartment of terrain implantation cushion cap reinforcing bar shear connector 8 on the top surface of former cushion cap 2, cushion cap reinforcing bar shear connector 8 is screw thread
For reinforcement fabrication at single hooked, upper end crotch is in an angle of 90 degrees, and hook length is ten centimetres, and the anchorage length on former cushion cap 2 is
22 centimetres；The former pier shaft reinforcing bar shear connector 9 of compartment of terrain implantation on the outer surface of former pier shaft 3, often take root in into former pier shaft steel
Muscle shear connector 9 will extend into former pier shaft 3 15 centimetres, with the whole of reinforcing steel bar concrete strengthening cushion cap 14 and original cushion cap 2
Body；
Third step, on concrete mats laminate 13 assembling reinforcement concrete strengthening cushion cap 14 reinforcing bar, reinforced concrete
The reinforcing bar of soil reinforcing cushion cap 14, to together, it is mixed to install reinforcing bar with implantation 7 two-sided welding of reinforcing bar on concrete mats laminate 13
Solidifying soil reinforces the steel form of cushion cap 14 and at casting concrete to the 2 60 centimetres of positions in top of former cushion cap, waits for that concrete reaches just
After solidifying, by the pre-hardening concrete chisel removal at the outer fix of former pier shaft 3, self-compacting concrete pouring layer foundation trench 19 is formed, favorably
It is accurately positioned in steel plate anchor ear 10, while former pier shaft 3 is effectively ensured and connects with the reliable of steel bar concrete reinforcement cushion cap 14
It connects, keeps the pier footing after its reinforcement more firm；
4th step, pier shaft reinforcing construction before, on steel bar concrete reinforcement cushion cap 14 install beam body temporary support
Frame 15 is to support former beam body, the top of beam body temporary support 15 to be provided with longitudinally, laterally distribution beam and held out against with former beam body；It goes
Except on former pier shaft 3 destroyed area concrete and strained stirrup, reinstall reinforcing bar identical with former main reinforcement, and with
Pier shaft main reinforcement links together, and then by the abundant dabbing of concrete surface on former pier shaft 3 and exposes coarse aggregate, in former pier shaft 3
Concrete chisel hair side on compartment of terrain drill and be implanted into former pier shaft reinforcing bar shear connector 9, former 9 mistake of pier shaft reinforcing bar shear connector of drilling implantation
3 internal structure reinforcing bar of former pier shaft is avoided in journey, implantation depth is 20 centimetres, in favor of former pier shaft 3 and self-compacting concrete
Pouring layer 12 is reliably connected, and is allowed to cooperate.
5th step, the installation steel plate anchor ear 10 in self-compacting concrete pouring layer foundation trench 19, light plate anchor ear 10 is by two
A semicircle galvanized steel plain sheet is made, and compartment of terrain is welded with steel plate anchor ear shear connector 11 on the madial wall of steel plate anchor ear 10,
Steel plate anchor ear shear connector 11 is fabricated to 90 degree of double hooked, ten centimetres of hook length for spiral, and single steel plate anchor ear is cut
11 length of power key is 40 centimetres, and the crotch of steel plate anchor ear shear connector 11 is together with implantation 9 snap-in of reinforcing bar shear connector；
6th step, with concrete mixer by steel plate anchor ear 10 top by concrete conveyance sebific duct stretch to former pier shaft 3 with
In gap between steel plate anchor ear 10, self-compacting concrete is poured；
7th step, after the self-compacting concrete that upper step pours reaches intensity, remove beam body temporary support 15 and it is longitudinal,
Transverse distribution beam, steel plate anchor ear 10 does not do dismounting and C40 self-compacting concretes 12 shapes of pouring layer are integral, and former pier shaft 3 is made to exist
Concrete filled steel tube is formed after reinforcing, and the rigidity of structure and ductility is made all to be greatly improved；By steel plate anchor ear 10
Antirust coat is set on outer surface.
Claims (1)
1. a kind of earthquake is damaged pier footing reinforcing system, including former pile foundation (1), former cushion cap (2) and former pier shaft (3),
It is characterized in that, reinforcement and strengthening pile foundation steel sleeve (4) is provided on the outside of former pile foundation (1), in reinforcement and strengthening pile foundation steel sleeve (4)
Bottom end be provided with steel sleeve cutter tip (16), drive link (18) is provided in reinforcement and strengthening pile foundation steel sleeve (4), be driven
The lower end of bar (18) is linked together with rotation shoveling drilling bucket (17) afterwards by reinforcement and strengthening pile foundation steel sleeve (4), is mended reinforcing
It is provided with reinforcement pile foundation steel bar cage (5) in strong pile foundation steel sleeve (4), reinforcement has been poured in reinforcement and strengthening pile foundation steel sleeve (4)
Pile foundation concrete (6) is provided with implantation reinforcing bar (7) on the lateral surface of former cushion cap (2), is spaced on the top surface of former cushion cap (2)
Ground is implanted with former cushion cap reinforcing bar shear connector (8), and former pier shaft reinforcing bar shear connector (9) is implanted on the lateral surface of former pier shaft (3),
It is provided with steel plate anchor ear (10) on the outside of former pier shaft reinforcing bar shear connector (9), steel is provided on the medial surface of steel plate anchor ear (10)
Plate anchor ear shear connector (11), former cushion cap reinforcing bar shear connector (8), former pier shaft reinforcing bar shear connector (9) and steel plate anchor ear shear connector (11)
It is hook-shaped shear connector, the gib head of former pier shaft reinforcing bar shear connector (9) and the gib head of steel plate anchor ear shear connector (11) are snap-ins one
It rises, self-compacting concrete pouring layer (12) is provided between steel plate anchor ear (10) and former pier shaft (3)；
Concrete mats laminate (13) is provided on the top surface of reinforcement and strengthening pile foundation steel sleeve (4), in concrete mats laminate (13)
On former cushion cap (2) outside poured steel bar concrete reinforcement cushion cap (14), the top in steel bar concrete reinforcement cushion cap (14)
It is provided with self-compacting concrete on face and pours annular foundation trench (19), the bottom end of former pier shaft (3) is provided in self-compacting concrete and pours
It builds in annular foundation trench (19), the hook of the former cushion cap reinforcing bar shear connector (8) in self-compacting concrete pours annular foundation trench (19)
The hook head portions clasp joint of head and steel plate anchor ear shear connector (11).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610591228.1A CN106049563B (en) | 2016-07-20 | 2016-07-20 | Earthquake is damaged pier footing reinforcing system |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610591228.1A CN106049563B (en) | 2016-07-20 | 2016-07-20 | Earthquake is damaged pier footing reinforcing system |
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| CN106049563A CN106049563A (en) | 2016-10-26 |
| CN106049563B true CN106049563B (en) | 2018-08-07 |
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| CN201610591228.1A Active CN106049563B (en) | 2016-07-20 | 2016-07-20 | Earthquake is damaged pier footing reinforcing system |
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Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107246035B (en) * | 2017-07-19 | 2018-07-17 | 交通运输部公路科学研究所 | A kind of main pier concrete pile foundation breakdown diagnosis method of bridge spanning the sea |
| CN107386127B (en) * | 2017-09-06 | 2023-08-18 | 永富建工集团有限公司 | Bridge pier assembling device |
| CN107700371A (en) * | 2017-10-20 | 2018-02-16 | 吴迪 | A kind of small rural highway bridge transforms reinforcement means |
| CN110468723B (en) * | 2019-08-30 | 2020-11-06 | 中铁六局集团太原铁路建设有限公司 | Installation and construction method for wrapping steel plate outside main pier of swivel bridge |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1088524A (en) * | 1996-09-10 | 1998-04-07 | Kajima Corp | Reinforcement construction method for base of bridge pier and base reinforced bridge pier |
| JP2006207124A (en) * | 2005-01-25 | 2006-08-10 | Nippon Sharyo Seizo Kaisha Ltd | Steel-made pier structural body and its construction method |
| CN202595636U (en) * | 2012-04-20 | 2012-12-12 | 上海颖川加固工程技术有限公司 | Prestressed capping beam counterforce platform system containing inner and outer stiffening steel plates |
| CN103015330A (en) * | 2013-01-18 | 2013-04-03 | 四川省交通运输厅公路规划勘察设计研究院 | Steel hoop support system of jacking bridge |
| CN203866716U (en) * | 2014-02-19 | 2014-10-08 | 科达集团股份有限公司 | Hoop type construction device for reinforcing single-column pier with concrete filled steel tubes |
-
2016
- 2016-07-20 CN CN201610591228.1A patent/CN106049563B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH1088524A (en) * | 1996-09-10 | 1998-04-07 | Kajima Corp | Reinforcement construction method for base of bridge pier and base reinforced bridge pier |
| JP2006207124A (en) * | 2005-01-25 | 2006-08-10 | Nippon Sharyo Seizo Kaisha Ltd | Steel-made pier structural body and its construction method |
| CN202595636U (en) * | 2012-04-20 | 2012-12-12 | 上海颖川加固工程技术有限公司 | Prestressed capping beam counterforce platform system containing inner and outer stiffening steel plates |
| CN103015330A (en) * | 2013-01-18 | 2013-04-03 | 四川省交通运输厅公路规划勘察设计研究院 | Steel hoop support system of jacking bridge |
| CN203866716U (en) * | 2014-02-19 | 2014-10-08 | 科达集团股份有限公司 | Hoop type construction device for reinforcing single-column pier with concrete filled steel tubes |
Non-Patent Citations (2)
| Title |
|---|
| 基于二次刚度的新型桥墩快速修复加固方法研究;曾兴贵等;《福州大学学报（自然科学版）》;20130709;第41卷(第4期);第562-569页 * |
| 桥梁维修与加固的内容及方法综述;武家正;《交通科技》;20100531(第5期);第26-27页 * |
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