CN106049563B - Earthquake is damaged pier footing reinforcing system - Google Patents

Earthquake is damaged pier footing reinforcing system Download PDF

Info

Publication number
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
Authority
CN
China
Prior art keywords
former
reinforcement
pile foundation
cushion cap
shear connector
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
CN201610591228.1A
Other languages
Chinese (zh)
Other versions
CN106049563A (en
Inventor
赵立财
余建星
贾磊
杨政龙
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Tianjin University
Original Assignee
Tianjin University
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Tianjin University filed Critical Tianjin University
Priority to CN201610591228.1A priority Critical patent/CN106049563B/en
Publication of CN106049563A publication Critical patent/CN106049563A/en
Application granted granted Critical
Publication of CN106049563B publication Critical patent/CN106049563B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D33/00Testing foundations or foundation structures
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/02Piers; Abutments ; Protecting same against drifting ice
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

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

Earthquake is damaged pier footing reinforcing system
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).
CN201610591228.1A 2016-07-20 2016-07-20 Earthquake is damaged pier footing reinforcing system Active CN106049563B (en)

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

Applications Claiming Priority (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

Publications (2)

Publication Number Publication Date
CN106049563A CN106049563A (en) 2016-10-26
CN106049563B true CN106049563B (en) 2018-08-07

Family

ID=57416921

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610591228.1A Active CN106049563B (en) 2016-07-20 2016-07-20 Earthquake is damaged pier footing reinforcing system

Country Status (1)

Country Link
CN (1) CN106049563B (en)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
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
CN107386127A (en) * 2017-09-06 2017-11-24 福建省永富建设集团有限公司 A kind of bridge pier assembly 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)

* Cited by examiner, † Cited by third party
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

Patent Citations (5)

* Cited by examiner, † Cited by third party
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)

* Cited by examiner, † Cited by third party
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 *

Also Published As

Publication number Publication date
CN106049563A (en) 2016-10-26

Similar Documents

Publication Publication Date Title
CN106193141B (en) A kind of impaired pier footing method for reinforcing of earthquake
CN106049563B (en) Earthquake is damaged pier footing reinforcing system
JP5199166B2 (en) Foundation pile structure by site construction and construction method of foundation pile
CN107100192B (en) Local reinforcing device and method for foundation ring of wind generating set
CN102121251A (en) Construction method for pouring main tower pier foundation of bridge on deep-water oblique river bed
CN106592658B (en) Tear down and build the foundation construction method of house foundation
JP4623574B2 (en) How to build a pile
CN104631460A (en) Girdling splitting type integral pile breaking method
JP2002155530A (en) Embedding method and tip metal fitting of existing pile
JP5235748B2 (en) Wall metal fittings and underground continuous wall construction method
CN102312427A (en) Half soil squeezing screw expansion pile forming method
CN108570983A (en) The pile base construction method and its casing of non-filler large size solution cavity
CN107740427A (en) A kind of construction method of interpolation concrete prefabricated square stake foundation pit enclosure structure
CN201172830Y (en) Anchor rod static-pressing pile foundation in tower crane
JP5280257B2 (en) Foundation pile structure and construction method of foundation pile
CN109024721B (en) Reinforced foundation and method for improving bending and shearing resistance of existing building rigid foundation
CN101725147A (en) Construction process of first-inserting last-jetting type steel churning pile enclosing structure under low net space
CN207296871U (en) The structure-improved of full-sleeve twist bit
KR20120030493A (en) Method of reinforcing existing concrete footing structure using micropile and structure thereof
KR102073630B1 (en) Sacrificial Steel Pipe Cutting Method Using Sacrificial Steel Pipe for Field Drilled Shaft and Construction Method for Stiffness Increase on the Pile
CN210106749U (en) Counter-force structure of soft soil foundation super large section push pipe jacking operation
CN103306277B (en) A kind of construction method utilizing rigid pile to embed Low Intensity Concrete Piles making compound water stop curtain
CN205475207U (en) A construction equipment is pour to exposed basement rock or shallow overburden basement rock
CN109930624A (en) A kind of embedding petrographic province blower foundation of offshore wind farm and construction method
CN204456081U (en) A kind of locker preventing rising of steel cage

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
GR01 Patent grant
CP02 Change in the address of a patent holder

Address after: 300350 Haijing garden, Haihe Education Park, Jinnan, Tianjin, 135, Tianjin University.

Patentee after: Tianjin University

Address before: 300072 Tianjin City, Nankai District Wei Jin Road No. 92

Patentee before: Tianjin University

CP02 Change in the address of a patent holder