CN102061710A - Diaphragm wall joint and manufacturing method of diaphragm wall - Google Patents

Diaphragm wall joint and manufacturing method of diaphragm wall Download PDF

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Publication number
CN102061710A
CN102061710A CN201010529341XA CN201010529341A CN102061710A CN 102061710 A CN102061710 A CN 102061710A CN 201010529341X A CN201010529341X A CN 201010529341XA CN 201010529341 A CN201010529341 A CN 201010529341A CN 102061710 A CN102061710 A CN 102061710A
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CN
China
Prior art keywords
stage
valve pipe
iron
sections
sleeve valve
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Granted
Application number
CN201010529341XA
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Chinese (zh)
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CN102061710B (en
Inventor
谢永生
吴健
刘智
张明德
陈伟仁
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Foundation Design Group Co., Ltd of Guangdong Province
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GUANGDONG PROV FOUNDATION ENGINEERING Co
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Priority to CN201010529341XA priority Critical patent/CN102061710B/en
Publication of CN102061710A publication Critical patent/CN102061710A/en
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Publication of CN102061710B publication Critical patent/CN102061710B/en
Expired - Fee Related legal-status Critical Current
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Abstract

The invention discloses a diaphragm wall joint and a manufacturing method of a diaphragm wall. The diaphragm wall joint comprises two sections of first-stage walls in one foundation pit, wherein the sides of the two sections of walls are opposite; the opposite sides of the first-stage walls are respectively and fixedly connected with two joist steel webs; one section of second-stage wall is arranged in a middle foundation pit; and the second-stage wall is connected with the joist steel webs by adopting a sleeve valve tube for grouting. The manufacturing method of the diaphragm wall aims to manufacture the diaphragm wall. For the diaphragm wall joint, the second-stage wall is utilized to transit; the connecting position is fixed by the joist steels and grouted by a sleeve valve tube, thus having good structure adaptability, no water leakage, low possibility of water burst and sand burst, good water-stopping effect, and safety and reliability. In the manufacturing method, substage grouting is carried out on wall sections in the joint, and the fillers of the joist steel webs are washed and then grouted, thus realizing fast forming and firm connection for the joint, and avoiding the water burst and the sand burst.

Description

A kind of underground continuous wall connector and preparation method thereof
Technical field
The present invention relates to underground continuous wall connector in a kind of engineering construction field and preparation method thereof.
Background technology
When carrying out the construction of underground construction and deep foundation, need to build diaphragm wall usually.Diaphragm wall is to utilize various trench machines, by means of the retaining wall effect of mud, digs out narrow and dark foundation ditch underground, and pour into a mould suitable material within it and form have antiseepage together, the continuous underground wall body of retaining soil and weight-bearing function.Generally speaking, diaphragm wall is according to the practice of construction environment, and segmentation divides the duration layout to construct, therefore the discontinuous body of wall of multistage is arranged, and final these discontinuous bodies of wall need connect with the various means of building, and this structure is called underground continuous wall connector.The joint form that present underground connection wall is commonly used has two kinds, is respectively circular lock mouth of pipe joint and i iron joint.But circular institute critical point joint must be grasped the concrete initial set time at tube drawing period, and tube drawing can cause concrete to fill the room of joint too soon, tube drawing too slowly then joint can rupture or press from both sides mud, and water burst take place easily gush sand; The form of i iron joint then is to connect cause construction needs, wash away at the foam class filler of filling on the i iron web, grouting connects in foundation ditch then, the foam-filled thing of but so easy appearance washes away unclean, folder mud, bad, inclination that joint is broken through causes easy water burst to gush sand.In fact, dark more foundation ditch, high more to the stagnant water effect of underground continuous wall connector, if the joint stagnant water effect is poor, water burst takes place gush sand, then bury potential safety hazard, delay the duration and cause economic loss.Therefore, be badly in need of a kind of safe and reliable underground continuous wall connector with good stagnant water effect.
Summary of the invention
Purpose of the present invention is for a kind of underground continuous wall connector is provided, and it has good, the safe and reliable characteristics of stagnant water effect.
The present invention also provides a kind of preparation method of making described underground connection wall joint.
The solution that the present invention solves its technical problem is:
A kind of underground continuous wall connector, it comprises and places two sections first phase bodies of wall same foundation ditch, that side is relative, the relative side of described two sections first phase bodies of wall is fixedly connected with the web of two i iron separately, foundation ditch in the middle of described two i iron is provided with one section the second stage of body of wall, between the web of described the second stage of body of wall and i iron by connecting with the valve pipe grout injection of tucking inside the sleeve.
Be further used as preferred embodiment, described the second stage of body of wall is a concrete pouring reinforcing cage structure.
Be further used as preferred embodiment, described sleeve valve Guan Weike repeats slip casting sleeve valve pipe.
A kind of preparation method of underground connection wall joint, it may further comprise the steps:
1), when first stage of the project, in foundation ditch, outpour disconnected from each other with concrete casting and two sections bodies of wall that side is relative as the first phase body of wall, the relative side of described two sections first phase bodies of wall condenses fixing with two i iron separately;
2), the filler that two i iron web sides are exposed washes away totally;
3), respectively insert at least one sleeve valve pipe by a side that exposes of web at two i iron;
4), put into reinforcing cage in the foundation ditch between two sections first phase bodies of wall also with carrying out underwater concreting, make the second stage of body of wall, described two i iron were positioned at the both sides of the second stage of body of wall and enclosed into two cavitys with it this moment, and described sleeve valve pipe is arranged in this two cavitys;
5), before pit earthwork excavation, utilize the slip casting in described two cavitys of sleeve valve pipe, and the one side of slip casting on one side valve pipe of will tucking inside the sleeve is carried evenly; Wait for that the cement paste that pours in the described cavity solidifies, two sections first phase bodies of wall are firmly connected fully with the second stage of body of wall.
As further improvement in the technical proposal, the insertion depth that step 3) is worked as half sleeve valve pipe is no less than 1m for entering underground impervious layer.
As further improvement in the technical proposal, it also is included in first phase body of wall and the second stage of body of wall and fully firmly connects the back butt joint and carry out percolating water and detect, and to the connector by using that percolating water is arranged tuck inside the sleeve the valve pipe once more slip casting fill up the step in the slit that leaks.
The invention has the beneficial effects as follows: the second stage of body of wall in the middle of the underground continuous wall connector among the present invention adopts carries out transition and connects, point of attachment has utilized the fixing and sleeve valve pipe slip casting of i iron, make its structure not only good to landform compliance, and the percolating water phenomenon that causes because of no constructional deficiency slit, be difficult for water burst and gush sand, stagnant water effect is good, and is safe and reliable.And the preparation method of this underground continuous wall connector among the present invention, wall section in the joint is built by stages, and wash away at web filler and to utilize the slip casting of sleeve valve pipe again after clean i iron, make the joint moulding fast, connect firmly, avoided water burst to gush the sand phenomenon.
Description of drawings
The present invention is further illustrated below in conjunction with drawings and Examples.
Fig. 1 is the plan structure schematic diagram of the underground continuous wall connector among the present invention;
Fig. 2 be in the preparation method of the underground continuous wall connector among the present invention also when sleeve valve pipe is carried out slip casting, the plan structure schematic diagram of underground continuous wall connector.
The specific embodiment
With reference to Fig. 1, a kind of underground continuous wall connector, it comprises and places two sections first phase bodies of wall 1 same foundation ditch, that side is relative, the relative side of described two sections first phase bodies of wall 1 is fixedly connected with the web of two i iron 3 separately, foundation ditches in the middle of described two i iron 3 are provided with one section the second stage of body of wall 2, between the web of described the second stage of body of wall 2 and i iron 3 by connecting with valve pipe 4 grout injections of tucking inside the sleeve.
Be further used as preferred embodiment, described the second stage of body of wall 2 is concrete pouring reinforcing cage structure.This structure is convenient to the moulding of the second stage of body of wall 2 in foundation ditch, and satisfies the requirement of sealing leakproof.
Be further used as preferred embodiment, described sleeve valve pipe 4 is for repeating slip casting sleeve valve pipe.
A kind of preparation method of underground connection wall joint, it may further comprise the steps:
1), when first stage of the project, in foundation ditch, outpour disconnected from each other with concrete casting and two sections bodies of wall that side is relative as first phase body of wall 1, the relative side of described two sections first phase bodies of wall 1 condenses fixing with two i iron 3 separately;
2), the filler that two i iron, 3 web sides are exposed washes away totally;
3), respectively insert at least one sleeve valve pipe 4 by a side that exposes of web at two i iron 3;
4), put into reinforcing cage in the foundation ditch between two sections first phase bodies of wall 1 also with carrying out underwater concreting, make the second stage of body of wall 2, described two i iron 3 were positioned at the both sides of the second stage of body of wall 2 and enclosed into two cavitys with it this moment, and described sleeve valve pipe 4 is arranged in this two cavitys;
5), before pit earthwork excavation, utilize the slip casting in described two cavitys of sleeve valve pipe 4, and the one side of slip casting on one side valve pipe 4 of will tucking inside the sleeve is carried evenly; Wait for that the cement paste that pours in the described cavity solidifies, two sections first phase bodies of wall 1 firmly connect fully with the second stage of body of wall 2.
As further improvement in the technical proposal, the insertion depth that step 3) is worked as half sleeve valve pipe 4 is no less than 1m for entering underground impervious layer.
As further improvement in the technical proposal, it also is included in first phase body of wall 1 and the second stage of body of wall 2 and fully firmly connects the back butt joint and carry out percolating water and detect, and to the connector by using that percolating water is arranged tuck inside the sleeve valve pipe 4 once more slip casting fill up the step in the slit that leaks.
Below be an embodiment of the preparation method of underground connection wall joint among the present invention:
1), utilize groover to dig foundation ditch after, in foundation ditch, make two sections cement wall sections, erect about dividing, as two first phase bodies of wall 1, these two first phase bodies of wall 1 are in construction period, its two fractures are in opposite directions coated by the i iron 3 of two settings and are fixedly connected, and the exposed face of the web of i iron 3 is also keeping foam-filled thing;
2), the exposed face of the web of two i iron 3 also kept foam-filled thing washing away totally with giant and brush, guarantee noresidue;
3), vertically put into two sleeve valve pipes 4 respectively toward the position of the web exposed face of two i iron 3, be specially and can repeat slip casting sleeve valve pipe, be located at the middle part of web side and press close to i iron 3, insertion depth must enter impervious layer and be no less than 1m;
4), the locus between two sections first phase bodies of wall 1 of calculating, weld out the reinforcing cage that size cooperates with this space, described reinforcing cage is put in foundation ditch position in the middle of these two sections first phase bodies of wall 1 then, and carry out underwater concreting, be made into the second stage of body of wall 2, note protecting sleeve valve pipe 4 this moment, in the underwater concreting process of the second stage of body of wall 2, because concrete is along foundation ditch toward two side flow, make sleeve valve pipe 4 more be adjacent to joint, follow-up like this sleeve valve pipe 4 grouting fullness degrees will be further enhanced;
5), after 2 moulding of the second stage of body of wall, with sleeve valve pipe 4 toward cavity 5 slip castings between the second stage of body of wall 2 and the first phase body of wall 1, on one side slip casting will tuck inside the sleeve on one side and carry on the valve pipe 4, make 1m about the slip casting section covering pervious layer;
6), actual according to construction, the first phase body of wall 1 of multistage is set, and sleeve valve pipe 4 and the second stage of body of wall 2 is set according to same step, satisfy the requirement of engineering of diaphragm wall until length;
7), before pit earthwork excavation, all sleeve valve pipes 4 are carried out concrete grouting, on one side carry sleeve valve pipe 4 in the slip casting on one side, until the full whole cavity 5 of concrete;
8), the concrete in the cavity 5 condense fully strong after, during the pit earthwork excavation, all underground continuous wall connectors are carried out percolating water detect, and the joint that percolating water is arranged is carried out slip casting once more by the time, prevent that foundation ditch generation water burst from gushing sand.
More than be that preferable enforcement of the present invention is specified, but the invention is not limited to described embodiment, those of ordinary skill in the art also can make all equivalent variations or replacement under the prerequisite of spirit of the present invention, modification that these are equal to or replacement all are included in the application's claim institute restricted portion.

Claims (6)

1. underground continuous wall connector, it is characterized in that: it comprises and places two sections first phase bodies of wall (1) same foundation ditch, that side is relative, the relative side of described two sections first phase bodies of wall (1) is fixedly connected with the web of two i iron (3) separately, foundation ditch in the middle of described two i iron (3) is provided with one section the second stage of body of wall (2), between the web of described the second stage of body of wall (2) and i iron (3) by connecting with valve pipe (4) grout injection of tucking inside the sleeve.
2. underground continuous wall connector according to claim 1 is characterized in that: described the second stage of body of wall (2) is a concrete pouring reinforcing cage structure.
3. underground continuous wall connector according to claim 1 is characterized in that: described sleeve valve pipe (4) is for repeating slip casting sleeve valve pipe.
4. method of making the described underground connection wall joint of claim 1, it is characterized in that: it may further comprise the steps:
1), when first stage of the project, in foundation ditch, outpour disconnected from each other with concrete casting and two sections bodies of wall that side is relative as first phase body of wall (1), the relative side of described two sections first phase bodies of wall (1) condenses fixing with two i iron (3) separately;
2), the filler that two i iron (3) web side is exposed washes away totally;
3), respectively insert at least one sleeve valve pipe (4) by a side that exposes of web at two i iron (3);
4), put into reinforcing cage in the foundation ditch between two sections first phase bodies of wall (1) also with carrying out underwater concreting, make the second stage of body of wall (2), described two i iron this moment (3) are positioned at the both sides of the second stage of body of wall (2) and enclose into two cavitys with it, and described sleeve valve pipe (4) is arranged in this two cavitys;
5), before pit earthwork excavation, utilize sleeve valve pipe (4) slip casting in described two cavitys, and the one side of slip casting on one side valve pipe (4) of will tucking inside the sleeve is carried evenly;
6), wait for that the cement paste that pours in the described cavity solidifies, and makes two sections first phase bodies of wall (1) firmly connect fully with the second stage of body of wall (2).
5. the preparation method of underground continuous wall connector according to claim 4 is characterized in that: step 3) is no less than 1m for entering underground impervious layer when the insertion depth of half sleeve valve pipe (4).
6. the preparation method of underground continuous wall connector according to claim 4, it is characterized in that: it also is included in first phase body of wall (1) and the second stage of body of wall (2) and fully firmly connects the back butt joint and carry out percolating water and detect, and to the connector by using that percolating water is arranged tuck inside the sleeve valve pipe (4) once more slip casting fill up the step in the slit that leaks.
CN201010529341XA 2010-10-29 2010-10-29 Diaphragm wall joint and manufacturing method of diaphragm wall Expired - Fee Related CN102061710B (en)

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Application Number Priority Date Filing Date Title
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CN102061710B CN102061710B (en) 2012-05-23

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Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102535519A (en) * 2012-03-20 2012-07-04 广州中煤江南基础工程公司 I-shaped steel joint structure for underground continuous wall and construction method for I-shaped steel joint structure
CN102561404A (en) * 2012-03-16 2012-07-11 中建八局第三建设有限公司 Steel reinforced concrete column type joint and construction method of underground diaphragm wall using same
CN103741723A (en) * 2013-12-16 2014-04-23 上海电力设计院有限公司 Joint waterproof structure of underground diaphragm wall of underground substation
CN104314049A (en) * 2014-11-10 2015-01-28 张朝利 Foldable water stopping type cavity die for concrete deformation joint and manufacturing and construction method thereof
CN104328803A (en) * 2014-11-10 2015-02-04 张朝利 Detachable type concrete deformation joint water stop type cavity die and manufacturing and construction method thereof
CN106906820A (en) * 2017-02-15 2017-06-30 胡龙顺 I-shaped steel fore water-stop curtain making apparatus
CN107268688A (en) * 2017-05-19 2017-10-20 中铁隧道集团有限公司 I-shaped steel joint of diaphragm wall reinforces the construction method of sealing
CN108360530A (en) * 2018-03-05 2018-08-03 北京建工土木工程有限公司 Diaphram wall blank wall section construction technology at a kind of subway station transfer node
CN109944233A (en) * 2019-04-16 2019-06-28 山东省水利科学研究院 A kind of slot Quick dividing device and its method
CN110847155A (en) * 2019-11-22 2020-02-28 中铁开发投资集团有限公司 Waterproof seam pretreatment method in underground continuous wall construction process

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103184747B (en) * 2013-02-26 2015-04-01 上海隧道工程股份有限公司 Method and structure for leakage seepage prevention construction for two-walls-in-one structure of deep-underground engineering

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CN2707833Y (en) * 2004-06-03 2005-07-06 武汉京冶地基基础工程有限责任公司 Watertight underground diaphragm wall with rigid joint
EP1600561A1 (en) * 2004-05-26 2005-11-30 Etienne Heirwegh Water resistant cast-in-place pile wall and method of constructing it
CN200981996Y (en) * 2006-12-18 2007-11-28 上海华瀛建筑科技有限公司 Super deep underground continuous wall adapter
CN201288341Y (en) * 2008-10-15 2009-08-12 广东省建筑工程集团有限公司 Underground continuous wall joint

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DE3416297A1 (en) * 1984-05-03 1985-11-07 Gunter Thuemmler Method of producing underground structures of concrete parts, arrangement and material for carrying out this method
EP1600561A1 (en) * 2004-05-26 2005-11-30 Etienne Heirwegh Water resistant cast-in-place pile wall and method of constructing it
CN2707833Y (en) * 2004-06-03 2005-07-06 武汉京冶地基基础工程有限责任公司 Watertight underground diaphragm wall with rigid joint
CN200981996Y (en) * 2006-12-18 2007-11-28 上海华瀛建筑科技有限公司 Super deep underground continuous wall adapter
CN201288341Y (en) * 2008-10-15 2009-08-12 广东省建筑工程集团有限公司 Underground continuous wall joint

Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102561404A (en) * 2012-03-16 2012-07-11 中建八局第三建设有限公司 Steel reinforced concrete column type joint and construction method of underground diaphragm wall using same
CN102535519A (en) * 2012-03-20 2012-07-04 广州中煤江南基础工程公司 I-shaped steel joint structure for underground continuous wall and construction method for I-shaped steel joint structure
CN103741723A (en) * 2013-12-16 2014-04-23 上海电力设计院有限公司 Joint waterproof structure of underground diaphragm wall of underground substation
CN105484202B (en) * 2014-11-10 2017-04-12 德州黄河建业工程有限责任公司 Manufacturing method for detachable type water-stop cavity die of concrete deformation joint
CN104314049A (en) * 2014-11-10 2015-01-28 张朝利 Foldable water stopping type cavity die for concrete deformation joint and manufacturing and construction method thereof
CN104328803A (en) * 2014-11-10 2015-02-04 张朝利 Detachable type concrete deformation joint water stop type cavity die and manufacturing and construction method thereof
CN104328803B (en) * 2014-11-10 2016-04-06 苏州多固工程设计有限公司 Detachable concrete deformation joint sealing swaging die and manufacture thereof and construction method
CN105484202A (en) * 2014-11-10 2016-04-13 苏州多固工程设计有限公司 Manufacturing method for detachable type water-stop cavity die of concrete deformation joint
CN104314049B (en) * 2014-11-10 2016-09-14 扬州市勘测设计研究院有限公司 Collapsible deformed concrete crack sealing swaging die and manufacture thereof and construction method
CN106906820A (en) * 2017-02-15 2017-06-30 胡龙顺 I-shaped steel fore water-stop curtain making apparatus
CN107268688A (en) * 2017-05-19 2017-10-20 中铁隧道集团有限公司 I-shaped steel joint of diaphragm wall reinforces the construction method of sealing
CN107268688B (en) * 2017-05-19 2020-09-01 中铁隧道集团有限公司 Construction method for reinforcing and sealing I-shaped steel joint of underground continuous wall
CN108360530A (en) * 2018-03-05 2018-08-03 北京建工土木工程有限公司 Diaphram wall blank wall section construction technology at a kind of subway station transfer node
CN109944233A (en) * 2019-04-16 2019-06-28 山东省水利科学研究院 A kind of slot Quick dividing device and its method
CN110847155A (en) * 2019-11-22 2020-02-28 中铁开发投资集团有限公司 Waterproof seam pretreatment method in underground continuous wall construction process

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Address after: 19-20, No. 510620, Tianhe Road, 99 Tianhe Road, Guangdong, Guangzhou

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