CN103898900A - Concrete-filled steel tube composite structure underground diaphragm wall with pull rods and construction method of underground diaphragm wall - Google Patents
Concrete-filled steel tube composite structure underground diaphragm wall with pull rods and construction method of underground diaphragm wall Download PDFInfo
- Publication number
- CN103898900A CN103898900A CN201410114194.8A CN201410114194A CN103898900A CN 103898900 A CN103898900 A CN 103898900A CN 201410114194 A CN201410114194 A CN 201410114194A CN 103898900 A CN103898900 A CN 103898900A
- Authority
- CN
- China
- Prior art keywords
- wall
- concrete
- composite structure
- diaphragm wall
- steel tube
- 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.)
- Granted
Links
Images
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The invention discloses a concrete-filled steel tube composite structure underground diaphragm wall with pull rods and a construction method of the underground diaphragm wall. The underground diaphragm wall comprises a plurality of wall sections connected sequentially longitudinally along the underground diaphragm wall, the wall sections comprise welded rectangular steel tubes and external cast-in-situ box-type reinforced concrete structures, the steel tubes are provided with the pull rods at a certain interval, and lugs are welded inside the steel tubes. The middle or two sides of each end of each wall section is provided with slits, connection steel plates are embedded in the slits, the wall sections are connected into a whole by grouting after flushing, and the steel tubes are filled with concrete after hoisting is completed. The connection steel plates are as long as the wall sections and slightly smaller than the slits in sectional dimension. Anchor rod holes are reserved in thin walls of the wall sections, the steel tubes are pre-embedded in the anchor rod holes, pre-stressed anchor rods are arranged through the reserved anchor rod holes after excavation of a foundation pit, anchor ends are abutted against the walls of the steel tubes, and an anchor zone is sealed by the concrete finally. The underground diaphragm wall is high in integral structural strength, excellent in structural performance and reliable in connection.
Description
Technical field
The present invention relates to a kind of diaphragm wall design and construction field of architecture Foundation Pit Engineering, the particularly construction method of a kind of prefabricated prestressed underground continuous wall and this diaphragm wall.
Background technology
Underground continuous wall construction technique originates from Europe, and 50～sixties of 20th century, this technology was promoted in western developed country, the former Soviet Union and Japan.Within 1958, China uses this technology to build dam impervious wall, and the mid-1970s technique promotes the use of the industries such as building, colliery and municipal administration.Diaphragm wall is because its rigidity is large, and having advantages of affects littlely on foundation ditch surrounding soil and works, and the outer wall of basement that can work as retaining wall or agent structure uses.
What diaphragm wall used at present is all reinforced concrete structure.Comprise cast-in-place diaphragm wall in (1) groove section.This construction of diaphragm wall is convenient, generally forms overall space enclosing structure with concrete or steel structure support.But also there is following shortcoming in this body of wall: construction quality is affected greatly by soil layer, contracting wall easily occurs in bad ground, cave in, leak the quality problems such as muscle, wall width thickness deficiency and " bulge "; Joint is prone to the quality problems such as seepage flow and folder silt; The diaphragm wall of folder silt there will be the quality problems such as overboard, lateral deformation is large in the time of excavation of foundation pit.(2) prefabricated diaphragm wall.This body of wall is first to make on the ground, after grooving, puts into groove by under body of wall.This body of wall comprises Ba Liqiang, reinforced concrete prefabricated diaphragm wall, the prefabricated diaphragm wall of lattice prestressing force etc.This wall is low to the quality requirement of grooving, has avoided the defect of wall quality.But these walls are prone to the problem of ground water seepage at wall connecting place, tend to improve construction cost for fear of Seepage problems.This body of wall is also generally to consist of with concrete or steel structure support the space enclosing structure that overall performance is good.
Summary of the invention
Technical problem: the technical problem to be solved in the present invention is for above-mentioned the deficiencies in the prior art, provides a kind of and constructs rationally, connects reliable, structural performance is good band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof.
Summary of the invention: for solving the problems of the technologies described above, the invention provides a kind of band pull bar steel tube-concrete composite structure diaphragm wall, this diaphragm wall comprises the some wall sections that longitudinally connect successively, wall section every end middle part or both sides arrange the line of rabbet joint, the line of rabbet joint imbeds junction steel plate, the line of rabbet joint is rinsed to post-grouting, make wall section be linked to be entirety
Described wall section comprises steel pipe and the box reinforced concrete structure that is positioned at this steel pipe outside, and described outer surface of steel tube arranges some pull bars at a certain distance, and steel duct is welded some hangers, described steel duct fill concrete after lifting completes; Described junction steel plate and wall section equal in length, junction steel plate sectional dimension is slightly less than the line of rabbet joint.
Preferably, pull bar is made of plain bolt.
Preferably, reserved bolthole on the outside thin-walled of wall section, embedded steel tube in bolthole, arranges prestressed anchor at reserved bolthole after excavation of foundation pit.
It is a kind of for the construction method with pull bar steel tube-concrete composite structure diaphragm wall that the present invention also provides, and the method comprises the steps:
Step 1: prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 2: prefabricated diaphragm wall excavation position is positioned;
Step 3: the underground continuous wall groove segment of having good positioning is carried out to trenching construction;
Step 4: hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 5: the cleaning line of rabbet joint, steel pipe walls and concreting.
Step 6: prestressed anchor is set after excavation of foundation pit.
Preferably, the concrete grammar of step 1 is: at the scene or prefabrication underground continuous wall section, according to actual transport capacity and the restriction of lifting, groove section by Prefabricated composite structure diaphragm wall be divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Make shearing resistance junction steel plate according to designing requirement.
Preferably, the concrete grammar of step 2 is: determine underground continuous wall groove segment framing position by measuring, Yi Caoduan center is as grooving and the excavation centre of location, at predetermined diaphragm wall position excavation groove and build guide wall of underground continuous wall, lead wall top according to the steel concrete measuring and determine cutting depth for elevation.
Preferably, the concrete grammar of step 3 is: the unit groove section of prefabricated underground continuous wall section is excavated to projected depth and removes bottom slagging, and box cut section is used swell soil to carry out mud off; Stable in order to ensure cell wall, in grooving process, detect a quality of mud fluid every 2 hours, and change in time underproof mud.
Preferably, the lifting step that step 4 is concrete: Prefabricated composite structure underground continuous wall section is hung in the geosyncline of slurry coat method with large-scale loop wheel machine, hang at assigned address by position and the absolute altitude of design; Wall section longitudinally hang successively dry wall section, then junction steel plate is hung to the line of rabbet joint of groove section end.
Preferably, the concrete grammar of step 5 is: the line of rabbet joint of wall section is carried out pouring into the cement mortar of adding expansion agent after clear water flushing; To steel pipe walls with rig by the bottom pouring concrete from diaphragm wall after qualified the solidified slip cleaning on cavity wall, water to body of wall top and leave standstill.
Preferably, the concrete grammar of step 6 is: by reserved bolthole on wall section thin-walled, the embedded steel tube in bolthole is taken out, the foundation ditch stage arranges prestressed anchor after having excavated, and anchor pole end should be embedded in horizon d, then applies prestressing force; Ground tackle termination withstands in steel pipe walls, finally with concrete, ground tackle district is sealed.
Beneficial effect: compared with prior art, the present invention has following characteristics:
1) band pull bar steel tube-concrete composite structure diaphragm wall of the present invention is made with steel pipe and concrete bi-material, has given full play to the advantage that steel tensile strength is high, plasticity good and concrete anti-compression performance is good, makes up each other shortcoming separately.Combining structure diaphragm wall of the present invention has that lateral rigidity is large, compressive strength is high, cracking resistance is good and the feature such as ductility is good.
2) band pull bar steel tube-concrete composite structure diaphragm wall of the present invention utilizes steel tube confined concrete, concrete single load bearing is become to three received strength, the part concrete strength that makes to be tied is enhanced about more than once, improve the concrete ductility of the part that is tied simultaneously, thereby improved intensity and the ductility of diaphragm wall; The outside cast-in-place box reinforced concrete structure of steel pipe encases steel pipe and avoids steel pipe to expose, and has improved the endurance quality of whole continuous underground wall structure.
3) setting of pull bar in band pull bar steel tube-concrete composite structure diaphragm wall steel pipe of the present invention, has strengthened the switching performance of steel pipe and inner concrete, and giving full play to of diaphragm wall mechanical property is protected.
4) longitudinally the intersegmental junction steel plate of underground continuous wall the shear strength having strengthened between wall width is set.The intersegmental junction steel plate that imbeds of underground continuous wall, then in filleting, pour into the cement mortar of adding expansion agent, make body of wall be linked to be entirety, when rationally solving joint area water seepage flow, ensure the shear strength of joint area.
5) wall section is at ground construction, and the quality of wall section is guaranteed, and has stopped contracting wall that the cast-in-place diaphragm wall of grooving exists simultaneously, caves in, body of wall leaks muscle, wall width thickness is not enough and the quality problems such as " bulge ".
6) steel tube-concrete composite structure that lateral rigidity is large, compressive strength is high can be realized the verticality that ensures diaphragm wall with prestressed anchor, with prestressed anchor replacement reinforced concrete support or steel structure support, reduce the use of material, ensureing to have reduced cost in diaphragm wall is gone along with sb. to guard him quality.
Brief description of the drawings
Fig. 1 is the positive elevational schematic view of the combining structure diaphragm wall rectangle wall section list line of rabbet joint of the present invention;
Fig. 2 is the positive elevational schematic view of combining structure diaphragm wall rectangle wall section double flute seam of the present invention;
Fig. 3 is the positive elevational schematic view of the combining structure diaphragm wall special-shaped wall section list line of rabbet joint of the present invention;
Fig. 4 is the positive elevational schematic view of combining structure diaphragm wall special-shaped wall section double flute seam of the present invention;
Fig. 5 is the junction steel plate schematic diagram that combining structure underground continuous wall section of the present invention embeds the line of rabbet joint;
Fig. 6 is the positive elevational schematic view of combining structure diaphragm wall standard paragraphs of the present invention;
Fig. 7 a is the combining structure Diaphragm Wall Support Structure construction schematic diagram that one prestressed anchor is set;
Fig. 7 b is the combining structure Diaphragm Wall Support Structure construction schematic diagram that two road prestressed anchors are set;
Fig. 7 c is the combining structure Diaphragm Wall Support Structure construction schematic diagram that three road prestressed anchors are set;
Fig. 7 d has been the combining structure Diaphragm Wall Support Structure schematic diagram that prestressed anchor is set.
In figure:
1, wall section 2, welding rectangular steel pipe 3, box reinforced concrete structure 4, pull bar 5, hanger 6, the line of rabbet joint 7, junction steel plate 8, reserved bolthole 9, prestressed anchor
Detailed description of the invention
Below in conjunction with drawings and the embodiments, patent of the present invention is described in further detail:
The invention provides a kind of band pull bar steel tube-concrete composite structure diaphragm wall, wherein: comprise the some wall sections 1 that longitudinally connect successively along diaphragm wall with pull bar steel tube-concrete composite structure diaphragm wall, described wall section comprises that welding rectangular steel pipe 2(is not limited to rectangle) and the cast-in-place box reinforced concrete structure 3(in outside be not limited to box), described welding rectangular steel pipe arranges pull bar 4 at a certain distance, pull bar 4 can be made of plain bolt, steel duct welding hanger 5, wall section every end middle part or both sides arrange the line of rabbet joint 6, the intersegmental junction steel plate 7 that imbeds of groove, between the line of rabbet joint, rinse post-grouting, make wall section be linked to be entirety, described steel duct fill concrete after lifting completes.Described junction steel plate and wall section equal in length, junction steel plate 7 sectional dimensions are slightly less than the line of rabbet joint.Reserved bolthole 8 on wall section thin-walled, embedded steel tube in bolthole, arranges prestressed anchor 9 by reserved bolthole after excavation of foundation pit, and ground tackle termination withstands in steel pipe walls, finally with concrete, ground tackle district is sealed.
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5 and Fig. 6, band pull bar steel tube-concrete composite structure diaphragm wall of the present invention is to be embedded in junction steel plate at the longitudinal line of rabbet joint of wall section end to be formed by connecting.
Band pull bar steel tube-concrete composite structure diaphragm wall of the present invention is made with steel pipe and concrete bi-material, has given full play to the feature of bi-material, has that lateral rigidity is large, compressive strength is high, cracking resistance is good and the advantage such as ductility is good.Steel pipe has improved intensity and the ductility of diaphragm wall to the effect of contraction of rear pouring concrete.The setting of pull bar, has strengthened steel pipe and inner concrete switching performance, and the performance of diaphragm wall mechanical property is protected.Arranging of the intersegmental junction steel plate of wall solved the Seepage problems of joint area and strengthened the shear strength between wall width.Wall section is at ground construction, and quality is guaranteed, and has stopped contracting wall that the cast-in-place diaphragm wall of grooving exists simultaneously, caves in, body of wall leaks muscle, wall width thickness is not enough and the quality problems such as " bulge ".Use the large feature of combining structure diaphragm wall lateral rigidity, prestressed anchor is replaced to reinforced concrete support and steel structure support, when ensureing diaphragm wall verticality, reduced cost.
Of the present invention have good mechanical property with pull bar steel tube-concrete composite structure diaphragm wall, uses this feature to replace inner support with prestressed anchor, reduces construction costs when improving body of wall overall performance.The Specific construction process of structure of the present invention comprises the steps:
(1) prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate.At the scene or prefabrication underground continuous wall section, according to actual transport capacity and the restriction of lifting, groove section Prefabricated composite structure diaphragm wall can be divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Make shearing resistance junction steel plate according to designing requirement.
(2) prefabricated diaphragm wall excavation position is positioned, determine underground continuous wall groove segment framing position by measuring, Yi Caoduan center is as grooving and the excavation centre of location, at predetermined diaphragm wall position excavation groove and build guide wall of underground continuous wall, lead wall top according to the steel concrete measuring and determine cutting depth for elevation.(3) underground continuous wall groove segment of having good positioning is carried out to trenching construction.The unit groove section of prefabricated underground continuous wall section is excavated to projected depth and removes bottom slagging, and box cut section is used swell soil to carry out mud off; Stable in order to ensure cell wall, in grooving process, detect a quality of mud fluid every 2 hours, and change in time underproof mud.
(4) hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate.Concrete lifting step: Prefabricated composite structure underground continuous wall section is hung in the geosyncline of slurry coat method with large-scale loop wheel machine, hang at assigned address by position and the absolute altitude of (two) design.Wall section longitudinally hang successively dry wall section, then junction steel plate is hung to the line of rabbet joint of groove section end.
(5) the cleaning line of rabbet joint, steel pipe walls and concreting.The line of rabbet joint of wall section is carried out pouring into the cement mortar of adding expansion agent after clear water flushing; To steel pipe walls with rig by the bottom pouring concrete from diaphragm wall after qualified the solidified slip cleaning on cavity wall, water to body of wall top and leave standstill.
(6) after excavation of foundation pit, prestressed anchor is set.By reserved bolthole on wall section thin-walled, the embedded steel tube in bolthole to be taken out, the foundation ditch stage arranges prestressed anchor after having excavated, and anchor pole end should be embedded in horizon d, then applies prestressing force.Ground tackle termination withstands in steel pipe walls, finally with concrete, ground tackle district is sealed.
Should understand above-described embodiment only for the detailed description of the invention of technical solution of the present invention is described, limit the scope of the invention and be not used in.After having read the present invention, amendment and the replacement of those skilled in the art to various equivalents of the present invention all falls within the protection domain that the application's claim limits.
Claims (10)
1. a band pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, this diaphragm wall comprises the some wall sections (1) that longitudinally connect successively, wall section (1) every end middle part or both sides arrange the line of rabbet joint (6), the line of rabbet joint (6) imbeds junction steel plate (7), the line of rabbet joint (6) is rinsed to post-grouting, make wall section (1) be linked to be entirety
Described wall section (1) comprises steel pipe (2) and is positioned at the outside box reinforced concrete structure (3) of this steel pipe (2), described steel pipe (2) external surface arranges some pull bars (4) at a certain distance, the some hangers of steel pipe (2) interior welds (5), described steel duct fill concrete after lifting completes; Described junction steel plate (7) is equal in length with wall section (1), and junction steel plate (7) sectional dimension is slightly less than the line of rabbet joint.
2. the welding rectangular steel pipe (2) with pull bar steel tube-concrete composite structure underground continuous wall section according to claim 1, is characterized in that, pull bar (4) is made of plain bolt.
3. the welding rectangular steel pipe (2) with pull bar steel tube-concrete composite structure underground continuous wall section according to claim 1, it is characterized in that, reserved bolthole (8) on the outside thin-walled of wall section (1), embedded steel tube in bolthole (2), arranges prestressed anchor (9) at reserved bolthole (8) after excavation of foundation pit.
4. for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the method comprises the steps:
Step 1: prefabricated band pull bar steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 2: prefabricated diaphragm wall excavation position is positioned;
Step 3: the underground continuous wall groove segment of having good positioning is carried out to trenching construction;
Step 4: hoisting prefabricated steel tube-concrete composite structure underground continuous wall section and junction steel plate;
Step 5: the cleaning line of rabbet joint, steel pipe walls and concreting;
Step 6: prestressed anchor is set after excavation of foundation pit.
5. according to claim 4 for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the concrete grammar of step 1 is: at the scene or prefabrication underground continuous wall section, according to actual transport capacity and the restriction of lifting, groove section by Prefabricated composite structure diaphragm wall be divided into two sections or three sections prefabricated, groove section end arranges the line of rabbet joint, reserved bolthole in each wall section, embedded steel tube in bolthole; Make shearing resistance junction steel plate according to designing requirement.
6. according to claim 4 for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the concrete grammar of step 2 is: determine underground continuous wall groove segment framing position by measuring, Yi Caoduan center is as grooving and the excavation centre of location, at predetermined diaphragm wall position excavation groove and build guide wall of underground continuous wall, lead wall top according to the steel concrete measuring and determine cutting depth for elevation.
7. according to claim 4 for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the concrete grammar of step 3 is: the unit groove section of prefabricated underground continuous wall section is excavated to projected depth and removes bottom slagging, and box cut section is used swell soil to carry out mud off; Stable in order to ensure cell wall, in grooving process, detect a quality of mud fluid every 2 hours, and change in time underproof mud.
8. according to claim 4 for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the lifting step that step 4 is concrete: Prefabricated composite structure underground continuous wall section is hung in the geosyncline of slurry coat method with large-scale loop wheel machine, hang at assigned address by position and the absolute altitude of design; Wall section longitudinally hang successively dry wall section, then junction steel plate is hung to the line of rabbet joint of groove section end.
9. according to claim 4ly it is characterized in that for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, the concrete grammar of step 5 is: the line of rabbet joint of wall section is carried out pouring into the cement mortar of adding expansion agent after clear water flushing; To steel pipe walls with rig by the bottom pouring concrete from diaphragm wall after qualified the solidified slip cleaning on cavity wall, water to body of wall top and leave standstill.
10. according to claim 4 for the construction method with pull bar steel tube-concrete composite structure diaphragm wall, it is characterized in that, the concrete grammar of step 6 is: by reserved bolthole on wall section thin-walled, embedded steel tube in bolthole is taken out, the foundation ditch stage arranges prestressed anchor after having excavated, anchor pole end should be embedded in horizon d, then applies prestressing force; Ground tackle termination withstands in steel pipe walls, finally with concrete, ground tackle district is sealed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410114194.8A CN103898900B (en) | 2014-03-25 | 2014-03-25 | Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410114194.8A CN103898900B (en) | 2014-03-25 | 2014-03-25 | Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103898900A true CN103898900A (en) | 2014-07-02 |
| CN103898900B CN103898900B (en) | 2016-01-06 |
Family
ID=50990453
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410114194.8A Active CN103898900B (en) | 2014-03-25 | 2014-03-25 | Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103898900B (en) |
Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544554A (en) * | 2015-10-26 | 2016-05-04 | 张继红 | Assembly type foundation pit bracing structure and construction method thereof |
| CN107130585A (en) * | 2017-05-10 | 2017-09-05 | 广东省基础工程集团有限公司 | A kind of construction method of underground continuous wall |
| CN107139311A (en) * | 2017-05-10 | 2017-09-08 | 广东省基础工程集团有限公司 | A kind of prefabricated components and preparation method |
| CN107882018A (en) * | 2017-11-16 | 2018-04-06 | 浙江工业大学工程设计集团有限公司 | A kind of recyclable assembled steel reinforced concrete in part in combination under continuous wall construction and construction technology |
| CN108571169A (en) * | 2018-06-15 | 2018-09-25 | 河南绿建建筑科技有限公司 | Prefabrication steel concrete overlapped shear wall assembled architecture construction method |
| CN110258522A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | The closed ground-connecting-wall for protruding into basement rock encloses well construction |
| CN110258533A (en) * | 2019-06-04 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | A kind of band pull rod steel tube-concrete composite structure diaphram wall and its construction method |
| CN111851515A (en) * | 2020-06-13 | 2020-10-30 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN112854288A (en) * | 2021-03-11 | 2021-05-28 | 同济大学建筑设计研究院(集团)有限公司 | Fan cylindrical foundation consisting of underground continuous walls and construction method |
| CN113846699A (en) * | 2021-10-18 | 2021-12-28 | 浙江水利水电学院 | Activated carbon improved soil-bentonite vertical antifouling partition wall structure and construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1173573A (en) * | 1996-07-26 | 1998-02-18 | 褚圣雄 | Construction method of underground continuous retaining wall |
| JP3275738B2 (en) * | 1996-11-13 | 2002-04-22 | 株式会社大林組 | How to assemble underground wall steel reinforced cage |
| CN1958966A (en) * | 2006-07-20 | 2007-05-09 | 廖河山 | Underground consecutive sinking well type openweb wall body, and construction method |
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| CN102535441A (en) * | 2012-03-16 | 2012-07-04 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall |
| CN103362125A (en) * | 2012-03-26 | 2013-10-23 | 上海市基础工程有限公司 | Steel sleeve for pre-burying prestressed anchor cable construction in underground continuous wall |
-
2014
- 2014-03-25 CN CN201410114194.8A patent/CN103898900B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1173573A (en) * | 1996-07-26 | 1998-02-18 | 褚圣雄 | Construction method of underground continuous retaining wall |
| JP3275738B2 (en) * | 1996-11-13 | 2002-04-22 | 株式会社大林組 | How to assemble underground wall steel reinforced cage |
| CN1958966A (en) * | 2006-07-20 | 2007-05-09 | 廖河山 | Underground consecutive sinking well type openweb wall body, and construction method |
| CN101560767A (en) * | 2009-05-12 | 2009-10-21 | 广东省长大公路工程有限公司 | Method for connecting slotted sections in underground construction of diaphragm wall |
| CN102535441A (en) * | 2012-03-16 | 2012-07-04 | 广州中煤江南基础工程公司 | Construction method of underground diaphragm wall |
| CN103362125A (en) * | 2012-03-26 | 2013-10-23 | 上海市基础工程有限公司 | Steel sleeve for pre-burying prestressed anchor cable construction in underground continuous wall |
Non-Patent Citations (1)
| Title |
|---|
| 龙跃凌等: "带约束拉杆矩形钢管混凝土研究与应用现状", 《混凝土》 * |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105544554A (en) * | 2015-10-26 | 2016-05-04 | 张继红 | Assembly type foundation pit bracing structure and construction method thereof |
| CN107130585A (en) * | 2017-05-10 | 2017-09-05 | 广东省基础工程集团有限公司 | A kind of construction method of underground continuous wall |
| CN107139311A (en) * | 2017-05-10 | 2017-09-08 | 广东省基础工程集团有限公司 | A kind of prefabricated components and preparation method |
| CN107882018A (en) * | 2017-11-16 | 2018-04-06 | 浙江工业大学工程设计集团有限公司 | A kind of recyclable assembled steel reinforced concrete in part in combination under continuous wall construction and construction technology |
| CN108571169A (en) * | 2018-06-15 | 2018-09-25 | 河南绿建建筑科技有限公司 | Prefabrication steel concrete overlapped shear wall assembled architecture construction method |
| CN110258533A (en) * | 2019-06-04 | 2019-09-20 | 广州穗岩土木科技股份有限公司 | A kind of band pull rod steel tube-concrete composite structure diaphram wall and its construction method |
| CN110258533B (en) * | 2019-06-04 | 2021-06-15 | 广州穗岩土木科技股份有限公司 | Underground continuous wall with pull rod steel pipe concrete composite structure and construction method thereof |
| CN110258522A (en) * | 2019-06-26 | 2019-09-20 | 中国电建集团成都勘测设计研究院有限公司 | The closed ground-connecting-wall for protruding into basement rock encloses well construction |
| CN111851515A (en) * | 2020-06-13 | 2020-10-30 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN111851515B (en) * | 2020-06-13 | 2021-09-28 | 中交一公局集团有限公司 | Adjacent foundation pit cooperative construction enclosure structure and construction method thereof |
| CN112854288A (en) * | 2021-03-11 | 2021-05-28 | 同济大学建筑设计研究院(集团)有限公司 | Fan cylindrical foundation consisting of underground continuous walls and construction method |
| CN113846699A (en) * | 2021-10-18 | 2021-12-28 | 浙江水利水电学院 | Activated carbon improved soil-bentonite vertical antifouling partition wall structure and construction method |
| CN113846699B (en) * | 2021-10-18 | 2022-11-18 | 浙江水利水电学院 | Activated carbon improved soil-bentonite vertical antifouling partition wall structure and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103898900B (en) | 2016-01-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103898900B (en) | Band pull bar steel tube-concrete composite structure diaphragm wall and construction method thereof | |
| CN103835283B (en) | Full wet joint prefabricated prestressed underground continuous wall and construction method thereof | |
| CN103074890B (en) | Plastic sleeve and steel pipe combined cast-in-place concrete hollow pipe pile and construction method thereof | |
| CN108086994B (en) | One kind passing through unfavourable geological tunnel set bridge underground structure and construction method | |
| JP2018162655A (en) | Final joint of immersed tunnel as well as prefabrication method and installation method | |
| CN104947709A (en) | Pre-assembled single-compartment municipal tunnel and construction method thereof | |
| CN103924581B (en) | Prefabricated concrete-filled steel tube combining structure diaphragm wall and construction method thereof | |
| CN104775516A (en) | Field connecting method among prefabricated reinforced concrete columns | |
| CN104895093B (en) | A kind of half coercion underground continuous wall and its construction method | |
| CN102011410A (en) | Prefabricated prestressed underground continuous wall and construction method thereof | |
| CN201538975U (en) | Seepage-proofing joint of underground continuous wall | |
| CN101575859B (en) | Anti-seepage joint of underground continuous walls and construction method thereof | |
| CN104074197B (en) | The construction method of large diameter thin wall cylinder stake compound anchor rod-type foundation pit enclosure structure | |
| CN116006188A (en) | Pipe curtain and isolation pile rigid node connecting device | |
| CN201502060U (en) | Bored pile double pile casing system | |
| CN110847167A (en) | Combined enhanced uplift anchor rod device and construction method | |
| CN208105477U (en) | Assembly concrete-filled steel tube column-isolated footing-concrete collar tie beam L shape connecting node | |
| CN211472481U (en) | Combined enhanced uplift anchor rod device | |
| CN103397637B (en) | Pre-embedding method of grouting sleeve under raft foundation | |
| CN210263075U (en) | Arrange bars formula tubular pile post back slip casting internal anchor outer stagnant water support system | |
| CN108265823A (en) | Assembly concrete-filled steel tube column-isolated footing-concrete collar tie beam L-shaped connecting node | |
| CN203066063U (en) | Plastic sleeve and steel tube combined cast-in-situ concrete hollow pipe pile | |
| CN108035453B (en) | Sliding shock insulation device with ring beam masonry structure and construction method thereof | |
| CN213175669U (en) | Disturbance-resistant double-arch tunnel structure | |
| CN211006701U (en) | Foundation pit supporting structure integrating pile and wall |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant |