CN1196426A - Construction method for inversion underground continuous wall - Google Patents
Construction method for inversion underground continuous wall Download PDFInfo
- Publication number
- CN1196426A CN1196426A CN 97103994 CN97103994A CN1196426A CN 1196426 A CN1196426 A CN 1196426A CN 97103994 CN97103994 CN 97103994 CN 97103994 A CN97103994 A CN 97103994A CN 1196426 A CN1196426 A CN 1196426A
- Authority
- CN
- China
- Prior art keywords
- wall
- layer
- underground continuous
- concrete
- soil
- 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.)
- Pending
Links
Images
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
A method for building continuous underground wall from top to bottom features that building wall and excavating foundation pit are conducted simultaneouly, that is, the wall is divided into at least two layers from top to bottom. Its contruction steps are excavating the first ground slot, building the first layer of concrete wall, excavating the second slot in jump mode after a layer of foundation pit is excavated, builting the second layer of concrete wall, and so on. Its advantages include having horizontal and vertical reinforcing bars in the wall, no need of dedicated machine, low cost and high construction progress.
Description
The invention belongs to the Foundation Design in the building operations, is the job practices of the bank protection retaining wall structure of excavation basement foundation ditch.
To the support retaining method of excavation slope, directly affect safety, duration and engineering cost in the construction work basement construction.Supporting scheme commonly used both at home and abroad at present has two big classes, one class is a gravity retaining wall, generally improve the soil and form by the cement mixing pile of solid matter or consolidation by grouting, its the supporting degree of depth is only limit 6～7 meters, another kind of is the cantilevered soil-baffling structure that embeds in the following soil of foundation ditch, the general vertical cantilever construction that constitutes by the diaphragm wall of the concrete pile of steel sheet pile or arrangement or special mechanical execution, when depending merely on cantilever action and be difficult to meet design requirement for darker foundation ditch, also to increase anchor pole or interior support, make grade soil structure increase fulcrum.This support system will be used special mechanical execution, its engineering cost height, and the duration is also long.At present conventional diaphragm wall is by the special mechanical equivalent of light excavation of band bucket or gang drill, dig long about 5 a meters groove section at every turn, couple together by the several trough section and to form diaphragm wall, but there is no horizontal reinforcement between each groove section is communicated with, it is actually piecemeal vertical structure, can not transmit horizontal shear and moment of flexure mutually,, also will increase the horizontal connection beam when in adding, supporting to transmit and the distribution support force so it is the same with the stake of arranging.
The objective of the invention is to invent a kind of job practices of inversion underground continuous wall, it does not need special construction machinery, and energy formation level and the real diaphragm wall that vertical both direction all has reinforcing bar to be communicated with, and saves operating expenses, accelerating construction progress.
Technical scheme of the present invention is:
The job practices of this inversion underground continuous wall is characterized in that: inversion underground continuous wall and foundation ditch are cut the earth and are carried out synchronously, and body of wall is along dividing two-layer at least construction highly from top to bottom, and every layer of construction height is less than soil layer self erecting height, and construction sequence is:
(a) dig the first road soil box earlier;
(b) formwork is placed horizontal reinforcement and vertical reinforcing bar, and steel bar end leaves connector, and concrete perfusion is made the first floor concrete wall;
(c) after foundation ditch dug first floor soil, segmentation was jumped and is dug the second road groove (promptly digging every a section);
(d) formwork is placed horizontal reinforcement and vertical reinforcing bar, is connected concrete perfusion, the continuous second layer concrete wall of doing with the reinforcing bar connector of first floor concrete wall;
(e) after foundation ditch dug second layer soil, segmentation was jumped and is dug the 3rd road groove;
(f) formwork is placed horizontal reinforcement and vertical reinforcing bar, is connected with the reinforcing bar connector of second layer concrete wall, and concrete perfusion, continuous the 3rd layer concrete wall of doing, the rest may be inferred, until finishing diaphragm wall.
Formwork only props up internal mold, and external mold is the soil box wall.
When above-mentioned soil box wall is weak soil or fluffing of moulding sand layer, make a call to a draining mud agitation pile earlier in the outside of diaphragm wall, but double as water protecting curtain retaining wall.
Above-mentioned segmentation is jumped the length of shoveling groove less than 15 meters.
Above-mentioned concrete inwall has propped up interior support.
Supporting in above-mentioned is shaped steel horizontal support or arch ring.
During construction, inversion underground continuous wall and foundation ditch are cut the earth and are carried out synchronously, body of wall is along dividing the construction of some roads highly from top to bottom, the per pass construction height is no more than soil layer self erecting height and is generally 1～3 meter, when having any problem, then make a call to draining mud agitation pile (but double as water protecting curtain) retaining wall greatly in the outside of diaphragm wall earlier if any weak soil or fluffing of moulding sand layer self erecting.Horizontal direction section construction, every segment length are no more than 12～15 meters.During construction, dig a groove section earlier, a formwork perfusion concrete (general only internal mold, external mold is Tu Bi or agitation pile), the first floor wall finish and closure after, excavation and construction second layer wall again comes to nothing long for ready-made body of wall above preventing and sinks from the second layer, dig so require to jump, promptly jump every a construction section and cut the earth.Second layer wall closure is cut the earth and is done the 3rd layer of wall, so proceeds the degree of depth that needs up to diaphragm wall.
In the work progress of inversion underground continuous wall, establish interior support, be designed to arch, supported in then needn't adding in addition as wall in the position of designing requirement.The wall thickness degree is generally 400-800mm, inside and outside two-sided steel mesh reinforcement.Horizontal bar between the construction section connects easily, and vertically reinforcing bar method of attachment between per pass has two kinds, and a kind of is top perpendicular muscle together to be inserted one connect length in following soil layer; Hard soil layer is inserted when not advancing, and some height of can backbreaking is filled out medium coarse sand, and perpendicular muscle is inserted in the layer of sand.Another kind is that the linkage section level of perpendicular muscle with the perpendicular muscle of following road wall bent up, and again the bar straightening that bends up, connects between the perpendicular muscle after following a groove section is cut the earth.Interior support origin of force place on the wall also should increase reinforcing bar according to designing requirement and form dark beam sleeper.It all is the diaphragm wall of two-way continuous reinforcement that such job practices has just formed in vertical and horizontal direction, and this wall does not have insert depth (part of common the supporting foundation pit degree of depth), so general and interior support system is used in combination.The support system that supports in inversion underground continuous wall adds has special role to guaranteeing safety.Every layer of wall props up the interior soil pressure of this layer of retaining wall height, and passes to interior support, and the stress in we can monitor at any time on support and the wall carries out information-aided construction, unexpected just can adopting remedial measures before occurs, to guarantee safety.
Advantage of the present invention: job practices is with that grade beam is set is similar, construction machinery specially, so its operating expenses not as good as half of conventional machinery construction diaphragm wall, and the duration than with or the diaphragm wall much shorter of mechanical execution.And energy formation level and the real diaphragm wall that vertical both direction all has reinforcing bar to be communicated with, save operating expenses, accelerating construction progress.Be applicable to the construction of various bank protection retaining walls.
Below in conjunction with drawings and Examples the present invention is described in detail:
Fig. 1～Fig. 6 is the schematic diagram of job practices (a) and (b) of the present invention, (c), (d), (e), (f) each step.
Fig. 7 is the floor map of the embodiment of the invention 1.
Fig. 8 is the schematic diagram of Fig. 7 A-A section.
Fig. 9 is the floor map of the embodiment of the invention 1.
Figure 10 is the schematic diagram of Fig. 9 B-B section.
As shown in the figure, inversion underground continuous wall 1 is cut the earth with foundation ditch 4 and is carried out synchronously, body of wall is along dividing two-layer at least construction highly from top to bottom, every layer of construction height is no more than soil layer self erecting height (generally being 1-3 rice), and construction sequence is: dig first road soil box, the formwork then earlier, place horizontal reinforcement and vertical reinforcing bar, steel bar end leaves connector, and concrete perfusion is made the first floor concrete wall; After foundation ditch dug first floor soil, segmentation was downwards jumped and is dug the second road soil box (promptly digging every a section), and the length of jumping the shoveling groove is no more than 12-15 rice.Formwork is placed horizontal reinforcement and vertical reinforcing bar, is connected concrete perfusion, the continuous second layer concrete wall of doing with the reinforcing bar connector of first floor concrete wall; The rest may be inferred, until finishing diaphragm wall.When the soil box wall is weak soil or fluffing of moulding sand layer, can make a call to a draining mud agitation pile 5 in the outside of diaphragm wall, but double as water protecting curtain retaining wall.Support 2 in the inwall of concrete continuous wall can prop up, supporting in it is shaped steel horizontal support or arch ring, and the centre can increase shaped steel rest stake 3.
Embodiment one: Guangdong Hotel, Zhuhai City the second stage of the project, and main building is high 28 layers, 3.5 ten thousand square metres of overall floorages, the basement plane approximation is fan-shaped.Soil layer is from top to bottom in the place: the artificial earth fill, contain fine sand in the mud, mud and mucky soil, contain mud medium coarse sand, gravelly clay and basement rock.Dark 11.6 meters of foundation ditch, the end, hole, be arranged in the gravelly clay layer, and groundwater table is higher in the place, so adopt two draining mud agitation piles to make waterproof curtain curtain, supporting shelves soil structure adopts inversion underground continuous wall, divides four layers of construction along the wall height, wall thickness 800, stalk add shaped steel and support (the arch segmental arc does not add interior support).This saves engineering cost 35% than the scheme with stake, has also shortened the duration, and is respond well.
Embodiment two: the building, southwestern means of agricultural production wholesale market in Chengdu, and 26 layers on the ground, F3/B3, overall floorage 3.4 ten thousand square meters are framed-tube structure, raft foundation.The stratum is: thick about 4.5 meters of artificial earth fill's (middle fine sand, silt), and about 25 meters of close slightly or closely knit cobble bed thickness, dark 14.8 meters of foundation ditch is arranged in boulder bed.Begin supporting from-3.8 meters, inversion underground continuous wall divides four layers of construction, because the boulder bed self erecting is good, underground water is handled with precipitation, so do not do water protecting curtain, engineering effort is good.
Claims (7)
1, a kind of job practices of inversion underground continuous wall is characterized in that: inversion underground continuous wall and foundation ditch are cut the earth and are carried out synchronously, and body of wall is along dividing two-layer at least construction highly from top to bottom, and every layer of construction height is less than soil layer self erecting height, and construction sequence is:
(a) dig the first road soil box earlier;
(b) formwork is placed horizontal reinforcement and vertical reinforcing bar, and steel bar end leaves connector, and concrete perfusion is made the first floor concrete wall;
(c) after foundation ditch dug first floor soil, segmentation was downwards jumped and is dug the second road soil box (promptly digging every a section);
(d) formwork is placed horizontal reinforcement and vertical reinforcing bar, is connected concrete perfusion, the continuous second layer concrete wall of doing with the reinforcing bar connector of first floor concrete wall;
(e) after foundation ditch dug second layer soil, segmentation was jumped and is dug the 3rd road soil box;
(f) formwork is placed horizontal reinforcement and vertical reinforcing bar, is connected with the reinforcing bar connector of second layer concrete wall, and concrete perfusion, continuous the 3rd layer concrete wall of doing, the rest may be inferred, until finishing diaphragm wall.
2, according to the job practices of claim 1, (b) described inversion underground continuous wall, it is characterized in that: formwork only props up internal mold, and external mold is Tu Bi.
3, the job practices of inversion underground continuous wall according to claim 1 is characterized in that: when described soil box is weak soil or fluffing of moulding sand layer, make a call to a draining mud agitation pile earlier in the outside of diaphragm wall, but double as water protecting curtain retaining wall.
4, the job practices of inversion underground continuous wall according to claim 1 is characterized in that: described segmentation is jumped the length of shoveling groove less than 15 meters.
5, the job practices of inversion underground continuous wall according to claim 1 is characterized in that: described concrete inwall has propped up interior support.
6, the job practices of inversion underground continuous wall according to claim 5 is characterized in that: supporting in described is the shaped steel horizontal support.
7, the job practices of inversion underground continuous wall according to claim 5 is characterized in that: supporting in described is arch ring.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 97103994 CN1196426A (en) | 1997-04-14 | 1997-04-14 | Construction method for inversion underground continuous wall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 97103994 CN1196426A (en) | 1997-04-14 | 1997-04-14 | Construction method for inversion underground continuous wall |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1196426A true CN1196426A (en) | 1998-10-21 |
Family
ID=5167043
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 97103994 Pending CN1196426A (en) | 1997-04-14 | 1997-04-14 | Construction method for inversion underground continuous wall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN1196426A (en) |
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100371545C (en) * | 2005-12-16 | 2008-02-27 | 张国梁 | Reversed construction method for building |
| CN100439634C (en) * | 2006-07-20 | 2008-12-03 | 上海建工股份有限公司 | Horizontal force transfer method for underground building modification |
| CN100510281C (en) * | 2008-06-25 | 2009-07-08 | 江苏江都建设工程有限公司 | Semi-reverse construction method for ultra-large-diameter and ultra-buried depth storage tank |
| CN101397852B (en) * | 2007-09-26 | 2010-05-19 | 上海市第二建筑有限公司 | Construction method for increasing to build multi-storey basement to original building |
| CN101787709A (en) * | 2010-03-10 | 2010-07-28 | 江苏省电力设计院 | Construction method for concrete gravity buttress retaining wall |
| CN102296620A (en) * | 2011-06-14 | 2011-12-28 | 黄朝阳 | Curtain water-stop slope wall and construction method thereof |
| CN102587388A (en) * | 2012-03-15 | 2012-07-18 | 十九冶成都建设有限公司 | PRM foundation pit supporting method |
| CN103981855A (en) * | 2014-04-28 | 2014-08-13 | 浙江省建筑设计研究院 | Sedimentation calculation method for underground continuous wall with support legs |
| CN103981859A (en) * | 2014-06-05 | 2014-08-13 | 北京住总集团有限责任公司 | Node structure of guide walls of underground diaphragm wall and ground under heavy load and construction method thereof |
| CN105350575A (en) * | 2015-11-02 | 2016-02-24 | 中铁三局集团广东建设工程有限公司 | Reverse construction method for underground continuous wall |
| CN111254938A (en) * | 2018-11-30 | 2020-06-09 | 中衡卓创国际工程设计有限公司 | Foundation pit supporting structure based on side wall of underground chamber and reverse construction method thereof |
| CN114263186A (en) * | 2021-12-27 | 2022-04-01 | 中铁二十局集团第五工程有限公司 | Reverse arch ring supporting method for water-rich area near existing line |
-
1997
- 1997-04-14 CN CN 97103994 patent/CN1196426A/en active Pending
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN100371545C (en) * | 2005-12-16 | 2008-02-27 | 张国梁 | Reversed construction method for building |
| CN100439634C (en) * | 2006-07-20 | 2008-12-03 | 上海建工股份有限公司 | Horizontal force transfer method for underground building modification |
| CN101397852B (en) * | 2007-09-26 | 2010-05-19 | 上海市第二建筑有限公司 | Construction method for increasing to build multi-storey basement to original building |
| CN100510281C (en) * | 2008-06-25 | 2009-07-08 | 江苏江都建设工程有限公司 | Semi-reverse construction method for ultra-large-diameter and ultra-buried depth storage tank |
| CN101787709B (en) * | 2010-03-10 | 2012-04-25 | 江苏省电力设计院 | Construction method for concrete gravity buttress retaining wall |
| CN101787709A (en) * | 2010-03-10 | 2010-07-28 | 江苏省电力设计院 | Construction method for concrete gravity buttress retaining wall |
| CN102296620B (en) * | 2011-06-14 | 2013-12-04 | 黄朝阳 | Curtain water-stop slope wall and construction method thereof |
| CN102296620A (en) * | 2011-06-14 | 2011-12-28 | 黄朝阳 | Curtain water-stop slope wall and construction method thereof |
| CN102587388A (en) * | 2012-03-15 | 2012-07-18 | 十九冶成都建设有限公司 | PRM foundation pit supporting method |
| CN103981855A (en) * | 2014-04-28 | 2014-08-13 | 浙江省建筑设计研究院 | Sedimentation calculation method for underground continuous wall with support legs |
| CN103981855B (en) * | 2014-04-28 | 2016-01-20 | 浙江省建筑设计研究院 | Band supporting leg ground diaphragm wall settlement calculation method |
| CN103981859A (en) * | 2014-06-05 | 2014-08-13 | 北京住总集团有限责任公司 | Node structure of guide walls of underground diaphragm wall and ground under heavy load and construction method thereof |
| CN105350575A (en) * | 2015-11-02 | 2016-02-24 | 中铁三局集团广东建设工程有限公司 | Reverse construction method for underground continuous wall |
| CN111254938A (en) * | 2018-11-30 | 2020-06-09 | 中衡卓创国际工程设计有限公司 | Foundation pit supporting structure based on side wall of underground chamber and reverse construction method thereof |
| CN111254938B (en) * | 2018-11-30 | 2022-06-21 | 中衡卓创国际工程设计有限公司 | Foundation pit supporting structure based on side wall of underground chamber and reverse construction method thereof |
| CN114263186A (en) * | 2021-12-27 | 2022-04-01 | 中铁二十局集团第五工程有限公司 | Reverse arch ring supporting method for water-rich area near existing line |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN104264688B (en) | Manually digging hole non-uniform pile support construction process | |
| CN107313431B (en) | Close on not contour foundation pit method for synchronously constructing | |
| CN101122131B (en) | Foundation pit supporting pile using pipe casting pile embedding in rock | |
| CN204491626U (en) | The foundation pit enclosure structure that Larsen steel sheet pile and prestressed anchor combine | |
| CN105951711A (en) | Enclosing construction method of underground continuous wall of seashore power station | |
| CN1800514A (en) | Big section pipe roof- box culvert jacking construction method | |
| CN1958966A (en) | Underground consecutive sinking well type openweb wall body, and construction method | |
| CN108532586A (en) | A kind of construction method of garage parking diaphram wall | |
| CN1196426A (en) | Construction method for inversion underground continuous wall | |
| CN109577365A (en) | A kind of pile formula drainage anchor rod barrier wall structure and its construction method | |
| CN108385700A (en) | Slope reinforcement and guard method | |
| CN1067453C (en) | Foundation pit slope flat anchor spray net supporting method | |
| CN206070508U (en) | Device for reinforcing foundation | |
| CN106065628B (en) | Based on the major diameter running water pipe security protection construction method faced forever with reference to theory | |
| CN105714748A (en) | Excavating construction method for surge shaft in gravel and sandy soil layer | |
| CN107503323A (en) | A kind of method of construction of ecological revetment | |
| CN1127596C (en) | Continuous wall foundation pit supporting method with short brad | |
| CN1884722A (en) | Grille type connection method of rigid joint for underground continuous wall | |
| CN211472506U (en) | Do benefit to injection concrete structure of drainage | |
| CN108570979A (en) | A kind of construction method for building antiseepage composite foundation on dolomite stratigraph | |
| CN1198023C (en) | Method of controlling foundation ditch deformation breaking up whole into parts | |
| KR102277470B1 (en) | Basement Composite Wall Using Retaing Wall And Method for Constructing the Same | |
| CN213625605U (en) | Dig deep basal pit structure of stake anchor and hanging net injection concrete soon | |
| CN205062744U (en) | Half gravity type two -stage view anti -flood wall on half cantilever | |
| CN112323816A (en) | Unloading type combined retaining structure and construction method thereof |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |