CN102359118A - Annular foundation of underground continuous wall and construction method thereof - Google Patents
Annular foundation of underground continuous wall and construction method thereof Download PDFInfo
- Publication number
- CN102359118A CN102359118A CN2011102203030A CN201110220303A CN102359118A CN 102359118 A CN102359118 A CN 102359118A CN 2011102203030 A CN2011102203030 A CN 2011102203030A CN 201110220303 A CN201110220303 A CN 201110220303A CN 102359118 A CN102359118 A CN 102359118A
- Authority
- CN
- China
- Prior art keywords
- wall
- basis
- foundation
- ring
- diaphragm
- 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)
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the field of building ground bases and foundations, and in particular discloses an annular foundation of an underground continuous wall and a construction method thereof. The annular foundation of the underground continuous wall comprises wall joints and at least three sections of walls, wherein the walls are connected end to end through the wall joints to form the annular foundation. Through the annular foundation of the underground continuous wall, the bottom foundation can form a whole to increase the stability, and annular piles of the underground continuous wall can exert the overall effect under the action of the upper dynamic load, so that the underground continuous wall has enough resistance; compared with a pile foundation, the annular foundation has the advantage of saving a certain amount of steel bars and concrete; the wall has high rigidity and good seepage control performance, and can be applied to multiple foundation conditions; and the method has the advantages of high work efficiency, short construction period, quality reliability and high economic benefit.
Description
Technical field
The present invention relates to building lot and basic field, particularly relate to a kind of diaphragm wall ring foundation and construction method thereof.
Background technology
At present for the equipment of main equipment or dynamic load, like wind power generating set, frame, pylon fixing etc., shortcoming such as the base form of employing exists cost high, and distortion is big, and is long in time limit.
China's wind energy is abundant; Because the generation of energy crisis and advocated in recent years use and develop green energy resource; Wind energy as a kind of cleaning, environmental protection and cheaply the energy become a kind of energy of advocating exploitation; Wind-powered electricity generation is built industry and is also begun continuous development, and the construction of wind energy turbine set has more wide prospect.
Though the cost of blower foundation shared proportion in whole blower fan cost is very little, ground and the safety on basis are determining the safety of whole pylon structure, aspect importance, are equal at least with superstructure.Because wind-powered electricity generation unit basis has the particularity of bearing 360 ° of direction reloadings and large eccentric pressuring, general ground is with basic, and it is higher that the wind-powered electricity generation unit moves stability requirement to the stability against overturning on basis and antiskid.
Traditional main form that adopts in wind-powered electricity generation unit basis comprises spread footing and pile foundation.Spread footing is a kind of shallow foundation, is applicable to that embeded depth of foundation is less, the not high situation of bearing capacity of foundation soil.The construction of spread footing is too big to concrete consumption, needs to adopt bigger foundation ' s bottom area, also needs more reinforcing bar in addition.Pile foundation is a kind of deep foundation, is applicable to when natural bearing capacity of foundation soil and distortion can not satisfy actual requirement, act on the situation such as power machine basis have high-rise structure and needs than levels power and moment of flexure to weaken its vibration effect.Design of pile foundation is primarily aimed at soft foundation; Spread footing can not be satisfied the blower fan pylon structure to sedimentation on the soft foundation; Therefore the requirement at inclination angle often adopts pile foundation, and the engineering quantity that common pile foundation needs is big, the duration is long and very big to raw-material consumption.
Summary of the invention
The technical problem that (one) will solve
Problems such as the technical problem that the present invention will solve provides a kind of diaphragm wall ring foundation, needs bigger foundation ' s bottom area to overcome existing basis, and it is big to expend concrete, and it is more to expend reinforcing bar, and engineering quantity is big, and is long in time limit.
(2) technical scheme
For solving the problems of the technologies described above, the invention provides a kind of diaphragm wall ring foundation, comprising:
Body of wall joint and at least three sections bodies of wall, said body of wall join end to end through the body of wall joint and form ring-like basis.
Preferably, the said body of wall of each section connects into regular polygon.
Preferably, said body of wall and said body of wall joint are all perpendicular to horizontal plane.
Preferably, the center line of said body of wall joint is positioned at the extended line intersection of two sections adjacent said bodies of wall.
Preferably, said body of wall and said body of wall joint are by reinforcing cage and concrete for making.
The present invention also provides the construction method on the ring-like basis of a kind of diaphragm wall, comprises step:
S1, lead wall chase, and build steel concrete in the wall chase and lead wall said leading along the longitudinal axis position excavation of diaphragm wall design;
S2, dig out the groove identical with the degree of depth with the body of wall design width underground, and clear groove;
S3, place reinforcing cage respectively, be provided with junction block between the end face of two adjacent said reinforcing cages at each said groove place;
S4, employing tremie method carry out concrete casting to said groove, and said concrete vibrating is closely knit;
S5, treat that said concrete is stable after, extract said junction block, form circular hole in the body of wall end; One end is had projection; One end has the reinforcing cage of groove and puts into the groove that body of wall belongs to, and said reinforcing cage projection embeds in the said circular hole, then toward the interior concreting of said circular hole; Repeat this step, connect into an integral body to each section body of wall.
Preferably, the said wall bottom of leading is dropped on the former soil layer, and the degree of depth is 1.2m～2.0m, and the said wall metope of leading is higher than construction plant 10cm～20cm.
Preferably, the just polygon row of the end to end formation of said each groove.
Preferably, said junction block is perpendicular to horizontal plane, and the junction block lower end is placed to channel bottom and inserts more than the soil layer 50cm.
(3) beneficial effect
Technique scheme has following beneficial effect: it is whole to increase its stability that a kind of diaphragm wall ring foundation provided by the invention can make base foundation form; Guarantee under the dynamic load effect of top; The stake of diaphragm wall annular can be brought into play group effect; Make it have enough resistivities, compare with the conventional piles basis and can save a certain amount of reinforcing bar and concrete.Body of wall rigidity of the present invention in addition is big, and barrier performance is good, and applicable to multiple foundation condition, and work efficiency height, duration weak point, reliable in quality, economic benefit are high.
Description of drawings
Fig. 1 is the vertical view of the diaphragm wall ring foundation of the embodiment of the invention;
Fig. 2 is the stereogram of the diaphragm wall ring foundation of the embodiment of the invention;
Fig. 3 is the flow chart of construction method of the diaphragm wall ring foundation of the embodiment of the invention.
Wherein, 1: body of wall; 2: the body of wall joint; 3: reinforcing cage; 4: concrete.
The specific embodiment
Below in conjunction with accompanying drawing and embodiment, specific embodiments of the invention describes in further detail.Following examples are used to explain the present invention, but are not used for limiting scope of the present invention.
As shown in Figure 1, the diaphragm wall ring foundation of the embodiment of the invention comprises: body of wall 1, body of wall joint 2, reinforcing cage 3 and concrete 4.
Underground continuous circular shape basis is made up of at least three sections bodies of wall 1, body of wall 1 be shaped as cuboid, connect each body of wall 1 end to end formation circulus through body of wall joint 2 between each body of wall 1.The center line of body of wall joint 2 is positioned at the extended line intersection of two adjacent bodies of wall 1; Junction block is inserted between two sections bodies of wall 1, can on body of wall 1, stays next circular hole after extracting, in circular hole, just form body of wall joint 2 behind the joints cement.Body of wall 1 is made up of reinforcing cage 3 and concrete 4.
The diaphragm wall ring foundation is made up of body of wall 1 and body of wall joint 2 and is formed an integral body, and such basis has better stability, can bear the huge load that top high-rise buildings structure transmits.Soil around diaphragm wall ring foundation and the basis has utilized the confined pressure in the horizontal direction of surrounding soil with forming entire effective, has increased basic stability simultaneously.
The embodiment of the invention also provides a kind of construction method of diaphragm wall ring foundation, and referring to Fig. 3, it may further comprise the steps:
Step S1, lead wall chase and in leading wall chase, build steel concrete and lead wall, lead the wall degree of depth, lead the wall metope and be higher than construction plant 10～20cm generally at 1.2～2.0m along the longitudinal axis position excavation of diaphragm wall design;
Step S2, use trench machine and and under the condition of mud off, dig out the groove identical with the degree of depth underground, and groove clearly, the just polygon row of the end to end formation of each groove with the body of wall design width;
Step S3, treat that each groove digs after; A precast reinforced cage is placed at each groove place respectively, is provided with junction block between the end face of two adjacent reinforcing cages, and junction block is vertically placed; Keep plumbness; The lower end of junction block is placed to bottom land and continues and inserts more than the 50cm, and the effect of junction block is when concreting, to be the side form that body of wall provides both sides, prevents the concrete effluent;
Step S4, employing tremie method carry out concrete casting to groove, and use concrete vibration bar that concrete vibrating is closely knit;
Step S5, under general condition concrete is carried out maintenance, treat concrete stable in properties after, promptly do not cave in after the form removal, extract junction block gradually, each body of wall end forms circular hole, wherein, first section body of wall two ends of building is equipped with this type of circular hole.An end that weaves is in advance had projection; The other end has the reinforcing cage of groove and puts into the groove that body of wall belongs to; The projection of reinforcing cage embeds in the circular hole that into junction block forms; The concreting at the circular hole place circulates and implements this step then, forms the underground circular wall until connecting into each walling an integral body.
Can find out by above embodiment; The embodiment of the invention is whole to increase its stability through adopting the diaphragm wall ring foundation that base foundation and foundation soil are formed; Guarantee under the dynamic load effect of top; The diaphragm wall ring foundation can be brought into play group effect, makes it have enough resistivities, compares with pile foundation and can save a certain amount of reinforcing bar and concrete.Body of wall rigidity of the present invention in addition is big, and barrier performance is good, applicable to multiple foundation condition.Work efficiency height, duration weak point, reliable in quality, economic benefit height.
The above only is a preferred implementation of the present invention; Should be pointed out that for those skilled in the art, under the prerequisite that does not break away from know-why of the present invention; Can also make some improvement and modification, these improve and modification also should be regarded as protection scope of the present invention.
Claims (8)
1. the ring-like basis of diaphragm wall is characterized in that, comprising: body of wall joint and at least three sections bodies of wall, said body of wall join end to end through the body of wall joint and form ring-like basis.
2. the ring-like basis of diaphragm wall as claimed in claim 1 is characterized in that the said body of wall of each section connects into regular polygon.
3. the ring-like basis of diaphragm wall as claimed in claim 1 is characterized in that, said body of wall and said body of wall joint are all perpendicular to horizontal plane.
4. the ring-like basis of diaphragm wall as claimed in claim 1 is characterized in that the center line of said body of wall joint is positioned at the extended line intersection of two sections adjacent said bodies of wall.
5. the ring-like basis of diaphragm wall as claimed in claim 1 is characterized in that, said body of wall and said body of wall joint are by reinforcing cage and concrete for making.
6. the construction method on the ring-like basis of diaphragm wall is characterized in that, comprises step:
S1, lead wall chase, and build steel concrete in the wall chase and lead wall said leading along the longitudinal axis position excavation of diaphragm wall design;
S2, dig out the groove identical with the degree of depth with the body of wall design width underground, and clear groove;
S3, place reinforcing cage respectively, be provided with junction block between the end face of two adjacent said reinforcing cages at each said groove place;
S4, employing tremie method carry out concrete casting to said groove, and said concrete vibrating is closely knit;
S5, treat that said concrete is stable after, extract said junction block, form circular hole in the body of wall end; One end is had projection; One end has the reinforcing cage of groove and puts into the groove that body of wall belongs to, and said reinforcing cage projection embeds in the said circular hole, then toward the interior concreting of said circular hole; Repeat this step, connect into an integral body to each section body of wall.
7. the construction method on the ring-like basis of diaphragm wall as claimed in claim 6 is characterized in that, the said wall bottom of leading is dropped on the former soil layer, and the degree of depth is 1.2m～2.0m, and the said wall metope of leading is higher than construction plant 10cm～20cm.
8. the construction method on the ring-like basis of diaphragm wall as claimed in claim 6 is characterized in that, said junction block is perpendicular to horizontal plane, and the junction block lower end is placed to channel bottom and inserts more than the soil layer 50cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011102203030A CN102359118B (en) | 2011-08-02 | 2011-08-02 | Annular foundation of underground continuous wall and construction method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011102203030A CN102359118B (en) | 2011-08-02 | 2011-08-02 | Annular foundation of underground continuous wall and construction method thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102359118A true CN102359118A (en) | 2012-02-22 |
| CN102359118B CN102359118B (en) | 2013-12-04 |
Family
ID=45584493
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011102203030A Active CN102359118B (en) | 2011-08-02 | 2011-08-02 | Annular foundation of underground continuous wall and construction method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102359118B (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276752A (en) * | 2013-06-20 | 2013-09-04 | 江苏城市职业学院 | Construction method of underground continuous wall expansive concrete joint |
| CN103938649A (en) * | 2014-03-26 | 2014-07-23 | 中建四局第六建筑工程有限公司 | Method for constructing cavity foundation of super high-rise building |
| CN112502184A (en) * | 2020-10-30 | 2021-03-16 | 广西玉柴机器股份有限公司 | Horizontal machining center foundation |
| 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 |
| CN113006113A (en) * | 2021-03-04 | 2021-06-22 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| CN114809058A (en) * | 2022-06-15 | 2022-07-29 | 中建八局第二建设有限公司 | Equipment foundation of precision equipment and construction method |
| WO2023143148A1 (en) * | 2022-01-26 | 2023-08-03 | 中国华能集团清洁能源技术研究院有限公司 | Wind turbine foundation having honeycomb type underground diaphragm wall and construction method of wind turbine foundation |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63176530A (en) * | 1987-01-16 | 1988-07-20 | Kajima Corp | Construction of foundation of underground continuous wall |
| CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
| CN1470715A (en) * | 2003-06-05 | 2004-01-28 | 上海市隧道工程轨道交通设计研究院 | Gravity lattice embankment wall-retaining structure construction method |
| JP2006214201A (en) * | 2005-02-04 | 2006-08-17 | Toda Constr Co Ltd | Composite foundation of piles and continuous underground wall |
| CN201554033U (en) * | 2009-12-10 | 2010-08-18 | 上海市第二建筑有限公司 | Tower crane foundation for deep foundation ditch |
| CN202247937U (en) * | 2011-08-02 | 2012-05-30 | 北京健安诚岩土工程有限公司 | Underground diaphragm wall ring foundation |
-
2011
- 2011-08-02 CN CN2011102203030A patent/CN102359118B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS63176530A (en) * | 1987-01-16 | 1988-07-20 | Kajima Corp | Construction of foundation of underground continuous wall |
| CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
| CN1470715A (en) * | 2003-06-05 | 2004-01-28 | 上海市隧道工程轨道交通设计研究院 | Gravity lattice embankment wall-retaining structure construction method |
| JP2006214201A (en) * | 2005-02-04 | 2006-08-17 | Toda Constr Co Ltd | Composite foundation of piles and continuous underground wall |
| CN201554033U (en) * | 2009-12-10 | 2010-08-18 | 上海市第二建筑有限公司 | Tower crane foundation for deep foundation ditch |
| CN202247937U (en) * | 2011-08-02 | 2012-05-30 | 北京健安诚岩土工程有限公司 | Underground diaphragm wall ring foundation |
Non-Patent Citations (5)
| Title |
|---|
| 《公路》 20060531 刘明虎、付宇文 井筒式地下连续墙基础设计及应用 第52-56页 1-8 , 第05期 * |
| 刘明虎、付宇文: "井筒式地下连续墙基础设计及应用", 《公路》 * |
| 王化勤、王力兵: "地下连续墙在桥梁基础工程上的应用", 《中南公路工程》 * |
| 赤坂雅章、小川: "日本的地下连续墙技术", 《国外地质勘探技术》 * |
| 雪彦宏: "接头管在地下连续墙工程中的应用与改进", 《科技风》 * |
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103276752A (en) * | 2013-06-20 | 2013-09-04 | 江苏城市职业学院 | Construction method of underground continuous wall expansive concrete joint |
| CN103938649A (en) * | 2014-03-26 | 2014-07-23 | 中建四局第六建筑工程有限公司 | Method for constructing cavity foundation of super high-rise building |
| CN103938649B (en) * | 2014-03-26 | 2016-06-29 | 中建四局第六建筑工程有限公司 | A kind of construction method on high-rise building cavity basis |
| CN112502184A (en) * | 2020-10-30 | 2021-03-16 | 广西玉柴机器股份有限公司 | Horizontal machining center foundation |
| CN113006113A (en) * | 2021-03-04 | 2021-06-22 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| CN113006113B (en) * | 2021-03-04 | 2022-05-06 | 浙江大学 | Composite anchorage foundation of enlarged-diameter steel pipe pile of underground diaphragm wall and construction method of composite anchorage foundation |
| 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 |
| WO2023143148A1 (en) * | 2022-01-26 | 2023-08-03 | 中国华能集团清洁能源技术研究院有限公司 | Wind turbine foundation having honeycomb type underground diaphragm wall and construction method of wind turbine foundation |
| CN114809058A (en) * | 2022-06-15 | 2022-07-29 | 中建八局第二建设有限公司 | Equipment foundation of precision equipment and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102359118B (en) | 2013-12-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102359118B (en) | Annular foundation of underground continuous wall and construction method thereof | |
| CN102400469B (en) | Secant pile drum type foundation and construction method thereof | |
| CN201762710U (en) | Pile-wall combined enclosing structure for offshore deep foundation pit | |
| CN209760136U (en) | Ecological revetment structure of assembled low pile cushion cap | |
| CN101539118B (en) | Passive antiscour base of basic structure of gravity-type offshore wind turbine | |
| CN111236260A (en) | Variable-rigidity combined type prefabricated double-row pile supporting structure and construction method thereof | |
| CN104863177A (en) | Composite retaining wall structure and construction method thereof | |
| CN204825949U (en) | Marine fan basis connection structure of pipe posture of driving piles in advance | |
| CN110792095B (en) | Multi-pile bearing platform-spiral anchor composite foundation | |
| CN202247927U (en) | Barrel-shaped foundation with occlusive piles | |
| CN203096745U (en) | Multi-row pile foundation pit supporting structure | |
| CN101314942A (en) | Wave breaker of inverse T shaped pipe wall pile | |
| CN203768914U (en) | Foundation pit bracing diagonal support pile structure | |
| CN205116207U (en) | Offshore wind farm fan combined type embedded rock pile basis | |
| CN202247937U (en) | Underground diaphragm wall ring foundation | |
| CN204690681U (en) | The building block of large swallow-tail form slope protection concrete | |
| CN201502065U (en) | Anchor rod joint excavation compound basis | |
| CN203530959U (en) | High-strength underground diaphragm wall | |
| CN102733414B (en) | Water pool anti-floating method by combining square tapered anchored piers with horizontal stay bar | |
| CN213390202U (en) | Combined type polygonal tubular structure fan foundation | |
| CN210507458U (en) | Vertical anchor supporting system that draws of foundation ditch | |
| CN210395410U (en) | Transmission tower pile foundation suitable for mountain area precipitous topography area horizontal stock | |
| CN209384191U (en) | Breathing pattern staged hollow square ecological revetment structure suitable for soft soil foundation | |
| CN102828504A (en) | Precast reinforced concrete hollow lateral-force resisting pile and pile embedding method | |
| CN202298627U (en) | Foundation pit supporting structure |
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 |