CN107524152A - A kind of foundation pit enclosure structure stress bringing device and its construction method - Google Patents
A kind of foundation pit enclosure structure stress bringing device and its construction method Download PDFInfo
- Publication number
- CN107524152A CN107524152A CN201710951610.3A CN201710951610A CN107524152A CN 107524152 A CN107524152 A CN 107524152A CN 201710951610 A CN201710951610 A CN 201710951610A CN 107524152 A CN107524152 A CN 107524152A
- Authority
- CN
- China
- Prior art keywords
- fender body
- steel sheet
- pile
- sheet pile
- anchoring
- 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
- 238000010276 construction Methods 0.000 title claims abstract description 33
- 238000004873 anchoring Methods 0.000 claims abstract description 56
- 229910000831 Steel Inorganic materials 0.000 claims description 106
- 239000010959 steel Substances 0.000 claims description 106
- 238000000034 method Methods 0.000 claims description 12
- 238000009412 basement excavation Methods 0.000 claims description 8
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 239000000203 mixture Substances 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 3
- WLJVNTCWHIRURA-UHFFFAOYSA-N pimelic acid Chemical compound OC(=O)CCCCCC(O)=O WLJVNTCWHIRURA-UHFFFAOYSA-N 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 238000003466 welding Methods 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000010009 beating Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- GOLXNESZZPUPJE-UHFFFAOYSA-N spiromesifen Chemical compound CC1=CC(C)=CC(C)=C1C(C(O1)=O)=C(OC(=O)CC(C)(C)C)C11CCCC1 GOLXNESZZPUPJE-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/30—Miscellaneous comprising anchoring details
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The present invention discloses a kind of foundation pit enclosure structure stress bringing device, including fender body, some anchoring piles that are embedded on the outside of fender body protected as foundation ditch, and the tensioning rope system that each anchoring pile is coupled with fender body；The tensioning rope system includes tension, the stress being applied to by the tension regulation anchoring pile on the fender body.The foundation pit enclosure structure stress bringing device and construction method of the present invention, in work progress, operating environment safe and convenient in foundation ditch can be made, pit earthwork is greatly improved to excavate and structure construction speed, operating efficiency is improved, shortens the duration, simultaneously, it is small easy to operate to apply stress cost, lifts economic benefit.
Description
Technical field
The present invention relates to the realm of building construction, specifically a kind of construction method of foundation pit enclosure structure.
Background technology
Under the overall situation that economic construction deepens constantly, how soon foundation pit enclosure is the essential content of many engineerings,
The problem of high-quality completion Foundation Pit Construction of speed is each requirement of engineering primary study.Many base pit engineerings are related to going along with sb. to guard him knot
Structure applies horizontal stress to strengthen the stability of foundation pit enclosure body, and current most foundation ditch all uses the pre-add on the inside of foundation ditch
The method of stress, horizontal supports combination branch ejection device is mainly passed through to fender body prestress on the inside of foundation ditch（Such as hydraulic pressure thousand
Jin top etc. is carried out）, but for duration urgent engineering construction, if there is the horizontal support on the inside of building enclosure in design content,
Mean that either earth excavation either engineering structure main body construction speed and efficiency all substantially reduces, exist to try to meet the deadline for the project and arrange
Apply the problems such as cost is big.
The content of the invention
Goal of the invention：Present invention aims in view of the shortcomings of the prior art, there is provided a kind of to have necessarily on foundation ditch periphery
Operable space length, under conditions of possessing construction anchoring pile, the stress bringing device that is arranged on the outside of foundation pit enclosure structure,
The stress being applied in the case of not setting inner support according to the regulation of the deformation of fender body on fender body, carries out certain amplitude
Fender body Deformation control, it is ensured that foundation pit construction Environmental security is convenient；
Another object of the present invention is to provide a kind of construction method of above-mentioned stress bringing device.
Technical scheme：Foundation pit enclosure structure stress bringing device of the present invention, including protected as foundation ditch fender body,
Some anchoring piles being embedded on the outside of fender body, and the tensioning rope system that each anchoring pile is coupled with fender body；The tensioning rope system bag
Tension is included, the stress being applied to by the tension regulation anchoring pile on the fender body.
Further preferably technical scheme is the present invention, and the tensioning rope system includes some steel wire ropes and installed in each steel wire
Fender body and some anchoring piles are coupled as one by the flower basket bolt on rope, the steel wire rope, and institute is tightened up in the flower basket bolt tensioning
Steel wire rope is stated, adjusts the stress that the anchoring pile is applied on the fender body.
Preferably, the fender body is formed by being embedded in the steel sheet pile on the outside of the foundation ditch, and each steel sheet pile is connected.
Preferably, each steel sheet pile for forming the fender body is coupled to be overall by channel-section steel, and the channel-section steel is located at the steel
Sheet pile away from the cm of top 25 ~ 35 at.
Preferably, spacing is 5 ~ 8 m between adjacent two anchoring pile, is coupled between each anchoring pile by channel-section steel.
The construction method of foundation pit enclosure structure stress bringing device of the present invention, comprises the following steps：
（1）Implement fender body：First to fender body construction site carry out it is smooth, steel sheet pile beat pull out equipment march into the arena assemble and apply for checking and examination；
Position is set to design steel sheet pile and measures setting-out, stake position is clear using gray line and positioning point identification；By design and scheme
Set it is required that carrying out steel sheet pile, each steel sheet pile is connected with each other composition fender body using the method that is connected；
（2）Implement fender body connection：Below steel plate stake top at 25 ~ 35 cm, steel sheet pile will be gone along with sb. to guard him using channel-section steel and be coupled,
Connecting method uses welding, and every steel sheet pile must effectively be contacted with channel-section steel；
（3）Set anchoring pile group：Set anchoring pile on the outside of fender body, the m of spacing 5 ~ 8 between two neighboring anchoring pile；
（4）Implement anchoring pile group to be coupled：Using with step（2）Identical connecting method, each anchoring pile is also coupled；
（5）Implement tensioning rope system：Anchoring pile group is coupled with fender body with tensioning rope system, is coupled after the completion of constructing and carries out tensioning
The tensioning of rope system is tightened up, and applies stress to fender body；
（6）Fender body deformation observation, tensioning rope system apply Stress Control deformation：The earthwork is carried out after the tensioning of tensioning rope system is tightened up to open
Dig, monitored before earth excavation and to steel sheet pile jacking row displacement at pile top during earth excavation, it is bigger than normal in steel sheet pile rate of displacement
When, the stress of adjustment tensioning rope system is tended towards stability rapidly state with causing fender body；
（7）Stress bringing device is removed：Main structure construction acceptance(check) and foundation ditch, which backfill, to be finished, and is first discharged tensioning rope system and is applied
Stress, then removed and steel sheet pile, anchoring pile extract.
Preferably, steel sheet pile, which is set, has spacing between position and agent structure outline, it is easy to main structure construction.
Preferably, after steel sheet pile position is clear and definite, position is set to steel sheet pile and carries out pipeline and underground obstacle exploration drilling, to phase
Pipeline is closed to be investigated, change and move and adjacent lines reinforcement protection.
Preferably, steel sheet pile or anchoring pile cause steel sheet pile or anchoring pile to be contacted with channel-section steel due to setting deviations
When, auxiliary inserts should be set, ensure to be coupled reliably.
Preferably, the tensioning rope system includes some steel wire ropes and the flower basket bolt on each steel wire rope, it is described
Fender body and some anchoring piles are coupled as one by steel wire rope, and the steel wire rope is tightened up in the flower basket bolt tensioning, adjusts the anchor
Stake is applied to the stress on the fender body；Steel wire rope and flower basket bolt specification are according to design of foundation pit stressing conditions and soil property situation
Selected.
Beneficial effect：The foundation pit enclosure structure stress bringing device and construction method of the present invention has certain on foundation ditch periphery
Operable space length, under conditions of possessing construction anchoring pile, the tensioning rope system of adjustable stress is set by anchoring pile and fender body
It is coupled, answering for fender body is applied to by the regulation of tensioning rope system according to the deformation of fender body in the case where not setting inner support
Power, the fender body Deformation control of certain amplitude is carried out, in work progress, operating environment safe and convenient in foundation ditch can be made, significantly
Pit earthwork excavation and structure construction speed are improved, improves operating efficiency, shortens the duration, meanwhile, apply the small operation of stress cost
Simplicity, lift economic benefit.
Brief description of the drawings
Fig. 1 is the structural representation of foundation pit enclosure structure stress bringing device of the present invention；
Fig. 2 is the construction plan of foundation pit enclosure structure stress bringing device of the present invention；
Fig. 3 is the construction process figure of foundation pit enclosure structure stress bringing device of the present invention；
In figure, 1- anchoring piles, 2- fender bodies, 3- flower basket bolts, 4- steel wire ropes, 5- channel-section steels.
Embodiment
Technical solution of the present invention is described in detail below by accompanying drawing, but protection scope of the present invention is not limited to
The embodiment.
Embodiment 1：A kind of foundation pit enclosure structure stress bringing device, including protected as foundation ditch fender body 2, be embedded in
Some anchoring piles 1 in the outside of fender body 2, and the tensioning rope system that each anchoring pile 1 is coupled with fender body 2.
Fender body 2 is formed by being embedded in the steel sheet pile on the outside of foundation ditch, and each steel sheet pile is connected.Form each of fender body 2
Steel sheet pile is coupled to be overall by channel-section steel 5, channel-section steel 5 be located at steel sheet pile away from the cm of top 30 at.
Spacing is 6m between adjacent two anchoring pile 1, is coupled between each anchoring pile 1 by channel-section steel 5.
Tensioning rope system include some steel wire ropes 4 and on each steel wire rope 4 flower basket bolt 3, steel wire rope 4 is by fender body
2 and some anchoring piles 1 be coupled as one, steel wire rope 4 is tightened up in the tensioning of flower basket bolt 3, regulation anchoring pile 1 be applied on fender body 2 should
Power.
The construction method of above-mentioned foundation pit enclosure structure stress bringing device, comprises the following steps：
（1）Implement fender body：First to the construction site of fender body 2 carry out it is smooth, steel sheet pile beat pull out equipment march into the arena assemble and apply for checking and examination；
Position is set to design steel sheet pile and measures setting-out, stake position is clear using gray line and positioning point identification；Steel sheet pile sets position
Put and must take into consideration reasonable spacing with agent structure outline, so as to main structure construction；After steel sheet pile position is clear and definite, steel sheet pile is beaten
If position carries out pipeline and underground obstacle exploration drilling, related pipeline is investigated, changes and moves and adjacent lines reinforcement protection；By setting
Meter and scheme require that carrying out steel sheet pile sets, and each steel sheet pile is connected with each other composition fender body 2 using the method that is connected；
（2）Implement fender body connection：Below steel plate stake top at 30 cm, steel sheet pile will be gone along with sb. to guard him using channel-section steel 5 and be coupled, joined
Knot method uses welding, and every steel sheet pile must effectively be contacted with channel-section steel 5, and steel sheet pile is caused due to setting deviations
The position that can not be contacted with channel-section steel 5 should set auxiliary inserts；
（3）Set anchoring pile group：Set anchoring pile 1 on the outside of fender body, the m of spacing 6 between two neighboring anchoring pile 1；
（4）Implement anchoring pile group to be coupled：Using with step（2）Identical connecting method, each anchoring pile 1 is also coupled, due to beating
If the position that deviations cause anchoring pile 1 and can not contacted with channel-section steel 5 should set auxiliary inserts；
（5）Implement tensioning rope system：The installation and tensioning for carrying out steel wire rope 4 and flower basket bolt 3 are tightened up, with steel wire rope 4 by anchoring pile 1 with
Fender body 2 is coupled, and is coupled after the completion of constructing and is tightened up by the tensioning of the progress tensioning rope of flower basket bolt 3 system, fender body 2 is applied
Add stress；Steel wire rope 4 and the specification of flower basket bolt 3 are selected according to design of foundation pit stressing conditions and soil property situation；
（6）Fender body deformation observation, tensioning rope system apply Stress Control deformation：The earthwork is carried out after the tensioning of tensioning rope system is tightened up to open
Dig, monitored before earth excavation and to steel sheet pile jacking row displacement at pile top during earth excavation, it is bigger than normal in steel sheet pile rate of displacement
When, the stress of adjustment tensioning rope system is tended towards stability rapidly state with causing fender body 2；
（7）Steel wire rope and flower basket bolt are in stress process, forbid heavy mechanical equipment and pedestrian to be covered by steel wire rope 4
Region；Special messenger is set to be monitored fender body 2, steel wire rope 4 and the state of flower basket bolt 3, if fender body 2 deforms more than warning value
Carry out emergency processing, it is ensured that safety；
（7）Stress bringing device is removed：Main structure construction acceptance(check) and foundation ditch backfill finishes, first discharge flower basket bolt 3 and
The stress of steel wire rope 4, then removed and steel sheet pile, anchoring pile 1 are extracted.
As described above, although the present invention has been represented and described with reference to specific preferred embodiment, but it must not be explained
For to the limitation of itself of the invention., can be right under the premise of the spirit and scope of the present invention that appended claims define are not departed from
Various changes can be made in the form and details for it.
Claims (10)
- A kind of 1. foundation pit enclosure structure stress bringing device, it is characterised in that including protected as foundation ditch fender body, be embedded in Some anchoring piles on the outside of fender body, and the tensioning rope system that each anchoring pile is coupled with fender body；The tensioning rope system includes pulling force Adjusting means, the stress being applied to by the tension regulation anchoring pile on the fender body.
- 2. foundation pit enclosure structure stress bringing device according to claim 1, it is characterised in that the tensioning rope system includes Some steel wire ropes and the flower basket bolt on each steel wire rope, it is one that fender body and some anchoring piles are coupled by the steel wire rope The steel wire rope is tightened up in body, the flower basket bolt tensioning, adjusts the stress that the anchoring pile is applied on the fender body.
- 3. foundation pit enclosure structure stress bringing device according to claim 1, it is characterised in that the fender body is by burying Steel sheet pile composition on the outside of the foundation ditch, each steel sheet pile are connected.
- 4. foundation pit enclosure structure stress bringing device according to claim 3, it is characterised in that form the fender body Each steel sheet pile is coupled to be overall by channel-section steel, the channel-section steel be located at the steel sheet pile away from the cm of top 25 ~ 35 at.
- 5. foundation pit enclosure structure stress bringing device according to claim 3, it is characterised in that between adjacent two anchoring pile Away from for 5 ~ 8 m, it is coupled between each anchoring pile by channel-section steel.
- 6. the construction method of foundation pit enclosure structure stress bringing device described in a kind of claim 1, it is characterised in that including as follows Step：（1）Implement fender body：First to fender body construction site carry out it is smooth, steel sheet pile beat pull out equipment march into the arena assemble and apply for checking and examination； Position is set to design steel sheet pile and measures setting-out, stake position is clear using gray line and positioning point identification；By design and scheme Set it is required that carrying out steel sheet pile, each steel sheet pile is connected with each other composition fender body using the method that is connected；（2）Implement fender body connection：Below steel plate stake top at 25 ~ 35 cm, steel sheet pile will be gone along with sb. to guard him using channel-section steel and be coupled, Connecting method uses welding, and every steel sheet pile must effectively be contacted with channel-section steel；（3）Set anchoring pile group：Set anchoring pile on the outside of fender body, the m of spacing 5 ~ 8 between two neighboring anchoring pile；（4）Implement anchoring pile group to be coupled：Using with step（2）Identical connecting method, each anchoring pile is also coupled；（5）Implement tensioning rope system：Anchoring pile group is coupled with fender body with tensioning rope system, is coupled after the completion of constructing and carries out tensioning The tensioning of rope system is tightened up, and applies stress to fender body；（6）Fender body deformation observation, tensioning rope system apply Stress Control deformation：The earthwork is carried out after the tensioning of tensioning rope system is tightened up to open Dig, monitored before earth excavation and to steel sheet pile jacking row displacement at pile top during earth excavation, it is bigger than normal in steel sheet pile rate of displacement When, the stress of adjustment tensioning rope system is tended towards stability rapidly state with causing fender body；（7）Stress bringing device is removed：Main structure construction acceptance(check) and foundation ditch, which backfill, to be finished, and is first discharged tensioning rope system and is applied Stress, then removed and steel sheet pile, anchoring pile extract.
- 7. construction method according to claim 6, it is characterised in that step（1）In, steel sheet pile sets position and body junction There is spacing between structure outline, be easy to main structure construction.
- 8. construction method according to claim 6, it is characterised in that step（1）In, after steel sheet pile position is clear and definite, to steel plate Stake sets position and carries out pipeline and underground obstacle exploration drilling, and related pipeline is investigated, changes and moves and adjacent lines reinforcement protection.
- 9. construction method according to claim 6, it is characterised in that step（2）With（4）In, steel sheet pile or anchoring pile due to When setting deviations and causing steel sheet pile or the anchoring pile can not to be contacted with channel-section steel, auxiliary inserts should be set, ensure to be coupled reliable.
- 10. construction method according to claim 6, it is characterised in that step（5）In, the tensioning rope system includes some Fender body and some anchoring piles are coupled as one by steel wire rope and the flower basket bolt on each steel wire rope, the steel wire rope, institute State flower basket bolt tensioning and tighten up the steel wire rope, adjust the stress that the anchoring pile is applied on the fender body；Steel wire rope and flower Basket bolt specification is selected according to design of foundation pit stressing conditions and soil property situation.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710951610.3A CN107524152A (en) | 2017-10-13 | 2017-10-13 | A kind of foundation pit enclosure structure stress bringing device and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201710951610.3A CN107524152A (en) | 2017-10-13 | 2017-10-13 | A kind of foundation pit enclosure structure stress bringing device and its construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN107524152A true CN107524152A (en) | 2017-12-29 |
Family
ID=60685070
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201710951610.3A Pending CN107524152A (en) | 2017-10-13 | 2017-10-13 | A kind of foundation pit enclosure structure stress bringing device and its construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN107524152A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056717A (en) * | 2018-07-09 | 2018-12-21 | 广东工业大学 | It is a kind of without support suspension device and its construction method |
| CN110185044A (en) * | 2019-06-17 | 2019-08-30 | 中铁上海设计院集团有限公司 | A kind of foundation pit side-wall Stress relief system for deep caving ground |
| CN110258580A (en) * | 2019-06-17 | 2019-09-20 | 中铁上海设计院集团有限公司 | A kind of construction method of the foundation pit enclosure structure as permanent underground structure |
| CN111676981A (en) * | 2020-06-05 | 2020-09-18 | 浙江新中源建设有限公司 | Foundation pit supporting structure and construction method thereof |
| CN111910647A (en) * | 2020-08-20 | 2020-11-10 | 同济大学 | Opposite-pulling type foundation pit supporting device |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040008985A (en) * | 2002-07-20 | 2004-01-31 | (주)스틸엔콘크리트 | Walltype pile phased tension in and manufacturing method thereof and construction method of pile wall structures using the same |
| JP2009150061A (en) * | 2007-12-19 | 2009-07-09 | Takenaka Doboku Co Ltd | Sheet pile type support construction method of open-cut trench |
| CN101560771A (en) * | 2009-05-11 | 2009-10-21 | 周治国 | Reclaimable foundation pit bracing system and construction method thereof |
| CN204080880U (en) * | 2014-07-15 | 2015-01-07 | 天津二十冶建设有限公司 | A kind of prior-warning device of monitoring foundation pit deformation |
| CN205839768U (en) * | 2016-07-28 | 2016-12-28 | 上海市城市建设设计研究总院 | Cantilever Steel Sheet Pile foundation pit supporting construction |
| CN206034938U (en) * | 2016-07-19 | 2017-03-22 | 北京博大经开建设有限公司 | Pole setting formula two pass safety rope |
| CN107675713A (en) * | 2017-10-26 | 2018-02-09 | 中交二航局第三工程有限公司 | Pattern foundation pit supporting structure Larsen steel sheet pile system and construction method |
| CN207277343U (en) * | 2017-10-13 | 2018-04-27 | 中建八局第三建设有限公司 | A kind of foundation pit enclosure structure stress bringing device |
-
2017
- 2017-10-13 CN CN201710951610.3A patent/CN107524152A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR20040008985A (en) * | 2002-07-20 | 2004-01-31 | (주)스틸엔콘크리트 | Walltype pile phased tension in and manufacturing method thereof and construction method of pile wall structures using the same |
| JP2009150061A (en) * | 2007-12-19 | 2009-07-09 | Takenaka Doboku Co Ltd | Sheet pile type support construction method of open-cut trench |
| CN101560771A (en) * | 2009-05-11 | 2009-10-21 | 周治国 | Reclaimable foundation pit bracing system and construction method thereof |
| CN204080880U (en) * | 2014-07-15 | 2015-01-07 | 天津二十冶建设有限公司 | A kind of prior-warning device of monitoring foundation pit deformation |
| CN206034938U (en) * | 2016-07-19 | 2017-03-22 | 北京博大经开建设有限公司 | Pole setting formula two pass safety rope |
| CN205839768U (en) * | 2016-07-28 | 2016-12-28 | 上海市城市建设设计研究总院 | Cantilever Steel Sheet Pile foundation pit supporting construction |
| CN207277343U (en) * | 2017-10-13 | 2018-04-27 | 中建八局第三建设有限公司 | A kind of foundation pit enclosure structure stress bringing device |
| CN107675713A (en) * | 2017-10-26 | 2018-02-09 | 中交二航局第三工程有限公司 | Pattern foundation pit supporting structure Larsen steel sheet pile system and construction method |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109056717A (en) * | 2018-07-09 | 2018-12-21 | 广东工业大学 | It is a kind of without support suspension device and its construction method |
| CN109056717B (en) * | 2018-07-09 | 2020-11-17 | 广东工业大学 | Support-free supporting device and construction method thereof |
| CN110185044A (en) * | 2019-06-17 | 2019-08-30 | 中铁上海设计院集团有限公司 | A kind of foundation pit side-wall Stress relief system for deep caving ground |
| CN110258580A (en) * | 2019-06-17 | 2019-09-20 | 中铁上海设计院集团有限公司 | A kind of construction method of the foundation pit enclosure structure as permanent underground structure |
| CN110185044B (en) * | 2019-06-17 | 2023-12-12 | 中铁上海设计院集团有限公司 | Foundation pit side wall stress adjustment system for deep unstable stratum |
| CN111676981A (en) * | 2020-06-05 | 2020-09-18 | 浙江新中源建设有限公司 | Foundation pit supporting structure and construction method thereof |
| CN111910647A (en) * | 2020-08-20 | 2020-11-10 | 同济大学 | Opposite-pulling type foundation pit supporting device |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107524152A (en) | A kind of foundation pit enclosure structure stress bringing device and its construction method | |
| CN108060683A (en) | A kind of middle weathering geology top-down construction method | |
| CN102434717B (en) | Construction method of joist steel pipe-jacking work pit | |
| CN102031784A (en) | Slope protection pile pouring and cable bolting construction method for deep foundation pit | |
| CN104213509B (en) | A kind of cable hoisting anchor cable formula anchorage construction method | |
| CN105040715B (en) | Bridge construction cofferdam method is done using steel sheet pile | |
| US10738436B1 (en) | Tubular foundation for onshore wind turbine generators | |
| CN109898521A (en) | A kind of anchored pile supporting and construction method for foundation pit external corner | |
| CN114575356A (en) | Foundation pit supporting structure, supporting pile transaction processing method and basement construction method | |
| CN107700479A (en) | A kind of construction method of large diameter drill hole pile | |
| CN201991009U (en) | Deep foundation pit shoring system using poured slope-supporting piles and anchor ropes | |
| CN106120791B (en) | Nothing makees vertical supporting system underground structure covered back-digging construction method in advance | |
| CN207277343U (en) | A kind of foundation pit enclosure structure stress bringing device | |
| CN117646437A (en) | Side slope and foundation pit double-row pile supporting structure and construction method | |
| CN218880889U (en) | Reinforcing structure for controlling local large deformation of foundation pit | |
| CN105926637B (en) | Prestress supporting system for protecting existing subway and design | |
| CN112538852A (en) | Construction method of deepwater bored pile for thin covering layer | |
| CN110258600B (en) | Vertical cofferdam construction method suitable for deepwater area | |
| CN110241863B (en) | Soft soil foundation pit excavation process pipe gallery deformation control device and control method thereof | |
| CN210317328U (en) | Tunnel segment anti-floating structure under ultra-shallow burying earthing condition of shield tunnel in operation period | |
| CN209066508U (en) | Cross the existing electric power piping lane protection structure of tunnel foundation pit | |
| CN110029653B (en) | Method for treating steel pipe pile foundation of riprap seabed foundation | |
| CN111218938A (en) | Excavation construction method for foundation pit above existing tunnel | |
| CN109930610A (en) | Constrained environment foundation pit adds the construction method of steel pipe mixing diagonal brace using concrete | |
| CN206376274U (en) | A kind of single-pile elevated bearing-platform and anchor cable tower-crane foundation structure |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination |