CN108487268A - A kind of square hollow ladder reducing anti-slide pile structure and construction method - Google Patents
A kind of square hollow ladder reducing anti-slide pile structure and construction method Download PDFInfo
- Publication number
- CN108487268A CN108487268A CN201810564784.9A CN201810564784A CN108487268A CN 108487268 A CN108487268 A CN 108487268A CN 201810564784 A CN201810564784 A CN 201810564784A CN 108487268 A CN108487268 A CN 108487268A
- Authority
- CN
- China
- Prior art keywords
- section
- pile body
- pile
- sections
- body section
- 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
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
- E02D17/20—Securing of slopes or inclines
- E02D17/207—Securing of slopes or inclines with means incorporating sheet piles or piles
-
- 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
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)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
A kind of square hollow ladder reducing anti-slide pile structure and construction method, the anti-slide pile structure are formed by five sections from top to bottom, including the first pile body section（1）, the second pile body section（2）, third pile body section（3）, the 4th pile body section（4）With the 5th pile body section（5）.Wherein third pile body section length of side longest, cross-sectional area are maximum；Then toward stake top and stake bottom, the length of side is successively decreased reducing pile body step by step successively, and adjacent two sections are connected with variable cross-section.The second pile body section（2）To the 4th pile body section（4）For pile body hollow section（6）Structure.Anti-slide pile structure of the present invention has extremely strong bending resistance, shearing resistance, shear resistance, and pile body interlude area of section significantly increases, and shows stronger anti-slide performance；Anti-slide pile structure of the present invention saves building materials, reduces cost, under identical resistance to compression, bending resistance, shear resistance numerical value, can save the building materials 40% -70% such as mixed mud, economic benefit is apparent.
Description
Technical field
The present invention relates to a kind of square hollow ladder reducing anti-slide pile structure and construction method, dependent territory wood engineering pilework skills
Art field.
Background technology
With the rapid development of field of civil engineering science and technology water product, especially in terms of side slope and foundation pit, but opposite side simultaneously
The antiskid of slope and foundation pit requires also higher and higher, adds the complexity of geological conditions, thus to friction pile propose more comprehensively,
Stronger higher requirement.Reinforced concrete friction pile is to play a kind of effective component of stable side slope with the sliding force of supporting and retaining system gliding mass.
The friction pile on prevention landslide mainly uses the reinforced concrete pile of single major diameter at present, the reinforced concrete pile
Diameter it is unanimous between the higher and lower levels, and friction pile stake stress suffered in practical work process is in class broad in the middle, top and bottom are small
Parabolic distribution, the two, which is not consistent, causes the waste of some materials.At present in field of civil engineering, in order to reach resistance to compression,
Bending resistance, shear resistance, ordinary circumstance be all to increase anti-slide pile design at length, and diameter overstriking improves the integral strength of pile foundation
And stress-bearing capability, this way can undoubtedly cause the increase of workload, the reduction of working efficiency, can especially waste material causes
Engineering cost is significantly increased.
Therefore, a kind of square hollow ladder reducing anti-slide pile structure and construction method are found, in harnessing landslide and ensures to slide
It can economize on resources to greatest extent under the premise of slope stability and safety, control economic cost, be one has engineer application valence very much
The problem of value.
Invention content
The object of the present invention is in view of the problems of the existing technology, provide a kind of material utilization amount is small, supporting file ability is strong,
A kind of square hollow ladder reducing anti-slide pile structure and construction method of short construction period.
The technical solution that the present invention realizes is as follows, a kind of square hollow ladder reducing anti-slide pile structure, from top to bottom by five
Duan Zucheng, including the first pile body section, the second pile body section, third pile body section, the 4th pile body section and the 5th pile body section；The wherein prism of third order
Body section length of side longest, cross-sectional area are maximum；Then toward stake top and stake bottom, the length of side is successively decreased reducing pile body step by step successively, adjacent two sections with
Variable cross-section connects；
The cross section of five sections of pile body variable cross-section friction piles of the anti-slide pile structure is rectangle.
The cross-sectional area of five sections of pile bodies variable cross-section friction pile can increased or decrease as needed；Adjacent become cuts
Face ratio is 1：（0.5-1.5）.
Second pile body Duan Zhi, the tetra- pile body sections are hollow-core construction.
A kind of construction method of square hollow ladder reducing friction pile of the present invention, includes the following steps：
（1）Surveying setting-out determines and puts a position per pile；
（2）Smooth construction site and ground section draining and ventilation equipment should be carried out before pore digging；Stake holes first segment should be higher by ground
Face 20cm reinforces aperture retaining wall, carries out well head fore shaft, prevent landslide surface from caving in；
（3）The cross section of five pile cutofves of square hollow ladder reducing friction pile is defined as from top to bottom, the first pile body section is 1-1
Section, the second pile body section are the sections 2-2, third pile body section is the sections 3-3, the 4th pile body section is the sections 4-4, the 5th pile body section is
The sections 5-5；It is successively excavated from top to bottom using machinery, shoveling order was divided into for 3 stages, and the sections 3-3 are to excavate first stage, 4-4
Section is to excavate second stage, and the sections 5-5 are to excavate the phase III；
（4）First stage excavates along slightly larger than 1-1 cross-sectional sizes, and it is a section often to excavate 0.5~1m, and often section is applied as early as possible after excavating
Work is not less than the C20 concrete dados of 150mm；Breast wall concrete should be close to country rock perfusion；The loosening stone on palisades should be removed before perfusion
Block, surface dust, the retaining wall at sliding surface should be reinforced；It should add in the concrete for bearing the larger retaining wall of thrust and aperture reinforcement lining cutting
Reinforcing bar；
（5）Second stage is excavated along slightly larger than 4-4 cross-sectional sizes, repeats above-mentioned digging to projected depth；
（6）Phase III excavates along slightly larger than 5-5 cross-sectional sizes, repeats above-mentioned digging to projected depth；
（7）Geologic section, sliding surface position should be recorded in excavation construction in time, fills in geologic column, and according to geological condition,
Carry out supporting in time；At native rock layers variation and near sliding surface, answer strengthening supporting, retaining wall must not merogenesis；Pay attention to support conditions,
If having deformation, damage, strengthening measure should be taken immediately, withdraws underground construction personnel；Stake holes is dug to designed elevation, Ying Youjian
Reason, design, construction personnel same can verify, and determine bottom hole elevation in conjunction with sliding surface actual conditions；
（8）Steel reinforcement cage is hung, loosening stone, the surface dust at cleaning hole bottom are answered before concrete perfusion, drains ponding, and should check headroom
Cross dimensions, framework of steel reinforcement seated position；
（9）Mixed mud is poured to the sections 2-2；When underground water is developed, underwater gliders method should be taken；
（10）Maintenance, formwork；
（11）Mixed mud is poured to stake top.Maintenance, form removal, backfill.
The construction order of the method for the present invention is：Unwrapping wire → 1 mould of manually digging hole → casting concrete retaining wall → retaining wall form removal
→ 2 moulds of manually digging hole → casting concrete retaining wall → repeat above-mentioned digging to projected depth → is put into steel reinforcement cage → groundwater treatment
→ pour at pile concrete to the sections 2-2 → maintenance → formwork → and pour pile concrete to stake top → maintenance → form removal → backfill
Soil.
The invention has the advantages that anti-slide pile structure of the present invention has extremely strong bending resistance, shearing resistance, shear resistance, pile body
Interlude area of section significantly increases, and shows stronger anti-slide performance；Anti-slide pile structure of the present invention saves building materials, reduce at
This, under identical resistance to compression, bending resistance, shear resistance numerical value, can save the building materials 40% -70% such as mixed mud, economic benefit is bright
It is aobvious.Segment length and size can accordingly be adjusted according to design requirement and geological conditions situation among friction pile pile body of the present invention
Whole, strong applicability shortens the construction period, and social benefit is apparent.
Description of the drawings
Fig. 1 is the front view of square hollow ladder reducing anti-slide pile structure of the present invention；
Fig. 2 is the side view of square hollow ladder reducing anti-slide pile structure of the present invention；
Fig. 3 is square hollow ladder reducing anti-slide pile structure top perspective view of the present invention；
Fig. 4 is the design schematic diagram of square hollow ladder reducing anti-slide pile structure of the present invention；
Fig. 5 is diagrammatic cross-section of the square hollow ladder reducing friction pile of the present invention in landslide control；
Fig. 6 is schematic three dimensional views of the square hollow ladder reducing friction pile of the present invention in landslide control；
In figure, 1 is for the first pile body section, and 2 be the second pile body section, and 3 be third pile body section, and 4 be the 4th pile body section, and 5 be the 5th
Body section, 6 be pile body hollow section, and 7 be steel bar stress, and 8 be stirrup, and 9 be M curve, and 10 be moment envelope, and 11 be gliding mass, 12
For sliding surface.
Specific implementation mode
The specific implementation mode of the present invention is as shown in the figure.
As shown in Figure 1, Figure 2, Fig. 3, shown, a kind of square hollow ladder reducing anti-slide pile structure of the present embodiment is formed by five sections,
Respectively the first pile body section 1, the second pile body section 2, third pile body section 3, the 4th pile body section 4 and the 5th pile body section 5.Wherein first
5 sections of body section 1 and the 5th pile body section are solid construction；Pile body section 2, third pile body section 3 and the 4th pile body section 4 are hollow-core construction.
Hollow five sections of sections of ladder reducing friction pile pile body are rectangle in the present embodiment, and adjacent variable cross-section ratio is 1：
（0.5-1.5）, the length of five sections of variable cross-section friction piles can be increased according to engineering practice or shortening.
As it is further improved be non-uniform pile length and width and the length and width of hollow section can be according to geological condition herein
On the basis of become larger or reduce.Further improved is that the stake of non-uniform pile long can increase according to geological condition on the basis of this stake
Long or shortening, to increase its stability and economy.
A kind of construction method of square hollow ladder reducing anti-slide pile structure of the present embodiment, carries out according to the following steps：
（1）Surveying setting-out determines and puts a position per pile.
（2）Smooth construction site and ground section draining should be carried out before pore digging and ventilation equipment, stake holes first segment answer height
Go out ground 20cm, reinforces aperture retaining wall, carry out well head fore shaft, prevent landslide surface from caving in.
（3）The cross section of five pile cutofves of square hollow ladder reducing friction pile is defined as from top to bottom, the first pile body section
For the sections 1-1, the second pile body section be the sections 2-2, third pile body section is the sections 3-3, the 4th pile body section be the sections 4-4, the 5th
Body section is the sections 5-5.
It is successively excavated from top to bottom using machinery, shoveling order was divided into for 3 stages, and the sections 3-3 are to excavate first stage, 4-4
Section is to excavate second stage, and the sections 5-5 are to excavate the phase III.
（4）First stage excavates along slightly larger than 1-1 cross-sectional sizes, and it is a section often to excavate 0.5~1m, after often section excavates to the greatest extent
Fast construction is not less than the C20 concrete dados not less than 150mm.Breast wall concrete should be close to country rock perfusion；Palisades should be removed before perfusion
On loosening stone, surface dust, the retaining wall at sliding surface should reinforce.Reinforce the mixed of lining cutting bearing the larger retaining wall of thrust and aperture
It should add reinforcing bar in solidifying soil.
（5）Second stage is excavated along slightly larger than 4-4 cross-sectional sizes, repeats above-mentioned digging to projected depth.
（6）Phase III excavates along slightly larger than 5-5 cross-sectional sizes, repeats above-mentioned digging to projected depth.
（7）Geologic section, sliding surface position should be recorded in excavation construction in time, fills in geologic column, and according to geology
Situation carries out supporting in time.At native rock layers variation and near sliding surface, answer strengthening supporting, retaining wall must not merogenesis.Pay attention to supporting
Situation should take strengthening measure, withdraw underground construction personnel immediately if having deformation, damage.Stake holes is dug to designed elevation, is answered
It same can be verified by management, design, construction personnel, and bottom hole elevation determined in conjunction with sliding surface actual conditions.
（8）Steel reinforcement cage is hung, loosening stone, the surface dust at cleaning hole bottom are answered before concrete perfusion, drains ponding, and should check
Cross-section size, framework of steel reinforcement seated position.
（9）Mixed mud is poured to the sections 2-2.Friction pile is poured using pumping mixed mud, per continuous pouring in casting process
0.5~0.8m, 1 time real using immersion vibrator puddling, mouth pours face with mixed mud under immersion vibrator tumbling barrel or conduit
Distance preferably control between 1.0~2m.If underground water is developed, underwater gliders method should be taken.
（10）Maintenance, formwork.
（11）Mixed mud is poured to stake top.Maintenance, form removal, backfill.
Claims (5)
1. a kind of square hollow ladder reducing anti-slide pile structure, which is characterized in that the anti-slide pile structure is from top to bottom by five sections
Composition, including the first pile body section, the second pile body section, third pile body section, the 4th pile body section and the 5th pile body section；Wherein third pile body
Duan Bianchang longests, cross-sectional area are maximum；Then toward stake top and stake bottom, the length of side is successively decreased reducing pile body step by step successively, and adjacent two sections to become
Section connects.
2. a kind of square hollow ladder reducing anti-slide pile structure according to claim 1, which is characterized in that the friction pile
The cross section of five sections of pile body variable cross-section friction piles of structure is rectangle.
3. a kind of square hollow ladder reducing anti-slide pile structure according to claim 2, which is characterized in that five sections of stakes
The cross-sectional area of body variable cross-section friction pile can increased or decrease as needed；The adjacent variable cross-section ratio is 1：（0.5-1.5）.
4. a kind of square hollow ladder reducing anti-slide pile structure according to claim 1, which is characterized in that described second
Tetra- pile body sections of body Duan Zhi are hollow-core construction.
5. a kind of construction method of square hollow ladder reducing friction pile, which is characterized in that described method includes following steps：
（1）Surveying setting-out determines and puts a position per pile；
（2）Smooth construction site and ground section draining and ventilation equipment should be carried out before pore digging；Stake holes first segment should be higher by ground
Face 20cm reinforces aperture retaining wall, carries out well head fore shaft, prevent landslide surface from caving in；
（3）The cross section of five pile cutofves of square hollow ladder reducing friction pile is defined as from top to bottom, the first pile body section is 1-1
Section, the second pile body section are the sections 2-2, third pile body section is the sections 3-3, the 4th pile body section is the sections 4-4, the 5th pile body section is
The sections 5-5；It is successively excavated from top to bottom using machinery, shoveling order was divided into for 3 stages, and the sections 3-3 are to excavate first stage, 4-4
Section is to excavate second stage, and the sections 5-5 are to excavate the phase III；
（4）First stage excavates along slightly larger than 1-1 cross-sectional sizes, and it is a section often to excavate 0.5~1m, and often section is applied as early as possible after excavating
Work is not less than the C20 concrete dados of 150mm；Breast wall concrete should be close to country rock perfusion；The loosening stone on palisades should be removed before perfusion
Block, surface dust, the retaining wall at sliding surface should be reinforced；It should add in the concrete for bearing the larger retaining wall of thrust and aperture reinforcement lining cutting
Reinforcing bar；
（5）Second stage is excavated along slightly larger than 4-4 cross-sectional sizes, repeats above-mentioned digging to projected depth；
（6）Phase III excavates along slightly larger than 5-5 cross-sectional sizes, repeats above-mentioned digging to projected depth；
（7）Geologic section, sliding surface position should be recorded in excavation construction in time, fills in geologic column, and according to geological condition,
Carry out supporting in time；At native rock layers variation and near sliding surface, answer strengthening supporting, retaining wall must not merogenesis；Pay attention to support conditions,
If having deformation, damage, strengthening measure should be taken immediately, withdraws underground construction personnel；Stake holes is dug to designed elevation, Ying Youjian
Reason, design, construction personnel same can verify, and determine bottom hole elevation in conjunction with sliding surface actual conditions；
（8）Steel reinforcement cage is hung, loosening stone, the surface dust at cleaning hole bottom are answered before concrete perfusion, drains ponding, and should check headroom
Cross dimensions, framework of steel reinforcement seated position；
（9）Mixed mud is poured to the sections 2-2；When underground water is developed, underwater gliders method should be taken；
（10）Maintenance, formwork；
（11）Mixed mud is poured to stake top, maintenance, form removal, backfill.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810564784.9A CN108487268B (en) | 2018-06-04 | 2018-06-04 | Square hollow stepped reducing anti-slide pile structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810564784.9A CN108487268B (en) | 2018-06-04 | 2018-06-04 | Square hollow stepped reducing anti-slide pile structure and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108487268A true CN108487268A (en) | 2018-09-04 |
| CN108487268B CN108487268B (en) | 2019-12-24 |
Family
ID=63342004
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810564784.9A Expired - Fee Related CN108487268B (en) | 2018-06-04 | 2018-06-04 | Square hollow stepped reducing anti-slide pile structure and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108487268B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605411A (en) * | 2021-07-20 | 2021-11-05 | 重庆交通大学 | Slope combined reinforcing structure and slope reinforcing construction method |
| CN113832958A (en) * | 2021-09-08 | 2021-12-24 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103953057A (en) * | 2014-05-13 | 2014-07-30 | 浙江海洋学院 | Pile foundation for preventing soft soil foundation from disengaging |
| JP2015175193A (en) * | 2014-03-17 | 2015-10-05 | 新日鐵住金株式会社 | Both-end tapered pile, connected tapered pile, construction method of connection tapered pile and liquefaction countermeasure structure |
| CN106245629A (en) * | 2016-09-13 | 2016-12-21 | 大连理工大学 | A kind of anti-skid uplift pile in mountain area and method for designing thereof |
| CN107119699A (en) * | 2017-06-01 | 2017-09-01 | 三峡大学 | A kind of friction pile and its construction method based on the beam of uniform strength |
-
2018
- 2018-06-04 CN CN201810564784.9A patent/CN108487268B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2015175193A (en) * | 2014-03-17 | 2015-10-05 | 新日鐵住金株式会社 | Both-end tapered pile, connected tapered pile, construction method of connection tapered pile and liquefaction countermeasure structure |
| CN103953057A (en) * | 2014-05-13 | 2014-07-30 | 浙江海洋学院 | Pile foundation for preventing soft soil foundation from disengaging |
| CN106245629A (en) * | 2016-09-13 | 2016-12-21 | 大连理工大学 | A kind of anti-skid uplift pile in mountain area and method for designing thereof |
| CN107119699A (en) * | 2017-06-01 | 2017-09-01 | 三峡大学 | A kind of friction pile and its construction method based on the beam of uniform strength |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113605411A (en) * | 2021-07-20 | 2021-11-05 | 重庆交通大学 | Slope combined reinforcing structure and slope reinforcing construction method |
| CN113832958A (en) * | 2021-09-08 | 2021-12-24 | 中交二公局第三工程有限公司 | Anti-slide pile construction method with mechanical cooperation with manual excavation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108487268B (en) | 2019-12-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102444142B (en) | Pile group column replacement expanded basement and construction method of same | |
| CN100572686C (en) | The construction technology of hole support system in the hole | |
| CN103696784B (en) | Large-diameter long pipe curtain construction method for shallowly-buried large-span under-tunnel-passing architectural structure | |
| CN106930321B (en) | The construction method of underground structure is built in a kind of stake of pipe-jacking with large diameter combination hole | |
| CN104988907A (en) | Construction method of concrete pile | |
| CN102653945A (en) | Foundation reinforcing and replacing structure and construction method thereof | |
| CN207109475U (en) | It is close to mountain high-filled subgrade stabilization and Deformation control structure | |
| CN107513994A (en) | One kind segmentation becomes supporting rotary digging stake and its construction method without leave | |
| CN102505704A (en) | Large open caisson construction method in soft geological shaft | |
| CN203782684U (en) | Anti-skid pile provided with crossbeam | |
| CN107119699A (en) | A kind of friction pile and its construction method based on the beam of uniform strength | |
| CN103321234B (en) | Constructing method of load-bearing structure built on high slope or geological complex area | |
| CN106869138A (en) | A kind of load retaining wall Retaining Structure with Double-row Piles and its foundation ditch excavation method | |
| CN104480956B (en) | A kind of minor diameter mold-bagged concrete pile composite foundation | |
| CN109252433A (en) | Method soft soil foundation intensive treatment construction and reinforce soft soil foundation foundation pit | |
| CN108487268A (en) | A kind of square hollow ladder reducing anti-slide pile structure and construction method | |
| CN110158630A (en) | A kind of deep covering layer area large-span arch bridge annular ground continuous wall base | |
| CN101994314A (en) | Longhole rectangular terraced antiskid pile jump-preventing excavating construction | |
| CN109881683A (en) | A kind of more sublevel retaining structures and its construction method for combining artificial earth fill's grouting reinforcement technique | |
| CN106223354A (en) | The construction method of shallow foundation stay in place form | |
| CN109610473A (en) | A kind of construction method of the large-scale pool structure foundation pit supporting system of municipal administration | |
| CN106014409B (en) | New method suitable for flat type Tailings dry type back production | |
| CN105370306B (en) | The massif tunnel excavation construction method of vertical pre-reinforcement processing | |
| CN208472713U (en) | A kind of composite structure mini pile for administering small-sized landslide | |
| CN208328905U (en) | A kind of variable diameter anti-slide pile 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 | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20191224 Termination date: 20210604 |
|
| CF01 | Termination of patent right due to non-payment of annual fee |