CN108239985A - Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method - Google Patents
Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method Download PDFInfo
- Publication number
- CN108239985A CN108239985A CN201611271925.5A CN201611271925A CN108239985A CN 108239985 A CN108239985 A CN 108239985A CN 201611271925 A CN201611271925 A CN 201611271925A CN 108239985 A CN108239985 A CN 108239985A
- Authority
- CN
- China
- Prior art keywords
- digging pile
- artificial digging
- drilling
- method described
- slip casting
- 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.)
- Withdrawn
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
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
-
- 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
- E02D5/66—Mould-pipes or other moulds
- E02D5/68—Mould-pipes or other moulds for making bulkheads or elements thereof
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The present invention provides a kind of artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method, is the construction method for using for reference constructing tunnel small-lead-tube advanced slip-casting retaining wall.When artificial digging pile encounters soft layer or drift sand formation, phenomena such as stake pore-forming operation will appear collapse hole, shrinkage cavity, influence pore-forming operation, the method can be used, slip casting is carried out to caisson surrounding soft layer or drift sand formation, make slurries integral with soil solidifying, so as to play the role of Gu Bi, ensure the smooth construction of artificial digging pile.The present invention has many advantages, such as safe, at low cost, effect is good, and simple for process, materials are easy, and the geological disaster that soft layer or drift sand formation are met suitable for artificial digging pile is handled for manual digging pile construction operation.
Description
Technical field
The present invention relates to a kind of auxiliary pre-add solid method of stake holes pore-forming operation during pile foundation construction, especially with weakness
Under the geological conditions of soil layer or drift sand formation, auxiliary pre-add solid method during using manually digging hole.
Background technology
In pile foundation manually digging hole work progress, usually per certain depth is excavated downwards, one is poured on stake holes inner wall
Layer concrete retaining wall.But it is frequently encountered soft layer or drift sand formation during borehole, it may appear that phenomena such as collapse hole, shrinkage cavity,
Pore-forming is relatively difficult, can not pour retaining wall, and be easy to cause safety accident.
This method is to use for reference the construction method of constructing tunnel small-lead-tube advanced slip-casting retaining wall, is bored in the surrounding of stake holes from ground
Hole passes through soft layer or drift sand formation, and steel floral tube (surrounding of steel pipe is drilled with some apertures) is then descended from drilling to bad soil layer
Carry out high-pressure slip-casting so that the soft layer or drift sand formation and slurry consolidation around stake holes are into a closely knit entirety, so as to protect
Borehole job safety normally completes in card stake.It will be apparent that being handled compared to common stratum consolidation, equipment needed for the method is simple,
It can gather materials on the spot, effect is high, investment reduction.
Invention content
The purpose of the present invention is to provide a kind of pile foundation borehole auxiliary under soft layer or drift sand formation geological conditions
Pre-reinforcing construction method while to geological disaster effectively prevent and block, can improve borehole construction efficiency, save into
This.
The particular content of the present invention is as follows：
(1) according to artificial digging pile stake diameter, annular bore position is measured along stake diameter periphery suitable distance；
(2) adjustment drilling machine is in place, carries out bore operation；
(3) conduit is buried toward the hole that drills；
(4) conduit arranges the high-pressure slip-casting in conduit after the completion；
(5) it treats that slurries reach intensity with adverse soil mass solidification, detects slip casting result；
(6) after slip casting retaining wall reaches requirement, start common artificial digging pile pore-forming operation；
(7) the usual pore-forming way of artificial digging pile, i.e., per certain depth (being usually no more than 1m) is excavated downwards, around stake inner wall
One layer of reinforced concrete core-tube is poured, so cycle carries out, until pore-forming is completed.
Above-mentioned construction method further includes following technical characteristic：
(1) the ductule arrangement spacing need to be computed determining；
(2) socket mode spreading need to be used when the ductule length is inadequate, the length of ductule is to enter one depthkeeping of rock stratum
Subject to degree；
(3) ductule is laid using drilling, and drilling depth is more than catheter length, is headed into using hammering or drilling machine, is inserted into length
Degree is not less than the 90% of pipe range；
(4) grouting with small pipe Mortar mix proportion must be computed and test and is determining；
It (5) should be periodically to underground water sampling laboratory examination during grouting with small pipe；
(6) ductule pipe shaft presses quincunx laying slurry discharging hole, and end of conduit is processed into tip, is vertically inserted along stake holes periphery
Enter.
Description of the drawings
(1) Fig. 1 is the construction process figure of this grouting with small pipe
(2) Fig. 2 is the geologic structure schematic diagram containing soft layer or drift sand formation
(3) Fig. 3 is along stake holes periphery drilling schematic diagram one
(4) Fig. 4 is along stake holes periphery drilling schematic diagram two
(5) Fig. 5 is ductule full figure
(6) Fig. 6 is single fluid grouting machine schematic diagram
(7) Fig. 7 is that cross-section diagram is completed in conduit slip casting
Specific embodiment
Below in conjunction with attached drawing, and pass through specific embodiment, the present invention is described in detail：
(1) Fig. 2 show a kind of geologic structure schematic diagram containing soft layer or drift sand formation, and top 1 is soil layer or rock
Layer, middle part 2 are soft layer or drift sand formation, and lower part is still soil layer or lithosphere.
(2) the first round position is measured along stake holes periphery, as shown in Figure 3.
(3) according to the 2nd round position of grouting and reinforcing scheme arrangement, as shown in Figure 4.
(4) hole position is 800mm along pile body week back gauge stake well edge 800mm, circumferential spacing, is determined by calculation.
(5) conduit usesSeamless steel pipe, pipe shaft press quincunx laying slurry discharging hole, aperture 6-8mm, spacing
20cm-30cm；Tip is processed into ductule end, is inserted perpendicularly into along ground.
(6) using the slip casting in multiple ductules simultaneously of more single-pipe grouting machines, the height of slip casting is greater than soft layer
Or the upper and lower each about 0.5m of drift sand formation, slip casting completion are cleared out a gathering place immediately, exit all grouting equipments.
(7) it is detected after slip casting reaches design strength, artificial digging pile is excavated after qualified.
(8) usual method is pressed in the operation of artificial digging pile pore-forming, i.e., per certain depth is excavated downwards, is poured along stake inner wall
One layer concrete retaining wall, sequentially cycle construction are completed.
Claims (7)
1. artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method, which is characterized in that include the following steps：
(1) according to artificial digging pile stake diameter, annular bore position is measured along stake diameter periphery suitable distance；
(2) adjustment drilling machine is in place, carries out bore operation；
(3) conduit is buried toward the hole that drills；
(4) conduit arranges the high-pressure slip-casting in conduit after the completion；
(5) it treats that slurries reach intensity with adverse soil mass solidification, detects slip casting result；
(6) after slip casting retaining wall reaches requirement, start common artificial digging pile pore-forming operation；
(7) artificial digging pile is into usual pore-forming way：I.e. per certain depth (being usually no more than 1m) is excavated downwards, poured around stake inner wall
One layer of reinforced concrete core-tube is built, so cycle carries out, until pore-forming is completed.
2. according to the method described in claim 1, it is characterized in that：Distance of the drilling away from stake holes periphery is 500~1000mm, is bored
Orifice ring is 500~1000mm to spacing, and stake holes peripheral distance and the circumferential spacing of drilling can be determined by calculation；It separately can be according to soil layer
Situation and reinforcing needs, and is computed applying second row looping pit, and the distance between the second row hole drilling and the first row hole drilling be 500~
1000mm。
3. according to the method described in claim 1, it is characterized in that：The ductule usesSeamless steel pipe, pipe
Body presses quincunx laying slurry discharging hole, aperture 6-8mm, spacing 20cm-30cm.
4. according to the method described in claim 3, it is characterized in that：Tip is processed into ductule end, is inserted perpendicularly into along ground.
5. according to the method described in claim 3, it is characterized in that：It is connect by the way of socket when the length of ductule is inadequate
Long, the length of ductule, which is subject to, reaches rock stratum certain depth.
6. according to the method described in claim 2, it is characterized in that：Drilling depth is more than catheter length, using hammering or drilling machine
It heads into, intubating length is not less than the 90% of pipe range.
7. according to the method described in claim 1, it is characterized in that：Grouting with small pipe Mortar mix proportion must be tests determined,
The ratio of mud is generally 1.5: 1.O, 1.0: 1.0,0.8: 1.0 three grades.In view of needing to excavate as early as possible after slip casting, slip casting is preferably used general
Water flowing mud or high-early (strength) cement, and waterglass etc. can be added according to soil layer property and forms double slurries, it is answered using single fluid grouting or biliquid
Close slip casting.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611271925.5A CN108239985A (en) | 2016-12-27 | 2016-12-27 | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611271925.5A CN108239985A (en) | 2016-12-27 | 2016-12-27 | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108239985A true CN108239985A (en) | 2018-07-03 |
Family
ID=62703017
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611271925.5A Withdrawn CN108239985A (en) | 2016-12-27 | 2016-12-27 | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108239985A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258551A (en) * | 2019-06-27 | 2019-09-20 | 四川公路桥梁建设集团有限公司 | A kind of vertical ductule pipe curtain supporting construction of friction pile pore digging and construction method |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103031839A (en) * | 2013-01-10 | 2013-04-10 | 中铁七局集团第三工程有限公司 | Construction method of hand-dug piles |
| US20140050531A1 (en) * | 2012-08-17 | 2014-02-20 | Ric-Man Construction, Inc. | Shaft construction in the earth and method thereof |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN105464074A (en) * | 2015-11-22 | 2016-04-06 | 合肥工业大学 | Manual hole digging pile high polymer grouting protection structure and construction method thereof |
| CN105822327A (en) * | 2016-05-20 | 2016-08-03 | 中国电建集团铁路建设有限公司 | Lateral advance reinforcement construction method with underground excavation small pilot tunnels |
-
2016
- 2016-12-27 CN CN201611271925.5A patent/CN108239985A/en not_active Withdrawn
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US20140050531A1 (en) * | 2012-08-17 | 2014-02-20 | Ric-Man Construction, Inc. | Shaft construction in the earth and method thereof |
| CN103031839A (en) * | 2013-01-10 | 2013-04-10 | 中铁七局集团第三工程有限公司 | Construction method of hand-dug piles |
| CN104499479A (en) * | 2014-12-19 | 2015-04-08 | 上海申元岩土工程有限公司 | Dig-hole pile construction method based on penetration of sand gravel backfilling layer |
| CN105464074A (en) * | 2015-11-22 | 2016-04-06 | 合肥工业大学 | Manual hole digging pile high polymer grouting protection structure and construction method thereof |
| CN105822327A (en) * | 2016-05-20 | 2016-08-03 | 中国电建集团铁路建设有限公司 | Lateral advance reinforcement construction method with underground excavation small pilot tunnels |
Non-Patent Citations (1)
| Title |
|---|
| 北京土木建筑学会主编: "《市政基础设施工程施工组织设计与施工方案》", 30 November 2015, 北京土木建筑学会主编 * |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258551A (en) * | 2019-06-27 | 2019-09-20 | 四川公路桥梁建设集团有限公司 | A kind of vertical ductule pipe curtain supporting construction of friction pile pore digging and construction method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102943466B (en) | Construction method for miniature steel pipe concrete pile to penetrate through roadbed layer for reinforcing soft foundation construction | |
| CN104499479B (en) | It is a kind of to pass through the dug pile construction method that sand gravel backfills layer | |
| CN108661650A (en) | A kind of rich water magmatic body area depth pozo shaft construction method | |
| CN106149684A (en) | A kind of full-sleeve long screw auger drilling deposited pile construction method | |
| CN110469332B (en) | Advanced support consolidation method for tunnel penetrating through debris flow accumulation body | |
| CN105442532A (en) | Construction method for pile-head-expanded bored pile | |
| CN110593254A (en) | Construction method of cast-in-situ bored pile in stratum with karst cave in joint zone | |
| CN107653889A (en) | A kind of shaped steel pressure is poured water the construction method of soil curtain support pile | |
| CN114808990A (en) | High-pressure pre-filling karst cave pile foundation construction method | |
| CN107246007A (en) | A kind of construction method CFG | |
| CN107587502B (en) | Construction method for rotary drilling hole-forming pressure-grouting cement soil occlusion curtain pile | |
| CN107339122B (en) | Construction method for treating goaf by steel pipe column | |
| CN112761166A (en) | Construction method for shallow foundation pit of combined support of piles and pre-grouting steel pipes based on SMW (soil mixing wall) construction method | |
| CN114215042A (en) | Miniature steel pipe pile for reinforcing foundation and construction method thereof | |
| CN110685272B (en) | Method for treating soft foundation settlement overrun by utilizing inclined-hole cloth bag pile | |
| CN110080779B (en) | Tunnel bottom karst cave treatment construction method | |
| CN113404042A (en) | Bridge pile position construction method | |
| CN113216215A (en) | Deep groove support reverse construction method in complex environment | |
| CN110644492B (en) | Comprehensive grouting construction method for steep dip angle wide-crack stratum | |
| CN210918893U (en) | Drill bit for rapidly repairing wall of pile hole | |
| CN105544547B (en) | A kind of cover type segmentation strengthening fill and soft soil layer device and method | |
| CN112281897A (en) | Construction method of bridge pile foundation | |
| CN108239985A (en) | Artificial digging pile per-fore pouring liquid with small pipe pre-reinforcing construction method | |
| CN116291482A (en) | Advanced grouting reinforcement method for deep-buried long tunnel on earth surface | |
| CN107975027B (en) | Construction method for reinforcing soil body at shield launching and arrival end |
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 | ||
| WW01 | Invention patent application withdrawn after publication | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20180703 |