CN1137088A - Construction method for soil bulkhead structure - Google Patents
Construction method for soil bulkhead structure Download PDFInfo
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- CN1137088A CN1137088A CN 96103168 CN96103168A CN1137088A CN 1137088 A CN1137088 A CN 1137088A CN 96103168 CN96103168 CN 96103168 CN 96103168 A CN96103168 A CN 96103168A CN 1137088 A CN1137088 A CN 1137088A
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Abstract
A method for constructing the supporting structure of earth body includes water flushing to form hole, displacing clay from the hole but retaining sandy gravel in the hole, inserting guide pipe to bottom of hole, inserting prestressed bar with extrusion anchor at lower end into the hole, pouring cement paste to hole bottom via said guide pipe until the cement paste reaches hole mouth which mixing said cement paste with sandy gravel in the hole, and applying prestress to the prestressed bar to anchor.
Description
The present invention relates to the foundation field in the civil engineering, particularly basic bolster stake, retaining wall etc.
The soil body supporting of existing underground soil-baffling structure is to adopt stake formation diaphragm wall in a row, this job practices comprises the bored pile method, high-pressure rotary jet grouting pile method or the like, said method is more suitable to soft foundation, but the ground of the hard soil body then is difficult to use, and above-mentioned in addition technology is used a large amount of steel concrete, tall and big construction equipment, its shortcoming is a complex process, the engineering cost height, and speed of application is slow.
The object of the present invention is to provide a kind of job practices of retaining wall structure, this method can form retaining wall structure at the ground than the pan soil body, and it is quick and convenient to construct, and formed structure tension performance is good.
Above-mentioned purpose of the present invention is that the job practices by following retaining wall structure realizes, its step comprises utilizes the water jetting pore-forming, cohesive soil in the soil body is displaced from the hole, soil body pebbly sandstone is retained in the hole, at the bottom of the conduit patchhole, the bottom is had the presstressed reinforcing steel that pushes anchor inserts in this hole, by above-mentioned conduit high pressure pouring cement paste at the bottom of the hole, gravelly sand in making this cement paste and staying the hole mixes, this hole-bottom slurry-injection proceeds to this mixture end face and rises to gradually till the aperture, and the presstressed reinforcing steel of inserting in the manhole is applied prestressing force and anchoring.
Above-mentioned prestressed concrete structural member can be made into the stake of bearing load in addition.
Can in a row form a plurality of adjacent prestressed concrete piles to constitute diaphragm wall, above-mentioned presstressed reinforcing steel is steel strand or bar reinforcement.
Above-mentioned row of piles is shaped along vertical, forms the capping beam cushion cap at its top, at the row of piles rear side along oblique formation reaming umbrella shape earth anchor.
The making of presstressed reinforcing steel is to adopt bar reinforcement is carried out cold extrusion segmentation butt joint again with making after the fine steel rib colligation.
Before above-mentioned earth anchor forms in the soil body of row of piles rear side along oblique formation flexible cement soil, this earth anchor is formed in this cement-soil.
Insert the bottom and can pack up the umbrella crown dowel of opening in above-mentioned earth anchor, this dowel top anchor is on the capping beam cushion cap, but and the presstressed reinforcing steel in the above-mentioned stake adopts the presstressed reinforcing steel of the umbrella crown of bottom band folding.
Above-mentioned cement-soil is made by cement mix method, and Anchor block web be with insert the cement mix with the mode in the auger with this cobalt establish in the anchor hole or the back is proposed with in the rotation mode insertion cement-soil with auger at this cement mix.
Above-mentioned earth anchor is to form like this, be about to its bottom anchor on the anchor cap and at the bottom of being inserted with the presstressed reinforcing steel insertion anchor hole of Grouting Pipe, at the bottom of the hole, carry out high-pressure slip-casting one time, extract Grouting Pipe afterwards by Grouting Pipe, this pipe bottom is positioned at anchor cap top, carries out the compacted high-pressure slip-casting of secondary then.
Advantage of the present invention is to form retaining wall structure fast at various soft, hard place bases, thereby since used reinforcing bar at the scene segmentation preparation connect the tall and big lifting machine equipment that need not, its construction plant is less, can gather materials on the spot and make full use of, and has reduced engineering cost, all constructions all are to operate on the ground, easy construction, formed structure both as soil body support retaining wall, also can be used as formal underground structure load bearing wall, one wall is dual-purpose, has reduced working procedure and whole construction cost.
Below in conjunction with accompanying drawing the inventive method is elaborated.
The retaining wall structure elevation of Fig. 1 for adopting retaining wall structure job practices of the present invention to form;
Fig. 2 is a presstressed reinforcing steel composite member phantom drawing;
Fig. 3 is an inclined hole earth anchor structure chart;
Fig. 4 is vertical prestressed concrete pile wall elevation;
As shown in Figure 1, by the inventive method, form prestressed concrete pile in a row 8 and 9 at foundation ditch 1 sidewall, this is to form like this, at first utilize water jetting to form vertical stake hole, when this hole is shaped, the pressure of adjusting pump will be unfavorable for the cohesive soil discharge of concrete gluing, to help glued aggregate gravelly sand stays in the hole, insert one section reinforcing bar composite member 10 afterwards at the bottom of the hole, have Grouting Pipe 11 on it, go into cement paste by Grouting Pipe 11 high pressure to the hole base pressure, continue above-mentioned mud jacking step till this top of concrete rises to the aperture, treat that concrete reaches certain intensity after, to the presstressed reinforcing steel in the reinforcing bar composite member 10, be that bar reinforcement 12 and steel strand 13 carry out stretch-draw and anchoring, also can form the prestressed concrete pile 9 of resistance to plucking at row of piles 8 sides, its step is basic identical with stake 8, but what only insert in it is the umbrella hat 3 of bottom band folding.In the stake 8 and the 9 rear side soil bodys, utilize the cement mix of band nozzle to use auger along oblique pore-forming, rotate mix while the pug of spraying water when proposing afterwards and form cement-soil 14, afterwards the Anchor block web 4 of bottom with the umbrella hat 5 of folding is pressed in the cement-soil with rotation mode.Certain above-mentioned dowel 4 also can form concrete capping beam platform 6 in stake 8 and 9 tops, stretch-draw dowel 4 last formation earth anchors 7 on this platform by inserting the cement mix with in the auger and gone in the anchor hole by this drilling.
As shown in Figure 2, muscle in the stake 8 is made of reinforcing bar composite member 10, it comprises the Grouting Pipe of stretching out from the bottom 11 at center, steel strand 13 and bar reinforcement 12 as presstressed reinforcing steel, steel strand 13 and bar reinforcement 12 bottoms are by pushing anchor 15 anchors on form anchor 16, be connected with division board 16 ' on the form anchor 16, make their relative fixed thereby be banded with reinforcing bar 12 ' along hoop in steel strand 13 and bar reinforcement 12 peripheries.
Fig. 3 represents a kind of ground anchor structure, and it comprises the cement mortar in the anchor hole, and it injects by Grouting Pipe 17, and this pipe inserts in the anchor cap 18 of bottom anchoring section 26, is connected with anchor slab 19 on the anchor cap 18, and presstressed reinforcing steel 4 passes through extruding anchor 20 anchors on anchor slab 19.During this earth anchor construction, at first insert the dowel 4 of band Grouting Pipe 17, carry out a high-pressure slip-casting and form bottom anchoring section 26, upwards Grouting Pipe is carried to anchor cap 18 top positions afterwards, carry out compacted thunderbolt high-pressure slip-casting once more, the intensity of this anchorage zone 27 is strengthened and combine closely with surrounding soil, the slip casting rear slurry can push and infiltrate Zhou Tuzhong.
Fig. 4 represents the sectional drawing of vertical prestressed pile 8, it comprises presstressed reinforcing steel 2, its bottom is by pushing anchor 23 anchors on anchor slab 20, its top anchor is on bearing plate 21, be provided with capping beam 23 below the bearing plate 21, this stake 8 is divided into anchoring section 24 and free section 25, and the presstressed reinforcing steel in the free section is with plastic pipe 22 outward.
The retaining wall structure that forms by above-mentioned method can form stake or the diaphragm wall that bears vertical (upper and lower), oblique, horizontal force.
Claims (9)
1. the job practices of a retaining wall structure, its step comprises utilizes the water jetting pore-forming, cohesive soil in the soil body is displaced from the hole, soil body pebbly sandstone is retained in the hole, at the bottom of the conduit patchhole, the bottom is had the presstressed reinforcing steel that pushes anchor inserts in this hole, by above-mentioned conduit high pressure pouring cement paste at the bottom of the hole, gravelly sand in making this cement paste and staying the hole mixes, this hole-bottom slurry-injection proceeds to this mixture end face and rises to gradually till the aperture, and the presstressed reinforcing steel that inserts in the hole is applied prestressing force and anchoring.
2. method according to claim 1 is characterized in that: the post that above-mentioned prestressed concrete structural member is made into bearing load.
3. method according to claim 2 is characterized in that: in a row form a plurality of adjacent prestressed concrete piles to constitute diaphragm wall, above-mentioned presstressed reinforcing steel is steel strand or bar reinforcement.
4. method according to claim 3 is characterized in that: above-mentioned row of piles is shaped along vertical, forms the capping beam cushion cap at its top, at the row of piles rear side along oblique formation reaming umbrella shape earth anchor.
5. method according to claim 1 is characterized in that: the making of presstressed reinforcing steel is to adopt bar reinforcement is carried out cold extrusion segmentation butt joint again with making after the fine steel rib colligation.
6. method according to claim 4 is characterized in that: before above-mentioned earth anchor forms in the soil body of row of piles rear side along oblique formation flexible cement soil, this earth anchor is formed in this cement-soil.
7. method according to claim 6, it is characterized in that: in above-mentioned earth anchor, insert the bottom and can pack up the umbrella crown dowel of opening, this dowel top anchor is on the capping beam cushion cap, but and the presstressed reinforcing steel in the above-mentioned stake adopts the presstressed reinforcing steel of the umbrella crown of bottom band folding.
8. method according to claim 6, it is characterized in that: above-mentioned cement-soil is made by cement mix method, and Anchor block web be with insert the cement mix with the mode in the auger with this be drilled with in people's anchor hole or the back is proposed with in the rotation mode insertion cement-soil with auger at this cement mix.
9. method according to claim 4, it is characterized in that: above-mentioned earth anchor is to form like this, be about to its bottom anchor on the anchor cap and at the bottom of being inserted with the presstressed reinforcing steel insertion anchor hole of Grouting Pipe, at the bottom of the hole, carry out high-pressure slip-casting one time by Grouting Pipe, extract Grouting Pipe afterwards, this pipe bottom is positioned at anchor cap top, carries out the compacted high-pressure slip-casting of secondary then.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 96103168 CN1046014C (en) | 1996-04-10 | 1996-04-10 | Construction method for soil bulkhead structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 96103168 CN1046014C (en) | 1996-04-10 | 1996-04-10 | Construction method for soil bulkhead structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1137088A true CN1137088A (en) | 1996-12-04 |
| CN1046014C CN1046014C (en) | 1999-10-27 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 96103168 Expired - Fee Related CN1046014C (en) | 1996-04-10 | 1996-04-10 | Construction method for soil bulkhead structure |
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| Country | Link |
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| CN (1) | CN1046014C (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1300416C (en) * | 2004-06-25 | 2007-02-14 | 林新 | Single slurry molding process for tendon |
| CN101550695A (en) * | 2009-02-10 | 2009-10-07 | 叶长青 | Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method |
| CN101824962A (en) * | 2010-05-11 | 2010-09-08 | 李宪奎 | Jet mixing drilling tool and method with the same for soil mass supporting construction |
| CN102392452A (en) * | 2011-11-29 | 2012-03-28 | 北京建工一建工程建设有限公司 | Construction method for forming holes on soil nail wall by water punching |
| CN102444131A (en) * | 2011-10-25 | 2012-05-09 | 广东永基建筑基础有限公司 | Foundation pit support method and device |
| CN103485337A (en) * | 2013-10-12 | 2014-01-01 | 中勘冶金勘察设计研究院有限责任公司 | Anti-floating anchor pile construction method |
| CN103696428A (en) * | 2013-11-21 | 2014-04-02 | 广州华磊建筑基础工程有限公司 | Dredging gravity cement soil wall and preparation method thereof |
| CN109162283A (en) * | 2018-09-06 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of reinforced cement-soil pile anchor support and its construction equipment and construction method |
-
1996
- 1996-04-10 CN CN 96103168 patent/CN1046014C/en not_active Expired - Fee Related
Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1300416C (en) * | 2004-06-25 | 2007-02-14 | 林新 | Single slurry molding process for tendon |
| CN101550695A (en) * | 2009-02-10 | 2009-10-07 | 叶长青 | Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method |
| CN101550695B (en) * | 2009-02-10 | 2013-11-13 | 叶长青 | Construction method of reinforcing broken stump by using prestress steel twist-beam replacement grouting method |
| CN101824962A (en) * | 2010-05-11 | 2010-09-08 | 李宪奎 | Jet mixing drilling tool and method with the same for soil mass supporting construction |
| CN101824962B (en) * | 2010-05-11 | 2013-11-06 | 李宪奎 | Method for soil mass supporting construction by jet mixing drilling tool |
| CN102444131A (en) * | 2011-10-25 | 2012-05-09 | 广东永基建筑基础有限公司 | Foundation pit support method and device |
| CN102444131B (en) * | 2011-10-25 | 2013-03-13 | 广东永基建筑基础有限公司 | Foundation pit support method |
| CN102392452A (en) * | 2011-11-29 | 2012-03-28 | 北京建工一建工程建设有限公司 | Construction method for forming holes on soil nail wall by water punching |
| CN103485337A (en) * | 2013-10-12 | 2014-01-01 | 中勘冶金勘察设计研究院有限责任公司 | Anti-floating anchor pile construction method |
| CN103485337B (en) * | 2013-10-12 | 2017-01-25 | 中勘冶金勘察设计研究院有限责任公司 | Anti-floating anchor pile construction method |
| CN103696428A (en) * | 2013-11-21 | 2014-04-02 | 广州华磊建筑基础工程有限公司 | Dredging gravity cement soil wall and preparation method thereof |
| CN109162283A (en) * | 2018-09-06 | 2019-01-08 | 江苏兴厦建设工程集团有限公司 | A kind of reinforced cement-soil pile anchor support and its construction equipment and construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN1046014C (en) | 1999-10-27 |
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