CN1174271A - Secont pile driving method - Google Patents
Secont pile driving method Download PDFInfo
- Publication number
- CN1174271A CN1174271A CN 97114546 CN97114546A CN1174271A CN 1174271 A CN1174271 A CN 1174271A CN 97114546 CN97114546 CN 97114546 CN 97114546 A CN97114546 A CN 97114546A CN 1174271 A CN1174271 A CN 1174271A
- Authority
- CN
- China
- Prior art keywords
- formwork
- stake
- concrete
- king pile
- secondary stake
- 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
Images
Classifications
-
- 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
-
- 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
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
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)
- Piles And Underground Anchors (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Abstract
The secant pile has accessory piles deposited independently with collumnar mould case. After the soil in mould case of accessory pile is dug out, at least one longitudinal forming mould is loaded in the mould case parallelly nera its inner wall. The crosssection is so selected that after the mould case and the forming mould are withdrawn, deposited concrete cures to form two accessory pile with at least one longitudinal fillister. One main pile is constructed between the two fillisters. Before the complete curing of main pile concrete, the main pile mould case is withdrawn so that the intervals between main pile and accessory piles are filled by slightly slumped concrete.
Description
The present invention relates to the piling method in general, relates in particular to the pile-driving method of the secant stake of secant stake or drilling hole type.In this secant stake, distance between each the central axis is littler than each diameter, each spaced king pile is a kind of cylindricality stake with rounded cross section, and middle secondary stake has a stake that is part and the cross section of king pile complementation for a kind of, in the lip-deep longitudinal fluting of the secondary stake that makes the rounded surface of each king pile be received in to be adjacent, all be connected to together mutually and form all stakes.
At present, in the building course of secant stake, a series of cylindrical vertical shaft that forms king pile excavates with staff, will be cast in this vertical shaft for the concrete casting that forms this king pile again.Behind concrete curing, between two king piles, excavate a vertical shaft more again, and determine secondary stake shape, and then will form the concrete casting of secondary stake, so that form this secant stake with king pile with formwork.
In this specification and claims book, " concrete " word that adopts should be understood to the material of concrete or its analog, as long as it has enough flowabilities so that cast, and this material has enough hardness and intensity after curing.
The method of this construction secant stake is not suitable for building this secant stake near the local of seashore or large-area water body or in the close high place of level of ground water, because when excavating vertical shaft, the danger of landslide is often arranged.
The known method that overcomes above-mentioned defect problem is called the secant boring method.In this method, the vertical shaft that forms secondary stake excavates by mechanized equipment with hollow sleeve (lining).After sleeve being advanced to underground really allocation, excavate earth wherein, casting concrete again, and before this concrete curing, extract sleeve out, so that in the soil body, stay the cylindricality stake of a series of spaces.Just with rotary cutting machine along a medial axis the cylindricality stake at two mutual intervals between excavate another vertical shaft thereafter.In such when operation,, the protrusion surface of these two cylindricality stakes that this cutting machine is cut into along the longitudinally of the stake of two adjacency in order to determine the correct cylinder chamber of king pile, forms king pile in order to thereafter concrete casting is cast into this chamber.Yet it is quite expensive to carry out the extremely time-consuming and cost of this cutting operation, the subsidiary in addition defective that other are arranged, i.e. and the boring of king pile is unmanageable with secondary aiming at of axis.This is because this cutting machine is always attempted towards the little path movement of resistance, thereby often departs from significantly intrinsic path, namely is inclined to cutting soil and is not cut among the concrete of secondary stake.
The invention is intended to by avoiding above-mentioned cutting operation step therefore, the object of the present invention is to provide a kind of method of building the secant stake so that overcome the secondary stake of above-mentioned defective problem.
The method of construction secant stake provided by the present invention comprises the steps:
The column formwork of a hollow is driven in the soil body;
Excavate the interior earth of described secondary stake formwork until the required degree of depth;
Excavated at least one vertical column shaping mould with required cross sectional shape of packing in the empty described secondary stake formwork fully described, and described shaping mould has been positioned to the axis that is parallel to described secondary stake formwork, and near the interior sidewall surface of described formwork;
Concrete casting is cast onto the inside of described formwork, in order to form a secondary stake;
Described secondary stake formwork is axially extracted out from uncured described secondary stake and described shaping mould;
Behind the concrete curing of building described secondary stake, described shaping mould is extracted out, in order to keep somewhere at least one longitudinal fluting in described secondary stake, and make described secondary stake have required cross sectional shape;
The medial axis of edge between two spaced described secondary stakes drives in the column king pile formwork of a hollow, and the some of described king pile formwork enters in the described longitudinal fluting of described shaping mould indwelling in described secondary stake;
Excavate the earth in the described king pile formwork;
Concrete casting is cast onto in the described king pile formwork, so that form a king pile;
Described king pile formwork is extracted out,, thereby each described king pile and described secondary stake are connected to together, make it not take place the side direction relative motion so that the surface that the some of described king pile is protruded enters among the described longitudinal fluting of the described secondary stake that is adjacent.
Hereinafter will narrate the present invention with reference to accompanying drawing by example.Wherein:
Fig. 1 is the top view of a series of secant stakes in a bight of formation one width of cloth retaining wall;
Fig. 2 a is the top view of a kind of form of three secant stakes of the present invention;
Fig. 2 b illustrates used a kind of formwork (hereinafter also calling sleeve with formwork) and the shaping mould of the secondary required shape of cross section that has of stake in order to three secant stakes of building Fig. 2 a;
Fig. 3 a is the alternative top view that is similar to three stakes of the present invention of Fig. 2;
Fig. 3 b illustrates in order to the required shape of cross section that has of secondary stake of three secant stakes of building Fig. 3 a used second kind of formwork and shaping mould;
Fig. 4 is the axial, cross-sectional view of the part disconnection of secondary formwork shown in construction Fig. 2 a and shaping mould;
Fig. 5 is the perspective view that disconnects in order to the part that forms a kind of shaping mould of groove in secondary stake;
Fig. 6 is the top view of formwork shown in Fig. 2 b and shaping mould, shown in the figure not before the casting concrete, and the situation of the reinforcement steel mesh reinforcement of in the formwork shaping mould, having packed into;
Fig. 7 illustrates the axial, cross-sectional view that part is finished the secondary stake of casting, and formwork shown in the figure is partly extracted out;
Fig. 8 is that shaping mould shown in the figure is the original position before extraction still along the sectional view of the secondary stake of the present invention of the intercepting of the VIII-VIII transversal among Fig. 7;
Fig. 9 is the axial, cross-sectional view of two secondary stakes of the present invention, and the formwork of building king pile shown in the figure inserts between this two secondary stake;
Figure 10 is similar to axial, cross-sectional view shown in Figure 9, partly finishes the casting of this king pile shown in the figure, and the situation of extracting this formwork out;
Figure 11 is that three secant stakes of the present invention are as the top view of a part of a width of cloth retaining wall.
Figure 1 illustrates the secant type stake that comprises a series of spaced king piles 2 and secondary stake 4 of the present invention.Respectively this king pile 2 has rounded cross section on the direction perpendicular to its axis, respectively should pair stake 4 then have the cross section that is " wasp waist " shape.Respectively the distance that separates each other of the center of this stake is less than the size of the diameter of this king pile 2, so that respectively should pair stake 4 its diameter must be reduced, so that the interval between adaptive insertion two king piles 2.A this just stake is cut into the phenomenon of another stake that is adjacent, and makes it to obtain the title of " secant ".
Fig. 2 a illustrates two king piles 2 with secondary stake 4 situations about being sandwiched in therebetween.The longitudinal fluting 6 that forms in secondary stake 4 has the cross section that assumes diamond in shape, and this cross section is intersected by two curved arcs and forms.What the longitudinal fluting 8 in the secondary stake shown in Fig. 3 a then had to improve vertical keyed jointing performance between two stakes stretches into rectangular extension 10 to this pair stake inside.
According to the present invention, in building course, this longitudinal fluting 6 and 8 is to form with shaping mould 12.In order to build secondary stake 4, earlier the secondary stake of a cylindricality formwork 14 is driven in the soil body until the required degree of depth is excavated the earth in the formwork to desired depth or fully the earth in the formwork excavated, this degree of depth is equivalent to by the desired height of the retaining wall of this construction.Then with this longitudinally shaping mould 12 be inserted among the formwork 14, by many interim stays these shaping mould 12 maintenances and the axis of this formwork 14 are become parallel state, this shaping mould 12 is held in the interior sidewall surface close contact with this formwork 14, but also not necessarily must keep the close contact state between the two.Fig. 2 b is illustrated in the casting cycle, the situation of the cross section between the concrete of this formwork, shaping mould and the secondary stake of casting product.With the concrete that flow or similarly have high-intensity curable materials be cast to this formwork 14 among, earlier cast about 2 to 3 meters high thereafter.When casting concrete enough height and obtain enough from load to prop up action of gravitation, just can axially formwork 14 be promoted and should one by one disassemble by interim stay simultaneously, and this shaping mould 12 is temporarily stayed in secondary and the soil body.This operation can be as traditional way, and the chucking power that by the soil body around reducing and the concrete of having cast this sleeve is applied with vibration hammer or sleeve die stake machine is in order to axially extract this formwork out.In a kind of feasible mode, can cast to this piecewise, but also promote simultaneously the extremely level height of casting concrete of this sleeve, until fully the whole piece stake is cast with concrete, and reach and this sleeve can be extracted out till soil body.This shaping mould 12 is usually much longer than this formwork 14, so that the upper end 16 of this shaping mould 12 can be from the upper end projection of this formwork 14.After this formwork 14 being extracted out, and the upper end 16 of this shaping mould 12 just can be exposed on the ground behind the concrete curing of this stake, thereby lifting force can be acted on this upper end 16, so that this shaping mould is extracted out from the soil body, secondary stake just is retained among the soil body, the shape of cross section that should the pair stake is then as among Fig. 2 b, is decorated with shown in the part of a plurality of ringlets.
Fig. 5 is that the part of this shaping mould 12 disconnects phantom drawing.This shaping mould can be made by various suitable materials.This material can be steel plate so that it can bear the extraction power that applies thereon and can not disintegrate.In addition, its surface can be through processing, as coated with lubricant or release agent so that the concrete that is in contact with it can keyed jointing thereon.
As shown in Figure 6, before casting concrete not, no matter be to have inserted before or after this shaping mould 12, the reinforced structure 18 of can in this formwork 14, packing into, this reinforced structure 18 is connect or is welded through hoop by reinforcing bar or wirerope, so that give this required intensity.In the lower construction area of level of ground water, when casting concrete, can force out such as the bubble that will be mixed in the concrete with ultrasonic wave or vibrating head in a known manner, make it to rise to this concrete surface portion.In the higher construction area of level of ground water, available known method of replacing casts onto concrete casting in the formwork of water abrim, namely before concrete curing the water in the formwork is displaced.
Fig. 7 illustrates the step procedure of building secant stake of the present invention, and wherein this formwork 14 partly rises to its bottom a little less than this concrete upper surface 20 of having cast, so that carry out back to back concrete casting process.Figure 8 shows that and extract out before this shaping mould 12 in order to keep somewhere the cross-sectional view of the secondary stake 4 of this groove 6 or 8 in this pair stake.
Fig. 9 illustrates two parallel secondary stakes 4.Occupy the king pile 2 in centre position for construction, used formwork also uses the formwork 14 of same diameter when having with the secondary stake of construction usually, this formwork 14 is driven in the soil body 22, this formwork 14 is when entering the soil body, by contacting, and driving in the guiding that is subjected to this groove on the path of the soil body with the groove 6 (or groove 8) of the mutual diametrically contraposition of these two secondary stakes.When this formwork fully to its precalculated position and the earth in it excavate fully clean after, within this formwork 4 of reinforced structure 18 can being packed into, then with concrete casting in this formwork, thereby form secant stake of the present invention.
According to a preferential embodiment of the present invention, before the draw out operation of formwork 14 should solidify fully at the concrete of this king pile bottom, partly extract this formwork 14 out, make this concrete to collapse slightly, contact with secondary stake with its soil body on every side because of weight relationships until it.After the concrete of this king pile solidified fully, the contact between king pile and the secondary stake surface guaranteed between this king pile and the secondary stake being connected to together of mechanical and chemistry to be taken place.Because part is extracted the result that concrete upper surface 20 that this formwork 14 takes place descends out, compensates in the pouring operation that is right after.
Figure 11 illustrates the cross section of three secant stakes of building according to the present invention.In some cases, the reinforced structure of can not packing into, or each reinforced structure of these three stakes gets identical shape, also can be as shown in the figure, and different shapes is got in order respectively this reinforced structure.Simultaneously, as those of ordinary skill in the art was familiar with, secant stake of the present invention also can be made of king pile more than three and secondary stake.
Can see that the method for construction secant pilework provided by the invention is than adopting traditionally cutter to form the method for groove in secondary stake, and is more quick on more cheap on the cost and speed.
Claims (7)
1. a construction is in order to form a series of methods that are connected to secant stake together of retaining wall, and it is characterized in that: described method comprises the steps:
The secondary stake of the column formwork of a hollow is driven in the soil body;
Excavate the interior earth of described secondary stake formwork until the required degree of depth;
Excavated at least one vertical column shaping mould with required cross sectional shape of packing in the empty described secondary stake formwork fully described, and described shaping mould has been positioned to the axis that is parallel to described secondary stake formwork, and near the interior sidewall surface of described secondary stake formwork;
Concrete casting is cast onto the inside of described secondary stake formwork, so that form secondary stake;
Described secondary stake formwork is axially extracted out from uncured described secondary stake and described shaping mould;
Behind the concrete curing of building described secondary stake, described shaping mould is extracted out, in order to keep somewhere at least one longitudinal fluting in described secondary stake, and make described secondary stake have required cross sectional shape;
The medial axis of edge between two spaced described secondary stakes drives in the king pile formwork of the column of a hollow, and the some of described king pile formwork enters in the described groove of described shaping mould indwelling in described secondary stake;
Excavate the earth in the described king pile formwork;
Concrete casting is cast onto in the described king pile formwork, so that form a king pile;
Described king pile formwork is extracted out,, thereby each described king pile and described secondary stake are connected to together, make it not take place the side direction relative motion so that the surface that the some of described king pile is protruded enters among the described longitudinal fluting of the described secondary stake that is adjacent.
2. the method for claim 1, it is characterized in that: described method also comprises: before the described concrete that is cast into described king pile solidifies fully, extract described king pile formwork out, thereby the described king pile that the concrete of the new casting that is cast to described king pile can will newly be solidified with the surface contact of the described secondary stake of adjacency is connected to two described secondary stakes.
3. method as claimed in claim 2 is characterized in that: described method also comprises: before described king pile formwork or described secondary stake formwork casting concrete, reinforced structure is packed among at least one described formwork.
4. method as claimed in claim 3, it is characterized in that: described method also comprises: the described shaping mould of selecting suitable length, make its length greater than the length of described formwork correspondingly, made that before casting concrete the upper end of described shaping mould can surmount the upper end of described formwork and projection is gone out.
5. method as claimed in claim 4, it is characterized in that: in described method, the extraction of concrete casting and described formwork is to carry out stage by stage, and until casting concrete next time again, the bottom that remains described formwork is below the concrete upper surface of the some that forms described stake.
6. such as the described method of claim 1-5, it is characterized in that: in described method by adopting vertically and/or angle vibrates described formwork, with the stake extraction that described formwork is formed from the soil body and from new casting.
7. adopt the retaining wall of building such as the secant stake of the described method construction of any one in the claim 1 to 6.
Applications Claiming Priority (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| GB9614486A GB2315086A (en) | 1996-07-10 | 1996-07-10 | Piling |
| GB9614486.0 | 1996-07-10 |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN1174271A true CN1174271A (en) | 1998-02-25 |
Family
ID=10796674
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 97114546 Pending CN1174271A (en) | 1996-07-10 | 1997-07-09 | Secont pile driving method |
Country Status (2)
| Country | Link |
|---|---|
| CN (1) | CN1174271A (en) |
| GB (1) | GB2315086A (en) |
Families Citing this family (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| PL4065776T3 (en) * | 2019-11-29 | 2024-05-20 | Pirkan Laatupalvelu Oy | Method for forming a pile wall in ground and a corresponding pile wall |
| US12065799B2 (en) | 2019-11-29 | 2024-08-20 | Pirkan Laatupalelu Oy | Method for forming a pile wall in ground and a corresponding pile wall |
| CN113322943B (en) * | 2021-06-11 | 2023-02-21 | 广西路桥工程集团有限公司 | Occlusive pile and construction method thereof |
| CN113832963B (en) * | 2021-11-02 | 2022-10-11 | 中建八局第二建设有限公司 | Occlusive pile guide wall template and formwork structure construction method |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1103522A (en) * | 1966-01-21 | 1968-02-14 | Gino Wey | Method of producing a continuous wall of piles |
| US3839871A (en) * | 1973-05-14 | 1974-10-08 | Dresser Ind | Earthen dam repair |
| JPS5934325A (en) * | 1982-08-19 | 1984-02-24 | Shimizu Constr Co Ltd | Method and apparatus for construction of pile-row cut-off wall |
| GB8514710D0 (en) * | 1985-06-11 | 1985-07-10 | Stent Foundations Ltd | Retaining walls |
-
1996
- 1996-07-10 GB GB9614486A patent/GB2315086A/en not_active Withdrawn
-
1997
- 1997-07-09 CN CN 97114546 patent/CN1174271A/en active Pending
Also Published As
| Publication number | Publication date |
|---|---|
| GB2315086A (en) | 1998-01-21 |
| GB9614486D0 (en) | 1996-09-04 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| EP0407934A2 (en) | Method for executing monolithic continuous straights or circular structural walls and a machine for realizing such a method | |
| CN1100165A (en) | Pocess for anchoring piles in ground and foundation for anchoring pile with same | |
| KR100375020B1 (en) | a pole for mud wall and constrution method of fence for mud | |
| CN1174271A (en) | Secont pile driving method | |
| EP0370396B1 (en) | A reinforced concrete load-bearing pile with multi-branches and enlarged footings and means for forming the pile | |
| JP3896351B2 (en) | Construction method of underground wall and construction method of underpass | |
| JP6452299B2 (en) | Construction method of steel pipe sheet pile foundation for temporary closing and combined use | |
| CA1209358A (en) | Method of and an apparatus for producing in-situ concreted piles with enlarged bases | |
| JP3931123B2 (en) | Non-open-cutting construction method for underground structures | |
| CN1024029C (en) | Direct sink-and-insert method and equipment for constructing underground building with combined and interlocked prefabricated concrete components | |
| US5122013A (en) | Reinforced concrete load-bearing pile with multi-branches and enlarged footings, and means and method for forming the pile | |
| JP4313871B2 (en) | Method for sunk body and sunk body | |
| KR102060511B1 (en) | Composite phc pile for soil retaining wall | |
| JP2004060266A5 (en) | ||
| US5586840A (en) | Apparatus for digging soil foundation and method for constructing underground wall by using the apparatus | |
| GB2132667A (en) | Method of installing precast concrete piles | |
| JPS6255397A (en) | Construction of large depth pit | |
| JP3424117B2 (en) | Construction method of continuous underground wall | |
| CN2346836Y (en) | Steel concrete large section hollow square pile | |
| GB2373795A (en) | Slope stabilisation using piling | |
| WO2001012906A1 (en) | Apparatus and method for producing cement mix columns | |
| KR900005913B1 (en) | Base stake inflated in bump state at lower end there of and its construction | |
| AU770393B2 (en) | Apparatus and method for producing cement mix columns | |
| JP2022129955A (en) | Removal method of existing concrete pile | |
| JPH10266199A (en) | Installation method for double filling pipe with tip packer and steel core mortar pole |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C01 | Deemed withdrawal of patent application (patent law 1993) | ||
| WD01 | Invention patent application deemed withdrawn after publication |