CN104603366A - Method for constructing knotted cast-in-place concrete-based pile, and excavation blade-equipped steel pipe - Google Patents
Method for constructing knotted cast-in-place concrete-based pile, and excavation blade-equipped steel pipe Download PDFInfo
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- CN104603366A CN104603366A CN201380045463.3A CN201380045463A CN104603366A CN 104603366 A CN104603366 A CN 104603366A CN 201380045463 A CN201380045463 A CN 201380045463A CN 104603366 A CN104603366 A CN 104603366A
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- steel pipe
- sword
- outer peripheral
- nodiform
- described steel
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- 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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
- E02D5/385—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds with removal of the outer mould-pipes
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- 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
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
-
- 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
- E02D5/22—Piles
- E02D5/56—Screw 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
- E02D5/66—Mould-pipes or other moulds
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/16—Machines for digging other holes in the soil
- E02F5/20—Machines for digging other holes in the soil for vertical holes
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
This method for constructing a knotted cast-in-place concrete-based pile comprises: a step for preparing an excavation blade-equipped steel pipe (10) in which a leading end excavation blade (12) is detachably attached to the lower end thereof; a step for inserting the excavation blade-equipped steel pipe (10) into the ground (15) while excavating downward by the leading end excavation blade (12) and forming a spiral groove in soil around the periphery of the steel pipe (11) by pushing down the excavation blade-equipped steel pipe while rotating the excavation blade-equipped steel pipe around the center axis of a steel pipe (11) in a given direction; a step for filling mortar or ready-mixed concrete into the steel pipe (11); and a step for pulling out only the steel pipe (11) from the ground (15) and pouring the mortar or ready-mixed concrete in the steel pipe (11) into a pile hole (17) that is formed after the steel pipe (11) has been pulled out and the spiral groove (16). The leading end excavation blade (12) may be freely housed in the steel pipe (11) instead of being detachable.
Description
Related application
The application advocates that the number of patent application in application on August 29th, 2012 is the priority of 2012-188723, and this application is cited as the part with reference to its entirety as the application.
Technical field
The present invention about a kind of in order to the basis of support of buildings in underground by the concrete pile of cast-in-place structure, the building method that particularly there is the nodiform in situ concrete pile of spiral helicine joint about a kind of at outer peripheral face, the steel pipe being equipped with excavation sword construct for the nodiform in situ concrete pile of this building method and the nodiform in situ concrete pile constructed by described building method.
Background technology
On soft ground during building constructions thing, improve construction method by column, bury the construction method etc. of small-caliber steel pipe stake underground and perform reinforcement ground.Column improvement construction method is by digging stake holes on ground, and on the soil of digging, is mixed into curing materials stirs, thus structure utilizes curing materials to make the construction method of the column improvement stake of soil solidification.
In addition, above-mentioned column improvement construction method as an alternative, in patent document 1, following construction method is proposed, namely, the digging by front end with digging pawl is drilled in digging stake holes on ground, and in this stake holes, filling the hydraulicity curing materials liquid be made up of cement etc., then recall digging from ground and bore, thus structure makes the construction method of the column precipitator of hydraulicity curing materials liquid curing.
Prior art document
Patent document
Patent document 1: JP 2011-106253 publication
Summary of the invention
Invent problem to be solved
Above-mentioned column improvement construction method in the past has following problem.
Due to mix and blend building site soil and curing materials at the scene, the quality of the column improvement stake constructed can be caused to produce deviation according to the difference of building site soil property, constructor etc.
In order to avoid or the stirring uneven strength deficiency that cause bad by solidification, sometimes need to inject a large amount of curing materials mud, and larger to the load of environment.
May the hazardous substances such as stripping Cr VI because of soil property.Although can confirm Cr VI whether stripping by test in advance, this is needing expense and time.
The construction method burying small-caliber steel pipe stake underground has following problem.
Owing to needing the front support of small-caliber steel pipe stake on more solid ground (General N value >10), therefore cannot be suitable for because of ground sometimes.
Aging misgivings are had because of the corrosion of small-caliber steel pipe stake.Therefore, in advance corrosion allowance counted and design.
Because the method for patent document 1 does not mix building site soil and curing materials, therefore do not produce the various problems of existing column improvement construction method.But, in the method for patent document 1, the outer peripheral face of the column precipitator formed due to hydraulicity curing materials liquid curing is cylindric without what save, therefore, the outer peripheral face of column precipitator and the shear strength around between ground are not very large, and correspondingly can only increase the diameter of column precipitator.
The object of the present invention is to provide and a kind ofly can construct the not stay-in-grade concrete pile for strengthening ground by the impact of building site soil conditions, and provide the building method of the nodiform in situ concrete pile that all collateral resistances of the stake of the concrete pile constructed are large, and be simply equipped with for the structure of this building method the steel pipe excavating sword.
Another object of the present invention is to the nodiform in situ concrete pile providing a kind of all collateral resistance large.
Problem solution
The building method of nodiform in situ concrete pile of the present invention comprises: the set-up procedure being equipped with the steel pipe excavating sword, this be equipped with excavate sword steel pipe on removably or to inner circumferential side, front end can be installed relative to the outer peripheral face of steel pipe with receiving and excavate sword, the sword body that cutlery has a part of giving prominence to outer peripheral side relative to the outer peripheral face of described steel pipe in one end of described steel pipe is excavated in this front end;
Described front end excavation sword is equipped with the steel pipe excavating sword described in supporting as the described downside being equipped with the steel pipe excavating sword, and excavate sword in described front end from the state that the outer peripheral face of described steel pipe gives prominence to a described part, by described being equipped with is excavated the steel pipe of sword and to be rotated around the central axis of described steel pipe along predetermined direction and to press down, thus excavate sword digging downwards by described front end, and be equipped with described the process that the steel pipe excavating sword is inserted into ground form spiral helicine groove on the periphery soil of described steel pipe while;
The process of mortar, green concrete or cement paste is filled in described steel pipe;
Make described front end excavate sword to be separated from described steel pipe by promoting described steel pipe, or make described front end excavate sword relative to the outer radial inner circumferential side storage of described steel pipe by steel pipe described in opposite spin and extract described steel pipe from ground, thus to as the process flowing into mortar, green concrete or cement paste in described steel pipe in the stake holes of extracting the marking of described steel pipe and described spiral helicine groove.
The building method of this nodiform in situ concrete pile is dug by the steel pipe being equipped with excavation sword described in utilization cuts stake holes, thus forms spiral helicine groove in the periphery of stake holes.Front end is excavated sword and can be dismantled relative to steel pipe, front end excavation sword can be made to be separated from steel pipe and stay the bottom of stake holes by lifting steel pipe.In addition, front end is excavated sword and can be received relative to steel pipe, is made described front end excavate sword receive relative to the outer radial inner circumferential side of described steel pipe by opposite spin steel pipe.Thus, under the state not destroying above-mentioned spiral helicine groove, only steel pipe can be extracted from ground.By flowing into mortar, green concrete or cement paste in the stake holes formed as mentioned above and spiral helicine groove, and described mortar, green concrete or cement paste are hardened, thus construct spiral helicine nodiform concrete pile by cast-in-place.
The building method of this nodiform in situ concrete pile does not need mix and blend building site soil and curing materials as column modification method in the past, therefore, the impact of building site soil conditions can not be subject to and the concrete pile for strengthening ground of quality all-the-time stable can be constructed.In addition, without the need to worrying the hazardous substances such as stripping Cr VI because of soil property.
Utilize the stake of said method constructional concrete, thus can be extruded and rammed subgrade towards periphery the soil around stake holes by steel pipe.In addition, the concrete pile constructed is owing to having spiral helicine joint at its outer peripheral face, and therefore the shear strength of all sides of stake is high.Thereby, it is possible to the stake week collateral resistance realizing concrete pile becomes large.
When the resistance of all sides of stake of concrete pile is large, tool has the following advantages.
The diameter of stake can be reduced, thus can realize reducing Master Cost.
Material for concrete pile is few, can reduce carrying capacity of environment.
Due to by stake front support on the ground that N value is smaller, thus the length of stake can be shortened.
In the building method of nodiform in situ concrete pile of the present invention, flowing in the process of mortar, green concrete or cement paste in described stake holes and spiral helicine groove, mortar described in compacting, green concrete or cement paste can be come to described steel pipe transmitting vibrations.
Thereby, it is possible to making mortar, green concrete or cement paste tight throughout each corner of stake holes and spiral helicine groove, thus the quality of the nodiform in situ concrete pile constructed can be improved.
The steel pipe excavating sword that is equipped with for constructing the first nodiform in situ concrete pile of the present invention comprises steel pipe and front end excavation sword, this front end is excavated sword and is arranged on one end of described steel pipe by installation portion and has the sword body giving prominence to a part relative to the outer peripheral face of described steel pipe to outer peripheral side, utilizes the drag effect of ground to excavate sword in described front end described front end excavation sword is departed from from described steel pipe at described installation portion by promoting described steel pipe from ground.
Structure as above can be used in the building method of above-mentioned nodiform in situ concrete pile of the present invention, during owing to mentioning steel pipe by the process of the mortar, green concrete or the cement paste that flow in steel pipe in stake holes and spiral helicine groove in this building method, utilize the resistance of ground to make front end excavate sword to depart from from steel pipe, thus without the need to arranging the mechanism excavating sword for separating of steel pipe and front end in addition.Thereby, it is possible to the structure being equipped with the steel pipe excavating sword being used in structure nodiform in situ concrete pile is simple.
Such as, the cap that cutlery has the lower end for closing described steel pipe is excavated in described front end, and this cap is fixed with described sword body, described installation portion is formed as projecting upwards and the bar that can releasably coordinate with the auxiliary section be arranged on steel pipe from described cap.The structure of front end excavation sword can be made simple by structure as above.
The steel pipe excavating sword that is equipped with for constructing the second nodiform in situ concrete pile of the present invention comprises steel pipe and front end excavation sword, this front end is excavated sword and is arranged on one end of described steel pipe and has outstanding sword, this outstanding sword can change attitude between the state that outstanding a part of state and entirety are received to inner circumferential side relative to the outer peripheral face of described steel pipe to outer peripheral side of the outer peripheral face relative to described steel pipe, described front end is excavated sword and freely can be rotated along the circumferencial direction of described steel pipe, and stoped from the outstanding a part of state rotation facing one direction to outer peripheral side of the outer peripheral face relative to described steel pipe by brake component.This rotation turns the direction be prevented from, when rotation when steel pipe rotates along positive direction and when steel pipe inserts to ground, and the direction stoping front end to excavate sword to make it not rotate because of the resistance of ground.
The steel pipe of said structure can be used in the building method of above-mentioned nodiform in situ concrete pile of the present invention, and before flow into mortar, green concrete or the cement paste in steel pipe in stake holes and spiral helicine groove, by opposite spin steel pipe, make front end excavate sword by the resistance of ground and receive to inner circumferential side relative to the outer peripheral face of steel pipe.In addition, when being inserted into ground making steel pipe rotate along positive direction, front end is excavated sword and is stoped rotation by described brake component, thus keeps front end excavation sword to be in projected state.Thus, the drive source that front end excavation sword can be made to give prominence to relative to steel pipe and receive or operating mechanism need not be set in addition.Therefore, it is possible to the steel tubular structure being equipped with excavation sword being used in structure nodiform in situ concrete pile is simple.
Nodiform in situ concrete pile of the present invention be formed as by mortar, concrete or cement paste make cylindric, and there is the projection clamp-oned in circumferential ground outside.Spiral helicine raised by clamp-oning in ground, thus the shear strength of stake week side can be improved, make the collateral resistance increase of stake week.
Disclosed in right, manual and/or accompanying drawing, any combination of at least two structures all belongs to the present invention.Particularly, the plural any combination of each claim of right also belongs to the present invention.
Accompanying drawing explanation
The present invention can clearly be understood by reference to accompanying drawing is described following preferred embodiment.But embodiment and accompanying drawing only for diagram and explanation, can not be used for limiting scope of the present invention.Scope of the present invention limited by the right added.In the accompanying drawings, same or same section is illustrated for the same parts symbol in multiple figure.
Fig. 1 is the sectional view being configured with the ground of nodiform in situ concrete pile according to an embodiment of the invention.
Fig. 2 is the integrally-built lateral view of an example of the construction equipment representing the nodiform in situ concrete pile represented in constructional drawing 1.
Fig. 3 is the assembling stereogram being equipped with the steel pipe excavating sword of the structure nodiform in situ concrete pile for representing in Fig. 1.
Fig. 4 is the stereogram that sword is excavated in the same front end being equipped with the steel pipe excavating sword.
Fig. 5 is the same fracture plane figure being equipped with the steel pipe excavating sword.
Fig. 6 utilizes the steel pipe being equipped with excavation sword represented in Fig. 3 to carry out the key diagram of each process of the building method of nodiform in situ concrete pile.
Fig. 7 A represents that the steel pipe being equipped with excavation sword according to the building method for nodiform in situ concrete pile of the second embodiment is in the front view of the bottom of excavating sword receiving state.
Fig. 7 B is the upward view of the steel pipe of Fig. 7 A.
Fig. 8 A represents same to be equipped with the front view that the steel pipe excavating sword is in the bottom of excavating sword projected state.
Fig. 8 B is the upward view of the steel pipe of Fig. 8 A.
Fig. 9 represents to utilize the steel pipe being equipped with excavation sword represented in Fig. 8 A to carry out the key diagram of each process of the building method of nodiform in situ concrete pile.
Figure 10 A is the front view being equipped with the bottom of the steel pipe excavating sword representing interested party's case.
Figure 10 B is the upward view of the steel pipe of Figure 10 A.
Figure 11 A is the front view being equipped with the bottom of the steel pipe excavating sword representing other scheme examples relevant.
Figure 11 B is the upward view of the steel pipe of Figure 11 A.
Detailed description of the invention
Building method and Fig. 1 to Fig. 6 of nodiform in situ concrete pile of the present invention are together described.
The building method of this nodiform concrete pile is the method constructing the nodiform concrete pile 20 as represented an example in Fig. 1 by comprising the construction equipment being equipped with the steel pipe excavating sword.The shape of the nodiform concrete pile 20 constructed is on the outer peripheral face of columned stake main body 21, be formed with spiral helicine joint 22.
Fig. 2 is the integrally-built lateral view of an example of the construction equipment represented for constructing above-mentioned nodiform concrete pile 20.Illustrated construction equipment 1 comprises pile driving rig 1a, mortar feedway 1b and is equipped with the steel pipe 10 excavating sword.
In pile driving rig 1a, lead 3 is supported on can changing incline direction can on working truck 2 voluntarily, and the upper end being equipped with the steel pipe 10 excavating sword described later remains on the lift head 4 that can freely be elevated along this lead 3.Be equipped with the steel pipe 10 excavating sword can be rotated by the electric rotating machine 5 be arranged on lift head 4.In addition, lift head 4 is provided with the vibrator 6 to being equipped with steel pipe 10 transmitting vibrations excavating sword.
Mortar feedway 1b comprises the casing 7 accommodating mortar M and the flexible pipe 8 carrying the mortar in this casing 7.Casing 7 is formed as other vehicles different from described working truck 2.
As shown in Figure 3, be equipped with the steel pipe 10 excavating sword described in comprise steel pipe 11, be arranged on the front end of this steel pipe 11 lower end excavation sword 12.As shown in Figure 4, front end is excavated sword 12 and is arranged on below the discoideus cap 12a for the lower ending opening of closed steel pipe 11, fixing multiple (in illustrated example being two) sword body 12b.Each sword body 12b is provided with angle of inclination can lower end side be made to move in advance when predetermined digging direction of rotation (A direction) rotates.In addition, each sword body 12b gives prominence to outer peripheral side relative to installation portion 12a.Thus, as shown in Figure 3, when excavating sword 12 in the installation front end, lower end of steel pipe 11, the external diameter end portion 12ba of each sword body 12b is in the state of giving prominence to outer peripheral side relative to the outer peripheral face of steel pipe 11.
Sword 12 is removably mounted on steel pipe 11 lower end by installation portion 12c is excavated in front end.As shown in Figure 4 and Figure 5, the installation portion 12c of described example is formed as multiple (illustrated example being two) bar 12ca of projecting upwards from the upper surface of cap 12a.As shown in Figure 5, under steel pipe 11 is installed the state excavating sword 12 in front end, described each bar 12ca coordinates with the auxiliary section 11a on the inner peripheral surface being arranged on steel pipe 11.Under normal circumstances, make front end excavate sword 12 by the frictional resistance of bar 12ca and auxiliary section 11a to separate from steel pipe 11, but when promoting steel pipe 11 under the state that the axial location of sword 12 is excavated in fixing front end, bar 12ca departs from from auxiliary section 11a and makes front end excavation sword 12 separate from the end face of steel pipe 11.Under steel pipe 11 is installed the state excavating sword 12 in front end, by projection 11a and bar 12ca, the rotation of steel pipe 11 is delivered to front end and excavates sword 12.
The building method utilizing the steel pipe 10 being equipped with excavation sword represented in above-mentioned Fig. 3 to Fig. 5 to carry out nodiform in situ concrete pile is described.
First, as shown in Figure 2, by being kept the upper end of steel pipe 11 by the lift head 4 of construction equipment 1, and excavate sword 12 in the installation front end, lower end of this steel pipe 11, thus preparation is equipped with the steel pipe 10 excavating sword.Adjust position by working truck 2 to be positioned at directly over the nodiform in situ concrete pile structure place of ground 15 to be equipped with the steel pipe 10 excavating sword described in making.
In this case, while driving electric rotating machine 5 to make the steel pipe 10 being equipped with excavation sword carry out rotating around the central axis of steel pipe 11 along described digging direction of rotation A, lift head 4 is made to decline at a predetermined velocity along lead 3 and press-fit the steel pipe 10 having and excavate sword downwards.Thus, as shown in (A) in Fig. 6, the whole part of each sword body 12b excavating sword 12 by front end carrys out digging below it, and, make the soil of the periphery of steel pipe 10 to be formed spiral helicine groove 16 by the external diameter end portion 12ba of each sword body 12b, make to be equipped with the steel pipe 10 excavating sword simultaneously and be inserted in ground 15.Each sword body 12b due to front end excavation sword 12 is provided with described angle of inclination, thus excavates sword 12 by pivot head and play downward propulsive force effect for being equipped with steel pipe 10 entirety excavating sword.Thus, the spiral helicine groove 16 with the regulation shape of predetermined space is easily formed.
Continue above-mentioned action, as shown in (B) in Fig. 6, be equipped with and excavate the steel pipe 10 of sword when being inserted into the degree of depth of setting from earth's surface on ground 15, stop the decline driving electric rotating machine 5 and lift head 4.Then, as shown in (C) in Fig. 6, the flexible pipe 8 of mortar feedway 1b is inserted into from upper end side in the steel pipe 11 being equipped with the steel pipe 10 excavating sword, and the front end of flexible pipe 8 is extended to the lower end of steel pipe 11.Then, from the front end spray furnace M of flexible pipe 8, thus make mortar M be filled to upper end in steel pipe 11.
Complete after filling mortar M, the flexible pipe 8 of mortar feedway 1b is extracted from steel pipe 11, afterwards, makes lift head 4 rise and promote steel pipe 11.Each sword body 12b due to front end excavation sword 12 is squeezed into the state in ground 15, therefore makes front end excavate sword 12 by promoting steel pipe 11 by the resistance of the ground 15 acting on front end excavation sword 12 and is departed from from steel pipe 11 by installation portion 12c (Fig. 4).Further, as shown in (D) in Fig. 6, by promoting steel pipe 11, from ground 15, only extract steel pipe 11, and the mortar M in steel pipe 11 is flow into as in the stake holes 17 of extracting the marking of steel pipe 11 and described spiral helicine groove 16.The bottom surface that sword 12 stays stake holes 17 is excavated in front end.When promoting steel pipe 11 by by vibrator 6 (Fig. 2) to steel pipe 11 transmitting vibrations, thus can compacting mortar M and mortar M tight can be made throughout each corner of stake holes 17 and spiral helicine groove 16.
As shown in (E) in Fig. 6, after extracting steel pipe 11 completely, the crown portion Ma of the mortar M flow in stake holes 17 and spiral helicine groove 16 is flattened smoothly.By completing construction as mentioned above.The nodiform in situ concrete pile 20 represented in Fig. 1 is formed by making mortar M harden.
This nodiform in situ concrete pile 20 has spiral helicine joint 22 on the outer peripheral face of columned stake main body 21, and this spiral helicine joint 22 is squeezed in ground 15.In addition, be inserted in the process of ground 15 by being equipped with the steel pipe 10 excavating sword, the part soil forming stake holes 17 is extruded and rammed subgrade 15 around it by steel pipe 11.Thus, the shear strength of all sides of stake is high.
When all collateral resistances of the stake of nodiform in situ concrete pile 20 are large, then have the following advantages.
The diameter of stake can be reduced, thus can realize reducing Master Cost.
Material for nodiform in situ concrete pile 20 is few, can reduce carrying capacity of environment.
Due to by stake front support on the ground that N value is lower, thus the length of stake can be reduced.
The building method of described nodiform in situ concrete pile does not need mix and blend building site soil and curing materials as column modification method in the past, therefore, the impact of building site soil conditions can not be subject to and the nodiform in situ concrete pile 20 for strengthening ground of quality all-the-time stable can be constructed.In addition, do not need to worry the hazardous substances such as stripping Cr VI according to soil property.
Fig. 7 A, Fig. 7 B, Fig. 8 A and Fig. 8 B represent respectively and are in and excavate sword receiving state according to the steel pipe 10 excavating sword that is equipped with of the building method for nodiform concrete pile of the second embodiment and excavate sword projected state.In present embodiment, the structure can dismantled relative to steel pipe 11 that sword 32 is excavated in the front end being installed on steel pipe 11 one end be equipped with in the steel pipe 10 excavating sword is replaced with the form that can freely give prominence to or receive.That is, front end is excavated sword 32 and can be changed position and can be in the outer peripheral face relative to steel pipe 11 as shown in Fig. 8 A, Fig. 8 B state of an outstanding part and the entirety as shown in Figure 7 A, 7 B state of receiving to inner circumferential side relative to the outer peripheral face of steel pipe to outer peripheral side.
Particularly, it is the excavation sword main body 32b of the sword body of flute profile that described front end excavates that sword 32 is provided with as front shape at the soffit of the discoideus cap 32a of the lower ending opening for closed steel pipe 11, is respectively arranged with a pair outstanding sword 32c as another sword body at the two ends of the soffit of this excavation sword main body 32b.Each outstanding sword 32c is supported for relative to excavating sword main body 32b circumferentially freely can rotate by positive and negative both direction at steel pipe 11 by the fulcrum 33 of the axis being parallel with steel pipe 11.By being arranged on the brake component 34 excavated on sword main body 32b, each outstanding sword 32c described can being made to be locked at the position the most outstanding relative to the outer peripheral face of steel pipe 11, and to stop from this position to the rotation in a direction.The direction of this rotation is stoped to be, when rotating when being equipped with the steel pipe 10 excavating sword and inserting to ground when being rotated forward by steel pipe 11, stop the direction that each outstanding sword 32c of front end excavation sword 32b is rotated by the resistance of ground.
Outlet mouth 35 is provided with on the cap 32a of the lower ending opening of closed steel pipe 11.This outlet mouth 35 is the mouth for being expelled to by mortar M outside steel pipe, and has one way valve (not shown).Outlet mouth 35 is connected with the front end of the flexible pipe 8 (Fig. 9) be inserted in steel pipe 11.
Fig. 9 represents the building method being equipped with the nodiform in situ concrete pile of the steel pipe 10 excavating sword utilized in Fig. 7 A, Fig. 7 B, Fig. 8 A and Fig. 8 B.This building method is except the item of special instruction, roughly the same with building method aforesaid in Fig. 6.
As shown in (A) in Fig. 9, in said method, by be equipped with excavate the steel pipe 10 of sword run through ground 15 time, need outstanding sword 32c front end being excavated sword 32 to be in projected state as shown in Figure 7 A, 7 B.But, have nothing to do with the attitude starting the outstanding sword 32c before running through, when outstanding sword 32c contact with ground 15 and make to be equipped with the steel pipe 10 excavating sword rotate along positive direction time, outstanding sword 32c utilizes ground 15 relative to rotating the opposing force that has and rotates along projected direction, thus under the most outstanding state such as shown in Fig. 8 A, Fig. 8 B, supported by brake component 34 and keep projected state.Thus, the operation not needing specially to carry out to make outstanding sword 32c outstanding or operation.
Complete penetrating as shown in (B) in Fig. 9 and be equipped with the steel pipe 10 excavating sword, and start to fill mortar as shown in (C) in figure after, when hoisting device shown in (D) in such as figure has a steel pipe 10 excavating sword, make to be equipped with the steel pipe 10 excavating sword and rotate along with direction rightabout when running through.By this opposite spin, the front end outstanding sword 32c that excavates sword 32 to be in by ground 15 state that outstanding sword 32c as shown in Figure 7 A, 7 B receives to inner circumferential side relative to the outer peripheral face of steel pipe 11 relative to rotating the resistance that has.Thus, also can not destroy the spiral helicine groove 16 be formed on ground 15 in the present embodiment, just can extract from ground 15 steel pipe 10 being equipped with and excavating sword.In addition, when being rotated along positive direction and be inserted into ground 15 by steel pipe 11, front end is excavated sword 32 and is given prominence to and pass through brake component 33 prevention rotation, thus keeps front end excavation sword 33 to be in projected state.Thus, drive source or the operating mechanism for making front end excavate sword 32 and storage outstanding relative to steel pipe 11 is not needed specially to arrange.
Also the multi-effect identical with above-mentioned embodiment is played in the present embodiment.Although repeat to some extent with the explanation in above-mentioned embodiment, effect is summarized as follows again.
A diameter can be reduced because stake week collateral resistance is large, and more can reduce a diameter by the effect of joint, thus can Master Cost be saved.
Due to the amount of material can be reduced, thus carrying capacity of environment can be reduced.
Excavate sword 32 owing to can give prominence to or receive front end, thus can joint be only set when extracting steel pipe and the quantity that saves can be reduced.
Be left to underground owing to front end need not be excavated sword 32 and construct, thus front end excavate sword 32 need not as disposable and can reduce costs.
Due to by the stake week consolidation effect of side and joint and increase the shear strength of stake week side, thus large stake week collateral resistance can be obtained.
Can construct not by building site soil conditions impact there is stay-in-grade nodiform in situ concrete pile 20.
Because stake week collateral resistance is large, thus the place that the N value that can be supported on a front end ground is smaller, and the length of stake can be shortened.
Excavate sword 32 by arranging front end in the below of outlet opening 35, thus the ground encountering outlet opening 35 can be cushioned, the damage of outlet opening 35 can be alleviated.
Figure 10 A and Figure 10 B represents the motion example being equipped with the steel pipe excavating sword.Be equipped with in the steel pipe 10A excavating sword at this, front end is excavated sword 32 and is formed as, the excavation sword main body 32b that front shape is flute profile is set at the soffit of the discoideus cap 32a of the lower ending opening for closed steel pipe 11, is respectively arranged with a pair outstanding sword 32c at the two ends of this excavation sword main body 32b.
In addition, in the embodiment of Fig. 9, utilize Fig. 7 A, Fig. 7 B, being equipped with of Fig. 8 A and Fig. 8 B excavate the steel pipe 10 of sword when ground 15 runs through, make front end excavate sword 32 outstanding, but contrary to the above, front end also can be made when running through the steel pipe 10 being equipped with and excavating sword to ground 15 to excavate sword 32 and to be in receiving state.That is, when running through the steel pipe 10 being equipped with and excavating sword to ground 15, make by rotating along direction contrary to the above front end excavate sword 32 and be in outstanding sword 32c receiving state.Under this receiving state, till penetrating into a construction depth.Then, projected state is in by making front end excavate sword 32 along rotating with rightabout when running through (above-mentioned positive direction).There is the steel pipe 10 excavating sword by hoisting device while rotating in the direction, thus, form spiral helicine groove 16 at ground as on the outer peripheral face extracting the circular port of imprinting part of steel pipe 10.As mentioned above, while formation having the hole of spiral helicine groove 16 when promoting steel pipe 10, discharging mortar from the outlet opening 35 of lower end, thus the nodiform in situ concrete pile of spiral helicine joint can be there is.
In this case, due to only just spiral helicine groove 16 can be formed by a side when running through the steel pipe 10 having with hoisting device and excavate sword, also following problem can not be produced in these cases, namely on established spiral groove 16, again excavate sword 32 also can not cause destroying groove shape or repeating to form groove through front end, thus neat spiral helicine joint 22 (Fig. 1) can be formed.
Figure 11 A, Figure 11 B represent the motion example being equipped with the steel pipe excavating sword.Be equipped with in the steel pipe 10B excavating sword at this, front end is excavated sword 32 and is formed as, the soffit of the discoideus cap 32a of the lower ending opening for closed steel pipe 11 is provided with the excavation sword main body 32b and across that two front shape are flute profile, and the two ends of excavating sword main body 32b at are respectively arranged with a pair outstanding sword 32c.
In two examples of Figure 10 A and Figure 10 B, Figure 11 A and Figure 11 B, identical with the example in Fig. 8 B with Fig. 7 B, Fig. 8 A with Fig. 7 A for the situation arranging outlet opening 35 on cap 32a.
Steel pipe 10A, 10B of being equipped with excavation sword in this Figure 10 A and Figure 10 B or Figure 11 A and Figure 11 B also can construct nodiform in situ concrete pile, but, this example has following problem, namely, owing to making front end excavation sword 32 extract steel pipe 10A, 10B of being equipped with and excavating sword from the state that the periphery of steel pipe 11 is given prominence to, the spiral helicine groove be formed in when steel pipe runs through thus on ground can damage when extracting steel pipe 10A, the 10B being equipped with and excavating sword.
And, in each building method above-mentioned as the materials'use of nodiform in situ concrete pile 20 mortar M, but also can substitute mortar M and use green concrete or cement paste.
By as mentioned above, with reference to accompanying drawing, preferred embodiment is illustrated, but if those skilled in the art then easily can be contemplated to reference to this case manual can carry out numerous variations and amendment in affiliated scope.Thus, as above to change and amendment is interpreted as belonging in the scope of the present invention that limited by the right of apposition.
Description of reference numerals
10 are equipped with the steel pipe excavating sword
11 steel pipes
Sword is excavated in 12 front ends
12a cap
12b sword body
12ba external diameter end portion
12c bar (installation portion)
15 grounds
16 spiral helicine grooves
17 stake holes
20 nodiform in situ concrete piles
22 joints
Sword is excavated in 32 front ends
32b excavates sword main body
32c gives prominence to sword
34 brake components
M mortar
Claims (6)
1. a building method for nodiform in situ concrete pile, wherein, this building method comprises:
Be equipped with the preparation process of the steel pipe excavating sword, this be equipped with excavate sword steel pipe on removably or to inner circumferential side, front end can be installed relative to the outer peripheral face of steel pipe with receiving and excavate sword, the sword body that cutlery has a part of giving prominence to outer peripheral side relative to the outer peripheral face of described steel pipe in one end of described steel pipe is excavated in this front end;
Described front end excavation sword is equipped with the steel pipe excavating sword described in supporting as the described downside being equipped with the steel pipe excavating sword, and excavate sword in described front end from the state that the outer peripheral face of described steel pipe gives prominence to a described part, by described being equipped with is excavated the steel pipe of sword and to be rotated around the central axis of described steel pipe along predetermined direction and to press down, thus excavate sword digging downwards by described front end, and be equipped with described the process that the steel pipe excavating sword is inserted into ground form spiral helicine groove on the periphery soil of described steel pipe while;
The process of mortar, green concrete or cement paste is filled in described steel pipe;
Make described front end excavate sword to be separated from described steel pipe by promoting described steel pipe, or make described front end excavate sword relative to the outer radial inner circumferential side storage of described steel pipe to extract described steel pipe from ground by reversely rotating described steel pipe, thus to as the process flowing into mortar, green concrete or cement paste in described steel pipe in the stake holes of extracting the marking of described steel pipe and described spiral helicine groove.
2. the building method of nodiform in situ concrete pile according to claim 1, wherein, flowing in the process of mortar, green concrete or cement paste in described stake holes and spiral helicine groove, come mortar described in compacting, green concrete or cement paste to described steel pipe transmitting vibrations.
3. one kind is excavated the steel pipe of sword for constructing being equipped with of nodiform in situ concrete pile, wherein, this is equipped with the steel pipe excavating sword and comprises steel pipe and front end excavation sword, this front end is excavated sword and is arranged on one end of described steel pipe by installation portion and has the sword body of the outer peripheral face outstanding part to outer peripheral side relative to described steel pipe, acts on the resistance excavating sword in described front end described front end can be made to excavate sword depart from from described steel pipe at described installation portion by promoting described steel pipe from ground by ground.
4. the steel pipe being equipped with excavation sword according to claim 3, wherein, the cap that cutlery has the lower end for closing described steel pipe is excavated in described front end, this cap is fixed with described sword body, described installation portion is formed as projecting upwards and the bar that can releasably coordinate with the auxiliary section be arranged on described steel pipe from described cap.
5. for constructing the steel pipe being equipped with excavation sword of nodiform in situ concrete pile, wherein, this is equipped with the steel pipe excavating sword and comprises steel pipe and front end excavation sword, this front end is excavated sword and is arranged on one end of described steel pipe and has outstanding sword, this outstanding sword can change attitude between the state that outstanding a part of state and entirety are received to inner circumferential side relative to the outer peripheral face of described steel pipe to outer peripheral side of the outer peripheral face relative to described steel pipe, described front end is excavated sword and freely can be rotated along the circumferencial direction of described steel pipe, and stop described front end to excavate sword rotation facing one direction under the state of the outstanding part to outer peripheral side of the outer peripheral face relative to described steel pipe by brake component.
6. nodiform in situ concrete pile, wherein, this nodiform in situ concrete pile be formed as by mortar, concrete or cement paste make cylindric, and the periphery of this nodiform in situ concrete pile has clamp-on in ground spiral helicine raised.
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2012-188723 | 2012-08-29 | ||
| JP2012188723 | 2012-08-29 | ||
| PCT/JP2013/059269 WO2014034166A1 (en) | 2012-08-29 | 2013-03-28 | Method for constructing knotted cast-in-place concrete-based pile, and excavation blade-equipped steel pipe |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104603366A true CN104603366A (en) | 2015-05-06 |
| CN104603366B CN104603366B (en) | 2016-12-14 |
Family
ID=50182994
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201380045463.3A Expired - Fee Related CN104603366B (en) | 2012-08-29 | 2013-03-28 | The building method of nodiform in situ concrete pile and be equipped with the steel pipe excavating sword |
Country Status (4)
| Country | Link |
|---|---|
| JP (1) | JP5852038B2 (en) |
| CN (1) | CN104603366B (en) |
| MY (1) | MY171501A (en) |
| WO (1) | WO2014034166A1 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109469053A (en) * | 2018-10-24 | 2019-03-15 | 中国海洋大学 | Rotating steel tube stake and its application method suitable for coral island geology |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6517082B2 (en) * | 2014-05-19 | 2019-05-22 | 大和ハウス工業株式会社 | Pipes for piling construction of nodular cast-in-place concrete piles |
| JP5935193B2 (en) * | 2014-10-30 | 2016-06-15 | Ｏｇａｔａ住宅基盤株式会社 | Ground improvement method, excavation rod and ground improvement device used for ground improvement method |
| JP2016132909A (en) * | 2015-01-19 | 2016-07-25 | 千代田ソイルテック株式会社 | Construction device and construction method for on-site constructed pile |
| JP6507390B2 (en) * | 2015-03-03 | 2019-05-08 | 株式会社テノックス | Hydraulic solidifying material liquid displacement column construction device and hydraulic solidifying material liquid displacement column construction method |
| KR101775621B1 (en) * | 2015-11-20 | 2017-09-19 | 김종성 | Method for constructing breast wall of cip technical by using scratch structure |
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| JP2006057404A (en) * | 2004-08-23 | 2006-03-02 | Norihiro Watanabe | Front-end head and construction tool for foundation pile, and foundation pile |
| CN101413263A (en) * | 2008-09-27 | 2009-04-22 | 余安南 | Rotary enlarging reducing cone spiral tray concrete filling pile and pile-forming apparatus and construction method |
| CN102312427A (en) * | 2011-04-26 | 2012-01-11 | 王庆伟 | Half soil squeezing screw expansion pile forming method |
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| JPS6347416A (en) * | 1986-12-17 | 1988-02-29 | Yasuyuki Yoshida | Steel tubular pile and its embedding work |
| JP3372627B2 (en) * | 1993-12-27 | 2003-02-04 | 千代田工営株式会社 | Burying method of inverted conical multi-wing steel pipe pile |
| JP3404301B2 (en) * | 1998-11-09 | 2003-05-06 | 理研ダイヤモンド工業株式会社 | Anchor construction method and cutting bit |
| JP2001193376A (en) * | 2000-01-06 | 2001-07-17 | Okumura Corp | Pile pit widening method of cast-in-place concrete pile and its device |
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2013
- 2013-03-28 JP JP2013068225A patent/JP5852038B2/en active Active
- 2013-03-28 WO PCT/JP2013/059269 patent/WO2014034166A1/en active Application Filing
- 2013-03-28 MY MYPI2015000480A patent/MY171501A/en unknown
- 2013-03-28 CN CN201380045463.3A patent/CN104603366B/en not_active Expired - Fee Related
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| JPS6383316A (en) * | 1986-09-27 | 1988-04-14 | Toshio Enoki | Embeding method for pile |
| JPH0420613A (en) * | 1990-05-15 | 1992-01-24 | Maruzen Soil Kk | Method and device for constructing cast-in-place pile |
| JP2006057404A (en) * | 2004-08-23 | 2006-03-02 | Norihiro Watanabe | Front-end head and construction tool for foundation pile, and foundation pile |
| CN101413263A (en) * | 2008-09-27 | 2009-04-22 | 余安南 | Rotary enlarging reducing cone spiral tray concrete filling pile and pile-forming apparatus and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN109469053A (en) * | 2018-10-24 | 2019-03-15 | 中国海洋大学 | Rotating steel tube stake and its application method suitable for coral island geology |
| CN109469053B (en) * | 2018-10-24 | 2024-01-02 | 中国海洋大学 | Rotary steel pipe pile suitable for coral island geology and use method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2014062446A (en) | 2014-04-10 |
| WO2014034166A1 (en) | 2014-03-06 |
| MY171501A (en) | 2019-10-15 |
| CN104603366B (en) | 2016-12-14 |
| JP5852038B2 (en) | 2016-02-03 |
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