WO2012005197A1 - 鋼管杭及びその施工方法 - Google Patents

鋼管杭及びその施工方法 Download PDF

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Publication number
WO2012005197A1
WO2012005197A1 PCT/JP2011/065218 JP2011065218W WO2012005197A1 WO 2012005197 A1 WO2012005197 A1 WO 2012005197A1 JP 2011065218 W JP2011065218 W JP 2011065218W WO 2012005197 A1 WO2012005197 A1 WO 2012005197A1
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Prior art keywords
steel pipe
pipe pile
pile
protrusion
tip
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PCT/JP2011/065218
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English (en)
French (fr)
Japanese (ja)
Inventor
吉郎 石濱
高木　優任
平田　尚
延行 松井
Original Assignee
新日本製鐵株式会社
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Application filed by 新日本製鐵株式会社 filed Critical 新日本製鐵株式会社
Priority to JP2011542603A priority Critical patent/JP4988068B2/ja
Publication of WO2012005197A1 publication Critical patent/WO2012005197A1/ja

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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
    • E02D5/66—Mould-pipes or other moulds
    • E02D5/665—Mould-pipes or other moulds for making piles

Definitions

  • the present invention relates to a steel pipe pile used in the field of civil engineering and architecture, such as a harbor structure or a bridge foundation or a building foundation, and a construction method thereof.
  • This application claims priority based on Japanese Patent Application No. 2010-153290 filed in Japan on July 05, 2010, the contents of which are incorporated herein by reference.
  • the outer peripheral surface of the tip of the pile is a tapered outer peripheral surface, or the outer peripheral surface of the entire length of the pile is a tapered outer peripheral surface, and the tip of the pile
  • a reinforcing bar is spirally wound over the entire length of a constant diameter portion having a constant outer diameter from the taper portion (see, for example, Patent Document 1).
  • Such a friction pile is expected to have a frictional force on the outer peripheral surface of the pile.
  • a plurality of spiral wings are provided on the outer peripheral surface of the intermediate portion in the length direction of the pile at intervals in the pile axis direction, and the same pitch as the blade pitch (propulsion pitch) in the spiral wings is provided at the cone portion at the tip of the pile. It is also known that a steel strip is fixed to the cone portion spirally at the same propulsion pitch by welding or the like (see, for example, Patent Document 2).
  • the pushing force refers to the force applied to push the pile down in the penetration direction.
  • rotational force refers to the force applied in order to turn a pile.
  • a reaction force is required to secure the pushing force to rotationally press the pile, and it is necessary to install a counterweight or an anchor on the rotational press-fitting machine to ensure the reaction force. It becomes.
  • the rotary press-fitting construction machine is also increased in capacity and increased in size, so that the pile construction cost is further increased. Furthermore, in order to acquire the propulsive force of the pile, if a jig such as a spiral wing or blade for propulsion is attached to the pile, processing costs, mounting costs and material costs are incurred. Furthermore, in the construction of soft ground, Conversely, the construction speed is limited by the spacing between the spiral blades or blades, leading to a reduction in construction speed. Moreover, after penetrating an existing pile into a support layer, in order to acquire a higher support force, there exists a construction method which obstruct
  • reaction force is usually obtained by the weight of the weight or the construction machine itself at the time of pile press-fitting construction, and in order to increase the reaction force, many weights are required, which is uneconomical.
  • the force in the rotation direction can be obtained by applying the reaction force to another heavy machine with a rod-shaped jig or the like for obtaining the reaction force.
  • the tip tapered portion makes a high load on the tapered portion because the tip tapered portion comes into direct contact with the ground at the time of pile construction.
  • An object of this invention is to provide the steel pipe pile which can reduce the pushing force of a pile, and its construction method.
  • a steel pipe pile according to one aspect of the present invention is a steel pipe pile that is open and hollow at the front end in the excavation direction, and has a constant diameter portion having a constant outer diameter, and toward the front end.
  • a tip portion having an inner shape dimension and an outer shape dimension that gradually decrease; extending partially or entirely on the outer peripheral surface of the tip portion from the front end toward the rear end, and radially outward of the tip portion A protrusion protruding in the direction is provided.
  • the protrusion is inclined so that the rear end side of the protrusion is behind the constant diameter portion and the tip end in the rotation direction. It is preferable.
  • the protrusion is disposed to be inclined in the circumferential direction with respect to the central axis of the tip, and a surface perpendicular to the central axis and the protrusion The angle formed with the central axis in the extending direction is preferably 20 ° to 70 °.
  • the protrusion is positioned so that the protrusion is positioned on the inner side in the radial direction of the tip portion than the outer dimension of the constant diameter portion. The height is preferably defined.
  • the steel pipe pile according to (2) above it is preferable that a plurality of excavation bits are provided at intervals in the circumferential direction of the front end. (7) In the steel pipe pile according to (6), it is preferable that the lower end of the protrusion is located immediately above the upper surface of the excavation bit. (8) In the steel pipe pile according to (6), it is preferable that the excavation bit is disposed on the inner side in the radial direction of the tip portion than the outer dimension of the constant diameter portion. (9) In the steel pipe pile described in (1) above, the ratio of the height dimension in the length direction of the tip portion to the outer dimension of the constant diameter portion is preferably 0.3 to 5.5.
  • a ratio of an outer diameter dimension of the front end to an outer diameter dimension of the constant diameter portion is preferably 0.60 to 0.95.
  • the tip portion is provided with a pointed portion protruding from the front end and sharpened in the excavation direction.
  • steel pipe piles include a closed-end pile whose front end is closed and an open-end pile whose front end is open, and the present invention belongs to an open-end pile whose front end is open.
  • the steel pile pile is supported by the friction pile that is expected to provide the support force by mainly exerting the frictional force on the peripheral surface without being driven into the support layer, and the support force at the tip portion is driven mainly by being driven into the support layer.
  • There is a support pile that expects a force and the present invention belongs to a support pile that expects a support force by driving a steel pipe pile into a support layer to exhibit a support force at the tip.
  • the pile is installed in the ground by the projection with a simple configuration in which the projection is simply provided at the tapered tip portion where the inner and outer dimensions are gradually reduced.
  • wear and deformation of the tip can be suppressed.
  • the construction machine can be downsized and the steel pipe pile can be made at a low construction cost.
  • tip part is a taper shape, this steel pipe pile can reduce the resistance by the friction of an internal peripheral surface, and can aim at the improvement of workability.
  • the tapered tip increases the projected area of the bottom surface of the pile and resists the ground, so a high supporting force can be easily obtained.
  • a high compression load can be borne at the tapered tip (bottom projected area).
  • the steel pipe pile (the steel pipe pile having only the constant-diameter portion) having a higher supporting force can be exhibited. Usually, it is necessary to block the front end of the pile in order to exert a supporting force at the front end of the pile, such as a driven pile.
  • a plurality of the protrusions are provided at intervals in the circumferential direction of the tip end portion, so that the taper tip end portion is formed by the protrusion provided at intervals. Effects such as further suppression of wear and deformation can be obtained.
  • the protrusion since the protrusion is inclined such that the rear end side of the protrusion is behind the constant diameter portion and the distal end in the rotation direction, the excavated tapered shape
  • the drilling soil (shear) that flows upward on the outer peripheral surface side of the tip, or the soil that is sheared and destroyed by the protrusions can be smoothly guided and flowed along the direction in which the protrusions are inclined. It is done.
  • the angle formed by the surface perpendicular to the central axis of the tip and the central axis in the extending direction of the protrusion is 20 ° to 70 °. It is possible to obtain an effect such as being able to exert an appropriate shear breaking action or guiding action of the soil.
  • the steel pipe pile described in the above (5) since the height of the protrusion is defined so that the protrusion is positioned on the inner side in the radial direction of the distal end portion than the outer dimension of the constant diameter portion, This reduces the range of soil disturbance. Therefore, effects such as reduction in friction on the outer peripheral surface can be obtained.
  • the excavation bit since the lower end of the protrusion is located immediately above the upper surface of the excavation bit, the excavation bit was excavated along the outer peripheral surface side of the tapered tip portion. The effect of being able to reliably guide the soil (sliding) by the protrusions is obtained.
  • the excavation bit is arranged on the inner side in the radial direction of the tip part rather than the outer dimension of the constant diameter part. Since the planar outer diameter of the steel pipe pile to be reduced is reduced, the size can be reduced. Furthermore, since the excavation outer diameter is reduced, the excavation amount is small, and the effect of improving workability can be obtained.
  • the ratio of the height dimension in the length direction of the tip portion to the outer dimension of the constant diameter portion is 0.3 to 5.5.
  • resistance due to friction on the inner peripheral surface of the steel pipe piles can be reduced and workability can be improved.
  • the support layer an effect that a high support force can be exhibited with a small amount of penetration is obtained.
  • the ratio of the outer diameter dimension of the front end to the outer diameter dimension of the constant diameter portion is in the range of 0.60 to 0.95.
  • the counterweight in the rotary press fitting machine can be reduced.
  • the effect that it can be set as the steel pipe pile which can aim at the increase in supporting force, aiming at reduction of the penetration amount in a support layer is acquired.
  • the steel pipe pile described in the above (11) since the tip portion is provided with the pointed portion protruding from the front end and sharpened in the excavation direction, the steel pipe pile that can be efficiently constructed while excavating the ground and The effect which can be done is acquired.
  • the steel pipe pile having the tapered tip of the above (1) is press-fitted into the ground by a rotary press-fitting method that applies a rotational force and an indentation force to the steel pipe pile.
  • construction costs can be reduced.
  • a steel pipe pile can be constructed more efficiently by using a steel pipe pile having a drill bit.
  • the steel pipe pile having the tapered tip of the above (1) is rotationally press-fitted into the ground including the hard ground.
  • it can be constructed at low cost.
  • an effect such as being able to construct a foundation pile having a high support force can be obtained even if the amount of penetration into the support layer is small compared to a straight pile. .
  • FIG. 2 is a cross-sectional view taken along the line aa in FIG. 1B. It is a bb arrow line view of FIG. 1B. It is a perspective view which shows the steel pipe pile which has protrusion in the front-end
  • FIG. 3C is a cross-sectional view taken along the line cc in FIG. 3B.
  • FIG. 3D is a dd arrow view of FIG. 3B.
  • FIG. 6B is a cross-sectional view taken along the line ee of FIG. 6B.
  • FIG. 6F is a view on arrow ff in FIG. 6B.
  • It is a side view which shows the shape and attachment range of the protrusion provided in the steel pipe pile of 7th Embodiment of this invention.
  • It is sectional drawing which shows the shape and attachment range of the protrusion provided in the steel pipe pile of 7th Embodiment of this invention.
  • It is a front view which shows the state which is carrying out the rotation press-fit of the steel pipe pile to the ground with the rotation press-fitting construction machine.
  • FIG. 22B is a longitudinal front view of FIG. 22A. It is sectional drawing in the gg arrow of FIG. 22B.
  • FIG. 1A to 1D show a steel pipe pile (hereinafter, also referred to as a steel pipe pile 1A with a tip tapered protrusion) 1 according to a first embodiment of the present invention.
  • the steel pipe pile 1 ⁇ / b> A is open at the front end (front end) 4 a in the excavation direction A ⁇ b> 1 and is hollow, and includes a constant diameter portion 9 and a tapered portion (tip end portion) 4.
  • the constant diameter portion 9 has a constant outer diameter.
  • the tapered portion 4 is tapered, and the tapered portion 4 is provided with a protrusion 16a.
  • the inner peripheral surface 3 of the taper portion 4 has a tapered shape in which the inner dimension gradually decreases in the length direction toward the tip 4a.
  • the outer peripheral surface 2 of the taper part 4 is a taper shape from which an external dimension gradually reduces in the length direction toward the front-end
  • a plurality of excavation bits 6 are provided at the front end 4a of the taper portion 4 at equal angular intervals in the circumferential direction. When a plurality of even-numbered excavation bits 6 are provided, they are arranged symmetrically with respect to the plane including the central axis C of the steel pipe pile 1A, and when a plurality of odd-numbered excavation bits 6 are provided, they are provided at equiangular intervals.
  • the excavation bit 6 is fixed to the tip 4a of the steel pipe pile 1A through a holder part (not shown) as appropriate.
  • the excavation bit 6 at the tip of the steel pipe pile 1A with the tip tapered protrusion it is possible to penetrate the steel pipe pile 1A while excavating the ground in the rotary press-fitting method even if the ground is hard. it can.
  • the steel pipe pile 1 ⁇ / b> A can be penetrated into the support layer 8 made of the hard ground 15 while rotating and excavating in the arrow X direction and the arrow Y direction.
  • a rotary press-fitting construction machine 7 as shown in FIG. 9 or a pile construction machine equipped with a leader for pile driving is used.
  • a form in which the excavation bit 6 is provided at the front end 4a of the tapered portion 4 is preferable, but a form in which the excavation bit 6 is not provided may be employed.
  • the excavation bit 6 is provided at the tip 4 a of the taper portion 4, and the excavation bit 6 at the tip 4 a of the steel pipe pile 1 A has a radius of the taper portion 4 rather than the outer dimension D 1 of the constant diameter portion 9. Arranged inside the direction.
  • the plane of the steel pipe pile 1A with the excavation bit is compared with the case where the excavation bit 6 is provided in the tapered portion 4 of the straight steel pipe pile (steel pipe pile having only a constant diameter portion) 10 as shown in FIGS. 22A to 22C.
  • the outer diameter can be reduced.
  • a protrusion 16 a is provided on the outer peripheral surface 2 of the tapered portion 4. As shown in FIGS. 1A and 1B, the protrusion 16 a extends partly or entirely from the front end 4 a toward the rear end 9 a and protrudes outward in the radial direction of the tapered portion 4.
  • the protrusion 16 a of this embodiment is provided on a part of the outer peripheral surface 2 of the tapered portion 4.
  • a plurality of protrusions 16 a are provided at intervals in the circumferential direction of the outer peripheral surface 2 of the tapered portion 4.
  • the protrusion 16a is inclined such that the upper portion in the direction of the central axis C of the steel pipe pile 1A is rearward in the pile rotation direction when rotating and penetrating.
  • the protrusion 16a is inclined so that the rear end 9a side of the protrusion 16a is behind the constant diameter portion 9 and the tapered portion 4 in the rotation direction.
  • the upper portion of the protrusion 16a in the central axis C direction is inclined so as to be rearward in the rotational direction of the steel pipe pile 1A with respect to the lower side, so that the excavation bit is indicated by an arrow B1 in FIG. 1A. It is possible to guide excavated soil (shear) flowing upward on the outer peripheral surface 2 side excavated by 6 or earth and sand sheared and destroyed by the projection 16a in a direction in which the projection is inclined.
  • the protrusion 16 a is arranged to be inclined in the circumferential direction with respect to the central axis C of the tapered portion 4.
  • the central axis C2 of the protrusion 16a is inclined with respect to the front surface 4a of the tapered portion 4 at an angle ⁇ . That is, the angle formed by the central axis C2 of the protrusion 16a and the front surface 4a may be 90 °, but in the present embodiment, the angle ⁇ is less than 90 °. Details of the angle ⁇ will be described later.
  • the tapered portion 4 By providing the tapered portion 4 at the tip 4a of the steel pipe pile 1A, an effect of greatly reducing the ground resistance due to the blockage in the steel pipe pile 1A can be expected. However, since the tapered portion 4 receives a large resistance, Wear and deformation occur. Therefore, in the present embodiment, a plurality of protrusions 16a are provided on the outer peripheral portion 2 of the tapered portion 4, which is the portion that receives the most resistance when the steel pipe pile 1A is penetrated.
  • a form for providing the protrusion 16a a form in which the protrusion 16a is fixed to the outer peripheral surface 2 of the taper portion 4 by welding a rod-shaped steel material such as a reinforcing bar or flat steel is also possible. 2 may be subjected to overlay welding to form protrusions, and when the tapered portion 4 is formed, a protrusion by rolling may be provided.
  • a protrusion by rolling for example, a fan-shaped steel sheet with a single-sided protrusion is arranged so that the protruding part is outside the pile and is inclined in the central axis direction of the pile, and is bent into a truncated cone shape. The end is closed by welding to form a truncated cone.
  • a steel pipe pile 1A having a tapered portion 4 is obtained.
  • the steel pipe pile 1A having the tapered portion 4 of the present embodiment can be obtained.
  • the protrusion 16a is linear from the front end 4a to the rear end 9a of the steel pipe pile 1A, and the protrusion 16a is also linear in the circumferential direction. May be.
  • the width dimension in the central axis C direction of the steel pipe pile 1A is constant as the width dimension of the protrusion 16a in the pile circumferential direction, but the upper side (rear end 9a side) of the protrusion 16a is narrowed. It may be provided as follows.
  • the width dimension of the protrusion 16a in the circumferential direction of the steel pipe pile 1A is such that when the soil is guided along the protrusion 16a to the upper portion of the outer peripheral surface 2 of the tapered portion 4, the upper end from the upper end of the protrusion 16a. At the moment of separation, the width dimension portion in the pile circumferential direction of the protrusion 16a becomes a space. Thereby, earth and sand etc. can be poured smoothly.
  • a lower end portion of the protrusion 16a may be provided so as to be connected to an upper attachment portion of the excavation bit 6.
  • the soil can be efficiently guided and flowed along the outer peripheral surface 2 of the taper part 4 by the excavation bit 6 and the protrusion 16a connected to this.
  • the protrusion 16b may be provided in a state of being spaced apart from the excavation bit 6 in the circumferential direction of the steel pipe pile 1B.
  • the protrusion extends from the excavation bit 6 to the rear side of the rotation direction of the steel pipe pile 1 (forward rotation direction) in the range of about the width dimension of the excavation bit 6 in the circumferential direction of the pile. It is provided at a position separated in the rear or pile axis direction. Even in this case, similarly to the first embodiment, as indicated by an arrow B1 in FIG.
  • the earth and sand to be sheared can be guided in the direction in which the protrusions are inclined.
  • the excavated soil and earth and sand can be smoothly flowed backward in the excavation direction A1.
  • the protrusions 16a and 16b have been described as being configured to be continuous in at least one of the central axis C direction and the circumferential direction of the steel pipe pile 1C, but as shown in FIGS. 3A to 3D.
  • the protrusions 16c may be intermittently disposed. That is, as shown in FIGS. 3A and 3B, the two protrusions 16c may be arranged at an interval in the excavation direction A1. As described above, when a plurality of protrusions 16c are provided intermittently in the excavation direction A1, three or more protrusions 16c may be intermittently arranged in series at intervals.
  • the protrusions 16a to 16c are inclined with respect to the central axis C.
  • the protrusions 16a to 16c may not be inclined.
  • the protrusion 16d extends along the central axis C of the steel pipe pile 1D.
  • the lower end 16e of the protrusion 16d is positioned immediately above the upper surface 6a of the excavation bit 6, as shown in FIG. 4B.
  • the soil is guided by the protrusion 16d so as to flow along the outer peripheral surface 2 of the tapered tip end portion 4 in the direction of the central axis C of the steel pipe pile 1D.
  • the projection 16d having such a shape may be used, in the case of considering that the steel pipe pile 1D is to be rotated, the steel pipe piles 1A to 1C in the positive rotation direction are provided like the projections 16a to 16c described in the above embodiments.
  • the protrusions 16a to 16c are inclined rearward, the soil flow along the outer peripheral surface 2 of the tapered portion 4 becomes smooth.
  • the excavation bit 6 and the projection 16d are connected, the soil excavated by the excavation bit 6 and the soil (shear) sheared by the projection 16d are efficiently flowed upward along the tapered portion 4. Can do.
  • the taper part 4 of the steel pipe pile 1E is provided with a pointed part 5 protruding from the tip 4a and sharpened in the excavation direction A1.
  • a concave portion 5 a is provided at the tip 4 a of the tapered portion 4.
  • the recess 5a is not necessarily formed.
  • the protrusion 16e extends from the front end 4a toward the rear end 9a over the entire outer peripheral surface 2 of the tapered portion 4.
  • the tip 4a of the tapered portion 4 between the excavation bits 6 shown in FIG. 1A may be provided with a sharp portion 5b sharpened in the excavation direction A1.
  • the tip of the sharp portion 5b is flat.
  • the tip may be sharpened similarly to the fifth embodiment, and the tip of the sharpened portion 5 of the fifth embodiment may be flattened.
  • FIG. 7A and FIG. 7B are explanatory views showing the shape and attachment range of protrusions provided on the steel pipe pile 1G.
  • the length of the protrusion 16g in the direction from the front end 4a to the rear end 9a may be provided over substantially the entire outer peripheral surface 2 of the tapered portion 4.
  • the height of the protrusion 16g may be set in order to suppress the reduction in the peripheral friction of the steel pipe pile 1G as much as possible. For example, as shown in FIG.
  • the height H2 of the protrusion 16g is defined so that the protrusion 16g is located on the inner side in the radial direction of the tapered portion 4 with respect to the outer dimension of the constant diameter portion 9.
  • the height of the protrusion 16g and the extension of the protrusion 16g are such that the protrusion 16g is located on the inner side in the radial direction of the steel pipe pile 1G with respect to the outer shape extension line 18 of the constant diameter portion 9 extending toward the tapered portion 4 side.
  • the position of the upper end portion of the center axis C2 in the current direction is restricted.
  • the protrusion 16g is provided, the range which disturbs soil with the protrusion 16g decreases, and the reduction of the peripheral surface friction of the steel pipe pile 1G can be suppressed.
  • the length of the protrusion 16g in the extending direction may be shorter than that in the above-described embodiment in a range that is inside the outer shape extension line 18 of the constant diameter portion 9.
  • the inclination angle of the protrusion 16g will be described with reference to FIGS. 7A and 7B.
  • the inclination angle ⁇ ) at which the central axis C2 of 16 g intersects is in the range of 20 ° to 90 °, preferably 20 ° to 70 °, and more preferably 30 ° to 50 in accordance with the internal friction angle ⁇ of the normal ground.
  • the soil can be efficiently sheared and broken by the shortest protrusion 16g when the steel pipe pile rotates.
  • the guide action of the soil accompanying the forward rotation of the steel pipe pile is small, the action of efficiently flowing the excavated soil (shear) from the tapered portion 4 to the upper side is reduced.
  • the inclination angle ⁇ of the protrusion 16g is less than 20 °, the length range in which the protrusion 16g is provided in the circumferential direction of the steel pipe pile becomes longer, which is not economical, and the shear fracture efficiency of the soil decreases.
  • the lower limit of the inclination angle ⁇ of the protrusion 16g is set to 20 °. Further, when the inclination angle ⁇ of the protrusion 16g is about 20 ° to 70 °, the burden per unit length of the protrusion when shearing the soil is significantly reduced as compared with the case of 90 °. Furthermore, the guide action of the excavated soil can be reliably exhibited. Moreover, when the inclination angle ⁇ of the protrusion 16g exceeds 90 °, the shear broken by the protrusion 16g is pushed downward with respect to the construction in the forward rotation direction of the steel pipe pile. In addition, the shear fracture efficiency due to the protrusions 16g is also reduced. Thus, as described above, the best range is set to a range of 30 ° to 50 ° in consideration of the internal friction angle ⁇ of the soil. The range of the inclination angle ⁇ is the same in the above embodiments.
  • the height dimension of the protrusion 16g will be described with reference to FIG. 7B.
  • the outer diameter of the steel pipe pile is about 400 mm to 2500 mm. Therefore, the height dimension H2 of the protrusion 16g in the pile radial direction is about 12 mm at the maximum in the steel pipe pile with the outer diameter of 400 mm, and the steel pipe pile with the outer diameter of 2500 mm. Then, it is about 15 mm to 75 mm.
  • the height dimension H2 of this protrusion is the same in the above embodiments.
  • the protrusion interval between the protrusions 16g adjacent in the circumferential direction of the steel pipe pile is not particularly specified.
  • the protrusion interval between the protrusions 6g adjacent in the peripheral direction of the steel pipe pile is provided at the same angular interval.
  • it may be provided in the same phase as the excavation bit 6 or may be provided in the vicinity of the excavation bit 6 at the same equiangular interval or at different arrangement intervals.
  • the position of the lower end portion of the protrusion 16g may be provided so as to be connected to the upper end portion of the excavation bit 6.
  • the form of the taper part of the steel pipe pile used for the test is a steel pipe pile 1G having a protrusion 16g on the taper part 4 of the seventh embodiment shown in FIGS. 7A and 7B, and a taper part shown in FIGS. 8A and 8B as a comparative example.
  • a test was conducted on a steel pipe pile 17 having a shape in which no protrusions were provided in FIG.
  • the steel pipe piles 1G and 17 of both test bodies used for the test are provided with four excavation bits 6 at equal angular intervals in the taper portion 4.
  • the outer diameter dimension D1 of the constant diameter portion 9 having a constant outer diameter in each of the steel pipe piles 1G and 17 is 1000 mm.
  • the steel pipe pile 1G of this embodiment which provided the 1986
  • the protrusion 16g was fixed to the taper portion 4 by welding from the position immediately above the excavation bit 6 to the upper end of the taper portion 4 so as to be connected to the excavation bit 6 to be a steel pipe pile 1G.
  • the ground is soft rock (mudstone) having a uniaxial compressive strength of 5 N / mm 2 , and is rotationally press-fitted from this ground to a depth that is three times the outer diameter D1 of each steel pipe pile 1G, 17.
  • the construction load per unit area of the pile head pressure input: kN / m 2
  • the amount (penetration ratio) was measured, and the relationship between these construction loads and the penetration amount (penetration ratio) was shown in a graph in FIG. As shown in FIG.
  • the pressure input is a maximum of 645 kN / m 2 , whereas the embodiment having the protrusion 16g in the tapered portion 4 is shown.
  • the maximum pressure input was 363 kN / m 2 . That is, it can be seen that a construction load of about 30% or more can be reduced.
  • a construction load can be reduced, since a construction load can be reduced, a counterweight can be decreased.
  • the construction load can be reduced by about 30% or more, the capacity of the construction machine can be reduced. With existing construction machines, for example, construction can be performed using a small construction machine one rank below. Cost can be significantly reduced.
  • the graph of the result of having measured about the average abrasion amount (%) of the center axis C direction of the steel pipe pile 1G and 17 in the outer peripheral surface of the taper part 4 is shown in FIG. .
  • the measurement position of the wear amount is shown in the lower diagram of FIG. 11 as a result of measurement at three locations A, B, and C indicated by arrows in the upper diagram of FIG. From FIG.
  • tip At the upper end of the portion 4 (the position of 0.5D1 in the graph) and the center thereof (the position of 0.25D1), the average wear amount is significantly reduced to half or less.
  • the average wear amount (%) is a value (ratio) when the original plate thickness of the tapered portion 4 is 1.
  • the average wear amount (%) is a value obtained by averaging the wear amounts of a plurality of specimens.
  • F is a graph showing the result of measurement at the position indicated by F.
  • the measurement point of the tapered portion 4 having the protrusion 16g of the present invention was measured along the protrusion 16g.
  • deformation to is displayed as-(minus) deformation.
  • the taper portion 4 is deformed by being dented toward the central axis C on the distal end side in the axial direction, and the proximal end side in the axial direction (large diameter On the side), it begins to swell.
  • the tapered portion 4 has a minute bulge in the pile axial direction, whereas the deformation form of the tapered portion 4 is reversed in the axial direction (swells after being dented). It turns out that it is only. From the graphs of FIG. 11 and FIG.
  • the taper portion 4 has a taper portion 4 that is not provided with the protrusions 16g. It can be seen that the amount of wear and the amount of deformation are greatly improved.
  • the protrusion 16g is provided on the taper portion 4, the plate thickness of the portion provided with the protrusion 16g is naturally increased, the rigidity is increased, and the rigidity of the entire taper portion 4 is improved.
  • the following effects (1) to (4) can be expected.
  • the ground (soil) in the vicinity of the outer peripheral surface 2 of the tapered portion 4 can be efficiently and actively destroyed (sheared) by the protrusions 16g to facilitate the rotary insertion of the pile. it can.
  • the wear and deformation of the taper portion 4 which is an important member for exerting the pile bearing capacity performance by the protrusion 16g portion taking on the wear and deformation caused by the resistance of the ground at the taper portion 4 originally. It can suppress, and the soundness (safety) of a pile body can be improved significantly.
  • the protrusion 16g By providing the projection 16g by connecting to the top surface of the excavation bit 6, the earth and sand excavated by the excavation bit 6 flows upward along the projection 16g, so that the resistance of the pile construction is reduced.
  • the protrusion 16g is provided with an attachment angle ⁇ so as to intersect the axis in the direction of the central axis C of the steel pipe pile 1G, so that when the pile is rotated, the protrusion 16g is sheared by the protrusion 16g. An effect of causing the broken soil to flow upward by the protrusions 16g can be exhibited. Furthermore, the ground resistance when constructing the pile can be reduced. In this test, the steel pipe pile 1G of the seventh embodiment has been described, but the same effect can be obtained even if the steel pipe piles 1A to 1F of other embodiments are used.
  • the hard ground means a rock
  • the rock is divided into a soft rock base (uniaxial compressive strength to less than 20 MPa) and a hard rock base (uniaxial compressive strength: 20 MPa or more).
  • the steel pipe piles 1A to 1G with tapered protrusions can be applied to any rock in the form of having the excavation bit 6.
  • the outer side and the inner side are as shown in FIG. It may be linear, and although not shown, it may be curved.
  • the protrusions 16a to 16e and 16g are provided, they are directly installed on the outer peripheral surface 2 of the tapered portion 4.
  • FIGS. 13A and 13B are views in which the protrusions a to 16e and 16g are omitted.
  • FIGS. 13A and 13B are views in which the protrusions a to 16e and 16g are omitted.
  • the taper part 4 By providing the taper part 4 at the tip of the pile, the resistance of the soil acting on the inner peripheral surface 3 of the taper part 4 increases, but by adopting a method of rotary press-fitting construction, the friction on the pile peripheral surface is increased. It also takes advantage of the fact that it can be suppressed. Further, by providing the projections 16a to 16e, 16g, the soil acting on the inner peripheral surface 3 of the tapered portion 4 can be promoted to move upward from the inner peripheral surface 3, thereby reducing the resistance of the soil.
  • the diameter reduction ratio which is the ratio between the outer diameter D2 of the tip 4a of the tapered portion 4 and the outer diameter D1 of the constant diameter portion where the outer diameter of the steel pipe pile is constant, is small, and the pile longitudinal direction (axial direction) of the tapered portion 4 If the ratio (H1 / D1) between the length H1 of the taper and the outer diameter dimension D1 of the constant diameter portion having a constant outer diameter becomes too small (in other words, the taper angle ⁇ (°) of the tapered portion 4 becomes too large). And), the resistance due to the surface pressure acting on the tapered portion 4 is increased during the rotary press-fitting. As a result, construction failure may occur.
  • the length H1 of the tapered portion 4 in the pile length direction (same as the direction of the central axis C of the steel pipe pile), the outer diameter D2 at the tip of the tapered portion 4, and the constant diameter is constant.
  • tan ⁇ (D1 ⁇ D2) / 2H1 between the outer diameter D1 of the portion and the taper angle ⁇ .
  • the taper portion 4 has a pile penetration direction and a taper angle ⁇ in addition to the movement in which the rotation direction and the penetration direction vertical are combined with the ground. As a result, the effect of spreading the ground sideways while simultaneously applying the shearing force and the compressive force to the ground is exhibited. Therefore, the ground can be disturbed efficiently, and the resistance during construction of the tapered portion 4 is reduced.
  • Providing the tapered portion 4 increases the projected area of the bottom surface of the pile, so that when the taper portion 4 penetrates into the support layer, a reliable support force can be obtained by the tapered portion 4.
  • a reliable supporting force can be exhibited even if the blockage in the pipe is insufficient. Since a high compressive load can be borne in the area of the projected area of the bottom surface of the tapered portion 4, the steel pipe piles 1A to 1G should have a higher bearing capacity than when a normal straight open-ended pile is inserted by rotary press-fitting. Can do.
  • the steel pipe piles 1A to 1G surely exhibit a high supporting force. Therefore, a higher supporting force can be expected than when a straight steel pipe pile with a closed end 4a is inserted by rotary press-fitting.
  • the steel pipe piles 1A to 1G are installed by rotary press-fitting, the steel pipe piles 1A to 1G are repeatedly moved up and down alternately in the ground during the construction, so that the soil in the pipe is moved below the pipe during the upward movement. It falls and the soil that falls when moving down is pushed out of the pipe. As a result, as shown in FIGS.
  • the height of the soil in the pipe can be lowered, and the contact surface between the inner peripheral surface 12 of the constant diameter portion 9 and the pipe inner soil 14 can be reduced.
  • the friction between the inner peripheral surface 12 and the pipe soil 14 is reduced, the construction load can be further reduced.
  • the ratio (H1 / D1) between the length H1 of the tapered portion 4 in the pile longitudinal direction and the outer diameter D1 of the constant diameter portion 9 having a constant outer diameter is set to 0.3 to 5.5.
  • H1 / D1 is set to 0.3 to 5.5.
  • the diameter reduction ratio (D2 / D1) which is the ratio (D2 / D1) between the outer diameter dimension D2 of the tip of the tapered portion and the outer diameter dimension D1 of the constant diameter portion 9 having a constant outer diameter of the steel pipe pile, is 0.
  • the outer diameter dimension D2 is set smaller than the outer diameter dimension D1 so as to be in the range of .60 to 0.95.
  • the ratio (H1 / D1) with the outer diameter D1 of the portion 9 and the necessary pushing force ratio (the ratio between the necessary pushing force of the steel pipe pile 1A having the tapered portion 4 and the necessary pushing force of the straight steel pipe pile 10) It is the graph which investigated this relationship by experiment.
  • the steel pipe pile 1A used in the experiment has an outer diameter dimension (D1) of the constant diameter portion 9 of 100 mm, a thickness (t) of the steel pipe portion of 4.2 mm, and an outer diameter dimension of the tip 4a of the tapered portion 4 ( D2) is 90 mm. Further, the outer diameter dimension (D1) of the straight steel pipe pile 10 having a constant outer diameter dimension (D1) over the entire length and the thickness (t) of the steel pipe portion are the same as those of the steel pipe pile 1A.
  • the necessary pushing force ratio is 0.9 or less, and the steel pipe pile 1A is at least 10% of the straight steel pipe pile 10 shown in FIG. 22A. It can be seen that the necessary pushing force can be reduced. In addition, when H1 / D1 is 0.40 to 1.35, the required pushing force ratio is 0.6 or less, and in steel pipe pile 1A, the necessary pushing force is reduced by 40% compared to straight steel pipe pile 10. You can see that you can.
  • FIG. 20 shows a curve obtained by plotting experimental values.
  • This figure shows a reduction ratio (D2) which is a ratio of the outer diameter D2 of the tip 4a and the outer diameter D1 of the constant diameter portion 9. / D1) is a graph in which the required indentation force ratio is examined and compared for steel pipe piles 1A with various diameter reduction ratios on the horizontal axis.
  • the necessary pushing force ratio is 0.90, and when the diameter reduction ratio (D2 / D1) is 0.75, the necessary pushing force is obtained.
  • the necessary pushing force ratio is 0.60, and when the diameter reduction ratio (D2 / D1) is 0.95, It can be seen that the necessary pushing force ratio is 0.90. From these downwardly convex graphs shown in FIG. 19 and FIG. 20, the necessary pushing force ratio is reduced to 0.90 or less when the diameter reduction ratio (D2 / D1) is in the range of 0.60 to 0.95.
  • the pushing force can be reduced by at least 10%.
  • the diameter reduction ratio (D2 / D1) when the diameter reduction ratio (D2 / D1) is in the range of 0.75 to 0.92, the required pushing force ratio becomes 0.60 or less, and the necessary pushing force can be reduced by 40%. Accordingly, it is preferable that H1 / D1 is set to 0.3 to 5.5, and the diameter reduction ratio (D2 / D1) is set to 0.60 to 0.95, and more preferably, H1 / D1 is set to 0.3 to 5. And the diameter reduction ratio (D2 / D1) is preferably in the range of 0.75 to 0.92.
  • the counterweight can be greatly reduced.
  • the required push-in force can be reduced by 10% to 8.6 t (tons).
  • the counter weight can be reduced by 13%.
  • H1 / D1 is 0.40 to 1.35
  • the necessary pushing force ratio can be reduced to 0.6 or less, and the counterweight can be further reduced.
  • FIGS. 21A and 21B A resistance reduction mechanism when the steel pipe pile 1A is rotationally press-fitted into the ground will be described with reference to FIGS. 21A and 21B.
  • FIG. 21B the figure which abbreviate
  • a and a ′ are resistances at the tip closing part
  • b is resistance at the tip outer peripheral surface
  • b ′ is resistance by the taper part 4
  • c and c ′ Is a resistance due to friction of the outer peripheral surface 2 of the tapered portion 4, and ⁇ is a resistance due to the soil in the pipe.
  • the tapered portion 4 of the steel pipe pile 1A of the present invention has the above-described action, and further, the tapered portion 4 is provided with the protrusion 16a, so that the resistance due to the contact between the tapered portion 4 and the ground contacts the tapered portion 4.
  • the soil can be actively sheared and reduced.
  • the crushing can be efficiently performed by adjusting the inclination angle ⁇ of the protrusion 16a to 30 ° to 50 ° to the internal friction angle ⁇ of the normal ground.
  • the sharp portion 5 sharpened toward the excavation direction A1 may be the sharp portion 5 sharpened toward the excavation direction A1.
  • a portion sharpened in the circumferential direction of the pile may be provided.
  • the tip 4a of the tapered portion 4 is provided with a sharp portion 5 sharpened in the excavation direction A1, even if the ground is hard, the excavation bit 6 and the sharp portion 5 or
  • the sharpened portion 5 also serving as the excavating bit 6 of the tapered portion 4 allows the steel pipe pile to penetrate into the ground while destroying or excavating the tip portion ground at the time of pile driving construction.
  • the rotary press-in method for applying rotational force and indentation force to the steel pipe pile is applied to the ground as in the prior art. Just press fit.
  • the rotary press-fitting construction machine 7 as shown in FIG. 9 grips the peripheral side surface of the steel pipe pile 17 or the like with the tip tapered portion, and the rotary press-fitting construction is performed, the outer diameter dimension of the conventional steel pipe pile 10, that is, the steel pipe pile.
  • the steel pipe piles 1A to 1G of the present invention Compared with the case of constructing a straight steel pipe pile 10 having the same thickness D1 and its thickness t, the steel pipe piles 1A to 1G of the present invention have a penetration amount per pushing force shown in FIG. 17 and a tip load degree shown in FIG. It can be seen that it is excellent in terms of (kN / m 2 ).
  • FIG. 17 shows a pressing force per closed cross-sectional area of the pile, which is a construction load at the time of construction using a pile having an outer diameter D1 and an outer diameter D2 at the tip of the tapered portion 4 as shown in FIG.
  • the relationship of (kN / m 2 ) ⁇ penetration / pile diameter (H2 / D1) is shown. It can be seen that the penetration amount of the steel pipe piles 1A to 1G of the present invention is larger than that of a straight steel pipe pile (shown as a straight pile in FIG. 17) as shown in FIG. 22A. Further, FIG.
  • FIG. 18 shows a tip load degree (kN / m 2 ) when a static load is applied after rotating and press-fitting a steel pipe in a hard ground for a length three times the outer diameter D1. -The tip settlement / pile diameter (D1) relationship is shown.
  • the steel pipe piles 1A to 1G according to the present invention have a larger load on the tip and a higher supporting force than the straight pile.
  • the steel pipe piles 1A to 1G When constructing the steel pipe piles 1A to 1G of the present invention or the steel pipe pile 17 not provided with the protrusions, the steel pipe piles 1A to 1G may be inserted into the support layer under the soft ground or may be rotationally press-fitted into the ground including the hard ground.
  • a hydraulic type telescopic jack or the like in the rotary press fitting machine 7 while holding the steel pipe piles 1A to 1G with a taper at the tip by the rotary press fitting machine 7 is used. 13 is expanded and contracted. Thereby, the steel pipe piles 1A to 1G can be easily moved up and down.
  • the steel pipe piles 1A to 1G when the tapered portion 4 of the steel pipe piles 1A to 1G is finally stopped in the support layer, the steel pipe piles 1A to 1G are reversely rotated, and the protrusions 16a to 16e, The soil (shear including crushed stone) near the tapered outer peripheral surface is pushed downward by 16 g. As a result, the protrusions 16a to 16e, 16g can push the soil (slipping including crushed stones) near the tapered outer peripheral surface downward, thereby densely supporting the pile lower surface side and supporting the pile.
  • a taper portion of one steel pipe pile may be produced by cold bending.
  • the belt-shaped steel plate is formed into a fan shape, and the fan-shaped steel plate with protrusions is processed into a taper shape by cold bending, and both side edges are joined by welding.
  • a tapered short pipe having the same outer diameter as the steel pipe to which the outer diameter portion is to be connected is manufactured, and the upper end portion of the tapered short pipe is fixed to the tapered portion of one steel pipe by welding.
  • a steel pipe pile body may be manufactured.
  • a steel pipe pile with a tip tapered portion protrusion may be manufactured by fixing a holder having a drilling bit to such various types of tapered portions and providing a protrusion by welding or the like.
  • the strip-shaped steel plate with a single-sided projection is made into a fan-shaped steel plate with a projection, and a tapered short tube is manufactured, and the upper end of the tapered short tube is fixed to the tapered portion of one steel pipe by welding. You may make it manufacture the steel pipe pile etc. with a taper part protrusion.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
PCT/JP2011/065218 2010-07-05 2011-07-01 鋼管杭及びその施工方法 WO2012005197A1 (ja)

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JP2018193671A (ja) * 2017-05-12 2018-12-06 株式会社テクト あと施工アンカー打込み装置及びアンカー施工方法
CN112459050A (zh) * 2020-11-12 2021-03-09 中交一公局集团有限公司 高水位复杂地质区咬合桩硬切割成桩施工方法
JPWO2022149421A1 (zh) * 2021-01-06 2022-07-14

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CN112376557A (zh) * 2020-12-01 2021-02-19 宁波中淳高科股份有限公司 连锁混凝土预制桩沉桩用土体切削引导装置及其使用方法

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JPS59156376U (ja) * 1983-04-04 1984-10-20 株式会社リコー アダプタ−取付機構
JPH01127718A (ja) * 1987-11-13 1989-05-19 Kawasaki Steel Corp ドリル鋼管杭
JP2003003465A (ja) * 2001-06-20 2003-01-08 Norio Moriya テーパー基礎杭
JP2007113387A (ja) * 2005-09-22 2007-05-10 Rokuro Unno 先端開放型既製杭及びそれに使用される掘削ヘッド
JP2007284866A (ja) * 2006-04-12 2007-11-01 Nippon Steel Corp 回転圧入鋼管杭及び鋼管杭を用いた圧入工法
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Publication number Priority date Publication date Assignee Title
JP2018193671A (ja) * 2017-05-12 2018-12-06 株式会社テクト あと施工アンカー打込み装置及びアンカー施工方法
CN112459050A (zh) * 2020-11-12 2021-03-09 中交一公局集团有限公司 高水位复杂地质区咬合桩硬切割成桩施工方法
JPWO2022149421A1 (zh) * 2021-01-06 2022-07-14
JP7279855B2 (ja) 2021-01-06 2023-05-23 Ｊｆｅスチール株式会社 杭、杭の施工方法、構造物、構造物の構築方法、杭の設計方法及び杭の製造方法

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