WO1999046449A1 - Pile enterree par rotation et procede de mise en place d'une telle pile - Google Patents
Pile enterree par rotation et procede de mise en place d'une telle pile Download PDFInfo
- Publication number
- WO1999046449A1 WO1999046449A1 PCT/JP1999/001165 JP9901165W WO9946449A1 WO 1999046449 A1 WO1999046449 A1 WO 1999046449A1 JP 9901165 W JP9901165 W JP 9901165W WO 9946449 A1 WO9946449 A1 WO 9946449A1
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- WIPO (PCT)
- Prior art keywords
- pile
- tip
- blade
- bottom plate
- ground
- Prior art date
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Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D7/00—Methods or apparatus for placing sheet pile bulkheads, piles, mouldpipes, or other moulds
- E02D7/22—Placing by screwing down
-
- 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
- E02D2200/00—Geometrical or physical properties
- E02D2200/14—Geometrical or physical properties resilient or elastic
- E02D2200/143—Geometrical or physical properties resilient or elastic helically or spirally shaped
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2200/00—Geometrical or physical properties
- E02D2200/16—Shapes
- E02D2200/1607—Shapes round, e.g. circle
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
Definitions
- the present invention relates to a steel pipe pile used for a foundation of a building or the like, in particular, a rotary press-fitting pile with a blade, and a construction management method thereof.
- the basic shape is a closed-end pile in which the opening at the tip of the pile body is closed with a bottom plate, and a drilling blade is provided on the bottom plate to reduce penetration resistance.
- a rotary press-fitting pile having a spiral blade provided on an outer surface of a lower end portion of a main body is disclosed. In this rotary press-fitting pile, the excavation blade at the tip softens the soil at the tip of the pile body, and the blades are screwed into the unexcavated soil on that side so as to be inserted into the pile:
- the blades are provided on the side of the pile body above the bottom plate, and the digging blade and the blades are arranged discontinuously, making it difficult for soil and sand below the bottom plate to move upward during construction, thus providing propulsion.
- you can't. In particular, when the ground of the bottom plate is hard and the ground near the blades is loose, considerable excavation is required for the sediment to move above the blades.
- Japanese Patent Application Laid-Open No. 8-226124 discloses a steel pipe pile having a spiral blade at the tip, and a steel pipe pile above the steel pipe tip of the steel pipe pile.
- Japanese Patent Application Laid-Open No. 8-291518 discloses a steel pipe pile in which a plurality of spiral blades are provided at an outer peripheral portion of a steel pipe pile, the interval, length, height, and the like are defined, and an incomplete blade is provided at a lower end. Since the imperfect blade is attached to the side of the steel pipe, there is a problem that the blade has a projected area of 360 ° or more and the workability is reduced.
- Japanese Patent Application Laid-Open No. 8-326053 discloses that a spiral piled bottom plate having a diameter about twice as large as the pile main body is formed by notching the tip of the tubular pile main body in a spiral shape along the outer periphery.
- a steel pipe pile fixed to the notch end face of the pile body is disclosed.
- the spiral bottom plate that also serves as a drilling blade can promote excavation softening of the soil at the tip of the pile main body, and it is easy to promote rotation into the ground even if the pile main body has a large diameter.
- it is still a closed-end pile whose tip opening is closed by a bottom plate.
- the ground will be greatly affected by the ground reaction during construction.
- the present inventors proposed an open-ended pile with an open tip first in Japanese Patent Application No. Hei 9-314461.
- the present invention is made as an example of this application, and further enhances the drilling efficiency (reduction of drilling torque and improvement of penetration efficiency).
- the method of constructing the steel pipe pile for rotary press fitting is as follows: The blade in the steel pipe pile for rotary press fit 1 having a spiral blade (hereinafter also referred to as a “blade”) 2 at the lower end of the steel pipe pile 1. It exerts a propulsion force while pressing the soil in the lateral direction of the pile.
- the penetration amount is approximately 5 mm or less per rotation. State, leaving a gap in the lower surface of the blade. Eventually, it had a problem that it was almost idle and the propulsion by the blades was lost.
- the conventional method uses a downward load F on the pile head as shown in Fig. 23 to slightly cut the bottom plate ground until the propulsion is obtained. It was spinning. When the capacity of the heavy equipment exceeded its capacity, it was necessary to replace the heavy equipment.
- the rotary press-fitting method for piles described in the above-mentioned prior art is a construction that only applies a rotation and load to the pile, so construction of a weak layer can be performed.However, since the soil rises inside the pipe pile, A certain amount of the inside of the pipe pile is subject to the blockage effect, the resistance increases, and the construction speed slows down. Also, when pulling out a hard middle layer, entering a hard support layer, or when the pile diameter is large, the allowable torque of the motor will not be able to produce enough power to pull out the ground, and construction efficiency will be reduced. It's known that you'll get stuck, and you'll have to increase the size of your construction machinery to overcome these problems.
- a first object of the present invention is directed to a closed-end or closed-end rotary buried pile in which the tip of a pile body is open or closed and a bottom plate is provided on the entire surface.
- the purpose is to provide a rotating buried open-ended pile that can easily penetrate when the ground strength is suddenly increased and the apparent tip resistance is reduced, and that the finally obtained bearing capacity is large.
- a second object of the present invention is to provide a method of managing the construction of a rotary press-fitting pile, which can easily calculate and evaluate the bearing capacity at the tip of a pile from a construction record and reliably obtain a foundation as designed, and a rotary press-fitting pile bottom plate.
- the object of the present invention is to provide an excellent rotary press-fitting pile in which the excavated earth and sand more easily moves upward to the blade, so that the penetration performance is good and the construction efficiency is further improved.
- a third object of the present invention is to eliminate the idling state promptly when the rotary press-fitting steel pipe pile idles, recover the excavation driving force, improve the penetration efficiency, and promote the penetration into the undigged ground. It is an object of the present invention to provide a method of constructing a steel pipe pile for rotary press fitting which can be performed.
- a fourth object of the present invention is to consolidate and consolidate the soil by forcibly discharging the soil to the outside of the pipe pile in a weak layer of the ground, and in a short time in a hard layer of the ground. It is an object of the present invention to provide a rotary press-in type pile method and a pipe pile intrusion device capable of performing excavation promotion.
- the gist of the present invention is as described below.
- the tip of the pile main body 1 made of a hollow tube is opened or a bottom plate is provided on the whole end and closed, and the outer surface 1 a of the tip of the pile main body 1 is closed.
- the tip 2 a of the blade 2 (the lowermost blade when there are a plurality of blades) is projected downward from the tip surface 1 b of the pile body 1.
- the rotary buried pile according to the first aspect of the present invention, wherein the tip 2a of the blade 2 is extended in the radial direction so as to protrude from the inner surface 1c of the pile body 1.
- the rotary buried pile according to the first or second aspect of the present invention, wherein the blade 2 is made of a wear-resistant steel plate or a low-friction steel plate.
- the rotary burial for attaching the excavation bit 3 to the tip 2a of the blade 2 (the lowermost blade when there are a plurality of blades). Is a stake:
- the width of the blade 2 is set such that the tip 2a is the narrowest and the upper part 2b is widened. This is a rotating buried pile that changes in the circumferential direction.
- the thickness of the blades 2 is set such that the inner peripheral portion 2c joined to the outer surface 1a of the pile body 1 has the largest thickness. This is a rotating buried pile that changes in the radial direction so that the outer peripheral part 2 d becomes thinnest.
- the end portion of the pile body 1 located below the blade 2 is the blade 2.
- the tip of the pile body 1 composed of a hollow tube is opened, or a bottom plate is provided at the tip to close the entire surface.
- One or more blades 2 are provided on the outer surface 1a of the tip of the pile body 1 or the tip 1b of the pile body 1, and the inner peripheral portion 2c of the blade 2 provided on the tip 1b. This is a rotating buried pile that protrudes from the inner surface 1c of the pile body 1.
- a bottom plate ring is provided at the tip of the pile body.
- one or more blades are provided on the outer surface of the lower end of the pile, and the lower end of the blade is lower than the bottom plate ring or the bottom plate.
- a protruding portion extending in the radial direction of the pile so as to extend over a part or the whole of the bottom plate ring or the bottom plate, and is a rotary buried pile having the extension portion and the protruding portion serving as a cutting blade.
- the inner surface of the bottom plate ring protrudes from the inner surface of the pile body, and the effect of blocking soil and sand on the inner surface of the pile body above the bottom plate ring. It is a rotating buried pile with a generated ring.
- the penetration resistance is obtained while determining the penetration resistance.
- a twelfth invention according to the present invention is the construction management method for a rotary buried pile according to the eleventh invention, wherein the penetration resistance Rp is obtained by the following equation.
- Rp ⁇ (cos ⁇ -a sin ⁇ ) (lit-Qwh) ⁇ (sin ⁇ ⁇ a cos ⁇ ) Lb ⁇
- Ht Value obtained by replacing the torque acting on the pile tip with the horizontal force on the acting circle
- RP Bottom plate ring or the apparent area of the bottom plate (also referred to as the projected area), which is the resistance to penetration of the ground that the bottom plate receives
- the found area of the blade is Aw
- the found area of the bottom plate is Ap
- the effective rate of the blade is e (0 ⁇ e ⁇ 1).
- the correction coefficient determined by the amount of penetration when the pile is driven is d
- the tip support capacity of the pile is Qu.
- the pull-out resistance Qup at the tip of the pile is expressed by the following equation.
- a fifteenth invention according to the present invention relates to a construction management method for a rotary buried pile having one or more blades on an outer surface of a lower end portion of the pile, wherein, at the time of construction, the penetration resistance Rp is determined by the following equation.
- the present invention provides a construction management method for a rotary buried pile, characterized in that the continuation of penetration and the Z or the completion of penetration of the rotary press-fitting pile are controlled in accordance with the following.
- Rp [2 7 ⁇ Tb + Lb ⁇ (1— c) S + cP tenth 7 ⁇ Dw ' ⁇ -Qwh 7 ⁇ Dw'
- Tb Torque acting on pile tip
- Dp ' diameter of the working circle of the bottom plate or bottom plate
- Dw ' diameter of the working circle of the blade
- the found area of the blade is defined as Aw
- the found area of the bottom plate or the bottom plate is defined as Ap
- the correction coefficient is d
- the effective rate of the blade is e (0 ⁇ e ⁇ 1)
- the pile tip bearing capacity is, the pile tip bearing capacity Qu is
- the pile end pull-out resistance Qup is expressed by the following equation.
- a rotary buried pile having a blade at a tip portion is press-fitted into the ground while being propelled and rotated, and when the penetration of the rotary buried pile is remarkably blunted, the rotary buried pile is reversely rotated.
- This is a method for constructing a rotary buried pile, in which the rotary buried pile is pressed into the ground while being pulled out an appropriate distance while being pushed and then again rotated and driven.
- a rotary buried pile having a blade at a tip end is press-fitted into the ground while being propelled and rotated, and when the penetration of the rotary buried pile is remarkably blunted, the rotary buried pile is reversely rotated. While pulling it upward at least for the pitch of the blades, and then press-fit the ground while propelling and rotating the rotary buried pile again with a downward load applied to the pile head.
- the construction method of rotating buried pile is:
- a hollow excavation method is also used, and in a weak layer of the ground, a rotary buried pile is excavated and rotary-pressed, and soil enters the pile.
- the excavated soil is forcibly ejected around the piles so that the excavated soil is not excavated in the solid middle layer or support layer, etc.
- This is a method of constructing a rotating buried pile to enter the sea.
- the excavated soil is allowed to enter the buried pile, and the mortar and cement are inserted from the tip of the auger.
- This is a method of constructing a rotating buried pile that sprays a solidified material such as milk, integrates it with the tip of the buried pile, solidifies it, and anchors and fixes the support layer.
- a twenty-second invention according to the present invention is directed to a buried rotary pile body in which excavating blades are provided outside the tip end of a rotating buried pile body, the rotation of which is controlled separately from the rotation of the pile.
- a drilling hole for digging having spiral blades is inserted, and in a soft layer of the ground, the pile is drilled and rotated and press-fitted, and the soil is excavated by the drilling blades. While the soil is being forcibly removed around the pile body, the rotation of the auger is stopped. The soil is prevented from entering the pile by press-fitting or non-drilling rotary press-fitting.
- the method is a method of constructing a rotary buried pile that excavates and rotates the Saichi gar and enters the excavated soil and the pile.
- a twenty-third invention according to the present invention is directed to a pile having excavating blades for excavating the ground below a rotating buried pile main body having an open end, an auger shaft inserted into the pile, and a middle part below the auger shaft.
- An auger having a digging spiral blade with an appropriate length, a pile driving unit for rotating the pile, and an auger driving unit for rotating the auger in normal and reverse directions.
- the pile is excavated and rotated and press-fitted, and the soil is forcibly discharged around the pile body while excavating the soil by the excavating blades.
- FIG. 1 (a) is a perspective view from below of a distal end portion of a rotary buried open-end pile according to a first embodiment of the present invention, and (b) is a bottom view of the rotary buried open-end pile of (a).
- FIG. 2 is a perspective view from below of a distal end portion of a rotary buried open-end pile according to a second embodiment of the present invention.
- Fig. 3 (a) is a perspective view from below of a tip portion of a rotary buried open-ended pile according to a third embodiment of the present invention, and (b) is a bottom view of the rotary buried open-ended pile of (a).
- FIG. 4 (a) is a front view of a tip of a rotary buried open-end pile according to a fourth embodiment of the present invention, and (b) is a front view showing another aspect of the fourth embodiment.
- (c) is a front view showing still another mode of the fourth embodiment
- (d) is a front view showing another mode of the fourth embodiment.
- FIG. 5 (a) is a front view showing an example of the shape of a cutting bit welded to the tip of the blade in the embodiment of the present invention
- FIG. 5 (b) is a front view showing the shape of the cutting bit welded to the tip of the blade in the embodiment of the present invention. It is a front view showing another example of the shape of the excavated bit
- (c) is a bottom view of (b).
- FIG. 6 is a bottom view of the rotary buried open-end pile according to the fifth embodiment of the present invention.
- Figure 7 is a vertical sectional view of the tip of the rotating buried open-ended pile shown in Figure 1.
- FIG. 8 is a perspective view from below of a distal end portion of a rotary buried open-end pile according to a seventh embodiment of the present invention.
- FIG. 9 is a perspective view from below of a distal end portion of a rotary buried open-end pile according to an eighth embodiment of the present invention.
- FIG. 10 explains the penetration mechanism of the rotary press-fitting pile according to the present invention, and is a relationship diagram between the non-excavated surface and the blade in a steady state.
- FIG. 11 is a schematic diagram showing a mechanical state acting on the blade and the bottom plate in the penetration mechanism of FIG.
- FIG. 12 is a vector diagram showing force balance in the penetration mechanism of FIG.
- FIG. 13 is a perspective view from below of the rotary press-fitting pile according to the present invention, in which one spiral blade is used.
- FIG. 14 (a) is a diagram showing the results of measuring the change in the penetration resistance in Example 1
- (b) is a diagram showing the results of measuring the change in the penetration resistance in Example 2
- (c) is a view showing a result of measuring a change in the penetration resistance value in Example 3.
- FIG. 15 is a plan view of the rotary press-fitting pile of FIG.
- FIG. 16 is a sectional view taken along line AA of FIG.
- FIG. 17 is a front view of an open-end pile-type rotary press-fitting pile according to a fifth embodiment of the present invention, in which two spiral blades are used.
- FIG. 18 (a) is a closed-end pile type rotary press-fitting pile according to a sixth embodiment of the present invention, and is a perspective view from below of a rotary press-fitting pile using one spiral blade. Yes, (b) is a perspective view from below of the rotary press-fitting pile of another embodiment.
- FIG. 19 illustrates the penetration mechanism of the rotary press-fitting pile according to the present invention, and shows the energy state input or released to the pile head and the bottom plate.
- FIG. 20 (a) is a diagram showing the results of measuring the change in the penetration resistance value in Example 1
- FIG. 20 (b) is a diagram showing the results of measuring the change in the penetration resistance value in Example 2.
- FIG. 21 is an operation procedure diagram showing an operation procedure of the embodiment of the present invention.
- FIG. 22 is a schematic diagram showing the entire excavator of the embodiment of the present invention.
- FIG. FIG. 4 is a diagram showing a relationship between a pile with a blade and the ground when the pile is in operation.
- FIG. 24 is a diagram showing a pipe pile penetrating device and a construction process diagram showing an embodiment of the present invention.
- FIG. 25 is a diagram showing details of a driving unit that rotationally drives a pipe pile and an auger at the top of the pipe pile penetrating device of FIG. is there.
- FIG. 26 is a diagram showing a construction process of a cast-in-place method using a rotary buried pile according to the present invention.
- a single spiral wing 2 made of abrasion-resistant steel plate is welded to the outer surface 1a of the tip of the pile body 1 made of steel pipe. ing.
- the tip 2 a of the blade 2 is arranged at the same level as the tip 1 b of the pile body 1.
- Hardness of steel (Vickers hardness: HV) is 120-150, while HV> 300 for wear-resistant steel: Therefore, it is more effective to use wear-resistant steel plate as the blade material.
- the wear-resistant steel or the wear-resistant steel plate means a steel or a steel plate standardized by JIS G3115, JIS G3106, JIS G3120, JIS G3128, SPV450N, SPV450Q, SM570Q:
- a single spiral blade 2 made of a low-friction steel plate is welded to the outer surface 1a of the tip of the pile body 1 made of a steel pipe.
- the tip 2 a of the blade 2 protrudes below the tip 1 b of the pile body 1 by an amount corresponding to the thickness of the blade 2.
- the coefficient of friction (h) between soil (sand) and steel is usually in the range of 0.3 to 0.6.
- Tr X ⁇ + b. Since b is usually small compared to ⁇ , the coefficient of friction has a large effect on torque. Therefore, it is more effective to use a low friction steel plate as the blade material.
- a single spiral wing 2 made of steel plate is welded to the outer surface 1a of the tip of the pile body 1 made of steel pipe. .
- the tip 2 a of the blade 2 protrudes below the tip surface 1 b of the pile body i by an amount equivalent to the thickness of the blade 2, and the inner end 2 e of the tip 2 a is the tip surface 1 of the pile body 1. It protrudes into the lower space of the hollow part of pile body 1 across b.
- one spiral wing 2 made of a steel plate is welded to the outer surface 1a of the tip of the pile body 1 made of a steel pipe.
- the tip 2a of the blade 2 projects below the tip 1b of the pile body 1 by the thickness of the blade 2, and a drill bit 3 is welded to the lower surface of the tip 2a.
- the dimensions of the drill bit 3 can be changed in various ways as shown in (c) and (d), and it is more effective to use wear-resistant steel plates.
- the tip of the drill bit 3 formed integrally with or separately from the blades can be hot worked and heat treated.
- Fig. 5 (a) shows an example of the shape of the drill bit welded to the blade tip
- Figs. 5 (b) and (c) show another example of the shape of the drill bit. Is not something that:
- the outside of the tip of the pile body 1 made of steel pipe One spiral blade 2 made of a steel plate is welded to the surface 1a.
- the tip 2 a of the blade 2 is arranged at the same level as the tip 1 b of the pile body 1.
- the width of the blade 2 is changed in the circumferential direction so that the tip 2a is the narrowest and the upper end 2b has a wider width.In this example, the width of the tip 2a is the upper end 2b. Is half the width of
- the tip 2a of the blade 2 is arranged at the same level as the tip 1b of the pile body 1.In the embodiment shown in FIG. 7, the thickness of the blade 2 is welded to the outer surface 1a of the pile body 1.
- the inner peripheral side portion 2c is the thickest and the outer peripheral side portion 2d is the thinnest, and the vertical cross section of the blade is formed to be trapezoidal.
- a single spiral blade 2 made of a steel plate is welded to the outer surface 1a of the tip of the pile body 1 made of a steel pipe.
- the tip 2 a of the blade 2 is arranged at the same level as the tip 1 b of the pile body 1.
- the end portion of the pile body 1 below the blade 2 is spirally cut along the lower surface of the blade 2.
- the end of the pile body 1 made of a steel pipe is spirally cut off, and the tip surface 1 b of the pile body 1 is provided with a spiral blade 2 made of a steel plate. Welded.
- the inner radius of the blade 2 is smaller than the inner radius of the pile body 1, and the inner peripheral portion 2 c of the blade 2 protrudes from the inner surface 1 c of the pile body 1.
- the present inventors have repeated analysis and experiments on the penetration mechanism of the rotary press-fitting pile from various directions and found that there is a good correlation between the N value and the torque value.
- the penetration resistance can be determined by using the torque, the overload, and the like during the construction, and have completed the present invention.
- the penetration mechanism of rotating buried piles was clarified as follows.
- the blade 2 is developed in a straight line along the p-axis (circumferential axis) passing almost at the midpoint in the width direction of the blade 2, and when placed in a vertical plane, it becomes a straight line of length L.
- Is represented by The relationship between the unexcavated surface on the p-axis and the blade in the steady state is analyzed as shown in Fig.11.
- Blade A donut disk or a part of a steel plate fixed on the outer surface of the lower end of a pile body made of a steel pipe.
- Bottom plate A disc-shaped steel plate that covers the entire opening at the tip of the pile body
- Bottom plate ring A donut disk-shaped steel plate that partially blocks the opening at the tip of the pile body, and is used for open-end piles.
- Bottom plate part Finding area of the bottom plate or the bottom plate ring.
- Drilling blade Protrusion and extension at the lower end of the blade: '
- Overload weight The weight of heavy equipment (motor) placed on the pile head.
- Holding load Vertical load applied to the pile by the pushing device of the pile driver.
- Overlay load Combined force of overload weight and presser load
- Tonorek Rotational force generated in the motor or torsion force acting on the pile.
- Propulsion The force received downwards in the blade normal direction when the pile rotates during construction.
- Nuki input Generally, the downward force required when a pile is buried, specifically, the torque divided by the settlement.
- Penetration resistance The reaction force from the ground that the bottom plate receives when the pile penetrates into the ground.
- Cutting edge resistance The reaction from the ground that the cutting edge receives when the pile penetrates into the ground.
- Unexcavated surface Ground surface where the bottom plate or blades have not been excavated.
- In-pipe soil The soil that has entered the steel pipe at the open-end pile.
- Awp Vertical cutting edge resistance equivalent area
- Dw ' diameter of the working circle of the blade (the circle on which the resultant force acts in the rotation direction)
- Ht Value obtained by replacing the torque acting on the tip of the pile with the horizontal force on the acting circle Tb / (Dw '/ 2)
- Blade length on L-action circle ⁇ Dw / cos ⁇
- the mechanical state acting on the blades and the bottom plate shown in FIG. 11 is represented by a vector diagram as shown in FIG.
- Ht-Qwh a (Dp '/ W) Rp + Pw sin 0 + a Pw cos ⁇ (3)
- Rp-Lb + Qwv Pw cos 0-a Pw sin ⁇ (4) From equation (3)
- Rp ⁇ (cos 0 one sin S) (Ht— Qwh) ⁇ (sin ⁇ + a cos ⁇ ) Lb ⁇
- the penetration resistance Rp is determined by the coefficient a and the horizontal Cutting edge resistance Qwh; blade inclination angle 0 determined by shape, diameter Dp 'of working circle of bottom ring and diameter Dw' of working circle of blade, coefficient a; measured as record items for construction management
- These parameters are calculated based on the torque Tt and the overhead load Lt. These parameters can be measured at any time on the ground before or during the construction process for the open and closed ends. Can be performed with high accuracy.
- the tip bearing capacity Qu of the pile is determined by the coefficients ⁇ , X and Horizontal edge resistance Qwh; blade inclination angle determined by the shape, diameter Dp 'of working circle of bottom ring, found area Aw of blade, found area Ap of bottom plate, and diameter Dw of working circle of blade ', The coefficient
- the pull-out resistance Qup of the pile tip is determined by the coefficients H, X and the horizontal edge resistance Qwh; Angle of inclination, diameter Dp 'of working circle of bottom ring and diameter Dw' of working circle of blade, and coefficient a; measured as record items of construction management It is calculated based on the torque Tt and the overhead load Lt.These parameters can be measured on the ground at any time before the construction or during the construction process.
- the rotary buried pile according to the fifteenth aspect according to the present invention will be described with reference to FIGS. 18 (a) and 18 (b).
- the found area of the bottom plate ring 5 constitutes the supporting area of the pile, and in the closed-end pile, the found area of the bottom plate 4 constitutes the support bottom of the pile.
- the resistance Rp acts on the support bottom.
- a rotary buried pile according to the present invention described in the sixteenth aspect will be described.
- the inner surface 5a of the bottom plate ring 5 which is a donut-shaped disk, protrudes more toward the center of the pile than the inner surface 1a of the pile body 1. Since the upper surface 5b of the bottom plate ring 5 and the inner surface 1a of the pile body form a recess 7 that is recessed one step, the soil on the lower surface 5c side of the bottom plate ring 5 is excessively compressed and restrained. Instead, it is smoothly pushed into the pile body 1.
- the ring 6 that generates the blockage effect is used as a stop means for soil in the support layer.
- the compressed sediment of the support layer confined within the pile body between the bottom plate ring 5 and the clogging effect ring 6 forms the support bottom of the pile that receives the penetration resistance Rp together with the bottom plate ring 5. I do.
- the open-ended pile includes both the one with the bottom plate ring and the one without the bottom plate ring.
- the pile tip has a bottom plate ring with a width equal to the steel pipe wall thickness, and the pile tip is read as a bottom plate ring. It shall be composed of the tip and soil inside the pipe.
- the pile machine 1 is driven by a heavy machine motor (not shown) mounted on the head of the pile body 1 while rotating the pile body 1.
- a heavy machine motor (not shown) mounted on the head of the pile body 1 while rotating the pile body 1.
- the found area of the bottom plate ring 5 and the soil inside the pipe constitute the support bottom of the pile, and in the closed-end pile shown in Fig. 18 (a), the bottom plate 4 is found.
- the area constitutes the support bottom of the pile, and the reaction force from the ground, that is, the penetration resistance Rp acts on the support bottom.
- the apparent area Ap is calculated assuming that the pipe soil is not blocked in the open-ended pile shown in Fig. 13.
- Rp [27 Tb + Lb ⁇ (1-c) S + cP + a TT Dw ' ⁇ -Qwh? R Dw'
- the penetration resistance Rp is estimated by a boring test or the like; a bottom plate or a bottom plate given as a design value
- the working circle diameter Dp 'and the blade working circle diameter Dw' are calculated based on the torque Tt, the overhead load Lt, and the penetration amount S, which are measured as items for construction management.
- the coefficient c determined by the upward forced deformation of the blade is obtained from the relationship between the physical properties of the ground obtained by a boring test and the amount of penetration. Therefore, the parameters shown in Eq. (2) are measured on the ground at any time before or during the construction process, so the penetration resistance of all piles constructed can be measured, and the quality assurance of the foundation piles can be measured. Can be performed with high accuracy.
- the tip bearing capacity Qu of the pile is The projected area Aw of the blade only determined by the shape, the projected area Ap of the bottom plate or bottom plate ring, the diameter Dp 'of the working circle of the bottom plate or bottom plate, and the diameter Dw' of the working circle of the blade; It is calculated based on the torque Tt, the overload Lt, and the penetration S measured as record items.These parameters can be measured on the ground at any time before or during the construction process. As a result, the bearing capacity at the tip of all piles constructed can be measured, and the quality of foundation piles can be assured with high accuracy.
- the blockage rate g of the bottom plate is given by the blockage effect of the open-end pile, and is a value that can be determined in advance according to the inner diameter of the bottom plate ring and the soil volume of the support layer that has entered the pipe: Estimated by this method The possible Rp is evaluated as a penetration resistance taking into account the effect of this occlusion rate.
- the correction factors e and d are given according to the situation at the time of the impact, especially the final penetration, and the variation range is 0 ⁇ e ⁇ 1, 0 ⁇ d ⁇ 1. Therefore, the tip bearing capacity Qu of the pile can be estimated from the construction records.
- the equation for calculating the tip pull-out resistance Qup disclosed in the invention of claim 14 is
- the pull-out resistance Qup of the pile tip is determined by the coefficient and the projected area Aw of only the blade determined by the shape.
- Fig. 21 (a), (b), (c) are operation procedure diagrams showing the operation procedure of the embodiment of the present invention
- Fig. 22 is a schematic diagram showing the entire rotary press-fitting apparatus for piles of the same embodiment.
- Figure 1 and Table 1 show the results of an experiment in which a pile was pressed into the ground while rotating it using the pile rotating press-in equipment shown in Figure 22. This is a construction record table showing one example.
- Fig. 22 shows a rotary press-fitting device 51 for piles, and a vertical leader (vertical guide member) 53 is provided at the front of an infinite starting vehicle 52 so as to be held vertically.
- the lower part of the suspended load measuring device 57 consisting of a load cell is fixed to the upper end of the auger driving device (earth auger) 55, and the auger one side wire rope (the suspended wire rope) is mounted on the upper part of the suspended load measuring device 57.
- One end of 54 is connected to the auger, and the wire port on one side of the auger 54 is a support arm fixed to the upper part of the leader 53 and a pulley 64 a, which is attached to an intermediate part of the leader 53. It is wound around the pulley 65 attached to the body of 64b and the infinite starter and wound around the take-up drum 56.
- the lower part of the suspended load measuring device 57 consisting of a load cell is fixed to the upper end of the auger driving device (earth auger) 55, and the auger
- the auger screw 73 is provided so as to be able to move up and down along a guide groove (not shown) of the ring 53.
- a press-fit load measuring device 58 composed of a load cell is attached to the lower part of the auger 55, and one end of a press-fitting wire rope (press-fit wire port) 59 is connected to the lower portion of the press-fit load measuring device 58.
- the press-in side wire rope 59 is wound around a pulley 66 attached to a lower portion of the leader 53 and wound around a winding drum 60.
- the winding drums 56 and 60 are shifted in position back and forth, and are each independently driven forwardly or reversely by a driving device (not shown).
- a steel pipe pile 1 is suspended and gripped by a chuck 61 provided at a lower portion of the auger 55, and a spiral drilling blade 2 is provided at a lower end portion of the steel pipe pile 1:
- steel pipe pile 1 has a pile diameter of 609.6 mm, a blade diameter of 914.4 mm, and a blade pitch of 214 mm.Table 1 shows the results of an excavation experiment conducted under these construction conditions:
- Blade pitch 214 (mm)
- Press-in side Wire rope tension for press-in + Auger own weight each value is the average value from the depth of the upper row to the depth of that row. At a depth of 8.9 m, the pile is raised 0.5 m while rotating in reverse.
- the overload (t) is the auger-side wire rope tension on the tension side, and the value obtained by adding the auger's own weight to the press-fitting rope rope tension on the press-in side.
- the downward resultant force is a value obtained by subtracting the tension-side overhead load (t) from the press-in side overhead load (t).
- the states (a), (b), and (c) in FIG. 21 are related to Table 1 and indicate the following states, respectively.
- the steel pipe pile 1 is pulled back an appropriate distance while rotating in the reverse direction to consolidate the soil 101 at the bottom of the pile shown in Fig. 23. It is possible to fill the gap 69 on the lower surface of the blade by forcibly dropping the soil 102 that has been released from the state and the upper surface of the blade. Also, when the pile 1 is pulled back (pulled out) in the direction of arrow A shown in Fig. 23, the gap becomes negative pressure from the surrounding ground 100, lowering the groundwater pressure in that portion, and thus seeping upward from the lower ground. The flow 70 can be generated to lower the strength of the ground at the tip of the pile bottom.
- the amount and depth of penetration of the blades into the ground can be increased. It can form a soft ground that is relatively soft. By forming such ground and re-propelling while applying a load to the pile head, the propulsion energy for the pile to move in the propulsion direction is greater than the ground resistance to the bottom of the pile. It is encouraged that piles penetrate from the hard-to-penetrate ground to the improved ground.
- the present invention may be implemented as appropriate.
- the embodiment in which the lower end of the rotary press-fit steel pipe pile is open but the present invention may be applied to a pile in which the lower end of the rotary press fit steel pipe pile is closed.
- FIG. 24 shows a pipe pile penetration device and a construction procedure showing an embodiment of the present invention.
- the pipe pile penetrating device 51 is a double donut type auger shown in FIG. 25 for rotating and driving the rotary buried pile 1 and the oger screw 73 and the pile 1 and the oger screw 73 respectively. It consists of machine 55 (motor 1).
- the auger machine 55 comprises a pile drive unit 81 for rotating the pile 1 and an auger drive unit 82 for rotating the ogre 73 in the normal and reverse directions.
- Piles l are excavating blades for digging the ground below and outside the open pile body 1.
- the oger screw 73 has an auger rod shaft 75 inserted into the stake 1 and a helical blade 76 for digging provided at an appropriate length below the auger shaft 75. ing.
- the spiral blade 76 is wound in the reverse direction to the drill blade 2.
- An appropriate number of spiralizers 77 for maintaining the verticality of the oger screw 73 may be provided at an appropriate position above the spiral blades 76 of the ogas single shaft 75.
- the large rotation arrow indicates the rotation direction of the rotary buried pile 1
- the small rotation arrow indicates the rotation direction of the oger screw 1-73.
- the pile 1 is rotated by excavation (forward rotation), and the auger screw 73 is not rotated by excavation (forward rotation).
- the auger screw 73 may be stopped.
- the soil excavated by the excavation blades 2 is forcibly discharged around the pile 1, and consolidation of the ⁇ weak layer1, compaction, drainage of pore water, etc. are promoted, improving the ground and increasing the bearing capacity of the pile 1. Go. At this time, since the excavating blade 2 rotates in the reverse direction with respect to the spiral direction of the auger 55, the soil is pushed back to the auger screw 73, so that the soil does not enter the pile 1 (FIG. 24 (a)).
- pile 1 When penetrating into the solid support layer, pile 1 is directly excavated and rotated (forward rotation), auger screw 73 is excavated and rotated (reverse rotation), and excavation by auger screw 73 and excavating blade 2 is performed. Make a deep cut: Or until the excavation blade 2 enters the support layer.
- the length of the spiral blade 6 of the oger screw 73 should be at most about 5 times the inner diameter of the pile body in order to prevent the soil from getting out of the pipe pile head.
- the excavated soil is allowed to enter the buried pile, and the mortar and cement milk are introduced from the auger tip. It is also possible to inject a solidifying material such as that, integrate it with the tip of the buried pile and solidify it, to fix and stop the support layer. This method is used to increase the bearing capacity of buried piles in the excavation method.
- a method of excavating slightly larger than the buried pile, burying the ground and the buried pile with cement milk, etc., and increasing the frictional force including the peripheral surface friction force, or the like is optional in the present invention.
- a desired bearing capacity can be obtained without requiring a large excavation area, and the construction efficiency can be further improved.
- the construction management method specified in the present invention can be used, and in that case, the present invention can be applied simply by changing the correction coefficient.
- the method for constructing a rotary buried pile according to the present invention can also be applied to a method called cast-in-place pile method in which concrete is poured and piled as reinforced concrete pile after pile driving.
- a short spiral bladed steel pipe tip 90 is engaged with the tip of the rotating buried pile 1 and rotation is given to the pile 1 main body. It will be buried underground.
- the tip portion 90 is disengaged from the rotating buried pile 1 and separated, leaving only the tip portion 90 in the support layer.
- the following shows an example of constructing a steel pipe pile with a diameter of 406.4mm0 while obtaining the penetration resistance and controlling the continuation and completion of the penetration according to the value.
- Fig. 14 (a) shows the results of measuring the change in the penetration resistance, ignoring it, and the penetration was continued until the depth of 11.5m was reached because the penetration resistance was smaller than the design penetration resistance.
- the overburden load acting on the pile head is 13 t
- the torque Tt acting on the pile head is 14.5 tm
- the penetration resistance Rp is given by Eq. (8).
- the value was larger than the design penetration resistance, so the penetration was completed.
- the pull-out resistance Qup of the pile tip is calculated as follows.
- the transmission rate a of the overhead load Lt to the tip of the pile was set to 0.9. Since the overhead load Lt obtained at the time of construction was 13 t, the tip end of the pile was pulled out from Eq.
- the pile tip bearing capacity Qu is obtained as follows.
- the found area Aw of the blade of the steel pipe pile used here was 0.608 m 2
- the found area Ap of the bottom plate was 0.203 m 2 .
- the effective rate e of the wing is 0.4.
- the pile tip bearing capacity Qu is given by Eq. (9).
- the pull-out resistance Qup at the tip of the pile is obtained as follows.
- the transmission rate a of the overhead load Lt to the tip of the pile was set to 0.9. Since the overhead load Lt obtained at the time of construction was 14 t, the tip end of the pile was pulled out from Eq.
- the bearing capacity Qu of the pile tip is obtained as follows.
- the found area Aw of the blades of the steel pipe pile used here was 0.365 m 2
- the found area Ap of the bottom plate was 0.292 m 2 .
- the effective rate e of the wing is 0.5.
- the pull-out resistance Qup at the tip of the pile is obtained as follows.
- the transmission rate a of the overlying load Lt to the pile tip was set to 0.9: Since the overlying load Lt obtained at the time of construction was 26 t, the withdrawal of the pile tip from the equation (10) was as follows.
- the fourth embodiment of the present invention shown in FIGS. 13, 15, and 16 is an open-end pile, in which a bottom plate ring 5 is welded to an end face of a steel pipe-made pile main body 1.
- a single spiral spiral blade is used as the blade, and is welded to the bottom plate ring 5 and the outer surface of the pile body 1.
- the protruding portion 2a which is the lower end of the blade 2, is the thickness of the blade 2.
- the projection 2 d is projected from the lower surface 5 c of the bottom plate ring 5 by an amount corresponding to that, and the extension 2 d is welded to the bottom plate ring 5 over the entire radial width of the bottom plate ring 5.
- the extension 2d forms a drill bit together with the tip 2a, but the extension 2d can be formed integrally with the tip 2a of the blade 2, but the blade 2 Alternatively, it may be configured as a separate object.
- the fifth embodiment of the present invention shown in FIG. 17 is also an open-end pile, and the bottom plate ring 5 is welded to the end surface of the steel pipe-made pile body 1.
- Two half-wound spiral blades are used as the blades, and are welded to the bottom plate ring 5 and the outer surface of the pile body 1.
- the tip 2a which is the lower end of the blade 2, protrudes from the bottom plate ring 5 by an amount corresponding to the thickness of the blade 2, and each extension 2d is welded to the bottom plate ring 5 over the entire width in the radial direction.
- the extension 2d together with the tip 2a constitutes a drill bit
- the sixth embodiment of the present invention shown in FIG. 18 (a) is a closed-end pile, in which a bottom plate 4 is welded to an end face of a steel pipe-made pile body 1.
- a single spiral spiral blade is used as the blade, and is welded to the bottom plate 4 and the outer surface of the pile body 1.
- the tip 2a which is the lower end of the blade 2, is the thickness of the blade 2. phase For the time being, it protrudes from the lower surface of the bottom plate 4, and the extension 2 d is welded in the radial direction of the bottom plate 4 by a radial length.
- the extension 2d together with the tip 2a constitutes a drill bit.
- the extension 2 d may be formed integrally with the tip 2 a of the blade 2, but may be formed separately from the blade 2.
- FIG. 20 (a) shows the results of measuring the change in the penetration resistance. Until the depth reached 13.5m, the penetration was continued because the penetration resistance was smaller than the designed penetration resistance. At a depth of 13.5 m, the overhead load acting on the pile head is 25.0 t, the torque Tt acting on the pile head is 40 tm, the penetration amount S is 15 cm, and the penetration resistance Rp is given by the equation (2).
- the pull-out resistance Qup of the pile tip is calculated as follows.
- the transmission rate a of the overhead load Lt to the tip of the pile was set to 0.9. Since the overhead load Lt obtained at the time of construction was 25.0 t, from equation (14), the tip of the pile was pulled out.
- the following shows an example of constructing a 400 mm diameter open-ended steel pipe pile by determining penetration resistance and controlling the continuation and completion of penetration in accordance with the value.
- the pile tip bearing capacity Qu is obtained as follows.
- an area Aw of the wing of the steel pipe pile used was 0.377m 2
- find the area Ap of the bottom plate portion was 0.126 M 2.
- the effective rate e of the blade is set to 0.3.
- the correction factor d determined by the penetration amount of the pile at the time of striking (S2 10cm) is 0.8
- the pile tip bearing capacity Qu is given by Eq. (13).
- the pull-out resistance Qup of the pile tip is calculated as follows.
- the transmission rate a of the overhead load Lt to the tip of the pile was set to 0.85. Since the overhead load Lt obtained at the time of construction was 15.0 t, from equation (14), the tip of the pile was pulled out.
- the tip of the pile body is opened or closed, and one or more blades are provided on the outer surface of the tip of the pile body, and the tip is provided at the tip. Since the drill bit is installed, the excavating force and propulsion force increase when the ground strength increases sharply, the apparent tip resistance decreases, and penetration becomes easier. Further penetration penetrates the blockage effect and increases penetration resistance, but at that time the propulsion force is also large and penetrates sufficiently .: This improves the construction efficiency and provides sufficient support at the tip of the pile. .:.
- the present invention has been proposed by measuring and recording each specific parameter before or during the construction of a rotary buried pile, and recording only measurable data on the ground during construction. By including these measurement results in the formula, the penetration resistance can be calculated easily and reliably. Therefore, compared to the conventional pile method, the quality as designed as the foundation pile • Performance assurance is performed with high accuracy Can be.
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Description
Claims
Priority Applications (4)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
EP99939208A EP1002902A4 (en) | 1998-03-10 | 1999-03-10 | THROUGH ROTATION OF BURNED PILE AND BURNING METHOD THEREFOR |
US09/423,563 US6394704B1 (en) | 1998-03-10 | 1999-09-10 | Screwed steel pile and method of construction management therefor |
HK00108067A HK1028628A1 (en) | 1998-03-10 | 2000-12-14 | Rotation buried pile |
US10/034,900 US6881014B2 (en) | 1998-03-10 | 2001-12-27 | Screwed steel pile and method of construction management therefor |
Applications Claiming Priority (16)
Application Number | Priority Date | Filing Date | Title |
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JP10/76722 | 1998-03-10 | ||
JP7672298 | 1998-03-10 | ||
JP9228698A JPH11269875A (ja) | 1998-03-20 | 1998-03-20 | 回転埋設開端杭 |
JP10/92286 | 1998-03-20 | ||
JP19274798 | 1998-07-08 | ||
JP10/192674 | 1998-07-08 | ||
JP10/192747 | 1998-07-08 | ||
JP19267498 | 1998-07-08 | ||
JP10/221443 | 1998-08-05 | ||
JP10221443A JP2000054381A (ja) | 1998-08-05 | 1998-08-05 | 回転圧入用鋼管杭の施工法 |
JP27548698A JP3251906B2 (ja) | 1998-09-29 | 1998-09-29 | 回転圧入式杭工法及び管杭貫入装置 |
JP10/275486 | 1998-09-29 | ||
JP10/309023 | 1998-10-29 | ||
JP30902398A JP2000080649A (ja) | 1997-10-30 | 1998-10-29 | 回転圧入杭の施工管理方法と回転圧入杭 |
JP11/54783 | 1999-03-02 | ||
JP05478399A JP3176892B2 (ja) | 1998-03-10 | 1999-03-02 | 回転圧入杭の施工管理方法 |
Related Child Applications (2)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
US09/423,563 A-371-Of-International US6394704B1 (en) | 1998-03-10 | 1999-09-10 | Screwed steel pile and method of construction management therefor |
US10/034,900 Division US6881014B2 (en) | 1998-03-10 | 2001-12-27 | Screwed steel pile and method of construction management therefor |
Publications (1)
Publication Number | Publication Date |
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WO1999046449A1 true WO1999046449A1 (fr) | 1999-09-16 |
Family
ID=27572447
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
PCT/JP1999/001165 WO1999046449A1 (fr) | 1998-03-10 | 1999-03-10 | Pile enterree par rotation et procede de mise en place d'une telle pile |
Country Status (6)
Country | Link |
---|---|
US (2) | US6394704B1 (ja) |
EP (1) | EP1002902A4 (ja) |
KR (1) | KR100388263B1 (ja) |
CN (3) | CN1246537C (ja) |
HK (3) | HK1028628A1 (ja) |
WO (1) | WO1999046449A1 (ja) |
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- 1999-03-10 WO PCT/JP1999/001165 patent/WO1999046449A1/ja active IP Right Grant
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- 1999-09-10 US US09/423,563 patent/US6394704B1/en not_active Expired - Fee Related
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Cited By (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN102134851A (zh) * | 2011-02-17 | 2011-07-27 | 天津市隆安达建筑仪器科技发展有限公司 | 静压桩施工自动记录仪及静压桩施工装置 |
CN103046544A (zh) * | 2013-01-25 | 2013-04-17 | 汤保新 | 自旋桩、自旋桩腰及自旋桩头 |
CN103046544B (zh) * | 2013-01-25 | 2015-07-15 | 汤保新 | 自旋桩、自旋桩腰及自旋桩头 |
Also Published As
Publication number | Publication date |
---|---|
HK1066575A1 (en) | 2005-03-24 |
CN1298939C (zh) | 2007-02-07 |
CN1246537C (zh) | 2006-03-22 |
CN1246536C (zh) | 2006-03-22 |
CN1256732A (zh) | 2000-06-14 |
EP1002902A4 (en) | 2004-06-09 |
KR20010012416A (ko) | 2001-02-15 |
HK1066576A1 (en) | 2005-03-24 |
CN1510219A (zh) | 2004-07-07 |
US6881014B2 (en) | 2005-04-19 |
KR100388263B1 (ko) | 2003-06-19 |
CN1510218A (zh) | 2004-07-07 |
US20020090271A1 (en) | 2002-07-11 |
US6394704B1 (en) | 2002-05-28 |
EP1002902A1 (en) | 2000-05-24 |
HK1028628A1 (en) | 2001-02-23 |
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