JPH07127053A - Horizontal resistance increasing pile - Google Patents

Abstract

PURPOSE:To increase the horizontal resistance of a pile by driving it, on the periphery of it a ground stirring body is installed, in a ground where liquefaction is produced to increase the shear elastic strength of the ground around the pile utilizing the deformation of the ground around the pile caused by the horizontal deformation of the pile at an earthquake. CONSTITUTION:A ground stirring body comprising a steel plate blade bodies 20, recessed faces 21, protruded faces 22, etc. is provided on the outer periphery of a pile body such as a steel tube pile 10, etc. Next the ground stirring body is installed on the periphery surface of the pile body in such an area that it penetrates through, at least, a layer section where liquefaction occurs. Also the ground stirring body i fixed to the outer periphery of a resistant body by welding, etc., or a blade body attachment is installed to an existing pile. Then, when repeated shear acts under non-water draining condition, the shearing strain of a soil element is increased actively, and hydraulic pressure in clearances between soil particles is reduced suddenly. In addition, a larger shear modulus than the conventional pile can be thus obtained, and a shear rigidity of the ground around it is recovered rapidly. Thus a ground resistance be increased, liquefaction can be prevented effectively, and the work can be made at low cost.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a horizontal resistance increasing pile,
In particular, the present invention relates to a horizontal resistance-enhancing pile that increases shear resistance of the ground surrounding a pile that penetrates a sand layer that causes liquefaction during an earthquake and enhances horizontal resistance of the pile.

[0002]

2. Description of the Related Art Pile foundations, which are deeper than conventional ones, are designed so that a predetermined vertical support force can be secured in the lower support ground.
The size and strength of the main body are designed so that the main body can resist the horizontal displacement or the predetermined pile head rotational displacement caused by the horizontal force acting during an earthquake and the pile head reaction force applied from the upper structure. By the way, in recent years, the liquefaction phenomenon of saturated sand ground at the time of an earthquake has been highlighted, and researches on clarification and prediction of the phenomenon and design methods have been actively pursued. As a result, current design techniques do not allow structures of significant size to be supported directly on a liquefiable sand layer or by short friction piles. That is, in a support pile that is constructed in a sand layer that is likely to be liquefied, the pile extends through the sand layer to the lower support layer, and the tip of the pile is embedded in the support layer for a specified length to ensure vertical load. To support.

However, even in a pile foundation constructed by penetrating through a sand layer having a possibility of liquefaction up to the supporting layer as described above, the sand layer portion as the intermediate layer is liquefied at the time of an earthquake, and the ground around the pile in this portion is liquefied. The horizontal resistance of is drastically reduced. For this reason, in piles constructed on the ground where such an intermediate layer intervenes, the horizontal resistance of the ground partly decreases sharply, so when pile types with large flexibility are used, Causes excessive horizontal displacement of the pile. As a result, an excessive pile head reaction force may be received from the superstructure having a high rigidity at the pile head, which may lead to the destruction of the pile body.

Considering that the horizontal resistance is drastically reduced in the ground liquefied during an earthquake as described above, the seismic design rule of each design standard (for example, road bridge specifications, building foundation design standard) In the calculation of horizontal bearing capacity, it is stipulated that the bearing capacity of the applicable ground and the coefficient of horizontal ground reaction force should be set to zero for the prescribed design.

By the way, when it is necessary to construct a structure on the ground that is likely to be liquefied, various liquefaction countermeasures have been taken according to the mechanism of liquefaction.
For example, ground compaction, consolidation with a chemical solution, and material replacement construction methods have been developed and implemented as countermeasures aimed at forming a solid soil particle skeleton in the sand layer of the target ground. Typical examples of the compaction method include a vibro flotation method, a sand compaction method, and a dynamic consolidation method. In these compaction methods, compaction work is performed so that the N value of the ground in the range in which compaction is performed becomes a predetermined value or more. In other words, the skeleton between soil particles is retained even if an earthquake occurs in the ground where the compaction is improved and the N value becomes a predetermined value or more. Therefore, excess pore water pressure does not rise and liquefaction can be effectively prevented. it can. Since this compaction method involves shock and vibration during construction, it is necessary to pay attention to the influence of noise and vibration on the surroundings.

Therefore, a drainage method or the like has been developed as a countermeasure method capable of relatively reducing noise and vibration. This drainage method uses gravel piles (gravel columns) in the ground in saturated sand layers.
Is installed to form a horizontal drainage path and shorten the porewater drainage path in the sand layer to actively suppress the rise of excess porewater pressure that occurs during an earthquake. In this case, the skeleton of the soil particles will collapse due to the influence of the earthquake, so it can be used in a design in which subsidence of the ground may occur. Further, since it does not have a compaction effect, it is said that the toughness as a ground material is inferior to that of the compaction method.

[0007]

However, in the liquefaction countermeasure works as described above, any of the countermeasure works must be constructed over a considerably wide area and depth with respect to the scale of the structure. Then, piles and the like as the foundation of the structure are constructed on the stabilized ground. Therefore, there is a problem that a large amount of construction cost must be taken for the improvement work of the target foundation ground in the ground where liquefaction is expected to occur. Further, since the improvement work must be carried out prior to the start of construction of the main body structure, the whole construction period will be long, and the costs associated therewith must be taken into consideration.

On the other hand, as mentioned above, in the seismic design section of the Road Bridge Specification, the soil constants of the target ground (ground deformation coefficient ES, horizontal level) are calculated according to the resistivity FL calculated for the liquefaction judgment of the liquefied ground. A design method was adopted to reduce the directional ground coefficient kh). For example, on the ground where the horizontal bearing capacity is expected to decrease due to liquefaction, a safety-side design has been performed in which the soil constant is set to zero and a predetermined seismic design is performed. For this reason, it was necessary to set the pile size and pile strength large in the ground where there is a sand layer that may liquefy.

As described above, in the design of piles, it is common practice to design the piles by reducing the bearing capacity of the ground when the liquefied ground is not improved. The design concept of increasing the resistance strength of the ground is not used. That is, when the shear strain exceeds a certain limit with respect to the displacement of a given soil element in the state where repeated shearing acts on the ground such as during an earthquake, the volume of the soil element expands due to the subsequent shearing action ( Positive dilatancy) and negative pore water pressure occur, which causes the shear resistance value of the soil element, that is, the shear elastic modulus (shear stiffness) and strength to recover rapidly (this phenomenon is called the cyclic mobility phenomenon). ing). The results of attempting the ground liquefaction countermeasure work by piles focusing on this phenomenon are not disclosed.

FIG. 9 shows shear strain-shear stress (γ) of a soil element that exhibits non-linear behavior with respect to repeated loading and unloading.
FIG. 6 is a relationship diagram showing an example of a history curve of −τ) relationship. Usually, the soil element draws a spindle-shaped history curve showing a predetermined damping with respect to repeated loading and unloading (curve a). The shear elastic modulus G, which is the secant elastic modulus of the hysteresis loop formed by this hysteresis curve, and the damping constant h are obtained as indicators of the dynamic characteristics of the soil, and are used in various dynamic analyses. For example, when liquefaction occurs in soil elements due to repeated shearing, excess pore water pressure rises, effective stress decreases to near zero, shear strength is lost, and the envelope curve of the hysteresis curve in the drained state is that of curve b. It is known that Therefore, the strength and rigidity of the soil element drop sharply. However, when the shear strain increases to a certain limit in the undrained state and the cyclic mobility phenomenon occurs, the shear stress sharply increases as shown by the curve c, and the shear elastic modulus G increases as the strength increases.
Is also known to recover.

FIG. 10 (a) is a schematic diagram showing the displacement state of the conventional circular cross-section pile 50, and FIG. 10 (c) is a schematic diagram showing the shear deformation state of the soil element 51 of the surrounding ground at that time. In this way, when the pile 50 receives a horizontal force such as an earthquake load and is horizontally displaced by δ, the soil element 51 undergoes shear deformation as indicated by reference numeral 52 according to the stress distribution of the surrounding ground. Therefore, if the shear deformation rises sharply in this state and exceeds a certain limit, the rigidity and strength of the surrounding ground can be improved as shown by the curve c shown in FIG.

Therefore, an object of the present invention is to solve the problems of the above-mentioned conventional techniques, and pay attention to the dynamic behavior of the soil of the liquefied ground described above, thereby increasing the horizontal resistance strength of the ground around the pile. It is to provide a horizontal resistance-enhancing pile that is designed to be enhanced at a timing.

[0013]

In order to achieve the above object, the present invention is characterized in that a ground disturbing body is formed at least on a peripheral surface of a pile body which penetrates a stratum portion where liquefaction occurs. is there. At this time, it is preferable that the ground disturbing body is a wing body fixed to the peripheral surface of the pile. Further, it is preferable that the ground disturbing body is composed of a wing attachment attached to the peripheral surface of the ready-made pile.

[0014]

According to the present invention, since the ground disturbing body is formed on the pile body peripheral surface at least in the range penetrating the stratum portion where liquefaction occurs, the pile having the ground disturbing body is repeatedly sheared in an undrained state. When acting, the shear strain of soil elements can be positively increased and the pore water pressure between soil particles can be sharply reduced. As a result, the shear stress τ can be increased as shown by the curve d at a timing earlier than the behavior shown by the curve c in FIG. As a result, a larger shear elastic modulus G can be obtained as compared with the conventional pile, and the shear rigidity of the surrounding ground can be rapidly recovered.

That is, when the pile body 10 is horizontally displaced by δ as shown in FIGS. 10 (b) and 10 (d), the pile body 10 having the ground disturbing body 20 formed on the pile peripheral surface has a normal circular cross section. From the pile 50 (see Fig. 1 (c)), the soil element 60 on the surrounding ground
A large shear strain γ can be generated. As a result, the shear elastic modulus G of the ground around the pile is calculated by the curve d in FIG.
It can be positively strengthened at an early timing as shown in, and the surrounding ground can apparently serve as a stopper that suppresses the displacement of the pile against horizontal displacement. In addition, by constructing the ground disturbing body with a wing attachment that is fixed to the peripheral surface of the prefabricated pile, the prefabricated pile can be utilized to inexpensively and easily exhibit the horizontal resistance increasing effect.

[0016]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Embodiments of the horizontal resistance increasing pile according to the present invention and various modifications will be described below with reference to the accompanying drawings. Each drawing shown in FIG. 1 is a partial perspective view showing an embodiment in which various types of plate-shaped blades are welded to the peripheral surface of a steel pipe pile 10 as an example. In FIG. 1 (a), four steel plate blades 20, which are ground disturbing bodies, are welded over the entire length of the steel pipe pile 10 at substantially equal intervals so that the planar shape is a cross shape. The blade width B of this steel plate blade body 20 is set at a predetermined ratio to the pile diameter D, and normally B = (0.5
.About.1.0) × D. FIG. 2A shows a planar shape of the steel pipe pile 10 shown in FIG.
In the figure, the number of steel plate blades 20 is shown as four, but the number of installed steel plates is set at an angle of equal intervals and about 3 to 12 are welded so as to be radial from the center of the steel pipe pile. It is possible. At this time, what is important is how to effectively increase the shear strain of the surrounding ground when the pile is horizontally displaced in the ground where liquefaction may occur. Since the degree of ground disturbance varies depending on the number of steel plate blade bodies 20, a predetermined ground test or the like may be performed in advance to set the number of blade bodies and the installation position uniquely to make a pile, and the N value, etc. Judging from the above, a steel pipe pile having a ground disturbing body as an off-the-shelf product in which a predetermined number of steel plate wings are welded in advance may be purchased and constructed.

FIGS. 1B and 1C show the steel plate blade body 20 only in the depth direction of the ground where the steel pipe pile 10 is installed, to a depth where a saturated sand layer that may cause liquefaction exists.
It shows an example of welding. The piles having these shapes have an advantage that, when the saturated sand layer forms a lens layer or thinly intervenes over several rows, it can be handled with a cheaper pile than that shown in FIG. Also,
Since it does not disturb the other strata that are not liable to be liquefied, it is possible to prevent the ground strength from being unnecessarily reduced. Further, according to the steel pipe pile 10 shown in FIG. 3D, since the steel plate blade body 20 is welded while changing the angle with respect to the depth direction of the pile, the ground disturbance action is more effectively performed. . The same figure (c)
As a modified example, it is preferable that the steel plate blade bodies 20 in the vertical direction are alternately welded at an angle of 45 ° so as to form a so-called zigzag pattern so as to enhance the ground disturbance effect, because the processing is easy and preferable.

When the directivity is expected in the collapse phenomenon due to liquefaction due to the peculiar reason of the target ground, topography, structure, etc., as shown in FIG. It is also preferable to change the wing width B of the wing body in one direction of 20A and 20B. As a result, when the target ground is a slope or the like, slope collapse and lateral flow can be effectively prevented.

FIGS. 1A to 1D show an example in which the steel plate blade body 20 is welded to the outer peripheral surface of the steel pipe pile 10.
As shown in (e) and FIG. 2 (c), a concave surface (concave surface) 21 and a convex surface 22 may be alternately formed on the surface of the steel pipe by pressing to form a ground disturbing body. In this case, the cross-sectional area of the pile changes, but it is necessary to set so as to clear the pile design value even at the minimum cross-sectional position. Since the ground where the concave surface 21 is formed is filled during pile construction, the horizontal displacement of the pile causes the soil mass in this area to be positively deformed, resulting in deformation of the surrounding ground and shear strain of the surrounding ground. Is also expected to rise.

FIG. 1 (f) shows a plurality of circular apertures 20a formed in the surface of the above-mentioned steel plate blade body 20 in order to ensure the integrity of the pile body and the surrounding ground during pile construction. . In this case, the pulling-out proof strength at all times is improved, and at the time of horizontal displacement, the ground in the vicinity of the circular opening 20a is disturbed and a sudden shear strain is generated, so that the reduction of the pore water pressure can be further promoted. Needless to say, the opening 20a formed in the steel plate blade body 20 is not limited to a circular shape and can have various shapes.

Next, the details of the structure of the steel plate blade body 20 fixed to the peripheral surface of the steel pipe pile 10 will be described with reference to FIG. Each steel plate wing body 20 shown in FIG. 1 is made by welding flat steel having a predetermined blade length B in the longitudinal direction of the pipe circumferential surface, but the wing body is deformed and damaged by ground resistance when the pile is horizontally displaced. It is necessary to have rigidity and strength that do not occur. Further, from the viewpoint of ease of construction such as welding work, it is also preferable to arrange and weld the shaped steel so that the web portion serves as a blade. FIG. 3A shows an example in which a narrow CT type steel is used as the blade body 23, and both ends of the flange 23a are fillet-welded to the surface of the steel pipe pile 10 to form the blade body. In addition, angle steel or angle steel having different side lengths may be welded. For example, when the blade body is required to have sufficient rigidity and strength, one end of the flange 24a of the H-shaped steel 24 as shown in FIG. FIG. 3C shows a modified example in which steel plates are assembled into a wing body 25 having a trapezoidal cross section, and concrete 30 is filled in the wing body 25. In this case, the relatively thin steel plate 25a is used as a frame, ribs 25b, etc. are arranged inside, and the blade body 25 has a steel-concrete (SC) composite structure. Naturally, a wing body having a similar shape may be formed only by the steel plate without being filled with concrete.

As described above, the steel pipe pile 10 can directly weld the steel plate blade body to the surface thereof, and as described above, the blade body can be easily provided only in the sand layer portion where liquefaction is likely to occur, which is cost effective. Is also an effective pile species. By the way, there are many types of piles used for pile foundations, depending on the construction method such as cast-in-place piles, hollow-digging piles and driven-in piles. Also, from the viewpoint of pile materials, steel piles, reinforced concrete (RC) piles, and prestressed piles. There are a wide variety of composite (PC) piles, high-strength prestressed concrete (PHC) piles, and composite piles such as steel plate concrete (SC) piles. However, the ground disturbing body according to the present invention contributes to an increase in the shear strain of the ground and an improvement in the shear elastic modulus in any of the pile types described above. Therefore, when forming the ground disturbing body on the peripheral surface of the pile, it is preferable to design the wing body so that the wing body and the pile body have an integrated structure, paying attention to the material and structure of the pile body.

FIG. 4 is a partial sectional view showing an example in which a wing body is formed in various piles. FIG. 1A shows a cross section of a wing body 26 formed on the PC pile 11 and a part of the main body. The wing body 26 is provided with a reinforcing bar 31 having a predetermined reinforcing bar amount so as to resist bending of the pile. Are placed and these reinforcements 31
Is integrally connected to the PC steel wire 33 of the main body and the reinforcing strip reinforcing bar 34 via the strip reinforcing bar 32. Therefore, since the concrete wing body 26 integrated with the main body increases the section modulus of the pile body, there is an advantage that the bending resistance of the pile body is also improved.

FIG. 2B shows an example in which the above-mentioned steel plate blade 27 is welded to the surface of the SC pile. In this modification, the steel plate wing body 27 is deformed when the pile is horizontally displaced, and the stiffening plate 37 is arranged and buried on the concrete side so that the steel plate lining 12 and the concrete 13 are not separated. The same figure (c) is a modification in which a steel plate wing body 28 having an embedded support portion 29 is arranged on the outer peripheral surface of the PC pile 14 so that the steel plate wing body 28 is integrally formed when forming a concrete pile body. This is an example. This embedded support portion 29 is composed of a support plate 29a and an anchor bolt 29b or an anchor plate embedded in concrete, and is arranged at a predetermined position using a reinforcing bar (not shown) preassembled at the pile position as a guide.
It is constructed integrally with the concrete pile body. As a result, the ground resistance acting on the steel plate blade body 20 during horizontal displacement is transmitted to the integrated concrete, and the pile as a whole behaves.

In the above, the modified example in which the blade body is formed on various ready-made piles is shown. However, in the case of cast-in-place piles, in addition to the circular cross section of a predetermined diameter when excavating the pile with an excavator such as an earth drill By using the excavation attachment capable of excavating the radially arranged groove portions, it is possible to excavate a pile cross section having a shape close to the cross section shown in FIG. 4A, for example. Furthermore, if the reinforcing bar cage to be built in this excavation part is also connected to the wing body part and concrete is placed in the same manner as in the past, it is possible to construct cast-in-place piles with ground disturbing bodies. .

Next, as another embodiment, a PC pile and a PHC
A horizontal resistance-enhancing pile in which the above-mentioned blade body is attached as an attachment to a predetermined position around a conventional ready-made pile such as a pile or a steel pipe pile will be described with reference to FIGS. 5 to 8. FIG. 5 is a side view showing the wing attachment 40 fixed to a predetermined position on the outer periphery of the ready-made PC pile. This wing body attachment 40 has a body portion 41 having an inner diameter slightly larger than the outer diameter of the pile body 11, as shown in FIG.
And joint flanges 42 formed on both ends of the body 41
And a wing portion 43 fixed by welding to the body portion 41 at a substantially central position. In this embodiment, the two wing body attachments 40 at the opposing positions as shown in FIG. The joint flanges 42 at both ends are bolted together to be integrally joined. At this time, the joint flange 42 is set to have substantially the same size as the blade portion 43 fixed to the central position, so that the two blade body attachments 4 are attached.
When 0 is joined, a wing body having a substantially cross-shaped plane as shown in FIG. 5B may be formed around the pile body 11 at a position where the wing body attachment 40 is fixed. it can. The blade length of the blade attachment 40 is preferably set to about 1/2 of the outer diameter D of the ready-made pile. Further, by configuring the wing body as the wing body attachment 40 as described above, the wing body attachment 4
When 0 is fixed to the ready-made pile, there is an advantage that the wing body shapes arranged in a staggered manner as shown in FIG. 1D can be easily manufactured on site.

By the way, the wing body attachment 40 is a steel processed product finished so as to have an inner diameter corresponding to the outer diameter of the pile body 11 to be attached. When the wing body attachment 40 is fixed to the pile body 11, a resin buffer band 44 is used. Is preferably wound around the mounting position of the blade attachment 40 of the pile 11. Thereby, even if the tightening force at the joint flange 42 portion of the blade attachment 40 is not evenly transmitted to the outer periphery of the pile body 11, it is possible to prevent the pile body 11 from being locally damaged. it can. As the buffer band 44, synthetic rubber, resin-impregnated cloth, or the like may be used. This wing attachment 40 is shown in FIG.
1 shows a state of being fixed with a predetermined distance in the depth direction of No. 1. The pile body 11 to which the wing body attachment 40 is fixed can have the same effect as the horizontal resistance enhancement pile shown in FIG. 1 (c). For example, in order to equip a PC pile with a wing body at the time of manufacturing a pile body, a reinforcement structure as shown in FIG. 4 must be applied, so that the manufacturing cost of the pile body 11 is expected to be considerably high. In the embodiment shown in FIG. 7, since it is only necessary to bolt the steel blade attachment 40 to the outer circumference of the ready-made PC pile, it is possible to significantly reduce the cost.

Each drawing of FIG. 8 shows a modified example of the blade attachment 50. In this modification, as shown in FIG. 7A, a body portion 51 to which a predetermined number of blade bodies 54 can be attached at a predetermined position is adopted. In the example shown in FIG. 7A, one blade body 5 is provided for each joint flange portion.
2 is formed, and further, blade body mounting flanges 53 are formed along the outer periphery of the body portion 51 at angular intervals of about 45 °. A wing body 54 is fixed to the wing body mounting flange 53 at a position perpendicular to the joint flange 52 by bolting. As a result, also in this modification, the wing body having a substantially cruciform planar shape can be formed at a predetermined position of the pile body 11. If the blade bodies 54 are fixed to all of the blade body mounting flanges 53 in this modified example, it is possible to provide eight blade bodies as a whole. FIG. 8 (b) shows an example of a horizontal resistance enhancing pile having a ground disturbance effect equivalent to that of FIG. The figure (c) shows
Long blade plate 5 with multiple blade attachments 50
5 shows an application example in which 5 is supported and fixed. According to this example, there is an advantage that ready-made piles can be easily applied as the horizontal resistance-enhancing piles even when the layer thickness that may cause liquefaction is large.

The wing body attachment 50 is used by attaching it to a normal ready-made pile that has been brought into the field. The wing body attachment 50 may be attached to the position, and then the pile body 11 to which the wing body attachment 50 is attached may be driven by using a pile driver or the like, or the wing body attachment 50
It is also possible to drive ready-made piles up to the lower end of the mounting position, attach the blade attachments 50 in sequence to the pile portions projecting near the ground surface, and drive the piles.

In the above description, it was stated that the wing structure as a ground disturbing body can improve the shear elastic modulus of the ground around the pile, but a pile having a ground disturbing body such as a steel pipe pile or a PC pile is driven in. The construction can be expected to have a compaction effect on the surrounding ground.

[0031]

As is apparent from the above description, according to the present invention, the shear elastic strength of the ground around the pile is positively utilized by positively utilizing the deformation behavior of the surrounding ground when the pile is horizontally displaced during an earthquake. Since it is possible to improve the horizontal resistance of the pile, it is possible to enhance the ground resistance in a part of the structure called the pile, and it is possible to provide an inexpensive and extremely effective liquefaction countermeasure work.

[Brief description of drawings]

FIG. 1 is a partial perspective view showing some embodiments of a horizontal resistance enhancing pile according to the present invention.

FIG. 2 is a plan view showing an example of a planar shape of the horizontal resistance enhancement pile shown in FIG.

FIG. 3 is a partial transverse cross-sectional view showing an example of a ground disturbing body formed on the peripheral surface of a steel pipe pile.

FIG. 4 is a partial cross-sectional view showing an example of a ground disturbing body formed on the peripheral surface of a concrete pile or a composite pile.

FIG. 5 is a front view and a cross-sectional view showing an example of a horizontal resistance enhancement pile to which a wing attachment is attached as another embodiment.

6 is a schematic perspective view showing an example of attachment of a wing body attachment to the horizontal resistance enhancement pile shown in FIG.

FIG. 7 is a partial perspective view showing an example in which a plurality of wing body attachments are attached to a pile body.

FIG. 8 is a cross-sectional view and a partial perspective view showing a modified example of the wing attachment.

[Fig. 9] Shear strain of soil element-Shear stress (γ-τ)
FIG. 6 is a relationship diagram showing an example of a relationship history curve.

FIG. 10 is an explanatory view schematically showing the relationship between horizontal displacement of piles, ground deformation state, and shear deformation strain of soil elements.

[Explanation of symbols]

 10 Steel Pipe Pile 11,14 PC Pile 20,27,28,43,54 Steel Plate Wing 25,26 Concrete Wing 40,50 Wing Attachment 42,52 Joint Flange

Claims (3)

[Claims] 1. A horizontal resistance-enhancing pile, wherein a ground disturbing body is formed on a peripheral surface of the pile body that penetrates at least a stratum portion where liquefaction occurs. 2. The horizontal resistance enhancement pile according to claim 1, wherein the ground disturbing body is a wing body fixed to a peripheral surface of the pile. 3. The horizontal resistance enhancement pile according to claim 1, wherein the ground disturbing body comprises a wing attachment attached to a peripheral surface of a ready-made pile.