JP5000734B2 - Press-in method of reinforcing pile - Google Patents

Description

  The present invention relates to a method for press-fitting a reinforcing pile that reliably corrects inclination due to uneven settlement of existing foundations and prevents inclination in a temporary receiving state in a structure such as a building.

In general, solid foundations, cloth foundations, independent foundations, underground beams, footings, etc. are listed as existing foundations that support the structure at the bottom. If such an existing foundation is installed on a soft ground, the existing foundation will subside, and the structure will be inclined accordingly.
Therefore, as a method of press-fitting a reinforcing pile that corrects the inclination of the structure tilted due to the uneven settlement of the existing foundation in this way, a reinforcing pile made of steel pipe is pressed directly under the existing foundation of the structure to sufficiently load the structure. There has been known one that is corrected by causing the tip of the reinforcing pile to reach a support ground that can be supported by the base (for example, see Patent Document 1). In this press-fitting method, a work space for press-fitting a reinforcing pile is formed directly under the existing foundation of the structure, and then a jack installed between the bottom surface of the existing foundation and the reinforcing pile is used. With the bottom as a bearing surface, the reinforcement piles are press-fitted in order by the reaction force of the structure load. Then, let the tip of the lowest reinforcement pile that was press-fitted first among each reinforcement pile reach the support ground, and in this state, take the reaction force on the support ground and adjust the height position of the existing foundation with a jack By doing so, the inclination of the structure is corrected.
The above-described press-in method for reinforcing piles is also used when an underground space is constructed under the structure. In other words, the existing foundation of the structure is temporarily supported by the reinforcing pile whose tip reaches the support ground, and in this state, an underground space can be constructed under the structure.

JP 2008-308856 A

However, in the said conventional thing, since the hollow reinforcement pile which consists of steel pipes is used, earth and sand penetrate | invade into the inside (inner peripheral side) of a reinforcement pile at the time of the press fit in soil. The earth and sand that has entered the inside of the reinforcing pile is strongly compressed at the tip of the lowermost reinforcing pile every time the reinforcing pile is sequentially added, and as the tip of the reinforcing pile approaches the supporting ground, It becomes a very solidified product between the supporting ground. When such a solid solidified material is interposed between the tip of the reinforcing pile and the supporting ground, the reinforcement that is pressed into the soil even though the tip of the reinforcing pile has not reached the supporting ground. The reaction force of the pile exceeds the load of the structure, and thereby, it is erroneously determined that the tip of the reinforcing pile has reached the support ground.
However, the solidified material interposed between the tip of the reinforcing pile and the supporting ground is a very strong solidified material compressed between the supporting ground due to the press-fitting of each reinforcing pile, but the earth and sand are originally solidified. Therefore, it may collapse due to infiltration of groundwater. For this reason, if the solidified material collapses between the tip of the reinforcing pile and the supporting ground, the tip of the reinforcing pile descends to the supporting ground due to the load of the structure, and the inclination of the existing foundation is generated again and re-sinks. Or the existing foundation in the temporary receiving state is inclined.

  The present invention has been made in view of such points, and the object of the present invention is to allow the tip of the lowermost reinforcing pile to reach the support ground without interposing a solidified material with the support ground, It is an object of the present invention to provide a press-in method for reinforcing piles that can reliably correct the inclination of the existing foundation due to uneven settlement and prevent the inclination of the existing foundation in the temporary receiving state.

In order to achieve the above object, according to the press-fitting method of a reinforcing pile taken by the present invention, a work space for press-fitting a reinforcing pile made of a steel pipe into the soil immediately below the existing foundation of a structure that is not settled or temporarily received. And a reinforcing pile press-in step in which the reinforcing piles are press-fitted while being sequentially added by a reaction force of the load of the structure with the bottom surface of the existing foundation as a bearing surface. And when the reaction force of the said reinforcement pile exceeds the load of the said structure in the said reinforcement pile press-in process, an impact is given to the reinforcement pile exposed to the said working space from the side of the said reinforcement pile. A vibration wave is transmitted to the tip of the lower reinforcement pile, and in this state, the reinforcement pile is press-fitted until the reaction force of the reinforcement pile exceeds the load of the structure again.
By this specific matter, when it is determined that the tip of the reinforcing pile has reached the support ground when the reaction force of the reinforcing pile exceeds the load of the structure in the reinforcing pile press-in process, it is exposed to the work space An impact is applied to the uppermost reinforcing pile from the side, and a vibration wave is transmitted to the tip of the lowermost reinforcing pile due to the applied impact. For this reason, even if solidified material is present between the tip of the bottom reinforcing pile and the supporting ground, the solidified material is actively crushed by the vibration wave transmitted to the tip of the bottom reinforcing pile. By the press-fitting of the reinforcing pile in this state, the tip of the lowermost reinforcing pile surely reaches the support ground without interposing a solidified substance. As a result, with the tip of the bottom reinforcement pile reaching the support ground, the reaction force is applied to the support ground and the height position of the existing foundation is adjusted by the jack, so that the inclination of the structure is corrected smoothly. Thus, it becomes possible to reliably prevent re-sinking of the existing foundation. In addition, it is possible to reliably prevent the occurrence of the inclination of the existing foundation that is temporarily received even when an underground space is constructed under the structure.

Moreover, in order to achieve the said objective, in the press-fitting method of the other reinforcement pile which this invention took, the reinforcement pile which consists of a steel pipe is press-fitted in the soil directly under the existing foundation of the structure which is not settled or temporarily received. A drilling process for excavating and forming a working space, and a reinforcing pile press-in process for press-fitting the reinforcing piles while sequentially adding the reinforcing piles with the bottom surface of the existing foundation as a bearing surface by the reaction force of the load of the structure To do. Furthermore, a substantially cone-shaped or substantially pyramid-shaped protrusion is attached to the lower end position of the inner peripheral surface of the reinforcement pile that is initially press-fitted among each of the reinforcement piles so as to be detachable upward through the inside of the reinforcement pile. Yes. And when the reaction force of the said reinforcement pile exceeded the load of the said structure in the said reinforcement pile press-in process, the said protrusion is disengaged upwards, In this state, the reaction force of the said reinforcement pile is the load of the said structure. The reinforcement pile is press-fitted until it exceeds again.
Due to this specific matter, the substantially cone-shaped or substantially pyramid-shaped protrusion is attached to the lower end position of the inner peripheral surface of the bottommost reinforcing pile to be press-fitted first. There is no intrusion of earth and sand with the press-fitting, and no solidified material is interposed between the tip of the lowermost reinforcing pile and the supporting ground. In addition, the bottom reinforcing pile is pressed into the rocks, gravel, or concrete shells contained in the backfilled soil while being smoothly scraped outward by the protrusions at the tip, and penetrates into the thin sand layer or gravel layer. The resistance is also reduced, so that the layer can be easily penetrated and smoothly press-fitted.
And when it is judged that the tip of the bottom reinforcement pile reaches the support ground etc. when the reaction force of the reinforcement pile exceeds the load of the structure in the reinforcement pile press-in process, the inside of the reinforcement pile passes through the inside. The protrusion is separated upward. At this time, even if the substantially cone-shaped or substantially pyramid-shaped projecting portion is detached, the press-in resistance does not increase so much because the interior of the alternative reinforcing pile is hollow and its tip is opened in an annular shape. This is because in conventional reinforced piles that do not have protrusions, when they are successively added during press-fitting into the soil, the earth and sand that enter the interior is compressed and blocked by a solid solidified material at the tip of the bottom reinforced pile. On the other hand, there is no solidified material at the tip of the reinforcing pile that is opened for the first time when the protrusion is separated upward.
In this case, if the reinforcement pile is pressed in with the tip open for the first time when the protrusion is removed, the earth and sand will enter the inside of the bottom reinforcement pile, but the amount of press-in of the reinforcement pile is slight. Therefore, even if the reinforcement pile is press-fitted until the reaction force of the reinforcement pile exceeds the load of the structure again, the tip of the bottom reinforcement pile is surely attached to the support ground without interposing solidified matter. To reach. In addition, since the surface area at the tip of the bottom reinforcing pile whose tip opens for the first time when the protrusion is removed becomes smaller due to the removal of the protrusion, the reaction force of the reinforcing pile again causes the load of the structure to be reduced. If the said reinforcement pile is press-fit until it exceeds, the front-end | tip of a reinforcement pile will reach | attain in the state which digged up firmly in support ground. As a result, with the tip of the bottom reinforcement pile reaching the support ground, the reaction force is applied to the support ground and the height position of the existing foundation is adjusted by the jack, so that the inclination of the structure is corrected smoothly. Thus, it becomes possible to reliably prevent re-sinking of the existing foundation. Moreover, even when an underground space is constructed under the structure, it is possible to reliably prevent the occurrence of the inclination of the existing foundation in the provisional receiving state.

Further, when the reaction force of the reinforcing pile exceeds the load of the structure in the press-fitting step of the reinforcing pile, an impact is applied from the side of the reinforcing pile to the uppermost reinforcing pile exposed in the work space. It is preferable to apply and transmit a vibration wave to the tip of the lowest reinforcing pile.
In this case, even if the reaction force of the reinforcing pile exceeds the load of the structure due to the separation of the protrusions that have been smoothly scraped to the outside without penetrating the soil, the side of the top reinforcing pile The tip of the lowermost reinforcing pile can smoothly reach the supporting ground while scraping the earth and sand by the vibration wave transmitted to the tip of the lowermost reinforcing pile by the applied impact.
On the other hand, the top of the reinforcement pile even though the reaction force of the reinforcing pile exceeds the load of the structure despite the fact that the protrusions that were smoothly scraped to the outside without intruding the earth and sand were installed Smoothly supports the top protrusion of the bottom reinforcement pile while scraping the earth and sand by the vibration wave transmitted to the top protrusion of the bottom reinforcement pile by the impact applied from the side of the reinforcement pile Can be reached.

Furthermore, it is preferable that when the protrusion is detached upward and removed from the inside of the reinforcing pile, a hardening agent is introduced into the reinforcing pile from above.
In this case, the hardener added to the inside of the reinforcing pile from which the protrusions have been removed is mixed with the earth and sand that enters the inside of the reinforcing pile that is pressed in until the reaction force of the reinforcing pile exceeds the load of the structure again. Together, they are kneaded, and the tip of the reinforcing pile is closed when the tip of the reinforcing pile reaches the support ground. Thereby, the support area in the front-end | tip of a reinforcement pile is ensured, and the support strength of the reinforcement pile with respect to a support ground can be improved.

On the other hand, the projecting portion is provided with a through hole for connecting the lower end of the insertion tube inserted into each of the reinforcing piles and leading the curing agent introduced from the upper end of the insertion tube downward, You may block | close the lower end of a through-hole with the cap which comes off when the said protrusion is moved upwards.
In this case, the through hole of the protrusion is opened by the cap that is removed when the protrusion is moved upward, and the curing agent introduced from the upper end of the insertion tube is led out from the tip of the reinforcing pile through the through hole. The For this reason, the hardener derived from the tip of the reinforcing pile is mixed and kneaded with the earth and sand entering the inside of the reinforcing pile that has been press-fitted until the reaction force of the reinforcing pile exceeds the load of the structure again. When the tip of the pile reaches the support ground, the tip of the reinforcing pile is closed. Thereby, the support area in the front-end | tip of a reinforcement pile is ensured, and the support strength of the reinforcement pile with respect to a support ground can be improved.

Moreover, in order to achieve the said objective, in the press-fitting method of the other reinforcement pile which this invention took, the reinforcement pile which consists of a steel pipe is press-fitted in the soil directly under the existing foundation of the structure which is not settled or temporarily received. A drilling process for excavating and forming a working space, and a reinforcing pile press-in process in which the bottom of the existing foundation is supported as a bearing surface and the reinforcing piles are press-fitted while being sequentially added by a reaction force of the load of the structure. To do. Furthermore, the lowermost reinforcing pile that is first press-fitted into the soil among the reinforcing piles closes at least the tip. And when the reaction force of the said reinforcement pile exceeds the load of the said structure in the said reinforcement pile press-in process, an impact is given to the reinforcement pile exposed to the said working space from the side of the said reinforcement pile. A vibration wave is transmitted to the tip of the lower reinforcement pile, and in this state, the reinforcement pile is press-fitted until the reaction force of the reinforcement pile exceeds the load of the structure again.
Due to this specific matter, the bottom reinforcement pile with at least the tip closed is the side of the top reinforcement pile when the reaction force of the reinforcement pile exceeds the load of the structure in the reinforcement pile press-in process. By the vibration wave transmitted to the tip of the lowermost reinforcement pile by the applied impact, it is press-fitted until it reaches the support ground while scraping the earth and sand. At this time, even if solidified material is present between the tip of the bottom reinforcing pile and the supporting ground, the solidified material is actively crushed by the vibration wave transmitted to the tip of the bottom reinforcing pile. When the reaction force of the reinforcement pile exceeds the load of the structure again, the tip of the reinforcement pile surely reaches the support ground without interposing solidified material.
As a result, in the state where the tip of the reinforcing pile has reached the support ground, a reaction force is applied to the support ground and the height position of the existing foundation is adjusted by the jack, and the inclination of the structure is corrected smoothly, It is possible to reliably prevent re-sinking. Moreover, even when an underground space is constructed under the structure, it is possible to reliably prevent the occurrence of the inclination of the existing foundation in the provisional receiving state.

  In short, in the reinforcing pile press-in process, when the reaction force of the reinforcing pile exceeds the load of the structure, the impact applied from the side to the top reinforcing pile at the tip of the bottom reinforcing pile Transmits vibration waves, attaches a cone- or pyramid-shaped protrusion to the tip of the bottom reinforcing pile, or closes at least the tip with an impact applied from the top reinforcing pile The tip of the reinforcement pile is solidified by transmitting a vibration wave to the tip of the bottom reinforcement pile that has been pressed and press-fitting the reinforcement pile until the reaction force of the reinforcement pile exceeds the load of the structure again. Reach the support ground without any intervention, and adjust the height position of the existing foundation by jacking the reaction ground against the support ground with the tip of the reinforcement pile reaching the support ground. Re-sink the existing foundation. It is possible to reliably prevented. In addition, even when an underground space is built under the structure, it is possible to reliably prevent the occurrence of the inclination of the existing foundation in the temporary receiving state.

It is a top view of the solid foundation and retaining wall which used the press-fitting method of the reinforcement pile which concerns on the 1st Embodiment of this invention. It is a side view of the solid foundation and retaining wall which used the press-fitting method of the reinforcement pile which concerns on the 1st Embodiment of this invention. It is a side view of the press-fit apparatus of the reinforcement pile which concerns on the 1st Embodiment of this invention. It is a cross-sectional top view of the reinforcement pile cut | disconnected in the breaker support vicinity which concerns on the 1st Embodiment of this invention. It is a side view of the press-fitting device of the reinforcement pile which shows the state which replaces with the hydraulic jack of FIG. 3, and supports the height position of the solid foundation by the receiving stand. It is a side view of the press-fit apparatus of the reinforcement pile which concerns on the 2nd Embodiment of this invention. It is a vertical side view near the front-end | tip of the lowermost reinforcement pile of FIG. It is a vertical side view near the front-end | tip of the reinforcement pile which shows the state which cut | disconnected the protrusion of FIG. It is a vertical side view of the vicinity of the tip of the reinforcing pile showing a state in which the protrusion of FIG. It is a vertical side view of the vicinity of the tip of the reinforcing pile showing the state closed by the curing agent of FIG. It is a vertical side view near the front-end | tip of the reinforcement pile which concerns on the 3rd Embodiment of this invention.

  Embodiments of the present invention will be described below with reference to the accompanying drawings for understanding of the present invention. In addition, the following embodiment is an example which actualized this invention, Comprising: The thing of the character which limits the technical scope of this invention is not.

  1 and 2, reference numeral 1 denotes a structure such as a general house in which the press-fitting method for a reinforcing pile according to the first embodiment of the present invention is used, and the structure 1 is a mountain Y indicated by a one-dot chain line. It is erected on the site where the slope Ya is cut. Moreover, the said structure 1 is supported from the bottom by the solid foundation 2 as an existing foundation constructed in the ground of a creation site. That is, the solid foundation 2 is formed by arranging reinforcing bars on the entire ground below the structure 1 and pouring concrete into the ground, and supports the structure 1 from below with the entire reinforced concrete surface constructed on the ground. In addition, Yb shown with a dashed-dotted line in FIG. 2 is the firm support ground which a gravel soil etc. solidify below the surface layer of slope Ya.

  The solid foundation 2 has a plurality of column bases 21, 21 (shown in FIG. 1) whose upper ends protrude upward from the ground surface, and connecting bars 22, 22,... That connect the column bases 21 vertically and horizontally. , And a basic slab 23 (shown in FIG. 1) surrounded by these connecting ribs 22. Although not shown in the figure, gravel is spread on the ground surface on the inner side of the foundation slab 23, a moisture-proof film having a thickness of 0.1 mm or more is laid on the ground surface, and moisture-proof concrete is constructed thereon, thereby moisture from the ground surface. Measures are taken to prevent this. In this case, the base 11 of the structure 1 is installed on each column base 21 and each connecting wall 22.

  In addition, an L-shaped retaining wall 25 is embedded in one side of the structure 1 (on the left side in FIG. 2) to dam up the earth and sand that has cut the surface layer of the slope Ya of the mountain Y. In the retaining wall 25, the height of the wall surface portion 251 is about 4500 mm, and the length of the bottom surface portion 252 extending from the lower end of the wall surface portion 251 toward the structure 1 is about 3000 mm. The tip of the bottom surface portion 252 of the retaining wall 25 overlaps the structure 1. In this case, the bottom surface portion 252 of the retaining wall 25 has a function as a support ground that can sufficiently support the weight of the structure 1.

  And since the geology of the retaining wall 25 side where the earth and sand which cut down the slope Ya of the mountain Y were dammed and buried is softer than the geology of the anti-retaining wall 25 side (the other side), the said structure 1 is the said solid foundation 2 Inclination is caused by the uneven settlement. For this reason, as shown in FIG. 3, a plurality of reinforcing piles 30 are sequentially press-fitted and corrected by a press-fitting device 3 at a plurality of locations. The press-fitting device 3 is used in a work space 32 excavated and formed below the solid foundation 2, a hydraulic jack 31 as a jack installed between the bottom surface of the solid foundation 2 and the reinforcing pile 30, and the work space A vibration applying mechanism 33 that is detachably attached to the outer peripheral surface of the reinforcing pile 30 exposed at 32 and applies vibrations equally from the left and right sides of the reinforcing pile 30 is provided. In this case, the work space 32 is not only used for press-fitting the reinforcing pile 30 at a single location, but is also used for press-fitting the reinforcing pile 30 at a location close to this. As shown in FIG. 2, the end surface of the structure 1 (left surface in FIG. 1) is continuous from the retaining wall 25 side (left side in FIG. 2) to the counter retaining wall 25 side (right side in FIG. 2). .

  In addition, the reinforcing pile 30 is extended until the tip reaches the solid support ground Yb in the soil or the bottom surface portion 252 of the retaining wall 25 so that the weight of the structure 1 applied to the reinforcing pile 30 is sufficiently supported. It is press-fitted while being added sequentially. The working space 32 is excavated in a deep hole shape that is deeper than the length of each reinforcing pile 30 so that the reinforcing pile 30 can be smoothly added. In this case, a steel pipe having a length of 1000 mm, an outer diameter of 100 to 300 mm, and a thickness of 4 to 7 mm is applied as the reinforcing pile 30, and the reinforcing pipes 30 added in the work space 32 are joined together by welding.

  The hydraulic jack 31 has a length of 400 mm and a maximum stroke length of 200 mm when the piston 311 is extended. The hydraulic jack 31 is extended between the bottom surface of the solid foundation 2 and the reinforcing pile 30 exposed in the work space 32, and the load of the structure 1 is set with the bottom surface of the solid foundation 2 as a bearing surface. The reinforcement pile 30 is press-fitted in order by the reaction force. As the reinforcing piles 30 that are sequentially added, those having the same outer diameter as the reinforcing pile 30 that is the first press-fitted and is the lowest are applied. In this case, since the working space 32 is installed between the bottom surface of the solid foundation 2 and the head of the reinforcing pile 30 with the hydraulic jack 31 having a length of 400 mm, the working space 32 is formed by adding the reinforcing piles 30 and 30 to each other and the hydraulic jack 31. In order to smoothly press-fit the reinforcing pile 30, the depth is set to about 1500 mm.

  As shown in FIG. 4, the vibration imparting mechanism 33 is made of steel and has a pair of semi-annular shapes that sandwich the uppermost reinforcing pile 30 exposed in the work space 32 from the outside. Holding members 331 and 331, and an impact applying portion 333 that protrudes radially outward from the circumferential center position of each of the holding members 331 and has an insertion hole 332 for inserting the drill 341 of the concrete breaker 34. ing. Each clamping member 331 includes flanges 334 and 334 at both ends in the circumferential direction, and the flanges 334 and 334 are fastened by a plurality of bolts 335, 335,... And nuts 336, 336,. The outer peripheral surface of 30 is detachably mounted. The insertion hole 332 intersects the axis of the drill 341 of each concrete breaker 34 with the axis of the reinforcing pile 30 at a predetermined inclination angle (for example, an inclination angle of about 10 °) at a position below the reinforcing pile 30. It is inclined to. In this case, each clamping member 331 has an inner diameter (inner peripheral surface) that matches the reinforcement pile 30 having an outer diameter of 140 mm. When the reinforcement pile 30 having a larger outer diameter is used, By adjusting the degree of tightening of the flanges 334 and 334 by the nuts 336, pinching from the outside is made possible.

  The concrete breaker 34 includes a pair of left and right operation handles 342 (only one is shown in FIG. 3) projecting from the upper part of the breaker body 340 and intake of working air provided on the one operation handle 342. An opening (not shown) and an operation switch lever (not shown) provided on the other operation handle 342 are provided. The drill 341 protrudes downward from the lower part of the breaker body 340. The drill 341 is vibrated by a reciprocating motion of a piston (not shown) driven by working air in the breaker body 340, and the vibration of the drill 341 causes the side of the top reinforcing pile 30 via the vibration applying mechanism 33. An impact is evenly applied from one side, and a vibration wave is transmitted to the tip of the lowermost reinforcing pile 30 by the applied impact. Since each concrete breaker 34 is known per se, the details of the internal structure are omitted.

  Further, as shown in FIG. 5, the press-fitting device 3 is configured so that the bottom of the support ground Yb or the retaining wall 25 is reached when the tip of the lowermost reinforcing pile 30 reaches the bottom surface 252 of the supporting ground Yb or the retaining wall 25. The pedestal 35 for supporting the height position of the solid foundation 2 adjusted in the upward direction with respect to the head of the uppermost reinforcing pile 30 by taking the reaction force of 252 and extending the hydraulic jack 31 instead of the hydraulic jack 31. It has. The cradle 35 is attached to the upper plate 351 of a substantially equilateral triangle shape that is bonded to the bottom surface of the solid foundation 2 via a viscous grout (not shown) and the head of the top reinforcing pile 30. A substantially equilateral triangular lower plate 352 joined by welding, a male screw member 354 projecting vertically downward from each of the three corners of the upper plate 351, and screwed with a nut member 353; A cylindrical steel pipe member 355 is provided that protrudes upward in the vertical direction from the periphery of the three corners of the plate 352 and allows only the male screw part 354 below the nut member 353 to be inserted therein. The inner diameter of each steel pipe member 355 is set sufficiently smaller than the outer diameter of each nut member 353. And the upper plate 351 and the lower plate 352 are positioned so that the respective axial cores of the male screw members 354 and the steel pipe members 355 are aligned with each other, and the bottom surface and the uppermost reinforcement of the solid foundation 2. It is attached to the head of the pile 30. Further, the hydraulic jack 31 is installed between the center positions of the upper plate 351 and the lower plate 352 via the male screw members 354 and the steel pipe members 355. When the height position of the solid foundation 2 is supported by the cradle 35 instead of the hydraulic jack 31, the nut member 353 that is screwed into each male screw member 354 is moved to the side of each steel pipe member 355 as the hydraulic jack 31 extends. By moving forward (downward), the lower surface of each nut member 353 comes into close contact with the upper end of each steel pipe member 355, thereby supporting the height position of the solid foundation 2 by the cradle 35 instead of the hydraulic jack 31. . In this case, as shown in FIG. 5, the interval between the steel pipe members 355 is expanded for convenience so that the hydraulic jack 31 can be easily removed, but may be narrowed to such an extent that the hydraulic jack 31 can be removed.

  Next, the procedure of the press-fitting method in the case where the structure 1 tilted with the uneven settlement of the solid foundation 2 is corrected by sequentially press-fitting a plurality of reinforcing piles 30 by the press-fitting device 3 will be described. In this case, the structure 1 is inclined by a non-uniform subsidence in which one side (left side in FIG. 2) of the solid foundation 2 that becomes the retaining wall 25 side sinks below the other side (right side in FIG. 2). To do.

  First, as shown in FIG. 2, as shown in FIG. 2, a pothole-like work space 32 for press-fitting the reinforcing pile 30 is excavated and formed directly below the solid foundation 2 of the structure 1 that is not settled. The work space 32 is reinforced at five locations from the retaining wall 25 side (left side in FIG. 2) to the counter-retaining wall 25 side (right side in FIG. 2) on one end surface portion (left end surface portion in FIG. 1) of the structure 1. In order to press-fit the pile 30, a long continuous piece from the retaining wall 25 side to the counter-retaining wall 25 side is excavated. In addition, when performing only the press injection of the single reinforcement pile 30 in a single location, the pothole-shaped work space suitable only for the press injection of the reinforcement pile 30 in the location is excavated.

Next, in the work space 32 formed by excavation in the excavation process, a reinforcement pile press-in process is performed in which the bottom of the solid foundation 2 is used as a bearing surface and the reinforcement piles 30 are sequentially press-fitted by the reaction force of the load of the structure 1.
In this reinforcement pile press-in process, the head of the reinforcement pile 30 to be inserted first is aligned with the bottom surface of the solid foundation 2, and the tip of the reinforcement pile 30 is set in the soil. Next, a contracted hydraulic jack 31 is installed between the head of the reinforcing pile 30 and the bottom surface of the solid foundation 2. Thereafter, the hydraulic jack 31 is extended using the bottom surface of the solid foundation 2 as a bearing surface, and the first reinforcing pile 30 is press-fitted by the reaction force of the load of the structure 1. Then, the hydraulic jack 31 is temporarily removed, and an attachment (not shown) made of a steel pipe or the like having a length corresponding to the extension of the hydraulic jack 31 is matched with the head of the reinforcing pile 30, and the upper end of the attachment is flattened. A contracted hydraulic jack 31 is installed between the bottom surface of the foundation 2 and the hydraulic jack 31 is extended, and an attachment (not shown) having a length corresponding to the extension of the extended hydraulic jack 31 is provided. The replacement is repeated, and the reinforcing pile 30 is pressed into the soil. Then, before the head of the first reinforcement pile 30 is pressed into the soil, the hydraulic jack 31 and the attachment are removed, and the tip of the second reinforcement pile 30 is attached to the head of the first reinforcement pile 30. In this state, both reinforcing piles 30 and 30 are welded and added. At this time, the first reinforcement pile 30 is the lowest reinforcement pile 30, and the second reinforcement pile 30 added to this is the top.

  Then, a hydraulic jack 31 contracted between the head of the second reinforcing pile 30 and the bottom surface of the solid foundation 2 is installed, and the hydraulic jack 31 is extended with the bottom surface of the solid foundation 2 serving as a bearing surface. The second reinforcing pile 30 is press-fitted by the reaction force of 1 load. The press-fitting of the second reinforcing pile 30 is performed in the same procedure as the first reinforcing pile 30. Thereafter, the third and subsequent reinforcing piles 30, 30,... Are sequentially added in the same procedure.

Thereafter, the reaction force of each reinforcing pile 30 when the uppermost reinforcing pile 30 exposed in the work space 32 is press-fitted by the extension of the hydraulic jack 31 having the bottom surface of the solid foundation 2 as a bearing surface is the structure. When the load of 1 is exceeded, an impact is evenly applied to the uppermost reinforcing pile 30 from the side of the reinforcing pile 30 by the vibration applying mechanism 33 (concrete breaker 34). A vibration wave is transmitted to the tip of the lower reinforcing pile 30. This is because, since a hollow reinforcing pile 30 made of steel pipe is used, every time the reinforcing pile 30 is sequentially added, the earth and sand that has entered the inside (inner peripheral side) of the reinforcing pile 30 during press-fitting into the soil. This is because it is necessary to crush the solidified material that is strongly compressed at the tip of the lowermost reinforcing pile 30 and that is strongly compressed.
Specifically, a pair of clamping members 331 and 331 are sandwiched from the outer side with respect to the outer peripheral surface of the uppermost reinforcing pile 30, and flanges 334 and 334 at both ends in the circumferential direction of each clamping member 331 are connected to each bolt 335. Fasten with each nut 336 and attach. Then, the drills 341 of the concrete breakers 34 are respectively inserted into the insertion holes 332 of the impact applying portions 333 projecting radially outward from the center position in the circumferential direction of each clamping member 331, and the other operation of each concrete breaker 34 is performed. The operation switch lever of the handle 342 is simultaneously turned ON to apply an impact evenly to the uppermost reinforcing pile 30 from the side of the reinforcing pile 30, and the impact is applied to the tip of the lowermost reinforcing pile 30. Transmits vibration waves. At this time, the extension operation by the hydraulic jack 31 is also continued.

  Thereafter, when the reaction force of the reinforcing pile 30 exceeds the load of the structure 1 again, the vibration applying mechanism from the side of the uppermost reinforcing pile 30 is operated by turning off the operation switch lever of each concrete breaker 34. The application of the impact by 33 is stopped and the extension operation by the hydraulic jack 31 is also stopped. At this time, it is determined that the tip of the lowermost reinforcing pile 30 has reached the support ground Yb or the bottom surface portion 252 of the retaining wall 25.

  Then, as shown in FIG. 5, after the hydraulic jack 31 is contracted and removed, a cradle 35 is installed between the bottom surface of the solid foundation 2 and the head of the uppermost reinforcing pile 30. At this time, if an attachment is interposed between the hydraulic jack 31 and the top of the top reinforcing pile 30, the top of the reinforcing pile 30 cut to a length corresponding to the length of the attachment is placed on the top. Weld and add to the head of the reinforcing pile 30. Thereby, the added reinforcement pile 30 becomes the uppermost reinforcement pile 30.

Here, the installation procedure of the cradle 35 will be described.
First, each male screw member 354 of the upper plate 351 and each steel pipe member 355 of the lower plate 352 are aligned so that their axial cores coincide with each other (each male screw member 354 is not contacted inside each steel pipe member 355). In this state, the upper plate 351 is bonded to the bottom surface of the solid foundation 2 via a grout, and the lower plate 352 is bonded to the head of the uppermost reinforcing pile 30 by welding. Then, the contracted hydraulic jack 31 is installed at the center position of the upper plate 351 and the lower plate 352, and the reaction force is applied to the support ground Yb or the bottom surface portion 252 of the retaining wall 25 to extend the hydraulic jack 31. Adjust the height position upward. At this time, the nut members 353 screwed into the respective male screw members 354 are advanced downward until the lower surfaces thereof are in close contact with the upper ends of the respective steel pipe members 355. As a result, the space between the upper plate 351 and the lower plate 352 by the nut member 353 in close contact with the upper end of each steel pipe member 355 becomes the height position of the solid foundation 2 adjusted by the extension of the hydraulic jack 31, and the hydraulic jack By contracting 31 and removing it from the cradle 35, the height position of the solid foundation 2 is supported by the cradle 35 instead of the hydraulic jack 31. In this case, adjustment of the height position of the solid foundation 2 by the hydraulic jack 31 can be performed simultaneously at a plurality of locations where the press-in of the reinforcing piles 30 is performed at a plurality of locations. 5 shows only one location).
Thereafter, the work space 32 is backfilled.

  Therefore, in the said 1st Embodiment, when the reaction force of the reinforcement pile 30 exceeds the load of the structure 1 in the reinforcement pile press-in process, the front-end | tip of the lowest reinforcement pile 30 is the support ground Yb or the retaining wall 25. When it is determined that the bottom surface portion 252 of the steel plate has been reached, the vibration applying mechanism 33 (concrete breaker 34) is evenly applied from the side of the reinforcing pile 30 to the uppermost reinforcing pile 30 exposed in the work space 23. An impact is given and a vibration wave is transmitted to the tip of the lowermost reinforcement pile 30. For this reason, even if a solidified material is present between the tip of the lowermost reinforcing pile 30 and the support ground Yb or the bottom surface portion 252 of the retaining wall 25, it is transmitted to the tip of the lowermost reinforcing pile 30. The solidified material is actively pulverized by the vibration wave, and the press-fit of the reinforcing pile 30 in this state ensures that the tip of the lowermost reinforcing pile 30 has the support ground Yb or the retaining wall 25 without the solidified material interposed. The bottom part 252 is reached. Thereby, in the state which the front-end | tip of the lowermost reinforcement pile 30 reached | attained the support ground Yb or the bottom face part 252 of the retaining wall 25, a reaction force was applied to this support ground Yb or the bottom face part 252 of the retaining wall 25, and the hydraulic jack By adjusting the height position of the solid foundation 2 by 31, the inclination of the structure 1 can be smoothly corrected, and re-sedimentation of the solid foundation 2 can be reliably prevented.

  In addition, the insertion hole 332 through which the drill 341 of the concrete breaker 34 is inserted in the impact applying portion 333 of each clamping member 331, and the axis of the drill 341 of each concrete breaker 34 is the axis of the reinforcing pile 30 at a position below the reinforcing pile 30. And a predetermined inclination angle (for example, an inclination angle of about 10 °), so that the impact applied evenly from the side of the reinforcing pile 30 by operating the operation switch lever of the concrete breaker 34 to be turned on. However, it is difficult to directly act on the hydraulic jack 31. As a result, the displacement of the hydraulic jack 31 with respect to the bottom surface of the solid foundation 2 and the head of the uppermost reinforcing pile 30 can be suppressed as much as possible, and direct from each concrete breaker 34 to the hydraulic jack 31. The adverse effect on the hydraulic jack 31 can be effectively suppressed by avoiding the action of impact.

  Next, a second embodiment of the present invention will be described with reference to FIGS. In this embodiment, a protrusion is provided at the tip of the reinforcing pile that is press-fitted first. The rest of the configuration excluding the protrusions is the same as in the first embodiment, and the same parts are denoted by the same reference numerals and detailed description thereof is omitted.

  That is, in the present embodiment, as shown in FIGS. 6 to 8, an annular screw member 42 having an internal thread portion 41 formed on the inner peripheral surface is provided at the tip of the reinforcing pile 30 to be press-fitted first. They are joined together by welding. The screw member 42 is provided with a substantially conical protrusion 43 that protrudes downward from the tip of the reinforcing pile 30. The protrusion 43 is made of iron, and a male screw portion 44 that is screwed into the female screw portion 41 of the screw member 42 is formed on the outer peripheral surface of the base end portion (the upper end portion in FIGS. 6 to 8). Has been. The male screw portion 44 is applied with a square screw having a square cross-sectional shape of the screw thread, and the female screw portion 41 of the screw member 42 is similarly applied with a square screw. In addition, the protrusion 43 has an outer diameter lower than that of the male screw portion 44 (substantially conical portion) from an inner diameter of the female screw portion 41 of the screw member 42 (an inner diameter at the peak portion of the female screw portion 41). Has a small diameter, and is detachably mounted upward from the lower end position of the inner peripheral surface of the reinforcing pile 30 through the inside of the reinforcing pile 30. And the length of the axial direction (vertical direction in FIGS. 6-8) of the lower part rather than the external thread part 44 of the said protrusion 43 is a length of about 1.5 times the outer diameter of the reinforcement pile 30. Is set. In this case, the protrusion 43 is attached to the screw member 42 by being screwed downward by movement of the male screw portion 44 with respect to the female screw portion 41 of the screw member 42 during forward rotation (for example, clockwise rotation). On the other hand, when the male screw portion 44 is reversely rotated with respect to the female screw portion 41 of the screw member 42 (for example, when it rotates counterclockwise), it is unscrewed by moving upward and is detached from the screw member 42 upward.

  The lower end of the insertion tube 45 inserted into the inside of the reinforcing pile 30 is joined to the base end (the upper end in FIGS. 6 to 8) of the protrusion 43 by welding. The insertion tube 45 is approximately half the length of each reinforcing pile 30 (here, 500 mm), and is twice as many as the reinforcing piles 30 that are sequentially added when the reinforcing pile 30 is press-fitted into the soil. Are added sequentially. The insertion of each insertion tube 45 is performed through a cylindrical joint 46 fixed to one end (the upper end in FIGS. 6 to 8) of each insertion tube 45. A female screw portion (not shown) is provided on the inner peripheral surface of the joint 46, and a male screw portion (not shown) provided at the other end (the lower end in FIGS. 6 to 8) of each insertion tube 45 is provided. The insertion pipes 45 and 45 are joined together by being screwed into the female thread portion on the inner peripheral surface of the joint 46. Specifically, when the reinforcing pile 30 is added, one insertion pipe 45 is added first, and after the addition of the reinforcing pile 30 is finished, the joint 46 at one end of the insertion pipe 45 previously added is connected to the following. The other end of the insertion tube 45 is added. The procedure for adding the insertion tube 45 is not limited to this, and if the working space 32 is sufficiently high, the other end of the insertion tube 45 connecting the two is connected before or after the reinforcement pile 30 is added. It may be added later.

  Further, among the insertion tubes 45, the insertion tube 45 (the bottom insertion tube 45) joined to the protrusion 43 is set to a length (for example, 450 mm) slightly shorter than the length of each reinforcing pile 30. The length of the other insertion tube 45 is set to 500 mm. The insertion pipes 45 are screwed together when the male thread part at the other end of the upper insertion pipe is reversely rotated (for example, counterclockwise) with respect to the female thread part of the joint 46 at one end of the lower insertion pipe 45. On the other hand, the male threaded portion at the other end of the upper insertion tube 45 is unscrewed with respect to the female threaded portion of the joint 46 at one end of the lower insertion tube 45 at the time of forward rotation (for example, clockwise rotation). Removed. In this case, the rotational force when the insertion tubes 45 are screwed and unscrewed is compared to the rotational force when the protrusions 43 are screwed and unscrewed through the insertion tubes 45. It is very small. Therefore, even if the protrusion 43 rotates or reversely rotates the upper insertion tube 45 with respect to the lower insertion tube 45 when the insertion tubes 45 are screwed together or released from each other, the rotational force itself remains. Since it is small, it does not rotate forward or backward in combination with the contact resistance with earth and sand in the soil. In short, when the protrusion 43 is moved upward, it is necessary to reversely rotate the insertion tube 45 with a rotational force larger than the rotational force for screwing the insertion tubes 45 and 45 together.

  Furthermore, as shown in FIG. 9, a through hole 47 that substantially matches the inner diameter of the insertion tube 45 is provided at the center of the protrusion 43. This through-hole 47 is for letting out the hardening | curing agent M introduce | transduced from the upper end of the uppermost insertion tube 45 below the lowermost reinforcement pile 30. As shown in FIG. Specifically, the upper end of the uppermost insertion tube 45 is connected to the other end of a curing agent supply tube (not shown) whose one end is connected to a storage portion (not shown) for the curing agent M, By means of a pump (not shown) provided in the middle of the hardener supply pipe, the lower part of the reinforcing pile 30 is placed below the lowermost reinforcing pile 30 from the storage section of the hardener M via the hardener supply pipe and each insertion pipe 45. The hardener M is led out to the user. In this case, as the curing agent, a cement-based curing agent (for example, cement milk), an epoxy two-component curing agent, a urethane resin-based two-component curing agent, an epoxy resin-based two-component curing agent, or a solvent-based low curing agent. A two-component reactive primer with a viscosity is applied.

  A cap 48 is attached to the lower end of the through hole 47. The cap 48 has a substantially round plug portion 481 formed to have an outer diameter substantially coincident with the outer diameter of the tip of the protrusion 43, and is integrally protruded from the center of the plug portion 481 so as to project the protrusion 48. An insertion portion 482 that is inserted through the through hole 47 of the portion 43 and has a smaller diameter than the through hole 47 is provided. The cap 48 is sandwiched between the tip (lower end) of the protrusion 43 and the earth and sand when the reinforcing pile 30 is press-fitted to close the through hole 47, while the protrusion 43 is moved upward. The projection 43 is disengaged from the tip.

  Next, the procedure of the press-fitting method in the case where the structure 1 tilted with the uneven settlement of the solid foundation 2 is corrected by sequentially press-fitting a plurality of reinforcing piles 30 by the press-fitting device 3 will be described. Even in this case, the structure 1 is inclined due to the uneven settlement in which one side (the retaining wall 25 side) of the solid foundation 2 on the retaining wall 25 side sinks below the other side (the anti-retaining wall 25 side). It shall be.

  First, as shown in FIG. 6, after excavating and forming a hole-like work space 32 for press-fitting the reinforcing pile 30 directly below the solid foundation 2 of the structure 1 that has been sunk, as shown in FIG. In the space 32, a reinforcing pile press-in process is performed in which the bottom of the solid foundation 2 is used as a bearing surface and the reinforcing piles 30 are sequentially press-fitted by the reaction force of the load of the structure 1.

  In this reinforcing pile press-in process, the head of the reinforcing pile 30 to be pressed first is aligned with the bottom surface of the solid foundation 2, and the reinforcing pile 30 with the protrusion 43 attached to the tip is set in the soil. Next, the hydraulic jack 31 installed between the head of the reinforcing pile 30 and the bottom surface of the solid foundation 2 is extended with the bottom surface of the solid foundation 2 as a bearing surface, and the first reaction force of the load of the structure 1 The reinforcing pile 30 is press-fitted. At this time, the male threaded portion 44 of the projecting portion 43 is screwed into the female threaded portion 41 of the screw member 42 at the tip of the first reinforcing pile 30, and one end of the insertion tube 45 joined to the projecting portion 41 ( It is assumed that the other end (the lower end in FIG. 6) of the second insertion tube 45 is screwed into the joint 46 at the upper end in FIG.

  Then, the hydraulic jack 31 is removed, and an attachment having a length corresponding to the extension of the hydraulic jack 31 is matched with the head of the reinforcing pile 30, and the contraction is made between the upper end of the attachment and the bottom surface of the solid foundation 2. The hydraulic jack 31 is installed to extend the hydraulic jack 31, and the replacement of the extended hydraulic jack 31 with an attachment having a length corresponding to the extension of the extended hydraulic jack 31 is repeated, so that the reinforcing pile 30 is placed in the soil. Press fit. Then, before the head of the first reinforcing pile 30 is pressed into the soil, the hydraulic jack 31 and the attachment are removed, and one end of the second insertion tube 45 inside the first reinforcing pile 30 is removed. The other end of the third insertion tube 45 is reversely rotated with respect to the joint 46 to be screwed together. At this time, when a suspension means such as a crane that suspends the second reinforcement pile 30 above the first reinforcement pile 30 is provided, the second reinforcement pile 30 suspended by the suspension means. In the state in which the two insertion tubes 45, 45 connecting the third and fourth insertion tubes 45, 45 are inserted into the other end of the two insertion tubes 45, 45 (third The other end of the insertion tube 45 may be screwed into the joint 46 at one end of the second insertion tube 45 and added, and in that case, when the third and subsequent reinforcing piles 30 are added. The two insertion tubes 45, 45 may be added in advance.

  Thereafter, the tip of the second reinforcement pile 30 is placed on the head of the first reinforcement pile 30, and both the reinforcement piles 30 and 30 are welded and added in this state. Then, a hydraulic jack 31 contracted between the head of the second reinforcing pile 30 and the bottom surface of the solid foundation 2 is installed, and the hydraulic jack 31 is extended with the bottom surface of the solid foundation 2 serving as a bearing surface. The second reinforcing pile 30 is press-fitted by the reaction force of 1 load. Then, before the head of the second reinforcing pile 30 is pressed into the soil, the other ends of the two insertion pipes 45, 45 connecting the fourth and the fifth (others of the fourth insertion pipe 45). The end) is screwed into the joint 46 at one end of the third insertion tube 45 inside the second reinforcing pile 30 to be added. Thereafter, the third and subsequent reinforcement piles 30 and the sixth and subsequent insertion pipes 45 are sequentially added in the same procedure.

  When the reaction force of the reinforcing pile 30 press-fitted by the extension of the hydraulic jack 31 having the bottom surface of the solid foundation 2 as a bearing surface exceeds the load of the structure 1, the tip (cap 48) of the protrusion 43 is supported. It is determined that the ground Yb or the bottom surface portion 252 of the retaining wall 25 is in contact, and the protrusion 43 is unscrewed from the screw member 42 and moved upward. That is, the uppermost insertion tube 45 is reversely rotated so that the male screw portion 44 of the protrusion 43 is reversely rotated with respect to the female screw portion 41 of the screw member 42. At this time, the reverse rotation of the insertion tube 45 is stopped in a state in which the male screw portion 44 of the protrusion 43 is slightly screwed with the female screw portion 41 of the screw member 42. This is because the cap 48 is removed from the tip of the projection 43 by the upward movement of the projection 43, thereby opening the lower end of the through hole 47.

  Then, as shown in FIG. 9, with the male threaded portion 44 of the projection 43 slightly screwed into the female threaded portion 41 of the screw member 42, the upper end of the insertion tube 45 is passed through the hardener supply tube. The introduced curing agent M is led out below the tip of the lowermost reinforcing pile 30 through each insertion tube 45 and the through hole 47 of the protrusion 43. When the curing agent M is led out, pressure is applied to each insertion tube 45 by a pump. The screw member 42 is not supported and shaken. And although the hardening | curing agent M derived | led-out from the protrusion 43 is blocked | prevented with respect to the bottom face part 252 of the retaining wall 25, it permeate | transmits with respect to the earth and sand of the upper side, and spreads in a substantially hemispherical shape, On the support ground Yb. On the other hand, it penetrates not only to the upper earth and sand but also to the lower part and expands into a substantially spherical shape (indicated by a two-dot chain line in FIG. 9).

Thereafter, each insertion tube 45 is removed one by one in order from the top and recovered, and the protrusion 43 is recovered from the inside of each reinforcing pile 30. Then, vibration is imparted to the uppermost reinforcing pile 30 by the vibration imparting mechanism 33 (concrete breaker 34) evenly from the side of the reinforcing pile 30.
Specifically, a pair of sandwiching members 331 and 331 are sandwiched from the outer side with respect to the outer peripheral surface of the uppermost reinforcing pile 30, and flanges 334 and 334 at both ends in the circumferential direction of each sandwiching member 331 are connected to each bolt 335 and each Fasten with nut 336 and attach. Then, the drills 341 of the concrete breakers 34 are respectively inserted into the insertion holes 332 of the impact applying portions 333 projecting radially outward from the center position in the circumferential direction of each clamping member 331, and the other operation of each concrete breaker 34 is performed. The operation switch lever of the handle 342 is simultaneously turned ON to apply an impact evenly from the side of the reinforcing pile 30 to the uppermost reinforcing pile 30, and by this impact, the tip of the lower reinforcing pile 30 is applied. Transmits vibration waves. At this time, the extension operation by the hydraulic jack 31 is also continuously performed. When each reinforcing pile 30 is press-fitted with the detachment of the protrusion 43, the tip of the lowermost reinforcing pile 30 is press-fitted. The excavated earth and sand and the curing agent M guided below the lowermost reinforcing pile 30 are kneaded.

  After that, when the reaction force of the reinforcing pile 30 exceeds the load of the structure 1 again, the operation switch lever of each concrete breaker 34 is turned OFF, and the vibration applying mechanism 33 from the side of the uppermost reinforcing pile 30 is provided. And the extension operation by the hydraulic jack 31 is also stopped. At this time, as shown in FIG. 10, the tip of the lowermost reinforcing pile 30 is pushed by the hardener M which is kneaded with the earth and sand excavated by the reinforcing pile that is press-fitted in a state in which the protrusion 43 is separated upward. The surroundings are closed together with the hardened earth and sand by the hardener M that has penetrated the surroundings.

After that, when the reaction force of the reinforcing pile 30 exceeds the load of the structure 1 again, the tip of the lowermost reinforcing pile 30 that is press-fitted in a state where the protrusion 43 is detached is the support ground Yb or the retaining wall 25. Is determined to have reached the bottom surface portion 252. Then, after the hydraulic jack 31 is contracted and removed, the cradle 35 is installed between the bottom surface of the solid foundation 2 and the head of the uppermost reinforcing pile 30. At this time, if an attachment is interposed between the hydraulic jack 31 and the top of the top reinforcing pile 30, the top of the reinforcing pile 30 cut to a length corresponding to the length of the attachment is placed on the top. Weld and add to the head of the reinforcing pile 30. Thereby, the added reinforcement pile 30 becomes the uppermost reinforcement pile 30. The installation procedure of the cradle 35 and the adjustment of the height position of the solid foundation 2 by the hydraulic jack 31 are the same as those in the first embodiment, and thus the description thereof is omitted.
Thereafter, the work space 32 is backfilled.

Therefore, in the said 2nd Embodiment, the substantially cone-shaped protrusion 43 by which the front-end | tip was obstruct | occluded with the cap 48 is used as the front-end | tip of the lowermost reinforcement pile 30 (with the external thread part 41 of the base end part outer peripheral surface). Since it is screwed into the female thread portion 41 of the screw member 42 joined to the lower end position and is detachably mounted upward, the earth and sand do not enter the inside with the press-in of the reinforcing pile 30 in the reinforcing pile press-in process. It is smoothly scraped to the outside, and solidified material does not intervene between the tip of the lowermost reinforcing pile 30 and the bottom surface 252 of the supporting ground Yb or the retaining wall 25. In addition, the lowermost reinforcing pile 30 is pressed into a boulder, gravel or concrete shell contained in the backfilled soil while being smoothly scraped outwardly by the projection 43 at the tip, and a thin sand layer or gravel layer The penetration resistance with respect to is reduced, and the layer can be easily penetrated and smoothly press-fitted.
And when the reaction force of the reinforcement pile 30 exceeded the load of the structure 1 in the reinforcement pile press-in process, the tip of the bottom reinforcement pile 30 reached the bottom surface 252 of the supporting ground Yb or the retaining wall 25, etc. If it is determined, the male threaded portion 44 of the projecting portion 43 is slightly screwed into the female threaded portion 41 of the screw member 42 so that the cap 48 is removed from the tip of the projecting portion 43 and the lower end of the through hole 47 is opened. The protrusion 43 is reversely rotated by the insertion tube 45 and moved upward until it reaches a state. In this state, the hardener M introduced from the upper end of the uppermost insertion tube 45 via the hardener supply tube is supplied to the bottom reinforcement through the insertion tubes 45 and the through holes 47 of the protrusions 43. It is made to derive below the tip of the pile 30. At this time, the hardener M derived from the protrusion 43 is blocked by the bottom surface portion 252 of the retaining wall 25, but penetrates the upper earth and sand and spreads into a substantially hemispherical shape, while supporting ground Yb. , It penetrates not only in the upper earth and sand but also in the lower part and expands into a substantially spherical shape (indicated by a two-dot chain line in FIG. 9).

Further, after the protrusion 43 is detached upward and removed from the inside of each reinforcing pile 30, the vibration applying mechanism from the side of the reinforcing pile 30 with respect to the uppermost reinforcing pile 30 exposed in the work space 23. An impact is evenly applied by 33 to transmit a vibration wave to the tip of the lowermost reinforcing pile 30 and press-fit the reinforcing pile 30. At this time, even if the substantially conical projection 43 is detached, the inside of the lowermost reinforcing pile 30 instead of this is hollow and its tip is opened in an annular shape, so that the press-fitting resistance increases so much. Absent. This is because in the conventional reinforcing pile not provided with the protrusion 43, when sand is sequentially added during press-fitting into the soil, the earth and sand entering the inside is compressed and closed at the tip of the lowermost reinforcing pile by a solid solidified material. On the other hand, there is no solidified material at the tip of the lowermost reinforcing pile 30 that opens for the first time when the protrusion 43 is separated upward.
In this case, if the reinforcing pile 30 is press-fitted in a state where the tip is opened for the first time when the protrusion 43 is detached, earth and sand enter the inside of the lowermost reinforcing pile 30. Since the amount is small, even if the reinforcement pile 30 is press-fitted until the reaction force of the reinforcement pile 30 exceeds the load of the structure 1 again, the tip of the bottom reinforcement pile 30 interposes solidified matter. The support ground Yb or the bottom surface portion 252 of the retaining wall 25 is surely reached without being caused. Moreover, since the surface area at the tip of the lowermost reinforcing pile 30 that opens for the first time when the protrusion 43 is detached is reduced by the separation of the protrusion 30, the reaction force of the reinforcing pile 30 is reduced by the structure. When the reinforcing pile 30 is press-fitted until it exceeds the load of 1 again, the tip of the lowermost reinforcing pile 30 reaches the supporting ground Yb or the bottom surface portion 25243 of the retaining wall 25 in a state of being firmly bitten.
Thereby, in the state which the front-end | tip of the lowermost reinforcement pile 30 reached | attained the support ground Yb or the bottom face part 252 of the retaining wall 25, a reaction force was applied to this support ground Yb or the bottom face part 252 of the retaining wall 25, and the hydraulic jack By adjusting the height position of the solid foundation 2 by 31, the inclination of the structure 1 can be smoothly corrected, and re-sedimentation of the solid foundation 2 can be reliably prevented.

  Moreover, when the reaction force of each of the reinforcing piles 30 exceeds the load of the structure 1 in the reinforcing pile press-in step, the uppermost reinforcement exposed in the work space 32 of the reinforcing piles 30. Since the vibration wave is transmitted to the tip of the lowermost reinforcing pile 30 by the impact applied by the vibration applying mechanism 33 equally from the side of the reinforcing pile 30 to the side of the pile 30, the tip of the lowermost reinforcing pile 30 The tip of the lowermost reinforcing pile 30 can reach the support ground Yb or the bottom surface portion 252 of the retaining wall 25 more smoothly while scraping the earth and sand by the vibration transmitted to the bottom.

  Further, the earth and sand excavated when the reinforcing pile 30 is press-fitted with the protrusion 43 removed is mixed with the hardener M, and the tip of the bottom reinforcing pile is the bottom surface of the supporting ground Yb or the retaining wall 25. When the tip of the reinforcing pile 30 is reached, the tip of the reinforcing pile 30 is closed along with the earth and sand with the hardening agent M penetrating therearound, so that the support area at the tip of the lowermost reinforcing pile 30 is wide. The supporting strength of the reinforcing pile 30 with respect to the support ground Yb or the bottom surface portion 252 of the retaining wall 25 can be improved.

  Next, a third embodiment of the present invention will be described with reference to FIG. In this embodiment, a cylindrical reinforcing pile having a closed end is used as the first reinforcing pile that is press-fitted. In addition, the structure other than the first reinforcement pile is the same as that of the first embodiment, and the same parts are denoted by the same reference numerals, and detailed description thereof is omitted.

  That is, in the present embodiment, as shown in FIG. 11, a columnar reinforcing pile 50 is used as the reinforcing pile that is press-fitted first. As the second and subsequent reinforcing piles joined and welded to the head of the reinforcing pile 50, the reinforcing pile 30 made of a steel pipe is applied. In this case, the first reinforcement pile 50 having the same length of 1000 mm as the reinforcement pile 30 to be press-fitted after the second and having the same outer diameter of 140 to 190 mm is used.

  And in the reinforcement pile press-in process using the reinforcement pile 50, the head of the reinforcement pile 50 inserted first is aligned with the bottom surface of the solid foundation 2, and the tip of the reinforcement pile 50 is set in the soil. . Next, the contracted hydraulic jack 31 is installed between the head of the reinforcing pile 50 and the bottom surface of the solid foundation 2, and the hydraulic jack 31 is extended by using the bottom surface of the solid foundation 2 as a bearing surface. The first reinforcing pile 50 is press-fitted by the reaction force of the load. At this time, if the reaction force of the reinforcing pile 50 exceeds the load of the structure 1, an impact is evenly applied to the uppermost reinforcing pile 50 from the side of the reinforcing pile 50 by the vibration applying mechanism 33 (concrete breaker 34). The vibration wave is transmitted to the tip of the reinforcing pile 50 by applying.

  Further, with respect to the reinforcing pile 30 that is sequentially added to the first reinforcing pile 50, the vibration imparting mechanism 33 equally applies an impact to the second and subsequent uppermost reinforcing piles 30 from the side of the reinforcing pile 30. The vibration pile is transmitted to the tip of the lowermost reinforcing pile 50 to press-fit the reinforcing piles 30 and 50.

  And when the reaction force of the reinforcement piles 30 and 50 exceeds the load of the structure 1 again, the operation switch lever of each concrete breaker 34 is turned OFF, and vibration is applied from the side of the uppermost reinforcement pile 30. The application of impact by the mechanism 33 is stopped, and the extension operation by the hydraulic jack 31 is also stopped. At this time, it is determined that the tip of the lowermost reinforcing pile 30 has reached the support ground Yb or the bottom surface portion 252 of the retaining wall 25.

Therefore, in the said embodiment, when the reaction force of the reinforcement pile 50 exceeds the load of the structure 1 in the reinforcement pile press-in process of the bottom column-shaped reinforcement pile 50 with which the front-end | tip part was obstruct | occluded, the said reinforcement The supporting ground Yb or retaining wall while scraping the earth and sand by the vibration wave transmitted to the tip of the lowermost reinforcing piles 30 and 50 by the impact equally applied from the side of the pile 50 or the uppermost reinforcing pile 30 It press-fits until it reaches the bottom surface part 252 of 25. At this time, even if a solidified material is interposed between the tips of the lowermost reinforcing piles 30 and 50 and the bottom surface portion 252 of the supporting ground Yb or the retaining wall 25, it is transmitted to the tip of the lowermost reinforcing pile 50. When the solidified material is actively crushed by the generated vibration wave and the reaction force of the reinforcing piles 30 and 50 exceeds the load of the structure 1 again, the tip of the lowermost reinforcing pile 50 interposes the solidified material. It reaches the bottom surface 252 of the supporting ground Yb or the retaining wall 25 without fail.
Thereby, in the state which the front-end | tip of the lowermost reinforcement pile 50 reached | attained the support ground Yb or the bottom face part 252 of the retaining wall 25, a reaction force was applied to this support ground Yb or the bottom face part 252 of the retaining wall 25, and a hydraulic jack. By adjusting the height position of the solid foundation 2 by 31, the inclination of the structure 1 can be smoothly corrected, and re-sedimentation of the solid foundation 2 can be reliably prevented.

  The present invention is not limited to the above-described embodiments, and includes other various modifications. For example, in each of the embodiments described above, the press-in method of the reinforcing piles 30 and 50 in the case of correcting the solid foundation 2 that is inclined due to uneven settlement has been described, but when the underground space is constructed in the basement of the structure, Of course, it can also be applied to prevent the occurrence of tilting when a plurality of reinforcing piles are press-fitted under the solid foundation (existing foundation) of the structure and the solid foundation is put into a temporary receiving state by the respective reinforcing piles. is there.

In the second embodiment, the hardener supply pipe is inserted from the upper end of the upper insertion pipe 45 in a state where the male thread 44 of the protrusion 43 is slightly screwed with the female thread 41 of the screw member 42. The hardener M introduced through the insertion pipe 45 and the through hole 47 of the protrusion 43 is led out below the tip of the lowermost reinforcing pile 30, but the protrusion is separated upward. After removing from the inside of the reinforcing pile, the curing agent may be introduced into the inside of each reinforcing pile from above.
In this case, since the curing agent is introduced through a reinforcing pile having a diameter larger than that of the insertion tube, a large amount of concrete-based curing agent such as concrete milk (for example, the inner volume of one reinforcing pile) Corresponding concrete hardener) or the like can be used. At this time, as shown by two-dot chain lines in FIGS. 7 to 10, if a plurality of protrusions 60 are projected on the inner peripheral surface of the lowermost reinforcing pile, the concrete is applied to the inner peripheral surface of the reinforcing pile. The system hardener is easily entangled. For this reason, a hardening agent such as a concrete hardening agent that is put into the inside of the reinforcing pile from which the protrusions are removed enters the inside of the reinforcing pile that is press-fitted until the reaction force of the reinforcing pile exceeds the load of the structure again. When the tip of the reinforcing pile reaches the supporting ground Yb or the bottom surface portion 252 of the retaining wall 25, the tip of the reinforcing pile is closed. Thereby, the support area in the front-end | tip of a reinforcement pile is ensured, and it becomes possible to improve the support strength of the reinforcement pile with respect to a support ground.

  In each of the above embodiments, the cradle 35 including the upper plate 351 and the lower plate 352 having a substantially regular triangle shape is used. However, the present invention is not limited to this, and the upper plate having a regular polygonal shape such as a substantially square shape. And a cradle made of a lower plate. In this case, male screw members project from the corners of the upper plate, and steel pipe members project from the corners of the lower plate.

Moreover, in each said embodiment, although the impact was equally given from the side of the uppermost reinforcement pile 30 by each concrete breaker 34, it is not limited to this, A hydraulic or electric vibrator etc. It may be. Even in this case, the vibration wave is transmitted to the tip of the lowermost reinforcement pile by the impact equally applied from the side of the uppermost reinforcement pile by the hydraulic or electric vibrator.
Further, an impact may be applied only from one side of the uppermost reinforcing pile by a single concrete breaker.

  In each of the above embodiments, the case where the structure 1 is supported from below by the solid foundation 2 has been described. However, the structure is supported from below by existing foundations such as cloth foundation, independent foundation, underground beam, and footing. Needless to say, this is also applicable.

  Moreover, in the said 3rd Embodiment, although the column-shaped reinforcement pile with which the front-end | tip part was obstruct | occluded was used as the lowermost reinforcement pile 50, even if it is a reinforcement pile which consists of a steel pipe which obstruct | occluded only the front-end | tip part, Good.

  Moreover, in the said 2nd Embodiment, although the substantially cone-shaped protrusion 43 was mounted | worn with the screw member 42 of the reinforcement pile 30 front-end | tip, the substantially pyramid-shaped protrusion is mounted | worn with the screw member of the reinforcement pile front-end | tip. It goes without saying.

In the second embodiment, the lower end of the through hole 47 of the protrusion 43 is closed by the cap 48. However, the cap is abolished while the lower end of the through hole of the protrusion is left open. Also good. This is because the earth and sand penetrate into the inside of the through-hole as the reinforcement pile pressed into the soil in the reinforcement pile press-in process, but most of the earth and sand are smoothly moved outward by the projection of the substantially cone shape or the substantially pyramid shape. This is because the amount of earth and sand entering the through hole is small.
In this case, if it is a hardener with high permeability to earth and sand, it is also possible to guide the hardener below the tip of the lowest reinforcing pile through each insertion tube and the through hole of the protrusion. However, it is preferable to put the curing agent into the interior of each reinforcing pile after the protrusions are separated upward and removed from the interior of the reinforcing pile.

  In each of the above embodiments, the hydraulic jack 31 is used as the jack. However, it is needless to say that a hydraulic jack such as an air jack that expands and contracts by air pressure may be used.

  In the second embodiment, the plug portion 481 of the cap 48 is formed in a substantially perfect circle shape, but the plug portion may be formed in a polygonal shape that substantially matches the outer diameter of the tip of the protrusion. Good. In this case, when the projecting portion is moved upward, when the male threaded portion of the projecting portion is reversely rotated with respect to the female threaded portion of the screw member, the plug portion is difficult to rotate due to the corner portion that has bite into the soil. With the upward movement of the cap, the cap can be removed more reliably.

  Furthermore, in each said embodiment, although the steel pipe of length 1000mm, outer diameter 100-300mm, and thickness 4-7mm was applied as the reinforcement piles 30 and 50, it is not limited to this, A steel pipe is press-fit. It can be appropriately changed according to the soil quality, the load from the structure, or the number of reinforcing piles. It is also necessary to change the length of each reinforcing pile according to the height of the work space.

1 structure 2 solid foundation (existing foundation)
30, 50 Reinforcement pile 32 Work space 43 Projection 45 Insertion tube 47 Through hole 48 Cap

Claims (6)

An excavation process for excavating and forming a work space for press-fitting a reinforcing pile made of steel pipes into the soil directly under the existing foundation of the structure that is not settled or temporarily received;
Reinforcement pile press-in process in which the bottom of the existing foundation is used as a bearing surface and press-fit while sequentially adding the reinforcement piles by the reaction force of the load of the structure;
Comprising
When the reaction force of the reinforcement pile exceeds the load of the structure in the reinforcement pile press-in step, an impact is applied from the side of the reinforcement pile to the reinforcement pile exposed in the work space. A method for press-fitting a reinforcing pile, wherein a vibration wave is transmitted to the tip of the reinforcing pile, and in this state, the reinforcing pile is press-fitted until the reaction force of the reinforcing pile exceeds the load of the structure again. An excavation process for excavating and forming a work space for press-fitting a reinforcing pile made of steel pipes into the soil directly under the existing foundation of the structure that is not settled or temporarily received;
Reinforcement pile press-in step of press-fitting the reinforcement pile while sequentially adding the bottom surface of the existing foundation as a bearing surface by the reaction force of the load of the structure;
Comprising
At the lower end position of the inner peripheral surface of the reinforcing pile that is initially press-fitted among each of the reinforcing piles, a substantially cone-shaped or substantially pyramid-shaped protrusion is mounted so as to be able to be detached upward through the inside of the reinforcing pile. ,
When the reaction force of the reinforcement pile exceeds the load on the structure in the press-fitting step of the reinforcement pile, the protrusion is separated upward, and in this state, the reaction force of the reinforcement pile again applies the load on the structure. A method for press-fitting a reinforcing pile, wherein the reinforcing pile is press-fitted until it exceeds.   When the reaction force of the reinforcement pile exceeds the load of the structure in the reinforcement pile press-in step, an impact is applied from the side of the reinforcement pile to the uppermost reinforcement pile exposed in the work space. The method for press-fitting a reinforcing pile according to claim 2, wherein a vibration wave is transmitted to the tip of the lowest reinforcing pile.   4. The method for press-fitting a reinforcing pile according to claim 2 or 3, wherein when the protrusion is removed upward and removed from the inside of the reinforcing pile, a hardening agent is introduced into the reinforcing pile from above. The projecting portion is connected to the lower end of an insertion tube inserted into each of the reinforcing piles, and is provided with a through hole that leads downward the curing agent introduced from the upper end of the insertion tube. ,
The press-fitting method for a reinforcing pile according to claim 2 or 3, wherein a lower end of the through hole is closed by a cap that is detached when the protrusion is moved upward. An excavation process for excavating and forming a work space for press-fitting a reinforcing pile made of steel pipes into the soil directly under the existing foundation of the structure that is not settled or temporarily received;
Reinforcement pile press-in process in which the bottom of the existing foundation is used as a bearing surface and press-fit while sequentially adding the reinforcement piles by the reaction force of the load of the structure;
Comprising
The bottommost reinforcing pile of each reinforcing pile is closed at least at the tip,
When the reaction force of the reinforcement pile exceeds the load of the structure in the reinforcement pile press-fitting step, an impact is applied to the reinforcement pile exposed in the work space from the side of the reinforcement pile first. A vibration wave is transmitted to the tip of the lowest reinforcing pile that is press-fitted into, and in this state, the reinforcing pile is press-fitted until the reaction force of the reinforcing pile exceeds the load of the structure again. Press-in method of reinforcing pile to be done.

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