JP4185870B2 - Pile head joint structure and pile construction method - Google Patents

Pile head joint structure and pile construction method Download PDF

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JP4185870B2
JP4185870B2 JP2004046302A JP2004046302A JP4185870B2 JP 4185870 B2 JP4185870 B2 JP 4185870B2 JP 2004046302 A JP2004046302 A JP 2004046302A JP 2004046302 A JP2004046302 A JP 2004046302A JP 4185870 B2 JP4185870 B2 JP 4185870B2
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pile
steel pipe
diameter
hole
diaphragm
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JP2005232908A (en
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明 大槻
洋一 小林
宏征 田中
和彦 磯田
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住友金属工業株式会社
清水建設株式会社
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  The present invention relates to a pile head joint structure and a pile construction method.
  Conventionally, as shown in Patent Document 1, for example, a joint structure of a pile head when a pile body using a steel pipe such as a concrete-filled steel pipe pile or a steel pipe pile and a foundation horizontal member such as a foundation beam is joined. A coupler system in which a plurality of couplers are installed on the outer peripheral surface of the pile head, and one end of an anchor bar to which the other end is fixed or fixed to the foundation horizontal member is fixed to the coupler. As shown in Patent Document 2 and Patent Document 3, as shown in Patent Document 2 and Patent Document 3, the whisker muscle system that directly welds one end of the muscle, the inner collar system that inserts and fixes one end of the anchor muscle to the inside of the pile body from the pile head A double steel pipe in which an outer steel pipe having a larger cross-sectional diameter than the pile body is arranged on the outer periphery of the pile head, concrete is filled between the outer steel pipe and the pile body, and one end of the anchor bar is embedded in the concrete. Various configurations such as methods have been proposed.
In particular, the double steel pipe method can expand the diameter of the pile head, so that the placement diameter of the anchor bars can be made larger than the diameter of the pile body itself. It is widely known as a method that can be processed.
Japanese Patent Publication No. 03-54736 (see FIG. 2) Japanese Patent Laid-Open No. 11-13139 (see FIG. 1) JP 2000-297472 A (refer to FIG. 5)
However, the joint structure of the pile head as described above is that the anchor bars are arranged in the pile body in a plan view in the inner saddle method, so when a large bending moment occurs, the anchor bars become overcrowded, Inferior to workability. Moreover, since the cross-sectional efficiency of the anchor bar | burr with respect to a bending is bad, it cannot deal with the pile head stress produced at the time of pile head fixation in many cases.
In the beard bar method, anchor bars are welded to the outer peripheral surface of the pile body, so the cross-sectional efficiency is higher than that of the inner rod method, but there are not only problems with workability and welding quality on site, but also the pile head. When the bending stress increases, the necessary number of anchor bars cannot be arranged and the pile head stress at the time of fixing the pile head may not be processed.
In the coupler system, since the anchor bars can be easily attached, both the workability and the quality are improved. However, since the coupler is expensive, the construction cost is likely to increase. Moreover, when pile head bending stress becomes large, a required number of anchor bars cannot be arranged, and pile head stress at the time of pile head fixation may not be processed.
  Furthermore, even with the double steel pipe method, the distance from the neutral axis of the pile body to the anchor bar is not significantly increased compared to the inner rod method, the whiskers method or the coupler method. The load is not reduced, and the large bending moment generated at the steel pipe pile head is often processed by the anchor bar. Inferior. Furthermore, since the anchor bars are fixed to the concrete between the outer steel pipe and the pile body, the length of the outer steel pipe is increased in order to secure the fixing length, which is likely to increase the cost.
  In view of the above circumstances, the present invention has a simple structure, good workability, and high yield strength of the joint between the pile head and the foundation horizontal member or the upper structure under a large earthquake without difficulty while reducing costs. It is an object of the present invention to provide a pile-head-joining structure capable of achieving the above and a method for constructing a pile including at least an upper pile portion having a pile body having such a pile-head joint structure.
The pile head joint structure according to claim 1 is a pile head joint structure for joining a pile body including a steel pipe at least near the pile head to a foundation horizontal member or an upper structure, A diameter-enlarging member that expands the pile head of the body, and a plurality of anchor members that extend in the vertical direction and at least one end is fixed to the diameter-expanding member and the other end is embedded in the foundation horizontal member or the upper structure. The expanded member has an inner diameter larger than the outer diameter of the pile body and closes the upper and lower end surfaces of the outer steel pipe disposed to enclose the pile head, and the outer steel pipe So that the outer peripheral surface is fixed to the inner peripheral surface of the outer steel pipe and has a pile through hole having a diameter equal to the outer diameter of the pile body at the center, An upper diaphragm and a lower diaphragm in which a hole edge is fixed by inserting a pile body; It is constituted by Kigai steel and hardened material is filled in a region surrounded by the pile body, and wherein the length of the outer steel pipe is 0.5 to 1.0 times the outer diameter of the pile body .
  The pile head joint structure according to claim 2 is characterized in that one end of the anchor member is fixed to the outer peripheral surface of the outer steel pipe constituting the diameter-expanding member.
  The joint structure of the pile head according to claim 3, wherein the lower diaphragm has a tapered surface at a hole edge with the pile body when the pile body is inserted through the pile through-hole, A hole member is fixed by fitting a wedge member into a gap with the outer peripheral surface of the pile body.
  The pile head joint structure according to claim 4 is characterized in that the upper diaphragm is configured by combining a plurality of steel plates on a plane.
  The pile head joint structure according to claim 5 is characterized in that the upper diaphragm is provided with a through hole functioning as a filling hole or an air hole used when filling the hardened material.
  The pile head joint structure according to claim 6 is characterized in that a through hole similar to the upper diaphragm is provided at a position that is vertically coaxial with the through hole of the upper diaphragm of the lower diaphragm.
  The pile construction method according to claim 7, in which a diameter expanding member in which the anchor member is fixed to a predetermined position is integrally manufactured in advance on a head portion of a steel pipe constituting the pile body. The first step of fixing the vicinity of the lower end of the steel pipe where the steel pipe is installed to the upper part of the reinforcing steel cage constituting the cast-in-place concrete pile, and suspending this in the hole in the ground, and so as to bury the reinforcing steel cage A second step of constructing a cast-in-place concrete pile to be a lower pile part by placing concrete in the drilling hole; and after injecting a peripheral fixing liquid into the gap between the steel pipe and the hole wall, A pile body to be an upper pile portion by filling the pile, and a third step of surfacing the concrete, a fourth step of excavating the foundation bottom surface around the pile body and exposing the anchor member; It is characterized by comprising.
  The pile construction method according to claim 8, in the third step, without using a peripheral fixing liquid, the steel pipe is filled with concrete to construct the pile body that becomes the upper pile portion, and the concrete overflows. And filling the gap between the steel pipe and the hole wall and surfacing.
  In the method for building a pile according to claim 9, a casing that covers the hole wall is installed in advance in a height range from the ground surface of the drilling hole to the vicinity of the top of the pile, and the casing is removed in the fourth step. Later, the foundation bottom surface around the pile body is excavated to expose the anchor member.
  The pile construction method according to claim 10, in the first step, assembles an outer steel pipe, an upper diaphragm, and a lower diaphragm in which the anchor member is fixed at a predetermined position, and preassembles the steel pipe head constituting the pile body in advance. The steel pipe is manufactured in one piece, and the vicinity of the lower end of the steel pipe is fixed to the upper part of the rebar cage constituting the cast-in-place concrete pile, and is suspended in a hole in the ground. After excavating the bottom surface of the foundation around the body and exposing the anchor member, the hardened material is filled between the outer steel pipe and the steel pipe constituting the pile body, and a diameter expanding member is formed in the pile body that becomes the upper pile It is characterized by doing.
According to the pile head joint structure according to any one of claims 1 to 6, since the anchor member is fixed to the outer peripheral surface of the outer steel pipe constituting the diameter-expanding member or the diameter-expanding member, As for the arrangement diameter, a larger diameter can be secured as compared with the conventional beard muscle method or inner collar method in which the anchor member is arranged on the pile head itself, and the size is the outer diameter applied to the enlarged member. Since it can be adjusted freely according to the cross-sectional diameter of the steel pipe, over-baring can be eliminated. As a result, the bending strength and pulling strength of the pile head can be easily increased, so even when the pile head is rigidly joined to the upper structure or foundation horizontal member, The phenomenon of destruction can be prevented, and it becomes possible to increase the strength of the joint structure of the pile head without difficulty.
In addition, as long as the expanded member has a structure with a steel pipe in the vicinity of the pile head, such as a concrete filled steel pipe pile, a concrete pile with an outer steel pipe, a steel pipe pile, a steel pipe wound PHC pile (SC pile), etc. It is possible to apply.
  Further, when the anchor member is fixed to the enlarged member, it is not necessary to embed one end of the anchor member in a hardened material filled in the gap between the pile body and the outer steel pipe as in the conventional double steel pipe system. For this reason, it becomes possible to abbreviate | omit the complicated process of adjusting the length of an outer steel pipe according to the diameter of an anchor member, and it becomes possible to improve workability and quality more. In addition, since it is not necessary to secure the fixing length when fixing the anchor member to the hardened material, the length of the outer steel pipe can be shortened.
Furthermore, the diameter expansion member arrange | positioned at the pile head of the said pile body WHEREIN: The upper diaphragm currently installed in the outer steel pipe in the state which made the said pile body penetrate to the pile through-hole which has a center part, and fixed the hole edge And the lower diaphragm, the stress transmission from the upper structure and foundation horizontal member to the pile body is more reliable and smoother than the double steel pipe method used for the pile head joint structure. Will be.
For this reason, the member length of the said outer steel pipe which encloses the pile head of the said pile body can be shortened, and it becomes possible to improve a workability significantly with economical efficiency. Further, since the thickness of the outer steel pipe can be reduced, the manufacturing cost can be greatly reduced, and the economy can be further improved.
  According to the pile head joint structure according to claim 3, since the lower diaphragm is fitted with a wedge member in a gap with the outer peripheral surface of the pile body, the hole edge is fixed. Since the welding process to be performed can be omitted when the lower diaphragm is installed, it is possible to greatly contribute to the reduction of the construction cost and the construction period.
  According to the pile head joint structure according to claim 4 or 5, the upper diaphragm is configured by combining a plurality of steel plates on a plane, or functions as a filling hole or an air hole in the upper diaphragm. Since the through-hole to be provided is provided, it becomes possible to appropriately carry out the placement work of the hardened material constituting the diameter-expanding member in accordance with the construction conditions and work conditions in both the factory and the field.
  According to the pile head joint structure according to claim 6, the lower diaphragm is provided with a through hole similar to the upper diaphragm at a position that is vertically coaxial with the through hole of the upper diaphragm. . Thus, when building a pile body with a diameter-expanding member in the ground, the steel pipe and the hole wall constituting the pile body are formed by penetrating the injection pipe through the through holes of the upper diaphragm and the lower diaphragm. Since the peripheral fixing liquid can be injected into the gap of the pile, the workability is not impaired even if a diameter-enlarged member with a diameter larger than that of the pile body is installed at the head of the pile body that is the upper pile part, and it is efficient Pile construction work can be carried out.
  According to the method for constructing a pile according to claim 7 to 9, since the diameter-expanding member is integrally installed in advance on the pile body that constitutes the upper pile portion of the pile, the hardening material that constitutes the diameter-expanding member. When using concrete for the concrete, the work can be placed with aerial concrete at the PC factory, so it is possible to use quality-controlled high-strength concrete and greatly reduce the amount of work on site. It can be reduced and can greatly contribute to shortening the construction period.
According to the method for building a pile according to claim 10, since the hardened material filled in the gap between the outer steel pipe and the pile body is driven after excavating the bottom surface of the foundation, the weight of the steel pipe on which the diameter expanding member is installed. Therefore, it is possible to efficiently carry to the site, and to facilitate handling when suspended in the drilling hole.
In addition, by using the concrete used for the construction of the foundation horizontal member and the superstructure as the hardener that fills the gap between the outer steel pipe and the pile body, the concrete can be placed all at once and the work efficiency is improved. And cost rationalization can be achieved.
  According to the pile construction method according to claim 7 to 10, since the anchor body is fixed to the outer steel pipe constituting the diameter-expanding member in advance, the driving operation of the pile body is performed. Since it is not necessary to carry out ground excavation work around the pile head for the purpose of installing anchor members like the conventional beard muscle method after placing, the reliability of the joint between the anchor member and the expanded member As a result, the safety at the time of construction can be improved and the workability can be greatly improved, and the construction cost can be greatly reduced and the construction period can be shortened.
  Moreover, since the construction method of the cast-in-place concrete expansion pile generally implemented conventionally can be followed, it becomes possible to construct a pile body easily without a special apparatus and installation.
The pile head joint structure and pile construction method of the present invention are shown in FIGS. The present invention fixes a hole edge by inserting a pile body into a pile head of a pile body including a concrete filled steel pipe at least near the pile head, an outer steel pipe containing the pile head, and a pile through hole in the center. An expanded diameter member having an upper diaphragm and a lower diaphragm for closing the upper end surface and the lower end surface of the outer steel pipe in a state of being arranged, and an anchor used for joining the upper structure or the foundation horizontal member to the outer steel pipe of the expanded diameter member Join the members.
This simplifies the joint structure of the pile head and improves workability, while reducing the cost by using a member with a small plate thickness or length as the diameter expansion member, It is intended to increase the yield strength.
As shown to Fig.1 (a), the diameter expansion member 2 and the anchor member 3 are provided in the pile head of the pile body 1 of the filling concrete steel pipe structure provided with the concrete 22 with which the steel pipe 1a and its hollow part were filled. As shown in FIG. 1 (b), the diameter-expanding member 2 is composed of an outer steel pipe 4, an upper diaphragm 5, a lower diaphragm 7, and a hardened material 10.
In addition, the rib 1b is formed in the internal peripheral surface of the upper end part of the said steel pipe 1a, and it has the structure which raises the adhesive force with the concrete 22 with which the hollow part is filled.
The outer steel pipe 4 is made of a steel pipe having an inner diameter larger than the outer diameter D1 of the steel pipe 1a constituting the pile body 1, and its member length L1 is 0.5 to 1.0 times the outer diameter D1 of the steel pipe 1a. Has been.
The upper diaphragm 5 and the lower diaphragm 7 are steel plates that are generally widely used as connecting members in joints such as columns and beams, and have an area substantially equal to the inner cross section of the outer steel pipe 4. Moreover, as shown in FIG.1 (b), it is what is called an outer diaphragm which has the pile through-holes 5a and 7a of the same diameter as the outer diameter of the pile body 1 with respect to the steel pipe 1a, and this pile through-hole 5a, The steel pipe 1a, that is, the pile body 1 is inserted through 7a.
As shown in FIGS. 1B and 1C, these are arranged such that the outer steel pipe 4 is coaxial with the pile body 1 and includes the vicinity of the pile head, and the upper The diaphragm 5 and the lower diaphragm 7 are arranged so as to close the upper end surface and the lower end surface of the outer steel pipe 4 in a state where the pile body 1 is inserted into the pile through holes 5a, 7a, and the pile through holes 5a, 7a The outer peripheral surface of the steel pipe 1a constituting the hole edge and the pile body 1, the inner peripheral surface in the vicinity of the upper end portion and the inner peripheral surface in the vicinity of the lower end portion of the outer steel pipe 4, and the outer surface 5b of the upper diaphragm 5 and the lower diaphragm 7 7b are fixed to each other through fixing means such as welding.
At this time, the outer steel pipe 4 and the lower diaphragm 7 are also arranged so that the surface 5c of the upper diaphragm 5 is positioned at a height that forms substantially the same horizontal plane as the pile head surface of the pile body 1 and the top end surface of the upper diaphragm 5. ing.
With such a configuration, a space surrounded by the outer steel pipe 4, the upper diaphragm 5, and the lower diaphragm 7 is formed in the vicinity of the pile head of the pile body 1, and the space is expanded by filling the space with the hardening material 10. The member 2 will be formed. These diameter-expanding members 2 not only can expand the diameter of the pile head but also have a function of stiffening the vicinity of the pile head.
In the present embodiment, concrete is used for the hardener 10, but this is not necessarily limited to this, and a void surrounded by the outer steel pipe 4, the upper diaphragm 5 and the lower diaphragm 7 such as soil mortar and mortar can be filled. Any one can be used.
  In addition, as shown in FIG.1 (c), the said upper diaphragm 5 is equipped with the through-hole 6 around the pile through-hole 5a, and the said hardening material 10 is filled using this through-hole 6. It is the composition to do. These upper diaphragms 5 are provided with through-holes 6 functioning as filling holes and air holes used when placing the curing material 10, so that the diameter-expanding member 2 can be selected depending on the construction conditions and work conditions. It is possible to appropriately carry out the placing work of the curing material 10 that constitutes the above in both the factory and the field.
  Note that the through-hole 6 of the upper diaphragm 5 is not necessarily limited to this. For example, as shown in FIG. 2 (a), the upper diaphragm 5 has a structure in which a plurality of steel plates 9 are combined on a plane, and the hardening material 10 is obtained by removing one piece of the steel plates 9 from a gap between the steel plates 9 or. It is good also as a structure which can be filled.
  Further, the lower diaphragm 7 is not necessarily limited to the configuration in which the pile through hole 7a is directly fixed to the outer peripheral surface of the steel pipe 1a. For example, as shown in FIG. 2 (b), a tapered surface extending vertically downward is formed at the hole edge of the pile through hole 7a with the steel pipe 1a, and the outer peripheral surface of the steel pipe 1a and the tapered surface of the pile through hole 7a are formed. The lower diaphragm 7 may be fixed to the steel pipe 1a by fitting the wedge member 15 therebetween.
  The wedge member 15 used here is a ring-shaped member having an inner peripheral surface and an outer peripheral surface formed in a shape in contact with each other on the outer peripheral surface of the steel pipe 1a and the tapered surface of the pile through hole 7a. The shape is not necessarily limited to this, and the ring having the above-described shape may be divided into a plurality of pieces. In this case, a plurality of piece-like wedge members 15 may be arranged with a predetermined spacing between the outer peripheral surface of the steel pipe 1a and the tapered surface of the pile through hole 7a.
  Furthermore, in this Embodiment, although the diameter expansion member 2 was applied to the said pile body 1 of a concrete filling steel pipe, it does not necessarily stick to this, The pile body 1 is a concrete pile with an outer steel pipe, a steel pipe pile, It may be applied to any pile body 1 as long as the steel pipe is provided near the pile head, such as a steel pipe wound PHC pile (SC pile).
Incidentally, the above-described diameter-expanding member 2 is provided with the anchor member 3. The anchor member 3 extends in the vertical direction as shown in FIGS. 1 (a) and 1 (b), and has one end 3a so that the other end 3b protrudes coaxially with the outer steel pipe 4 from the diameter expanding member 2. Is fixed to the outer peripheral surface of the outer steel pipe 4 by fixing means such as welding, and as shown in FIG. 1 (c), a predetermined length is set along the outer peripheral surface of the outer steel pipe 4, that is, the outer peripheral edge of the expanded member 2. A plurality of rings are arranged annularly with a spacing interval.
The anchor member 3 is embedded in a foundation horizontal member, an upper structure, or the like that is constructed at least at the other end 3b above the pile body 1. With such a configuration, the pile head of the pile body 1 is provided. Is formed with a joint structure integrated with a basic horizontal member, an upper structure, and the like.
In the present embodiment, a thin reinforcing bar that is generally widely used is used as the anchor member 3, but this is not necessarily the case. For example, a structure using a coupler as shown in FIG. 2 (c), etc., which functions as an anchor member 3 when joining with a foundation horizontal member or an upper structure, etc., to be built later on the pile body 1 Any of them may be used. However, when a coupler is used for the anchor member 3, an anchor bar such as a threaded reinforcing bar is fitted to the coupler.
Further, the anchor member 3 may be a reinforcing bar with a head having a diameter expanded at the other end embedded in the foundation horizontal member or the upper structure, or a plate nut method. It can be shortened.
Further, in the present embodiment, the configuration in which the one end 3a of the anchor member 3 is fixed to the outer peripheral surface of the outer steel pipe 4 constituting the diameter-expanding member 2 is shown, but this is not necessarily the case. For example, any diameter expansion member 2 can be used, such as fixing one end 3a of the anchor member 3 to the surface 5c of the upper diaphragm 5 in order to improve the workability related to the lifting work of the pile head carried out when the pile body 1 is constructed. It is good also as a structure fixed to a position.
The joint structure of the pile head having such a configuration is that the upper diaphragm 5 and the lower diaphragm 7 constituting the diameter-expanding member 2 are fixed to the outer peripheral surface of the steel pipe 1a constituting the pile body 1, so that Compared with the double steel pipe method, the stress transmission from the upper structure and the foundation horizontal member to the pile body 1 is performed more reliably and smoothly. For this reason, the member length of the outer steel pipe 4 which conventionally required about twice the outer diameter D1 can be reduced to 0.5 to 1.0 times .
Since one end 3a of the anchor member 3 is fixed to the outer steel pipe 4 of the diameter-expanding member 2, it is not necessary to embed it in the hardened material 10. For this reason, the complicated operation which considers the member length of the said outer steel pipe 4 in order to respond | correspond to the fixing length to the said hardening material 10 adjusted according to the diameter of the anchor member 3 becomes unnecessary.
Moreover, since the said diameter-expansion member 2 has a function which expands the pile head of the said pile body 1, and the said anchor member 3 adheres to the outer peripheral surface of the outer steel pipe 4 of this diameter-expansion member 2, FIG. 1 bending strength of pile head joint for the placement diameter D 2 can be made large as compared with the case of fixing the Kuitai 1 itself of the anchor member 3 arranged annularly as shown in (b) is also taken large, earthquakes, etc. It is possible to prevent damage to the pile head joint that is likely to occur when a sag occurs.
The arrangement diameter D 2 of the anchor member 3, the cross-sectional diameter of the outer steel tube 4 constituting the enlarged diameter member 2 can appropriately adjust the size by adjusting the, also possible to prevent overcrowding reinforcement. Accordingly, not only can the pulling strength of the pile head joint be increased, but also the bending strength can be easily increased. As a result, it is possible to bend and yield at the general portion of the pile body 1 having a large deformation performance, not at the pile head joint portion inferior in toughness.
  The pile body 1 having the above-described pile head joint structure can also be used as a concrete-filled steel pipe pile. In the present embodiment, the pile body 1 is used as an upper pile portion and a cast-in-place concrete pile 17. An example of a pile 16 having a hybrid structure provided in the lower pile portion will be described below with reference to FIGS.
(First step)
In the first step, as shown in FIG. 3A, the upper diaphragm 5 and the lower diaphragm 7 are fixed to the inner peripheral surface of the upper end portion and the inner peripheral surface of the lower end portion of the outer steel pipe 4 by welding or the like. It sticks through. Thereafter, as shown in FIG. 3B, pile through-holes 5a and 7a of the upper diaphragm 5 and the lower diaphragm 7 so that the surface 5c of the upper diaphragm 5 is positioned at a height that forms substantially the same horizontal plane as the pile head surface. The pile body 1 is inserted through the hole edges of the pile through holes 5a and 7a and the outer peripheral surface of the steel pipe 1a constituting the pile body 1 through fixing means such as welding.
  In addition, when fixing the lower diaphragm 7 to the pile body 1 via the wedge member 15 as described above, after the wedge member 15 is integrated with the outer peripheral surface of the steel pipe 1a via fixing means such as welding, The pile body 1 is inserted into the pile through holes 5a and 7a of the upper diaphragm 5 and the lower diaphragm 7 so that the lower diaphragm 7 and the wedge member 15 are fitted, and the edge of the pile through hole 5a of the upper diaphragm 5 and the pile body What is necessary is just to adhere to the outer peripheral surface of the steel pipe 1a which comprises 1 through fixing means, such as welding.
  Next, as shown in FIG. 3B, the gap formed between the pile body 1, the outer steel pipe 4, the upper diaphragm 5 and the lower diaphragm 7 using the through hole 6 provided in the upper diaphragm 5. The diameter expanding member 2 is manufactured by filling the part with the curing material 10. At this time, since the upper diaphragm 5 is provided with a plurality of the through-holes 6, these function as air holes, and a gap portion sandwiched between the upper diaphragm 5 and the lower diaphragm 7, the steel pipe 1 a and the outer steel pipe 4. The cured material 10 can be filled uniformly without any gap.
  As described above, when the upper diaphragm 5 is formed by combining a plurality of steel plates 9, the gap between the steel plates 9 is used as a filling opening, or at least one steel plate 9 is removed and the opening is opened. And the curing material 10 may be filled from the opening. At this time, the steel plate 9 after being filled with the hardening material 10 may fix all the gaps between the adjacent steel plates 9 on a flat surface by welding or the like, but considering the cost reduction effect due to the improvement in yield. It is also possible to arrange them on a plane.
  These operations are performed in advance in a factory or the like before being transported to the site, and the steel pipe 1a provided with the diameter-expanding member 2 becomes a precast member manufactured in the factory or the like. Therefore, when concrete is used as the hardener 10, aerial concrete can be placed in a PC factory, and therefore the hardener 10 constituting the diameter-expanding member 2 can be made high-quality concrete with quality control.
  Next, as shown in FIG.3 (c), the pile hole 12 is drilled to the depth which reaches the support ground which is not illustrated in the predetermined position in the ground 11 on the spot. In addition, what is necessary is just to implement the drilling of the said pile hole 12 in the procedure similar to the case where the cast-in-place concrete expansion pile generally performed conventionally is constructed. Here, in this Embodiment, the casing 19 which covers a hole wall is arrange | positioned in the height range from the ground surface of the pile hole 12 to the pile top end vicinity of the pile 17 of the hybrid structure constructed | assembled later. This is generally used when the cast-in-place concrete pile 17 which becomes the lower pile portion is constructed, and is intended to prevent the pile hole 12 from collapsing, but may not necessarily be used depending on the ground.
  Next, similarly to the diameter-expanding member 2, a reinforcing bar 17a constituting a cast-in-place concrete pile 17 which becomes a lower pile portion of the pile 17 having a hybrid structure is assembled in advance, and as shown in FIG. The steel pipe 1a in which the diameter-expanding member 2 is integrally installed on the pile head is transported to the site, and the vicinity of the lower end of the steel pipe 1a is fixed to the upper part of the rebar cage 17a via fixing means, and FIG. This is suspended in the pile hole 12 as shown in FIG.
The rebar cage 17a is formed by assembling a plurality of main bars and strips constituting the cast-in-place concrete pile 17 into a cage shape. In this embodiment, the outer diameter of the cross section of the rebar cage 17a is set outside the steel pipe 1a. It is formed larger than the diameter.
Also, a plurality of anchor bars 18 extending in the vertical direction are installed at the lower end of the steel pipe 1a, and as shown in FIG. 4 (b), the lower end of the steel pipe 1a is connected to the upper part of the reinforcing bar 17a. Inserted inward, a lap joint is formed between the reinforcing bar 17a and the anchor bar 18, and then both are fixed by binding or the like. However, the method of fixing the steel pipe 1a to the reinforcing bar 17a is not necessarily limited to this.
(Second step)
In the second step, the cast-in-place concrete pile 17 that is the lower pile portion is constructed by placing concrete 22 in the pile hole 12 so as to bury the rebar cage 17a.
At this time, the steel pipe 1a in which the diameter-expanding member 2 is integrally installed on the pile head and the reinforcing bar 17a fixed thereto are received by the casing 19 as shown in FIG. 4 (c). Although it is supported via the base 20 and holds the vertical in the pile hole 12, if the structure can be built so as to be coaxial with the pile hole 12 and can hold the vertical, the cradle 20 is not necessarily provided. There is no need to use it.
Further, as shown in FIG. 5 (a), the concrete 22 is placed by inserting the tremy pipe 21a through the hollow portion of the steel pipe 1a, and is formed by the anchor bars 18 and the reinforcing bar 17a of the steel pipe 1a. The lap joint is placed to the depth where it is buried.
(Third step)
In the third step, after injecting the peripheral fixing solution 14 into the gap between the steel pipe 1a and the hole wall of the pile hole 12, the steel pipe 1a is filled with concrete 22 to construct the pile body 1 that becomes the upper pile portion. In addition, the concrete 22 is overlaid.
In the present embodiment, as shown in FIG. 2 (d), the lower diaphragm 7 of the diameter-expanding member 2 has the upper diaphragm 5 at a position coaxial with the through-hole 6 provided in the upper diaphragm 5 in the vertical direction. A through-hole 8 similar to the through-hole 6 is provided, and a cavity is formed in the hardened material 10 positioned coaxially with the through-hole 8 so that it can penetrate in the vertical direction.
In addition, when the upper diaphragm 5 has the structure which combined the some steel plate 9, the through-hole 6 is provided in several pieces of the steel plates 9, and the steel plates 9 are fixed through fixing means, such as welding. It is good also as composition to do.
  Therefore, when the peripheral fixing liquid 14 is driven into the gap between the steel pipe 1a and the hole wall of the pile hole 12, the tremmy pipe 21b for driving the peripheral fixing liquid 14 is placed at the top as shown in FIG. Even if the diameter-expanding member 2 having a larger diameter than the steel pipe 1a is provided by being inserted through the through-hole 6 and the through-hole 8 of the diaphragm 5 and the lower diaphragm 7, that is, by passing the diameter-expanding member 2. The workability related to the placement of the peripheral fixing liquid 14 is not impaired.
After these operations, as shown in FIG. 5 (c), after removing the tremmy tube 21b for placing the peripheral fixing liquid 14, the cast-in-place concrete pile 17 was used in the second step. Concrete 22 is filled into the steel pipe 1a using the tremy pipe 21a.
The method for injecting the peripheral fixing solution 14 is not necessarily limited to the above-described method, and any method may be used.
(Fourth process)
In the fourth step, as shown in FIG. 5 (d), after excavating the ground 11 around the pile body 1 to form the foundation bottom surface 13, the surface 5 c of the upper diaphragm 5 constituting the expanded member 2 and The other end 3b of the anchor member 3 is exposed.
Thereby, the pile 16 of the hybrid structure provided with the pile body 1 in the upper pile portion and the cast-in-place concrete pile 17 in the lower pile portion is built in the ground 11.
  As described in the first step, the casing 19 that covers the hole wall is arranged in the height range from the ground surface of the pile hole 12 to the vicinity of the pile top end of the pile 16 of the hybrid structure that will be constructed later. Then, after removing the casing 19 and the cradle 20 temporarily provided on the casing 19, the ground 11 around the pile body 1 is excavated.
Moreover, in this Embodiment, although the peripheral fixing liquid 14 was shown between the steel pipe 1a and the hole wall in the case of construction | assembly of the pile body 1 used as an upper pile part at a 3rd process, it did not necessarily show to this. It is not particular.
As shown in FIG. 6 (b), as shown in FIG. 6 (b), as shown in FIG. 6 (b), as shown in FIG. In the third step, the concrete body 22 is filled with the concrete 22 to construct the pile body 1 as an upper pile portion, and the concrete 22 is overflowed as shown in FIG. That is, it is a method of filling the space between the steel pipe 1a and the hole wall with concrete 22 instead of the peripheral fixing liquid 14.
Furthermore, in the present embodiment, the diameter-expanding member 2 is manufactured in the first step and installed in advance on the head of the steel pipe 1a, but this is not necessarily the case.
In the first step, the upper diaphragm 5, the lower diaphragm 7 and the outer steel pipe 4 which are the outlines of the diameter-expanding member 2 are placed on the head of the steel pipe 1a, and the surface 5c of the upper diaphragm 5 is exposed in the fourth step. Thereafter, the expanding member 2 may be manufactured by filling the space 10 surrounded by the upper diaphragm 5, the lower diaphragm 7 and the outer steel pipe 4 with the hardening material 10. In this case, a curing process is performed in which the through-hole 6 is previously closed with putty, tape, or the like in the first step so that foreign matter such as soil does not enter the space surrounded by the upper diaphragm 5, the lower diaphragm 7, and the outer steel pipe 4. Apply.
Furthermore, if possible depending on the dimensions of the diameter-expanding member 2 and the ground conditions in the vicinity of the foundation bottom surface 13, the diameter-expanding member 2 is manufactured separately from the steel pipe 1 a constituting the pile body 1. After excavation of the foundation bottom surface 13, the ground 11 around the pile body 1 is further dug down to a necessary depth, and the diameter expanding member 2 manufactured in advance is fixed at a predetermined position near the pile head of the pile body 1. The pile head joint structure of the present invention can also be formed.
At this time, the hardened material 10 may be filled in advance in the space formed by the outer steel pipe 4, the upper diaphragm 5, and the lower diaphragm 7, and the hardened diameter-expanded member 2 may be fixed to the pile head of the pile body 1. After fixing only the outer portion composed of the outer steel pipe 4 and the upper diaphragm 5 and the lower diaphragm 7 near the pile head, the hardening material 10 is formed in the space formed by the outer steel pipe 4, the upper diaphragm 5, the lower diaphragm 7 and the pile body 1. May be filled.
According to the joining structure of the configuration of the pile head to above, the anchoring member 3 to the outer peripheral surface of the outer steel tube 4 constituting the enlarged diameter member 2 from adhering to the annular, the arrangement diameter D 2 is the pile head itself A large diameter can be secured as compared with the conventional beard muscle method or inner collar method in which the anchor member 3 is disposed, and the size can be freely selected according to the cross-sectional diameter of the outer steel pipe 4 applied to the diameter-expanding member 2. Because it can be adjusted, overcrowding can be eliminated.
  As a result, the bending strength and pulling strength of the pile head can be increased easily, so even if the pile head is rigidly joined to the upper structure or foundation horizontal member, It is possible to prevent the phenomenon that the head joint portion is broken, and it is possible to increase the strength of the joint structure of the pile head without difficulty.
  Further, in the present embodiment, the anchor member 3 is fixed in advance to the diameter-expanding member 2, but this is not necessarily limited to this, and there is no anchor member 3 depending on necessity such as workability and quality control. The pile body 1 to which the enlarged member 2 is integrally attached is constructed in the ground 11, and after excavation of the foundation bottom surface 13, the anchor member 3 is fixed to a predetermined position of the enlarged member 2 by fixing means such as welding or a coupler. You may do it.
  Here, the diameter expansion member 2 having a configuration in which the upper diaphragm 5 and the lower diaphragm 7 are fixed to the outer steel pipe 4 in a state in which the pile body 1 is inserted into the pile through holes 5a and 7a and the edge of the hole is fixed. About the pile body 1 with which the part was equipped, the difference in the structural performance with the pile body type in which nothing is installed in the pile head was compared quantitatively.
Specifically, installation referring to pile body 1 and the enlarged diameter member 2 shown in FIG. 1 (b), pile diameter D 1 is 1000 mm, the elastic pile thickness is 16 mm, the diameter expansion member 2 in pile head The load-displacement relationship when horizontal load and vertical tension were applied was examined for the case where it was installed and not installed.
The expanded member 2 has an outer steel pipe 4 formed with a pile diameter of 1.5 D 1 and a member length L 1 of 1.0 D 1, and the hardened material 10 has a completely elastic-plastic body with fc = 30 N / mm 2. Assuming that concrete is assumed to be used, the outer steel pipe 4, the upper diaphragm 5 and the lower diaphragm 7 are set to a plurality of plate thicknesses of 9 to 28 mm, and the load is applied even when the hardened material 10 is filled and when it is not filled. -The displacement relation was compared.
  FIG. 7 (a) shows the displacement when the horizontal load is applied to the pile body 1 with and without the enlarged member 2 installed on the pile head, and the displacement when the vertical tensile load is applied. The amount is shown in FIG. 7 (a) and 7 (b), the pile body 1 in which the expanded member 2 is installed has a thickness of the outer steel pipe 4 of only 9 mm when the hollow portion of the expanded member 2 is filled with the hardener 10. Even when there is not, it can be seen that the proof strength of the pile body 1 without the diameter-expanding member 2 can be significantly improved.
At this time, the outer steel pipe 4 constituting the enlarged diameter member 2 has set the members length L 1 as described earlier 1.0D 1 and. In the double steel pipe system conventionally used for the pile head joint structure, the outer length containing the pile head of the pile body 1 is compared with the fact that 2.0D 1 is required for the member length L 1. It can be seen that the stress transmission from the upper structure and the foundation horizontal member to the pile body can be performed more reliably and smoothly while the member length of the steel pipe 4 is significantly shortened.
Therefore, the pile body 1 in which the enlarged-diameter member 2 is installed on the pile head to form a joint structure can significantly improve the workability as well as the economy while ensuring sufficient proof stress.
Diameter member 2 with the diaphragm 5 and the lower diaphragm 7 on the member length L 1 of such outer steel tube 4 can be shortened, the filling one end 3a of the anchor member 3 into the gap between the Kuitai 1 and the outer steel pipe 4 It is embedded in the hardened material 10 to be fixed, and is fixed to the outer peripheral surface of the diameter-expanded member 2 as compared with the conventional double steel pipe type configuration in which the member length of the outer steel pipe 4 needs to be adjusted according to the fixing length. It can be said that the shape is suitable for the configuration.
In the present embodiment, since the one end 3a of the anchor member 3 is fixed to the outer peripheral surface of the outer steel pipe 4, a configuration capable of shortening the member length of the outer steel pipe 4 is effectively utilized.
  In addition, the structure which adheres the anchor member 3 to the outer peripheral surface of these outer steel pipes 4 is complicated to adjust the length of the outer steel pipe 4 in accordance with the diameter of the anchor member 3 which has been necessary in the conventional double steel pipe system. It becomes possible to omit a process, and it becomes possible to improve economical efficiency, workability, and quality more. Accordingly, as can be seen from FIGS. 7 (a) and 7 (b), the plate thickness of the outer steel pipe 4, the upper diaphragm 5, and the lower diaphragm 7 can be reduced, so that the manufacturing cost can be greatly reduced and the economy can be further improved. It becomes possible to improve.
  Furthermore, if the lower diaphragm 7 is fixed to the pile body 1 by fitting the wedge member 15 into the gap between the pile body 1, that is, the outer peripheral surface of the steel pipe 1 a, the welding process is a complicated operation. Can be omitted when the lower diaphragm 7 is installed, so that it is possible to greatly contribute to the reduction of the construction cost and the construction period.
According to the construction method of the pile 17 of the hybrid structure provided with the pile body 1 having the pile head joint structure using the above-described diameter-expanding member 2 as the upper pile portion, the diameter of the steel pipe 1a of the pile body 1 is expanded in advance. When concrete is used as the hardener 10 constituting the diameter-expanding member 2 by installing the member 2 integrally, the work can be placed with aerial concrete in a PC factory. It is possible to use high-strength concrete whose quality is controlled for the material 10, and it is possible to greatly reduce the amount of work at the site and greatly contribute to shortening the construction period.
Thus, the pile head 1a which comprises the said pile body 1 is comprised as a precast member by which the anchor member 3 and the diameter-expansion member 2 were integrally provided in the pile head, and a pile head with high quality and reliability is high. It becomes possible to form the joint structure of the part.
  Furthermore, after anchoring the anchor member 3 in advance to the outer steel pipe 4 constituting the diameter-expanding member 2 and performing the placing operation of the pile body 1, after placing the pile body 1, the conventional whiskers method is used. Since it is not necessary to carry out ground excavation work around the pile head for the purpose of installing the anchor member 3 on the joint, the reliability of the joint between the anchor member 3 and the diameter-expanding member 2 is increased, and safety during construction As well as improving the workability, the workability can be greatly improved, and the construction cost can be greatly reduced and the construction period can be shortened.
  Moreover, since the construction method of the cast-in-place concrete expansion pile generally implemented conventionally can be followed, it becomes possible to construct a pile body easily without a special apparatus and installation.
It is a figure which shows the detail of the junction structure (1st Embodiment) of the pile head which concerns on this invention. It is a figure which shows the other example details of the joint structure (1st Embodiment) of the pile head which concerns on this invention. It is a figure which shows the construction method of a pile provided with the junction structure (1st Embodiment) of the pile head which concerns on this invention. It is a figure which shows the detail of the junction structure (2nd Embodiment) of the pile head which concerns on this invention. It is a figure which shows the detail of the junction structure (3rd Embodiment) of the pile head which concerns on this invention. It is a figure which shows the construction method of a pile body provided with the junction structure (3rd Embodiment) of the pile head which concerns on this invention. It is a graph which shows the load-displacement relationship at the time of making a horizontal load and a vertical tension act on the junction structure of the pile head which concerns on this invention.
Explanation of symbols
DESCRIPTION OF SYMBOLS 1 Pile body 2 Expanding member 3 Anchor member 4 Outer steel pipe 5 Upper diaphragm 6 Through hole 7 Lower diaphragm 8 Through hole 9 Steel plate 10 Hardened material 11 Ground 12 Pile hole 13 Foundation bottom surface 14 Peripheral fixed liquid 15 Wedge member 16 Pile 17 Cast in place Concrete pile 18 Anchor bar 19 Casing 20 Receiving base 21a Tremy pipe 21b Tremy pipe 22 Concrete



Claims (10)

  1. A pile head joint structure for joining a pile body having a steel pipe at least near the pile head to a foundation horizontal member or an upper structure,
    A diameter-expanding member that expands the pile head of the pile body, and a plurality of anchor members that extend in the vertical direction and have at least one end fixed to the diameter-expanding member and the other end embedded in the foundation horizontal member or the upper structure. And
    The outer diameter pipe is arranged so that the inner diameter is larger than the outer diameter of the pile body, and the pile head is included,
    Pile penetrating with a diameter equal to the outer diameter of the pile body at the center while being installed horizontally so as to close the upper end surface and the lower end surface of the outer steel pipe, the outer peripheral surface being fixed to the inner peripheral surface of the outer steel pipe An upper diaphragm and a lower diaphragm having a hole and having the hole edge fixed by inserting the pile body into the pile through-hole;
    It is composed of a hardened material filled in a region surrounded by the outer steel pipe and the pile body ,
    The joint structure of the pile head, wherein the length of the outer steel pipe is 0.5 to 1.0 times the outer diameter of the pile body .
  2. In the pile head joint structure according to claim 1,
    A pile head joint structure, wherein one end of the anchor member is fixed to an outer peripheral surface of the outer steel pipe constituting the diameter-expanding member.
  3. In the pile head joint structure according to claim 1 or 2,
    The lower diaphragm has a tapered surface at the hole edge with the pile body when the pile body is inserted through the pile through-hole,
    A pile head joint structure, wherein a wedge member is fitted into a gap between the tapered surface and the outer peripheral surface of the pile body to fix a hole edge.
  4. In the pile head joint structure according to any one of claims 1 to 3,
    The joint structure of a pile head, wherein the upper diaphragm is configured by combining a plurality of steel plates on a plane.
  5. In the pile head joint structure according to any one of claims 1 to 4,
    A pile head joint structure, wherein the upper diaphragm is provided with a through hole functioning as a filling hole or an air hole used when filling the hardened material.
  6. In the pile head joint structure according to claim 5,
    The pile head joint structure, wherein a through hole similar to the upper diaphragm is provided at a position that is vertically coaxial with the through hole of the upper diaphragm of the lower diaphragm.
  7. A pile construction method comprising a pile body having a joint structure of a pile head according to any one of claims 1 to 6, and a pile including a cast-in-place concrete pile in a lower pile portion,
    In advance, a diameter expanding member in which the anchor member is fixed at a predetermined position is integrally manufactured in advance on the head of the steel pipe constituting the pile body, and the vicinity of the lower end portion of the steel pipe on which the diameter expanding member is installed A first step of fixing to the upper part of the reinforcing steel bar constituting the cast-in-place concrete pile, and suspending it in a drilling hole in the ground;
    A second step of constructing a cast-in-place concrete pile to be a lower pile portion by placing concrete in the borehole so as to bury the rebar cage;
    After injecting a peripheral fixing liquid into the gap between the steel pipe and the hole wall, the concrete is filled in the steel pipe to construct a pile body as an upper pile portion, and the third step of surfacing the concrete; ,
    A method for constructing a pile, comprising: a fourth step of excavating a foundation bottom surface around the pile body and exposing an anchor member.
  8. In the construction method of the pile of Claim 7,
    In the third step, without using a peripheral fixing liquid, the steel pipe is filled with concrete to construct the pile body to be the upper pile portion, and the concrete is overflowed to form a gap between the steel pipe and the hole wall. A pile construction method characterized by filling and surplus.
  9. In the construction method of the pile according to claim 7 or 8,
    In the height range from the ground surface of the drilling hole to the vicinity of the top of the pile, a casing that covers the hole wall is installed in advance,
    In the fourth step, after removing the casing, the foundation bottom surface around the pile body is excavated to expose the anchor member.
  10. In the construction method of the pile in any one of Claim 7 to 9,
    In the first step, the outer steel pipe, the upper diaphragm, and the lower diaphragm fixed with the anchor member in place are assembled, and this is manufactured in advance on the head of the steel pipe constituting the pile body, Fix the vicinity of the lower end of the steel pipe to the upper part of the rebar cage that constitutes the cast-in-place concrete pile, and hang it in the drilling hole in the ground.
    In the fourth step, after excavating the foundation bottom surface around the pile body and exposing the anchor member, the hardened material is filled between the outer steel pipe and the steel pipe to expand the diameter to the pile body that becomes the upper pile A method for constructing a pile characterized by forming a member.
JP2004046302A 2004-02-23 2004-02-23 Pile head joint structure and pile construction method Expired - Fee Related JP4185870B2 (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102433874A (en) * 2011-10-13 2012-05-02 中铁四局集团第一工程有限公司 Construction method for strengthening small-area deep foundation pit hole pile subgrade

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JP2008075425A (en) * 2006-09-25 2008-04-03 Shimizu Corp Joining structure of pile and column
CN103882858A (en) * 2012-12-19 2014-06-25 五冶集团上海有限公司 Construction method of micro-piles with diameter of 300 mm
JP5742058B2 (en) * 2012-12-21 2015-07-01 旭化成建材株式会社 Method for increasing horizontal resistance of precast concrete pile foundation
CN104179171A (en) * 2014-07-24 2014-12-03 中交一航局第五工程有限公司 Hanging-hole-method cast-in-place pile construction method and hole collapse prevention method thereof
CN104480931B (en) * 2014-12-10 2017-02-08 大连三川建设集团股份有限公司 Fast file head removing method for mechanical pore forming pouring pile
JP6213503B2 (en) * 2015-03-06 2017-10-18 Jfeスチール株式会社 Joint structure of different diameter pipes
JP2017197917A (en) * 2016-04-25 2017-11-02 学校法人福岡大学 Pile head connection member, and pile head connection structure using the same

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102433874A (en) * 2011-10-13 2012-05-02 中铁四局集团第一工程有限公司 Construction method for strengthening small-area deep foundation pit hole pile subgrade

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