JP5131518B2 - Steel pipe pile and steel column joint structure - Google Patents

Description

The present invention also relates to the joint structure of steel pipe piles and steel columns.

In recent years, a method that directly joins the pile and the column and omits the footing, that is, a method of fitting the column base of the column in the pile head and fixing it with mortar, concrete, etc. has been proposed. According to the construction method, footing can be omitted, the construction cost can be reduced, and the construction period can be shortened.
Furthermore, for the purpose of considering the environment, such as reducing the amount of construction material discarded, the joint structure between the pile head and the column base that enables reuse of the materials that make up the foundation, for example, patents There is something proposed in Document 1.

Patent document 1 is a joining structure of a steel pipe pile and a steel column that joins a pile head of a steel pipe pile and a column base of a steel column arranged immediately above the steel pipe pile, and the pile head and the column base A cylindrical ring panel with a larger cross-sectional shape than the pile head and column base is interposed between the pile head and the column base, and the pile head and column base are inserted into the ring panel with a gap between them. The joint structure is disclosed which is fitted and filled with a filler for fixing the pile head and the column base in the ring panel.
JP 2006-112109 A

  However, the installed steel pipe pile has a construction error in the horizontal direction (center misalignment on the plane) or the vertical direction, or a construction error due to an inclination. When there is such a construction error, there is a problem that the pile head portion and the column base portion are shifted from each other, and a structure in which stress transmission between them is not reliable can be obtained. Therefore, there has been a demand for a method that can reliably join the pile head and the column base while absorbing construction errors occurring in the pile head, and there remains room for improvement in that respect. And, at the time of joining work between the pile head and the column base, it takes time and effort if work such as cutting and aligning the pile head is performed in order to cope with the construction error of the steel pipe pile described above. As a result, there was a problem that productivity was reduced and cost was increased.

The present invention has been made in view of the above-described problems, can absorb the construction error of the pile head by an easy and simplified method, and can shorten the construction period and reduce the construction cost. and its object is to provide a junction structure of the steel pipe piles and steel columns as possible.

In order to achieve the above object, in the steel pipe pile and steel column joint structure according to the present invention, a steel pipe pile that joins the pile head of the steel pipe pile and the column base of the steel column arranged immediately above the steel pipe pile; It is a joint structure with a steel column, the pile head is filled with the first filler, and the thickness-adjustable non-shrink mortar part is provided on the pile head, on the top surface of the non-shrink mortar part A cylindrical ring panel having a cross-sectional shape larger than the pile head and the column base is arranged so that the column base with the base plate at the lower end is placed and the pile head and the column base are surrounded from the periphery. A first supporting plate disposed along the circumferential direction on the outer peripheral surface of the column base , the second filler is filled between the pile head and the column base, and the ring panel ; A second bearing plate provided along the circumferential direction on the inner circumferential surface of the ring panel, and along the circumferential direction on the outer circumferential surface of the pile head A third bearing capacity plate provided, further comprising a, and from vertically above the first pressure bearing plate downward, the second bearing capacity plate, characterized in that arranged in the order of the third Bearing plate .

  In the present invention, it is possible to absorb lateral construction errors that occur in the cast steel pipe pile within the gap provided between the pile head and the column base and the ring panel, and in the vertical direction. Since the construction error can be absorbed by adjusting the thickness dimension of the non-shrinkable mortar part, it is possible to cope with the construction error due to the inclination of the steel pipe pile. Then, by forming the upper surface of the non-shrinkable mortar part so as to be a plane orthogonal to the central axis of the steel column, the steel column is placed at a predetermined position on the non-shrinkable mortar part. It can be mounted on. And the axial force which acts on a column base part can be transmitted to a pile head via a base plate, a non-shrink mortar part, and a 1st filler. In this way, the construction error of the pile head can be absorbed as a joint structure, and the pile head and the column base can be integrally joined without welding on site.

According to the joining structure of the steel pipe pile and steel columns of the present invention, together with surrounding with a gap ring panels forming the larger cross section than the pile head and the columnar leg portion to the pile head and the column base, pile By an easy and simplified method of providing a thickness-adjusted non-shrink mortar part on the part, it is possible to absorb construction errors in the horizontal direction and the vertical direction in the cast steel pipe pile. Therefore, the steel column can be installed at a predetermined position with high accuracy by placing the column base on the non-shrink mortar.
In this way, there is a method that can join the pile head and the column base while absorbing the construction error of the steel pipe pile, so the construction period of the foundation work can be shortened and the construction cost can be reduced. Can be planned.

Hereinafter, the joining structure and joining method of a steel pipe pile and a steel column according to an embodiment of the present invention will be described with reference to FIGS.
FIG. 1 is a perspective view showing a joining structure and joining method of a steel pipe pile and a steel column according to an embodiment of the present invention, FIG. 2 is a cross-sectional view taken along line AA shown in FIG. 1, and FIG. FIGS. 4A and 4B are diagrams showing the state of transmission of axial force, FIGS. 4A and 4B are diagrams showing the state of stress transmission during an earthquake, and FIGS. 5A to 5D are diagrams showing the joining process of steel pipe piles and steel columns. FIG. 6 is a view showing a state in which the construction error of the steel pipe pile is adjusted, and corresponds to FIG.

  As shown in FIG. 1, the steel pipe pile 1 according to the present embodiment is a foundation pile made of a circular steel pipe vertically placed in the ground G by, for example, a rotary press-fitting method or an excavation method. Directly above, a steel column 2 made of a circular steel pipe arranged on an axial extension line of the steel pipe pile 1 is arranged.

As shown in FIG. 2, the joining structure of the steel pipe pile 1 and the steel column 2 is a non-shrink mortar 4 on the steel pipe pile 1 in which the pile head 1a is filled with the first filled concrete 3 (first filler). The steel column 2 provided with the base plate 5 at the lower end is erected through the pile head 1a and the column base 2a of the steel column 2 surrounded by the ring panel 6 from the periphery, and the pile head 1a and the column base The second filling concrete 7 (second filler) is filled between 2a and the ring panel 6.
In addition, a plurality of steel underground beams 10 made of H-shaped steel or the like are provided on the outer peripheral surface of the ring panel 6 via end members 11.

  For the non-shrink mortar 4, a premix type can be adopted. The base plate 5 is a circular flat plate that is larger than the outer diameter of the steel column 2 and is the same as or smaller than the outer diameter of the non-shrink mortar 4, and is fixed to the lower end of the steel column 2 by fixing means such as welding. The base plate 5 is not fixed to the non-shrink mortar 4 but is placed.

  The ring panel 6 has a larger cross-sectional shape than the pile head 1a and the column base 2a, and is formed of a cylindrical steel pipe extending in substantially the same direction as the steel pipe pile 1 and the steel column 2. The ring panel 6 has an upper end portion 6 a embedded in the slab 8 and the other portion embedded in the ground G. The pile head 1a is disposed in the lower portion 6b of the ring panel 6 and the column base 2a is disposed in the upper portion 6c of the ring panel 6. . The pile head 1a and the column base 2a are respectively arranged in the center of the ring panel 6, between the inner peripheral surface of the lower portion 6b of the ring panel 6 and the outer peripheral surface of the pile head 1a, and of the ring panel 6. A gap having an appropriate width is provided between the inner peripheral surface of the upper portion 6c and the outer peripheral surface of the column base 2a.

  The 2nd filling concrete 7 with which the ring panel 6 is filled fixes the pile head part 1a and the column base part 2a in the ring panel 6, respectively. The second filling concrete 7 is filled between the inner peripheral surface of the ring panel 6 and the outer peripheral surfaces of the pile head portion 1a and the column base portion 2a, that is, the gaps described above.

  Further, diaphragms 12 and 12 having an octagonal shape in plan view for preventing deformation of the ring panel 6 are attached to the outer peripheral surface of the ring panel 6 (see FIG. 1). The diaphragm 12 is provided at a position corresponding to the position of the upper and lower flanges 11 a of the end member 11, and is welded to the outer peripheral surfaces of the lower part 6 b and the upper part 6 c of the ring panel 6. The base end 11 b of the end member 11 is welded and joined perpendicularly to the outer peripheral surface of the ring panel 6, and the end member 11 protrudes in a direction orthogonal to the axial direction of the ring panel 6.

  The tip 11c of the end member 11 is bolted to the steel underground beam 10 via a joining plate (not shown). In addition, the steel underground beam 10 connects the ring panels 6 respectively sheathed on the plurality of steel pipe piles 1 when the horizontal resistance of the ground G is low, and the steel frame material is used to reduce the weight and the construction period. Shortening can be achieved.

Further, on the inner peripheral surface of the ring panel 6, the inner and outer peripheral surfaces of the pile head 1a inserted into the ring panel 6, and the outer peripheral surface of the column base 2a inserted into the ring panel 6, a plurality of strip-shaped The bearing plate 9 (bearing material) is joined by welding joining along the circumferential direction. And, as a general rule, the bearing plate 9 is attached at the production factory. However, before placing the ring panel 6 on the pile head 1a at the construction site, the bearing plate 9 is applied to the inner peripheral surface of the ring panel 6 or the pile head 1a. It may be attached or may be attached before the column base 2a is arranged in the ring panel 6.
The support plate 9 increases the adhesion of the filled concrete 3 and 7 and can withstand the pulling force. As will be described in detail later, the support plate 9 has an effect of reliably transmitting the stress applied to the steel column 2 to the steel pipe pile 1. It is the composition which has.

  In the joining structure of the steel pipe pile 1 and the steel column 2 configured as described above, footing is omitted, and the pile head 1a and the column base 2a can be integrally joined without welding on site. It has a structure.

Next, the stress transmission action in the joint structure of the steel pipe pile 1 and the steel column 2 having the above-described configuration will be described with reference to FIGS.
As shown in FIG. 3, the axial force F acting on the steel column 2 is directly transmitted to the steel pipe pile 1 through the base plate 5, the non-shrink mortar portion 4, and the first filling concrete 3. Further, the axial force F is transmitted from the steel column 2 to the steel pipe pile 1 by the pressure strut by the bearing plate 9. Specifically, the axial force F is applied to the bearing plate 9 (same as reference numeral 9a in FIG. 3) fixed to the outer peripheral surface of the column base portion 2a to the inner peripheral surface of the ring panel 6 (same as above). 9b), and from the bearing plate 9 of 9b to the bearing plate 9 (also 9c) fixed to the outer peripheral surface of the pile head 1a. .

Further, the transmission of a load generated during an earthquake (a symbol M in FIGS. 4A and 4B, a load acting in a direction in which the central axis O2 of the steel column 2 tilts) is transmitted to the column base 2a shown in FIG. The lever action and the compression strut shown in FIG. That is, the resistance of the joint portion between the steel pipe pile 1 and the steel column 2 by the present joint structure is the reaction force generated in the pile head 1 a and the bearing resistance by the bearing plate 9. In short, as shown in FIG. 4A, the column base portion 2a embedded in the ring panel 6 is pressed by the second filling concrete 7 filled in the ring panel 6 (FIG. a), the second filling concrete 7 is the resistance of the load M.
Further, as shown in FIG. 4B, the load M is applied to the peripheral portion 5a of the base plate 5 provided at the lower end of the column base portion 2a and the support plate 9 (reference numeral) fixed to the inner peripheral surface of the upper end of the ring panel 6. 9d) will also resist pressure struts.

Next, a method for joining the steel pipe pile 1 and the steel column 2 having the above-described configuration will be described with reference to FIGS.
First, as shown in FIG. 5 (a), a plurality of steel pipe piles 1 are placed on the ground G by, for example, a rotary press-fitting method. Specifically, the steel pipe pile 1 is pressed into the ground G while rotating. At this time, the pile head 1a of the steel pipe pile 1 is buried in the ground G, and the steel pipe pile 1 is driven to a depth where the upper end surface of the steel pipe pile 1 is below the ground surface. A plurality of steel pipe piles 1 are placed at predetermined intervals.

Next, the ground G is excavated. Specifically, the pile head 1a is excavated around the pile head 1a, and the place where the steel underground beam 10 (see FIG. 1) is formed is floored. Then, concrete 13 (so-called waste container) that forms the basis for installing the ring panel 6 is placed on the excavated ground G.
Thereafter, a step of filling the pile head 1a with the first filling concrete 3 such as concrete is performed. The first filling concrete 3 at this time is driven up to the upper end of the pile head 1a.

  Next, as shown in FIG.5 (b), the process of providing the non-shrinking mortar part 4 in the upper end part of the pile head part 1a is performed. At this time, as shown in FIG. 6, the non-shrink mortar portion 4 is arranged so that the center thereof substantially coincides with the central axis O2 of the steel column 2 to be subsequently constructed, and is fixed to the lower end of the steel column 2. The base plate 5 is installed with the thickness adjusted to the designed height.

And the process which arrange | positions the ring panel 6 so that a clearance gap may be opened on the outer peripheral side of the pile head 1a from the circumference | surroundings is performed. Specifically, the ring panel 6 is placed on the pile head 1a from the upper end of the steel pipe pile 1, and the ring panel 6 is disposed on the concrete 13 previously placed so that the upper end surface is substantially horizontal. At this time, since a gap is provided between the inner peripheral surface of the lower portion 6b of the ring panel 6 and the outer peripheral surface of the pile head 1a, the position of the ring panel 6 can be adjusted.
That is, as shown in FIG. 6, when the center axis O1 of the pile head 1a is deviated from the center axis O2 of the steel column 2, the ring panel 6 is made to coincide with the center axis O2 of the steel column 2. Can be arranged.

  Here, as shown in FIG. 6, when a construction error occurs in the cast steel pipe pile 1, a lateral construction error is provided between the pile head 1 a and the column base 2 a and the ring panel 6. It is possible to absorb within the range of the gap to be formed, and it is possible to absorb the construction error in the vertical direction by adjusting the thickness dimension of the non-shrinkable mortar portion 4. Therefore, the construction error due to the inclination of the steel pipe pile 1 can be dealt with. Specifically, the vertical construction error is formed so as to be a plane orthogonal to the central axis O2 of the steel column 2 on which the upper surface of the non-shrink mortar part 4 is adjusted while adjusting the thickness dimension of the non-shrink mortar part 4. Thus, the steel column 2 can be placed on the non-shrink mortar portion 4 at a predetermined position so as to be in a predetermined axial direction.

  Next, as shown in FIG. 5 (b), the end member 11 and the diaphragm 12 are welded to the outer peripheral surface of the ring panel 6 in advance.

  Then, the steel underground beam 10 which connects between the ring panels 6 each arrange | positioned in the steel pipe pile 1 of multiple (only one is displayed in FIG. 5) is assembled. Specifically, it arrange | positions between the end members 11 each attached to the some ring panel 6, and each bolts through the joining board which is not shown in figure. In addition, when the horizontal resistance of the ground G is high and the steel underground beam 10 is omitted, the end member 11 and the diaphragm 12 are unnecessary, and the process of assembling the steel underground beam 10 is omitted.

  Subsequently, as shown in FIG. 5 (c), the steel column 2 is disposed immediately above the steel pipe pile 1, and the column base 2 a is disposed in the upper portion 6 c of the ring panel 6 with a gap. Specifically, the column base 2 a is inserted into the ring panel 6 from the upper end of the ring panel 6, and the base plate 5 fixed to the lower end of the steel column 2 is placed on the non-shrink mortar portion 4. At this time, since there is a gap between the inner peripheral surface of the upper portion 6c of the ring panel 6 and the outer peripheral surface of the column base 2a, the position of the steel column 2 can be adjusted as described above.

Next, as shown in FIG.5 (d), the process of filling the 2nd filling concrete 7 in the ring panel 6 in which the pile head part 1a and the column base part 2a were inserted is performed. Specifically, the second filling concrete 7 is filled from the upper opening between the ring panel 6 and the column base 2a of the steel column 2.
Then, the process of filling back the ring panel 6 and the steel frame underground beam 10 and forming the slab 8 is performed.

As described above, in the joining structure and joining method of the steel pipe pile 1 and the steel column 2 according to the present embodiment, the ring head 6 having a larger cross-sectional shape than the pile head 1a and the column base 2a is connected to the pile head 1a and the column base. The steel pipe pile 1 placed in the lateral direction and in an easy and simplified manner such as providing a non-shrinkable mortar portion 4 with a thickness adjusted on the pile head 1a while surrounding the portion 2a with a gap. It can absorb construction errors in the vertical direction. Therefore, the steel column 2 can be installed at a predetermined position with high accuracy by placing the column base 2a on the non-shrink mortar portion 4.
Thus, since it is the method which can join the pile head part 1a and the column base part 2a, absorbing the construction error of the steel pipe pile 1, the construction period of foundation work can be shortened, and construction cost Can be reduced.

As mentioned above, although embodiment of the joining structure and joining method of the steel pipe pile and steel column by this invention was described, this invention is not limited to said embodiment, It changes suitably in the range which does not deviate from the meaning. Is possible.
For example, in the present embodiment, the steel column 2 is made of a circular steel pipe, but the present invention may be a steel column made of a square steel pipe or a steel column made of another steel frame material such as H-shaped steel. But you can.
In the embodiment described above, the ring panel 6 is made of a cylindrical steel pipe. However, the present invention may be made of a square steel pipe and may be a cylindrical steel pipe.

In the present embodiment, the planar shape of the base plate 5 is circular, but is not limited to this, and may be a polygonal shape such as a quadrangular shape in consideration of the cross-sectional shape of the steel column.
Furthermore, although the 1st, 2nd filling concrete 3 and 7 filled in the pile head 1a and the ring panel 6 are made into concrete, the material of a filler is not specifically limited, Fillers, such as mortar It doesn't matter.

Further, when the horizontal resistance of the ground G is high, the steel underground beam 10 (end member 11 and diaphragm 12) can be omitted.
Moreover, in this Embodiment, although the strip | belt-shaped bearing plate 9 is provided along each circumferential direction of the inner peripheral surface of the ring panel 6, the outer peripheral surface of the steel column 2, and the inner and outer peripheral surface of the steel pipe pile 1, For example, a stud or a steel bar may be formed by welding. In this case, the first and second filled concretes 3 and 7 may be provided at equal intervals in a range in contact with the first and second filled concretes 3 and 7 and embedded in the filled concretes 3 and 7.
Furthermore, the installation location and quantity of the bearing plate 9 are not particularly limited, and may be on at least one of the inner peripheral surface of the ring panel 6, the inner peripheral surface of the pile head 1a, or the outer peripheral surface of the column base 2a. The supporting plate 9 only needs to be provided.

It is a perspective view which shows the joining structure and joining method of the steel pipe pile and steel column by embodiment of this invention. It is the sectional view on the AA line shown in FIG. It is a figure which shows the transmission state of the axial force of a steel pipe pile and a steel column. (A), (b) is a figure which shows the stress transmission state at the time of an earthquake. (A)-(d) is a figure which shows the joining process of a steel pipe pile and a steel column. It is a figure which shows the state which adjusts the construction error of a steel pipe pile, Comprising: It is a figure corresponding to FIG.

Explanation of symbols

1 Steel pipe pile 1a Pile head 2 Steel column 2a Column base 3 First filled concrete (first filler)
4 Non-shrinkable concrete part 5 Base plate 6 Ring panel 7 Second filled concrete (second filler)
10 Steel underground beam

Claims (1)

A steel pipe pile and a steel column joining structure that joins the pile head of the steel pipe pile and the column base of the steel column arranged directly above the steel pipe pile,
The pile head is filled with a first filler,
On the pile head, a non-shrinkable mortar part with adjustable thickness is provided,
On the upper surface of the non-shrink mortar part, the column base part provided with a base plate at the lower end is placed,
A cylindrical ring panel having a larger cross-sectional shape than the pile head and the column base is disposed so as to surround the pile head and the column base from the surroundings,
A second filler is filled between the pile head and the column base and the ring panel,
A first bearing plate provided along the circumferential direction on the outer circumferential surface of the column base, a second bearing plate provided along the circumferential direction on the inner circumferential surface of the ring panel, and the pile head A third bearing plate provided along the circumferential direction on the outer peripheral surface of
A joining structure of a steel pipe pile and a steel column, wherein the first support plate, the second support plate, and the third support plate are arranged in this order from vertically upward to downward.

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