JP2006083686A - Construction method for foundation of column - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide a construction method for a foundation of a column, which enables sufficient strength to be imparted to the column, subject to a pull-out load and/or overturning moment, such as a column for a cantilever-type car port. <P>SOLUTION: In this construction method for the foundation of the column, firstly, a vertical hole 91 is dug in a position to erect the column, and the column 11 is installed in the vertical hole 91. A connection member 23 with predetermined strength is wound around the column 11, and concrete is placed around the column 11 inside the vertical hole 91, so that the column 11, the connection member 23 and the concrete can be integrated together. <P>COPYRIGHT: (C)2006,JPO&NCIPI

Description

  The present invention relates to a column foundation construction method, and more particularly to a column foundation construction method capable of installing a pillar having sufficient strength in a situation where construction is difficult.

  Conventionally, a garage column or a tall blindfold fence is often provided near the boundary with the adjacent land. The layout of the foundation for the garage roof pillar in this case is shown in FIG. With reference to FIG. 9 (A), the relationship between the foundation 73, the pillar 71, and the boundary 50 with the adjacent land in the case of constructing a garage roof at a position close to the boundary 50 with the adjacent land is shown. On the other hand, FIG. 10 is a diagram showing a construction cross section of the foundation 83 when a fence is constructed near the boundary 50. Referring to FIG. 10, conventionally, a deep hole 85 is excavated, to which a chestnut 84 or crusher run is rolled to some extent, a thrown away container is struck, and a concrete foundation 83 having a cavity 82 is formed therein. Backfill with soil. A pillar 81 supporting the fence is held vertically in the cavity 82, and the fence is installed. After that, mortar is poured into the cavity 82 to be integrated with the foundation.

FIG. 9B is an arrow view of the portion indicated by BB in FIG. 9A, and shows a conventional case where a carport is provided in the vicinity of the boundary with the adjacent land shown in FIG. 9A. It is a figure which shows the construction state in the case of embedding the support | pillar of a carport in the foundation. With reference to FIG. 9 (B), conventionally, there are many cases where a carport is provided just at the border 50 with the neighboring land due to the land situation in Japan. In this case, if a concrete cover thickness is to be secured on the foundation 73 of the carport pillar 71, a part thereof (part indicated by d in FIG. 9 (B)) protrudes to the adjacent land side. Within the boundary, the concrete cover thickness cannot be secured, and the foundation 73 cannot obtain a sufficient plane area. On the other hand, when the position of the carport on the opposite side of the boundary 50 is determined, if an attempt is made to secure the cover thickness d, the effective area as the carport is reduced by the cover thickness d.
The same applies to the fence foundation 83 shown in FIG. 10, and in FIG. 10, when the fence foundation 83 is provided at the border 50, the concrete cover thickness is secured on the fence foundation 83 within the site boundary within the site boundary. A part of the base 83 protrudes (a part indicated by d in FIG. 10), and the base 83 cannot obtain a sufficient area on the plane.

  As described above, when construction is performed without securing the cover of the foundation concrete, when the foundation of a tall fence as shown in FIG. 10 is constructed, the fence tilts during strong winds, or the carport shown in FIG. In this case, there was a problem that the carport collapsed due to the weight of snow on the roof.

  As described above, when installing a column near the boundary, the foundation of a column subject to a pull-out load and / or tipping moment, such as a cantilever type carport column or a fence foundation, There was a problem that it was difficult because the cover thickness of concrete could not be secured.

  The present invention has been made in view of the above-described conventional problems, and has sufficient strength for a column subjected to a pulling load and / or a tipping moment, such as a column for a carport of a cantilever type. It aims at providing the construction method of the foundation of a pillar which can be made.

  Another object of the present invention is to provide a column foundation construction method capable of easily constructing a column with a pulling load and / or a tipping moment, such as a cantilever type carport column. And

  According to the present invention, the column foundation construction method includes a step of excavating a vertical hole at a standing position of the column, a step of installing the column in the vertical hole, and a step of winding a connection member having a predetermined strength around the column And integrating the pillar, the connecting member and the concrete by placing concrete around the pillar inside the vertical hole.

  Preferably, the connection member includes a first portion proximate to the column and a second portion different from the first portion extending to a position away from the column.

  More preferably, the first portion and the second portion extend at positions facing each other.

  Note that the connecting member may be any of a geogrid, a belt, a rope, a metal plate, a reinforcing bar, a spiral line, and a hairpin.

  Geogrid fabrics, belts and ropes are made of high-strength fibers.

  According to the present invention, the column foundation construction method includes a step of excavating a vertical hole at a standing position of the column, a step of installing the column in the vertical hole, and a step of winding a connection member having a predetermined strength around the column And integrating the pillar, the connecting member and the concrete by placing concrete around the pillar inside the vertical hole.

  By laying concrete with a connecting member with a predetermined strength around the pillar, the pillar, the strength member, and the concrete are integrated to provide a method for constructing the foundation of the pillar without using a pile. it can.

  Therefore, for example, a pillar for which it is difficult to secure a concrete cover thickness on the boundary side as in the case where a carport or a fence column is provided at a marginal position of the site boundary can be constructed at low cost.

    An embodiment of the present invention will be described below with reference to the drawings. FIGS. 1A and 1B are views corresponding to FIGS. 9A and 9B in the embodiment of the present invention, and FIG. 2 is II-II in FIG. It is sectional drawing of the part shown. Here, the case of constructing a carport pillar will be described, but the same applies to the case of constructing a tall fence pillar.

  With reference to FIG. 1 and FIG. 2, the steel pipe piles 21 and 22 shown in FIG. 6 are used as a pile for preventing the fall of the pillar 11. FIG. That is, the excavation hole 42 is excavated in the vertical hole 41 for construction of the pillar 11 as a pile head reinforcement part with a double scoop. A pair of steel pipe piles 21 and 22 is driven into the excavation hole 42 for reinforcing the pile head in a state where it is not necessary to be vertical.

  In this embodiment, two steel pipe piles 21 and 22 are provided on the opposite side of the adjacent land boundary 50 with respect to the carport pillar 11, and the carport pillar 11 and the steel pipe piles 21 and 22 are connecting members. 23, and are integrated by placing concrete. Thus, by providing the steel pipe piles 21 and 22 in the site with respect to the column 11 of the carport, the steel pipe piles 21 and 22 absorb the overturning moment of the upper part of the column through the connecting member 23. As a result, the pillar 11 can be built by the steel pipe piles 21 and 22 in the vicinity of the adjacent land boundary 50 without falling down to the adjacent land side or the site interior side.

  As shown in FIG. 2, the lower part of the column 11 and the upper part of the steel pipe piles 21 and 22 (not shown) are connected by a connection member 23 such as a geogrid (geotextile). The steel pipe piles 21 and 22 are provided with vertical bars 25 at the center thereof. The column 11 and the steel pipe piles 21, 22 may be connected using the column barb bars 33 and the steel pipe pile barb bars 32.

  In addition, usually, if the pillar 11 is built at such a position, the concrete cover thickness of the foundation on the adjacent land boundary 50 side cannot be secured sufficiently, so there is a problem that the concrete cracks, but as in this embodiment Since the connecting member 23 and the concrete are integrated by passing the connecting member 23 between the pillar 11 and the adjacent land boundary 50, such a problem does not occur.

  In addition, although the example using two steel pipe piles was demonstrated here, not only this but one steel pipe pile may be sufficient.

  Here, the geogrid is a fiber base fabric developed for the purpose of preventing uneven settlement of the embankment with a resin, and the fiber base fabric includes polyester fiber, nylon fiber, polyaramid fiber, glass fiber. Vinylon fiber, carbon fiber, polyarylate fiber, polyacetal fiber and the like are preferable. Since synthetic fibers are used in this way, rust does not occur. In addition, as a fiber used for the raw fabric of geogrid, the high strength fiber of the said fiber is preferable. Such high-strength fibers include high molecular weight polyethylene, PET (polyethylene terephthalate), nylon 6, polyaramid (para, meta), glass, vinylon, PAN-based carbon fiber, pitch-based carbon fiber, polyarylate fiber, and polyacetal fiber. , PPS fiber, polyimide fiber, PEEK fiber, and fluorine fiber.

  In consideration of adhesion of concrete and the like, the mesh size is preferably about 10 mm to 100 mm.

  As described above, by embedding the pillar 11 and the piles 21 and 22 with the connecting member 23 and placing and integrating the concrete, sufficient strength can be ensured even when the cover thickness of the adjacent foundation concrete is zero. .

  Moreover, since the fiber which comprises the connection member 23 is embed | buried in the ground, deterioration by an ultraviolet-ray does not arise, but safety | security can be ensured by calculating required intensity | strength and increasing fiber amount.

  FIG. 3 is a diagram showing a modification of FIG. Referring to FIG. 3, here, instead of a geogrid, a pillar 11 and a pair of steel pipe piles 21, 22 (illustrated) are separated by two or more belts or ropes 23 a, 23 b separated vertically in the horizontal direction. None) is connected.

  Here, the belts and ropes 23a and 23b are preferably woven with high-strength fibers used in the above-described geogrid raw cloth.

  In this case, the column 11 and the steel pipe piles 21 and 22 (not shown) may be connected using the column barb 38 and the steel pipe pile barb 32.

  FIG. 4 is a view showing still another example showing the connection relationship between the pillar 11 shown in FIG. 1 and the steel pipe piles 21 and 22. In FIG. 4 (A), the column hairpin 89 is passed through the column 11, and is connected by the hairpin 88 of the steel pipe piles 21 and 22. The column barb bar 89 and the steel pipe pile barb bar 88 are connected by a binding line (indicated by a black square in the figure).

  Since the vertical bars 25 and 26 of the steel pipe piles 21 and 22 can be rotated to arbitrary positions, it is more effective if the vertical bars 25 and 26 are oriented in an appropriate direction and connected to the knurled bar 89 of the column 11. is there.

  In this way, the column 11 and the steel pipe piles 21 and 22 are integrated by the steel pipe pile barb 88 and the column barb 89, so that the upper part of the column falls down as in the previous embodiment. Moment can be absorbed through the steel pipe pile pin 88, and by driving the steel pipe piles 21 and 22, the pillar 11 can be built in the vicinity of the boundary 50 with the adjacent land without falling to the adjacent land side or the site inside. it can.

  FIG. 4A shows a state in which the mortar 103 is poured into the column 11 formed of a rectangular column in order to fix the hairpin 89 that penetrates the column 11. The mortar 103 may be poured from the opening at the top of the column 11 or from an opening (not shown) provided on the side surface of the upper part of the hairpin 89. Filling the mortar 103 in this manner is more preferable because the shank bars 89 are supported not only by the thickness of the column 11 but also by the entire cross section of the column 11 and the column 11 and the foundation are integrated.

  Further, in FIG. 4B, a “U” -shaped support 34 is provided on the boundary 50 side of the column 11, a hole is provided in the support 34, and the reinforcing bars 35 and 36 penetrating the hole and the reinforcing bar 37 are bonded They are connected by lines (indicated by black squares in the figure).

  Further, it is more effective to connect the vertical bars 25 and 26 to the reinforcing bars 35 and 36 or to connect the reinforcing bars 37.

FIG. 5 is a diagram showing a spiral reinforcing bar (hereinafter referred to as “spiral bar”) 45. The spiral bar 45 is formed of a reinforcing bar having a diameter of about 2 mm to 16 mm, and is configured to form a multiple spiral like a spring. Therefore, even if it tries to spread this, it does not spread easily. The spiral muscle 45 has a portion 46 bent toward the center of the spiral at one end, and this portion 46 can be inserted into a hole portion (not shown) of the column 11. After the steel pipe piles 21 and 22 are driven, a portion 46 in which a spiral line is bent is inserted into the hole of the column 11, and the main body of the column 11 and the two steel pipe piles 21 and 22 are connected by the spiral line 45. The inside of the steel pipe piles 21 and 22 is filled with a filler. Then, concrete and mortar are poured into the vertical hole 41 and the excavation hole 42 for pile head reinforcement, and the whole is integrated and fixed.

  Here, the spiral muscle 45 has a portion 46 bent toward the center of the spiral on one end side, but also has a portion 46 bent toward the center of the spiral on the other end side. May be.

  In this way, the pillar 11 can be integrated with the steel pipe piles 21 and 22 with a small amount of concrete without using large-capacity concrete, and a strong foundation can be obtained.

  In addition, it is preferable to use a non-shrink mortar as a filler with which the steel pipe piles 21 and 22 are filled.

  In addition, it is preferable that the steel pipe piles 21 and 22 are filled with concrete and / or mortar in the inside of the vertical hole 41 and the excavation hole 42 for reinforcing the pile head at the same time.

  Moreover, when the diameter of the steel pipe piles 21 and 22 is large, filling of the filling material into the steel pipe piles 21 and 22 and filling of the vertical hole 41 and the excavation hole 42 of the pile head reinforcement with concrete and / or mortar, You may do it at the same time.

  In addition, with reference to FIG. 6, the steel pipe piles 21 and 22 are open at the top, and the lower end 28 has a spire type, and a support member 29 for rotatably supporting the vertical bars is provided therein. It has been. 2 and 3, the vertical bars 25 and 26 are supported by the support member 29 shown in FIG. During construction, the steel pipe piles 21 and 22 are also filled with non-shrink mortar.

  Moreover, the steel pipe piles 21 and 22 are provided with a knurled bar hole 27 for penetrating and holding the knurled bar.

  FIG. 7 is a view showing another embodiment of the present invention, and is a sectional view taken along the line VII-VII in FIG. Referring to FIG. 7, in this embodiment, two pile heads symmetrically sandwiching the carport column 51 continuously with the bottom of the excavation hole 65 in a state where the carport column 51 is attached. Reinforcing drilling holes 66 and 67 are provided. Steel pipe piles 61 and 62 similar to the steel pipe piles 21 and 22 shown in FIG. 1 are driven into the excavation holes 66 and 67 for reinforcing the pile heads. The pin 51 of the carport is provided with knurled bars 52 and 53 at the lower part thereof. On the other hand, longitudinal bars 63 and 64 and hairpins 54 and 55 are also attached to the steel pipe piles 61 and 62. The ends of the vertical bars 63 and 64 and the pinnacles 54 and 55 are provided at positions where they can intersect with the two pinch bars 52 and 53 of the carport column 51, and the crossings are the binding lines 56a, They are connected by 56b, 56c, and 56d. Thereby, the column 51 of the carport and the steel pipe piles 61 and 62 are bound.

  Both the steel pipe piles 61 and 62 may be directed not in the vertical direction but in the oblique direction, as in the previous embodiment.

  In this state, concrete is poured into the excavation holes 65, 66 and 67. As a result, a solid foundation for the carport pillar 51 can be obtained.

  In the said embodiment, the example which used the steel pipe pile as a pile was demonstrated. However, a concrete pile or a resin pile may be used as the pile in addition to the steel pipe pile. FIG. 8 is a view showing the concrete pile 75. Referring to FIG. 8, the concrete pile includes a concrete pile main body 75, a protector 76 provided with an iron cap embedded in the upper portion of the concrete pile main body 75, and a hairpin 77 embedded in the concrete pile main body 75. 78, and its lower end 79 has a spire shape. As shown in FIG. 7, the knurled muscles 77 and 78 are integrated with the knurled muscles embedded in the pillars by a binding line to be integrated with the carport pillar. In addition, the number of hairpins may be one.

  Even when the concrete pile 75 is used, the pile 75 and the column may be connected by a geogrid or the like as in the previous embodiment.

  Next, still another embodiment of the present invention will be described. FIG. 11 is a diagram showing still another embodiment of the present invention, and corresponds to FIG. 1 described above. In the embodiment of FIG. 1, a pair of steel pipe piles are provided, and the lower part of the column and the steel pipe pile are connected by a connecting member such as a geogrid. However, in this embodiment, the steel pipe pile is not used.

  In the following description, (A) in each figure is a view showing an elevation of the pillar 11, and (B) is an arrow view (plan view) indicated by BB in FIG. (A). It is.

  The inventor of this application performs various experiments, and under the condition that the falling moment of the column 11 is small, the connecting member having a predetermined strength such as a geogrid is used to connect the lower portion of the column and the concrete to be placed. We found that piles like steel pipe piles are unnecessary if they are integrated. This embodiment will be described below.

  Referring to FIG. 11B, first, similarly to FIG. 1, a vertical hole 91 for fixing the carport column 11 is excavated at a predetermined position on the boundary with the adjacent land. Clamp the bottom of the drilled vertical hole 91 and hit the throwing away. This discarding container may not be provided, but if it is present, positioning becomes easy.

  Next, the pillar 11 is installed. Although not shown here, the pillar 11 and the roof provided thereon are supported from the ground so as not to fall down. Here, the case of a prismatic column will be described, but the present invention is not limited to this, and a circular shape, an elliptical shape, or the like may be used.

  In this state, as shown in FIGS. 12A and 12B, a connecting member 23 that can be arranged in an arbitrary shape such as a geogrid is disposed so as to surround the periphery of the pillar 11. Here, the connecting member 23 is a longitudinal member having a certain width, and both ends thereof are connected by the connecting portion 23c. In this state, concrete is placed in the vertical hole 91 to integrate the column 11, the connecting member 23, and the concrete.

  At this time, since a force for holding the pillar 11 in the vertical direction is applied to the upper and lower ends in the horizontal direction of the connecting member 23, a large amount of yarn is provided in the horizontal direction along these ends. Alternatively, it is preferable to fold the end portion in multiple.

  The connecting member 23 is arranged on the site boundary side of the pillar 11 so as to be close to the pillar 11 (first portion 23d of the connecting member). In addition, on the opposite side, it is arranged at a distance from the pillar 11 (second portion 23e of the connecting member). And it arrange | positions in the trapezoid shape with a narrow dimension in the ellipse or the pillar 11 side as a whole. If it carries out like this, many concrete will be hold | maintained on the opposite side of the site | part boundary 50 of the pillar 11, and the pillar 11 and concrete will be integrated. Moreover, when it becomes a shape where two sides intersect like a trapezoid, it is preferable to arrange | position so that the part which the two sides intersect may have not the acute angle but the largest possible radius.

  FIG. 13 is a view showing a holding state by the vertical hole 91 of the column 11 constructed as described above and the concrete 92 placed therein. With reference to FIG. 13, since the lower part of the pillar 11 and the concrete 92 are integrated via the connection member 23 (refer FIG. 12), a load is applied after construction and the pillar 11 is like 11a and 11b. There is no slanting or tipping over. Further, the falling moment of the pillar 11 including the roof can be received without problems at the joint between the vertical hole 91 and the concrete 92 on the site boundary line 50 side.

  In placing concrete in the vertical hole 91, it is preferable to bring the concrete into direct contact with the soil without forming a mold because of the adhesive force between the two. In addition, when a formwork is used, it is necessary to firmly fill the hole and backfill.

  Further, here, the case where a geogrid is used as the connection member 23 has been described. However, the present invention is not limited to this, and any plastic or engineering plastic may be used as long as it has a certain degree of strength, is light, thin, and has good workability. It may be.

  Next, a modification of this embodiment will be described with reference to FIG. As shown in FIG. 14, in this embodiment, the connecting member does not have a predetermined width like a geogrid, but the connecting members 93a and 93b having a narrow width at two upper and lower portions in the lower part of the column 11. Is used to integrate the pillar 11 and the concrete. In order to hold the connecting members 93a and 93b on the opposite side of the site boundary 50 of the pillar 11, in this embodiment, reinforcing bars 94a to 94d are provided at the four corners of the vertical hole 91, and they are orthogonal to and surround them. In this way, reverse C-shaped reinforcing bars 94e and 94f are provided, and as shown in FIG. 14B, the pillar 11 and the reinforcing bars 94b and 94c are connected by connecting members 93a and 93b. After connecting in this manner, concrete is placed inside the vertical hole 91.

  Next, still another modification of this embodiment will be described with reference to FIG. As shown in FIG. 15, in this embodiment, the connecting member is similar to the previous modification in that a connecting member having a narrow width is used at two upper and lower locations, but the column 11 and the concrete are integrated. The connecting member is composed of three members: a column side member, a concrete side member, and a rectangular iron plate 97 that connects the two.

  That is, a rectangular iron plate 97 is provided on the opposite side of the site boundary 50 of the pillar 11 so as to be in contact with the pillar 11, and the remaining portion of the pillar 11 that is not in contact with the iron plate 97 is arranged at intervals in the vertical direction. The U bolts 95a and 95b are fixed to the iron plate 97 with nuts. Similarly, U bolts 96a and 96b arranged at intervals in the vertical direction are also provided on the concrete side, and the U bolts 96a and 96b are fixed to the iron plate 97 with nuts. Here, it is preferable that the space | interval between U character of U bolt 96a, 96b is wider than the space | interval of U bolt 95a, 95b.

  Next, still another modification of this embodiment will be described with reference to FIG. As shown in FIG. 16, in this embodiment, a connection member composed of two sets of reinforcing bars provided at a lower portion in the vertical direction at the lower portion of the column 11 is used. The upper connecting member includes a barb 98a provided through the side surface of the column 11, and reinforcing bars 99a and 99b bound by binding wires (or cable bands, hereinafter the same) 101 at both ends of the barb 98a. The reinforcing bars 99a and 99b include transverse bars 87a bound by a binding wire 101 at the end opposite to the side connected to the knurled bars 98a. The lower connecting member has the same configuration, and the upper connecting member and the lower connecting member are connected by vertical bars 86a and 86b provided in the vertical direction. These reinforcing bars may be connected by the binding wire 101 or may be connected by welding.

In FIG. 16 (B), like the case of FIG. 4 (A), the pinnacles 98a and 98b (not shown) penetrating the pillar 11 are used.
In order to fix the mortar 103, a state in which the mortar 103 is poured into the pillar 11 constituted by a prism is shown.

  In the first embodiment, the case where a pile is used has been described. In this embodiment, the case where a pile is not used has been described. It depends on the size of the concrete but also on the weight of the concrete that supports the column. That is, when the concrete weight is small, a pile is necessary, and when the concrete weight is large, the pile is unnecessary.

  In the above embodiment, the case of reinforcing a carport pillar or a tall fence pillar has been described, but the construction method of the foundation of this pillar is not limited to this, road signs, guardrails, signboards, traffic lights It can also be used to fix utility poles, light poles, poles and basket goals. In these columns, when steel pipe piles are used, the diameter is about 30 mm to 150 mm, although it depends on the dimensions of the columns.

  Moreover, in the said embodiment, although the case where it connected with a pillar using a pair of steel pipe pile as a pile was demonstrated, not only this but one steel pipe pile may be used and according to the ground Three or more piles may be used. Moreover, you may use not only a steel pipe pile but a nonferrous metal pipe.

  In addition, in the form of the said embodiment, although it described describing pouring concrete into a digging hole, this means that concrete or / and mortar may be used according to the location to be used.

  In the said embodiment, although the dimension of the pile was not prescribed | regulated in particular, in the place where the ground is bad, it can cope by making a pile thicker and longer than usual.

  In the said embodiment, although the case where the deeper vertical hole was provided as a pile head reinforcement part in the vertical hole for construction was demonstrated, not only this but a vertical hole and a pile head reinforcement part as a hole of the same depth Also good.

  As mentioned above, although embodiment of this invention was described with reference to drawings, this invention is not limited to the thing of embodiment shown in figure. Various modifications and variations can be made to the illustrated embodiment within the same range or equivalent range as the present invention.

It is the top view and elevation which show the example of construction of the foundation concerning one embodiment of this invention. It is sectional drawing of the part shown by II-II in FIG. It is sectional drawing which shows other embodiment of the part shown by II-II in FIG. It is a top view which shows the other example which integrates a pillar and a steel pipe pile. It is a schematic diagram which shows the structure of a spiral muscle. It is a figure which shows a steel pipe pile. It is an elevation view which shows the further another example which integrates a pillar and a steel pipe pile. It is a figure which shows a concrete pile or a resin pile. It is a figure which shows the conventional positional relationship of the boundary of a pillar and an adjacent place in the case of constructing the foundation of a carport in the position adjacent to an adjacent place. It is a figure which shows the foundation of the pillar which supports the conventional fence. It is the top view and elevation which show the example of construction of the foundation concerning other embodiments of this invention. It is sectional drawing of the part shown by XII-XII in FIG. It is a figure which shows the holding | maintenance state by the vertical hole of a pillar, and the concrete cast | cast in it. It is a figure which shows the modification in other embodiment. It is a figure which shows the further modification in other embodiment. It is a figure which shows the further modification in other embodiment.

Explanation of symbols

  11, 51 columns 21, 22, 61, 62 steel pipe piles, 23, 93 connecting members, 25, 26, 63, 64 vertical bars, 28, 79 lower end, 29 support members, 41, 65, 91 vertical holes, 45 spirals Reinforcement, 52, 53, 54, 55, 98 Shark reinforce, 42, 66, 67 Pile head reinforcement excavation hole, 94,99 Reinforcement, 95 U bolt, 97 Iron plate.

Claims (5)

Excavating a vertical hole in the standing position of the column, and installing the column in the vertical hole;
Winding a connection member having a predetermined strength around the pillar;
A method for constructing a pillar foundation, comprising: placing concrete around a pillar inside the vertical hole to integrate the pillar, the connecting member, and concrete. 2. The pillar foundation according to claim 1, wherein the connection member includes a first part proximate to the pillar and a second part different from the first part extending to a position away from the pillar. Construction method. The column foundation construction method according to claim 2, wherein the first portion and the second portion extend to positions facing each other. The said connection member is the construction method of the foundation of the pillar in any one of Claim 1 to 3 containing any of a geogrid, a belt, a rope, a metal plate, a reinforcing bar, a spiral reinforcement, and a knurled line. The column foundation construction method according to claim 4, wherein the geogrid fabric, belt, and rope are high-strength fibers.

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