JP2005180079A - Aseismatic reinforcement structure of construction - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide an aseismatic reinforcement structure of a construction which enables cost reduction and shortening of a construction period and is easily executed even at a narrow work site. <P>SOLUTION: In the aseismatic reinforcement structure of an existing pier 10 supporting a footing 11 on heads 12b of a plurality of piles 12 with top ends 12a driven up to a support layer 7 and reinforcing the circumference of the existing footing 11, a square cylindrical steel sheet pile wall 13 is provided in the ground 8 around the existing footing 11 and a plurality of extension piles 14 with top ends 14a driven up to the support 7 are provided in the ground 8 between the existing footing 11 and the square cylindrical steel sheet pile wall 13, and concrete 15 is increasedly placed between the square cylindrical steel sheet pile wall 13 and the footing 11 to combine the existing footing 11 with the steel sheet pile wall 13 and fix them. The ground 8 right under the existing footing 11 in the square cylindrical steel sheet pile wall 13 and the increased concrete 15 is solidified and improved by filling a predetermined hardener to a depth in a range effective in horizontal resistance of the plurality of the existing piles 12 and the plurality of the extension piles 14. <P>COPYRIGHT: (C)2005,JPO&NCIPI

Description

  The present invention relates to a seismic reinforcement structure for a structure such as an existing foundation.

  As this type of seismic reinforcement structure for existing foundation structures, there are those shown in FIGS. 9 and 10 (see, for example, Patent Document 1).

  As shown in FIGS. 9A and 9B, the existing footing (foundation) 2 of the existing pier 1 as an existing structure is supported by the heads of a plurality of existing piles 3 whose tips are driven to the support layer 7. Has been.

Further, the additional footing 4 is formed in an annular shape around the upper side of the bottom surface of the existing footing 2. A plurality of extension piles 5 are formed up to the support layer 7 on the bottom surface of the extension footing 4, and the extension footings 4 are installed and fixed to the heads of the plurality of extension piles 5.
JP 2002-188157 A JP 2000-238881 A

  However, in the conventional seismic reinforcement structure of the existing pier 1, when the extension pile 5 and the extension footing 4 are constructed and constructed, as shown in FIG. 10, a large diameter square is formed in the ground 8 around the existing footing 2. A cylindrical steel sheet pile 9 is buried and earthed, and the ground 8 in the steel sheet pile 9 must be excavated in large quantities, and after the construction and construction of the extension pile 5 and extension footing 4, the excavated part Since the steel sheet pile 9 had to be removed, the number of work steps was increased, resulting in higher costs and a longer work period. Furthermore, a large construction machine is required, and the creation and construction work is complicated at a narrow work site such as a viaduct foundation in a city.

  Therefore, the present invention has been made to solve the above-described problems, and can reduce the cost and shorten the construction period, and can also be used for seismic reinforcement of structures that can be easily constructed even in a narrow work site. The purpose is to provide a structure.

  The invention according to claim 1 is the seismic reinforcement structure for a structure in which the existing footing is supported on the heads of a plurality of existing piles whose ends are driven to a predetermined position and the periphery of the existing footing is reinforced. An annular underground wall is provided in the ground around the footing, and a plurality of additional piles whose tips are driven to a predetermined position are provided in the ground between the existing footing and the annular underground wall, and the annular The concrete is added between the underground wall and the existing footing to integrate both, and at least the ground directly below the additional concrete in the annular underground wall is effective for the horizontal resistance of the additional piles It is characterized by solidification and improvement to a depth in a range.

  According to a second aspect of the present invention, in the seismic reinforcement structure for a structure according to the first aspect, the plurality of existing piles and the plurality of the existing footings in the annular underground wall and the ground directly below the additional concrete It is characterized by solidification and improvement to a depth that is effective for the horizontal resistance of additional piles.

  According to a third aspect of the present invention, in the seismic reinforcement structure for a structure according to the first aspect, the outer peripheral portion of the ground just below the additional concrete in the annular underground wall is effective for the horizontal resistance of the plurality of additional piles. It is characterized by solidification improvement to a depth of the range.

  As described above, according to the invention of claim 1, while adding concrete between the annular underground wall provided in the ground around the existing footing and the existing footing, and integrating both, Since the ground just below the additional concrete in the annular underground wall has been solidified and improved to a depth that is effective for the horizontal resistance of multiple additional piles, a large amount of ground excavation / backfilling and a large amount Less concrete is required to be placed, and steel sheet piles are not required to be pulled out. The cost can be reduced and the construction period can be shortened. . Further, since the annular underground wall and the existing footing are integrated through the additional concrete, the seismic reinforcement of the structure can be enhanced, and the structure can be reliably prevented from being damaged by the earthquake.

  According to the invention of claim 2, all of the existing footings in the annular underground wall and the ground directly under the additional concrete are solidified and improved to a depth within a range effective for the horizontal resistance of the plurality of existing piles and the plurality of additional piles. Therefore, the seismic reinforcement of the structure can be further enhanced, and the damage to the structure due to the earthquake can be prevented more reliably.

  According to the invention of claim 3, since the outer periphery of the ground just below the expanded concrete in the annular underground wall is solidified and improved to a depth effective for the horizontal resistance of the plurality of expanded piles, the ground conditions and structures Therefore, the optimal seismic reinforcement suitable for the work site can be easily performed at a lower cost and in a shorter period of time.

  Hereinafter, embodiments of the present invention will be described with reference to the drawings.

  1A is a cross-sectional view showing a seismic reinforcement structure of a structure according to a first embodiment of the present invention, FIG. 1B is a cross-sectional view taken along line XX in FIG. 1A, and FIG. Cross-sectional view showing the state of chemical solution or solidified material injection during ground improvement of the seismic reinforcement structure, FIG. 3 is a cross-sectional view showing the underground wall embedded state of the seismic reinforcement structure, and FIG. 4 shows the pile extension state of the seismic reinforcement structure 5 is a cross-sectional view showing a high-pressure jet stirring state when the ground of the seismic reinforcement structure is improved, FIG. 6 is a cross-sectional view showing a ground excavation state of the seismic reinforcement structure, and FIG. 7 is a concrete of the seismic reinforcement structure It is sectional drawing which shows an expansion state.

  As shown in FIGS. 1 to 7, the existing footing (foundation) 11 of the existing pier (structure) 10 for roads is the head of a plurality of existing piles 12 whose tips 12 a are driven to the support layer (predetermined position) 7. It is supported by the part 12b. In the ground 8 around the existing footing 11, a square cylindrical steel sheet pile wall (annular underground wall) 13 has a range effective for the horizontal resistance of the plurality of existing piles 12 (for example, 1 / β to π / Buried to a depth of 2β). Reinforced concrete (additional concrete) 15 is added between the inner peripheral surface 13a of the square cylindrical steel sheet pile wall 13 and the outer peripheral surface 11a of the existing footing 11 to connect the square cylindrical steel sheet pile wall 13 and the existing footing 11 to each other. Integrated and fixed. The expanded reinforced concrete 15 is supported by the heads 14b of a plurality of additional piles (additional piles) 14 whose tips 14a are driven to the support layer (predetermined position) 7.

  In addition, the entire area (all) of the existing footing 11 and the ground 8 directly below the reinforced concrete 15 in the rectangular steel sheet pile wall 13 is reached to a depth that is effective for the horizontal resistance of the plurality of existing piles 12 and the plurality of additional piles 14. A predetermined solidifying material is injected or stirred and mixed to improve the solidification. This solidification improvement portion is indicated by the symbol A.

  The effective range for the horizontal resistance of the plurality of existing piles 12 and the plurality of additional piles 14 is, for example, the reciprocal (1 / β) of the characteristic value (β) in the case of a semi-infinite length pile (Chang's method). ) Characteristic length.

  As described above, according to the seismic reinforcement structure of the existing pier 10 according to the first embodiment, when the existing pier 10 is seismically reinforced, first, as shown in FIG. 2, the plurality of existing piles 12 of the ground 8 directly below the existing footing 11. A predetermined chemical solution or solidifying material is injected or stirred and mixed by the chemical solution injector 20 to a depth effective in the horizontal resistance (for example, 1 / β).

  Next, as shown in FIG. 3, a square cylindrical steel sheet pile wall 13 is embedded in the ground 8 around the existing footing 11 to a depth that is effective for the horizontal resistance of the plurality of existing piles 12. Next, as shown in FIG. 4, from the existing pile 12, the tip 14 a is driven to the support layer (predetermined position) 7 in the ground 8 between the existing footing 11 and the square cylindrical steel sheet pile wall 13. Large-diameter extension piles 14 are respectively added at predetermined intervals. At this time, the top surface of the head portion 14b of each extension pile 14 and the bottom surface 11b of the existing footing 11 are set at the same position. As shown in FIG. 5, the ground 8 between the steel sheet pile wall 13 below the bottom surface 11 b of the existing footing 11 and the solidified improvement portion A in the center is effective in the horizontal resistance of the plurality of additional piles 14 (for example, , 1 / β), the mixture is stirred and mixed with a predetermined solidified material by the high-pressure jet stirrer 21 to be solidified. In some cases, the construction sequence shown in FIG. 4 and the construction sequence shown in FIG. 5 may be reversed.

  Next, as shown in FIG. 6, the ground 8 above the bottom surface 11b of the existing footing 11 in the steel sheet pile wall 13 is excavated, and as shown in FIG. 7, the inner peripheral surface 13a of the steel sheet pile wall 13 and the existing footing. 1 (a) by adding reinforced concrete 15 between the outer peripheral surface 11a of 11 and the top surfaces of the heads 14b of the plurality of additional piles 14 and refilling the excavated ground 8 on the reinforced concrete 15. The seismic reinforcement structure of the existing pier 10 shown is completed.

  In this way, the inner peripheral surface 13a of the square cylindrical steel sheet pile wall 13 embedded in the ground 8 around the existing footing 11 to a depth effective for the horizontal resistance of the plurality of existing piles 12, and the existing footing 11 The existing footing 11 and the steel sheet pile wall 13 are integrated and fixed between the outer peripheral surface 11 a and the steel sheet pile wall 13, and the existing footing 11 and the reinforced concrete 15 directly below the square cylindrical steel sheet pile wall 13 are fixed. Since the ground 8 has been ground and improved to a depth that is effective for the horizontal resistance of the plurality of existing piles 12 and the plurality of additional piles 14, excavation / backfilling of a large amount of the ground 8 as shown in FIG. When a large amount of additional concrete 4 is not required to be placed, and the extraction work of the square cylindrical steel sheet pile 9 is not required, the cost can be reduced and the construction period can be shortened accordingly. To, can also be easily applied in a narrow working site. Furthermore, the existing footing 11 and the ground 8 directly below the reinforced concrete 15 in the square steel sheet pile wall 13 are improved to a depth effective for the horizontal resistance of the plurality of existing piles 12 and the plurality of additional piles 14 and solidified. Therefore, even if the number of the extension piles 14 is reduced as compared with the case of the conventional extension piles 5 alone, the seismic strength of the existing pier 10 can be improved as compared with the conventional ones.

  In addition, the square steel sheet pile wall 13 and the existing footing 11 are integrated and fixed via the reinforced concrete 15, and the ground 8 directly below the existing footing 11 and the reinforced concrete 15 in the square steel sheet pile wall 13 is fixed. Since the entire area has been solidified and improved to a depth that is effective for the horizontal resistance of a plurality of existing piles 12 and a plurality of additional piles 14, The horizontal resistance (lateral resistance) of the plurality of existing piles 12 can be increased. Furthermore, adhesion resistance increases by the solidification improvement of the surrounding ground of the head 12b of the some existing pile 12 in the square cylindrical steel sheet pile wall 13, and a vertical supporting force can be increased. In particular, since the reinforced concrete 15 is supported by the heads 14b of the plurality of additional piles 14, the seismic reinforcement of the existing pier 10 can be further enhanced and the damage to the existing pier 10 due to a large earthquake can be more reliably prevented. it can.

  Moreover, the rigidity around the existing footing 11 increases due to an increase in the internal pressure accompanying the ground improvement in the entire area of the steel sheet pile wall 13 in the rectangular tube shape, and the reinforced concrete 15 portion and the solidified improvement portion A function as a basis. Furthermore, the rigidity of the square cylindrical steel sheet pile wall 13 has an effect of suppressing deformation around the existing footing 11 and the square cylindrical steel sheet pile wall 13 itself has a deformation resistance (ring effect). The horizontal displacement and rotation of the existing footing 11 at the time of the class seismic load action can be suppressed, and the earthquake resistance can be improved. By these, the proof stress of the existing pier 10 can be improved, and the damage of the existing pier 10 by a large earthquake can be prevented more reliably.

  In addition, liquefaction of an intermediate | middle layer can be suppressed by putting the square cylindrical steel sheet pile wall 13 into non-liquefied layers, such as a clay layer.

  FIG. 8A is a cross-sectional view showing the seismic reinforcement structure of the structure according to the second embodiment of the present invention, and FIG. 8B is a cross-sectional view taken along line XX in FIG.

  In the seismic reinforcement structure of the existing bridge pier 10 of the second embodiment, the ground 8 directly below the reinforced concrete 15 in the square tubular steel sheet pile wall 13 is effective in the horizontal resistance of the plurality of additional piles 14 (for example, 1 / The solidification is partially improved through a predetermined solidification material to a depth of β). This annular solidified portion is indicated by the symbol B. Since other configurations are the same as those of the first embodiment, the same components are denoted by the same reference numerals and detailed description thereof is omitted.

  The seismic reinforcement structure of the existing pier 10 of the second embodiment has the same effect as the first embodiment. In particular, in the second embodiment, since the outer peripheral portion of the ground 8 directly below the reinforced concrete 15 in the square tubular steel sheet pile wall 13 is partially solidified through a predetermined solidifying material, the ground conditions and existing piers are improved. According to the ten situations, the seismic reinforcement optimal for the work site can be easily performed at a lower cost and in a shorter period of time.

  In the second embodiment, the annular solidification improving portion B is partially formed on the ground 8 directly below the reinforced concrete 15. However, even if the solidification improvement is performed so as to extend to the ground 8 just below the existing footing 11. good.

  Moreover, in each said embodiment, although the square pipe-shaped steel sheet pile wall 13 was embed | buried in the ground 8 around the existing footing 11 of the existing pier 10, the shape of a cyclic | annular underground wall may be cylindrical, Instead of the steel sheet pile wall 13, a square cylindrical soil cement wall (annular underground wall) is effective in the horizontal resistance of a plurality of existing piles and a plurality of additional piles (for example, 1 / β to π / 2β). It may be formed by a column row underground continuous wall construction method or the like up to a depth of. If an annular underground wall is formed with a soil cement wall instead of the steel sheet pile wall 13, the optimum seismic reinforcement for the work site can be implemented at a lower cost depending on the ground conditions and the state of the existing pier. Moreover, you may form a ring-shaped underground wall using a cast-in-place pile wall, a ready-made pile wall, etc. instead of a soil cement wall as a column-column type underground continuous wall.

  Further, according to each of the above embodiments, the above-ground underground pier has been described as the seismic reinforcement structure of the structure, but it is needless to say that each of the above embodiments can be applied to underwater piers (underwater existing foundations) such as river crossings. is there. In this case, the steel sheet pile wall is cut and removed shallower than the upper surface of the existing footing. Moreover, not only an existing structure but a new structure may be used. Furthermore, it is needless to say that the ends of the plurality of existing piles may not be driven into the support layer, but may be shallower than the support layer and supported by ground friction.

(A) is sectional drawing which shows the earthquake-proof reinforcement structure of the structure of 1st Embodiment of this invention, (b) is sectional drawing which follows the XX line in the (a). It is sectional drawing which shows the chemical | medical solution or solidification material injection | pouring state at the time of the ground improvement of the said 1st Embodiment. It is sectional drawing which shows the underground wall embedment state of the said 1st Embodiment. It is sectional drawing which shows the pile expansion state of the said 1st Embodiment. It is sectional drawing which shows the high pressure jet stirring state at the time of the ground improvement of the said 1st Embodiment. It is sectional drawing which shows the excavation state of the ground of the said 1st Embodiment. It is sectional drawing which shows the concrete expansion state of the said 1st Embodiment. (A) is sectional drawing which shows the earthquake-proof reinforcement structure of the structure of 2nd Embodiment of this invention, (b) is sectional drawing which follows the XX line in the same (a). (A) is sectional drawing which shows the earthquake-proof reinforcement structure of the structure of a prior art example, (b) is sectional drawing which follows the XX line in the same (a). It is sectional drawing which shows the excavation state of the ground of the said prior art example.

Explanation of symbols

7 Support layer (predetermined position)
8 Ground 10 Existing pier (structure)
11 Existing footing 12 Existing pile 12a Tip 12b Head 13 Square cylindrical steel sheet pile wall (annular underground wall)
14 Existing pile (additional pile)
14a tip 14b head 15 reinforced concrete (expansion concrete)
A, B Solidification improvement part

Claims (3)

In the seismic reinforcement structure of the structure in which the existing footing is supported on the heads of a plurality of existing piles whose tips are driven to a predetermined position and the periphery of the existing footing is reinforced,
Providing an annular underground wall in the ground around the existing footing, and providing a plurality of additional piles whose tips are driven into a predetermined position in the ground between the existing footing and the annular underground wall; and The concrete is added between the annular underground wall and the existing footing to integrate both, and at least the ground directly below the additional concrete in the annular underground wall is connected to the horizontal resistance of the plurality of additional piles. Seismic reinforcement structure for structures characterized by solidifying and improving to a depth of effective range. In the earthquake-proof reinforcement structure of the structure according to claim 1,
All the existing footings in the annular underground wall and the ground directly under the additional concrete are solidified and improved to a depth that is effective for the horizontal resistance of the plurality of existing piles and the plurality of additional piles. Seismic reinforcement structure for structures In the earthquake-proof reinforcement structure of the structure according to claim 1,
An earthquake-proof reinforcement structure for a structure, wherein the outer peripheral portion of the ground directly below the additional concrete in the annular underground wall is solidified and improved to a depth effective for the horizontal resistance of the plurality of additional piles.

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