JP2017180046A - Reinforcement structure and reinforcement method for existing steel pile wall - Google Patents
Reinforcement structure and reinforcement method for existing steel pile wall Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 310
- 239000010959 steel Substances 0.000 title claims abstract description 310
- 238000000034 method Methods 0.000 title claims abstract description 20
- 230000002787 reinforcement Effects 0.000 title claims abstract description 11
- 239000000945 filler Substances 0.000 claims abstract description 27
- 230000003014 reinforcing effect Effects 0.000 claims description 38
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 21
- 239000004568 cement Substances 0.000 claims description 20
- 239000002689 soil Substances 0.000 claims description 18
- 230000008569 process Effects 0.000 claims description 4
- 239000008267 milk Substances 0.000 claims description 3
- 210000004080 milk Anatomy 0.000 claims description 3
- 235000013336 milk Nutrition 0.000 claims description 3
- 238000010276 construction Methods 0.000 description 20
- 238000010586 diagram Methods 0.000 description 10
- 230000035515 penetration Effects 0.000 description 10
- 239000000463 material Substances 0.000 description 5
- 238000005304 joining Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 230000010354 integration Effects 0.000 description 3
- 229910000639 Spring steel Inorganic materials 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000004570 mortar (masonry) Substances 0.000 description 2
- 230000008439 repair process Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000009471 action Effects 0.000 description 1
- 230000032683 aging Effects 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 238000005096 rolling process Methods 0.000 description 1
- 238000009751 slip forming Methods 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
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Abstract
Description
本発明は、既設鋼矢板壁の補強構造および補強工法に関する。 The present invention relates to a reinforcing structure and a reinforcing method for an existing steel sheet pile wall.
港湾や河川においては、Ｕ形鋼矢板またはハット形鋼矢板などを用いた鋼矢板護岸構造が普及しているが、このような水際においては、鋼材にとっては腐食しやすい環境であることから、鋼矢板が経年劣化し、鋼矢板護岸（既設鋼矢板壁）の構造性能が低下する懸念がある。 In harbors and rivers, steel sheet pile revetment structures using U-shaped steel sheet piles or hat-shaped steel sheet piles have become widespread. There is a concern that the sheet pile will deteriorate over time and the structural performance of the steel sheet pile revetment (existing steel sheet pile wall) will deteriorate.
経年劣化した既設鋼矢板壁に対する補強対策として、既設鋼矢板壁の水際側（前面側）にさらに新たな壁を構築する方法が一般的である。 As a reinforcing measure for the existing steel sheet pile wall that has deteriorated over time, a method of constructing a new wall on the shore side (front side) of the existing steel sheet pile wall is generally used.
新たな壁の構築に関し、一般的な方法として、下記特許文献１図１３に示される鋼矢板壁の構築（従来例１）がある。既設鋼矢板壁が腐食や破損により劣化し、所定の性能が損なわれた場合、水際側に同一性能の鋼矢板壁を向かい合う形で打設し、両鋼矢板壁の間は土砂などにより間詰めする。 Regarding the construction of a new wall, there is a construction of a steel sheet pile wall (conventional example 1) shown in FIG. If the existing steel sheet pile wall deteriorates due to corrosion or breakage and the specified performance is impaired, steel sheet pile walls with the same performance are placed facing each other on the waterside, and the space between both steel sheet pile walls is filled with earth or sand. To do.
この特許文献１には、他にも、予め広幅パネル状の鋼矢板とＨ形鋼などを接合して形成する広幅（幅：８００ｍｍ超）壁部材を使用して、老朽護岸を補修する方法が提案されている（従来例２、特許文献１図２）。 This Patent Document 1 also has a method of repairing an old revetment using a wide (width: over 800 mm) wall member formed by previously joining a steel sheet pile with a wide panel and an H-shaped steel. It has been proposed (conventional example 2, patent document 1 FIG. 2).
従来例１の方法では、護岸に必要な構造性能を回復できる。しかし、新設する鋼矢板壁が大きく水際側に張り出すため、河川においては川幅を狭めて洪水の危険性が増すおそれがあり、また、港湾では港湾水域を狭めて船の接岸に支障をきたすおそれがある。よって、護岸に必要な構造性能を回復すると同時に、新設する鋼矢板壁の護岸前面への張り出しを極力抑えることが必要となる。 In the method of Conventional Example 1, the structural performance necessary for revetment can be recovered. However, because the newly constructed steel sheet pile wall overhangs at the water's edge, there is a risk of increasing the risk of flooding by narrowing the width of the river. There is. Therefore, it is necessary to restore the structural performance necessary for the revetment and at the same time suppress the overhang of the newly installed steel sheet pile wall to the revetment front as much as possible.
この点、従来例２は広幅パネル状の鋼矢板を組み合わせ、かつ、既設鋼矢板壁と新設鋼矢板壁とを結合しており、新設鋼矢板壁の水際側への張り出しが抑えられている。しかし、従来例２には、以下の改善すべき問題点がある。 In this respect, Conventional Example 2 combines wide panel-shaped steel sheet piles and combines the existing steel sheet pile wall and the newly installed steel sheet pile wall, and the overhang of the newly installed steel sheet pile wall toward the waterside is suppressed. However, Conventional Example 2 has the following problems to be improved.
（１）従来例２は、新設する鋼矢板壁の構築に際し、広幅パネル状の鋼矢板とＨ形鋼（あるいはＴ鋼）、および継手部材を溶接やボルトにより予め接合する必要があり、複雑な組立てを行うので、時間、労力、コストが大きくなり、経済的な補修（補強）方法ではない（製造困難、経済性難）。また、上記接合の際、部材の変形が生じ品質が低下するリスクがあり、よってさらに矯正作業が必要となることもある。 (1) In the conventional example 2, it is necessary to join the wide sheet-shaped steel sheet pile, the H-shaped steel (or T-steel), and the joint member in advance by welding or bolts when constructing a new steel sheet pile wall. Since assembly is performed, time, labor, and cost are increased, and it is not an economical repair (reinforcement) method (manufacturing difficulty, economical difficulty). Further, there is a risk that the member is deformed and the quality is deteriorated at the time of joining, and thus further correction work may be required.
（２）大型である広幅パネル状の鋼矢板を運搬することが困難である（特に、一般道路を介した運搬では大幅な経路制限を受けうる）ことから、短尺サイズの部材で運搬し、現地で組み立てるなどの手順が必要となり、新設鋼矢板壁の部材の縦継ぎも頻繁に必要となる。（施工困難１）
（３）広幅パネル状の鋼矢板とＨ形鋼などを接合して形成する大断面の部材を水底地盤まで打設することから、施工時の地盤への貫入抵抗が大きく、大型の施工機械が必要となり、非常に大きな施工スペースを要する。（施工困難２）
（４）さらに、新設する鋼矢板壁の部材のうち、“Ｈ形鋼取り付け部分”と“広幅パネルのみの部分”とで、断面剛性の差が大きいことから、均一に精度良く施工することが困難となる。また剛性の小さい“広幅パネルのみの部分”では、Ｈ形鋼取り付け部分の施工の影響を受け、施工中に曲がりが生じるなど損傷を受ける可能性があり、品質にも問題が生じる懸念がある。（施工困難３）
本発明は、以上の問題点に鑑みてなされたものである。使用する部材の製造を容易とし、かつ、施工を容易とした既設鋼矢板壁の補強構造および補強工法を提供することを、本発明の課題とする。
(2) Because it is difficult to transport large sheet steel sheet piles (especially, it may be subject to significant route restrictions when transporting via ordinary roads), As a result, it is necessary to assemble the new steel sheet pile wall members frequently. (Construction difficulty 1)
(3) Since a large cross-section member formed by joining a steel sheet pile with a wide panel and H-shaped steel, etc. is driven to the bottom of the ground, the penetration resistance to the ground during construction is large, and large construction machines It is necessary and requires a very large construction space. (Construction difficulty 2)
(4) Furthermore, among the members of the new steel sheet pile wall, there is a large difference in cross-sectional rigidity between the “H-shaped steel mounting part” and the “wide panel only part”. It becomes difficult. In addition, in the “part having only the wide panel” having a small rigidity, there is a possibility that it may be damaged such as bending during construction due to the influence of the construction of the H-shaped steel mounting part, and there is a concern that the quality may also be problematic. (Construction difficulty 3)
The present invention has been made in view of the above problems. It is an object of the present invention to provide a reinforcing structure and a reinforcing method for an existing steel sheet pile wall that facilitates the manufacture of members to be used and facilitates the construction.
上記課題を解決するため、本発明者らは鋭意検討を重ね、以下の知見を得るに至った。 In order to solve the above-mentioned problems, the present inventors have made extensive studies and have obtained the following knowledge.
一般に製造されている直線形鋼矢板およびＨ形鋼を用いれば、事前の複雑な組立てや矯正が不要であり、補強構造構築のための時間、労力、コストを低減できる。 If the straight steel sheet pile and H-shaped steel which are generally manufactured are used, complicated assembly and correction in advance are unnecessary, and the time, labor and cost for constructing the reinforcing structure can be reduced.
また、直線形鋼矢板、Ｈ形鋼はそれぞれ積み重ねて運べることから、効率的な運搬が可能であり、現地での複雑な組立て作業や頻繁な縦継ぎ作業が省略可能となる。 Further, since the straight steel sheet pile and the H-shaped steel can be stacked and transported, efficient transport is possible, and complicated assembly work and frequent longitudinal joining work on site can be omitted.
直線形鋼矢板、Ｈ形鋼をそれぞれ単体で施工すれば施工精度が高まり、打設中の損傷リスクも極小にできる。また、従前の施工機械で対応可能であり、補強構造構築のための施工スペースも小さくできる。 If the straight steel sheet pile and the H-shaped steel are constructed individually, the construction accuracy is increased and the risk of damage during placement can be minimized. Moreover, it can be handled by a conventional construction machine, and the construction space for constructing the reinforcing structure can be reduced.
直線形鋼矢板による新設鋼矢板壁と、所定の位置に配置したＨ形鋼と、充填したコンクリートまたはソイルセメント等を一体化して、土圧および水圧に抵抗することから、壁体として十分大きな構造性能を得ることができる。また新設する壁部分の水際側への張り出しも抑制できる。 New steel sheet pile wall made of straight steel sheet piles, H-shaped steel arranged at a predetermined position, and filled concrete or soil cement are integrated to resist earth pressure and water pressure. Performance can be obtained. Moreover, the overhanging of the newly installed wall portion toward the waterside can be suppressed.
本発明は、これらの知見に基づきさらに検討を重ねて完成されたものである。本発明の要旨は以下のとおりである。 The present invention has been completed through further studies based on these findings. The gist of the present invention is as follows.
［１］Ｕ形鋼矢板またはハット形鋼矢板による、凹部と凸部が交互に連続する既設鋼矢板壁の補強構造であって、
前記既設鋼矢板壁の凹部に接触する、または、少し離れた位置にＨ形鋼が配置され、
前記既設鋼矢板壁の凸部および前記Ｈ形鋼から少し離れて、直線形鋼矢板による新設鋼矢板壁が配置され、
前記既設鋼矢板壁と前記新設鋼矢板壁との間には、充填材が充填されてなる、既設鋼矢板壁の補強構造。
[1] A reinforcing structure of an existing steel sheet pile wall in which concave portions and convex portions are alternately continued by a U-shaped steel sheet pile or a hat-shaped steel sheet pile,
H-shaped steel is disposed at a position that is in contact with the recessed portion of the existing steel sheet pile wall or is slightly separated,
A new steel sheet pile wall made of straight steel sheet piles is arranged a little apart from the convex part of the existing steel sheet pile wall and the H-shaped steel,
A reinforcing structure for an existing steel sheet pile wall, which is filled with a filler between the existing steel sheet pile wall and the new steel sheet pile wall.
［２］前記Ｈ形鋼の下端が、水底位置に配置され、または水底地盤に根入れされてなるとともに、
前記直線形鋼矢板が水底地盤に打設されてなる、［１］に記載の既設鋼矢板壁の補強構造。
[2] The lower end of the H-shaped steel is disposed at the bottom of the water or is embedded in the bottom of the ground.
The reinforcing structure of an existing steel sheet pile wall according to [1], wherein the linear steel sheet pile is cast on a water bottom ground.
［３］前記Ｈ形鋼のフランジ間のウェブ長をＨ（ｍｍ）とし、前記Ｈ形鋼の下端が水底位置から（５×Ｈ）以上、水底地盤に根入れされてなる、［２］に記載の既設鋼矢板壁の補強構造。 [3] The length of the web between the flanges of the H-section steel is H (mm), and the lower end of the H-section steel is (5 × H) or more from the bottom position, and is embedded in the bottom bottom ground. The reinforcement structure of the existing steel sheet pile wall of description.
［４］前記Ｈ形鋼および／または前記新設鋼矢板壁がシヤコネクタを有してなる、［１］〜［３］のいずれかに記載の既設鋼矢板壁の補強構造。 [4] The reinforcing structure of the existing steel sheet pile wall according to any one of [1] to [3], wherein the H-shaped steel and / or the new steel sheet pile wall has a shear connector.
［５］Ｕ形鋼矢板またはハット形鋼矢板による、凹部と凸部が交互に連続する既設鋼矢板壁の水際側に、直線形鋼矢板を水底地盤に打設して新設鋼矢板壁を配置する工程と、
前記既設鋼矢板壁と前記新設鋼矢板壁との間であって、前記既設鋼矢板壁の凹部に接触し、または少し離れた位置にＨ形鋼を配置する工程と、
前記新設鋼矢板壁を型枠として充填材を充填する工程と、を含む既設鋼矢板壁の補強工法。
[5] A new steel sheet pile wall is placed by placing a straight steel sheet pile on the bottom of the bottom of the existing steel sheet pile wall with U-shaped steel sheet piles or hat-shaped steel sheet piles alternately and continuously. And a process of
A step of arranging H-shaped steel at a position that is between the existing steel sheet pile wall and the newly installed steel sheet pile wall, in contact with the concave portion of the existing steel sheet pile wall, or a little apart;
A method of reinforcing an existing steel sheet pile wall, including a step of filling a filler with the newly-installed steel sheet pile wall as a mold.
［６］Ｕ形鋼矢板またはハット形鋼矢板による、凹部と凸部が交互に連続する既設鋼矢板壁の背後地盤に、直線形鋼矢板を打設して新設鋼矢板壁を配置する工程と、
前記既設鋼矢板壁と前記新設鋼矢板壁との間のＨ形鋼を配置する地盤部分を掘削すると同時にセメントミルクを注入しソイルセメント地盤を形成する工程と、
前記ソイルセメント地盤が固化する前に、前記既設鋼矢板壁の凹部から少し離れた所定の位置にＨ形鋼を配置する工程と、を含む既設鋼矢板壁の補強工法。
[6] A process of placing a new steel sheet pile wall by placing a straight steel sheet pile on the ground behind an existing steel sheet pile wall in which concave and convex portions are alternately and continuously formed by a U-shaped steel sheet pile or a hat-shaped steel sheet pile. ,
Excavating the ground portion where the H-shaped steel between the existing steel sheet pile wall and the newly installed steel sheet pile wall is excavated and simultaneously injecting cement milk to form a soil cement ground;
A method of reinforcing an existing steel sheet pile wall, including a step of placing an H-shaped steel at a predetermined position slightly away from a concave portion of the existing steel sheet pile wall before the soil cement ground is solidified.
本発明は、使用する部材の製造が容易であり、かつ、施工が容易である既設鋼矢板壁の補強構造および補強工法である。本発明は、経年使用により腐食や破損により劣化した既設鋼矢板壁の補修や、耐震性向上などのための補強を可能とする。 The present invention provides a reinforcing structure and a reinforcing method for an existing steel sheet pile wall, in which the members to be used can be easily manufactured and can be easily constructed. The present invention makes it possible to repair an existing steel sheet pile wall that has deteriorated due to corrosion or breakage due to aging, or to improve seismic resistance.
本発明は、製造性、経済性、施工性に優れ、壁体として十分な構造性能を有し、新設する壁部分の水際側への張り出しも抑制できる。よって、本発明は周辺への影響も小さくできる補強構造ならびに補強工法である。 The present invention is excellent in manufacturability, economy, and workability, has sufficient structural performance as a wall body, and can suppress overhang of a newly installed wall portion toward the waterside. Therefore, the present invention is a reinforcing structure and a reinforcing method capable of reducing the influence on the periphery.
以下、本発明の実施形態をその最良の形態も含めて説明する。以降の実施形態の説明において補強構造の端部の図示は省略している。端部の構造は、施工条件等に鑑み適宜決定すればよい。 Hereinafter, embodiments of the present invention including the best mode will be described. In the following description of the embodiment, the illustration of the end portion of the reinforcing structure is omitted. What is necessary is just to determine the structure of an edge part suitably in view of construction conditions.
図１は、本発明の一実施形態を示したものである。既設鋼矢板壁１０において、新設鋼矢板壁１側への突出を凸、逆側への突出を凹とする。既設鋼矢板壁１０の凹部１１から少し離れた位置にＨ形鋼３が配置され、既設鋼矢板壁１０の凸部１２および前記Ｈ形鋼３から少し離れて、直線形鋼矢板２による新設鋼矢板壁１が配置され、既設鋼矢板壁１０と新設鋼矢板壁１との間には、充填材であるコンクリート４またはソイルセメント４が充填された構造となっている。なお、Ｈ形鋼３は既設鋼矢板壁１０の各凹部１１に配置されている。この補強構造は、既設鋼矢板壁１０の水際側に、直線形鋼矢板２を打設して新設鋼矢板壁１を配置した後、既設鋼矢板壁１０と新設鋼矢板壁１との間であって、既設鋼矢板壁１０の凹部１１から少し離れた位置にＨ形鋼３を配置し、新設鋼矢板壁１を型枠として充填材を充填することで構築できる。 FIG. 1 shows an embodiment of the present invention. In the existing steel sheet pile wall 10, the protrusion to the new steel sheet pile wall 1 side is convex and the protrusion to the opposite side is concave. The H-shaped steel 3 is arranged at a position slightly away from the recessed portion 11 of the existing steel sheet pile wall 10, and is newly separated from the convex portion 12 of the existing steel sheet pile wall 10 and the H-shaped steel 3 by a straight steel sheet pile 2. A sheet pile wall 1 is disposed, and a concrete 4 or a soil cement 4 as a filler is filled between the existing steel sheet pile wall 10 and the new steel sheet pile wall 1. In addition, the H-section steel 3 is arrange | positioned at each recessed part 11 of the existing steel sheet pile wall 10. FIG. This reinforcing structure is formed between the existing steel sheet pile wall 10 and the new steel sheet pile wall 1 after placing the straight steel sheet pile 2 on the waterside side of the existing steel sheet pile wall 10 and arranging the new steel sheet pile wall 1. And it can construct | assemble by arrange | positioning the H-section steel 3 in the position a little away from the recessed part 11 of the existing steel sheet pile wall 10, and filling a filler with the new steel sheet pile wall 1 as a formwork.
既設鋼矢板壁１０はＵ形鋼矢板によって構成されており、凹部と凸部が交互に連続する構成である。既設鋼矢板壁１０は、ハット形鋼矢板によって構成されたものであってもよく、Ｕ形鋼矢板によってなる部位およびハット形鋼矢板によってなる部位を併せもっていてもよい。 The existing steel sheet pile wall 10 is comprised by the U-shaped steel sheet pile, and is a structure by which a recessed part and a convex part continue alternately. The existing steel sheet pile wall 10 may be constituted by a hat-shaped steel sheet pile, and may have a part made of a U-shaped steel sheet pile and a part made of a hat-shaped steel sheet pile.
Ｈ形鋼３は、補強構造壁体の張出しを抑え、かつ剛性を向上する観点から、図１に示すように、既設鋼矢板壁１０の各凹部１１内に配置されることが好ましい。また、剛性向上の観点から、図１に示すように、Ｈ形鋼３はフランジの外面が凹部１１の底面と対面していることが好ましい。 As shown in FIG. 1, the H-shaped steel 3 is preferably disposed in each recess 11 of the existing steel sheet pile wall 10 from the viewpoint of suppressing the overhang of the reinforcing structural wall body and improving the rigidity. From the viewpoint of improving the rigidity, it is preferable that the outer surface of the flange of the H-shaped steel 3 faces the bottom surface of the recess 11 as shown in FIG.
図１では既設鋼矢板壁１０の凹部１１から少し離れた位置にＨ形鋼３が配置されているが、既設鋼矢板壁１０の凹部１１にＨ形鋼３が接触していてもよい。既設鋼矢板壁１０の凹部１１にＨ形鋼３が接触している場合、凹部１１とＨ形鋼３はボルトや溶接等により接合されている必要はない。しかし、既設鋼矢板壁１０と補強構造の一体化の観点から凹部１１とＨ形鋼３を接合することが好ましい。既設鋼矢板壁１０の凹部１１から、少し離れた位置にＨ形鋼３を配置する場合は、これらの隙間にコンクリート４またはソイルセメント４等の充填材が周りこむ程度のクリアランスを確保する必要がある。例えば、Ｈ形鋼３の頭部の高さ位置を基準として、凹部１１とＨ形鋼３が少なくとも２０ｍｍ離れていることが好ましい。なお、前記クリアランスを小さくするためには、充填材として高流動モルタル材を用いることが好ましい。 In FIG. 1, the H-section steel 3 is arranged at a position slightly away from the recess 11 of the existing steel sheet pile wall 10, but the H-section steel 3 may be in contact with the recess 11 of the existing steel sheet pile wall 10. When the H-section steel 3 is in contact with the recess 11 of the existing steel sheet pile wall 10, the recess 11 and the H-section steel 3 do not need to be joined by bolts, welding, or the like. However, it is preferable to join the recess 11 and the H-section steel 3 from the viewpoint of integration of the existing steel sheet pile wall 10 and the reinforcing structure. When the H-section steel 3 is arranged at a position slightly away from the concave portion 11 of the existing steel sheet pile wall 10, it is necessary to secure a clearance that allows a filler such as concrete 4 or soil cement 4 to surround the gap. is there. For example, it is preferable that the recess 11 and the H-shaped steel 3 are separated from each other by at least 20 mm on the basis of the height position of the head of the H-shaped steel 3. In order to reduce the clearance, it is preferable to use a high fluidity mortar material as a filler.
本発明では公知のＨ形鋼を適宜使用可能である。通常、Ｈ形鋼の断面は二つのフランジをウェブが繋ぐ形状となっている。好ましくは、Ｈ形鋼の断面形状において、フランジ長さ（ｍｍ）とウェブ長さ（ｍｍ）の比（フランジ長さ／ウェブ長さ）が０．３〜１．０のＨ形鋼である。なお、本発明において、Ｈ形鋼の各フランジの長さは同一であっても良く、長さが異なっていてもよい。フランジの長さが異なる場合、Ｈ形鋼の断面形状において、短い方のフランジ長さ／長い方のフランジ長さが０．５以上であることが好ましい。 In the present invention, known H-section steel can be used as appropriate. Usually, the cross section of the H-shaped steel has a shape in which two webs connect two flanges. Preferably, in the cross-sectional shape of the H-section steel, the H-section steel has a ratio of flange length (mm) to web length (mm) (flange length / web length) of 0.3 to 1.0. In addition, in this invention, the length of each flange of H-section steel may be the same, and length may differ. When the lengths of the flanges are different, it is preferable that the shorter flange length / the longer flange length is 0.5 or more in the cross-sectional shape of the H-section steel.
直線型鋼矢板２は両端に継手部を有し、継手部どうしを嵌合させることができる。直線形鋼矢板２による新設鋼矢板壁１の位置は、既設鋼矢板壁１０の凸部１２およびＨ形鋼３との隙間にコンクリート４またはソイルセメント４等の充填材が周りこむ程度のクリアランスを確保した位置とする必要がある。既設鋼矢板壁１０の凸部１２から新設鋼矢板壁１位置までの距離（護岸法線直角方向）は、鋼矢板の施工精度のバラツキや、継手形状を考慮して、５０ｍｍ以上あけておくのが望ましい。一方、壁部分の水際側への張り出しを抑制する観点から、既設鋼矢板壁１０の凸部１２から新設鋼矢板壁１位置までの距離は５００ｍｍ以下が好ましい。 The straight steel sheet pile 2 has joint portions at both ends, and the joint portions can be fitted to each other. The position of the new steel sheet pile wall 1 by the straight steel sheet pile 2 is such that the clearance between the convex part 12 of the existing steel sheet pile wall 10 and the H-shaped steel 3 is filled with a filler such as concrete 4 or soil cement 4. It is necessary to secure the position. The distance from the convex portion 12 of the existing steel sheet pile wall 10 to the position of the new steel sheet pile wall 1 (in the direction perpendicular to the seawall normal) is set at 50 mm or more in consideration of variations in construction accuracy of steel sheet piles and joint shapes. Is desirable. On the other hand, the distance from the convex part 12 of the existing steel sheet pile wall 10 to the position of the newly installed steel sheet pile wall 1 is preferably 500 mm or less from the viewpoint of suppressing the overhang of the wall portion toward the waterside.
本発明では公知の直線形鋼矢板を適宜使用可能である。直線形鋼矢板２のサイズは、好ましくは有効幅Ｌ＝７００ｍｍ以下であり、より好ましくは有効幅Ｌ＝６００ｍｍ以下である。一方、新設鋼矢板壁の剛性の確保や効率的な施工の観点から、直線形鋼矢板の有効幅Ｌ＝４００ｍｍ以上が好ましい。有効幅とは、継手中心間の距離である。 In the present invention, a known linear steel sheet pile can be used as appropriate. The size of the linear steel sheet pile 2 is preferably an effective width L = 700 mm or less, more preferably an effective width L = 600 mm or less. On the other hand, from the viewpoint of ensuring the rigidity of the new steel sheet pile wall and efficient construction, the effective width L of the linear steel sheet pile is preferably 400 mm or more. The effective width is the distance between the joint centers.
図２に示すように、直線形鋼矢板２の打設長さ（深さ方向）は、既設鋼矢板壁１０の打設長さと同じとすれば十分であるが、地盤条件などに応じて、水底地盤への打設長さをより短くすることも可能である。本発明では、直線形鋼矢板２により新設鋼矢板壁１を形成するので、直線形鋼矢板２どうしの継手箇所を適切数確保可能であり、例えば河川の湾曲部等のカーブを有する地形にも適応しやすい。 As shown in FIG. 2, it is sufficient if the casting length (depth direction) of the linear steel sheet pile 2 is the same as the casting length of the existing steel sheet pile wall 10, but depending on the ground conditions, etc. It is also possible to shorten the length of placing on the bottom of the ground. In the present invention, since the new steel sheet pile wall 1 is formed by the linear steel sheet pile 2, an appropriate number of joint portions between the linear steel sheet piles 2 can be secured, and for example, even in a landform having a curve such as a curved portion of a river Easy to adapt.
新設鋼矢板壁１の剛性を高めるため、Ｈ形鋼３の下端は、図２に示すとおり、通常、水底位置またはその近傍位置とする。それよりもＨ形鋼３の下端位置が浅いと水底地盤面付近で新設鋼矢板壁１に作用する荷重（曲げモーメント）に対して抵抗不十分となり、新設鋼矢板壁１に大きな変形が生じる可能性がある。 In order to increase the rigidity of the new steel sheet pile wall 1, the lower end of the H-shaped steel 3 is normally set to the water bottom position or its vicinity as shown in FIG. 2. If the lower end of the H-section steel 3 is shallower than that, the resistance to the load (bending moment) acting on the new steel sheet pile wall 1 near the bottom of the water bottom will be insufficient, and the new steel sheet pile wall 1 may be greatly deformed. There is sex.
さらに、図３に示すように、Ｈ形鋼３を水底地盤に根入れすれば、壁体の剛性が高まる効果がある。図４に示すように、地盤バネ−鋼矢板壁（はり）モデルにより計算（既設鋼矢板壁４形、Ｈ形鋼はＨ３５０×２５０）すると、Ｈ形鋼３下端が水底位置から根入れ長が５×Ｈ（ＨはＨ形鋼のフランジ間のウェブ長さ（ｍｍ））以上となると壁体の剛性向上効果がより向上するので、Ｈ形鋼３下端の水底地盤への根入れ長は、５×Ｈ以上とするのがよい。Ｈ形鋼３下端の最大根入れ長は、既設鋼矢板壁１０の根入れ深さ程度である。 Furthermore, as shown in FIG. 3, if the H-section steel 3 is embedded in the water bottom ground, there is an effect that the rigidity of the wall body is increased. As shown in FIG. 4, when calculation is performed using a ground spring-steel sheet pile wall (beam) model (existing steel sheet pile wall 4 type, H-shaped steel is H350 × 250), the lower end of the H-shaped steel 3 has a penetration depth from the water bottom position. Since the effect of improving the rigidity of the wall body is further improved when the height is 5 × H (H is the length of the web between the flanges of the H-shaped steel (mm)) or more, It is good to set it as 5xH or more. The maximum penetration length of the lower end of the H-shaped steel 3 is about the penetration depth of the existing steel sheet pile wall 10.
本発明では、新設鋼矢板壁１とＨ形鋼３が接続されていない。よって、新設鋼矢板壁１とＨ形鋼３の建て込み深度はそれぞれ別とすることが可能である。特に各Ｈ形鋼３の根入れ長は、打設される水底地盤の状況に鑑みて適宜調節可能である。
通常、新設鋼矢板壁１とＨ形鋼３との一体性を保持するためには、充填材を、Ｈ形鋼３下端部と同深度か、それ以深まで充填する。充填材の充填深度が浅いと、新設鋼矢板壁１に作用する荷重（曲げモーメント）に対して抵抗不十分となり、新設鋼矢板壁１に大きな変形が生じる可能性がある。
In the present invention, the new steel sheet pile wall 1 and the H-section steel 3 are not connected. Therefore, the built-in depths of the new steel sheet pile wall 1 and the H-section steel 3 can be different from each other. In particular, the penetration length of each H-section steel 3 can be adjusted as appropriate in consideration of the situation of the submerged ground.
Usually, in order to maintain the integrity of the new steel sheet pile wall 1 and the H-section steel 3, the filler is filled to the same depth as the lower end of the H-section steel 3 or deeper. If the filling depth of the filler is shallow, the resistance to the load (bending moment) acting on the new steel sheet pile wall 1 becomes insufficient, and the new steel sheet pile wall 1 may be greatly deformed.
本発明において、充填材は施工環境に鑑みて適宜選択可能である。例えば、充填材として、砂、礫、粘性土、経時硬化性材料やこれらを混合したものを使用可能である。充填材として、好ましくは経時硬化性材料である。経時硬化性材料として、例えば、コンクリート、ソイルセメント、高流動モルタル、硬化性薬液等がある。充填材の充填方法は、使用する充填材に鑑みて適宜決定すればよい。例えば、充填材としてコンクリートを使用する場合、トレミー管を用いて底部から打ち上げつつ、充填する。 In the present invention, the filler can be appropriately selected in view of the construction environment. For example, as the filler, sand, gravel, viscous soil, a time-curable material, or a mixture thereof can be used. The filler is preferably a time-curable material. Examples of the time-curable material include concrete, soil cement, high flow mortar, and curable chemical solution. What is necessary is just to determine suitably the filling method of a filler in view of the filler to be used. For example, when using concrete as a filler, it fills up using a treme tube while being launched from the bottom.
水際側の水底地盤が軟弱な場合は、地盤改良を行って、本発明と組合せることで、作用土圧による護岸の変形リスクや地震外力作用時の護岸の変形リスクを抑止できる。 If the water bottom ground on the shore side is soft, the ground improvement is performed and combined with the present invention, it is possible to suppress the risk of revetment deformation due to working earth pressure and the risk of revetment deformation due to the action of an earthquake external force.
図５は、本発明の他の実施形態を示したものである。シヤコネクタ５は、コンクリート４またはソイルセメント４等の充填材と定着するために使用する。この実施形態は、図１に示した補強構造において、Ｈ形鋼３および新設鋼矢板壁１の両方に、コンクリート４またはソイルセメント４等の充填材と定着するためのシヤコネクタ５を設けている。シヤコネクタ５はＨ形鋼３または新設鋼矢板壁１の一方にのみ設けてもよい。 FIG. 5 shows another embodiment of the present invention. The shear connector 5 is used for fixing with a filler such as concrete 4 or soil cement 4. In this embodiment, a shear connector 5 for fixing with a filler such as concrete 4 or soil cement 4 is provided on both the H-section steel 3 and the new steel sheet pile wall 1 in the reinforcing structure shown in FIG. . The shear connector 5 may be provided only on one of the H-section steel 3 or the new steel sheet pile wall 1.
シヤコネクタ５としては、代表的なもので異形鉄筋やスタッドジベルを用いる方法がある。また、Ｈ形鋼３（図６参照）および直線形鋼矢板２に突起形状を設け、該突起をシヤコネクタ５としてもよい。また、上記に目的に応えうる限り、その他のいずれのシヤコネクタ５を用いてもよい。 As the shear connector 5, there is a typical method using a deformed reinforcing bar or a stud gibber. Further, the H-shaped steel 3 (see FIG. 6) and the linear steel sheet pile 2 may be provided with a protrusion shape, and the protrusion may be used as the shear connector 5. Further, any other shear connector 5 may be used as long as the above purpose can be met.
Ｈ形鋼３のシヤコネクタ５を用いる場合は、図７に例示するように、ウェブを基準面としてその左右に均等にシヤコネクタを取り付けることが好ましい。図５に示すような実施形態ではＨ形鋼のウェブを境にしてその左右で充填材がわけられてしまう可能性がある。しかし、ウェブを基準面としてその左右に均等にシヤコネクタを取り付けることで補強構造の剛性をバランスよく向上可能である。シヤコネクタはフランジの内面に取り付けてもよいし外面にとりつけてもよいし、フランジの両面に取り付けても良い。また、シヤコネクタ５はＨ形鋼のウェブに取り付けてもよい。 When the shear connector 5 of the H-shaped steel 3 is used, it is preferable that the shear connectors are equally attached to the left and right of the web as a reference surface as illustrated in FIG. In the embodiment as shown in FIG. 5, there is a possibility that the filler is separated on the left and right sides of the H-shaped steel web. However, the rigidity of the reinforcing structure can be improved in a balanced manner by attaching the shear connectors equally to the left and right of the web as the reference plane. The shear connector may be attached to the inner surface of the flange, may be attached to the outer surface, or may be attached to both surfaces of the flange. The shear connector 5 may be attached to an H-shaped steel web.
新設鋼矢板壁１のシヤコネクタ５として異形鉄筋を用いる場合は、当然ながら、既設鋼矢板壁１０と向かい合う面（充填材が充填される面）に取り付ける。通常、シヤコネクタ５を直線形鋼矢板２に取り付けた後、新設鋼矢板壁１を構築する。コンクリート４またはソイルセメント４等の充填材と十分定着させるため、異形鉄筋の取り付け箇所数は２箇所以上が好ましく、取り付け位置は打設機械の把持位置を考慮して決める必要がある。また、取り付ける異形鉄筋のサイズはＤ１０からＤ１９（数字は鉄筋径、単位ｍｍ）までが好ましいが、施工上問題なければ、それ以上大きくても構わない。異形鉄筋の深度方向への取り付け範囲は、充填材の打設深さ位置まででよい。 When using a deformed reinforcing bar as the shear connector 5 of the new steel sheet pile wall 1, it is naturally attached to a surface (surface filled with a filler) facing the existing steel sheet pile wall 10. Usually, after attaching the shear connector 5 to the linear steel sheet pile 2, the new steel sheet pile wall 1 is constructed. In order to sufficiently fix with a filler such as concrete 4 or soil cement 4, the number of attachment points of deformed reinforcing bars is preferably two or more, and the attachment position needs to be determined in consideration of the gripping position of the placing machine. Further, the size of the deformed reinforcing bar to be attached is preferably D10 to D19 (numbers are the reinforcing bar diameter, unit mm), but may be larger if there is no problem in construction. The attachment range of the deformed reinforcing bar in the depth direction may be up to the placement depth position of the filler.
Ｈ形鋼３の圧延成形時においてシヤコネクタ５である突起を設ける例として、図６に、フランジの内面に突起を付ける例、ならびに外面に突起を付ける例を示す。このような突起を有するＨ形鋼や、突起を設けた直線形鋼矢板２を用いれば、シヤコネクタ５の取り付け作業が不要となる。 FIG. 6 shows an example in which protrusions are provided on the inner surface of the flange and an example in which protrusions are provided on the outer surface as examples in which the protrusions that are the shear connectors 5 are provided at the time of rolling the H-section steel 3. If the H-section steel having such a protrusion or the linear steel sheet pile 2 provided with the protrusion is used, the mounting work of the shear connector 5 becomes unnecessary.
さらに、既設鋼矢板壁１０の水際側（前面）にもシヤコネクタ５を取り付けてから、コンクリート４またはソイルセメント４等の充填材を充填すれば、より確実な一体化が期待でき、補強構造としてより強固となる。また、前記Ｈ形鋼３の打設後において、Ｈ形鋼３の頭部と既設鋼矢板の頭部とを連結することも、より確実な一体化を行う上で有効である。 Furthermore, if the shear connector 5 is attached to the waterside side (front surface) of the existing steel sheet pile wall 10 and then filled with a filler such as concrete 4 or soil cement 4, a more reliable integration can be expected. Become stronger. In addition, after the H-shaped steel 3 is cast, connecting the head of the H-shaped steel 3 and the head of the existing steel sheet pile is also effective for more reliable integration.
また、図８に本発明の他の実施形態を示す。図８に示す実施形態では、直線形鋼矢板２の既設鋼矢板壁１０側に縞リブを設けた、縞リブ付き直線形鋼矢板２２を使用している。縞リブによりコンクリート４またはソイルセメント４等の充填材との定着がとれることから、シヤコネクタ５を設けた場合と同類の構造性能を有する。 FIG. 8 shows another embodiment of the present invention. In embodiment shown in FIG. 8, the linear steel sheet pile 22 with a stripe rib which provided the stripe rib in the existing steel sheet pile wall 10 side of the linear steel sheet pile 2 is used. Since the fixing with the filler such as the concrete 4 or the soil cement 4 can be achieved by the striped rib, it has the same structural performance as the case where the shear connector 5 is provided.
図９は、本発明の他の実施形態を示したものである。上述の実施形態と大きく異なる点は、背後地盤側に新設鋼矢板壁１が配置されている点である。即ち、図９は、Ｕ形鋼矢板またはハット形鋼矢板による、凹部と凸部が交互に連続する既設鋼矢板壁１０の背後地盤に、直線形鋼矢板２を打設して新設鋼矢板壁１を配置した後、既設鋼矢板壁１０と新設鋼矢板壁１との間のＨ形鋼３を配置する地盤部分を掘削すると同時にセメントミルクを注入しソイルセメント４地盤を形成し、ソイルセメント４地盤が固化する前に、既設鋼矢板壁１０の凹部１１から少し離れた所定の位置にＨ形鋼３を配置して、新設鋼矢板壁１とＨ形鋼３とを一体化した構造とする補強構造・補強工法を説明する図である。この実施形態によれば、水際側への張り出しは生じず、従来の川幅や港湾水域を狭めることはない。「既設鋼矢板壁１０と新設鋼矢板壁１との間は、充填材が充填されてなる」との構成には、図９に示すように、Ｈ形鋼３を配置する地盤部分にのみ充填材が充填されてなる構成を含む。 FIG. 9 shows another embodiment of the present invention. A significant difference from the above-described embodiment is that the new steel sheet pile wall 1 is disposed on the back ground side. That is, FIG. 9 shows that a new steel sheet pile wall is formed by placing the straight steel sheet pile 2 on the ground behind the existing steel sheet pile wall 10 in which concave portions and convex portions are alternately continuous by a U-shaped steel sheet pile or a hat-shaped steel sheet pile. 1 is placed, and after excavating the ground part where the H-shaped steel 3 between the existing steel sheet pile wall 10 and the new steel sheet pile wall 1 is placed, cement milk is injected to form the soil cement 4 ground, and the soil cement 4 Before the ground solidifies, the H-section steel 3 is arranged at a predetermined position slightly away from the concave portion 11 of the existing steel sheet pile wall 10 so that the new steel sheet pile wall 1 and the H-section steel 3 are integrated. It is a figure explaining a reinforcement structure and a reinforcement construction method. According to this embodiment, there is no overhang to the shore side, and the conventional river width and harbor water area are not narrowed. As shown in FIG. 9, only the ground portion where the H-section steel 3 is arranged is filled in the configuration that “the filler is filled between the existing steel sheet pile wall 10 and the new steel sheet pile wall 1”. Includes a configuration filled with a material.
なお、地盤掘削中に既設鋼矢板壁１０の変形が懸念される場合は、既設鋼矢板壁１０および配置された新設鋼矢板壁１の頭部を結合しておくこと、支保工を設けておくなど、事前に対策をとればよい。 In addition, when a deformation | transformation of the existing steel sheet pile wall 10 is concerned during ground excavation, the head of the existing steel sheet pile wall 10 and the newly installed steel sheet pile wall 1 are combined, and a support work is provided. For example, measures should be taken in advance.
以下に、本発明の実施例を記載する。本発明の技術的範囲は以下の実施例に限定されない。なお、以下の実施例の説明において、図面は概略図であり、各部材の縮尺は必ずしも正確なものではない。 Examples of the present invention will be described below. The technical scope of the present invention is not limited to the following examples. In the following description of the embodiments, the drawings are schematic, and the scale of each member is not necessarily accurate.
（実施例１）
図１０に、実施例１を説明する図を示す。本実施例では、既設鋼矢板壁１０としてＵ−４形の鋼矢板が使用されており、新設鋼矢板壁１には直線形鋼矢板２（有効幅Ｌ＝５００ｍｍ）が、Ｈ形鋼３はＨ３５０×２５０ｍｍサイズが、シヤコネクタ５の異形鉄筋にはＤ１６が使用されている。
Example 1
FIG. 10 is a diagram for explaining the first embodiment. In this embodiment, a U-4 steel sheet pile is used as the existing steel sheet pile wall 10, a straight steel sheet pile 2 (effective width L = 500 mm) is provided on the new steel sheet pile wall 1, and the H-section steel 3 is D16 is used for the deformed reinforcing bar of the shear connector 5 having a size of H350 × 250 mm.
新設鋼矢板壁の水際側への張り出しは、１００ｍｍとなっている。水面から水底までの深さは４ｍであり、Ｈ形鋼３の根入れ長さは１７５０ｍｍである。直線形鋼矢板２は根入れ長さ３ｍまで打設した。 The overhang of the new steel sheet pile wall to the waterside is 100 mm. The depth from the water surface to the bottom of the water is 4 m, and the penetration length of the H-section steel 3 is 1750 mm. The straight steel sheet pile 2 was cast to a depth of 3 m.
（実施例２）
図１１に、実施例２を説明する図を示す。本実施例では、既設鋼矢板壁１０としてＵ−３形の鋼矢板が使用されており、新設鋼矢板壁１には直線形鋼矢板２（有効幅Ｌ＝５００ｍｍ）が、Ｈ形鋼３はＨ２５０×１７５ｍｍサイズが、シヤコネクタ５の異形鉄筋にはＤ１３が使用されている。
(Example 2)
FIG. 11 is a diagram for explaining the second embodiment. In this embodiment, a U-3 steel sheet pile is used as the existing steel sheet pile wall 10, a straight steel sheet pile 2 (effective width L = 500 mm) is provided on the new steel sheet pile wall 1, and the H-section steel 3 is The size of H250 × 175 mm is D13 for the deformed reinforcing bar of the shear connector 5.
新設鋼矢板壁の水際側への張り出しは、８０ｍｍとなっている。水面から水底までの深さは２．５ｍであり、Ｈ形鋼３の根入れ長さは１２５０ｍｍである。直線形鋼矢板２は根入れ長さ２ｍまで打設した。 The overhang of the new steel sheet pile wall to the waterside is 80 mm. The depth from the water surface to the bottom of the water is 2.5 m, and the penetration length of the H-section steel 3 is 1250 mm. The straight steel sheet pile 2 was driven up to a penetration length of 2 m.
（実施例３）
図１２に、実施例３を説明する図を示す。本実施例では、既設鋼矢板壁１０としてＵ−４Ｗ形の鋼矢板が使用されており、新設鋼矢板壁１には直線形鋼矢板２（有効幅Ｌ＝５００ｍｍ）が、Ｈ形鋼３はＨ４００×２００ｍｍサイズが、シヤコネクタ５の異形鉄筋にはＤ１９が使用されている。
(Example 3)
FIG. 12 is a diagram for explaining the third embodiment. In this embodiment, a U-4W type steel sheet pile is used as the existing steel sheet pile wall 10, the straight steel sheet pile 2 (effective width L = 500 mm) is provided on the new steel sheet pile wall 1, and the H-section steel 3 is D19 is used for the deformed reinforcing bar of the shear connector 5 having a size of H400 × 200 mm.
新設鋼矢板壁の水際側への張り出しは、１００ｍｍとなっている。水面から水底までの深さは５ｍであり、Ｈ形鋼３の根入れ長さは２０００ｍｍである。直線形鋼矢板２は根入れ長さ３．５ｍまで打設した。 The overhang of the new steel sheet pile wall to the waterside is 100 mm. The depth from the water surface to the bottom of the water is 5 m, and the penetration length of the H-section steel 3 is 2000 mm. The straight steel sheet pile 2 was driven to a depth of 3.5 m.
（実施例４）
図１３に、実施例４を説明する図を示す。本実施例では、既設鋼矢板壁１０としてＵ−４形の鋼矢板が使用されており、新設鋼矢板壁１には直線形鋼矢板２（有効幅Ｌ＝５００ｍｍ）が、Ｈ形鋼３はＨ３５０×２５０ｍｍサイズが、シヤコネクタ５の異形鉄筋にはＤ１６が使用されている。
Example 4
FIG. 13 is a diagram for explaining the fourth embodiment. In this embodiment, a U-4 steel sheet pile is used as the existing steel sheet pile wall 10, a straight steel sheet pile 2 (effective width L = 500 mm) is provided on the new steel sheet pile wall 1, and the H-section steel 3 is D16 is used for the deformed reinforcing bar of the shear connector 5 having a size of H350 × 250 mm.
１ 新設鋼矢板壁
２ 直線形鋼矢板
３ Ｈ形鋼
４ コンクリートまたはソイルセメント
５ シヤコネクタ
１０ 既設鋼矢板壁
１１ 凹部
１２ 凸部
２２ 縞リブ付き直線形鋼矢板
DESCRIPTION OF SYMBOLS 1 New steel sheet pile wall 2 Straight steel sheet pile 3 H-section steel 4 Concrete or soil cement 5 Shear connector 10 Existing steel sheet pile wall 11 Concave part 12 Convex part 22 Straight steel sheet pile with a stripe rib
Claims (6)
前記既設鋼矢板壁の凹部に接触する、または、少し離れた位置にＨ形鋼が配置され、
前記既設鋼矢板壁の凸部および前記Ｈ形鋼から少し離れて、直線形鋼矢板による新設鋼矢板壁が配置され、
前記既設鋼矢板壁と前記新設鋼矢板壁との間には、充填材が充填されてなる、既設鋼矢板壁の補強構造。 A U-shaped steel sheet pile or a hat-shaped steel sheet pile, which is a reinforcing structure of an existing steel sheet pile wall in which concave portions and convex portions are alternately continuous,
H-shaped steel is disposed at a position that is in contact with the recessed portion of the existing steel sheet pile wall or is slightly separated,
A new steel sheet pile wall made of straight steel sheet piles is arranged a little apart from the convex part of the existing steel sheet pile wall and the H-shaped steel,
A reinforcing structure for an existing steel sheet pile wall, which is filled with a filler between the existing steel sheet pile wall and the new steel sheet pile wall.
前記直線形鋼矢板が水底地盤に打設されてなる、請求項１に記載の既設鋼矢板壁の補強構造。 The lower end of the H-shaped steel is disposed at the bottom of the water, or is embedded in the bottom of the water,
The reinforcing structure of the existing steel sheet pile wall according to claim 1, wherein the linear steel sheet pile is cast on a water bottom ground.
前記既設鋼矢板壁と前記新設鋼矢板壁との間であって、前記既設鋼矢板壁の凹部に接触し、または少し離れた位置にＨ形鋼を配置する工程と、
前記新設鋼矢板壁を型枠として充填材を充填する工程と、を含む既設鋼矢板壁の補強工法。 A process of placing a new steel sheet pile wall by placing a straight steel sheet pile on the bottom of the bottom of the existing steel sheet pile wall where concave portions and convex portions are alternately continuous with a U-shaped steel sheet pile or a hat-shaped steel sheet pile, and ,
A step of arranging H-shaped steel at a position that is between the existing steel sheet pile wall and the newly installed steel sheet pile wall, in contact with the concave portion of the existing steel sheet pile wall, or a little apart;
A method of reinforcing an existing steel sheet pile wall, including a step of filling a filler with the newly-installed steel sheet pile wall as a mold.
前記既設鋼矢板壁と前記新設鋼矢板壁との間のＨ形鋼を配置する地盤部分を掘削すると同時にセメントミルクを注入しソイルセメント地盤を形成する工程と、
前記ソイルセメント地盤が固化する前に、前記既設鋼矢板壁の凹部から少し離れた所定の位置にＨ形鋼を配置する工程と、を含む既設鋼矢板壁の補強工法。 A process of placing a new steel sheet pile wall by placing a straight steel sheet pile on the ground behind the existing steel sheet pile wall in which concave portions and convex portions are alternately continuous by a U-shaped steel sheet pile or a hat-shaped steel sheet pile;
Excavating the ground portion where the H-shaped steel between the existing steel sheet pile wall and the newly installed steel sheet pile wall is excavated and simultaneously injecting cement milk to form a soil cement ground;
A method of reinforcing an existing steel sheet pile wall, including a step of placing an H-shaped steel at a predetermined position slightly away from a concave portion of the existing steel sheet pile wall before the soil cement ground is solidified.
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