WO2015133111A1 - Palplanche d'acier à âme droite, et structure de renforcement et procédé de renforcement pour structures utilisant ladite palplanche d'acier à âme droite - Google Patents

Palplanche d'acier à âme droite, et structure de renforcement et procédé de renforcement pour structures utilisant ladite palplanche d'acier à âme droite Download PDF

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Publication number
WO2015133111A1
WO2015133111A1 PCT/JP2015/001071 JP2015001071W WO2015133111A1 WO 2015133111 A1 WO2015133111 A1 WO 2015133111A1 JP 2015001071 W JP2015001071 W JP 2015001071W WO 2015133111 A1 WO2015133111 A1 WO 2015133111A1
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WO
WIPO (PCT)
Prior art keywords
sheet pile
steel sheet
thickness
claw
joint
Prior art date
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PCT/JP2015/001071
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English (en)
Japanese (ja)
Inventor
恩田　邦彦
Original Assignee
Ｊｆｅスチール株式会社
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Ｊｆｅスチール株式会社 filed Critical Ｊｆｅスチール株式会社
Priority to SG11201605861VA priority Critical patent/SG11201605861VA/en
Priority to CN201580011676.3A priority patent/CN106062281A/zh
Publication of WO2015133111A1 publication Critical patent/WO2015133111A1/fr

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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/02—Sheet piles or sheet pile bulkheads
    • E02D5/03—Prefabricated parts, e.g. composite sheet piles
    • E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
    • E02D5/08—Locking forms; Edge joints; Pile crossings; Branch pieces

Definitions

  • the present invention relates to a straight steel sheet pile (straight web-type sheet piles), a reinforcing structure and a reinforcing method for a structure using the straight steel sheet pile.
  • a straight steel sheet pile is connected to a circular or elliptical shape by fitting joints at both ends, and is used as a closed wall structure for a reinforcing structure of a structure.
  • a structural reinforcement method to surround an existing structure, a linear steel sheet pile is placed around it to form an outer wall, and filled concrete is poured into the gap between the linear steel sheet pile and the existing structure, There is a “winding-up reinforcement construction method” (see Patent Document 1).
  • a shape of the linear steel sheet pile used for reinforcement there exist FL type and FXL type (refer nonpatent literature 1).
  • the linear steel sheet pile 50 includes a joint part 51 including a main claw part 51 a and a sub claw part 51 b and a web part 52 that connects the joint parts 51 to each other.
  • the distance from the center of the web portion 52 (the center position is indicated by a one-dot chain line in FIG. 5) to the outermost edge of the sub claw portion 51b is referred to as an effective height h.
  • FIGS. 6 to 8 are diagrams disclosed in Patent Document 1.
  • FIG. 6, 53 is an existing structure (bridge pier in Patent Document 1), 55 is footing, 57 is a ground surface, and 59 and FIG. 8 are filled concrete (solidified in Patent Document 1).
  • Material 61, 61 is a reinforcing bar (61a is a main reinforcement, 61b is a hoop bar).
  • the existing structure 53 and the steel sheet pile wall are brought as close as possible, so that the construction site area (construction site) Aimed to reduce area).
  • a reinforcing reinforcing bar 61 may be further arranged between the existing structure 53 and the steel sheet pile wall. In this case, a gap between the joint portion of the linear steel sheet pile 50 and the reinforcing reinforcing bar 61 may be provided.
  • the proximity distance (near distance B) between the existing structure 53 and the steel sheet pile wall is about 200 mm.
  • a cover thickness k up to the reinforcing reinforcing bar 61 is required to be 70 mm or more in order to ensure quality. Therefore, the distance from the existing structure 53 to the reinforcing steel bar 61 is 70 mm at the minimum.
  • the main reinforcing bar diameter d1 is defined as a minimum of 16 mm and the strip reinforcing bar diameter d2 is defined as a minimum of 13 mm.
  • the shape of the linear steel sheet pile 50 used at present is FL type and FXL type (see Non-Patent Document 1), and the effective heights h are 44.5 mm and 47.0 mm, respectively.
  • the gap S is smaller than the normal maximum concrete aggregate diameter of 20 mm. From the above, there is a concern that the concrete aggregate will be caught.
  • the joint shape (height) of the steel sheet pile can be reduced to the above problem, the gap between the joint part of the linear steel sheet pile and the reinforcing reinforcing bar can be widened, and the problem of catching the concrete aggregate is solved. Is done.
  • the structural bearing force is improved mainly by the restraint effect by the sheet pile wall.
  • the important part that produces the circumferential surface restraint force of the steel sheet pile wall is the joint part of the steel sheet pile, the tensile bearing force (tensile bearing force) of the joint fitting part where the joint part and the joint part are fitted If it falls, it came to the idea that the peripheral surface restraint force of a steel sheet pile wall will also fall simultaneously.
  • the present invention has been made in order to solve the above-described problems.
  • the joint shape (height) of the steel sheet pile is made as small as possible so that the workability and structural reliability during filling concrete (structural reliability) ), And a reinforcing structure and a reinforcing method using the linear steel sheet pile in which the tensile strength of the joint fitting portion does not decrease.
  • a linear steel sheet pile according to the present invention is a linear steel sheet pile having joint parts composed of main claws (main-claw) and sub-claws (sub-claw) at both ends,
  • the main claw height g of the joint is 6.0 mm or more
  • the ratio f3 / f1 of the main claw thickness f3 to the web part thickness f1 is 0.82 or more
  • the ratio f2 / f1 of the sub claw thickness f2 to the web part thickness f1 is 1.16 or more.
  • the ratio c / f3 between the opening height c and the main claw thickness f3 is 1.25 or more, and the distance h (effective height) from the center position of the web portion to the outermost edge of the sub claw portion is 40 mm or less. It is characterized by being.
  • the linear steel sheet pile which concerns on this invention is a linear steel sheet pile which has the joint part which consists of a main nail
  • the main claw height g of the joint is 6.0 mm or more
  • the ratio f3 / f1 of the main claw thickness f3 to the web part thickness f1 is 0.82 or more
  • the ratio f2 / f1 of the sub claw thickness f2 to the web part thickness f1 is 1.16 or more.
  • the ratio c / f3 between the opening height c and the main claw thickness f3 is 1.25 or more, and the distance h (effective height) from the center position of the web portion to the outermost edge of the sub claw portion is 37 mm or less. It is what.
  • the reinforcing structure for a structure according to the present invention is a reinforcing structure for a structure that is reinforced by surrounding a structure with a linear steel sheet pile, and is described in (1) or (2) above.
  • a linear steel sheet pile surrounds the structure so that the proximity distance between the structure and the linear steel sheet pile wall is 200 mm or less, and reinforcing steel bars are provided in the gap between the linear steel sheet pile and the structure. And is filled with a solidifying material.
  • the reinforcement method of the structure which concerns on this invention is a reinforcement method of the structure which encloses the periphery of a structure with a linear steel sheet pile, Comprising: Said (1) or (2) description Surrounding the structure with a linear steel sheet pile so that the proximity distance between the structure and the linear steel sheet pile wall is 200 mm or less, and between the linear steel sheet pile and the structure
  • the method includes a step of removing earth and sand, and a step of disposing reinforcing reinforcing bars in a gap between the linear steel sheet pile and the structure and filling a solidified material.
  • the main claw height g of the joint is 6.0 mm or more
  • the ratio f3 / f1 of the main claw thickness f3 to the web part thickness f1 is 0.82 or more
  • the ratio f2 / f1 is 1.16 or more
  • the ratio c / f3 of the joint opening height c to the main claw thickness f3 is 1.25 or more
  • the effective height h is 40 mm or less. Since the joint shape can be reduced while maintaining the workability, the economy can be improved.
  • the effective height h of the joint portion is 40 mm or less, the gap S (see FIG. 2) from the linear steel sheet pile to the reinforcing bar is widened, and the catch of the concrete aggregate can be eliminated.
  • FIG. 1 is an enlarged view of the joint portion 3 when the standing state of the linear steel sheet pile 1 is viewed in plan.
  • the linear steel sheet pile 1 has the joint part 3 which consists of the main nail
  • g is the main claw height
  • f1 is the web plate thickness
  • f2 is the sub claw thickness
  • f3 is the main claw thickness
  • c is the joint opening height
  • h is the effective height.
  • the main nail height g refers to the nail height at a portion (main nail deepest portion) where the nail depth in the main nail portion 3a is deepest in the height direction.
  • the sub nail thickness f2 is a thickness at a portion (sub nail deepest portion) where the nail depth in the sub nail portion 3b is deepest in the height direction, more specifically, the sub nail deepest portion and the sub nail portion. The distance of the outermost edge.
  • the main claw thickness f3 is the thickness at the deepest portion of the main claw of the main claw portion 3a.
  • the main claw height g of the joint is 6.0 mm or more
  • the ratio f3 / f1 of the main claw thickness f3 to the web part thickness f1 is 0.82 or more
  • the sub claw thickness f2 and the web part plate The ratio f2 / f1 of the thickness f1 is 1.16 or more
  • the ratio c / f3 of the joint opening height c to the main claw thickness f3 is 1.25 or more
  • the effective height h is 40 mm or less or 37 mm or less.
  • FIG. 2 illustrates a part of the reinforcing structure 7 (hereinafter simply referred to as “reinforcing structure 7”) of the existing structure 53 using the linear steel sheet pile 1. 2 that are the same as those in FIG. 8 are given the same reference numerals, and descriptions thereof are omitted.
  • the reinforcing structure 7 shown in FIG. 2 is premised on the proximity distance B being 200 mm or less, and the covering thickness k, the main reinforcing bar diameter d1, and the strip reinforcing bar diameter d2 are the same as those in FIG. Details of the reinforcing structure 7 will be described in the second embodiment.
  • the effective height h of the joint portion be 37 mm or less (knowledge (ii)).
  • the effective height h of the joint portion needs to be 40 mm or less, and in some cases 37 mm or less.
  • the effective height h is desirably larger than 30 mm from the viewpoint of securing the strength of the joint fitting portion.
  • FIG. 3 shows the load transmission mechanism in the joint fitting portion, and shows the stress distribution (contour display).
  • the same components as those in FIG. 3 it has shown that a stress is so high that the part with a light color is outline.
  • T1 Yield tensile load of web part 5 (per unit depth)
  • f1 Web sheet thickness
  • ⁇ y Material strength of straight steel sheet pile 1 (Tensile yield stress)
  • the joint fitting portion has two contact portions P2 and P3, and the tensile force acting on the web portion 5 is divided into two component forces (component force) of the sub claw portion 3b and the main claw portion 3a. ).
  • T1 T2 + T3
  • T2 Tensile load component acting on the secondary nail (per unit depth)
  • T3 Tensile load component force acting on the main nail (per unit depth)
  • each component force in the above equation can be expressed by the following equation.
  • T2 ⁇ X2 (f2) 2/6 ⁇ ⁇ y
  • T3 ⁇ X3 (f3) 2/6 ⁇ ⁇ y
  • X2 Distance from the web center axis to the secondary nail component force acting point
  • X3 Distance from the web center axis to the main nail component force acting point (average)
  • f2 Subnail thickness
  • f3 Main nail thickness
  • the effective contact height can be evaluated by multiplying the main nail height g by the sine sin ⁇ of the contact angle ⁇ (see the following formula). Therefore, in order to increase the load transmission capability at the contact portion P3, it is important to ensure the main claw height g of the joint.
  • F g ⁇ ⁇ y ⁇ sin ⁇ Where ⁇ is the angle formed between the central axis of the web portion and the tangent L at the contact portion P3 (contact angle).
  • the main claw height g should be about 12.0 mm.
  • the joint fitting part will approach the one-point contact structure from the conventional two-point contact structure and become an unstable structure. It is necessary to secure. That is, it is considered necessary to ensure the sub claw thickness f2 to be equal to or greater than a predetermined value with respect to the web portion plate thickness f1. In view of this point and analysis, etc., f2 / f1 must be 1.16 or more in order to prevent premature plastic bending deformation (ductile bending deformation) in the sub-nail and the joint fitting strength from falling below a predetermined value. We obtained the knowledge that there was (knowledge (v)).
  • the joint opening height c needs to have an appropriate margin with respect to the main claw thickness f3.
  • c / f3 must be 1.25 or more in order to prevent joint fitting resistance increase due to steel sheet pile elastic deformation during construction (knowledge ( vi)).
  • the joint opening height c is larger than the sum of the main claw thickness f3 and the main claw height g, it is necessary to be careful because the risk of the joint coming off increases.
  • the main claw height g is 6.0 mm or more
  • the ratio f3 / f1 between the main claw thickness f3 and the web part plate thickness f1 is 0.82 or more
  • the ratio c / f3 of joint opening height c to main claw thickness f3 is 1.25 or more
  • the effective height h is 40 mm or less or 37 mm or less. While maintaining, the joint shape can be made small, and this can improve the economy.
  • the strength of the joint fitting portion is demonstrated in Example 1.
  • the effective height h of the joint portion is 40 mm or less, as shown in FIG. 2, in the reinforcing structure 7 using the linear steel sheet pile 1, the clearance S from the linear steel sheet pile 1 to the reinforcing bar is provided.
  • the concrete can be expanded more than the conventional one, and the filled concrete can be poured into the gap S without being caught by the concrete aggregate, so that no gap (weak spot) is generated.
  • the reinforcement structure 7 will be described in the second embodiment.
  • the reinforcing structure 7 of the existing structure 53 according to the second embodiment has a proximity distance B between the existing structure 53 and the steel sheet pile wall by the linear steel sheet pile 1 shown in the first embodiment.
  • reinforcing steel bars 61 are arranged in the gap between the linear steel sheet pile 1 and the existing structure 53, and filled concrete 59 as a solidifying material is filled. It is a feature.
  • illustration of the filling concrete 59 is abbreviate
  • the specific example of the reinforcement structure using the linear steel sheet pile 1 is demonstrated in Example 2.
  • the reinforcing structure 7 uses the linear steel sheet pile 1 of the first embodiment, and can improve the workability at the time of placing the filled concrete, and the tensile strength of the joint fitting portion can be improved. Since it does not decrease, the circumferential surface restraint force of the steel sheet pile wall does not decrease, and the structural reliability can be ensured.
  • the reinforcement structure 7 of the existing structure 53 can be constructed
  • a method of reinforcing an existing structure 53 comprising the step of: arranging reinforcing reinforcing bars 61 in a gap between the reinforcing bars 61 and filling filled concrete 59 as a solidifying material.
  • the experiment is to obtain the tensile strength of joint fitting for the current FL type and the steel sheet pile (including the present invention) whose cross-sectional shape is changed by structural analysis by FEM.
  • FIG. 4 shows an analysis model.
  • the material strength characteristics were a bilinear type with a Young's modulus of 205,000 N / mm 2 , the material yield strength was 295 N / mm 2 , and the material tensile strength was 450 N / mm 2 (specified lower limit of steel sheet pile material SY295).
  • the cross-sectional shape was changed using the effective height h of the joint part, the main claw height g of the joint, the web plate thickness f1, the sub claw thickness f2, the main claw thickness f3, and the joint opening height c as analysis parameters.
  • the above analysis parameters were set so as to be within the scope of the present invention.
  • the main claw height g of the joint is 6.0 mm or more
  • the ratio f3 / f1 between the main claw thickness f3 and the web part thickness f1 is 0.82 or more
  • the ratio between the sub claw thickness f2 and the web part thickness f1 is f2 / f1.
  • the ratio c / f3 of the joint opening height c to the main claw thickness f3 is 1.25 or more
  • the effective height h is 40 mm or less.
  • Comparative Examples 1 to 3 were set so that any of the above analysis parameters was outside the scope of the present invention. Specifically, Comparative Example 1 has a main claw height g of 5.5 mm (not 6.0 mm or more), Comparative Example 2 has an f3 / f1 of 0.74 (not 0.82 or more), and Comparative Example 3 has an f2 / f1 of 1.11 (1.16 or more). Not). Table 1 shows a summary of analysis parameters and analysis results.
  • Example 1 of the present invention has a joint fitting portion tensile strength comparable to that of the current FL type.
  • the present invention example 2 the present invention example 3 and the present invention example 4, although the strength is slightly lower than the current FL type joint fitting part tensile strength, the strength exceeding the standard tensile strength of the joint fitting part 3.92MN / m Is obtained, which is preferable.
  • Comparative Examples 1 to 3 and Comparative Examples 7 and 8 the results were below the standard tensile strength.
  • the joint shape is small, the main claw thickness f3, the sub claw thickness f2, and the joint opening height c are well-balanced load transmission capacity (strength). ) was obtained, it was proved that the strength of the joint fitting portion was higher than the standard tensile strength.
  • the covering thickness k was 70 mm
  • the main reinforcing bar diameter d1 was 16 mm
  • the strip reinforcing bar diameter d2 was 13 mm.
  • the gap S from the linear steel sheet pile 1 to the reinforcing bar was set to 20 mm.
  • Table 2 summarizes the correspondence between the effective height h of the joint and the proximity distance B under the above conditions.
  • the proximity distance B could be 200 mm or less.
  • the proximity distance B could be 200 mm or less.

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Composite Materials (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • Civil Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Bulkheads Adapted To Foundation Construction (AREA)
  • Metal Rolling (AREA)

Abstract

L'invention concerne une palplanche d'acier à âme droite (1) qui est caractérisée en ce que : la hauteur (g) d'une griffe principale d'une articulation n'est pas inférieure à 6,0 mm ; le rapport (f3/f1) de l'épaisseur (f3) de la griffe principale à l'épaisseur (f1) d'une plaque de partie d'âme n'est pas inférieur à 0,82 ; le rapport (f2/f1) de l'épaisseur (f2) d'une griffe auxiliaire à l'épaisseur (f1) de la plaque de partie d'âme n'est pas inférieur à 1,16 ; le rapport (c/f3) de la hauteur (c) de l'ouverture d'articulation à l'épaisseur (f3) de la griffe principale n'est pas inférieur à 1,25 ; et la distance (h) (hauteur effective) de la position centrale d'une partie d'âme (5) au bord le plus extérieur de la griffe auxiliaire (3b) n'est pas supérieure à 40 mm.
PCT/JP2015/001071 2014-03-03 2015-03-02 Palplanche d'acier à âme droite, et structure de renforcement et procédé de renforcement pour structures utilisant ladite palplanche d'acier à âme droite WO2015133111A1 (fr)

Priority Applications (2)

Application Number Priority Date Filing Date Title
SG11201605861VA SG11201605861VA (en) 2014-03-03 2015-03-02 Straight web steel sheet pile, and reinforcing structure and reinforcing method for structures using said straight web steel sheet pile
CN201580011676.3A CN106062281A (zh) 2014-03-03 2015-03-02 直线形钢板桩、使用了该直线形钢板桩的结构物的加强结构及加强方法

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP2014-040308 2014-03-03
JP2014040308A JP5871023B2 (ja) 2014-03-03 2014-03-03 直線形鋼矢板、該直線形鋼矢板を用いた構造物の補強構造及び補強方法

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JP (1) JP5871023B2 (fr)
CN (1) CN106062281A (fr)
MY (1) MY176962A (fr)
SG (1) SG11201605861VA (fr)
WO (1) WO2015133111A1 (fr)

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JP6740891B2 (ja) * 2016-12-22 2020-08-19 Ｊｆｅスチール株式会社 ハット形鋼矢板
JP7135740B2 (ja) 2018-11-02 2022-09-13 日本製鉄株式会社 鋼矢板
JP6741136B2 (ja) * 2019-10-07 2020-08-19 Ｊｆｅスチール株式会社 ハット形鋼矢板の製造方法及び設計方法

Citations (3)

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JPS5620227A (en) * 1979-07-26 1981-02-25 Kawasaki Steel Corp Linear type steel sheet-pile
JPH09125317A (ja) * 1995-10-27 1997-05-13 Nippon Steel Corp 鉄筋コンクリート柱脚の補強構造及び補強方法
JP2001355231A (ja) * 2000-06-14 2001-12-26 Kawasaki Steel Corp 連結部疲労特性に優れた熱間圧延製直線型形鋼

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JPH0396556A (ja) * 1989-09-11 1991-04-22 Taisei Corp 鉄筋の接合構造
JPH11350737A (ja) * 1998-06-04 1999-12-21 Kyoei Steel Ltd 鉄筋の接続構造
JP4217150B2 (ja) * 2003-12-19 2009-01-28 東日本旅客鉄道株式会社 橋脚の補強方法
DE102004024103B3 (de) * 2004-05-14 2006-01-05 Pilepro Llc Strangförmiges Verbindungsprofil zum Anschließen von Spundbohlen an Trägerelemente
JP2007297826A (ja) * 2006-04-28 2007-11-15 East Japan Railway Co 橋脚の鋼板を用いた補強方法
SG172878A1 (en) * 2009-01-16 2011-08-29 Nippon Steel Corp Combined steel sheet pile, earth-retaining wall formed by combined steel sheet pile, and method of selecting combined steel sheet pile
CN102301072A (zh) * 2009-02-04 2011-12-28 新日本制铁株式会社 组合钢板桩、利用组合钢板桩的连续壁、以及组合钢板桩的压入方法
SG11201406539SA (en) * 2012-05-16 2014-11-27 Jfe Steel Corp Combined steel wall

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Publication number Priority date Publication date Assignee Title
JPS5620227A (en) * 1979-07-26 1981-02-25 Kawasaki Steel Corp Linear type steel sheet-pile
JPH09125317A (ja) * 1995-10-27 1997-05-13 Nippon Steel Corp 鉄筋コンクリート柱脚の補強構造及び補強方法
JP2001355231A (ja) * 2000-06-14 2001-12-26 Kawasaki Steel Corp 連結部疲労特性に優れた熱間圧延製直線型形鋼

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JP2015165074A (ja) 2015-09-17
CN106062281A (zh) 2016-10-26
MY176962A (en) 2020-08-28
SG11201605861VA (en) 2016-09-29
JP5871023B2 (ja) 2016-03-01

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