EP2894260B1 - Composite steel wall - Google Patents

Composite steel wall Download PDF

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Publication number
EP2894260B1
EP2894260B1 EP13834453.6A EP13834453A EP2894260B1 EP 2894260 B1 EP2894260 B1 EP 2894260B1 EP 13834453 A EP13834453 A EP 13834453A EP 2894260 B1 EP2894260 B1 EP 2894260B1
Authority
EP
European Patent Office
Prior art keywords
steel
steel sheet
sheet pile
wall
wall body
Prior art date
Legal status (The legal status 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 status listed.)
Not-in-force
Application number
EP13834453.6A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP2894260A4 (en
EP2894260A1 (en
Inventor
Naoya Nagao
Hiroyuki Tanaka
Kakuta Fujiwara
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Nippon Steel Corp
Original Assignee
Nippon Steel and Sumitomo Metal Corp
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 Nippon Steel and Sumitomo Metal Corp filed Critical Nippon Steel and Sumitomo Metal Corp
Publication of EP2894260A1 publication Critical patent/EP2894260A1/en
Publication of EP2894260A4 publication Critical patent/EP2894260A4/en
Application granted granted Critical
Publication of EP2894260B1 publication Critical patent/EP2894260B1/en
Not-in-force legal-status Critical Current
Anticipated expiration legal-status Critical

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Classifications

    • 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
    • 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
    • E02D5/06—Fitted piles or other elements specially adapted for closing gaps between two sheet piles or between two walls of sheet piles

Definitions

  • the present invention relates to a combined steel wall that is used for earth retaining works, coffering, shore protection, land reclamation, embankment, and the like, such as generally known from JP 2009 2 49959 A .
  • a combined steel wall is a wall structure which is build by the combination of a wall body, which is built by the connection of a plurality of steel sheet piles, and stiffening members, such as H-section steel beams or steel pipes and of which stiffness is improved.
  • the combined steel wall can also be applied to a site, which requires the high height of a wall, or the like. Further, since the wall body is built by the fitting of adjacent steel sheet piles at a joint, it is possible to improve water cut-off performance as compared to a steel pipe sheet pile having a relatively large gap at a joint.
  • Steel walls which are disclosed in Patent Documents 1 to 3, are known as examples of a steel wall that is formed by the combination of steel pipes and steel sheet piles.
  • a machining jig for fitting a stiffening member is provided on at least one of the surface and back of a steel sheet pile and a stiffening member, such as an H-section steel beam or a steel pipe sheet pile, is installed through the machining jig.
  • a stiffening member such as an H-section steel beam or a steel pipe sheet pile
  • a wall body is formed by fitting a joint of a steel pipe sheet pile to a machining jig mounted on a steel sheet pile for fitting the stiffening member. The transmission of a load to the steel pipe and the steel sheet pile is performed through the joint of the steel pipe sheet pile.
  • a wall body is formed by the connection of a plurality of steel sheet piles through joints, and steel pipes come into contact with the entire wall body or some of the steel sheet piles so that the longitudinal direction of the steel pipe corresponds to the longitudinal direction of the steel sheet pile. Since the wall body is formed by the combination of the steel pipes and the steel sheet piles, it is possible to provide a steel wall that has both high water cut-off performance and high stiffness.
  • Patent Documents 1 to 3 a structure in which stiffening members, such as steel pipes, are arranged at a pitch is described as one embodiment.
  • the structure in which the stiffening members are arranged at a pitch according to stiffness and proof stress required for a wall body can be achieved by the selection of a stiffening member, such as a steel pipe or an H-section steel beam, but there are the following problems in the setting of the pitch.
  • the stiffness and proof stress of the wall body in which the steel sheet piles are combined with the stiffening members also vary depending on the location, such as the installation positions of the stiffening members and the vicinity thereof, and the vicinity of the middle between adjacent stiffening members. However, if it is assumed that evaluation can be performed using stiffness obtained from the average of the stiffness and proof stress of the wall body, it is possible to reduce the weight of a steel material to be used as the diameter of one steel pipe or the size of one H-section steel beam is increased and the pitch is increased.
  • a portion of the steel wall in the vicinity of the stiffening member behaves as a high-stiffness wall in which the steel sheet pile wall is combined with the stiffening member, but a portion of the steel wall in the vicinity of the middle between adjacent stiffening members behaves as a steel sheet pile wall that is provided alone or a wall that is similar to the steel sheet pile wall.
  • a pitch where an effect of stiffening the steel sheet pile wall by the stiffening members is appropriately obtained, a pitch where earth pressure can be resisted by both a stiffening member and a steel sheet pile wall, and the like are not mentioned in the above-mentioned invention.
  • an object of the invention is to provide a combined steel wall capable of ensuring the safety and soundness of a wall body and having a reasonable structure that can utilize the stiffness and proof stress of both steel pipes and steel sheet piles.
  • the invention employs the following configuration to achieve the above-mentioned object.
  • the inventors have disposed steel pipes on a side (which may be referred to as a "front surface side" in this specification), of which a ground surface is low, of both sides of a wall body in a combined steel wall including steel pipes and steel sheet piles, performed an indoor model test on a structure in which the steel pipes are arranged at a pitch, and examined the range of a pitch in which an effect of stiffening steel sheet pile walls by the steel pipes is appropriately obtained and the range of a pitch in which earth pressure can be resisted by both the steel pipes and the steel sheet pile walls.
  • quartz sand No. 5 (dry sand) is installed on both sides of the specimens K by an air-pluviation method. Further, quartz sand No. 5, which is present on a wall body-front surface side on which the pipes K2 are installed (the right side in FIGS. 1A and 1B ), is dug out to the deepest portion from this state, and the behavior of the wall body (the acrylic specimen K) is checked.
  • the ground which is present on the side where quartz sand No. 5 is installed, is denoted by GH and the ground, which is present on the side where quartz sand No. 5 is dug out to the deepest portion, is denoted by GL.
  • a first test, a second test, and a third test are performed while conditions are changed as summarized in FIG. 2 .
  • a strain gauge is attached to the outer peripheral surface of the pipe K2, which is disposed at the middle portion, opposite to the side where the sheet pile wall is installed, and a strain gauge is attached to a web middle portion of the sheet pile K1 that is interposed between adjacent two pipes K2 and is most distant from both pipes K2.
  • the strain gauges measure strain that is generated after digging.
  • a tool for measuring displacement is mounted on an upper portion of the pipe K2, which is disposed at the middle portion, and measures the displacement of the upper portion at a position that is distant from a lower end (the ground GL) by a distance of 1050 mm.
  • a compression side is defined as a positive side in regard to strain generated in the pipe K2.
  • a tension side is defined as a positive side in regard to strain generated in the sheet pile K1.
  • strain which is calculated when it is assumed that the total earth pressure is applied to each of the sheet pile K1 and the pipe K2 as a cantilever of which a lower end is fixed, is also shown in the graph.
  • earth pressure for the calculation of strain at this time, the same tests as the above-described tests are performed using only separate sheet piles K1 and earth pressure is calculated from the results of the tests.
  • Table 1 shows displacement measured at a position distant from the lower end of the pipe K2, which is disposed in the middle, by a distance of 1050 mm.
  • Table 1 FIRST TEST SECOND TEST THIRD TEST Displacement measured at a position distant from the lower end of the pipe K2, which is disposed in the middle, by a distance of 1050 mm 4.5 mm 4.6 mm 4.0 mm
  • values of strain, which is generated in the vertical direction in a deep portion of the pipe K2, obtained in the first and second tests are slightly smaller than a value thereof that is obtained when total earth pressure is applied to the pipe K2, and a value thereof obtained in the third test is smaller than the values thereof obtained in the first and second tests. Further, as shown in Table 1, the displacement of the pipe in the third test is smaller than those in the first and second tests.
  • the amount of strain which is shown in FIG. 4 and generated in the sheet pile K1, varies depending on the contact condition between the sheet pile K1 and the pipe K2 and the presence/absence of the connection plate K3.
  • maximum strain is generated at the deepest portion and the strain is smaller than strain that is calculated on the assumption that total earth pressure is applied to only the sheet pile K1. That is, since it is possible to reduce strain, which is generated in the sheet pile K1, even in the vicinity of the middle between pipes K2 that are adjacent to each other in the extending direction of the wall body, it can be said that an effect of the combination of the sheet pile K1 and the pipe K2 can be exhibited.
  • the value of the strain of the sheet pile K1 in the third test is larger than the values thereof in the first and second tests. That is, since the sheet pile K1 shares a load, it can be said that the share of the load allocated to the pipe K2 tends to be reduced.
  • strain is calculated on the assumption that earth pressure is applied to a wall body formed of a steel sheet pile between the deepest portion and the position of the same height as the pitch L of the steel pipes as shown in FIG 5 .
  • the distribution (calculated values) of the calculated strain in the depth direction is shown in FIG. 6 .
  • test values of the first and second tests shown in FIG 4 are also shown in FIG 6 together with the distribution of the calculated strain in the depth direction.
  • the steel pipes can be disposed substantially parallel to the steel sheet pile wall.
  • the lower limit of L is a dimension D that is the sum of the radii of two adjacent steel pipes. If the steel pipes can be disposed substantially parallel to the steel sheet pile wall, the width of a combined wall body including the steel pipes and the steel sheet piles can be reduced. That is, if the pitch L of the steel pipes satisfies the above-mentioned expression (1), the width of the combined wall body can be reduced.
  • the wall body also ensures the safety and soundness of the steel sheet pile in the extending direction of the wall body when the steel pipe, which is a main member, is set so as to ensure safety and soundness. Since an effect of stiffening the steel sheet pile wall by the steel pipes is smallest in the vicinity of the middle between adjacent steel pipes, a large amount of stress is generated at that portion.
  • the pitch of the steel pipe is denoted by L, and "D ⁇ L ⁇ (1/2)H" is satisfied as described above, the stress of the steel sheet pile in the vicinity of the middle between adjacent steel pipes is equal to or smaller than stress that is calculated on the assumption that earth pressure is applied to the steel sheet pile, which is provided alone, between the deepest portion and the position of a height (2L) that is twice as large as the pitch L of the steel pipes as shown in FIG 7 . That is, the following expression (2) is satisfied.
  • an embodiment that can utilize the stiffness and proof stress of both the steel pipes and the steel sheet piles (the pitch of the steel pipes) is additionally examined to form the "combined steel wall", which includes the steel pipes and the steel sheet piles, with a more reasonable structure.
  • values of strain, which is generated in the deep portion of the steel pipe, obtained in the first and second tests are slightly smaller than a value thereof that is obtained when total earth pressure is applied to the steel pipe, and a value thereof obtained in the third test is smaller than the values thereof obtained in the first and second tests. Further, the displacement of an upper portion of the steel pipe in the third test is also smaller than those in the first and second tests.
  • the strain of the deep portion of the steel sheet pile in the third test has a larger value. That is, the load of the steel pipe can be reduced as the share of a load allocated to the steel sheet pile is increased.
  • bending moment which is applied to a deep portion at a middle position between adjacent steel pipes, is equal to or smaller than a value obtained by multiplying bending moment, which is applied when a steel sheet pile is provided alone, by a reduction coefficient (3H-4L)(2L) 2 /H 3 .
  • the value of the reduction coefficient is excessively reduced by the reduction of the pitch of the steel pipes, stress generated in the steel sheet pile is reduced and the share of a load allocated to the steel sheet pile is reduced.
  • members forming a structure are set so as to have safety margins to some extent in consideration of a variation between an applied load and the strength of a material.
  • a safety factor of 1/1.7 ( ⁇ 0.6) is set in the case of a steel material so that a variation between an applied load and the strength of a material is considered.
  • FIGS. 9A to 9C show an example of a combined steel wall 3 according to a first embodiment of the invention.
  • the combined steel wall 3 has a structure in which a wall body 4 including hat-shaped steel sheet piles 1 is combined with steel pipes 2 disposed along the longitudinal direction of the hat-shaped steel sheet pile 1.
  • the steel wall 3 is embedded in the horizontal ground and the ground is then dug up on one side of the steel wall 3, so that the steel wall 3 stands between a ground surface of which the horizontal position is high and a ground surface of which the horizontal position is low.
  • the hat-shaped steel sheet pile includes a web 1a, a pair of flanges 1b that obliquely extend from both side edges of the web 1a so that a distance between the flanges increases, a pair of arms 1c that extend from ends of the left and right flanges 1b to the left and right side so as to be parallel to the web 1a and joints 1d that are formed at the ends of the arms 1c.
  • the wall body 4 has a structure in which adjacent hat-shaped steel sheet piles 1 are connected to each other by the joint 1d (the connection member).
  • the wall body 4 is formed so that a plurality of recesses are formed at an interval in the extending direction of the wall body (horizontal direction).
  • the recess which is mentioned here, means (A) a space that is formed by the web 1a of the hat-shaped steel sheet pile 1 and the pair of flanges 1b or (B) a space that is formed by the arms 1c and 1c of the adjacent hat-shaped steel sheet piles 1 and 1 and the flanges 1b and 1b.
  • the steel pipes 2 stand on the ground on the side, of which a horizontal position is low, of both sides of the wall body 4 along the longitudinal direction of the hat-shaped steel sheet pile 1 while a part of each steel pipe 2 is received in the recess of the wall body 4.
  • the steel pipe 2 comes into direct contact with the flanges 1b of the hat-shaped steel sheet pile 1 in the vertical direction without the connection members or the like interposed therebetween.
  • a load such as earth pressure or water pressure
  • a load applied to the hat-shaped steel sheet pile 1 can be transmitted as a horizontal force by the contact between the steel members.
  • protrusions are not formed on the outer peripheral surface of the steel pipe. Accordingly, the steel pipe can rotatively penetrate.
  • a configuration in which one steel pipe 2 is disposed per three hat-shaped steel sheet piles 1 as shown in FIG. 9A that is, a configuration in which the steel pipes are disposed in every other recess of the wall body 4
  • a configuration in which one steel pipe 2 is disposed per two hat-shaped steel sheet piles 1 as shown in FIG. 9B that is, a configuration in which the steel pipes are disposed in every other recess of the wall body 4
  • the steel pipes 2 may be disposed so as to face the joints 1d of the hat-shaped steel sheet piles 1 as shown in FIG 9C .
  • the diameter and the thickness of the steel pipe 2, the pitch of the steel pipes 2, and the like may be set according to the need in consideration of stiffness required for the steel wall 3.
  • a dimension that is the sum of the radii of two adjacent steel pipes 2 is denoted by D
  • the pitch of the steel pipes 2 is denoted by L
  • the height of the steel wall 3 is denoted by H
  • the pitch of the steel pipes may be set so that "D ⁇ L ⁇ (1/2)H" is satisfied.
  • the steel sheet piles and the steel pipes be connected to each other in the longitudinal direction at upper portions thereof. If the steel sheet piles and the steel pipes are connected to each other at upper portions thereof, it is easy to connect the steel sheet piles to the steel pipes after embedding the steel sheet piles and the steel pipes and it is possible to transmit a horizontal force through at least the upper portions of the steel sheet piles and the steel pipes even if the steel sheet piles are separated from the steel pipes during the embedment of the steel sheet piles and the steel pipes in the structure in which the steel pipes come into contact with the steel sheet piles. Furthermore, if the upper portions of the steel sheet piles and the steel pipes are joined to each other by welding joining or concrete, it is also possible to suppress shear distortion in a vertical direction and to improve the stiffness and proof stress of the wall body.
  • FIGS. 10A and 10B show an example of a combined steel wall according to a second embodiment of the invention.
  • steel sheet piles 1 and steel pipes 2 are installed so that a part of each steel pipe 2 enters a recess of a wall body 4 while the steel sheet piles 1 and the steel pipes 2 are separated from each other in a longitudinal direction, and the steel sheet piles 1 and the steel pipes 2 are connected to each other at upper portions, and more specifically, top portions thereof by welding using steel plates J as connection members.
  • the steel sheet piles 1 and the steel pipes 2 are installed so that a part of each steel pipe 2 enters the recess of the wall body 4, an effect of stiffening the wall body 4 by the steel pipes 2 is obtained and the thickness of the steel wall 3 can be made smaller than the sum of the thickness of the steel sheet pile (a distance between a web 1a and an arm 1c) and the diameter of the steel pipe. Accordingly, it is possible to build the combined steel wall 3 while reducing a construction space and the thickness of the wall body 4.
  • connection members so that a horizontal force can be transmitted.
  • connection members Concrete that is installed over both the steel sheet pile and the steel pipe, welding joining between the steel sheet pile and steel pipe, a steel plate or a reinforcing bar on which bolts or drill screws are mounted, or the combination thereof can be used as the connection member.
  • the steel sheet pile and the steel pipe are joined to each other by welding joining or concrete and shear variation in the vertical direction between the steel sheet pile and the steel pipe is suppressed, it is also possible to improve the stiffness and proof stress of the wall body.
  • connection members may be installed at two or more position on one steel pipe in a cross-section as shown in FIG.
  • steel pipes and steel sheet piles may be joined to each other by concrete C that is installed at upper portions of the steel pipe and the steel sheet pile so as to connect the steel pipes to the steel sheet piles as in a modification shown in FIGS. 11A and 11B .
  • the positions of lower ends of the steel sheet pile 1 and the steel pipe 2 may be separately set as shown in FIG 10B .
  • the steel sheet piles 1 may ensure the required embedded lengths, such as embedded lengths that facilitate the prevention of boiling, heaving, and circular arc slip.
  • the position of the upper portion of the steel pipe may be lower than the position of the upper portion of the steel sheet pile. Accordingly, when the steel sheet piles are held and the hydraulic press-fitting or rotary press-fitting of the steel pipes is performed, holding positions may be set so as not to reach steel pipes having already been embedded.
  • a dimension which is the sum of the radii of the adjacent first and second steel pipes, may be set to D.
  • the steel sheet pile is not limited to the hat-shaped steel sheet pile, and the combination using a U-shaped steel sheet pile and a Z-shaped steel sheet pile may be used as the steel sheet pile.

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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)
  • Fuel-Injection Apparatus (AREA)
EP13834453.6A 2012-09-07 2013-09-03 Composite steel wall Not-in-force EP2894260B1 (en)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP2012196899A JP2014051820A (ja) 2012-09-07 2012-09-07 組合せ鋼製壁
PCT/JP2013/073631 WO2014038533A1 (ja) 2012-09-07 2013-09-03 組合せ鋼製壁

Publications (3)

Publication Number Publication Date
EP2894260A1 EP2894260A1 (en) 2015-07-15
EP2894260A4 EP2894260A4 (en) 2016-07-13
EP2894260B1 true EP2894260B1 (en) 2017-07-26

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ID=50237142

Family Applications (1)

Application Number Title Priority Date Filing Date
EP13834453.6A Not-in-force EP2894260B1 (en) 2012-09-07 2013-09-03 Composite steel wall

Country Status (8)

Country Link
EP (1) EP2894260B1 (ja)
JP (1) JP2014051820A (ja)
CN (1) CN104395531B (ja)
HK (1) HK1206403A1 (ja)
IN (1) IN2014DN09802A (ja)
SG (1) SG11201407756TA (ja)
TW (1) TWI539062B (ja)
WO (1) WO2014038533A1 (ja)

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Publication number Priority date Publication date Assignee Title
JP6812819B2 (ja) * 2017-02-09 2021-01-13 日本製鉄株式会社 基礎補強構造、補強基礎構造物および基礎補強方法
CN108360528A (zh) * 2018-01-23 2018-08-03 四川路桥华东建设有限责任公司 一种在软土地区超大深基坑施工的支护方法
CN111814365A (zh) * 2020-05-26 2020-10-23 博雷顿科技有限公司 一种用于电动重卡等截面充电座支架的强度校核方法
CN115075270B (zh) * 2022-07-07 2023-06-13 广东省源天工程有限公司 一种双层钢板桩围堰
CN115324085A (zh) * 2022-07-25 2022-11-11 中交一公局厦门工程有限公司 一种无封底嵌岩钢板桩围堰基岩踢脚防护装置

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Publication number Priority date Publication date Assignee Title
JP2005299202A (ja) * 2004-04-12 2005-10-27 Nippon Steel Corp 鋼矢板とそれを用いた土留め構造及び土留め構造の構築方法
JP5163246B2 (ja) * 2008-04-09 2013-03-13 新日鐵住金株式会社 地中連続壁及びその構築方法
JP4666088B2 (ja) * 2009-04-21 2011-04-06 住友金属工業株式会社 組合せ鋼矢板および該組合せ鋼矢板を用いた鋼矢板壁
JP5282984B2 (ja) * 2010-03-12 2013-09-04 新日鐵住金株式会社 鋼製連続壁の施工方法および鋼製連続壁
WO2011142047A1 (ja) * 2010-05-10 2011-11-17 住友金属工業株式会社 鋼製壁および鋼製壁の施工方法
JP2012102497A (ja) * 2010-11-09 2012-05-31 Sumitomo Metal Ind Ltd 鋼製壁および鋼製壁の施工方法
CN102561314A (zh) * 2012-03-05 2012-07-11 张继红 预制隔水桩(wsp桩)及其插拔施工方法

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Also Published As

Publication number Publication date
HK1206403A1 (en) 2016-01-08
IN2014DN09802A (ja) 2015-07-31
TWI539062B (zh) 2016-06-21
EP2894260A4 (en) 2016-07-13
WO2014038533A1 (ja) 2014-03-13
SG11201407756TA (en) 2015-03-30
TW201420843A (zh) 2014-06-01
CN104395531A (zh) 2015-03-04
EP2894260A1 (en) 2015-07-15
CN104395531B (zh) 2016-09-21
JP2014051820A (ja) 2014-03-20

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