WO2015159434A1 - 鋼矢板 - Google Patents

鋼矢板 Download PDF

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Publication number
WO2015159434A1
WO2015159434A1 PCT/JP2014/061085 JP2014061085W WO2015159434A1 WO 2015159434 A1 WO2015159434 A1 WO 2015159434A1 JP 2014061085 W JP2014061085 W JP 2014061085W WO 2015159434 A1 WO2015159434 A1 WO 2015159434A1
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WIPO (PCT)
Prior art keywords
steel sheet
sheet pile
flange
flanges
evaluation index
Prior art date
Application number
PCT/JP2014/061085
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English (en)
French (fr)
Japanese (ja)
Inventor
鈴木　崇
裕章 中山
篤史 加藤
典佳 原田
隆太 田中
和秀 戸田
慎也 林
浩 山下
Original Assignee
新日鐵住金株式会社
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.)
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Publication date
Application filed by 新日鐵住金株式会社 filed Critical 新日鐵住金株式会社
Priority to PCT/JP2014/061085 priority Critical patent/WO2015159434A1/ja
Priority to JP2016513607A priority patent/JP6108031B2/ja
Priority to CN201480063646.2A priority patent/CN105765130B/zh
Priority to PCT/JP2014/068070 priority patent/WO2015159445A1/ja
Publication of WO2015159434A1 publication Critical patent/WO2015159434A1/ja

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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

Definitions

  • both flanges on the side where the joint is fitted are the first flanges, and both sides on the side where the joint is not fitted
  • the flange may be the second flange.
  • the steel sheet pile according to the present embodiment is intended for a hat-shaped steel sheet pile 1 having a hat shape or a Z-shaped steel sheet pile 2 having a Z shape.
  • the hat-shaped steel sheet pile 1 and the Z-shaped steel sheet pile 2 are collectively referred to as “steel sheet pile 3”.
  • the steel sheet pile 3 is substantially parallel to the neutral axis of the wall body when the wall body is configured, and is provided with a first flange and a second flange that are positioned symmetrically with respect to the neutral axis and parallel to each other. A web connecting the first flange and the second flange is provided.
  • An obstruction resistance type F occlusion that indicates the occlusion resistance is newly created and acts on the outer peripheral surface excluding the tip of the tip resistance F acting on the cross-section of the sheet pile tip and the peripheral surface facing the obstruction area, for which the evaluation method is already known.
  • a placement resistance evaluation formula for determining the placement resistance F which is the sum of the placement resistance F and the outer circumference resistance F to be performed, is created.
  • the placement resistance evaluation formula is based on the actual construction test results described later. It has been verified that it is possible to evaluate the workability in the region of the effective width that was outside the application range of the conventional workability index R. In other words, the validity of the workability evaluation of the newly created blockage resistance formula has been confirmed.
  • FIGS. 2 and 3 (a) when the steel sheet pile 3 is placed, in the region surrounded by the first flange 11 and the pair of webs 12 extending from both ends of the first flange 11 at the time of placing, There is a blockage region (blocking area A blockage ) where a high parabolic ground stress is generated along the first flange 11 side and convex toward the first flange 11 side in a top view. F blockage occurs.
  • coefficient a quadratic function of the parabola B occlusion region function consisting distance c from the origin O to the parabola vertex in FIG 3 (a) (H-c ) / H and occlusion area a closure, It consists of a function of the peripheral length U of the steel sheet pile 3 facing the closed region, the peripheral length L of the parabola B in the closed region, and the ratio k of the friction force between the steel sheet pile and the ground and the ground-ground friction force (U ⁇ k ⁇ L) / A obstruction , cross-sectional web angle ⁇ , and (first flange width Wf / cross-section height H) ratio have a relationship shown in expressions (1) to (4). It became clear.
  • the placement resistance evaluation formula shown in Formula (5) is composed of a pair of webs extending from both ends of the first flange and the first flange, and the tip of the web extends in parallel with the first flange on the opposite side of the first flange.
  • Blocking resistance F blockage which is a dominant resistance when placing steel sheet piles along the blocking region, tip of resistance tip F (pure cross-section tip resistance force) acting on the tip section (cross-sectional area A) of steel sheet pile 3, the steel sheet pile It is represented by the sum of the outer periphery resistance F acting on the outer peripheral surface excluding the peripheral surface facing the closed region.
  • the blocking resistance F blockage of the above formula (5) is the first flange width Wf of the cross-sectional shape of the steel sheet pile 3, and the web angle which is a complementary angle of the angle formed by the web 12 and the second flange 13. It is calculated based on ⁇ and the section height H. That is, the blockage resistance F blockage is expressed by Equation (6).
  • a blockage area is A
  • U is the circumference of the steel sheet pile 3 facing the blockage region
  • L is the circumference of the parabola B in the blockage region
  • (U ⁇ k ⁇ L) / A blockage is as shown in FIG.
  • Equation (3) The web angle ⁇ of the cross-sectional shape, the cross-sectional height H, and the first flange width Wf are calculated by Equation (3).
  • ⁇ v is the vertical stress in the closed region, and is calculated by Equation (7).
  • ⁇ is a unit volume weight of the soil (for example, 1.8 ⁇ 10 ⁇ 8 kN / mm 3 ).
  • ⁇ v in equation (7) is equal to or less than the product of the passive earth pressure coefficient and the effective earth cover pressure determined by the N value and relative density of the target ground.
  • Tip resistance F tip becomes Equation (8).
  • ⁇ is a bearing force coefficient
  • A is a cross-sectional area (mm 2 )
  • N is a tip N value of the target ground.
  • FIG. 4 shows the blockage resistance F occlusion and cross-sectional area per Z-shaped steel sheet pile per pair of hat-shaped steel sheet piles in existing steel sheet piles or in a hat shape by fitting a joint.
  • a workability evaluation index indicating a ratio of a (F occlusion / a) economy shows a cross-sectional area a 0 and the ratio of the section modulus Ze per 1m wide wall direction during wall formation in existing sheet piles evaluation index ( A 0 / Ze) is a graph showing the relationship.
  • the unit of F occlusion / A is (kN / sheet) / (cm 2 / sheet), and the unit of A 0 / Ze is (cm 2 / m) / (cm 3 / m).
  • the horizontal axis is the workability evaluation index (F occlusion / A), and the smaller this value, the harder it is to occlude and it can be evaluated that the cross section is excellent in workability.
  • the vertical axis is the economic evaluation index (A 0 / Ze). The smaller this value, the cross-sectional area per 1 m in the wall direction when forming the wall, and the lighter the steel weight, the better the economic efficiency. It can be evaluated that there is.
  • sigma v of formula (7) is hit ⁇ degree Z v has been expressed as an exponential function of, not capable of increased indefinitely in response to striking ⁇ degree Z v, the upper limit defined by ground Have That is, when ⁇ v increases according to the placement depth Z v and rises to a stress level at which the ground at the steel sheet pile tip is in a passive fracture state, the ground at the steel sheet pile tip is in a broken state. v never increases. Therefore, ⁇ v in equation (7) is the product (v ⁇ ⁇ ) of the passive earth pressure coefficient ( ⁇ ), the effective soil cover pressure ( ⁇ v0 ) determined by the N value (N) of the target ground, and the relative density (Dr). v0 ) or less.
  • the workability evaluation index of the existing steel sheet pile is grouped into three cross-sectional shape groups according to the section modulus Ze discretely classified by the lower limit line of the workability evaluation index and the economic evaluation index.
  • three formula groups (first formula group G1, second formula group G2, second formula group corresponding to the three cross-sectional shape groups formulated as performance ranges defining the lower limit region of the economic evaluation index as the upper limit of the steel sheet pile 3.
  • a group of three formulas G3) is set.
  • the cross-sectional shape and the required shape-reducing ability at the time of manufacturing are gathered and manufactured in a cross-sectional shape group of three cross-section coefficient classes.
  • the formula group includes a first formula group G1 corresponding to the range of the formula (15), a second formula group G2 corresponding to the range of the formula (16), and a third formula corresponding to the range of the formula (17). It is divided into the formula group G3.
  • the geometrical constraints determined from the first flange width Wf and the web angle ⁇ of the steel sheet pile 3 and the structural constraints defined by the width-thickness ratio according to the steel yield strength for preventing buckling are set. Yes.
  • the first flange width is Wf> 0 and the web angle is 0 ° ⁇ ⁇ 90 °.
  • the first expression group G1 includes seven limit lines G1a, G1b, G1c, G1d, G1e, G1f, and G1g.
  • the lower limit line is shown.
  • the lower limit line of the first expression group G1 is shown.
  • the second expression group G2 is composed of eight limit lines G2a, G2b, G2c, G2d, G2e, G2f, G2g, and G2h.
  • the lower limit line is shown.
  • the lower limit line of group 2 group G2 is shown.
  • the third expression group G3 is composed of six limit lines G3a, G3b, G3c, G3d, G3e, and G3f.
  • the lower limit line of group 3 group G3 is shown.
  • FIG. 14 shows a ratio (H / t) of (section height H / minimum sheet thickness t) which is a section shape factor having a high correlation with the section deformation at the time of construction, and was obtained in an actual construction test. It is data. Since a full-scale steel sheet pile may be constructed by holding the first flange at the site, an eccentric external force may act on the steel sheet pile, and the steel sheet pile cross section may be deformed. When the steel sheet pile cross-section is deformed, the placement resistance may increase according to the change in the cross-sectional shape.
  • the constraint value of the ratio between the cross-sectional height H and the minimum plate thickness t is less than 39.
  • the data shown in FIG. 14 and the value of the constraint value 39 of H / t are for a standard ground on which a steel sheet pile having an N value of less than 50 on the target ground can be placed without an auxiliary method such as a water jet. Therefore, although the constraint value varies depending on the type and strength of the ground, using this index with the N value 50 of the target ground as the upper limit can cover normal steel sheet pile driving.
  • the steel sheet pile (6) has a longer placement time than the steel sheet pile (5) as the placement depth becomes 7 m or less, and is about twice as long as the steel sheet pile (5) by the 15 m placement. It can be confirmed that the workability is significantly reduced. Therefore, good workability can be secured by setting H / t to less than 39.
  • FIG. 16 shows the ratio of the placing resistance F and the ratio of the dynamic resistance Ru according to the placing resistance evaluation formula according to the present embodiment of each steel sheet pile when the steel sheet pile (steel sheet pile (1)) as the reference is 1.
  • FIG. Each steel sheet pile in FIG. 16 includes a steel sheet pile having an effective width of 900 mm or less and an effective width of 1270 mm or more.
  • the friction resistance generated at the interface between the steel sheet pile surface and the ground overlaps, so that the steel sheet pile is driven along the closed region where a higher restraint pressure is generated than the surrounding ground.
  • the blockage resistance formula that uses the blockage resistance F blockage, which is a typical resistance, as a calculation item is created, and the blockage resistance F blockage is evaluated based on this blockage resistance equation. It is possible to suitably evaluate the workability with respect to the shape of, and in particular, the length between the fitting centers of a pair of joints at the tip of the second flange that is outside the scope of application of the conventional workability index R Is the effective width The effective width is possible workability Evaluation of Full Scale sheet piles over 1270 mm.
  • the workability evaluation index and the economic evaluation index of the steel sheet pile 3 to be evaluated are the workability evaluation index and economic evaluation formulated by the formula group G including the section modulus Ze of the steel sheet pile 3 to be evaluated.
  • the limit region of the index it can be evaluated in comparison with the workability evaluation index and the economic evaluation index of the existing steel sheet pile.
  • the steel sheet pile to be evaluated can be set so that at least one of the workability evaluation index and the economic evaluation index is smaller than the value of any existing steel sheet pile. Therefore, compared with the conventional existing steel sheet pile, the steel sheet pile of the cross-sectional shape excellent in at least one performance among workability and economical efficiency can be provided.
  • a steel sheet pile having a suitable cross-sectional shape is evaluated with a workability evaluation index and an economic evaluation index for a steel sheet pile having a small cross-sectional shape. Can be determined.
  • the effective width is the length between the fitting centers of a pair of joints at the tip of the second flange, which is outside the scope of the conventional workability index R, the effective width is 1270 mm or more. Even if it is a large steel sheet pile, this evaluation method can be applied.
  • the (section height / minimum thickness) ratio which is a sectional shape factor having a high correlation with the section deformation at the time of construction, is provided as a constraint value of the formula group, and (section height / minimum thickness) By setting it as the steel sheet pile which becomes the range of ratio ⁇ 39, the construction which suppressed the deformation amount of the full width of the steel sheet pile within the JIS production tolerance can be performed.
  • a set of formulas that satisfy the geometric constraints for holding a pair of Z-shaped steel sheet piles in a hat shape by fitting a sheet pile or a joint can be set, and the performance required by the standard is satisfied
  • a steel sheet pile having a cross-sectional shape can be provided.
  • a steel sheet pile having a suitable cross-sectional shape excellent in at least one of workability and economic efficiency as compared with existing steel sheet piles by using an evaluation method in consideration of blocking resistance. Can be provided.
  • the steel sheet pile shown in FIG. 17 has a section modulus Ze of 1700 ⁇ Ze ⁇ 2300 cm 3 / m (formula (15)) in the first formula group G1 (see FIG. 18). It is an example. In this 1st Example, it is a Z-shaped steel sheet pile which makes a pair by fitting two joints and each dimension is shown in FIG.
  • the lower limit of the workability evaluation index (F occlusion / A) in the existing steel sheet pile of the first formula group G1 is 1.4
  • the economic evaluation index (A 0 / Ze) The lower limit is 0.0766.
  • the steel sheet pile of the first example is included in the first formula group G1 because the section modulus Ze is 2134 cm 3 / m, and each limit line G1a to G1g of the first formula group G1 (See FIG. 11).
  • the workability evaluation index (F occlusion / A) of the steel sheet pile of the first example set to the cross-sectional shape of Table 1 is 0.94
  • the economic evaluation index (A 0 / Ze) was 0.0734.
  • the steel sheet pile of the first example is smaller than the lower limit (0.0766) of the economic evaluation index (A 0 / Ze) of the existing steel sheet pile in terms of economy, and is compared with the existing steel sheet pile of the first example.
  • the performance is improved by about 4%.
  • the economic evaluation index (A 0 / Ze) is the lower limit value of the workability evaluation index (F occlusion / A) of the existing steel sheet pile, which is the lower limit value (0.0766). .40, the performance of the first embodiment with respect to the existing steel sheet pile is improved by about 33%.
  • the workability evaluation index (F blockage / A) of the steel sheet pile of the first example is 0.94
  • the steel sheet pile of the first example and the workability evaluation index (F blockage / A) are the same (0. 94)
  • the performance of the first embodiment with respect to the existing steel sheet pile is improved by about 17%.
  • the second embodiment is an example of a steel sheet pile included in the second formula group G2 (see FIG. 20) in which the section modulus Ze shown in FIG. 19 is in the range of 2300 ⁇ Ze ⁇ 3400 cm 3 / m (equation (16)).
  • the section modulus Ze shown in FIG. 19 is in the range of 2300 ⁇ Ze ⁇ 3400 cm 3 / m (equation (16)).
  • it is a Z-shaped steel sheet pile which makes a pair by fitting a joint and making it into a hat shape, and each dimension is shown in FIG.
  • FIG. 20 the section modulus Ze shown in FIG. 19 is in the range of 2300 ⁇ Ze ⁇ 3400 cm 3 / m (equation (16)).
  • the lower limit value of the economical evaluation index (A 0 / Ze) of the existing steel sheet pile compared with this cross-sectional shape is 0.0713
  • the economic evaluation index (A 0 / Ze) is 1.04.
  • the steel sheet pile of the second embodiment is included in the second formula group G2 because the section modulus Ze is 3057 cm 3 / m, and each limit line G2a to G2h of the second formula group G2 is included. (See FIG. 12).
  • the workability evaluation index (F occlusion / A) of the steel sheet pile of the second example set to the cross-sectional shape of Table 2 is 0.68
  • the economic evaluation index (A 0 / Ze) Was 0.0643. That is, the steel sheet pile of the second embodiment is smaller than the lower limit (0.0713) of the economic evaluation index (A 0 / Ze) of the existing steel sheet pile in terms of economy, and is compared with the existing steel sheet pile of the second embodiment.
  • the performance is improved by about 10%.
  • 1 is the lower limit value of the workability evaluation index (F blockage / A) of the existing steel sheet piles where the economic evaluation index (A 0 / Ze) is the lower limit value (0.0713). .04, the performance of the second embodiment with respect to the existing steel sheet pile is improved by approximately 35%.
  • the workability evaluation index (F blockage / A) of the steel sheet pile of the second example is 0.68
  • the steel sheet pile of the second example and the workability evaluation index (F blockage / A) are the same (0. 68)
  • the performance of the second embodiment with respect to the existing steel sheet pile is improved by about 19%.
  • the third embodiment is an example of a steel sheet pile included in the third formula group G3 (see FIG. 22) in which the section modulus Ze shown in FIG. 21 is in the range of 3400 cm 3 / m ⁇ Ze shown in formula (17).
  • the third embodiment is a Z-shaped steel sheet pile which is a set of two pieces fitted with a joint to form a hat shape, and the dimensions are shown in FIG. In the third embodiment, H / t> 39.
  • FIG. 22 The third embodiment is an example of a steel sheet pile included in the third formula group G3 (see FIG. 22) in which the section modulus Ze shown in FIG. 21 is in the range of 3400 cm 3 / m ⁇ Ze shown in formula (17).
  • the third embodiment is a Z-shaped steel sheet pile which is a set of two pieces fitted with a joint to form a hat shape, and the dimensions are shown in FIG. In the third embodiment, H / t> 39.
  • FIG. 22 shows the third embodiment.
  • the lower limit value of the economic evaluation index (A 0 / Ze) of the existing steel sheet pile compared with this cross-sectional shape is 0.0602, and the economic evaluation index (A 0 / Ze)
  • the lower limit of the workability evaluation index (F occlusion / A) of the existing steel sheet pile at 0.0602 is 0.52.
  • the steel sheet pile of the third example is included in the third formula group G3 because the section modulus Ze is 4466 cm 3 / m, and each limit line G3a to G3f of the third formula group G3 is included. (See FIG. 13).
  • the workability evaluation index (F occlusion / A) of the steel sheet pile of the third example set to the cross-sectional shape of Table 3 is 0.49, and the economic evaluation index (A 0 / Ze) was 0.0507.
  • the steel sheet pile of the third embodiment is smaller than the lower limit (0.0602) of the economic evaluation index (A 0 / Ze) of the existing steel sheet pile in terms of economy, and is compared with the existing steel sheet pile of the third embodiment.
  • the performance is improved by about 16%.
  • 0 is the lower limit value of the workability evaluation index (F occlusion / A) of the existing steel sheet pile in which the economic evaluation index (A 0 / Ze) is the lower limit value (0.0602). .52, the performance of the third embodiment relative to the existing steel sheet pile is improved by about 5%.
  • the workability evaluation index (F blockage / A) of the steel sheet pile of the third example is 0.49
  • the steel sheet pile of the third example and the workability evaluation index (F blockage / A) are the same 0.49.
  • the performance of the third embodiment with respect to the existing steel sheet pile is improved by about 17%.
  • the fourth example is an example of a steel sheet pile included in the third formula group G3 (see FIG. 24) in which the section modulus Ze shown in FIG. 23 is in the range of 3400 cm 3 / m ⁇ Ze shown in formula (17).
  • this 4th Example it is a Z-shaped steel sheet pile which makes a pair by fitting two joints and each dimension is shown in FIG.
  • a constraint condition of H / t ⁇ 39 is provided.
  • the lower limit value of the economical evaluation index (A 0 / Ze) of the existing steel sheet pile compared with this cross-sectional shape is 0.0602, and the economic evaluation index (A 0 / Ze)
  • the lower limit of the workability evaluation index (F occlusion / A) of the existing steel sheet pile at 0.0602 is 0.52.
  • the steel sheet pile of the fourth embodiment has a section modulus Ze of 4916 cm 3 / m, and thus is included in the third formula group G3, and each limit line G3a to G3f of the third formula group G3. (See FIG. 13).
  • the workability evaluation index (F occlusion / A) of the steel sheet pile of the fourth example set to the cross-sectional dimensions of Table 4 is 0.43, and the economic evaluation index (A 0 / Ze) was 0.0562.
  • the steel sheet pile of the fourth example is smaller than the lower limit (0.0602) of the economic evaluation index (A 0 / Ze) of the existing steel sheet pile in terms of economy, and is compared with the existing steel sheet pile of the fourth example.
  • the performance is improved by about 7%.
  • the workability evaluation index (F blockage / A) of the steel sheet pile of the fourth example is 0.43
  • the steel sheet pile of the fourth example and the workability evaluation index (F blockage / A) are the same 0.43.
  • the performance of the third embodiment with respect to the existing steel sheet pile is improved by about 10%.
  • FIGS. 11 to 13 show respective formula groups (first formula group G1, second formula group G2, third formula group G3) determined under the above conditions. ), The limit areas of the workability evaluation index C and the economic evaluation index E are set by these formula groups, and this is used as the performance range of the steel sheet pile.
  • the scope of application of the present invention is not limited to this.
  • the N value which is the ground condition in the calculation of the blockage resistance F blockage is set to a different value, and the steel sheet pile is based on each formula group determined in the calculation conditions associated therewith.
  • a performance range may be defined.
  • FIGS. 26 to 28 illustrate a plurality of limit lines constituting each of the expression groups G1 to G3 shown in Table 5. Each expression is similar to FIGS. 11 to 13 described in the above embodiment. The performance range of the steel sheet pile shown by a group is shown.
  • FIGS. 29 to 31 illustrate a plurality of limit lines constituting each of the expression groups G1 to G3 shown in Table 6. Each expression is similar to FIGS. 11 to 13 described in the above embodiment. The performance range of the steel sheet pile shown by a group is shown.
  • the performance range of the steel sheet pile is specified from the plurality of limit lines constituting the formula group G even when the condition for calculating the closing resistance F closing is changed. It can be seen that a steel sheet pile having a cross-sectional shape excellent in at least one of the workability and the economical efficiency can be provided. That is, it can be seen that the technology of the present invention can be applied under all ground conditions.
  • FIG. 32 is a graph showing the ground conditions in the full-scale construction test, and represents the N value depth distribution.
  • FIGS. 33 to 35 are graphs showing the total width difference before and after the casting of a steel sheet pile having an effective width of 1270 mm or more. Each graph has a ratio (section height H / minimum sheet thickness t) of 39, 42, 45. The case is shown.
  • the steel sheet pile according to the present invention may be manufactured hot.

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PCT/JP2014/061085 2014-04-18 2014-04-18 鋼矢板 WO2015159434A1 (ja)

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PCT/JP2014/061085 WO2015159434A1 (ja) 2014-04-18 2014-04-18 鋼矢板
JP2016513607A JP6108031B2 (ja) 2014-04-18 2014-07-07 鋼矢板
CN201480063646.2A CN105765130B (zh) 2014-04-18 2014-07-07 钢板桩
PCT/JP2014/068070 WO2015159445A1 (ja) 2014-04-18 2014-07-07 鋼矢板

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Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
WO2020045117A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
WO2020045118A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板
WO2020045113A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板、鋼矢板壁および鋼矢板壁の製造方法
WO2020045119A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板
WO2020045115A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
WO2020045116A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
WO2020045114A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法

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* Cited by examiner, † Cited by third party
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TWI685601B (zh) * 2017-10-02 2020-02-21 日商日本製鐵股份有限公司 帽型鋼板樁

Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4873097B2 (ja) * 2009-12-11 2012-02-08 Ｊｆｅスチール株式会社 Ｚ形鋼矢板

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS61270413A (ja) * 1985-05-24 1986-11-29 Seibu Polymer Kasei Kk 鋼矢板の継手及びその施工法
LU88566A1 (fr) * 1994-12-07 1996-07-15 Profilarbed Sa Procédé de laminage de palplanches à section en forme de Z
EP0795649B1 (en) * 1995-09-29 2004-03-24 Sumitomo Metal Industries, Ltd. Unsymmetrical steel sheet pile and method for manufacturing the same
GB9816698D0 (en) * 1998-07-31 1998-09-30 British Steel Plc Steel sheet piling
KR100711068B1 (ko) * 2002-10-31 2007-04-24 수미도모 메탈 인더스트리즈, 리미티드 강제 벽 및 그 제조방법

Patent Citations (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4873097B2 (ja) * 2009-12-11 2012-02-08 Ｊｆｅスチール株式会社 Ｚ形鋼矢板

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WO2020045118A1 (ja) * 2018-08-31 2020-03-05 日本製鉄株式会社 ハット形鋼矢板
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JPWO2020045119A1 (ja) * 2018-08-31 2021-04-08 日本製鉄株式会社 ハット形鋼矢板
JPWO2020045114A1 (ja) * 2018-08-31 2021-08-10 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
JPWO2020045115A1 (ja) * 2018-08-31 2021-08-10 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
JPWO2020045116A1 (ja) * 2018-08-31 2021-08-10 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
JPWO2020045117A1 (ja) * 2018-08-31 2021-08-10 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
JP2022120104A (ja) * 2018-08-31 2022-08-17 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
JP2022120053A (ja) * 2018-08-31 2022-08-17 日本製鉄株式会社 ハット形鋼矢板および鋼矢板壁の製造方法
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JP2022130453A (ja) * 2018-08-31 2022-09-06 日本製鉄株式会社 ハット形鋼矢板
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