WO2010082468A1 - 組合せ鋼矢板、組合せ鋼矢板により構成される土留め壁、及び組合せ鋼矢板の選定方法 - Google Patents
組合せ鋼矢板、組合せ鋼矢板により構成される土留め壁、及び組合せ鋼矢板の選定方法 Download PDFInfo
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- WO2010082468A1 WO2010082468A1 PCT/JP2010/000107 JP2010000107W WO2010082468A1 WO 2010082468 A1 WO2010082468 A1 WO 2010082468A1 JP 2010000107 W JP2010000107 W JP 2010000107W WO 2010082468 A1 WO2010082468 A1 WO 2010082468A1
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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
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- the present invention relates to a combination steel sheet pile, a retaining wall composed of the combination steel sheet pile, and a method of selecting a combination steel sheet pile.
- the combination steel sheet pile and the earth retaining wall of the present invention are mainly used to prevent the fall of soil and the like mainly in a harbor quay facility, a revetment, an underground excavation work and the like.
- steel sheet piles are generally used as steel materials for underground continuous walls mainly used for earth retaining walls to prevent the fall of soil and the like and revetment walls of rivers.
- U-shaped, Z-shaped, straight, hat-shaped steel sheet piles are used for the steel sheet piles.
- an integrated underground continuous wall (wall) is formed by embedding the joints of adjacent steel sheet piles in the ground while fitting them together.
- a general method for increasing the strength of the wall there is a method of increasing the cross-sectional performance by increasing the cross-sectional size of the steel sheet pile alone, or a steel sheet pile such as U-shape, Z-shape, linear shape, or hat shape.
- a combination steel sheet pile in which H-shaped steel or CT steel is joined by welding or the like.
- Patent Literatures 1 and 2 disclose underground continuous walls using combined steel sheet piles.
- the web portion, the pair of flange portions connected to both ends of the web portion, and the pair of arm portions connected to the ends of the pair of flange portions A hat-shaped steel sheet pile is used which has a joint portion formed at the end of the pair of arm portions.
- the H-shaped steel is combined with the hat-shaped steel sheet pile.
- the H-shaped steel has a central web portion and a pair of flange portions (a first flange portion and a second flange portion) provided at both ends of the central web portion.
- the hat-shaped steel sheet pile and the H-shaped steel are combined by fixing the second flange portion of the H-shaped steel to the outer surface of the web portion of the hat-shaped steel sheet pile by welding or the like.
- the arm side (cross-sectional concave side) in the hat-shaped steel sheet pile is defined as the inner side
- the web side (cross-sectional convex side) is defined as the outer side.
- this combination steel sheet pile has a high bending rigidity to a bending external force applied in a direction perpendicular to the length direction (embedding direction). Therefore, the combination steel sheet pile has been frequently used conventionally as a water blocking wall or a self-supporting earth retaining wall.
- the water blocking wall is required to have a bending rigidity only at the time of embedding, there is almost no case where the cross-sectional shape of the water blocking wall is determined based on the generated stress of the steel material after embedding. For this reason, in the water blocking wall formed from the combined steel sheet pile, it was not necessary to use a steel sheet pile having a high yield point or a H-shaped steel.
- the cross-sectional shape is determined according to the displacement of the earth retaining wall head, and the cross-sectional shape is not determined according to the bending moment generated by the earth pressure or water pressure. For this reason, it was not necessary to use a steel sheet pile having a high yield point or a H-shaped steel in a self-supporting holding wall made of a combination steel sheet pile.
- Table 1 the combination sheet pile by a hat-shaped steel sheet pile (SYW295) H-shaped steel and (SM490A), hat-shaped steel sheet piles and H-shaped steel sheet pile respective minimum yield point sigma yS, and sigma yh, yield by the combination
- the point ratio ⁇ y h / ⁇ ys is shown.
- the minimum yield point and the minimum yield point ratio are compared by distinguishing the flange thickness between 16 mm or less and 16 mm or more.
- the H-shaped steel and the hat-shaped steel sheet pile are made of materials having almost the same level of strength.
- Minimum yield point of H-section steel of SM490A are 315 ⁇ 325N / mm 2
- a minimum yield point of the hat-shaped steel sheet pile SYW295 is 295N / mm 2.
- Flange thickness 16mm than whether to classify at yield ratio ⁇ yh / ⁇ ys obtained in H-shaped steel, in the flange thickness of the H-shaped steel is 16mm or less, a 1.102, a 16mm greater, It can be seen from Table 1 that it is 1.068. From these data, it can be seen that the yield point ratio ⁇ yh / ⁇ ys is at most about 1.1 regardless of the size of the flange thickness of the H-section steel.
- combined steel sheet piles are used not only for self-supporting earth retaining walls but also for post-holding earth retaining walls used for large harbor structures and the like.
- a tension member such as a tie rod
- the buttress type retaining wall is pulled together and fixed in the vicinity of the head of the connected steel sheet pile and H-shaped steel.
- the hat-shaped steel sheet pile can not exhibit a remarkable advantage over the hot-rolled Z-shaped steel sheet pile.
- Table 2 has shown the example of a comparison result of a section coefficient and steel-material weight in case the required section coefficient per 1 m of wharf is about 4000 cm ⁇ 3 >.
- H of hat shaped steel sheet pile of 10H H from the bottom of the lower flange to the top of the upper flange 700mm, flange width 200mm, center web thickness 9mm, flange thickness 12mm Shape steel is combined.
- a hot-rolled Z-shaped steel sheet pile is mentioned.
- the object of the present invention is to significantly improve the flexural strength of a combination steel sheet pile of hat-shaped steel sheet pile and H-shaped steel (especially when used for non-retaining type earth retaining wall etc.) while maintaining the required section coefficient.
- Combined steel sheet pile capable of achieving a significant weight reduction compared to conventional Z-shaped steel sheet piles, and a retaining wall constructed by connecting such combination steel sheet piles To provide.
- a first aspect of the present invention is a combined steel sheet pile having a hat-shaped steel sheet pile and an H-shaped steel.
- the hat-shaped steel sheet pile comprises: a web portion; a pair of flange portions provided at both ends of the web portion; a pair of arm portions respectively provided at the end portions of the pair of flange portions; And a pair of joint portions respectively formed at the end portions.
- the H-shaped steel sheet pile has a central web portion; a first flange portion provided at one end of the central web portion; and a second flange portion provided at the other end of the central web portion.
- the second flange portion is fixed to the outside of the web portion of the hat-shaped steel sheet pile, and the ratio of the minimum yield point ⁇ yh of the H-section steel to the minimum yield point ⁇ ys of the hat-shaped steel sheet pile A certain minimum yield point ratio ⁇ yh / ⁇ ys is 1.105 or more.
- the minimum yield point ratio ⁇ yh / ⁇ ys may be 1.109 or more and 1.559 or less.
- the 2nd aspect of this invention is the earth retaining wall which used 2 or more of combination steel sheet piles as described in said (1) or (2).
- this earth retaining wall the joint portions of the adjacent combination steel sheet piles are connected to each other.
- the 3rd aspect of this invention is the combination selection method of the combination steel sheet pile which has a hat-shaped steel sheet pile and H-section steel.
- a minimum yield point sigma yh of the H-shaped steel which is the ratio minimum yield point ratio ⁇ yh / ⁇ ys a minimum yield point sigma ys of the hat-shaped steel sheet pile is a 1.105 or more Select a combination as follows.
- the present inventors focused on the point that the bending strength of the combined steel sheet pile is governed by the material of the H-shaped steel rather than the material of the hat-shaped steel sheet pile.
- the H-shaped steel and the hat-shaped steel sheet pile are fixed to each other by welding or the like to form a combined steel sheet pile. Therefore, the materials of the H-shaped steel and the hat-shaped steel sheet pile can be selected independently.
- the combination of the minimum yield point ⁇ yh of the H-section steel and the minimum yield point ⁇ ys of the hat-shaped steel sheet pile and their ratio ⁇ y h / ⁇ ys can be selected arbitrarily. Therefore, the present inventors have found that a large bending strength can be obtained by setting the minimum yield point ⁇ yh of the H-shaped steel to be larger than the minimum yield point ⁇ ys of the hat-shaped steel sheet pile.
- the inventors set the length from the bottom of the arm of the hat-shaped steel sheet pile to the top of the first flange of the H-section steel as H, and from the bottom of the arm to the neutral axis of the combined steel sheet pile. It was found that when the length is y, the value of the ratio y / H does not reach 0.5 and is preferably at most about 0.475 as described later.
- the present inventors generally used a 10H-type hat-shaped steel sheet pile (width 900 mm, height 230 mm, cross-sectional area 110 cm 2 / piece, second moment of area 9430 cm 4 / piece) or 25H-shaped hat-shaped steel sheet pile
- a 10H-type hat-shaped steel sheet pile width 900 mm, height 230 mm, cross-sectional area 110 cm 2 / piece, second moment of area 9430 cm 4 / piece
- 25H-shaped hat-shaped steel sheet pile about 194 kinds of combination steel sheet piles of H-shaped steel having a width of 900 mm, a height of 300 mm, a cross-sectional area of 144.4 cm 2 / book, and a second moment of area of 22000 cm 4 / book and a height of 400 mm to 1000 mm.
- the value of the ratio y / H was investigated.
- the H-shaped steels used in the combination exclude special H-shaped steels having a flange thickness of more than 30 mm as used for columns.
- steel sheet piles and H-section steels have so-called sheet thickness / width ratio (t / d) values defined. Therefore, y / H of the combined steel sheet pile is also distributed in a certain range. As shown in FIG. 6, the lower limit of the value of y / H of the combination steel sheet pile in the above range was about 0.37, and the upper limit was about 0.48.
- a combination steel sheet pile close to the upper limit, in the actual design, allows the selection of a more economical combination steel sheet pile with other combination steel sheet piles.
- a combination steel sheet pile of 10H-type steel sheet pile with a value of y / H of 0.48, H-section steel with a height of 450 mm, a flange width of 250 mm, and a flange thickness of 28 mm has a section coefficient of 5050 cm 3 / m, steel material weight 266 kg / m
- the value y / H of the combination steel sheet pile in this case is 0.467.
- the present inventors desirably set the upper limit value of y / H to 0.475, which is close to the upper limit of the above analysis result. This is because by setting the value to this value, the value of y / H can be brought close to the upper limit value, and the characteristics originally possessed by the combined steel sheet pile can be sufficiently exhibited.
- the upper surface of the first flange of the H-shaped steel from the neutral axis in the combined steel sheet The cross-sectional shape should be selected so that the ratio ( Hy ) / y of the length to (Hy) and y is equal to or more than the above ⁇ yh / ⁇ ys , but (Hy) / y is, since it will select the unwanted steel strength to select a very large range than the sigma yh / sigma ys, in this case, (H-y) / y and the sigma yh / sigma
- an area that is approximately equal to ys the stress generated at the outer edge of the hat-shaped steel sheet pile at the lowest yield point of the hat-shaped steel sheet pile under the bending moment at which the outer edge of the H-section steel yields It can be suppressed. Therefore, it can be set as the cross-sectional
- FIG. 1 is a front view of a combination steel sheet pile 1 according to an embodiment of the present invention
- FIG. 2 shows a perspective view thereof
- FIG. 3 shows a side view thereof.
- the combination steel sheet pile 1 has a hat-shaped steel sheet pile 10 and an H-shaped steel 20.
- the hat-shaped steel sheet pile 10 has a web portion 11, a pair of flange portions 12, a pair of arm portions 13, and a pair of joint portions 14.
- the pair of flanges 12 are continuously provided so as to be inclined from both sides of the web portion 11.
- the pair of arm portions 13 is continuously provided in parallel to the web portion 11 from the tip end of the flange portion 12.
- the pair of joint portions 14 are respectively formed at the tip of the arm portion 13.
- one joint portion 14 and the other joint portion 14 have point-symmetrical cross-sectional shapes.
- This joint portion 14 has a shape that can be fitted to another joint portion 14 in another adjacent combination steel sheet pile 1, and in particular has a fitting strength so that the joint portions 14 do not separate from each other at the time of fitting. It is being enhanced.
- the hat-shaped steel sheet pile 10 used in the present invention is a rolled steel material by hot rolling, the joint portion 14 is formed into a complicated shape, and the strength of the joint portion 14 is enhanced.
- the H-shaped steel 20 is manufactured by rolling.
- the H-shaped steel 20 has a central web portion 21 and a pair of flange portions 22a (first flange portions) and 22b (second lower flange portions) provided at both ends of the central web portion 21.
- One flange portion 22 b (second flange portion) in the H-shaped steel 20 is fixed to the outer surface of the web portion 11 in the hat-shaped steel sheet pile 10.
- the flange portion 22b (second flange portion) of the H-shaped steel 20 is fixed to the web portion 11 of the hat-shaped steel sheet pile 10, for example, by any of welding, bonding, bolts, rivets, screws, scissors and the like. It is good.
- the welding portion 27 is fixed by welding to the second flange portion 22b is taken as an example.
- the welding points 27 may be intermittently welded at arbitrary intervals toward the longitudinal direction (embedding direction) of the H-section steel 20 as shown in FIG. 3, or may be continuously welded. . By welding in this manner, the hat-shaped steel sheet pile 10 and the H-shaped steel 20 can be fixed easily and firmly.
- the second flange portion 22 b of the H-shaped steel 20 is It is desirable that the outer surface of the web portion 11 be in surface contact. The reason is that when the combined steel sheet pile 1 receives an external force such as water pressure by bringing the second flange portion 22 b into surface contact with the outer surface of the web portion 11 of the hat shaped steel sheet pile 10, the hat shaped steel sheet pile It is because it becomes possible for 10 and the H-section steel 20 to mutually share force, and to make it behave as an integral structure. Furthermore, when the hat-shaped steel sheet pile 10 and the H-shaped steel 20 are welded to each other, the H-shaped steel 20 can be stabilized, and the welding process can be easily advanced.
- FIG. 4 has shown the example which comprised the underground continuous wall 5 by mutually connecting the combination steel sheet pile 1 which consists of such a structure.
- the underground continuous walls 5 are connected to each other through the joint portion 14 in each combination steel sheet pile 1 to constitute one wall.
- this underground continuous wall 5 is comprised by arrange
- the bending resistance in the combined steel sheet can not be sufficiently improved. Therefore, in order to secure a desired cross section coefficient, it is necessary to increase the total weight of the steel by increasing the cross sectional area of the steel. Therefore, when ⁇ yh / ⁇ ys is less than 1.105, the processing cost is increased as compared with the conventional Z-shaped steel sheet pile, which is disadvantageous.
- the material of the hat-shaped steel sheet pile 10 and the material of the H-shaped steel 20 are selected such that ⁇ yh / ⁇ ys is 1.105 or more. Therefore, the bending strength of the combined steel sheet pile can be further improved, and it becomes possible to exhibit its superiority particularly when it is used for a buttress type retaining wall.
- the upper limit of this ⁇ yh / ⁇ ys is not particularly specified, but may be about 1.6 which is the upper limit of the ratio of the minimum yield points of the current standard hat-shaped steel sheet pile and H-section steel.
- ⁇ yh / ⁇ ys becomes a combination of 1.6 or more.
- the ratio ⁇ yh / ⁇ ys between the minimum yield point ⁇ yh of the H-section steel and the minimum yield point ⁇ ys of the steel sheet is set to 1.109 to 1.559 as described later. It may be adjusted. Thereby, it becomes possible to realize the reinforcement of the bending strength in combination steel sheet pile 1 more certainly and strongly.
- the dimension of the combination steel sheet pile 1 concerning this embodiment is demonstrated.
- the length from the bottom surface of the arm portion 13 in the hat-shaped steel sheet pile 10 to the upper surface of the first flange portion 22 a in H-shaped steel is H.
- the length from the bottom surface of the arm portion 13 to the neutral axis in the combined steel sheet pile 1 is y.
- the ratio of the length (Hy) from the neutral axis in the combined steel sheet pile 1 to the upper surface of the first flange portion 22a in the H-section steel 20 to y is expressed as (Hy) / y Ru.
- the cross-sectional shape may be selected such that this ratio ( Hy ) / y is larger than ⁇ yh / ⁇ ys .
- Table 3 shows an example of the combination of the hat-shaped steel sheet pile 10 and the H-shaped steel 20 of the combination steel sheet pile 1.
- SYW 295 of JISA 5523 is used for the hat-shaped steel sheet pile 10.
- This SYW 295 has a minimum yield point of 295 N / mm 2 .
- Q345B of Chinese Standard GB / T1591, SM490YA of JISG3106, and SM570 of JISG3106 are used for H-shaped steel 20, respectively.
- the minimum yield points ⁇ yh and ⁇ ys of the H-shaped steel 20 and the hat-shaped steel sheet pile 10 are respectively shown in the table.
- Table 4 shows another combination example of the hat-shaped steel sheet pile 10 and the H-shaped steel 20 of the combination steel sheet pile 1.
- S320GP of Euro standard EN10248 is used as a standard of the hat-shaped steel sheet pile 10.
- S320GP of this Euro standard EN10248 has a minimum yield point of 320 N / mm 2 .
- SM490YA and SM570 are used for the H-section steel 20 as an example.
- the minimum yield points ⁇ yh and ⁇ ys of the H-shaped steel 20 and the hat-shaped steel sheet pile 10 are shown in Table 4 respectively.
- the sigma yh / sigma ys can be about 1.109 to 1.559, a combination The bending resistance in the steel sheet pile 1 can be enhanced. Because of course steel standard other than these standards variously present, to the extent that the minimum yield point ratio ⁇ yh / ⁇ ys combination steel sheet pile 1 is equal to or greater than 1.105, optionally hat-shaped steel sheet pile 10 and the H-shaped steel 20 You may combine it with
- the ratio (H-y) / y of length to the upper surface of the first flange portion 22a of the H-section steel and (H-y) and y from the neutral axis in combination sheet pile is, sigma yh
- the cross-sectional shape selected to be larger than / ⁇ ys will be described.
- the length y from the bottom surface of the arm portion 13 to the neutral axis in the combined steel sheet pile 1 is expressed by the following equation (1) It can be asked.
- y ⁇ (As ⁇ hs / 2) + (2 ⁇ Ah ⁇ hs + Ah ⁇ h h ) / 2 ⁇ / (As + Ah) (1)
- hs height of the hat-shaped steel sheet pile 10 (see FIG. 1)
- h h height of H-section steel 20 (see FIG. 1)
- Ah Cross-sectional area per H-shaped steel 20
- the ratio (Hy) of H to the length (Hy) from the neutral axis of the combination steel sheet pile 1 to the upper surface of the first flange portion 22a of the H-section steel 20 (Hy) / H is (Y / H))
- the ratio of length y to H from the neutral axis in the combined steel sheet pile 1 to the bottom of the arm portion 13 in the hat shaped steel sheet pile 10 is expressed by y / H .
- equation (4) (2-((hs / H) + (Ah / As) / (1+ (Ah / As))) / ((hs / H) + (Ah / As) / (1+ (Ah / As)) ⁇ ⁇ yh / ⁇ ys ... (4)
- the ratio Ah / As of the cross-sectional area Ah of the H-section steel 20 applied to the combined steel sheet pile 1 and the cross-sectional area As of the hat-shaped steel sheet pile 10 should be determined based on each parameter defined in the equation (5). Can.
- Table 5 shows cross-sectional data of the hat-shaped steel sheet pile 10 used in describing the present approach method
- Table 6 shows cross-sectional data of the H-section steel 20.
- the 10H hat-shaped steel sheet pile 10 shown in Table 5 is used for the hat-shaped steel sheet pile 10.
- the width, height, cross-sectional area As, second moment of area Is, and steel material weight of the hat-shaped steel sheet pile 10 of 10 H are as shown in Table 5.
- H-shaped steel 20 prepared seven types from which cross-sectional area Ah mutually differs. The respective sizes, the cross-sectional area Ah, the second moment of area Ih, and the steel material weight are as shown in Table 6.
- Table 7 shows a list of combined steel sheet piles 1 configured by combining each type of H-shaped steel 20 of Table 6 with the hat-shaped steel sheet pile 10 shown in Table 5.
- combination steel sheet pile 1 is configured by combining H-shaped steel 20 corresponding to combination number 1 in Table 6 and hat-shaped steel sheet pile 10 shown in Table 5 .
- the generated stress is generally in proportion to the distance from the neutral axis within the elastic range. Therefore, the stress ⁇ s generated at the outer edge of the steel sheet pile 10 is the ratio of the distance between the stress ⁇ h generated at the outer edge of the first flange 22 a of H-section steel and the neutral axis (1- (y / H)) / ( It can be calculated from y / H) using the following equation. In addition, it is assumed that this equation can be applied even when the stress ⁇ s generated at the outer edge of the steel sheet pile 10 exceeds the yield point.
- Table 8 shows the minimum yield point and the minimum yield point ratio in the H-shaped steel 20 and the hat-shaped steel sheet pile 10 configured by combining them in Table 7.
- the minimum yield point is 355 (N / mm 2 ) for the H-section steel 20 and 295 (N / mm 2 ) for the hat-shaped steel sheet pile 10. Also, their yield point ratio ( ⁇ yh / ⁇ ys ) is 1.20.
- Table 9 shows the ratio Ah / As of the cross-sectional area Ah of the H-shaped steel 20 and the cross-sectional area As of the hat-shaped steel sheet pile 10, which is obtained by the equation (5). From Table 8, hs / H is 0.247, and since the yield point ratio ⁇ yh / ⁇ ys is 1.20, the area ratio Ah / As is shown to be 1.96. There is.
- the ratios Ah / As are 2.10 and 2.21 and 2.37, respectively, which exceeds 1.96 calculated from the equation (5).
- the combination number 5 305N / mm 2 As for the stress sigma s occurring in the outer edge of the sheet pile 10, the combination number 5 305N / mm 2, the combination number 6 313n / mm 2, the combination number 7 and 321N / mm 2, both the hat-shaped steel sheet pile The minimum yield point of 10 (295 N / mm 2 ) is exceeded. Therefore, although the yield point of the H-shaped steel 10 is improved in comparison with the yield point of the hat-shaped steel sheet pile 20, the advantage can not be enjoyed.
- a hat shaped steel sheet pile of 10H shown in Table 5 is taken as an example.
- the steel sheet pile used for the combination steel sheet pile 1 may be a hat-shaped steel sheet pile other than this.
- a hat-shaped steel sheet pile having a width of 900 mm, a height of 300 mm, a cross-sectional area of 144.4 cm 2 / piece, and a second moment of area of 22000 cm 4 / piece may be used.
- Table 10 shows the steel material weight reduction effects of the conventional example and the inventive example when the required yield bending moment is 1450 kN ⁇ m / piece.
- the minimum yield point of the hat-shaped steel sheet pile 10 is 295 N / mm 2
- the minimum yield point of the H-section steel 20 is 315 N / mm 2
- a steel material weight of 195 kg / piece is required to satisfy the required yield bending moment of 1450 kN ⁇ m / piece
- Table 11 shows the steel material weight reduction effects of the conventional example and the inventive example when the required yield bending moment is 1490 kN ⁇ m / piece.
- a steel material weight of 225 kg / piece is required to satisfy the required yield bending moment of 1490 kN ⁇ m / piece, whereas in the present invention example, it is possible to achieve the steel weight of 186 kg / piece.
- the example of the present invention can achieve weight reduction of about 17% as compared with the conventional example.
- the bending strength of the combined steel sheet pile formed by combining the hat-shaped steel sheet pile and the H-shaped steel can be significantly improved, and the weight reduction of the combined steel sheet pile can be achieved. , Industrial applicability is great.
Abstract
Description
(1)本発明の第一の態様は、ハット形鋼矢板と、H形鋼とを有する組合せ鋼矢板である。前記ハット形鋼矢板は、ウェブ部と;前記ウェブ部の両端に設けられる一対のフランジ部と;前記一対のフランジ部の端部にそれぞれ設けられる一対のアーム部と;前記の一対のアーム部の端部にそれぞれ形成される一対の継手部と;を有する。前記H形鋼矢板は、中央ウェブ部と;前記中央ウェブ部の一端に設けられる第1のフランジ部と;前記中央ウェブ部の他端に設けられる第2のフランジ部と;を有する。前記第2のフランジ部は、前記ハット形鋼矢板の前記ウェブ部の外側に固定され、前記H形鋼の最小降伏点σyhと、前記ハット形鋼矢板の最小降伏点σysとの比である最小降伏点比σyh/σysは、1.105以上である。
上記(2)に記載の構成によれば、組合せ鋼矢板1における曲げ耐力の増強をより確実かつ強固に実現することが可能となる。
上記(3)に記載の構成によれば、曲げ耐力をより増強させた組合せ鋼矢板による土留め壁を得ることが出来る。
このように、本発明によれば、必要断面係数を満たす上でより軽量化を図ることで従来のZ形鋼矢板と比較して顕著な優位性を発揮させることが可能となる。
図1に示すハット形鋼矢板10、H形鋼20の各寸法に基づいて、アーム部13の底面から当該組合せ鋼矢板1における中立軸までの長さをyは、以下の式(1)から求めることができる。
y={(As・hs/2)+(2・Ah・hs+Ah・hh)/2}/(As+Ah)・・・・・・・・・・(1)
hs:ハット形鋼矢板10の高さ(図1参照)
hh:H形鋼20の高さ(図1参照)
As:ハット形鋼矢板10の一枚当たりの断面積
Ah:H形鋼20の一本当たりの断面積
y/H={hs/H+(Ah/As)/(1+(Ah/As))}/2・・・・・・・・・・(2)
(1-(y/H))/(y/H)≧σyh/σys・・・・・・・・・・(3)
(2-((hs/H)+(Ah/As)/(1+(Ah/As)))/((hs/H)+(Ah/As)/(1+(Ah/As))≧σyh/σys・・・・・・・・・・(4)
Ah/As≦(2-(1+β)・(hs/H))/(β+(1+β)・(hs/H)-1)・・・・・・・・・・(5)
σh:σs=(H-y):y=(1-(y/H)):(y/H)
σs=σh/((1-(y/H))/(y/H))
11 ウェブ部
12 フランジ部
13 アーム部
14 継手部
20 H形鋼
21 中央ウェブ部
22a 第1のフランジ部
22b 第2のフランジ部
27 溶接箇所
Claims (4)
- ハット形鋼矢板と、H形鋼とを有する組合せ鋼矢板であって、
前記ハット形鋼矢板は、
ウェブ部と;
前記ウェブ部の両端に設けられる一対のフランジ部と;
前記一対のフランジ部の端部にそれぞれ設けられる一対のアーム部と;
前記の一対のアーム部の端部にそれぞれ形成される一対の継手部と;
を有し、
前記H形鋼矢板は、
中央ウェブ部と;
前記中央ウェブ部の一端に設けられる第1のフランジ部と;
前記中央ウェブ部の他端に設けられる第2のフランジ部と;
を有し、
前記第2のフランジ部が、前記ハット形鋼矢板の前記ウェブ部の外側に固定され、
前記H形鋼の最小降伏点σyhと、前記ハット形鋼矢板の最小降伏点σysとの比である最小降伏点比σyh/σysが、1.105以上である
ことを特徴とする組合せ鋼矢板。 - 前記最小降伏点比σyh/σysが、1.109以上1.559以下であること
を特徴とする請求項1記載の組合せ鋼矢板。 - 請求項1又は2記載の組合せ鋼矢板を2つ以上用いた土留め壁であって、隣り合う前記組合せ鋼矢板の前記継手部が互いに連結されていることを特徴とする土留め壁。
- ハット形鋼矢板と、H形鋼とを有する組合せ鋼矢板の組合せ選定方法であって、前記H形鋼の最小降伏点σyhと、前記ハット形鋼矢板の最小降伏点σysとの比である最小降伏点比σyh/σysが、1.105以上となるように組合せを選定することを特徴とする組合せ鋼矢板の組合せ選定方法。
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CN201080004497.4A CN102282315B (zh) | 2009-01-16 | 2010-01-12 | 组合钢板桩、由组合钢板桩构成的板桩壁和组合钢板桩的选定方法 |
JP2010546585A JP4890646B2 (ja) | 2009-01-16 | 2010-01-12 | 組合せ鋼矢板、組合せ鋼矢板により構成される土留め壁、及び組合せ鋼矢板の選定方法 |
HK12100571.3A HK1160193A1 (zh) | 2009-01-16 | 2012-01-18 | 組合鋼板樁、由組合鋼板樁構成的板樁壁和組合鋼板樁的選定方法 |
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CN106062281A (zh) * | 2014-03-03 | 2016-10-26 | 杰富意钢铁株式会社 | 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 |
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KR20140139049A (ko) * | 2012-05-16 | 2014-12-04 | 제이에프이 스틸 가부시키가이샤 | 조합 강제 벽 |
JP6296199B1 (ja) * | 2016-11-17 | 2018-03-20 | Jfeスチール株式会社 | ハット形鋼矢板及び壁体 |
CN108166514A (zh) * | 2018-01-08 | 2018-06-15 | 中铁二院工程集团有限责任公司 | 桩间绿化装配式挡土墙构造 |
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JP4890646B2 (ja) | 2012-03-07 |
CN102282315B (zh) | 2015-10-07 |
JPWO2010082468A1 (ja) | 2012-07-05 |
SG172878A1 (en) | 2011-08-29 |
TW201033439A (en) | 2010-09-16 |
CN102282315A (zh) | 2011-12-14 |
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