US20140154012A1 - Assembled mud-rock flow debris dam and construction method thereof - Google Patents

Assembled mud-rock flow debris dam and construction method thereof Download PDF

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Publication number
US20140154012A1
US20140154012A1 US14/007,068 US201114007068A US2014154012A1 US 20140154012 A1 US20140154012 A1 US 20140154012A1 US 201114007068 A US201114007068 A US 201114007068A US 2014154012 A1 US2014154012 A1 US 2014154012A1
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Prior art keywords
dam
box
sediment storage
rectangular box
length
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Abandoned
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US14/007,068
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English (en)
Inventor
Xiaoqing Chen
Deji Li
Yong You
Peng Cui
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Institute of Mountain Hazards and Environment IMHE of CAS
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Institute of Mountain Hazards and Environment IMHE of CAS
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/02—Fixed barrages
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/02—Fixed barrages
    • E02B7/04—Dams across valleys
    • E02B7/08—Wall dams
    • E02B7/10—Gravity dams, i.e. those in which the weight of the structure prevents overturning
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E02D17/205—Securing of slopes or inclines with modular blocks, e.g. pre-fabricated

Definitions

  • This invention relates to a debris flow prevention and control technology, and more particularly, to a rapidly assembled dam body-based, debris flow sediment storage dam formed of rectangular boxes and a construction method thereof.
  • sediment storage dams generally comprise cement and laid stone masonry structures, concrete structures, or reinforced concrete structures.
  • the construction method used for the specific sediment storage dam is determined by the areas where the construction occurs.
  • the current structures and construction methods used for sediment storage dams have the following deficiencies. First, due to foundation excavation, material piling, concrete mixing and other conditions, severe environmental disruption of the construction site readily occurs. Secondly, construction periods are often prolonged, because the construction of sediment storage dams is highly dependent on seasons; thus, the construction is generally implemented in the dry season, which means that the working procedures must be planned carefully, otherwise, the whole project will be affected if a single link is delayed.
  • the construction is highly dependent on local materials, which are generally soil bodies with an extremely high viscous material content, so low in gravel content and soil strength that cannot be used as the cement-laid stone masonry and concrete materials; therefore, the stone used for the cement-laid stone masonry and the aggregates mixed with concrete in the ditches need to be transported from the outside, which increases the cost significantly.
  • One purpose of the present invention is to produce a rapidly assembled debris flow sediment storage dam, to overcome the known deficiencies during the construction of existing sediment storage dam types wherein the on-site environmental damage is significant, the transportation of construction materials is difficult, the construction period is long, and the construction is constrained greatly by the construction season.
  • the rapidly assembled debris flow sediment storage dam according to the present invention can be constructed readily, causes minor environmental damage, and fully utilizes the soil body materials present in any ditches.
  • a rapidly assembled debris flow sediment storage dam which comprises a main dam body with numerous prefabricated reinforced concrete rectangular boxes that link together via vertical and horizontal connection (i.e., each rectangular box is connected with other rectangular boxes at the front and back of the rectangular box, on the left and right of the rectangular box, and above and below the rectangular box).
  • the top surface of each rectangular box is open and the other five surfaces of the rectangular box are closed.
  • Each rectangular box is filled with soil and the main dam body is arranged on the dam body foundations, wherein the dam abutment foundations of the debris flow sediment storage dam and the inside slope of the dam body are filled with cement-laid stone masonry or concrete, while the top surface of the dam crest is sealed using cement-laid stone masonry or concrete.
  • the rectangular boxes that constitute the main dam body are prefabricated, which reduces both the overall construction period and the effects of the sediment storage dam on the surrounding environment.
  • the top surface of each rectangular box is open and the other five surfaces of the rectangular box are closed, which facilitates the vertical and horizontal connection of the rectangular boxes and filling the rectangular boxes with soil.
  • a sediment storage dam assembled from rectangular boxes with the structure described above can withstand bidirectional forces acting in the horizontal and vertical directions simultaneously, so the sediment storage dam has high compressive strength and stability, which means that it can effectively resist the impact of debris flows.
  • the geometric proportions of the rectangular boxes are determined by the size of the sediment storage dam, while the volume of the sediment storage dam is planned based on the actual conditions in the debris flow area.
  • the geometric proportions of the rectangular boxes are calculated based on the following principles.
  • the rectangular boxes can be arranged in a crisscross pattern in the plane, which enhances the plane stability.
  • the length a of the long edge of the rectangular box can be three sizes, i.e., the length a of the long edge of the rectangular box ( 1 ) is equal to the length b of the short edge of the rectangular box ( 1 ), or twice the length of the length b of the short edge of the rectangular box ( 1 ), or three times the length of the length b of the short edge of the rectangular box ( 1 ).
  • the net dam height H between the overflow portion of the dam body of the rapidly assembled debris flow sediment storage dam made of rectangular boxes and the dam body foundation is less than or equal to 10.0 m.
  • the height h of each rectangular box is generally 0.5-1.0 m, which ensures the stability of the rectangular box.
  • the weight of the rectangular box is kept below 2000 kg as far as possible, i.e., the weight of the rectangular box is less than or equal to 2000 kg.
  • hoisting hooks can be positioned on the inside walls at two ends of each rectangular box.
  • the prefabricated rectangular boxes are open and thin-walled uncapped cuboids, where the length a of the long edge of each rectangular box is twice the length b of the short edge of the rectangular box.
  • These transverse partitions are added to increase the strength of the rectangular boxes.
  • the thickness t 1 of the side wall of each rectangular box is designed, so that the rectangular box can withstand the pressure of the rectangular boxes above the rectangular box and the impact force of the debris flow. In general, this thickness is 0.08-0.12 m, while the thickness t 2 of the baseplate of each rectangular box and that of each transverse partition is 0.06 m.
  • the rectangular boxes are reinforced concrete structures and the side walls of each rectangular box include single-sided or double-sided reinforcement.
  • the baseplate of each rectangular box and each transverse partition have single-sided reinforcement.
  • the overall reinforcement ratio per unit volume is 0.5-2.0%, the diameter of each steel bar is 0.006-0.012 m, and the concrete used is generally C35, C30, or C25.
  • the heights of the rectangular boxes that comprise the main dam body are equal on the same layer, which ensures the surface integrity of the rectangular boxes on the same layer.
  • the side wall of each rectangular box is provided with horizontal connecting holes to facilitate the transverse connection of the rectangular boxes and with horizontal connecting holes, which can be connected using bolts.
  • the positions of the horizontal connecting holes facilitate the anterior-posterior and left-right connections of the rectangular boxes, wherein the diameter of each horizontal connecting hole is generally 0.02-0.03 m.
  • each rectangular box and the side wall of each rectangular box are provided with drainage holes, which allows the complete draining of water from the rectangular boxes. This reduces the pressure caused by the weight of water in the rectangular boxes and reduces the horizontal thrust of the debris flow into the dam body caused by the draining water in the debris flow body in the reservoir of the dam body.
  • the drainage holes are round and typically 0.03-0.06 m in diameter.
  • each rectangular box has vertical connecting holes, which facilitate the longitudinal connection of rectangular boxes (if transverse partitions are present in a rectangular box, the rectangular box is separated into two or three small boxes and four corners of each separate box have vertical connecting holes).
  • the connections are made by passing a steel bar through the vertical connecting holes, which is welded to steel bars extending from the side walls of the rectangular boxes in the upper and lower layers.
  • Each vertical connecting hole measures 0.03 ⁇ 0.03-0.04 ⁇ 0.04 m 2 .
  • the rectangular boxes are filled with soil, which is obtained from ditches as much as possible.
  • the maximum grain size of the soil body used to fill each rectangular box is determined by the length b of the short edge of the rectangular box, which is generally half of the length b of the short edge of the rectangular box (i.e., b/2).
  • the rectangular boxes are filled after soil grains larger than the maximum grain size have been removed by sieving.
  • the filled soil bodies are tamped and vibrated intensely.
  • the method used to construct the rapidly assembled debris flow sediment storage dam comprises the following specific steps.
  • each rectangular box is connected with the rectangular boxes at the front and back of the rectangular box, on the left and right of the rectangular box, and above and below the rectangular box.
  • the rectangular boxes are filled with soil excavated from the ditches produced by excavating the foundations. The soil is tamped and vibrated intensely to form the dam body.
  • the rapidly assembled debris flow sediment storage dam and its construction method which are disclosed in this invention description, have many benefits.
  • the rectangular boxes can be assembled rapidly while the preparation of the rectangular boxes and the construction of the dam body foundation of the sediment storage dam can be performed simultaneously, which reduces the construction period greatly.
  • the rectangular boxes can be prepared at sites away from the sediment storage dam, which reduces the effects of the construction of the sediment storage dam on the surrounding environment.
  • the effects of building materials leaking into ditches are eliminated because the soil dug from the construction ditches is used to fill the rectangular boxes, which overcomes the problem of transporting massive amounts of construction materials.
  • the construction costs of the sediment storage dam system disclosed in this invention can be reduced by 20-50%, while the construction period can be reduced by 20-80%.
  • FIG. 1 is a diagrammatic sketch of the rectangular box wherein the length a of the long edge of the rectangular box is equal to the length b of the short edge of the rectangular box;
  • FIG. 2 is a diagrammatic sketch of the rectangular box wherein the length a of the long edge of the rectangular box is twice the length b of the short edge of the rectangular box;
  • FIG. 3 is a diagrammatic sketch of the rectangular box wherein the length a of the long edge of the rectangular box is three times the length b of the short edge of the rectangular box;
  • FIG. 4 is a diagram showing the structure of the rapidly assembled debris flow sediment storage dam.
  • FIG. 5 is a left view of the rapidly assembled debris flow sediment storage dam.
  • dam foundations 3 inside slope 4 dam crest 5 transverse partition 6 horizontal connecting holes 7 drainage hole 8 vertical connecting hole 9 dam abutment foundations a: the length of the long edge of b: the length of the short edge of each each rectangular box rectangular box h: the height of each H: the net dam height between rectangular box the overflow portion and the dam body foundation B: the width of the dam crest 1: m: the gradient of the inside slope of the dam body t 1 : the thickness of the side wall t 2 : the thickness of the transverse of each rectangular box partition
  • the area of the drainage basin of the debris flow gully is 5.6 km 2 .
  • five check dams, one sediment storage dam, and a 700 m drain/guide groove are placed in the middle of the drainage basin.
  • the sediment storage dam is implemented using the following construction method.
  • Step 1 Depending on the situation of the drainage basin of the debris flow gully, the net dam height H between the overflow portion of the sediment storage dam and the dam body foundation ( 2 ) is set at 6.0 m, the width B of the dam crest ( 4 ) is 2.0 m, and the gradient 1:m of the inside slope of the dam body is 1:0.67.
  • the net dam height H of the dam is less than or equal to 10.0 m, so the assembled debris flow sediment storage dam described by the invention needs to be planned for this level.
  • the rapidly assembled debris flow sediment storage dam comprises a main dam body with many prefabricated reinforced concrete rectangular boxes ( 1 ), which have vertical and horizontal connection. The top surface of each rectangular box ( 1 ) is open whereas the other five surfaces of each rectangular box ( 1 ) are closed.
  • each prefabricated rectangular box ( 1 ) are planned according to the size of the sediment storage dam, as follows: (i) based on a situation where the net dam height H between the overflow portion of the dam body and the dam body foundation ( 2 ) is an integral multiple n1 of the height h of each rectangular box, n1 is set to 12 initially, so the height h of the rectangular box ( 1 ) is equal to 0.
  • the width B of the dam crest ( 4 ) is an integral multiple n2 of the length b of the short edge of the rectangular box, n2 is set to 2 initially, so the length b of the short edge of the rectangular box ( 1 ) is equal to 1.0 (2.0/2) m; and (iii) the length a of the long edge of the rectangular box ( 1 ) can be set to three sizes, i.e., the length a of the long edge of the rectangular box ( 1 ) is set to 1.0 m, 2.0 m, or 3.0 m (shown in FIGS. 1 , 2 , and 3 , respectively).
  • the space-filling positions of the three types of prefabricated rectangular boxes ( 1 ) in each sediment storage dam layer are planned based on the design of the façade of the sediment storage dam, as shown in FIGS. 4 and 5 .
  • Step 2 The foundations of the sediment storage dam are excavated according to the design of the excavation line for the foundations of the planned sediment storage dam, and the bottom of the foundations are treated using concrete C20 to form the dam body foundations. During the excavation and treatment of the foundations, the three types of rectangular boxes planned in step 1 are prepared at sites away from the sediment storage dam.
  • a transverse partition ( 5 ) is added parallel to the short edge of the rectangular box ( 1 ) (the length a of the long edge is equal to 2.0 m), while two transverse partitions ( 5 ) are added parallel to the short edge of the rectangular box ( 1 ) (the length a of the long edge is equal to 3.0 m).
  • the thickness t i of the side wall of each rectangular box ( 1 ) is 0.08 m, while the thickness t 2 of the baseplate of each rectangular box ( 1 ) and each transverse partition ( 5 ) is 0.06 m.
  • the three sizes of rectangular boxes are all reinforced concrete structures and the side wall, baseplate, and transverse partition ( 5 ) of each rectangular box ( 1 ) possess single-sided reinforcements.
  • the overall reinforcement ratio per unit volume is 0.5%, the diameter of each steel bar is 0.006 m, and the concrete used is C30.
  • the weights of the three types of rectangular boxes ( 1 ) never exceed 2000 kg, which facilitates the transportation of the rectangular boxes on a tractor road in a ditch using a small tractor, while it also facilitates the hoisting of the rectangular boxes using simple manual equipment.
  • each rectangular box ( 1 ) is provided with horizontal connecting holes ( 6 ) to facilitate transverse connections between rectangular boxes ( 1 ) using bolts.
  • the diameter of each horizontal connecting hole ( 6 ) is 0.02 m.
  • the baseplate of each rectangular box ( 1 ) and the side wall of each rectangular box are provided with drainage holes ( 7 ), there are two drainage holes ( 7 ) in the side wall of the short edge of each rectangular box ( 1 ) and two in the baseplate of each rectangular box.
  • each rectangular box ( 1 ) There are two, four, and six drainage holes ( 7 ) in the side walls of the long edges of the three sizes of rectangular boxes ( 1 ).
  • the drainage holes ( 7 ) are round holes with a diameter of 0.03 m.
  • the four corners of the baseplate of each rectangular box ( 1 ) each have a vertical connecting hole ( 8 ) to facilitate the longitudinal connection of the rectangular boxes ( 1 ) (for a rectangular box with transverse partitions inside, the rectangular box is separated into two or three small boxes and the four corners of each separate box have vertical connecting holes ( 8 )).
  • the connections are implemented by passing a steel bar through the vertical connecting holes ( 8 ), which is welded to steel bars extending from the side walls of the rectangular boxes in the upper and lower layers.
  • Each vertical connecting hole ( 8 ) measures 0.03 ⁇ 0.03 m 2 .
  • Step 3 The reinforced concrete rectangular boxes ( 1 ) prefabricated in step 2 are hoisted layer upon layer from the bottom to the top, beginning with the dam body foundations ( 2 ).
  • the rectangular boxes ( 1 ) are then linked vertically and horizontally by their horizontal connecting holes ( 6 ) and vertical connecting holes ( 8 ).
  • the soil excavated from ditches when constructing the foundations is used to fill the rectangular boxes ( 1 ).
  • the soil is tamped and vibrated intensely to form the dam body.
  • the maximum grain size of the soil used to fill the rectangular boxes ( 1 ) is 0.5 m.
  • Step 4 The dam abutment foundations ( 9 ) of the sediment storage dam are filled with concrete type C20, while the inside slope of the dam body of the sediment storage dam is also filled with concrete type C20 to form the designed dam body pattern.
  • Step 5 The top surface of the dam crest ( 4 ) is sealed using concrete type C20 to complete the assembly of the debris flow sediment storage dam.
  • the structure of the rapidly assembled debris flow sediment storage dam comprises the main dam body with many prefabricated reinforced concrete rectangular boxes ( 1 ), which are linked by vertical and horizontal connections. The top surface of each rectangular box ( 1 ) is open, whereas the other five surfaces of the rectangular box ( 1 ) are closed. Soil is used to fill each rectangular box ( 1 ) and the main dam body is arranged above the dam body foundations ( 2 ).
  • the dam abutment foundations ( 9 ) of the rapidly assembled debris flow sediment storage dam and the inside slope ( 3 ) of the dam body are filled with concrete, while the top surface of the dam crest ( 4 ) is sealed with concrete.
  • Step 1 Based on a situation where the area of the drainage basin of the debris flow gully is 10.0 km 2 , the net dam height H between the overflow portion of the sediment storage dam and the dam body foundation ( 2 ) is set to 10.0 m, the width B of the dam crest ( 4 ) is 3.0 m, and the gradient 1:m of the inside slope of the dam body is 1:0.7.
  • the net dam height H of the dam is less than or equal to 10.0 m, so the appropriate rapidly assembled debris flow sediment storage dam method, which is disclosed in the details of this invention, is used.
  • each prefabricated rectangular box ( 1 ) are planned based on the size of the sediment storage dam, as follows: (i) based on the situation where the net dam height H between the overflow portion of the dam body and the dam body foundations ( 2 ) is an integral multiple n1 of the height h of the rectangular box, n1 is set to 10 initially, so the height h of the rectangular box ( 1 ) is equal to 1 (10.0/10) m; (ii) based on the situation where the gradient of the inside slope of the dam body is twice the ratio of the height h of the rectangular box relative to the length b of the short edge of the rectangular box, the length b of the short edge of the rectangular box ( 1 ) is equal to 1.4 m (2 ⁇ 1.0 ⁇ 0.7); and (iii) the length a of the long edge of the rectangular box ( 1 ) is set to different two sizes, i.e., the length a of the long edge of the rectangular box ( 1 ) is set to 1.4 m and 2.8 m (show
  • Step 2 The base of the foundations is treated using cement-laid stone masonry to form the dam body foundations.
  • the thickness t i of the side wall of each rectangular box ( 1 ) is 0.12 m.
  • Both sizes of the rectangular boxes ( 1 ) are reinforced concrete structures, where the side wall of each rectangular box ( 1 ) has double-sided reinforcement, the baseplate of each rectangular box ( 1 ) and each transverse partition ( 5 ) have single-sided reinforcement, and the overall reinforcement ratio per unit volume is 2.0%.
  • the diameter of each steel bar is 0.12 m and the concrete type is C35.
  • each horizontal connecting hole ( 6 ) there are four horizontal connecting holes ( 6 ) in the side wall of the short edge of each rectangular box ( 1 ). There are four and eight horizontal connecting holes ( 6 ) in the side walls on the long edges of the two sizes of rectangular boxes ( 1 ). The diameter of each horizontal connecting hole ( 6 ) is 0.03 m. There are four drainage holes ( 7 ) in the side wall of the short edge of each rectangular box ( 1 ) and in the baseplate of each rectangular box ( 1 ).
  • the drainage holes ( 7 ) are round holes with a diameter of 0.06 m.
  • the size of each vertical connecting hole ( 8 ) is 0.04 ⁇ 0.04 m 2 .
  • Step 3 The maximum grain size of the soil used to fill the rectangular boxes ( 1 ) is 0.7 m.
  • Step 4 The dam abutment foundations ( 9 ) of the sediment storage dam are filled with cement-laid stone masonry and the inside slope ( 3 ) of the dam body of the sediment storage dam is filled with cement-laid stone masonry, which forms the designed dam body pattern.
  • Step 5 The top surface of the dam crest ( 4 ) is sealed using cement-laid stone masonry to complete the rapidly assembled debris flow sediment storage dam.
  • the structure of the rapidly assembled debris flow sediment storage dam comprises the main dam body with many prefabricated reinforced concrete rectangular boxes ( 1 ), which are linked by vertical and horizontal connections. The top surface of each rectangular box ( 1 ) is open, whereas the other five surfaces of the rectangular box ( 1 ) are closed. Soil body is used to fill each rectangular box ( 1 ). The main dam body is assembled on the dam body foundations ( 2 ).
  • the dam abutment foundations ( 9 ) of the rapidly assembled debris flow sediment storage dam and the inside slope ( 3 ) of the dam body are filled with cement-laid stone masonry, while the top surface of the dam crest ( 4 ) is also sealed using cement-laid stone masonry.
US14/007,068 2011-04-02 2011-04-27 Assembled mud-rock flow debris dam and construction method thereof Abandoned US20140154012A1 (en)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
CN201110082348.6 2011-04-02
CN201110082348A CN102182163B (zh) 2011-04-02 2011-04-02 一种组装式泥石流拦砂坝及其施工方法
PCT/CN2011/073391 WO2012136012A1 (zh) 2011-04-02 2011-04-27 一种组装式泥石流拦砂坝及其施工方法

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JP2016041902A (ja) * 2015-02-05 2016-03-31 日鐵住金建材株式会社 砂防堰堤
JP2016044446A (ja) * 2014-08-21 2016-04-04 Ｊｆｅ建材株式会社 砂防堰堤
JP2017106270A (ja) * 2015-12-11 2017-06-15 Ｊｆｅ建材株式会社 砂防堰堤
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Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US422901A (en) * 1889-07-12 1890-03-11 Territory
US994666A (en) * 1910-07-12 1911-06-06 George J Bancroft Dam construction.
US1075128A (en) * 1910-03-08 1913-10-07 Theodore H Skinner Dam.
US2017899A (en) * 1933-06-13 1935-10-22 Gibson Josiah Building structure
JPS60246911A (ja) * 1984-05-22 1985-12-06 Hazama Gumi Ltd コンクリ−ト堤体の構築工法
GB2197370A (en) * 1986-09-03 1988-05-18 Juei Jse Lin Wave dissipation device
JPH09195247A (ja) * 1996-01-17 1997-07-29 Tetra Co Ltd コンクリートブロック
US20050158122A1 (en) * 2002-04-19 2005-07-21 Keun Hee Lee Method for contructing check dam or fire prevention dam using gear-type block
US20100284747A1 (en) * 2009-05-05 2010-11-11 Peterson Galen L Water-filled building block for temporary levee

Family Cites Families (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
IT1247892B (it) * 1990-10-10 1995-01-05 Sicep Ind S R L Elementi prefabbricati, per la costruzione di briglie utilizzate nelle sistemazioni fluviali
JP3326467B2 (ja) * 1996-12-09 2002-09-24 日鐵建材工業株式会社 鋼製自在枠による石詰め構造物とその根入れ方法
CN2323012Y (zh) * 1997-12-08 1999-06-09 黄永吉 一种拖网式漏斗沉箱
JP3986053B2 (ja) * 2002-07-12 2007-10-03 日鐵住金建材株式会社 間伐材による緩衝構造を有する鋼製枠構造体
CN101285302B (zh) * 2008-06-06 2010-06-09 清华大学 一种混凝土大坝沉箱加固方法
CN201520954U (zh) * 2009-06-01 2010-07-07 王锦文 建码头用的沉箱平台

Patent Citations (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US422901A (en) * 1889-07-12 1890-03-11 Territory
US1075128A (en) * 1910-03-08 1913-10-07 Theodore H Skinner Dam.
US994666A (en) * 1910-07-12 1911-06-06 George J Bancroft Dam construction.
US2017899A (en) * 1933-06-13 1935-10-22 Gibson Josiah Building structure
JPS60246911A (ja) * 1984-05-22 1985-12-06 Hazama Gumi Ltd コンクリ−ト堤体の構築工法
GB2197370A (en) * 1986-09-03 1988-05-18 Juei Jse Lin Wave dissipation device
JPH09195247A (ja) * 1996-01-17 1997-07-29 Tetra Co Ltd コンクリートブロック
US20050158122A1 (en) * 2002-04-19 2005-07-21 Keun Hee Lee Method for contructing check dam or fire prevention dam using gear-type block
US20100284747A1 (en) * 2009-05-05 2010-11-11 Peterson Galen L Water-filled building block for temporary levee

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2014211069A (ja) * 2013-04-22 2014-11-13 日鐵住金建材株式会社 砂防堰堤及び鋼管壁の取付方法
JP2016044446A (ja) * 2014-08-21 2016-04-04 Ｊｆｅ建材株式会社 砂防堰堤
JP2016041902A (ja) * 2015-02-05 2016-03-31 日鐵住金建材株式会社 砂防堰堤
JP2017106270A (ja) * 2015-12-11 2017-06-15 Ｊｆｅ建材株式会社 砂防堰堤
JP2017106271A (ja) * 2015-12-11 2017-06-15 Ｊｆｅ建材株式会社 砂防堰堤の施工方法
JP2017179695A (ja) * 2016-03-28 2017-10-05 日鐵住金建材株式会社 砂防堰堤の閉塞防止構造および閉塞防止工法
CN113235529A (zh) * 2021-05-07 2021-08-10 三峡大学 一种主动促进泥石流分级滑落的方法

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