US20160032547A1 - Stream debris restraining structure - Google Patents

Stream debris restraining structure Download PDF

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Publication number
US20160032547A1
US20160032547A1 US14/776,339 US201414776339A US2016032547A1 US 20160032547 A1 US20160032547 A1 US 20160032547A1 US 201414776339 A US201414776339 A US 201414776339A US 2016032547 A1 US2016032547 A1 US 2016032547A1
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Prior art keywords
flow section
stream
bed
structure according
lateral walls
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US14/776,339
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English (en)
Inventor
Aronne ARMANINI
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Officine Maccaferri SpA
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Officine Maccaferri SpA
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B5/00—Artificial water canals, e.g. irrigation canals
    • E02B5/08—Details, e.g. gates, screens
    • E02B5/085—Arresting devices for waterborne materials, e.g. gratings
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
    • E02B3/02—Stream regulation, e.g. breaking up subaqueous rock, cleaning the beds of waterways, directing the water flow
    • E02B3/023—Removing sediments
    • 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
    • E02B8/02—Sediment base gates; Sand sluices; Structures for retaining arresting waterborne material
    • E02B8/023—Arresting devices for waterborne materials
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins

Definitions

  • the present invention relates to a stream debris-restraining structure.
  • check dams i.e., works of hydraulic engineering that are set across the channel of a watercourse, in which they are founded and are designed to reduce the bedload transport by the aforesaid watercourse, whether this be a torrent or a river, by creating a deposit of sediments or solids upstream thereof.
  • Classic check dams may be built of masonry, earth, timber, and gabions, i.e., metal containers filled with riprap, such as pebbles and stones.
  • the above check dams are constituted by a wall with a generally trapezoidal cross section having an upstream face that is frequently vertical, and a foundation (set underground) in the bed and in the banks, the wall being toothed into the banks.
  • the flow section is also known as “weir”, is generally trapezoidal, and is located in the central part of the engineering work. Instead, the parts of the wall that from the weir extend as far as the banks are referred to as “wings”. These wings generally have a slight inclination, for example 10°.
  • the task of the weir is to contain the watercourse in the normal conditions of flow, thus preventing the current from possibly eroding the banks of the engineering work or possibly circumventing it.
  • the primary purpose of a classic check dam is to correct the natural slope of the bed in which it is built, once it is silted, i.e., once, upstream thereof, the space available is completely occupied by the transported solid material arriving from upstream.
  • ⁇ check dams that are made in a way similar to classic check dams, but have the task, not of correcting the slope of the bed in which they are inserted, but rather of withholding the material of coarser particle size arriving from upstream when the watercourse is in high-flow or flood conditions.
  • the weir is replaced by a flow section, or opening, the dimensions of which depend upon the particle size of the material that is to be restrained.
  • the opening may be made in various ways; it may be constituted by a simple slit, or else by a (horizontal or vertical) steel grid.
  • the aforesaid ringnet barriers function according to the criterion of a mechanical sieve and present the drawback of filling up completely in the initial flood phase of the stream and hence not exerting lamination during the flood peak.
  • the object of the present invention is to overcome the drawbacks of the prior art and in particular to indicate a stream debris-restraining structure that does not fill up completely in the initial flood phase of the stream and thus exerts lamination during the flood peak.
  • the object of the present invention is achieved by a structure having the characteristics forming the subject of the ensuing claims, which form an integral part of the technical teaching provided herein in relation to the invention.
  • the object of the invention is also a corresponding method for restraining debris in streams.
  • FIGS. 1 a , 1 b , and 1 c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively, of a first embodiment of the stream debris-restraining structure according to the invention
  • FIGS. 2 a , 2 b , and 2 c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively of a second embodiment of the stream debris-restraining structure according to the invention
  • FIGS. 3 a , 3 b and 3 c are schematic illustrations, viz., a top plan view, a front view, and a cross-sectional view, respectively, of a third embodiment of the stream debris-restraining structure according to the invention.
  • FIGS. 4 a , 4 b are schematic illustrations, viz., a top plan view and a front view, respectively, of a fourth embodiment of the stream debris-restraining structure according to the invention.
  • FIGS. 5 a , 5 b are schematic illustrations, viz., respectively a top plan view and a front view, of a fifth embodiment of the stream debris-restraining structure according to the invention.
  • FIGS. 6 a , 6 b are schematic illustrations, viz., a top plan view and a front view, respectively, of a sixth embodiment of the stream debris-restraining structure according to the invention.
  • FIG. 7 is a schematic view of a stream debris-restraining structure according to the invention, in which quantities used in the corresponding debris-restraining method are indicated;
  • FIGS. 8 , 9 , and 10 are diagrams representing the restraining capacity of the structure according to the invention in different embodiments and conditions of flow.
  • structures are proposed herein that are configured for enabling passage of the solid discharge during the initial phase and final phase of the flood wave and are able to restrain the material during the flood peak, exerting an effect of lamination of the solid discharge, thus reducing the flood-peak value; i.e., the mechanism of interception of the solid material is of a hydrodynamic nature and not of a mechanical-sieve type.
  • the structure according to the invention is constituted by a check dam with horizontal slit.
  • the aforesaid horizontal slit is located at the bottom of the check dam, i.e., in the lower portion of the flow section.
  • the flow section is substantially trapezoidal, is delimited in its horizontal extension by lateral walls, and comprises an upper portion and a lower portion.
  • the upper portion of the flow section comprises a structure for retaining the material arriving from upstream, which is in particular configured for intercepting the material in high-flow or flood conditions of the steam and extends horizontally between the lateral walls.
  • the aforesaid retaining structure is advantageously constituted by a net, made of wire mesh or of elastic rings or obtained with ropes, and is not built as a full wall.
  • the lower portion of the flow section corresponds to the horizontal slit and vertically extends between the bottom edge of the retaining structure and the bed of the watercourse or a slab that covers the aforesaid bed.
  • the height of the aforesaid horizontal slit with respect to the bed or to the slab is sized for performing the action of retention as a function of the deposit that it is intended to obtain upstream and of the hydrodynamic characteristics and of the sediment transport of the current, according to the method described in detail hereinafter, with reference to FIGS. 7 , 8 , 9 , and 10 .
  • the hydraulic restraining structure according to the invention involves costs and times of construction that are lower than those of a check dam made altogether of concrete. It differs from woven-wire check dams and ringnet check dams precisely on account of the presence of the bottom opening, or lower part of the flow section, which has the purpose of:
  • the horizontal slit may occupy the entire width of the bed or channel or else just a part of it (partial-width opening).
  • the rigid part of the check dam may be built of reinforced concrete, box-shaped gabions, and steel beams.
  • the flow section of the check dam may be built of concrete, either cladded or not with steel, or else of firmly bound boulders or rocks.
  • FIGS. 1 , 2 , and 3 are check dams in which the horizontal slit occupies the full width of the bed, whereas represented in FIGS. 4 , 5 , and 6 are partial-width check dams, in which the horizontal slit occupies just a part of the bed.
  • FIG. 1 Represented in FIG. 1 is a check-dam restraining structure 10 with full-width horizontal slit and wire mesh.
  • FIG. 1 a Appearing in particular in FIG. 1 a is a top plan view of the bed 12 of a watercourse 11 .
  • Designated by the reference number 13 are banks of the watercourse 11 .
  • An arrow 14 indicates the flow of water and its corresponding direction.
  • the check-dam structure 10 comprises lateral walls 15 with a trapezoidal cross section and with vertical upstream face, that extend as far as the limit of the bed 12 and define between them a trapezoidal weir 20 , where the minor side of the trapezium corresponds to the watercourse bed 12 .
  • the upstream face could also alternatively be inclined.
  • the aforesaid minor side of the weir 20 is covered with a slab 21 .
  • FIG. 1 a In the front view of FIG.
  • the lateral walls 15 also have a substantially horizontal, though slightly inclined, top side 15 a , and a stream side 15 b , corresponding to the oblique side of the trapezium defined by the weir 20 .
  • Extending from the edge 15 c formed by the top side 15 a and by the stream side 15 b , in an upper portion of the weir 20 , is a retaining structure represented by a wire netting 17 , which is also trapezoidal, but has a height hr smaller than a height hg of the weir 20 so that, defined between the slab 21 and the netting 17 , in a lower portion of the weir 20 , is an opening 30 having a height a (a hg ⁇ hr).
  • a rope 16 for engaging the netting 17 Extending along the major, top, side of the netting 17 , from the edges 15 c , is a rope 16 for engaging the netting 17 , which is protected and reinforced, i.e., sized so as to absorb the thrusts applied on the net, in particular the static and dynamic thrust exerted by deposition of material, together with the hydrostatic thrust in the case where the net is more or less clogged.
  • Provided in the wings 15 and embedded in the concrete that forms the aforesaid wings 15 are two anchor bolts 18 . In general, the anchor bolts may of course number even more than two.
  • the height a of the opening 30 is, for example, greater than 1 m; however, in the sequel of the present description indications will be provided for sizing the aforesaid height a of the opening 30 .
  • Illustrated in FIG. 1 c is a lateral cross-section of the check dam 10 , from which it will be appreciated how the lateral walls 15 have the aforementioned shape of a right trapezium with the upstream side vertical.
  • FIGS. 2 a , 2 b , and 2 c illustrate, in top plan view, in front view, and in cross-sectional view, respectively, a full-width check-dam structure 110 .
  • the weir 20 comprises a slab 121 cladded by a steel plate, while an elastic-ring netting 117 is used.
  • FIGS. 3 a , 3 b and 3 c illustrate, in top plan view, in front view, and in cross-sectional view, respectively, a full-width check-dam structure 210 .
  • a netting 217 made of ropes is used.
  • the weir 20 comprises a slab 221 of rocks or boulders 221 a reinforced by posts or piles 221 b driven into the bed.
  • FIGS. 4 , 5 , and 6 show in two views, namely, a top plan view and a front view, a variant of a partial-width check-dam structure. Illustrated in FIGS. 4 a and 4 b is a structure 310 that comprises extensive lateral walls 315 , i.e., walls that extend from the banks of the watercourse 11 as far as into the bed 12 , instead of stopping substantially at the limit of the bed 12 , thus defining a weir 320 , and a corresponding opening 330 , that have a width smaller than the width of the bed 12 . Extending in the weir 320 is a wire-mesh netting 17 .
  • FIGS. 5 a and 5 b Illustrated in FIGS. 5 a and 5 b is a structure 410 with extensive lateral walls 315 and a ring netting 117 .
  • FIGS. 6 a and 6 b Illustrated in FIGS. 6 a and 6 b is a structure 510 with extensive lateral walls 315 and a rope netting 118 .
  • the opening 30 (or 330 ), having a height a, left free underneath the netting 17 of FIG. 1 , or 117 and 217 in the other embodiments represented, controls a value of height Y sm of controlled deposit 25 in an upstream section 28 of the check-dam structure 10 , as illustrated in FIG. 7 .
  • the height a of the opening 30 can be sized as a function of a height Y sm of the deposit 25 that it is intended to obtain upstream of the check-dam structure 10 in design flood-flow conditions (liquid discharge and solid discharge).
  • Described in detail in what follows is a procedure of calculation of the value a of the opening 30 that can be used in a stream debris-restraining method that employs a restraining structure according to the invention.
  • the deposit upstream of a horizontal-slit check dam like the structure 10 can be calculated by imposing the conservation of mass and mechanical energy between a section close to the check-dam structure, where, for the design flow rate, the deposit assumes the maximum value Y sm , as illustrated in FIG. 1 , and a vena contracta section 26 downstream of the check dam 10 . To a first approximation it is fair to assume that the loss of energy between these two sections is negligible.
  • U c is the velocity of the flow of water in the vena contracta section 26 downstream of the check dam 10
  • C c is a contraction coefficient of the vena contracta section 26 .
  • the value a of height of the opening according to Eq. (3) is represented by a function that comprises as parameters also the contraction coefficient C c .
  • FIG. 8 shows in dimensionless form the variation of the relative maximum deposit Y sm , i.e., the ratio
  • the height a of the opening is consequently the height at which the bottom edge of the netting 17 must be set to obtain a given maximum value Y sm deposit 25 upstream of the check dam 10 .
  • the height a of the opening 30 (or 330 ) is indicated as measured on the side of the weir 20 (or 320 ); however, as has been said, an optimal evaluation of the aforesaid height a must be associated to the bottom edge of the net.
  • the loss of energy ⁇ E B can be calculated by likening it to that of a Borda effect for sudden widening
  • Y sm h m Y sm ′ h m + F m 2 2 ⁇ Y sm / h m 2 + Y sm / h m ( 9 )
  • Y sm h m - ( 1 - Y sm ′ 2 ⁇ h m - F m 2 4 ) ⁇ ( 1 - Y sm ′ 2 ⁇ h m - F m 2 4 ) 2 + 2 ⁇ Y sm ′ h m ( 12 )
  • FIG. 9 which shows the plot of the relative maximum deposit Y sm upstream of the check dam as a function of the Froude number of the current arriving F m , on the hypothesis of total clogging of the netting 17 , on the hypothesis of energy conservation (dots), and on the hypothesis of energy loss (solid lines), it may be noted that introduction into the energy-balance equation of the dissipation induced by the vortex behind the check dam 10 is not important and that, to a fair approximation, the corresponding energy loss can be neglected.
  • the effect of the netting 17 (or 117 or 217 ) is now evaluated.
  • a criterion has in fact been illustrated for calculating the deposit (and hence the laminated solid volume) on the hypothesis that the netting 17 is completely impermeable.
  • the aim now is to show how it is possible to use the criterion proposed also on the hypothesis where the netting 17 is permeable, as in effect it is in the solution according to the invention.
  • the behaviour of the check dam is the one described above. If the net check-dam structure is used in the presence of vegetal material, a condition in which the use of the net is preferable, or in the presence of material having a grain-size curve with a fair percentage of sediment comprised between 0.75 D M and 0.50 D M , where D M is the average size of the holes of the netting 17 , it is convenent for reasons of safety to assume the sizing criterion whereby total clogging of the netting 17 is hypothesized.
  • FIG. 10 The diagram of the relative maximum deposit Y sm upstream of the check dam as a function of the Froude number F m of the current arriving, on the hypothesis of partially permeable netting, and specifically on the hypothesis that 20% of the discharge manages to filter through the netting, is represented in FIG. 10 (triangles) and compared with the deposit in the absence of filtration (solid lines).
  • the deposit upstream is less than with the netting clogged. Since clogging in general develops in conditions of higher hydraulic heads, i.e., in concomitance with the passage of the flood crest, the effect of lamination of the solid discharge will be more effective in so far as the first part of the flood can pass through, leaving the volume upstream in the check dam free.
  • the netting 17 can be stretched either over the entire width of the check dam (embodiments of FIGS. 1 , 2 , 3 ) or over only part of the width (embodiments of FIGS.
  • the hydraulic head h m and the velocity U m may be calculated using a uniform-flow formula and a solid-transport formula.
  • h m d 50 [ 1 ( 6.72 ) 2 ⁇ q 2 g ⁇ ⁇ ⁇ ⁇ d 50 3 ⁇ 1 [ q s d 50 ⁇ g ⁇ ⁇ ⁇ ⁇ ⁇ d 50 ⁇ 8 ] 2 / 3 + ⁇ c ] 7 / 3 ( 15 )
  • the netting may be sized to withstand any dynamic impact, according to the criteria known in the art, for example set forth in the already cited paper by Armanini, A., Fraccarollo, L., and M. Larcher (2005).
  • the restraining structure according to the invention advantageously allows passage of the initial part of the solid discharge, bestowing on an array of these structures built in succession along the watercourse an effective lamination capacity.
  • the restraining structure according to the invention advantageously enables a greater self-cleaning capacity (which is absent in traditional net check dams) as compared to rigid vertical-slit check dams.
  • the horizontal opening considerably reduces the possibility of clogging.
  • the restraining structure according to the invention advantageously enables reduction of the construction costs and times.
  • the use of a net is particularly advantageous as compared to the adoption of other elements for delimiting the flow section at the top, such as for example a beam.
  • the net which is easy to install, reduces costs, including installation costs.
  • a mesh or reticular structure as retaining structure occupying the upper portion of the flow section
  • a retaining structure using an impermeable beam for example a reinforced-concrete slab or a steel plate, can achieve lamination of the solid discharge, as illustrated previously with reference to Eqs. (1)-(3).
  • An important variant of the restraining structure according to the invention comprises inclining in a downstream direction, for example by an angle comprised between 10° and 30° with respect to the vertical, the netting that delimits the opening, in order to favour progressive displacement upwards of the floating material, preventing it from clogging the horizontal slit.
  • the restriction of the flow section of the check dam may involve only the lower portion of the weir; i.e., the bottom opening is of the partial-width type, whereas the upper portion of the check dam, where the netting operates, is of the full-width type.

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  • Engineering & Computer Science (AREA)
  • General Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
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  • Polyesters Or Polycarbonates (AREA)
  • Cyclones (AREA)
  • Barrages (AREA)
  • Transition And Organic Metals Composition Catalysts For Addition Polymerization (AREA)
  • Processing Of Solid Wastes (AREA)
  • Absorbent Articles And Supports Therefor (AREA)
  • Measuring Volume Flow (AREA)
  • Optical Measuring Cells (AREA)
  • Fuses (AREA)
  • Details Of Garments (AREA)
  • Jet Pumps And Other Pumps (AREA)
  • Structure Of Emergency Protection For Nuclear Reactors (AREA)
  • Solid-Sorbent Or Filter-Aiding Compositions (AREA)
  • Ocean & Marine Engineering (AREA)
  • Environmental & Geological Engineering (AREA)
  • Sewage (AREA)
US14/776,339 2013-03-15 2014-03-12 Stream debris restraining structure Abandoned US20160032547A1 (en)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
IT000200A ITTO20130200A1 (it) 2013-03-15 2013-03-15 Struttura di ritenuta dei sedimenti in corsi d'acqua
ITTO2013A000200 2013-03-15
PCT/IB2014/059684 WO2014141096A1 (en) 2013-03-15 2014-03-12 Stream debris restraining structure

Related Parent Applications (1)

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PCT/IB2014/059684 A-371-Of-International WO2014141096A1 (en) 2013-03-15 2014-03-12 Stream debris restraining structure

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US16/045,124 Continuation US10767330B2 (en) 2013-03-15 2018-07-25 Stream debris restraining structure

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US16/045,124 Active US10767330B2 (en) 2013-03-15 2018-07-25 Stream debris restraining structure

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US (2) US20160032547A1 (zh)
EP (1) EP2971368B1 (zh)
JP (1) JP6486284B2 (zh)
KR (1) KR20150143497A (zh)
CN (2) CN105283604B (zh)
AU (1) AU2014229305B2 (zh)
BR (1) BR112015021984A2 (zh)
CA (1) CA2903665A1 (zh)
ES (1) ES2740832T3 (zh)
HK (1) HK1217522A1 (zh)
HR (1) HRP20191260T1 (zh)
IT (1) ITTO20130200A1 (zh)
MX (1) MX2015012732A (zh)
MY (1) MY175291A (zh)
PE (1) PE20160072A1 (zh)
PL (1) PL2971368T3 (zh)
PT (1) PT2971368T (zh)
RS (1) RS58846B1 (zh)
RU (1) RU2015143847A (zh)
SA (1) SA515361163B1 (zh)
SI (1) SI2971368T1 (zh)
TR (1) TR201911350T4 (zh)
WO (1) WO2014141096A1 (zh)
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US20160325477A1 (en) * 2013-12-25 2016-11-10 Kaneka Corporation Method of producing film
US10246841B2 (en) * 2015-06-17 2019-04-02 Rajendra Vithal Ladkat System for aeration and seperation of contaminants from flowing water
US10767330B2 (en) 2013-03-15 2020-09-08 Officine Maccaferri S.P.A. Stream debris restraining structure
CN111639445A (zh) * 2020-06-19 2020-09-08 中国科学院、水利部成都山地灾害与环境研究所 泥石流坝前回淤堆积体在拦挡坝拆除中危险性测算方法、应用
CN115030114A (zh) * 2022-06-14 2022-09-09 河南黄河勘测规划设计研究院有限公司 一种江河水库支流拦门沙自然拉沟破除方法

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IT201800004022A1 (it) * 2018-03-28 2019-09-28 Maccaferri Off Spa Rete metallica sensorizzata
CN109137834B (zh) * 2018-08-31 2021-08-27 佛山市锐拓环境工程设备有限公司 一种河涌净化处理系统
CN109137847B (zh) * 2018-09-14 2023-08-29 四川省交通勘察设计研究院有限公司 一种泥石流水石分离格栅坝及水石分离系统
US20220341113A1 (en) * 2019-09-18 2022-10-27 Officine Maccaferri S.P.A. Sediment retaining structure in water courses
US11091891B1 (en) * 2020-02-24 2021-08-17 Kieran Kelly Plastic retrieval process and apparatus
CN112813921B (zh) * 2021-01-06 2022-06-07 西南科技大学 一种泥石流水石分离贮存系统
CN112921903A (zh) * 2021-01-25 2021-06-08 枣庄学院 一种桩林固床-固相卸荷-防冲蚀复合拦渣坝
IT202100003179A1 (it) 2021-02-12 2022-08-12 Maccaferri Off Spa Struttura di protezione e rete metallica di protezione per tale struttura di protezione

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