CN203256678U - Submerged spur dike suitable for natural marginal bank form - Google Patents
Submerged spur dike suitable for natural marginal bank form Download PDFInfo
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- CN203256678U CN203256678U CN 201320232149 CN201320232149U CN203256678U CN 203256678 U CN203256678 U CN 203256678U CN 201320232149 CN201320232149 CN 201320232149 CN 201320232149 U CN201320232149 U CN 201320232149U CN 203256678 U CN203256678 U CN 203256678U
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Abstract
The utility model discloses a submerged spur dike suitable for a natural marginal bank form. The submerged spur dike suitable for the natural marginal bank form is a bend-ended spur dike and comprises a dike head, a dike body and a dike root. The step type is applied to a longitudinal slope of the submerged spur dike according to natural terrain. The submerged spur dike suitable for the natural marginal bank form solves the problems that water flow around an existing spur dike is turbulent, and the existing spur dike is weak in flow-scour resistance. The step type is applied to the submerged spur dike according to the natural marginal bank form, namely, different gradients are applied to the longitudinal slope of the spur dike from the head portion to a turning point, from the turning point to the stepped portion, from the stepped portion to the dike root portion according to the natural terrain. According to the intensity of current scour on the submerged spur dike, different dike crest widths are applied, boulders are used for pressing the dike crest on the surface of the dike, and therefore the flow-scour resistance is improved.
Description
Technical field
The utility model belongs to the Waterway Regulation technology, is specifically related to a kind of submerged dike that is applicable to natural point bar form.
Background technology
The erosion and deposition change procedure that river bed change refers in the nature situation and the riverbed occurs after building regulating structure, this erosion and deposition change procedure can always not be conducive to the mankind's activity in production, on the contrary, may produce huge destruction in many cases, therefore must take engineering measure to be controlled, this class engineering measure namely claims the riverbed regulation, regulation riverbed building used, is called the riverbed regulating structure.Groynes is modal riverbed regulating structure.
The dam root of groynes connects with the riverbank, and abutment stretches to the middle of the river, and the axis of dam and water (flow) direction quadrature or oblique consist of T-shaped with the riverbank in the plane.Groynes is the regulating structure that laterally blocks water, and when current not during submerged spur dike, its beam narrow riverbed is improved flow velocity and washed away the shoal; After the current submerged spur dike, can cause cross current, laterally training for sediment, increase fairway depth.In addition, groynes can also be adjusted the split ratio of braided stream, controls shunting, the aggradation river shoal, and main flow is chosen in case the top rushes riverbank and dyke in the protection riverbank.
Dam body pattern in the past is single longitudinal gradient pattern.But build the groynes converging flow into main channel, protect bunding, but also can bring the flow phenomenon of the series of complexes such as current separation, backflow.Dam body is local as abutment, dam root and the flow-shape disorder of bypassing the dam site.Groynes also very easily causes damaged or destroyed by flood.Groynes damaged or destroyed by flood form is broadly divided into abutment damage, dam body damage, dam root damage and integral dam damage four classes by damaging the position.Abutment damage mostly is foundation scouring and causes damage, its general process be foundation scouring---slope failure---dam crest caves in.The form of dam body damage is more, and some is that the basis of dam body is washed and causes collapse of dam, and this type of damage form class is similar to the abutment damage; Some genus dam facing piece stone peels off to roll to lose and forms small gap, then enlarges again punching and deeply develops into large breach; Also having some is that current directly wash away downstream slope, causes the downstream slope damage of caving in.Dam root damage partly cause is that the sand-pebble of dam root and bank slope joining place is washed and causes and cave in; Some is that dam root section dam facing piece stone peels off displacement one by one, forms shallow small gap, is expanded into gradually large breach in the future; Be that footing is directly washed away in dam root place's overflow in addition, the basis is damaged by scour.The damage of the integral body of dam body, multiple local damage factor common combination acts on together often, or single damage is in time repaired and due to expanding.Therefore strengthen the impact resistance of groynes, the stability that guarantees himself is very crucial.
Summary of the invention
The utility model provides a kind of submerged dike that is applicable to natural point bar form that can strengthen impact resistance for solving the technical problem that exists in known technology.
The technical scheme that the utility model is taked for the technical problem that exists in the solution known technology is: a kind of submerged dike that is applicable to natural point bar form, this submerged dike is bend-ended spur dike, comprise abutment, dam body and dam root, the longitudinal gradient of this submerged dike adopts the ladder pattern according to natural terrain.
The width at dam crest of this submerged dike is set according to the segmentation of current scour intensity.
The dam facing of this submerged dike adopts piece stone to bear down on one.
Described dam root adopts the paving stone structure to connect bank.
Advantage and the good effect that the utlity model has are:
1) stability obviously improves: width at dam crest is subjected to current scour strong and weak according to submerged dike, adopt different widths at dam crest, for the dam body part that is subjected to a little less than current scour, width at dam crest is relatively smaller, be subjected to the violent dam body part of current scour, width at dam crest is relatively larger, and adopts boulder to bear down on one at dam facing; Carried out the paving stone structure at dam root and connect the bank processing, prevented the generation that current are turned the enemy's rear, thereby obviously improved the stability of dam body.
2) current around dam body are more smooth-going: the dam body that the utility model proposes adopts the ladder pattern that approaches with natural point bar form, be submerged dike longitudinal gradient from the head to flex point, flex point to the ladder place, ladder to dam root section adopts respectively the gradient consistent with natural terrain according to natural terrain, make dam body current on every side more smooth-going, thereby strengthened the impact resistance of dam body.
3) renovating effect is better, and the later maintenance expense is few.
In sum, the utility model is the problem such as a little less than, impact resistance disorderly for existing groynes ambient water, a kind of submerged dike that is applicable to natural point bar form of exploitation, it adopts the ladder pattern according to natural point bar form, be that the longitudinal gradient of groynes is from the head to flex point, flex point to the ladder place, ladder to dam root section adopts respectively different value of slope according to natural terrain, width at dam crest is subjected to current scour strong and weak according to submerged dike, adopt different widths at dam crest, and adopt boulder to bear down on one at dam facing, to strengthen impact resistance.
Description of drawings
Fig. 1 is layout schematic diagram of the present utility model;
Fig. 2 is the I-I longitudinal axis generalized section of Fig. 1;
Fig. 3 is the II-II sectional schematic diagram of Fig. 1 and Fig. 2;
Fig. 4 is the III-III sectional schematic diagram of Fig. 1 and Fig. 2.
In figure: 1, abutment, 2, dam body, 3, dam root, 4, river bottom protection, 5, the slope roof panel, 6, the low water platform, 7, bank protection, 8, joining section.
The specific embodiment
For further understanding summary of the invention of the present utility model, Characteristic, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
See also Fig. 1～Fig. 4, a kind of submerged dike that is applicable to natural point bar form, this submerged dike is bend-ended spur dike, comprises abutment 1, dam body 2 and dam root 3, the dam crest longitudinal gradient of this submerged dike adopts the ladder pattern according to natural terrain.The width at dam crest of this submerged dike is set according to the segmentation of current scour intensity.The dam facing of this submerged dike adopts piece stone to bear down on one.Described dam root 3 adopts the paving stone structure to connect bank.
Application example of the present utility model:
Dam length 248.35m is ladder pattern eave tile submerged dike.Formed by dam body, river bottom protection 4 and root shore protection.Dam body comprises: abutment 1, dam body 2 and dam root 3, abutment 1 and flex point elevation are 7.84m.The submerged dike specific features sees Table 1.
(1) dam body
Dam body is divided into straightway and eave tile section, is full jackstone structure.
The abutment top is the semicircle of diameter 5m, then joins with the river bed radially; Than being 1:8, gradually become slope than with dam body smooth-going be connected to left and right side along the axis of dam to the He Po slope.
Consider that the eave tile submerged dike is subjected to current scour intensity large, the width of dam crest is got 5m.
Dam body straight line segment length 178.35m.Dam body upstream side side slope is 1:2, and the downstream side slope is 1:2.5, is 1:400 from flex point to bank side 92m section dam crest longitudinal gradient, and then crest elevation improves 1m in the long scope of 8m, and forming the slope, top is the ladder of 1:8, and the dam crest longitudinal gradient is 1:300 thereafter.
Eave tile segment length 70m is full jackstone structure.Dam body is 1:2 to side slope, the middle of the river, and side slope, onshore is 1:2.5, and the slope, top is flat slope.
Dam body piece stone particle diameter is 0.2m～0.6m, and particle diameter should be greater than 85% greater than the ratio of 0.4m; The dam crest surface layer arranges the thick boulder of 1m, its particle diameter 〉=0.4m(89kg).
(2) river bottom protection
Adopt D type row river bottom protection, the wide 60m of the remaining row of dam body upstream side, the wide 95m of the remaining row in downstream, the remaining row of abutment is wide is 110m.Mattress sinking transverse lap width is 6m.
River bottom protection row upstream side is by turning in head section isostere edge 20m wide region, and in river bottom protection file leader section's isostere edge 25m wide region, throwing erosion control stone thickness is 1.5m, wherein has the wide erosion control stone of 5m to be positioned at river bottom protection and arranges.Erosion control stone particle diameter 〉=0.4m(89kg).
River bottom protection row establishes at isostere edge, downstream the Triangular Taper Penetrating water-permeable frame (monolateral length is 100cm) of wide 25m, wherein has the wide water-permeable frame of 5m to be positioned on river bottom protection row, and thickness is thrown (paving) by every square meter and established two-layer totally three controls of water-permeable frame.
The thick 1.2m of jackstone on all the other row's faces.On row, the jackstone particle diameter is 0.2m～0.6m, and particle diameter should be greater than 85% greater than the ratio of 0.4m;
(3) root shore protection
Adopt smooth-going shore protection pattern.Guard scope: upstream side protects to the above 30m of dam body river bottom protection D type row's upstream side sideline extended line, and 80m outside dam body river bottom protection D type is arranged sideline, downstream extended line is protected in the downstream.The root shore protection comprises slope roof panel 5, bank protection 7, low water platform 6, the part such as spats and joining section 8 under water.In bank protection upstream and downstream side, pre-buried anti-washing structure is set respectively.Pre-buried anti-washing structure is: from bank protection 7 upstream and downstream sides excavations foundation trenches (foundation trench inslope 1:5, outside side slope is 1:1, foundation trench bottom width 1m, upstream side dig the dark 1.5m that is, the dark 2.5m that is is dug in the downstream).After foundation trench dug, the loaded filter nonwoven spread to the foundation trench bottom along 1:5 foundation trench side slope, then spreads the stone backfill, and paving stone end face is consistent with bank protection.
Slope roof panel 5: wide 3m, the bottom is the cemented rock structure, thick 0.55m, the top is that the mixed earth of 0.05m is wiped one's face.
The bank slope excavation: bank slope delays when 1:3, cuts the slope by the depositional gradient ratio; Suddenly when 1:3, cut the slope by 1:3.
The bank slope backfill: the place carries out backfill to the bank slope larger hollow of local existence, requires during backfill the back fill course compacting is reached the density of undisturbed soil.
Loaded filter: push up to the thick yellow sand one deck of 10cm, 400g/m are set between pin groove leading edge from the bottom to top on the slope
2(particle diameter is 1～3cm) one deck to the thick rubble of nonwoven one deck and 10cm.
Mask: adopt the thick paving stone of 0.3m.
Low water platform 6: be paving stone structure, wide 3m, thick 0.8m; It divides into wide 1m, dark 0.5m pin groove, and paving stone in the pin groove, the row pressure of D type is under pin geosynclinal block stone.Low water deck roof elevation is 12.84m.
Spats: under the low water platform, spats adopts D type row, and monolithic row width is 40m, and D type row's sinking is perpendicular to the low water platform, mattress sinking transverse lap width 6m, and on row, jackstone 1.2m is thick.
Joining section: at root bank protection upstream and downstream two ends, the wide joining section of 30m is set respectively, the low water platform is above cuts the slope in the bank slope of 1:3 by 1:3 suddenly, and delay in the sloping bank of 1:3 and cut the slope by the depositional gradient ratio, then jackstone 0.5m.The slope roof panel to the low water platform in the 50m scope jackstone 0.5m thick.
Table 1 submerged dike characteristic value
Claims (4)
1. submerged dike that is applicable to natural point bar form, this submerged dike is bend-ended spur dike, comprises abutment, dam body and dam root, it is characterized in that, the longitudinal gradient of this submerged dike adopts the ladder pattern according to natural terrain.
2. be applicable to according to claim 1 the submerged dike of natural point bar form, it is characterized in that, the width at dam crest of this submerged dike is set according to the segmentation of current scour intensity.
3. be applicable to according to claim 1 the submerged dike of natural point bar form, it is characterized in that, the dam facing of this submerged dike adopts piece stone to bear down on one.
4. be applicable to according to claim 1 the submerged dike of natural point bar form, it is characterized in that, described dam root adopts the paving stone structure to connect bank.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320232149 CN203256678U (en) | 2013-05-03 | 2013-05-03 | Submerged spur dike suitable for natural marginal bank form |
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| CN 201320232149 CN203256678U (en) | 2013-05-03 | 2013-05-03 | Submerged spur dike suitable for natural marginal bank form |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103195020A (en) * | 2013-05-03 | 2013-07-10 | 交通运输部天津水运工程科学研究所 | Submerged spur dike suitable for natural marginal bank form |
| CN106498899A (en) * | 2016-12-15 | 2017-03-15 | 交通运输部天津水运工程科学研究所 | A kind of compound ground sills for mountain stream curved road type Shoal Regulation |
| CN109033642A (en) * | 2018-07-30 | 2018-12-18 | 青岛理工大学 | Optimization determination method for slope shape transformation stability of side slope |
-
2013
- 2013-05-03 CN CN 201320232149 patent/CN203256678U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103195020A (en) * | 2013-05-03 | 2013-07-10 | 交通运输部天津水运工程科学研究所 | Submerged spur dike suitable for natural marginal bank form |
| CN106498899A (en) * | 2016-12-15 | 2017-03-15 | 交通运输部天津水运工程科学研究所 | A kind of compound ground sills for mountain stream curved road type Shoal Regulation |
| CN109033642A (en) * | 2018-07-30 | 2018-12-18 | 青岛理工大学 | Optimization determination method for slope shape transformation stability of side slope |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20131030 Termination date: 20200503 |