CN1200172C - Composite type siltbeach dam body engineering technology - Google Patents

Abstract

The present invention relates to a materialized composite method for building a hydraulic cross-dam with the functions of enough height for drainage at large section, diversion and flood protection by a using hydraulic energy dissipating principle that force direction potential energy, gravitational potential energy and water current cutting potential energy are combined together for silted dam engineering. The method is characterized in that the height of outer edges of step-shaped drainage wall banks, such as stones, etc. of which the height is added singly, is added obliquely layers by layers to the ratio of 1 to 0.15 of the height of the drainage wall banks, the contraction is 1/4 of the width of the drainage wall banks which is inversely laid between a ground bed (which contains cross-dam nylon cloth apron and shark fin wire net covering stones or cement preformed pieces connected in series with the apron) and a sand dam (which contains interlayer nylon cloth). A dam rolling device comprises a wood pole triangular gate frame, a wood pole parallel-serial gate sheet and a plastic sheet parallel-serial apron. A downstream dam is in a sandy soil structure, and a flood guide opening is in a wall bank apron materialized composite structure. The present invention combines farmland water conservancy, soil and water conservation, soil improvement engineering and the utilization of dynamic sustainable development of water resources, and has the advantages of low cost, high economic benefit, high ecologic benefit and high social benefit.

Description

Composite type siltbeach dam body engineering technology

Technical field

The present invention relates to irrigation and water conservancy, reclamation, water and soil conservation and agriculture environmental protection system, particularly the intensification improvement of basic farmland and loss water and soil and the Sustainable Development and Utilization of dynamic water resource.

Background technology

The casual basic functional principle of flood silt of drawing of ground, original Yu Tan dam engineering is to utilize retaining of lattice weir and the certain elevation of withdrawal nozzle to retain precipitation soil layer and draining, utilizes overfolw dam to stop up high riverbed water level, by gate flood is imported the lattice weir.The lattice weir is by masonry dam, gate, Heng Shayan (the double withdrawal nozzle of establishing) etc. form downstream.Gate and withdrawal nozzle sluicing section length are unanimous on the whole, are many with 2--4 rice.Masonry dam and gate are taken into account the water conservancy diversion flood control downstream.Flood control and outlet work rely on cement paste " bonding " building stones, and withdrawal nozzle drop position is provided with and grouts protection-apron.The minority shark's fin adopts wire gauze bag building stones structure.Gate opening/closing needs manually-operated.Though its engineering adopts the modern hydro-structure that grouts, because of its structure ossifys huge with cost, it is superficial to cause principle to be used, performance disconnects mutually, practicality is attended to one thing and lose sight of another, that builds and invest is particularly thorny, is difficult to adapt to the acute variation of flow field environment and space-time, still follows the ancient traditional engineering mode based on dredging.Be the decline engineering cost, take to dwindle in a large number the joint money measure of gate and lattice weir sluicing section, hydraulic energy and destructiveness have not only been increased, and the casual probability of serious forfeiture silt, the viewpoint that causes qualitative change from quantitative change is analyzed, because of the sharp big vast energy ratio and the capacity transfer ability on lattice weir are very little, cause stifled dredging to be isolated.Determined by its backward technology feature, the hills area, mountain area utilizes flood exploitation, transformation soil and generally irrigates and can not get effective solution for a long time, the fertile husky resource of water and soil can not be retained utilization on the spot, and make it to be distributed on the wide basin face, run off in vain again and assembly meets at the downstream, cause major disaster and major hidden danger for national existence and production, many natural laws of supporting utilization are fully and synchronously to utilize, and the arduousness, narrow-mindedness, chronicity and the repeatability that exist during engineering measure is implemented are perplexing the quick raising that water and soil is administered the level of the productive forces always.After the founding of New, go through input, nationwide mobilization and the extremely hard and bitter struggle energetically of continuing in 50 years, though the greatness that obtains is since the dawn of human civilization administered effect, do not tackle the problem at its root as yet, overall management task is more heavy, at present, and 10,000 square kilometres of national annual Newly-added Soil Erosion areas.The soil erosion area in the whole nation has accounted for 38% of area, and some province is up to 46%--86%, and that demands urgently administering accounts for 60%, has 2,200,000 square kilometres.Interrelated data shows that serious day by day soil erosion has become ecology and moved towards one of main misfortune source of crisis; Soil erosion is mainly used and vegetation deterioration from excessive the cultivating in arable land, slope; Along with the extensive enforcement of conceding the land to forestry, leave uncultivated the beach ditch in a large number and suddenly wait to develop, plough to substitute the slope, add up by the background technology bore, only loess plateau and northeast black soil region just have 1,590 ten thousand mu.

Summary of the invention

The objective of the invention is to grout the quality of hydro-structure to used building stones and sand at the sluicing flood control cement that exists in original technology, the volume requirement strictness, borrow and water are subjected to the strictness and the absolute limitations of natural conditions, cement consumption is many and unit price is high, dig the end and build the base arduousness, the operation sequence complexity, the zone that has needs draining, construction haul task is big and meet unsurmountable because of difficulty, frame application is inflexible single, performance is attended to one thing and lose sight of another, cost is huge, and benefit is provided by inferior disadvantage, a kind of measure that is provided, performance, be suitable for space-time, the novel engineering method in ground, Yu Tan dam that the economic ecology benefit is mutually compound.

For realizing described purpose, the present invention had both used for reference and had followed ground, original Yu Tan dam engineering building sluicing drop protection-apron and drawn the basic functional principle that flood becomes silted up and overflows, overcome all prejudice and defective that it exists in the principle application facet again, by this form of ground, Yu Tan dam and this carrier of " combined type " technology, comprehensive multi-level extension service behaviour causes eight benefits and makes new breakthroughs and be doubled significantly synchronously.Its comprehensive breakthrough concludes, be one abandon, six open up and five changes.That is: abandoned " ossifing " property hydro-structure of the general cement paste of original technology " bonding " building stones.Opened up be association of activity and inertia, cope with shifting events by changing, various informative materialization combination hydro-structure; Opened up engineering material for method; Opened up the equipment method; Opened up the totally-enclosed or semiclosed special functional development technology of holding native draining or flood discharge of omitting downstream weir; Opened up the hydraulic energy dissipating and adopted the mutually compound waterpower energy dissipating practical approach of thing energy dissipating with flow energy dissipating, flow field; Opened up is a whole set of water and soil improvement of means and the engineering system of Sustainable Development and Utilization dynamic water resource with compound.Cause engineering framework to be used to draw big vast water-break by the limit osculum changing into big section and drawing flood and sluice; Can change in length and breadth in conjunction with controlling flood by monistic vertical water conservancy diversion flood control based on water conservancy diversion laterally; Can take into account by blocking up to dredge to isolate to change into to block up to dredge to hold to arrange; Can be that main changing into based on stifled held by dredging; Can change into full-automatic capacity transfer by artificial auxiliary hub capacity transfer.Design and construction are suited measures to local conditions, and gather materials on the spot, and on the basis of the existing conditions no matter how simple and crude, dialectical executing controlled.On the technical data of structure and framework is used, formula and the standard used routinely both proposed, can press rate regulation again, to adapt to different engineering targets and the diversified needs of physical feature in accordance with the law.

Engineering of the present invention is made up of framework and hydro-structure, and in its newground, framework design and the technical data used are routinely realized by the following method:

That is: engineering (is a convenience of calculation with 20 years one chance peak flood flows, flow velocity is all in 1 meter of per second) and the beach face width be basic foundation, give and stay channel width, all the other then are the development and use width, channel width is with the quotient of flood discharge divided by the flood elevation, and equivalent determines that riverbed flood elevation deducts more than 10 centimetres with cross weir water-break section elevation, equivalent is determined, is generally below 60 centimetres.

Draw that the mighty torrent amount is drawn magnanimity by standard and motor-driven regulated quantity two parts are formed.Standard is drawn the calculating of magnanimity, with same engineering the water-break elevation of short one cross weir to reach 10 centimetres be standard water-break elevation.Standard water-break elevation multiply by water-break section length, and the standard of being is drawn magnanimity.Standard is drawn magnanimity divided by igniting flood port standard water inlet elevation, is igniting flood port length.Igniting flood port standard water inlet elevation is determined with last with six times of cross weir standard water-break elevation, is generally more than 60 centimetres.Igniting flood port standard water inlet elevation adds igniting flood port sand setting height of weir journey, is overfolw dam sluicing section elevation.Sand setting height of weir journey is generally about 30 centimetres.Overfolw dam sluicing section length adds abutment pier length, is and should stays channel width.Igniting flood port length should account for 2/3rds of overfolw dam sluicing section length.The spacing distance of each road cross weir is with the location more than 2 times of lattice weir retaining backwater line length.

According to above technical data application regularity, above cross weir abutment pier of overfolw dam and burrock elevation should reach 3 times that met riverbed flood elevation in 20 years one, and Star is more than 1.8 meters, to deal with burst flood peak in recent years.The cross weir abutment pier in overfolw dam downstream and downstream weir elevation should reach 2 times that met riverbed flood elevation in 20 years one, and Star is more than 1.2 meters.Become silted up to overflow up to standard after, lock formula overfolw dam should be removed, and when treating 1.2 meters of channel degradations, makes up the cement casting overfolw dam lock frame and the protection-apron of chronicity, the control riverbed degree of depth.And met to improve again than 20 years one and can lead to 2 times of big vast elevations, make the riverbed amount to logical big vast ability reach met in 20 years one more than 4.5 times.The degradation riverbed also will be continued in groundbed shunting capacity transfer and overfolw dam downstream in addition, and the logical flood that makes all conveyance systems satisfy especially big flood peak not seen once in a hundred years is drained and the flood control security needs.

Hydro-structure of the present invention comprises holds native water-break cross weir (containing abutment pier), cross weir shark's fin, downstream weir, igniting flood port (the double sand setting weir of establishing), flood retention overfolw dam (the double sand removing hole of establishing) five major parts, and its technical conceive and parameter are used and realized by the following method:

1, cross weir structure and technical data thereof.

Cross weir is rectangular with reservation riverbed direction, and abutment pier will be built in the cross weir two ends, and the abutment pier length of riverbed one end reaches more than 10 meters, and other end length is 2 meters, and all the other mid portions all are the water-break section.Water-break section elevation becomes silted up with the soil and determines that to promptly deciding elevation equivalent generally reach more than 70 centimetres, abutment pier is higher than 50 centimetres in water-break section, generally reaches more than 1.2 meters.The top width of cross weir generally reaches 80 centimetres, and bottom width is that 2 of oneself height is extraordinarily received the top width degree, is generally more than 2 meters.

Cross weir is made up of main body and protection-apron.Main body adopts wall Kan Yan, sandy soil weir and interlayer nylon cloth structure combining.Protection-apron adopts the new nylon cloth of the long width of cloth.Construction method and technical data are:

(1) ridging sandy soil weir.By ridging sandy soil weir, water-break side (containing abutment pier), straight completely, top, horizontal, above the elevation of moulding weir, sandy soil density should be improved in the wall camphyl plinth position of water-break side's gradient.

(2) lay nylon cloth protection-apron and interlayer nylon cloth.With forklift the drop groundbed at position of cross weir is patted completely, the groundbed shovel in outer 40 cm widths of Leng line at the bottom of the husky weir is interior low outer high shape, tilting value is 6 centimetres, (wall bank width 1: 0.15).Stone on the groundbed in the protection-apron scope is harrowed.Lay nylon cloth protection-apron completely at the drop position, wide is 1.5 meters, and when length was not enough, two nylon cloth of seam crossing were repeatedly pressed 20 centimetres.Lay interlayer nylon cloth on domatic more than the Leng line at the bottom of the husky weir, adopt the old nylon bag of cutting off, all seam edges are repeatedly pressed 10 centimetres mutually.

(3) construct sluicing wall bank.A, construct with stone.Long 15-30 centimetre stone all can use in the riverbed.Leng irregular building stones in limit adopt upright inclined stacking, and length is interted mutually, and the levels gradient is opposite completely.Neat building stones all adopt flat stacking.The length of B, building stones is the width of wall bank.Individual layer is constructed and is increased.First floor wall bank is pushed down 40 centimetres of nylon cloth protection-aprons, should adopt broad and thin slabstone exposes sleeveless jacket to widen, and reduces water drop, makes current change following current on the building stones sleeveless jacket as far as possible.C, each layer be level completely, and the water-break edge is neat, plays the effect that even distribution sluices.D, each fault are pressed jointing, and inwardly shrink 7 centimetres (1/4th of about building stones length, and the shortest building stones are covered press more than half), form step-likely, play divergent step by step energy dissipating effect of separating the sluicing drop.The mechanism of E, most critical is, the outer horizon of each layer is chosen high 5 centimetres (wall bank width 1: 0.15) than interior along horizon, form the anti-obliquity shape with channel gradient, make lower floor constitute lever and prop up sled power, triangle bed knife and drag, make sleeveless jacket constitute the effect of energy dissipation of overlapping bounce-back aeration to sluicing the upper strata.F, along with successively the increasing of wall bank, pull-up interlayer cloth at any time.The basic part that the hair quarrel of interlayer cloth outside building stones deficiency and space and last layer shrink is wanted the filling rubble, and inboard space is smooth with the sandy soil filling, until extension of interlayer cloth and reflexed are covered on the inclined plane at wall bank top.At last sandy soil weir and wall bank outer edge are maintained an equal level.

(4) construct abutment pier wall bank.Abutment pier wall bank and sluicing section wall bank should successively be constructed synchronously, and abutment pier wall bank adopts long about 35 centimetres building stones, flat completely buttress, and mechanism is identical with sluicing wall bank.The plug of abutment pier discharge opening adopts the long building stones and the flat stacking of inclined in two-way in length and breadth more than 40 centimetres in the lattice weir.Three sections of the outer abutment pier of downstream weir all use the wall bank to surround the sandy soil weir.

(5) during land use, cross weir sluicing section to be kept above become silted up overflow soil below 5 centimetres, give and be equipped with thickening and overflow fertile.

This materialization combination sluicing cross weir is lain on one's side between groundbed and husky weir globality wall bank.The force power hand-delivers such as pedaling, lean on, press, break, draw, hinder, squeeze, cut of wall bank is knitted and usefulness, forms organic whole.Wall bank power to the hydraulic pressure drag force to the potential energy that constitutes tripartite confrontation antagonism, the effect of intermediary's balance is brought into play on the sandy soil weir.Seeped water behind the water, and made a concerted effort further to improve, structure is close and firm all the more, can little change and can not destroy by rush of water.

2, shark's fin structure and technical data thereof.

The abutment pier termination of riverbed one side per pass cross weir all will make up shark's fin.Shark's fin is made up of main body and protection-apron.

The shark's fin main body adopts the abutment pier formula structure that links up, and promptly cramping wire gauze layer by layer in abutment pier solid wall bank utilizes the effect of wire gauze, and the wall bank of three sections and the interior sandy soil weir of wall bank are combined.Then, the selvage of wall bank three walls is connected in series up and down, becomes overall structure.The wire gauze of each layer is wide to be 1 meter, and length is that the width after abutment pier wall bank shrinks layer by layer adds 6 centimetres.Institute adds 6 centimetres, for serial connection selvage use up and down.

The shark's fin protection-apron has wire gauze bag individual layer building stones and cement to give film-making and goes here and there two kinds of structures.

The points for attention of wire gauze bag individual layer building stones are: 1. two layers of mesh is an integral body structure in flakes up and down.Protection-apron border with riverbed one side is a broken line, after first row's stone is completed, upper wire is pulled back so that broken line is counter.2. the bottom selvage of main body three sections is wanted 30 centimetres of pull-ups, and wherein superelevation is in 5 centimetres of interior dress building stones.3. off line even point-like serial connection will be gone up in building stones limit, shop, limit, and dress stone moves out of control in preventing.4. the area of protection-apron and shape are that abutment pier back of the body stream side base slope line is long 3 meters outward, wide 2 meters, abutment pier is to 3 meters of stream side base slope line foreign ministers, wide 1 meter, the place ahead, shark's fin termination is long 4 meters (wherein granting 3.2 meters of sedimentations), widely add the bottom width size of abutment pier shark's fin, be generally more than 5.5 meters for abutment pier back of the body stream side with to the width dimensions of stream side's protection-apron.

Cement gives film-making and goes here and there the points for attention of protection-apron: give film-making with the die casting octagon, and 40 centimetres of big face widths, 38 centimetres of another big face widths, thick is 12 centimetres.Wherein four opposite side are longer than four opposite side in addition, and bond length is 12 centimetres.Give 12 millimeters of the interior folder of film-making diameters and be right-angled intersection and draw 2 of the fixing rib-loop reinforcing bars of rib binding with circle, head curves little ring, stretches out from the mid-point that gives the film-making minor face.On-the-spot and when going here and there, four little rings are gathered together, and that gives film-making faces groundbed greatly, and each piece stays 2 centimetres of seams, for the sedimentation variation leaves move place.Begin to lay from shark's fin main body and abutment pier base slope line earlier, development to the periphery, the Bian Pu limit is connected in series little ring with bifilar No. 8 iron wires, makes the globality protection-apron form turtleback.Shark's fin also can adopt the spy to add the building stones body type or protection-apron extends two kinds of structures of covering abutment pier formula.

This class automatic sedimentation protection-apron is used in shark's fin aproll position, under the infiltration of current, produces the vacuum suction effect between protection-apron and the groundbed, and the silt filling is connected the space.Entire area is bigger, and force power face is implicated mutually.When inertia water stream with the riverbed sandy soil beyond the protection-apron border of protection-apron edge, particularly shark's fin termination defeated move drain after, groundbed forms sagging section, protection-apron loses the support force face, because proportion is very big, the inevitable automatic sedimentation that directly hangs down that follows closely is on the spot sought new support force power face, forces the tired groundbed of collapsing of protection-apron bottom to form certain slope, sandy soil between the bending variation slit of sedimentation position protection-apron are extruded thereupon, and sedimentation freely.Along with the rhythmical progressively degradation in riverbed, protection-apron replaces sedimentation operation, traces and monitors the movable and groundbed variation of flood in time, disposes voluntarily, is close to all the time and covers sagging section.When the riverbed reaches certain drop terminal point, just can not continue degradation, protection-apron is also held motionless.

3, the structure of downstream weir and technical data thereof.

Downstream weir is built on the inclined to one side center line of riverbed one side pier.Except that the end Leng line width of downstream weir self, stay 2 meters of abutment piers in the weir, stay abutment pier more than 3 meters outside the weir, highly with the abutment pier unanimity, Star is more than 1.2 meters.Top width reaches 1.5 meters, and bottom width is that 2.5 of oneself height is extraordinarily received the top size, generally reaches more than 4.5 meters.Vertical section of abutment pier wall bank, cramping one deck nylon cloth exceeds 40 centimetres at wall bank top in advance, and cramping is in the center line on husky weir downstream.

4, the structure of igniting flood port and technical data thereof.

Igniting flood port is built in to become silted up and is overflow between first lattice weir, upstream, ground, is straight line with downstream weir.Abutment pier is established at the igniting flood port two ends, an abutment pier of the alternative igniting flood port of abutment pier of the first road cross weir wherein, and another abutment pier spy adds and constructs.When the cross weir spacing equated substantially with igniting flood port length, the available second road cross weir abutment pier substituted the ad hoc abutment pier of igniting flood port, and with the size of space of igniting flood port full-length as adjacent twice cross weir.In the end walls bank of igniting flood port abutment pier, the cramping wire gauze utilizes the effect of wire gauze layer by layer, and the peripheral wall bank is combined with inner sandy soil.Each layer wire gauze is wide to be 1 meter, and the width dimensions that length is after abutment pier wall bank shrinks layer by layer adds 6 centimetres (two sections respectively increase 3 centimetres), then the selvage of three sections is connected in series up and down.

The sand setting weir is built on the center line of adjacent two abutment piers of igniting flood port.The sand setting weir is made up of main body and protection-apron, makes up with groundbed gradient straight line.The main body height is 30 centimetres, and wide is 50 centimetres, and structure is wall Kan Yan.Make up 20 centimetres high, 30 centimetres wide building stones of one deck earlier completely in water-break side, the gradient of falling is 20 degree.Tilt to cover with the building stones of 50 centimeter length again and be pressed on the first floor building stones, the gradient of falling is 30 degree, and Xiang Xiangliu side shrinks 15 centimetres, 10 centimetres in the water-break edge of first floor building stones of superelevation.The wall bank to stream side heap broken stone, maintain an equal level with wall bank top.The little slabstone of triangle secretion between the two-layer building stones in water-break edge.Protection-apron adopts 4 meters new nylon cloth of wide view picture, and wherein long limit cramping is in the bottom of sand setting weir main body 40 centimetres, and two minor faces cover pressure completely with the nylon sandbag.

5, the structure of flood retention overfolw dam and technical data thereof.

The flood retention overfolw dam is located at igniting flood port by in the riverbed of the one cross weir abutment pier in downstream, is straight line or parallel lines with cross weir.On the overfolw dam at 2 meters of shark's fin main body, stay sand removing hole.Sand removing hole length generally accounts for below 3% of overfolw dam sluicing section length, is lower than 40 centimetres on sand setting weir, and looks coarse sand amount number, its length of motor-driven adjusting and the degree of depth.

The flood retention overfolw dam adopts lock formula equipment, is made up of lock frame, protection-apron and brake lining.

The lock frame adopts wooden rafter triangle strap-on structure.Long 4 meters of balance bar, 8 centimetres of top diameters.Long 2 meters of the lock leg that is connected with the balance bar termination, long 1.5 meters of another root, 7 centimetres of top diameters.The lock leg is the isosceles herringbone, twists with bifilar No. 8 iron wires and is tied to the big first end of balance bar, and angle is 50 degree in the top.Lock frame timber can steep face with pitch prill.Also can weld system channel-section steel triangle lock frame, balance bar and staking out are fixed in the steel tank.

During on-the-spot the installation, lock frame spacing is advisable with 1 meter.The microcephaly of balance bar places to stream side, and trench digging is imbedded in the groundbed, and ditch is 1: 0.12 the gradient that falls, and lock leg one end covers 5 centimetres in ditch, and balance bar microcephaly one end covers 53 centimetres in ditch, covers in advance below the soil layer and presses a nylon sandbag.An abutment pier of the alternative overfolw dam of cross weir abutment pier, another abutment pier can be increased the brake lining elevation of two spacing distances of lock frame.

Brake lining adopts 6 centimetres of rods of diameter and string, and concentric reducer is alternately arranged.One of each perforating of rod two heads, penetrate in the eyelet with No. 8 iron wires, of iron wire is stubborn dead with rod, and the other end grows more than one meter, and is fixing at random with the lock top of the trellis.Brake lining length is that two spacing distances of lock frame add 30 centimetres, is generally 2.3 meters, and width can increase and decrease at random.The sand removing hole bottom is established rod and is gone here and there the bank sill.

The protection-apron width is determined with last with 4 times of maximum sluicing elevation, drop is sluiced change the plane following current in protection-apron, generally reaches more than 3 meters.Protection-apron adopts sheet and string structure.Material has discarded sole, skin scraper-trough conveyer, rubber tire tire etc.And the string method is, with at the bottom of the plastic shoes with length arrangement, wherein the center line of delegation just in time to live adjacent two row to and seam.Some with mould picture eye perforating around sole, with iron wire perforation and string, become one group of protection-apron.Every group of protection-apron area is 3 to take advantage of 2 meters.When adopting skin scraper-trough conveyer and rubber tire tire, utilize original length and width, each line width is not insisted on identity with as far as possible, but should be consistent with the width of delegation.Also can adopt cross arrangement and string.During The field, with each the group protection-apron again continued access get up, be fixed on lock frame leg and the brake lining.

Now the project benefit of the present invention's (hereinafter referred to as combined type) and original technology (hereinafter referred to as conventional method) is made following analysis:

1, cost analysis

The cost radix is analyzed

Conventional method cost radix is analyzed as follows:

1. grout flood dam downstream: 4 meters of heights of dam (wherein dig the end and build 2.5 meters in base, go out 1.5 meters on ground), 1.3 meters of bottom width, 70 centimetres of top widths.The every linear meter cubic meter of stone 4 cubic meters, 100 yuan of every side's valencys are counted 400 yuan.Dig 30 yuan of end drainings, every linear meter adds up to 430 yuan.

2. 4 * 3 meter three gate hole is one, and the cubic meter of stone 25 cubic meters are counted 2500 yuan, brake lining and open 1000 yuan of degradations, 3500 yuan at each gate.

3. 4 * 1.5 meters withdrawal nozzles (wherein the water-break section is high 70 centimetres), each cubic meter of stone 10 cubic meter is counted 1000 yuan.

4. 1.5 meters of horizontal husky heights of weir, the every linear meter earthwork 5 cubic meters, 2 yuan of every sides, every linear meter adds up to 10 yuan.

5. the every linear meter cubic meter of stone 10 cubic meters of overfolw dam are counted 1000 yuan.Dig 10 yuan at the end, every linear meter adds up to 1010 yuan.

6. management opens and closes the casual matters of becoming silted up such as lock, 30 yuan every mu.

Combined type cost radix is analyzed as follows:

(1) cross weir

Cross weir water-break section: every linear meter 0.3 * 0.7 * 1=0.21 of wall bank building stones cubic meter, 15 yuan in every ashlar material is counted 3.15 yuan.25 yuan of every ashlar material working hour expenses are counted 5.25 yuan.The husky every linear meter earthwork in weir (0.5+1.7) * 0.7 * 1 ÷ 2=0.7 cubic meter, 2 yuan of every sides count 1.4 yuan.The new nylon cloth of protection-apron is wide 1.5 meters, 1.5 yuan of every linear meter meters.The old nylon cloth of interlayer, 0.3 yuan of every linear meter.Every linear meter weir adds up to 11.6 yuan.

Abutment pier wall bank: every linear meter 0.35 * 1.2 * 1=0.42 cubic meter, 15 yuan on every ashlar head is counted 6.3 yuan.25 yuan of the every sides of working hour expense count 10.5 yuan.0.5 yuan of interlayer nylon cloth.17.3 yuan of every linear meter wall bank meters.

The husky weir of abutment pier: every linear meter (0.5+2.3) * 1.2 ÷ 2=1.4 cubic meter, 2 yuan of every sides, 2.8 yuan of every linear meter meters.

Abutment pier protection-apron cloth: every linear meter 1.5 square meters, count 1.5 yuan.

(2) shark's fin.

Coherent formula main body wire gauze of abutment pier and serial connection selvage iron wire, every layer average long 1.6 meters, wide 1 meter, 1.6 squares every layer, give 7 layers of meters, close 10 square metres, 1.3 kilograms every square, close 13 kilograms, 4 yuan of per kilograms, 52 yuan on each shark's fin main body iron wire.10 square metres of nettings, 0.25 yuan of every square of working hour expense is counted 2.5 yuan.55 yuan of each shark's fin main bodys.

Wire gauze bag building stones protection-aprons (4 * 5.5)+(3 * 2)+(3 * 1)=31 square metre, 20 centimetres of thickness are torn 6 cubic metres of building stones open, and 15 yuan in every ashlar material is counted 90 yuan.25 yuan of the every sides of dress net working hour expense count 150 yuan.2.4 kilograms of every square meter Double-level Reticulated of wire gauze material and serial connection selvages close 80 kilograms, and 4 yuan of per kilograms are counted 320 yuan.Double-deck 0.5 yuan of the every square meter of netting is counted 16 yuan.566 yuan of each protection-apron meters (every square equal 18.3 yuan).

Each shark's fin main body and protection-apron add up to 621 yuan.

(3) downstream weir.

The earthwork (1.5+4.5) * 1.2 * 1 ÷ 2=3.6 cubic meter, 2 yuan of every sides, every linear meter adds up to 7.2 yuan.

(4) igniting flood port.

Ad hoc abutment pier: long 10 meters, 3.6 meters of bottom width, 80 centimetres of top widths are high 1.8 meters.Wall bank girth is 25 meters all around, and is high 1.8 meters, wide 35 centimetres, closes 16 cubic metres of building stones, and 15 yuan of every sides count 240 yuan.25 yuan of the every sides of buttress stone working hour expense count 400 yuan.The husky weir earthwork (0.3+2.9) * 1.8 ÷ 2 * 9=26 cubic meter, 2 yuan of every sides count 52 yuan.Wall bank two ends cramping wire gauze is estimated 10 layers, 3.2 square metres every layer, and 1.3 kilograms every square, close 41.6 kilograms, 4 yuan of per kilograms are counted 166 yuan.32 square metres of nettings, 0.25 yuan of every square of expenses of labour is counted 8 yuan.Interlayer nylon cloth is 45 square metres around the wall bank, and 0.2 yuan in every square of old nylon bag is counted 9 yuan.875 yuan of ad hoc abutment pier main body meters.Wire gauze bag building stones protection-aprons (6.6 * 4)+(3 * 2)+(3 * 1)=35 square metre, are counted 640 yuan by 18.3 yuan every square.1515 yuan of ad hoc abutment pier and shark's fin meters.

The sand setting weir: the every linear meter building stones of main body 0.5 * 0.3=0.15 cubic meter, 15 yuan of every sides count 2.25 yuan.25 yuan of the every sides of buttress building stones working hour expense count 3.75 yuan.6 yuan of the every linear meter meters of main body.4 squares of the every linear meters of nylon cloth protection-apron, are counted 4 yuan by 1 yuan every square.10 yuan of every linear meter sand setting weir meters.Protection-apron two minor faces cover presses 40 in nylon sandy soil bag, and each comprehensively takes 0.5 yuan, counts 20 yuan.

(5) first road cross weirs.

Cross weir is high 1.8 meters, receives 1.5 meters of top widths, and shop fixtures is wide 6 meters.

The abutment pier shark's fin main body three section wall banks of holding concurrently: 10+6+2=18 rice, every linear meter building stones (0.35 * 1.8 * 1)=0.63 cubic metre, totally 11 cubic meters, 40 yuan of every ashlar material and working hour expenses are counted 440 yuan.Totally 32 square metres of wall bank interlayer nylon cloth, 0.2 yuan of every square meter is counted 6 yuan.Shark's fin main body cramping wire gauze is taken into account in the abutment pier termination, and every layer 3.1 * 1=3.1 square metre, give 10 layers of meters, close 31 square metres, contain the serial connection selvage, every square with 1.3 kilograms on iron wire, closes 40 kilograms, and 4 yuan of per kilograms are counted 160 yuan.0.25 yuan every square of netting is counted 8 yuan.614 yuan of abutment pier and shark's fin main body meters.Shark's fin protection-apron (4 * 6)+(3 * 2)+(3 * 1)=33 square metre, are counted 604 yuan by 18.3 yuan every square.The abutment pier shark's fin adds up to 1218 yuan.

Husky weir (1.5+6) ÷ 1.8 * 1 ÷ 2=6.8 cubic meters of every linear meter, 2 yuan of every sides, 13.6 yuan of every linear meter meters.

(6) overfolw dam.

1 of every group of lock frame balance bar, 30 yuan, 2 20 yuan of lock legs, iron wire and tie up 7 yuan of expenses is counted 57 yuan.Every group of 3 * 2=6 of sheet protection-apron square metre, estimate 60 yuan.The rod and the brake lining of going here and there, 90 centimetres of every group of elevations, long 2.3 meters, with 10 of rods, every 10 yuan, count 100 yuan, brake lining and 4 meters on the iron wire of going here and there, 0.09 kilogram every meter, close 0.36 kilogram, count 1.44 yuan.And 3 yuan of working hour expenses of string.104 yuan of every group of brake linings.On-the-spot 10 yuan of the every linear meters of installing.Lock frame spacing is in 1 meter, and 199 yuan of the supporting gate dam meters of average every linear meter reuse in 10 times, 20 yuan of each depreciation straight line expenses.

The engineering cost instance analysis

As develop 1000 meters of block lengths, wide 413 meters, cross weir 15 roads are established, the engineering that the riverbed is wide 102 meters in 620 mu in newly-increased soil.With same area, same price and comparativity engineering number of packages calculate.

The instance analysis of conventional method cost is as follows:

(1) 1000 meters of flood dams downstream subtract 6 meters at gate, equal 994 meters, and 430 yuan of every linear meters are counted 427420 yuan.

One of (2) 4 * 3 meter three gate hole is counted 3500 yuan.

14 of (3) 4 * 1.5 meters withdrawal nozzles, are counted 14000 yuan by each 1000 yuan.

(4) horizontal husky weir is 15.413 meters every, deduct 14 at the mouth of a river, each 6 meters, equal 6116 meters, 10 yuan of every linear meters are counted 61160 yuan.

(5) overfolw dam is 102 meters, 1010 yuan every meter, counts 103020 yuan.

(6) management is become silted up and is overflow 620 mu, 30 yuan every mu, counts 18600 yuan.

More than add up to 606100 yuan, 945 yuan per mu.

The instance analysis of combined type cost is as follows:

(1) water-break cross weir: the water-break section, per pass is long 400 meters, totally 14 roads, 5600 meters of length overalls, are counted 64960 yuan by 11.6 yuan every meter.The abutment pier wall bank per pass girth 2+ in weir (10+2+3)=17 meter, totally 238 meters of weir, 14 road, are counted 4117 yuan by 17.3 yuan every meter.Husky weir: per pass cross weir 2+ (2+5+3)=12 meter of abutment pier, totally 168 meters of 14 road cross weirs, are counted 448 yuan by 2.8 yuan every meter.9 meters of abutment pier nylon cloth protection-apron per pass cross weirs, totally 126 meters of weir, 14 road, 1.5 yuan of every linear meters are counted 189 yuan.

The water-break cross weir adds up to 69714 yuan.

(2) shark's fin: the abutment pier formula shark's fin that links up, one of per pass water-break cross weir amounts to 14, each 621 yuan, adds up to 8694 yuan.

(3) downstream weir: 1000 meters deduct 23 meters of 67 meters of igniting flood ports and 15 road abutment piers, equal 910 meters, 7.2 yuan every meter, add up to 6552 yuan.

(4) igniting flood port: 1515 yuan on ad hoc abutment pier and shark's fin.Long 67 meters of sand setting weir, is counted 670 yuan by 10 yuan every meter.Two minor faces of nylon cloth protection-apron cover presses 20 yuan in nylon sandy soil bag.Igniting flood port adds up to 2205 yuan.(this routine design should be omitted ad hoc abutment pier)

(5) first road cross weirs: 1218 yuan on abutment pier shark's fin.413 meters on sand weir, is counted 5617 yuan by 13.6 yuan every meter.Add up to 6835 yuan.

(6) lock formula overfolw dam is 102 meters, and 20 yuan of every meter depreciation costs add up to 2040 yuan.

96090 yuan of above total expenses, 155 yuan of costs per mu.Reduce by 790 yuan, the rate 83% of falling per mu for 945 yuan than conventional method.

Secondly, the footpath stream interface is made ground, and flood control facility is indispensable, utilizes area narrow more, and cost per mu will be doubled soaring in proportion.As developing one, can to utilize width be 10 meters, long 667 meters, and the narrow ditch engineering that newly-increased soil is 10 mu, conventional method need be built downstream 667 meters of flood dams.Though the runoff flood is less, because of the gradient increases, the riverbed brush end, is more powerful, and cubic meter of stone total amount can not reduce, and the cross weir distance also need be dwindled.26680 yuan of light flood dam expenses per mu (every linear meter is with 400 yuan of calculating) add other casual ancillary facility that becomes silted up, and cost per mu is minimum more than 27000 yuan.Get up with wide beach face engineering 945 yuan of horizontal drawings per mu, cost per mu is 13972 yuan.

The optimal way of downstream weir is omitted in the combined type integrated application, develops this same leptoprosopy engineering, and cost per mu is below 500 yuan.Come with the equal pull-up of wide beach face engineering, cost per mu is 330 yuan, descends 13642 yuan than conventional method, and rate of descent is 97%.

Analyze from cost recovery speed, can extensively implement flood because of combined type and water and water clearly, will increase substantially the crop yield and the output value.Every batch of field output value is removed 170 yuan of agricultural costs with 500 yuan of calculating, the place in one batch of field, average 1 year recovery cost, the place in two batches of fields, average half a year recovery cost.Just calculate with same profit, the conventional method recovery cost, the zone in one batch of field needs 42 years, and zone, two batches of fields needs 21 years.

2, the analysis of becoming silted up and overflowing efficient and the withered Changing Pattern of flood is used

If 1000 meters of exploitation one block lengths are wide 413 meters, increase 620 mu of areas newly, establish the big beach of 15 road cross weirs.As give and stay 102 meters in riverbed, wherein overfolw dam sluicing section is long 100 meters, and 20 years one meet flood peak is 60 cubic meter per seconds, and it is 40% that flood is held the silt rate under the arm, and the coarse sand rate is 10%.Conventional method and combined type are made casual efficient of following silt and sharp big vast energy instance analysis thereof respectively:

The conventional method engineering is with each long 4 meters at gate, withdrawal nozzle, and the overfolw dam elevation is 90 centimetres, and 30 centimetres of sand setting heights of weir, the gate elevation of preferentially intaking reaches 60 centimetres of calculating, per second 2.4 cubic meters of can intaking.All the other 57.6 cubic meters will divide 104 meters of flow section length overalls from overfolw dam and gate shunting, average every meter shunting 0.55 cubic meter per second, and hinge shunting elevation reaches 55 centimetres, i.e. and overfolw dam sluicing elevation reaches 55 centimetres, and the sluicing elevation of gate and withdrawal nozzle always reaches 115 centimetres respectively.Can flow into weir 2.2 cubic meter per seconds by many branches, always count weir 4.6 cubic meter per seconds, remove and drain thick second 10%, going into the weir flood, to hold native rate under the arm be 30%, per second is gone into the weir earthwork can reach 1.38 cubic metres, 2.76 square metres in the soil of the 50 centimetres of elevations that can become silted up, but 8936 square metres of alluvial plains per hour, these 620 mu of soils have all been become silted up, needed 46 hours (differing 35 centimetres with water level) by the lattice height of weir journey in analysis, the conventional method cost accounting.The mountain area is drawn the big vast casual main gust strong rainwater that utilizes that becomes silted up and is flowed, the characteristics that the amount of having is big, the time is of short duration and number of times is less, under and the situation that the flood number of times is few little, will become next year degree and become silted up and overflow engineering up to standard in the runoff flood discharge, even need be casual up to standard every becoming silted up in several years.

Draw the beach of the casual above-mentioned identical conditions of flood silt, combined type adopts the technical data of relevant frame application, and overfolw dam sluicing section length is 100 meters, and is high 90 centimetres, and cross weir water-break section length is 400 meters, and igniting flood port length is 67 meters, 30 centimetres of sand setting heights of weir.Cross weir standard water-break elevation is quantitative with 10 centimetres, and standard is drawn magnanimity can reach 40 cubic meter per seconds, and igniting flood port standard water inlet elevation reaches 60 centimetres.All the other 20 cubic meter per seconds will divide 167 meters of flow section length overalls from overfolw dam and igniting flood port shunting, and every meter average shunting 0.12 cubic meter per second is promptly drained 12 cubic meter per seconds from overfolw dam, drains elevation and reaches 12 centimetres.Igniting flood port can be regulated shunting 8 cubic meter per seconds more, and igniting flood port increases into 12 centimetres in water, always reaches 72 centimetres.Cross weir increases 2 centimetres of water-breaks, always reaches 12 centimetres.Always counting flood is 48 cubic meter per seconds, removes and drains coarse sand 10%, and going into the weir flood, to hold native rate under the arm be 30%, per second can be gone into the weir earthwork 14.4 cubic meters, 28.8 square metres in the soil of the 50 centimetres of elevations that can become silted up, but 103680 square metres of alluvial plains per hour, these 620 mu of soils have all been become silted up, only used 4 hours.Improve 9 times of the casual efficient of silt than conventional method.When the runoff flood does not reach standard and draws the mighty torrent amount, flood will all utilize.

When the runoff flood was met the increase-volume twice than 20 years one, the logical big vast elevation in riverbed reached 1.8 meters, increase-volume flood 120 cubic meter per seconds.The hinge shunting elevation of conventional method engineering will improve 115 centimetres again, add original radix, overfolw dam sluicing elevation reaches 1.7 meters, the current elevation of gate and cross weir withdrawal nozzle always reaches 2.3 meters respectively, add the high number of passes of sluicing section, 2.6 meters of gate retaining elevation Stars, 3 meters of lattice weir retaining elevation Stars.In this case, the conventional method lattice weir engineering in the aforementioned cost accounting can not adapt to more.Want to adapt to and utilize these increase-volume floods, need respective design, must become several times to improve elevation, width and the cost of lattice weir conveyance system.As only overfolw dam being lowerd, or control flow, become silted up not only that it is lower to overflow efficient, and its budget engineering still can not adapt with flow with gate.

Under the situation of runoff flood than 20 years one chance increase-volume twices, the combined type engineering improves 72 centimetres of shunting elevations again, and overfolw dam sluicing elevation always reaches 84 centimetres.Met than 20 years one and to many branch and flow into weir 48 cubic meter per seconds, always reach 96 cubic meter per seconds.Igniting flood port water inlet elevation always reaches 1.44 meters, and cross weir water-break elevation always reaches 24 centimetres.Each conveyance system in the cost analysis still meets the needs of, and the efficient of will overflowing becoming silted up tapers to 2 hours.

Drawing during flood become silted up to overflow, more than generally can not take place, but non-can never running into than the analysis situation of meeting 2 times in increase-volume floods in 20 years, especially in the safe flood control of normal phase property, increase-volume flood even can be bigger.

3, flood control safety analysis

The conventional method engineering grouts structure though water conservancy diversion protects the ground employing, and principle is not good enough, and is firm seemingly, the flood control function fragility.Because generally building is trend of the times, aggregate investment is great, and the fund critical shortage, cause the engineering cost budget unrealistic, the achievement that lives in the present turns round and look at not as good as long-term interest, and it is very low that the giving of flood control cycle decides that design standard puts, dig the end and build base and do not reach the degree of depth standard of effective flood control far away, even all or in a large number adopt husky weir to substitute to grout flood dam.Under the washing away of flood time and again, the flood dam of critical positions such as narrow overflow lip is taken out the end and is collapsed in batch and become universal phenomenon, and sandy soil structure water breakthrough just collapses.In case excessive flood overflows into groundbed from the gap of dam landslide, momentariness is crossed horizontal husky weir crest, damages the soil comprehensively.Particularly meet periodically especially big flood peak and arrive, often cause large-scale crushing disaster.

In the aforementioned cost analysis conventional method engineering is adapted to the elevation of big vast withered variation and following also fixed lower of the accounting standard of brush riverbed degree, so, to analyze from long-range safe flood control this point, the design standard of two methods is not based upon on the same basic point, difference in interior, existing statement in the relevant civilian order of this paper.

According to aforementioned relevant stage construction analysis, though combined type engineering cost is very low, mechanism is perfect, and hydro-structure can change with the withered variation of flood, hydraulic, the flow field variation adapts at random, and Subjective and Objective conforms to.As long as carry out safety inspection timely and simple and easy maintenance, stop damaged or destroyed by flood for a long time.The emphasis of safety inspection is to similarly being the shark's fin protection-apron, the ferrous material of wire gauze bag building stones protection-apron, and the life-span generally reached about 10 years, and when thoroughly upgrading, building stones still can use, when area of discovery is not enough, continued access at any time.Cement gives film-making and goes here and there protection-apron, and cost is higher, and the life-span is also longer.The abutment pier shark's fin is a fixed building, and the water enchroachment (invasion) probability is little, and adaptation time is longer.Cross weir nylon cloth protection-apron under the continuous compressing of following current, keeps flattened state, is promptly diffused in the soil layer in this weir process of overflowing of becoming silted up, and it is reported as long as be covered in the soil layer, though be subjected to the chronic erosion of microorganism, also arranged the application life in 30 years.The afforestation of planting trees on the downstream weir and between the stagnant area of shark's fin abutment pier, be subjected to effective protection of abutment pier in addition, have and plant and must live, several years just can depressedly grow into forest, and realize forest belt, riverbank extra earningization, play the anti-effect of mutual join, and why not do it for the peasant.Especially after forming exploitation in flakes and scale from the source rapidly and utilizing the improvement effect of dynamic water resource, with across-the-board reduction flood peak in rainy season.So the time is long more, sleeps without any anxiety.

4, the area utilization is analyzed

The conventional method cost is huge, has restricted the extensive enforcement of engineering from general bureau.Hydro-structure ossifys, and framework is stiff single, and performance is incomplete, and more influence area makes full use of.The one, exploitation is during leptoprosopy soil, source, gully, and flood dam can't be controlled downstream, loses more than gain, and misleads people and produces the prejudice that narrow area does not have value, thereby always nobody shows any interest in, and has a strong impact on the ecology function of effecting a permanent cure.The 2nd, lattice weir capacity transfer performance is faint, has determined the riverbed must stay roomyly, the influence area utilization.The 3rd, can not gather materials on the spot in no building stones and no construction water zone, stop construction.The 4th, do not possess semiclosed and totally-enclosed draining and hold the soil nature energy, be difficult to pure Tu Qu, historic alluvial are distinguished, broken up the defeated flat and utilization of prominent highland Leng of petrographic province, be difficult to the cutting ditch utilization on non-irrigated wall ground or progressively recovery, be difficult to adopt the defeated soil of the artificial waterpower in upstream and the soil in casual its downstream of becoming silted up.The 5th, the casual engineering of becoming silted up spreads all over the beach face of broad, restricted by financial resources, a considerable amount of hydraulic facility lack of coordinations, though the lattice weir is arranged, long-term uncultivated.Meet the big beach face key project of drawing the casual technical standard of flood silt, can not becoming silted up in the several years, it is up to standard to overflow.The 6th, in case damaged or destroyed by flood, the soil can not use.The 7th, the space-time contradiction that farming is built and planted is difficult to solve, and influence is developed in flakes and continued and transforms.The 8th, burrock is roomy, or for grouting structure, has limited extra earning value.The 9th, draw soil pad ground, long-range defeated soil is more difficult.The tenth, existing lock check dam one class way does not have safe drain function, and great majority cave in.The dam, sediment trapping ground of new release, though m compares science, cost per mu is surprising, and sediment trapping and agricultural conflict are suitable for the natural conditions limitation, and potential danger trouble and maintenance workload are also bigger.

Combined type overcomes above all drawbacks, breaks through the restriction of various natural conditions, will develop land resources to greatest extent, makes a large amount of beaches down, the big vast arable land of becoming silted up, advances ditch, goes into to slap, goes up wall, on a large scale in flakes, does not stay dead angle unleavened dough substantially.On the basis of mass treatment one time, water and soil resources are sustainable utilization extensively, can reduce the downstream river course width once again again, is easy to widen utilize area.Utilize the long-range defeated native rule of waterpower, water-logged area, salt-soda soil, thin soil layer ground, the desertification ground in area, level land all can be transformed into the high-quality farmland.The composite index of ploughing of can big vastly becoming silted up can reach more than nine times of conventional method.

5, land quality analysis

Sand setting, sediment outflow technology are used, and often use ineffectively in practice of construction, and the desertification of land of become silted up overflowing is serious.Drawing soil pad ground is the whole nation the most agricultural construction method of widespread usage, adopts nearby under the condition of soil, and the soil of one mu of 30 centimetres of elevation of every pad just needs more than 800 yuan, soil layer heavy real after, can only Star below 25 centimetres.Because of having high input, the inch of land difficulty is moved, and a considerable amount of soil pad ground elevations that draw are below 15 centimetres.

It is casual that combined type all takes flood to become silted up, and the thick foot of soil layer adopts good sand setting, sediment outflow measure, prevents that coarse sand from intruding the lattice weir, and grogs is relatively finer and smoother.Make full use of first flood, soil property is fertile.Adopt the thickening and the flood that continue to water, be better than artificially applying fertilizer, the crops well developed root system changes organic matter into, all newly-increased soil layer of organic letter lid.Adapt to various mechanical work, be beneficial to agricultural restructuring.The agricultural cost that both descended improves the agriculture output value again, will improve agricultural profit more than 1 times than the non-irrigated beach and the non-irrigated wall ground of original different brackets, than sloping beam ground raising profit more than 10 times.

6, there are not building stones and do not have the construction water regionl development and analyze

No building stones and no construction water zone, conventional method will lose the primary condition of construction.

Combined type adopts the engineering material method of substitution, is readily solved.

7, irrigate analysis

The ground, dam of small watershed in the mountain area is turned round by natural river course and the influence that converges of tributary, and great majority rate in flakes are not high, and area is little, causes conventional method irrigating facility cost huge, is difficult to supporting.Original pouring head works, alluvial destroys serious, often gives it up.Original non-irrigated level land and non-irrigated wall ground, uneven, there is not the water-break facility, lose the pouring condition.Therefore, the mountain area generally has the water must not its usefulness, and flood waters more rare.

Combined type become silted up to overflow up to standard after, fixedly cement casting herringbone overfolw dam lock frame and protection-apron and use overfolw dam equipment method in the riverbed when needing sharp flood pouring, are installed on the rod and the brake lining of going here and there on the lock frame at any time, thickening overflow fertile and irrigation very simple and easy.In order to ensure crops normal growth and volume increase, brake lining can be divided into two-layer up and down, with the anti-lock top of the trellis that is hung on of upper strata brake lining, the elevation of compression lower floor brake lining, look flood discharge and standard requirement thereof, put down all or part of brake lining on upper strata at random, and be connected with the lower floor brake lining.In order to ensure handling safety, the lock top of the trellis can be completely fixing rod, as implicating handrail.When utilizing the clear water pouring, full wafer nylon cloth can be covered in the brake lining face, cover pressure nylon sandbag in lower edge and seam crossing.Secondly, the casual soil of combined type silt, the suitable gradient nature that waters, water-break is unimpeded completely, and balance Li Shui has pooling feature.Take to move beam and expand the gentle river measure of changing its course of forcing, easily the height in zones such as tributary alluvial fan is hung the trunk directly on the stream interface of transferring to the permanent current water source in the soil.Enforcement by aggregate measures, can carry out " the fast filling method of having one's face covered with ", improvement area is all changed into effective irrigation area, water sources such as flood, perennial draingage, the frozen water that disappears, snowmelt, saturating flowing water are all changed into agricultural water, can all utilize water and soil bonding sand stone classification selecting and purchasing utilization, particularly downstream area to the strong rainwater stream of the locality battle array of upstream region.

8, Ecological Society performance analysis

Transform function because of combined type exploitation and can cover the following drainage area of 5 degree, and all be can utilize dynamic with have the scale of static water supply condition effectively to irrigate land, anti-water erosion and the rainwater of desiring to can be used for the terraced fields ridge absorb on the spot.Cause the land allocated to a farmer to cultivate for personal consumption surplus, that can take out total amount over halfly develops vegetation.By " tributary behind the first trunk; the first ditch hypostomal suture palm, domatic behind the first groove face, do greening behind the first par soil; should seal (Feng Gou, Feng Yan) and then seal; then woods suitable for afforestation, should grass then careless, should the natural pond natural pond then; what should growing and need, what is just cultivated " orderly enforcement, can by narrow ditch, the ditch palm, bank side, spring week, the small stream, the one or two road and weir, Doug not, phreatic line is higher, nearest exploitation soil is built into high-quality grassland, marsh wetland and tree rapidly and is irritated Qiao and forests for water supply conservation base from the village.The improved seeds of seed shape and string root are adopted in choosing, not only attack a vital point into seedling, riotous growth, and be sent to both wings certainly and stretch in the hillside.The ditch palm and gently sloping surface isohypse are following reach big through engineering approaches of terraced fields and greening more than half after, to meet the rain retaining, meet fluent usefulness, meet vegetation (containing the crops) and receive and tell metabolism, extensively enlarge and retain energy, balance savings water source, the adjusting floods and droughts is irregular, prolong and flow through journey thoroughly, improve regional climate, increase the rainfall probability.Thereby, can be in the future the hillside also woods (grass) improve survival rate, can conserve the permanent current water source, rapid-result timber can be provided, can push drylot feeding stable breeding poultry industry to industrialization, can increase organic fertilizer resource, can voluminous pollution-free food, can quicken to administer strength, can tackle the expensive challenge of the low-priced meat of grain after the entry to WTO.Make ecological construction, ecological safety, the ecological utilization, build a place, consolidate development one place from each aspect rule that complies with the nature.By being the comprehensive improvement at center to improve hills area, mountain area water environment; change in the past construction speed and lag behind erosion damage speed and large-scale afforestation and the very low passive situation of survival rate every year; simultaneously; stop the repeatability of engineering construction; cure the cutting wound in gully, mountain area; cut down the great rivers flood peak; system riverbed, upper, middle and lower reaches continues to raise; prolong storehouse, lake application life; resist the frequent invasion and attack of bloods and droughts; helpless flood control input and the huge waste of relating to that the safety of every communal facility in the protection basin, power subtract that conglomerate even the whole society force.The sample that forms " the vadum engineering is layed foundation, and slope engineering continues reserve strength, and engineering measure is layed foundation; the vegetation measure continues reserve strength, and artificial the adjusting layed foundation, and regulates continuous reserve strength naturally; take from the water and soil utilization, reduces in the water source self-restraint " is all controlled new frame and the rapid-result system of benign ecological cycles.Especially can improve the ecological environment of areas with soil-erosion problems such as loess plateau as early as possible.If the improvement of scenery with hills and waters Tianlin County and the synchronous planning implementation of repairing the roads, benefit is more outstanding.

The specific embodiment

The synchronous Application of composite of the present invention's variation performance is on the basis of grasping aforementioned essential characteristic, realizes by following optimal way:

1, engineering material method of substitution.

No building stones zone, the cross weir of downstream weir inboard and check dam, terraced fields, non-irrigated wall ground etc. laterally the wall bank building stones of ridge can substitute with nylon sandy soil bag.The used building stones of outer abutment pier wall bank of downstream weir and net bag protection-apron, available brick substitutes.Also can adopt lining cutting of cement spare or materialization combination.

2, lock check dam method

After stream interface farmland, footpath engineering was up to standard, Qi Gouzhang should continue check dam.Method is:

1. totally-enclosed the ditch palm, when meeting big flood peak, overflow current and drain from weir crest.Want high relatively because of engineering, the sandy soil weir will successively be rolled, and improves density, for wall bank safety provides basic condition.

2. seal the bottom, weir and lay passages such as porcelain tube, extend in the weir.The porcelain tube water inlet will make up vertical stone drystone passage, peripheral group heap sandy soil.Channel bottom stone, top are established the worry net.Go along with sb. to guard him with nylon sandy soil bag around the lying pipe, having peace of mind prevents not jljl circle seepage.General retaining is discharged gradually from porcelain tube, to reduce crossing the waterside number and covering workload of nylon cloth protection-apron.

3. to select favorable terrains such as narrow overflow lip, corner, make up the sealing weir.

4. seal height of weir Cheng Da more than 2 meters, vertical channel is below 80 centimetres.After vertical channel became silted up and puts down, row was increased sealing weir and vertical channel again, both can be used for kind of a tree, again can be in order to retaining.

5. zone with good conditionsi can be introduced peripheral terraced fields to the check dam retaining.

3, semiclosed method

Runoff both sides or a side are sandy soil matter hillside fields, can make up wall bank or lock formula equipment sluicing cross weir at the runoff median plane, omit downstream weir, make current overflow cross weir after, the at first drainage of the protection-apron mouth from the shark's fin of highland outside, excessive flood is drained from the cross weir top.Wash away domatic long-pending soil, reach and move Liang Kuoping, force the river to change its course, enlarge the level land purpose of area in flakes.

1. equipment method.Promptly only make up the extreme trace cross weir at exploitation face, cross weir adopts a complete set of equipment such as wooden rafter lock frame, improves weir and abutment pier elevation.After treating former channel fill, lock formula equipment is removed, be installed to one cross weir place, upstream.Place, former lock frame weir makes up wall bank cross weir, can economize the earthwork construction procedures on the horizontal husky weir of bigger elevation, reduces the wall bank and the engineering quantity on husky weir downstream.

2. progressively expand flat method.Promptly make up some roads wall bank or lock formula cross weir, the sandy soil that move Liang Kuoping are transported in the weir, downstream, and each road cross weir that progressively extends, the riverbed is extruded into the place, boundary line of cliff sole or planning.

3. the shark's fin protection-apron preferably adopts plastic cement and string structure.Each group protection-apron repeatedly pressed to be serially connected with sluicing section, abutment pier top and three domatic.To a stream side's horizontal edge and an adjacent sluicing longitudinal edge, cover and press the nylon sandbag, protection-apron reflexed string limit, encase sandbag, constitute sedimentation gravity.The protection-apron sluicing horizontal edge of Xiang Liufang will be ditched and be imbedded in the groundbed, and its triangle portion wants dragline in the fixture stake of upstream, and the sluicing protection-apron is neither misplaced, again can sedimentation.Pure Tu Qu construction, protection-apron bottom cramping one deck nylon cloth.

4. move beam expand flat up to standard after, make up the conveyance system of chronicity.

4, interim totally-enclosed method

Utilize the narrow ground sheet of area, can make up the wall bank cross weir of chronicity, shorten abutment pier length, omit downstream weir, and give fluid stream channel make up provisional lock formula overfolw dam outside shark's fin, overfolw dam stays sand removing hole a little less than the cross weir section that sluices on the overfolw dam.Become silted up to overflow up to standard after, remove lock formula overfolw dam, can clear up the deposit in riverbed by current.

5, omit flat substrate method

Combined type is omitted the flat basic program in lattice weir without exception, only prominent high-order bit, part is shoveled the lowest part of groundbed.Also can make up protection-apron and cross weir with the groundbed gradient, the variation meander line that forms when making protection-apron with the groundbed sedimentation has movable motor-driven leeway, but should utilize the changes geometry of lineament and the sediment transport sedimentation of sluicing protection-apron edge, adopt protection-apron repeatedly to press the serial connection method, the exceptional function of performance scale type, both be close to and covered groundbed, can motor-drivenly stretch again.

6, revolution water-break method.

When facing situation such as village, highway and master stream big span ground Leng when the water-break of the last road cross weir, the extreme trace cross weir all can be sealed, build and be the sandy soil weir.Make up the water-break section at downstream weir position, lattice weir, allow water-break be turned back in this runoff riverbed.When the extreme trace cross weir is longer, can construct fender pier, prevent that rotary current from washing away the sandy soil of cross weir at the cross weir clear width.Also can be used for burst and regulate the sharp water yield, adapt to the structure arrangement of different crops and irrigate needs.

7, the staggered district of interting of wasteland and cultivated land continues the transformation method.

Wastelands and the staggered district of interting of cultivated land such as beach face, alluviation sector, tributary, non-irrigated wall ground and cutting ditch district thereof will combine essential characteristic and special functional development technology, increase income and combine continuing transformation and plantation.Select preferred plan according to the different characteristics of terrain and its features, the length of the cross weir sluicing section that progressively extends is expanded sharp big vast ability.

One will utilize original Contour farming laterally Leng and the horizontal husky weir of beach, transform the sluicing structure as.

Two will be beneficial to the unified plantation of cultivated land long-stalked crop water-break in flakes and remove soil layer and harden.

Three will divide a mouthful water-break, bottom surfaces such as outstanding alluvial earlier.

Four will construct necessary crooked cross weir, make the sedimentation elevation of lattice weir unit area identical substantially.

Five want filling and wash away combination, at enforcement.

Six will be according to the different in width on lattice weir, the categorizing selection igniting flood port.

Seven will seal ditch lock moat, increase the cross weir abutment pier.Weir, upstream holds coarse sand, and weir, downstream holds fine earth, bottom coarse sand, the sharp fine earth of top layer.

8, restriction riverbed elevation method.

Promptly cement is given protection-aprons such as film-making and string and be layed in channel cross section, and establish abutment pier.On the stream interface of intensive trunk footpath, village, limited when being preferably in 2 meters of channel degradations.Spacing big or big span in village is higher than on the stream interface of footpath stream interface, should improve the riverbed elevation, enlarges the area that utilizes more than the contour plane of riverbed, and creates conditions for moving the flat defeated soil of beam expansion.A hair stream interface limits the riverbed elevation, preferably adopts wall bank alternative use method, and each road cross weir is upstream shunk, and makes up the wall bank structure flood spillway by the combination of four sections, and wall bank bottom cramping nylon cloth omits the automatic sedimentation protection-apron.Also can be included into extreme trace lattice weir to upstream runoff flood, the withdrawal nozzle on extreme trace lattice weir is included into the runoff former address, the delivery port width should be greater than former footpath head piece width, to lower the current elevation.

9, ordinary surveying method.

Promptly 2 meters long plastic transparent tubule filling clear water is placed the mid-point of cross weir horizontal guy, measure after the level and alignment.But also population equilibrium, areal survey.When measurement and structure wall bank, from lowest part.

Claims (15)

1, a kind of composite type siltbeach dam body engineering technology, comprise that the big section foot of a kind of having of casual lattice weir of becoming silted up elevation sluices and the water conservancy project cross weir materialization combined method of water conservancy diversion flood control performance, it is characterized in that utilizing hydraulic energy dissipating and flow energy dissipating, flow field to adopt the mutually compound waterpower energy dissipating practical approach of thing energy dissipating, cause hydro-structure and engineering framework to be able to synchronous update; Described flow energy dissipating, it is characterized in that and the big section of the cross weir hinge of arbitrage flood of matching that sluices, the length of its igniting flood port accounts for below 1/6 of the shortest one cross weir sluicing section length of same engineering, the length of overflow dam sluicing section is 3/2 of igniting flood port length, supporting in addition application installing/dismounting freedom is overflow dam equipment efficiently, the all fronts that can comply with after newly staying a large amount of limits in riverbed narrow are brushed rule down, improve logical big vast ability, in the water conservancy diversion flood control of chronicity, the safety that has not only adapted to the especially big flood peak of century-old rare chance is substantially drained needs, and the lattice weir can top layer, motor-driven shunting riverbed a part of flood, handle up and develop simultaneously and balance diffusion discharging the crops in the lattice weir of even can not destroying by rush of water; The thing energy dissipating is adopted in described flow field, two abutment piers and the shark's fin that it is characterized in that igniting flood port can substitute with the abutment pier and the shark's fin of adjacent twice cross weir, make up the sand setting weir on the groundbed at position, two abutment pier center line intervals, height is 30 centimetres, abutment pier and the place ahead, shark's fin main body termination gives staying and makes up the flood retention overflow dam in the riverbed in the igniting flood port downstream, rectangular with igniting flood port, on the overflow dam at 2 meters, shark's fin main body termination, stay sand removing hole, sand removing hole is lower than 40 centimetres on igniting flood port sand setting weir, length generally accounts for below 3% of overflow dam sluicing section length, and look this engineering Duan Suihong coarse sand, the stone number, its degree of depth of motor-driven adjusting and length, prevent the cutting force of channel boundary layer operation, smash up the stronger gravity material of power and friction and stop up the weir that accords with regular rules, for cross weir materialization combination sluicing structure can adopt small size stone and nylon cloth chemicals water conservancy project material that possible condition is provided; The water conservancy project cross weir materialization combined method of performance that the big section foot of described a kind of having of casual lattice weir of becoming silted up elevation sluices and water conservancy diversion is controlled flood, its substantive characteristics is to utilize power to potential energy, gravitional force and current are cut the hydraulic energy dissipating principle that combines every potential energy, sandy soil cross weir water-break side is made up the building stones drystone wall bank of shearing sluicing and blocking stifled sandy soil weir completely, the wall bank is to fall skewed layer by layer and shrink draw close step-like to sandy soil weir side, formation to the lopsided power in sandy soil weir to cover pressure situation, it falls gradient is 1: 0.15 of wall bank width, shrinks to sandy soil weir side and draws close 1/4 of wall bank width; First floor wall bank and fall to hold under the arm between the groundbed basis nylon cloth drop protection-apron that pressing element has tough and tensile, water proof, water-fast erosion and water-fast native attriting performance is held the interlayer nylon cloth of pressure water proof under the arm between stage shape wall bank and the sandy soil weir; Two superelevation in the building stones wall bank of the abutment pier plug of sluicing section be to sandy soil weir side and to the power of stream side's inclined in two-way to situation; Outer abutment pier three sections of downstream weir all use the wall bank of same mechanism to surround the sandy soil weir; Hold the foundary weight silk screen layer by layer under the arm in the wall bank of abutment pier termination, to substitute the shark's fin main body; Enclose on the groundbed at the bottom of outer shark's fin main body of downstream weir and abutment pier three sections outside the stupefied line and build sheet gravity automatic sedimentation protection-apron.

2, composite type siltbeach dam body engineering technology according to claim 1, it is characterized in that, the engineering framework design met flood discharge with 20 years one and the beach face width is basic foundation, give the width that stays the riverbed, all the other then are the development and use width, give the width that stays the riverbed and give the quotient equivalent of deciding elevation with flood discharge divided by flood and determine, the riverbed flood gives to be decided elevation and deducts more than 10 centimetres equivalent with cross weir sluicing section elevation and determine, is generally below 60 centimetres; It is characterized in that developing the length that width is cross weir; It is characterized in that the cross weir both sides will build abutment pier, wherein the length of the abutment pier of riverbed one side and shark's fin main body should reach more than 10 meters, long 2 meters of the abutment pier of opposite side, all the other mid portions all are the sluicing section, the elevation of sluicing section should reach more than 70 centimetres, abutment pier is higher than 50 centimetres in sluicing section, promptly always reaches to meet the riverbed floods in 20 years one and give and decide more than 2 times of elevation, and be more than 1.2 meters in fact; It is characterized in that with should be big section foot elevation sluice and water conservancy diversion match two abutment piers of igniting flood port of arbitrage flood and the elevation of the shark's fin main body and the first road cross weir of the water conservancy project cross weir of performance of controlling flood should be increased especially, reach and met the riverbed floods in 20 years one and give and decide more than 3 times of elevation, to deal with burst flood peak in recent years.

3, composite type siltbeach dam body engineering technology according to claim 1, it is characterized in that wherein said big section foot elevation sluices and the water conservancy project cross weir of water conservancy diversion flood control performance when carrying out materialization and making up, ridging sandy soil weir at first, sandy soil weir Ying Yuyu stays the direction in riverbed rectangular, straight completely, the elevation that surpasses moulding weir, sluicing section and abutment pier top be level respectively; Behind the ridging of all fronts, sandy soil weir, be a neat straight line with the stupefied lineation in the end of its water-break side with forklift; The domatic basic part that shrinks the sandy soil weir of covering pressure for the wall bank will improve sandy soil density; Behind the cross weir combination forming, the top width on sandy soil weir reaches 50 centimetres, and bottom width is 2 top width sizes extraordinarily of oneself height.

4, composite type siltbeach dam body engineering technology according to claim 1, when it is characterized in that wherein said water conservancy project cross weir carries out the materialization combination, its drop protection-apron can adopt the new nylon cloth of the long width of cloth, give earlier all fronts, the groundbed basis shovel in outer 40 cm widths of the stupefied line in the end, water-break side, sandy soil weir is interior low outer high gradient, the gradient of falling is 1: 0.15 of wall camphyl plinth width, and promptly interior downward-sloping value along the line is 6 centimetres; Lay nylon cloth protection-apron on this basis, width is 1.5 meters, and all the other 1.1 meters outwards extend, as effective drop width; Continued access at random when length is not enough, seam edge laminate 20 centimetres mutually.

5, composite type siltbeach dam body engineering technology according to claim 1, when it is characterized in that wherein said water conservancy project cross weir makes up, used interlayer cloth between its wall bank and the sandy soil weir can be the waste and old nylon cloth of fritter, interlayer nylon cloth will be layed on sandy soil cross weir water-break side domatic, the seam edge laminates 10 centimetres mutually; Along with increasing of each layer wall bank, upwards continued access at random.

6, ground, compound Yu Tan dam according to claim 1 engineering, it is characterized in that wherein said water conservancy project cross weir is when materialization is made up, building stones drystone wall bank will be implemented in completely on the groundbed basis of falling that nylon cloth protection-apron covered, wherein first floor wall bank covers and presses 40 centimetres of nylon cloth protection-aprons; It is 15 that the wall bank of section of it is characterized in that sluicing can adopt length---30 centimetres building stones need not width, thickness and the shape of fastidious used stone when borrow; The length of feldspar material is the width of wall bank; The stupefied irregular building stones in limit can adopt upright inclined stacking, and length is interted mutually, and the gradient of levels is opposite completely, and the stupefied neat building stones in limit can adopt flat stacking completely; Straight and level, the jointing up and down completely of each layer water-break outer; Shrink and draw close 1/4 of wall bank width each course sandy soil weir side, promptly stays and expose 7 centimetres in sleeveless jacket, separates the step-like of sluicing drop to constitute fork; The mechanism of most critical is that the outer horizon of each layer is chosen 1: 0.15 of high wall bank width than interior along horizon, and the tilting value that promptly falls is 5 centimetres; Along with increasing of each layer wall bank, at any time pull-up interlayer cloth, the space hair quarrel of interlayer cloth outside building stones curtailment and keep supplying layer wall bank and shrink the basic part that covers pressure and want the filling rubble, inboard space is smooth with domatic sandy soil filling, on the inclined plane that interlayer cloth reflexed is covered in wall bank top, cover sandy soil above, maintain an equal level with wall bank outer edge, slightly thick better.

Abutment pier wall bank and sluicing section wall bank should be constructed synchronously, select the stupefied more neat building stones in limit for use, and it is identical with the sluicing section to construct mechanism; The abutment pier plug of sluicing section adopts long building stones more than 40 centimetres in the lattice weir, uses the flat stacking of inclined in two-way in length and breadth; Three sections of the outer sandy soil abutment pier of downstream weir all use the wall bank of same mechanism to surround the sandy soil weir, and the wall bank of abutment pier termination adopts long building stones more than 40 centimetres, utilize jointing and the linking between strengthening up and down of the length of building stones.

The shark's fin main body can adopt the abutment pier formula structure that links up, promptly in the building stones wall bank of abutment pier termination, hold under the arm layer by layer and press No. 8 wire gauze, the wall bank and interior in the sandy soil weir combine; Wire gauze is wide 1 meter, and length is that the width after abutment pier wall bank shrinks layer by layer adds 6 centimetres, and institute adds 6 centimetres in order to selvage about the convenient serial connection.

7, composite type siltbeach dam body engineering technology according to claim 1, it is characterized in that, wherein said water conservancy project cross weir is when materialization is made up, shark's fin sheet gravity automatic sedimentation protection-apron to be enclosed and be built on the outer groundbed of stupefied line at the bottom of outer cross weir abutment pier of downstream weir and shark's fin main body three sections, wherein, 3 meters of the back of the body stream side head of abutment pier and shark's fin main body, wide 2 meters, to 3 meters of stream side head, wide 1 meter, the place ahead, shark's fin main body termination is long 4 meters, and wide width for stupefied line at the bottom of abutment pier and the shark's fin main body adds back of the body stream side and to the size of stream side's protection-apron width, Star is more than 5.5 meters; It is characterized in that it to be that wire gauze bag individual layer building stones or cement give film-making and string structure.

Wire gauze bag individual layer building stones protection-apron is characterised in that, with No. 8 iron wire nettings, two layers of mesh is in flakes to folded structure up and down, protection-apron border with the place ahead, shark's fin main body termination is a broken line, after first row's stone is completed, upper wire is pulled back so that broken line is counter, shop, limit building stones, the limit with iron wire up and down the even point-like of two layers of mesh connect, in preventing the dress building stones when the protection-apron sedimentation make a variation, move out of control, at last will about two-layer selvage be connected in series.

Cement gives film-making and goes here and there protection-apron and is characterised in that, gives film-making with die casting octagon cement, 40 centimetres of big face widths, and 38 centimetres of another big face widths, thickness is 12 centimetres, and wherein four opposite side are longer than four opposite side in addition, and bond length is 12 centimetres; Give 12 millimeters of the interior folder of film-making diameters and be right-angled intersection and draw 2 in the fixing rib steel rib of rib binding with circle, four little rings that its head curves stretch out from the mid-point of minor face; On-the-spot and when going here and there, face groundbed greatly, each piece stays 2 centimetres of seams, and four adjacent four little rings are played one, wear ring with bifilar No. 8 iron wires, screw interface; Begin to lay and serial connection from the stupefied line in the end of the place ahead, shark's fin main body termination and abutment pier earlier, to the periphery development.

It is characterized in that in the engineering practicality protection-apron in the place ahead, shark's fin main body termination is granted 3.2 meters of sedimentations; When finding that sedimentation span area can not be satisfied the demand, continued access at random.

8, composite type siltbeach dam body engineering technology according to claim 1 is characterized in that, wherein said silt is overflow the lattice weir except that a lattice weir of igniting flood port, and the cross weir spacing on all the other lattice weirs is with the location more than 2 times of retaining backwater line length; It is characterized in that utilizing cross weir to be all fronts hydro-structure, and then utilize dead band backwater viscous flow rule, the cement of background technology can be grouted downstream flood dam and change into the sandy soil structure, be implemented on the groundbed at position, interval on each road cross weir abutment pier of riverbed one side and the inclined to one side center line of shark's fin main body, height maintains an equal level with abutment pier, 1.5 meters of top widths, bottom width are 2.5 top width sizes extraordinarily of oneself height, generally reach more than 4.5 meters; It is characterized in that except that the width of stupefied line at the bottom of the sandy soil weir downstream, make and stay 2 meters of cross weir abutment pier length in the weir, the cross weir abutment pier outside the weir and the length of shark's fin main body reach more than 3 meters.

9, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, the igniting flood port sand setting weir of using this composite type siltbeach dam body engineering technology is that the sand setting weir can make up with the groundbed gradient, omit shark's fin part and the sandy soil weir and the interlayer cloth of cross weir, first floor wall bank can be with long 30 centimetres, thick 20 centimetres building stones, the gradient of falling can be adjusted to 20 degree, second layer wall bank can be with long 50 centimetres, thick 20 centimetres building stones cover and are pressed on the first floor wall bank, Xiang Xiangliu side shrinks 15 centimetres, exposes 15 centimetres in sleeveless jacket even first floor wall bank stays, and the gradient of falling can be adjusted to 30 degree; Falling of top piled rubble on the inclined plane, maintains an equal level with the water-break outer of wall bank; The little slabstone of triangle secretion between the two-layer building stones of wall bank; Protection-apron adopts 4 meters wide nylon cloth, and wherein first floor wall bank is held under the arm and pressed 40 centimetres, and two minor faces that spread apart cover completely presses nylon sandy soil bag.

10, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, when ground, the Yu Tan dam engineering of using this composite type siltbeach dam body engineering technology is not have the construction of building stones zone, the used building stones of cross weir drystone wall bank can substitute with the packed sandy soil of nylon in the downstream weir, and the wall bank of outer cross weir abutment pier of downstream weir and shark's fin main body and the used building stones of wire gauze protection-apron can substitute with brick; Also can adopt the cement preform to substitute.

11, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, the beam that moves of using this composite type siltbeach dam body engineering technology expands flat or forces the river river improvement project to be when runoff both sides or a side are sandy soil matter hillside fields, the runoff median plane can be made up the materialization combination water conservancy project cross weir that big section sluices and water conservancy diversion is controlled flood, raise the cross weir elevation, omit downstream weir, force and overflow current and preferentially drain from the automatic sedimentation protection-apron mouth on the highland in cross weir abutment pier and the place ahead, shark's fin main body termination, wash away domatic sandy soil, excessive current are from the motor-driven discharge of sluicing section at cross weir top, in order to enlarge the area in flakes on mountain watershed face level land; It is characterized in that progressively extending and increase cross weir, the riverbed is extruded into the place, boundary line of cliff sole or planning, enlarge the riverbed contour plane above utilize width, and adopt soil creation New Terms for moving Liang Kuoping;

It is characterized in that this moves beam and expands flat or force the river river improvement project to wash away out, is convenient to nylon sandy soil bag wall bank is replaced by building stones to the rock of slight slope inside; It is characterized in that the height of runoff both sides to be hung the nonirrigated farmland and transfer on the stream interface of footpath, enlarge effectively pouring area, particularly permanent current water source pouring area; It is characterized in that to utilize the soil that moves Liang Kuoping to accelerate the engineering sediment accumulation rate.

12, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, use the reclamation of this composite type siltbeach dam body engineering technology or the newly-increased sedimentation elevation that soil layer thickening engineering is to compress cross weir sluicing section, make it to remain on below 5 centimetres, with cultivated land contiguous plant long-stalked crop, auxilliary in utilizing hinge compression lattice weir the water-break elevation of cross weir sluicing section, strict with the water inlet of standard water requirement, can accomplish that farmland capital construction and plantation increase income to neglect neither.

It is characterized in that using this reclamation or soil layer thickening engineering can utilize flood to develop and improve wasteland and the staggered soil in district that interts of cultivated land in flakes; The improvement newly developed soil that it is characterized in that can be the hills area, mountain area is carried out " the fast filling method of having one's face covered with " and is provided infrastructures, and omits pouring head works and subsystem channel.

13, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, the fixedly overflow dam of using this composite type siltbeach dam body engineering technology is to omit the shark's fin part of materialization combination water conservancy project cross weir, cross weir nylon cloth protection-apron is replaced by wire gauze bag individual layer building stones or cement gives film-making and string structure, length step-like and the used building stones of drystone wall bank that fall is increased to more than 50 centimetres.

It is characterized in that this fixedly overflow dam can be incorporated in retaining mud-rock flow dam; It is characterized in that to be incorporated in the reparation of having built after the damaged or destroyed by flood of silt arrester flood spillway sluicing section; It is characterized in that to be used in and move beam and expand flat or force the river river improvement project, as one cross weir the most not, so that with the revolution of upstream flood and be included into the runoff former address.

14, a kind of composite type siltbeach dam body engineering technology as claimed in claim 1, it is characterized in that, the anti-water erosion riverbed of using this composite type siltbeach dam body engineering technology is the wire gauze bag individual layer building stones or the cement of wherein said materialization combination water conservancy project cross weir are given film-making and goes here and there protection-apron change shape, be the cross section that strip is implemented in the riverbed, the lateral cross section of its protection-apron two lateral flow sides is made up abutment pier, the structure that abutment pier adopts building stones layer by layer to hold the foundary weight silk screen under the arm.

It is characterized in that this anti-water erosion riverbed can be incorporated in the effective and simple and easy protection of river bed optical cable, with place of cement grout or wire mesh cage bag building stones cross water protection section; It is characterized in that described wire gauze bag individual layer building stones or cement can being given film-making and go here and there protection-apron enclose be built in the river course electric pole around as flood control facility, grout the flood control fender pier with place of cement.

15, a kind of composite type siltbeach dam engineering as claimed in claim 1, it is characterized in that, the anti-water erosion terraced fields ridge of using this composite type siltbeach dam body engineering technology is that holding wherein said cross weir wall bank under the arm pressure interlayer cloth is incorporated in the terraced fields ridge, and soon the waste and old nylon cloth trench digging of fritter is held under the arm and is pressed in the ridge; Also can adopt fritter waste or used plastics cloth.