CN108547281A - Accelerate the discharge structure and its construction method of dyke strengthening by warping engineering silt back of the body body consolidation - Google Patents
Accelerate the discharge structure and its construction method of dyke strengthening by warping engineering silt back of the body body consolidation Download PDFInfo
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- CN108547281A CN108547281A CN201810658365.1A CN201810658365A CN108547281A CN 108547281 A CN108547281 A CN 108547281A CN 201810658365 A CN201810658365 A CN 201810658365A CN 108547281 A CN108547281 A CN 108547281A
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 27
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- 238000000034 method Methods 0.000 claims description 5
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- 238000005056 compaction Methods 0.000 claims description 3
- 230000008676 import Effects 0.000 claims description 3
- 238000007599 discharging Methods 0.000 claims description 2
- 238000012545 processing Methods 0.000 claims description 2
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- 239000011148 porous material Substances 0.000 abstract description 4
- 238000010586 diagram Methods 0.000 description 9
- 230000000694 effects Effects 0.000 description 7
- 238000013461 design Methods 0.000 description 6
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- 210000004681 ovum Anatomy 0.000 description 2
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- General Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses the discharge structures and its construction method of accelerating dyke strengthening by warping engineering silt back of the body body consolidation, including between embankment, embankment, embankment and embankment silt deposited back area and the drainage channel that is arranged in silt deposited back area, the drainage channel includes positioned at silt deposited back area bottom, horizontally arranged multiple weeper drains, and multiple draining sand drains that vertical direction is arranged in silt deposited back area, the weeper drain is for accepting the water for being entered or being penetrated by Water-drainage sand well stream.By adopting the above-described technical solution, compared with prior art, the present invention has the following advantages：The present invention forms a three-dimensional drainage channel, greatly strengthens drainability, accelerate pore water pressure dissipation, improve soil body effective stress, accelerate soil solidifying by the draining sand drain of weeper drain and vertical direction in silt deposited back area bottom setting horizontal direction.
Description
Technical field
The present invention relates to building construction fields, and in particular to a kind of draining for accelerating dyke strengthening by warping engineering silt back of the body body consolidation
Structure and its construction method.
Background technology
Standardization Dike construction, key technology is to thicken the back of the body that becomes silted up using dyke strengthening by warping, to reinforce river levee.It warps solid
Dike is, by channel or pipeline to big levee back river side, silt to be fallen through desilting by artesian diversion or mechanical extraction river, river water sand
Clear water is excluded, then by dehydration, consolidation, thickeies dyke or padded ground to water surface submerged impinging jet elevation or more, it is anti-to meet
Flood requires.
But in the dike section of certain dyke dyke strengthening by warping engineering constructions, there is different degrees of longitudinal crack in back of the body river levee body,
Cause serious threat safely to embankment.One of the main reason for crack generates is exactly because becoming silted up back of the body body impeded drainage or stagnant
Afterwards.It becomes silted up and carries on the back body impeded drainage or lag, levee body will be made to impregnate in water for a long time, in addition with the load of the silt earthwork, made
At back of the body river land subsidence, often cause levee cracks.
In addition, impeded drainage makes the interim embankment of construction be very easy to collapse, silt area embankment once bursts, because of edge
The back of the body river side villages and small towns comparatively dense of river embankment, farmland, vegetable plot, pond and road are more, often result in large area and flood, and loss is huge
Greatly.
Become silted up the back of the body body draining speed the problem of, be exactly after all become silted up area's soil Seep- Solidifying speed the problem of.In order to make silt
Carry on the back body in filling work progress can Quick drainage, the design of pumping equipment should be reinforced, make every effort to establish more perfect draining
System carries on the back the dewatering and coagulating of body to accelerate to become silted up.
Silt area is drained, mode widely used at present is that plastic cloth overflow port or embedded draining steel are arranged on embankment
Pipe, although existing this discharge structure can realize drain function to a certain extent, drainage efficiency is very low, the dehydration in soil
Consolidation cycle is long.In order to make the mud filled in embankment, sand etc. in the construction process can Quick drainage, the present invention become silted up carry on the back
Internal portion reinforces the design of pumping equipment, makes every effort to establish more perfect drainage system, to accelerate the dewatering and coagulating of the soil body.
Invention content
To solve the problem of the dewatering and coagulating excessive cycle in the low soil of discharge structure drainage efficiency in background technology, this hair
Bright to provide a kind of discharge structure of quickening dyke strengthening by warping engineering silt back of the body body consolidation, specific technical solution is as follows：
A kind of discharge structure for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, including between embankment, embankment, embankment and embankment
Silt deposited back area and the drainage channel that is arranged in silt deposited back area, it is characterised in that：The drainage channel includes being located at silt deposited back area bottom
, horizontally arranged multiple weeper drains, and vertical direction is arranged in silt deposited back area multiple draining sand drains, the row
Water french drain is for accepting the water for being entered or being penetrated by Water-drainage sand well stream.
The weeper drain cobble paving is filled out；By the way that weeper drain is arranged in silt deposited back area bottom level direction, in silt deposited back area
Interior vertical direction setting drains sand drain, and the water in silt deposited back area is entered by Water-drainage sand well stream or penetrated into weeper drain, forms one
Three-dimensional drainage channel greatly strengthens drainability, accelerates pore water pressure dissipation, improves soil body effective stress, accelerates
Soil solidifying.
Preferably, the weeper drain includes the perforated pipe set gradually from inside to outside, boulder bed, nonwoven layer and coarse sand
Layer.
Since coarse sands layer infiltration coefficient is big, seepage flow is very fast in underground water coarse sands layer, therefore is led underground water using coarse sands layer
Enter weeper drain, it can be ensured that ground water drainage it is unobstructed；Meanwhile coarse sands layer also carried out underground water as filtration supports
Filter, avoid the hole of cobble gap, perforated pipe from being blocked by sundries, it is ensured that drainage channel it is unobstructed；It is prevented in addition, coarse sands layer also has
The effect that nonwoven layer is punctured by sharp object.The nonwoven layer also has drainage for separating boulder bed and coarse sands layer
Effect.The boulder bed because between cobble gap it is larger, as the drainage channel of french drain, there is good drainage effect；Work as draining
When measuring larger, boulder bed can also save more water, therefore can play the role of buffering.When displacement is larger, to prevent ovum
The channel drainage load of stone backfill is excessive, therefore adds the perforated pipe to improve the drainage efficiency of weeper drain；That adds wears
Hole pipe greatly reduces the cross dimensions of french drain, reduces the cutting depth of ground, saves french drain dosage, improves its feasibility of constructing
And economic and practical.
Preferably, the weeper drain includes main weeper drain and time weeper drain, and the main weeper drain is perpendicular to river
Stream or the setting of lake dike line, the secondary weeper drain are connected to main weeper drain.
Main weeper drain and time weeper drain cooperate, and cover entire silt deposited back area, further enhance drainability.
Preferably, it is equipped with main perforated pipe in the main weeper drain, is worn equipped with time perforated pipe, described time in secondary weeper drain
The discharge outlet of the main perforated pipe connections of Kong Guanyu or secondary perforated pipe is located above main perforated pipe.
When displacement is larger, for prevent cobble backfill channel drainage load it is excessive, therefore add primary and secondary perforated pipe with
Improve the drainage efficiency of primary and secondary weeper drain.Secondary perforated pipe is not connected to directly with main perforated pipe, but by the end of secondary perforated pipe
(discharge outlet) rides over above main perforated pipe, and the water of secondary perforated pipe is discharged to by its discharge outlet above main perforated pipe, is then worn through master
The hole of the upper corresponding position of hole pipe enters main perforated pipe and is discharged.It is such to design the draining that not only ensure that primary and secondary weeper drain
Efficiency has also simplified component (eliminating the connecting component between primary and secondary perforated pipe) needed for construction, has reduced construction cost, subtract
Construction workload and difficulty of construction are lacked.
Preferably, the main weeper drain and time weeper drain are interspersed in netted.
Preferably, the Water-drainage sand well location is in the top of main weeper drain and time weeper drain intersection, and the draining
The bottom of sand drain is located at coarse sands layer, and the water in silt deposited back area imports the coarse sands layer by draining sand drain.
By the way that vertical sand drain is arranged, making water in the soil body, vertically displacement hull is discharged, to accelerate soil consolidation and
Sedimentation, it can solve problems within a short period of time：
(1) settlement issues of weak soil.So that sedimentation is basically completed, overcomes and generate sedimentation or relative settlement in use.
(2) stable problem.Vertical drainage body can accelerate the soil body shear resistance increase, to improve the soil body bearing capacity and
Stability.
Preferably, the secondary weeper drain is consistent with the crest level of main weeper drain, the bottom elevation of the secondary weeper drain
Higher than the bottom elevation of main weeper drain.
Since water imports main weeper drain by numerous secondary weeper drains, because the circulation of this weeper drain is less than main draining
The bottom elevation of secondary weeper drain, is set higher than the bottom elevation of main weeper drain by french drain, and such design can reduce low land base
Cutting depth, improve construction feasibility and economic and practical；Further, since through-hole pipe is arranged in french drain center, it will be secondary
The bottom elevation of weeper drain is set higher than the bottom elevation of main weeper drain so that the height of secondary through-hole pipe is higher than main through-hole naturally
Pipe, is smoothly collected to main through-hole pipe with the water in bowel frequency through-hole pipe.
Preferably, the drainage channel is equipped with multilayer, and the distance between adjacent two layers drainage channel is 3-6m.
When the back of the body body thickness that becomes silted up is thicker, drainage system is arranged by stages, can obtain preferable drainage effect；As hydraulic reclamation range compared with
Greatly, can subregion arrange drainage system, to obtain preferable drainage effect.
Preferably, draining sand drain arranged in squares or quincuncial arrangement in silt deposited back area, and two neighboring Water-drainage sand
1m-1.5m is divided between well.
Sand drain is drained by the arranged in squares in silt deposited back area or quincuncial arrangement, meets vertical sand drain in the back of the body that becomes silted up
The principle being evenly arranged in area keeps silt deposited back area internal drainage speed balanced.
Preferably, on the main perforated pipe and time perforated pipe, 6-10 hole is distributed with along its circumference in each section, perforation
Aperture is 10-30mm, and spacing is 80-120mm between section of perforating.
Preferably, the main perforated pipe caliber is 100-200mm, and the secondary perforated pipe caliber is 75-175mm.
Preferably, a diameter of 5-10cm of the draining sand drain.
Preferably, the Water-drainage sand hoistway runs through each layering, and length is identical as lift height.
The present invention also provides a kind of construction methods of the discharge structure of quickening dyke strengthening by warping engineering silt back of the body body consolidation comprising
Following steps：
The first step, basal layer construction：Clear base processing is carried out to lakebed basal layer, and digs out ditch on basal layer；
Second step, weeper drain construction：The coarse sands layer in the case where the bottom of above-mentioned ditch is laid with, is then placed in non-woven fabrics, and in nothing
Paving guanovulite forms boulder bed inside woven fabric, and non-woven fabrics both sides are laid with side coarse sands layer so that non-woven fabrics is by cobble and basal layer, ovum
Rock layers are under, side coarse sands layer separates；When boulder bed paving is filled to precalculated position, it is put into perforated pipe, paving is then proceeded to and fills out；Work as cobble
When layer paving is filled to concordant at the top of basal layer, non-woven fabrics is closed, forms weeper drain；It is finally blind with draining at the top of basal layer
Upper coarse sands layer is laid at the top of ditch；
Third walks, embankment construction：It fetches earth in the areas Yu Zhu and fills embankment, and since lowest point, compaction in layers；
4th step, silt deposited back area construction：Hydraulic reclamation is carried out to silt deposited back area, interval certain time is answered after the completion of each hydraulic reclamation, waits blowing
Continue to construct after filling out preliminary discharging consolidation；Hydraulic reclamation replaces construction with embankment, it is ensured that the continuous perforation of dredge fill；
5th step drains sand drainage construction：After the completion of waiting for silt deposited back area hydraulic reclamation, it is laid with sand bedding course, is pressed into casing with vibratory drilling method
After projected depth, sand pocket is entirely sling, is put into casing through sleeve opening.
As a result of above technical scheme, compared with prior art, the present invention in silt deposited back area bottom by being arranged water
Square to weeper drain and vertical direction draining sand drain, form a three-dimensional drainage channel, the row of greatly strengthening
Outlet capacity accelerates pore water pressure dissipation, improves soil body effective stress, accelerates soil solidifying.
Description of the drawings
Fig. 1 is the structural schematic diagram of the embodiment of the present invention 1；
Fig. 2 is the structural schematic diagram of invention primary and secondary weeper drain；
Fig. 3 is the structural schematic diagram of the main weeper drain of the present invention；
Fig. 4 is the structural schematic diagram of the present invention time weeper drain；
Fig. 5 is the structural schematic diagram of primary and secondary weeper drain of the present invention intersection；
Fig. 6 is arrangement schematic diagram of the drainage channel of the present invention in silt deposited back area；
Fig. 7 is the structural schematic diagram of the embodiment of the present invention 2；
Fig. 8 is arrangement schematic diagram (square) of the present invention draining sand drain in silt deposited back area；
Fig. 9 is arrangement schematic diagram (quincunx) of the present invention draining sand drain in silt deposited back area.
Specific implementation mode
Embodiment 1
Present invention is further described in detail below in conjunction with the accompanying drawings.
As shown in Figure 1, a kind of dyke strengthening by warping engineering of accelerating is become silted up the discharge structure of back of the body body consolidation, including embankment 1, embankment 2, enclose
Silt deposited back area 3 between dike 1 and embankment 2 and the drainage channel being arranged in silt deposited back area 3, the drainage channel include being located at silt deposited back area
Bottom, horizontally arranged multiple weeper drains 4, and in silt deposited back area 3 vertical direction be arranged multiple draining sand drains
5。
As described in Fig. 2-Fig. 5, the weeper drain 4 includes main weeper drain 41 and time weeper drain 42；Main weeper drain
41 include main perforated pipe 411, main draining boulder bed 412, main draining nonwoven layer 413 and the main draining set gradually from inside to outside
Coarse sands layer 414, secondary weeper drain 42 include the secondary perforated pipe 421, secondary draining boulder bed 422, secondary row set gradually from inside to outside
The discharge outlet of time perforated pipe 421 described in water nonwoven layer 423 and time draining coarse sands layer 424. is located at 411 top of main perforated pipe.Institute
It is consistent with the crest level of main weeper drain 41 to state time weeper drain 42, the bottom elevation of the secondary weeper drain 42 higher than it is main drain it is blind
The bottom elevation of ditch 41.
As shown in fig. 6, the main weeper drain 41 perpendicular to river, lake dike line be arranged, the secondary weeper drain 42 with
Main weeper drain 41 is connected to and vertically, main weeper drain 41 and time weeper drain 42 are interspersed in netted.The draining sand drain 5
Along main weeper drain 41 and the setting of time weeper drain 42 interval, and between two neighboring draining sand drain 5 between be divided into 1m.
On the main perforated pipe 411 and time perforated pipe 421,8 holes, piercing aperture is distributed with along its circumference in each section
For 20mm, spacing is 100mm between section of perforating.
Embodiment 2
As shown in fig. 7, the back of the body body thickness that becomes silted up is thicker, point 2 phases construction, the drainage channel is equipped with upper layer and lower layer, two layers of draining
The distance between channel is 3m, remaining structure of the present embodiment is same as Example 1.
Drainage system includes vertical drainage system and horizontal drainage system.
Vertical drainage system is diameter 7cm sand wicks, and design spacing is 1.0m~1.5m；Sand drain is ideal artificial
Vertical drainage relief passage, super quiet pore water in the soil body is inevitable to be discharged ground along drainage channel.
According to engineering practice, if silt deposited back area thickness is thicker, can stage construction, by stages per layer thickness be 3m~6m；Cause
Not thick per layer thickness, vertical drainage channel should punch each layering, and length is identical as lift height.
Before bag sand drain is set, sand pocket is preferably recorded with dry sand, should reach dense state, sand pocket, which enters when underground sinks, to be turned round
Knot, constriction or phenomenon of rupture；Sand material used in sand drain preferably uses medium coarse sand (middle sand：Granule content of the grain size more than 0.25mm is more than complete
Weigh 50%；Coarse sand：Granule content of the grain size more than 0.5mm is more than full weight 50%), clay content should be less than 3%.
Horizontal drainage system is main french drain and branch french drain：The drainage blanket includes main french drain and branch french drain, and main french drain is vertical
It is arranged in the dike line of river, Hu Bo etc., introduces the water into river, Hu Bo；Branch french drain arranges perpendicular to main french drain, french drain spacing 10~
20m。
PVC perforated pipes are set at main french drain, branch french drain center：PVC perforated pipe piercing apertures are 20mm, and each section of face is circumferentially
It is long to wear 8 holes, spacing 100mm between section of perforating.
Boulder bed：Boulder bed is backfilled around main french drain, branch french drain center PVC perforated pipes, cobble 3~7cm of grain size contains mud
Amount is not more than 5%.
Non-woven fabrics：Non-woven fabrics is set on boulder bed periphery, boulder bed is wrapped up, boulder bed and coarse sands layer to be separated, nothing
Woven fabric specification is 200g/m2~500g/m2.
Coarse sands layer：Coarse sands layer is set on the outside of non-woven fabrics, non-woven fabrics and ground are separated, avoided by gross sand thickness 100mm
Ground damages non-woven fabrics；Coarse sand particle size range 0.5mm~2mm, granule content of the grain size more than 0.5mm are more than full weight
50%.
According to engineering practice, the back of the body body thickness that such as becomes silted up is thicker, and drainage system can carry on the back body stage construction with becoming silted up, it is proposed that each issue
The back of the body body thickness that becomes silted up is 3m~6m, i.e. 3m~6m or so silts soil thickness arranges a layer sewerage system, can obtain preferable drainage effect；
It, can subregion arrangement drainage system if hydraulic reclamation range is larger.
Main construction procedure：
1. clear base
1) to the unqualified soil such as turf, miscellaneous fill, mud, fertile soil, the peat soil of basal plane etc. of levee body, earth's surface, ballast
Eliminating impurities, clear base depth can be taken the circumstances into consideration to increase and decrease according to actual conditions.
2) tree root in works scope is removed, rubbish, grave therefore river, swag, foundations, cave and ground are surveyed and left
Hole, slot, hole, cave are all removed, and are backfilled closely knit.
2. french drain
1) preferably use small-sized machine or manually on the basis of ditching, adversely affected to avoid to basis.
2) coarse sands layer of first shop fixtures layer, coarse sands layer, non-woven fabrics and the boulder bed synchronous construction of side；Adrainage material should be layered
Paving is filled out, and 300mm is not more than per layer thickness, is consolidated with flat vibrator after leveling, cobble should be avoided to be crushed in construction.
3) PVC collector pipes in french drain center are laid with when paving is to tube bottom absolute altitude, should have there are the gradient appropriate, must not there is adverse slope
Phenomenon.
4) protrusions such as tree root, reed and rubble wedge angle must not be contained in coarse sands layer, be punctured to prevent non-woven fabrics.
5) relaxed state should be kept when being laid with non-woven fabrics, to adapt to each side's facial disfigurement, ensures the intact of non-woven fabrics；Before laying
Non-woven fabrics must be checked, discovery has destruction position to be repaired.
3. embankment
1) cohesive soil should be selected as possible by filling embankment soil property；It, should be by weeds tree root, the humic soil layer etc. on levee foundation before fill
It removes clean, and by table soil scarifying, fills out and cover new soil and be compacted；Filling embankment must be since lowest point, compaction in layers.
2) it fetches earth in the areas Yu Zhu when filling embankment, ditch must not be penetrated through continuously, be washed away with preventing mud from ganging up stream
Levee foundation.And the pit edge that fetches earth is no less than 3m away from new dike levee toe.
3) a phase embankment, which can be used bull-dozer and push away, builds, and two, three phase embankments can be used excavator and construct with dump truck；Embankment
Replace construction with the hydraulic reclamation earthwork, it is ensured that the continuous perforation of dredge fill.
4. silt deposited back area hydraulic reclamation
1) manually installed erection spoil disposal pipeline can be used in the laying of sludge pipe.The spoil disposal pipeline set up will reach smooth
Straight, turning is gentle, to reduce sediment transport array pitch and lift, sediment transport production efficiency is made to reach best.
2) it is not less than 5m away from embankment slope foot distance at sludge pipe mud mouth, in order to avoid wash away levee toe；The high mud extraction face 0.5m of nozzle
More than, to ensure hydraulic reclamation effect.
3) Tail water reuse：To reduce the silt loss in silt area, discharge outlet elevation is raised with the silt face of building and is constantly adjusted, and is ensured
The precipitation of silt.Discharge outlet offtake preferably adds erosion control energy-dissipating installation, avoids the erosion to levee slope angle, field and building.
5. draining shaft
1) it is laid with sand bedding course：After the completion of the hydraulic reclamation of silt deposited back area, laying depth is the sand bedding course of 30cm；This layer of sand bedding course, which is used as, to be applied
The work surface of work sand wick sets sand wick on this sand bedding course.
2) it drills：The flapper pile tip under casing and sleeve opening will be fixed on when drilling to close, then with vibratory drilling method by casing pressure
Enter designated depth；The elevation control that graduation mark is marked on stake machine casing, to ensure that depth meets the requirements.
3) sand pocket fills sand：It must be through examining medium coarse sand that is qualified, being sieved, dried, being carried out with sand filling machine to fill bag sand
Sand is filled, human assistance is closely knit；Need to through when filling sand and hanging up and beating, then spread with artificial secondary supplementary irrigation, it is ensured that it is full that sand pocket fills sand.
4) sand pocket is installed：After confirming that casing compression distance meets the requirements, the sand pocket for meeting design length is entirely sling,
It is put into casing slowly through sleeve opening end rollers；Sand pocket kink, necking down, fracture and abrasion, sand pocket are prevented during being put into
Length should be consistent with sand drain depth.
Finally it should be noted that：The above embodiments are merely illustrative of the technical solutions of the present invention, rather than its limitations；Although
Present invention has been described in detail with reference to the aforementioned embodiments, it will be understood by those of ordinary skill in the art that：It still may be used
With technical scheme described in the above embodiments is modified or equivalent replacement of some of the technical features；
And these modifications or replacements, various embodiments of the present invention technical solution that it does not separate the essence of the corresponding technical solution spirit and
Range.
Claims (10)
1. a kind of discharge structure for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, including between embankment, embankment, embankment and embankment
Silt deposited back area and the drainage channel being arranged in silt deposited back area, it is characterised in that：The drainage channel include positioned at silt deposited back area bottom,
Horizontally arranged multiple weeper drains, and in silt deposited back area vertical direction be arranged multiple draining sand drains, the draining
French drain is for accepting the water for being entered or being penetrated by Water-drainage sand well stream.
2. the discharge structure according to claim 1 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：It is described
Weeper drain includes the perforated pipe set gradually from inside to outside, boulder bed, nonwoven layer and coarse sands layer.
3. the discharge structure according to claim 1 or 2 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：
The weeper drain includes main weeper drain and time weeper drain, and the main weeper drain is set perpendicular to river or lake dike line
It sets, the secondary weeper drain is connected to main weeper drain.
4. the discharge structure according to claim 3 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：It is described
It is equipped with main perforated pipe in main weeper drain, is equipped with time perforated pipe in secondary weeper drain, the secondary perforated pipe is connected to main perforated pipe
Or the discharge outlet of secondary perforated pipe is located above main perforated pipe.
5. the discharge structure according to claim 4 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：It is described
Main weeper drain and time weeper drain are interspersed in netted.
6. the discharge structure according to claim 4 or 5 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：
The Water-drainage sand well location is in the top of main weeper drain and time weeper drain intersection, and the bottom of the draining sand drain is located at slightly
Layer of sand, the water in silt deposited back area, which passes through, to be drained sand drain and imports the coarse sands layer.
7. the discharge structure according to claim 4 or 5 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：
The secondary weeper drain is consistent with the crest level of main weeper drain, and the bottom elevation of the secondary weeper drain is higher than main weeper drain
Bottom elevation.
8. the discharge structure according to claim 1 or 2 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：
The drainage channel is equipped with multilayer, and the distance between adjacent two layers drainage channel is 3-6m.
9. the discharge structure according to claim 4 or 5 for accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：
Draining sand drain arranged in squares or quincuncial arrangement in silt deposited back area, and between two neighboring draining sand drain between be divided into
1m-1.5m。
10. a kind of construction method of discharge structure that accelerating dyke strengthening by warping engineering silt back of the body body consolidation, it is characterised in that：Including as follows
Step：
The first step, basal layer construction：Clear base processing is carried out to lakebed basal layer, and digs out ditch on basal layer；
Second step, weeper drain construction：The coarse sands layer in the case where the bottom of above-mentioned ditch is laid with, is then placed in non-woven fabrics, and in non-woven fabrics
Inside paving guanovulite forms boulder bed, and non-woven fabrics both sides are laid with side coarse sands layer so that non-woven fabrics is by cobble and basal layer, boulder bed
With under, side coarse sands layer separates；When boulder bed paving is filled to precalculated position, it is put into perforated pipe, paving is then proceeded to and fills out；When boulder bed is spread
When being filled to concordant at the top of basal layer, non-woven fabrics is closed, forms weeper drain；Finally at the top of basal layer and weeper drain top
Portion is laid with upper coarse sands layer；
Third walks, embankment construction：It fetches earth in silt deposited back area and fills embankment, and since lowest point, compaction in layers；
4th step, silt deposited back area construction：Hydraulic reclamation is carried out to silt deposited back area, interval certain time is answered after the completion of each hydraulic reclamation, at the beginning of waiting for hydraulic reclamation
Continue to construct after step discharging consolidation；Hydraulic reclamation replaces construction with embankment, it is ensured that the continuous perforation of dredge fill；
5th step drains sand drainage construction：After the completion of waiting for silt deposited back area hydraulic reclamation, it is laid with sand bedding course, casing is pressed into vibratory drilling method and is designed
After depth, sand pocket is entirely sling, is put into casing through sleeve opening.
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