CN207160043U - A kind of flood discharge gate dam - Google Patents
A kind of flood discharge gate dam Download PDFInfo
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- CN207160043U CN207160043U CN201720450502.3U CN201720450502U CN207160043U CN 207160043 U CN207160043 U CN 207160043U CN 201720450502 U CN201720450502 U CN 201720450502U CN 207160043 U CN207160043 U CN 207160043U
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- flood discharge
- gate dam
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- discharge gate
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Abstract
It the utility model is related to a kind of flood discharge gate dam, including the flood discharge gate dam basic and multiple foundation of flood discharge dam on the basis of flood discharge dam, the gate dam uses the bottom outlet pattern with breastwork, the gate dam is provided with sluice, the flood discharge dam basis includes left foundation and right foundation, and the left foundation includes substrate and the basis being arranged in substrate, and the substrate is made up of more vibrosinking piles, the more square arrangements of vibrosinking pile, mattress layer is provided between the vibrosinking pile top and basis；The right foundation includes sand pebble layer, transition zone and concrete layer, and the sand pebble layer is located at lower section, and the transition zone is above positioned at centre, the concrete layer.Flood discharge gate dam of the present utility model is easy for construction, flood discharge dam is built on the rock.And differential settlement deformation is small caused by flood discharge gate dam foundation of the present utility model, it is beneficial to carry out Deformation control in construction.
Description
Technical field
A kind of dam that the utility model belongs on deep covering layer, and in particular to flood discharge gate dam.
Background technology
All kinds of water retaining structures built both at home and abroad on deep covering layer are more, and data is shown, is built on coating
Concrete gate dam, domestic Xiamaling Hydropower Station gravity dam maximum height are 33m, covering thickness 37m；Fu Tang power stations retaining box
High 31m, covering thickness 65m；Kuibyshev's powerhouse of hydropower station, cool this gram of powerhouse of hydropower station of Pu of the former Soviet Union, are to be built in cover
The gate dam on cap rock basis, height of dam is respectively 57m, 52m.The safe operation of above engineering for many years, have accumulated abundant theory and grind
Study carefully achievement and engineering experience,《Water sluice project》、《Building lot design specification》In, recommend to use classical soil mechanics
Layerwise summation method in theory is calculated, and in recent years, computer meanses develop further development, Soil Constitutive Relation rapidly
Rapid ripe, as Duncan one opens (Duncan-Chang) model, K-G models, non-thread inelastic model, which calculates, DP criterions etc..
Wherein Duncan elastic-nonlinear model can preferably simulate soil counterforce deformation properties, be obtained in earth structure finite element analysis
Extensive use.
Cause the example of safety problem of common occurrence however, part engineering is dealt with improperly because of Deformation control, such as Anhui governor
The drainage gate in north of the Changjiang River An Yuxi river mouths, it is sandy loam and deep fine sand layer ground, the arrangement in 8 hole depth holes is combined using 16 hole shallow bore holes
Form, the larger situation of emerged in operation total settlement, differential settlement；Huai He Middle Reaches flood storage areas west of a city lake flood-diversion sluice ground is deep
Thick and heavy loam, the arrangement form of the shallow lock in 8 holes is combined using 2 hole depth locks, the excessive phenomenon of differential settlement also occurs, two above engineering is equal
Cause different degrees of building inclination, sealing drawing crack, or even concrete cracking, have a strong impact on engineering operation safety, the later stage enters
Transformation of having gone is reinforced.The Dadu River Shawan Hydropower Project of completion in 2010, factory building and right side monolith are batholith, height of dam about 80
Rice, sluice monolith is Cast-in-situ Piles in Sand-filling cobblestone foundation, and about 30.5 meters of height of dam, since operation, total settlement, differential settlement are more than
Code requirement situation, though at present not yet influence building normal operation, long-run development may cause building inclination, gate and
Headstock gear system architecture damage problem.
Therefore, building safety must be paid much attention to caused by engineering sedimentation and deformation, through analytic induction, differential settlement mistake
Hydraulic structure safety problem caused by big may mainly have：（1）Equipment caused by inclination etc. is safe for operation；（2）Sealing drawing crack
Cause seepage, leakage of dam foundation, seepage failure between dam；（3）Building stress condition changes, concrete cracking, in some instances it may even be possible to unstability.
Problem above, it must study emphatically.
The content of the invention
In order to solve the above-mentioned problems in the prior art, the utility model provides a kind of flood discharge gate dam.This practicality
New technical problems to be solved are achieved through the following technical solutions：
A kind of flood discharge gate dam, including the basic and multiple flood discharge gate dam established on the basis of flood discharge dam of flood discharge dam, the lock
Dam uses the bottom outlet pattern with breastwork, and the gate dam is provided with sluice, and the flood discharge dam basis includes left foundation and the right side
Foundation, the left foundation include substrate and the basis being arranged in substrate, and the substrate is made up of more vibrosinking piles,
The more square arrangements of vibrosinking pile, mattress layer is provided between the vibrosinking pile top and basis；The right foundation
Including sand pebble layer, transition zone and concrete layer, the sand pebble layer is located at lower section, and the transition zone is described mixed positioned at centre
Solidifying soil layer is above.
A kind of above-mentioned flood discharge gate dam, the right foundation also include more rotary churning piles, and the more rotary churning piles are in plum
Flower-shaped arrangement.
A kind of above-mentioned flood discharge gate dam, a diameter of 1m of the rotary churning pile, rotary churning pile depth are 17m, adjacent rotary churning pile it
Between distance be 3m.
A kind of above-mentioned flood discharge gate dam, the relative density of the concrete layer are more than 0.8, the relative density of the transition zone
More than 0.75.
A kind of above-mentioned flood discharge gate dam, a diameter of 0.8m of the vibrosinking pile, the spacing of adjacent vibrosinking pile is 2m.
A kind of above-mentioned flood discharge gate dam, the gate dam are 8, and the right foundation is provided with 4 sluices, the left side
Foundation is provided with 4 sluices.
A kind of above-mentioned flood discharge gate dam, ecological dewatering orifice is additionally provided with the basis of the flood discharge dam, the ecological dewatering orifice
End face is provided with ecological outlet sluice, and the ecological dewatering orifice is located at the left side of the gate dam.
A kind of above-mentioned flood discharge gate dam, the seam that the basic and described gate dam of the flood discharge dam is located at underwater are equipped with copper and stopped
Water.
The beneficial effects of the utility model：
Flood discharge gate dam of the present utility model is easy for construction, flood discharge dam is built on the rock.And flood discharge gate dam of the present utility model
Differential settlement deformation is small caused by basis, is beneficial to carry out Deformation control in construction.
The utility model is described in further details below with reference to drawings and Examples.
Brief description of the drawings
Fig. 1 is structural representation of the present utility model.
In figure, 10. left foundations；11. vibrosinking pile；12. mattress layer；13. basis；20. right foundation；21.
Sand pebble layer；22. transition zone；23. concrete layer.
Embodiment
For the technological means and effect that the utility model is reached predetermined purpose and taken is expanded on further, below in conjunction with accompanying drawing
And embodiment describes in detail as follows to specific embodiment of the present utility model, architectural feature and its effect.
Reference picture 1, present embodiment discloses a kind of flood discharge gate dam, including the basic and multiple foundation of flood discharge dam is in the flood discharge dam foundation
Flood discharge gate dam on plinth, the gate dam use the bottom outlet pattern with breastwork, and the gate dam is provided with sluice, the flood discharge dam foundation
Plinth includes left foundation and right foundation, and the left foundation includes substrate and the basis being arranged in substrate, described
Substrate is made up of more vibrosinking piles, the more square arrangements of vibrosinking pile, is provided between the vibrosinking pile top and basis
Mattress layer；The right foundation includes sand pebble layer, transition zone and concrete layer, and the sand pebble layer is located at lower section, described
Transition zone is above positioned at centre, the concrete layer.
It is preferred that the right foundation also includes more rotary churning piles, the more rotary churning piles are arranged in plum blossom-shaped.It is preferred that institute
A diameter of 1m of rotary churning pile is stated, rotary churning pile depth is that the distance between 17m, adjacent rotary churning pile is 3m.
The relative density of the concrete in the present embodiment gate dam foundation is more than 0.8, the relative density of the transition zone
More than 0.75.
It should be noted that the vibrosinking pile of the present embodiment enters sand gravel stratum, the vibroflotation through medium-sand seam
Stake enters 50cm under sand gravel stratum top surface.It is preferred that a diameter of 0.8m of the vibrosinking pile, the spacing of adjacent vibrosinking pile is 2m.
In a concrete application of the present utility model, the gate dam is 8, and the right foundation is let out provided with 4
Big vast lock, the left foundation are provided with 4 sluices.Put it is preferred that being additionally provided with ecology on the basis of the flood discharge dam of the present embodiment
Water hole, the end face of the ecological dewatering orifice are provided with ecological outlet sluice, and the ecological dewatering orifice is located at the left side of the gate dam.
In order to improve the barrier performance of flood discharge gate dam, the basic and described gate dam of the flood discharge dam of the present embodiment is located at the water surface
Under seam be equipped with Copper water stop.
In hydroelectric station design, differential settlement control measure use comprehensive means, and process is taken from design, construction period
Examined before research and water storage, strengthen construction time, runtime monitoring etc., it is ensured that drop differential settlement to the adverse effect of building
It is low to arrive reasonable, safe range.
1. adapt to different superstructure requirements and the based process measure of foundation condition
According to actual building superstructure require, and consider build base formation characteristics, by calculate analyze, take respectively through
Help practical, safe and reliable treatment measures, including the multiple means such as bored concrete pile, rotary churning pile, vibrosinking pile, cut-pff wall, grout curtain,
It is the engineering that measures of foundation treatment is most in domestic same engineering.
（1）1#~5# sluice based process
According to sluice base stress calculating achievement, substrate maximum crushing stress is 350.28kPa, already close to or little over
Bearing capacity 300kPa~350kPa permissible values, therefore, gate foot is necessary to take reinforcement measure.Through being considered as vibrosinking pile than choosing
As bearing capacity safety stock, design uses stake spacing 2m, stake footpath 0.8m, and square lays out pile, and design recommendation selects 75kW vibroflotations
Device 2, and adjusted according to field test.The thick mattress layers of one layer of 50cm are laid between stake top and basis.Pile body depth should be worn
Medium-sand seam is crossed, gos deep into 50cm under alluviation stone sand containing block gravel layer top surface.
(2）5#~8# sluices and ecological dewatering orifice
This section of flood discharge gate foot is influenceed by factory building excavation, and on sandy gravel after backfill, the backfill of the design recommendation position is opened
The good grading sandy gravel dug in material, and transition zone is being set close to concrete side, it is more than 0.8 control according to relative density；Cross
Material relative density is crossed by more than 0.75 control；Due to backfill later stage Compression Settlement need it is certain last, in order to accelerate to construct into
Degree, basis carries out rotary churning pile processing after being backfilled to the position, and churning depth selects 17m, stake footpath 1.0m, an array pitch 3.0m.Plum blossom
Shape is arranged.
（3）Factory building foundation processing
Factory building is seated in the 7th layer of alluviation stone sand containing block gravel layer（Q3al-Ⅲ）On, its bearing capacity be 0.53MPa~
0.6MPa.Complete when building operating mode, factory building foundation maximum crushing stress is 0.56 MPa, the rich deficiency of bearing capacity, need to carry out consolidation process.
Processing scheme is handled using concrete filling pile, stake footpath 1.0m, pilespacing 4.0m, stake depth 25m, quincunx laying.After processing, basis
Bearing capacity can reach 0.81 more than MPa, meet design requirement.Meanwhile in order to improve foundation deformation modulus, strengthen basis carrying
Power, sand-layer foundation being handled using rotary churning pile, rotary churning pile diameter 1.0m, quincuncial arrangement, an array pitch is 2.2 × 2.2m,
The deep 17m of stake, is computed, its composite bear ability of the sand-layer foundation after processing can meet design requirement.
Between different kinds of building thing, due to structure type and foundation condition difference, its differential settlement is larger, according to commission
What Nanjing Shui Keyuan was completed《Factory building and flood discharge gate foot three-dimensional force model Finite Element Simulation Analysis》Calculating achievement, sluice monolith
Between differential settlement be respectively less than 2cm, its differential settlement between right side barricade, ecological dewatering orifice and left side factory building is respectively 3.6cm, 2.7cm,
Therefore, in addition to setting 2 Copper water stops except upstream and downstream side at the position, while 1 asphalt well of each setting, electrified regulation after the completion of construction,
Ensure anti-seepage effect；In addition, 5#~9# sluices basis is located on Cast-in-situ Piles in Sand-filling cobble, and it is backfilling and compacted the influence to sedimentation
Whard to control, vertical shearing has a great influence to vertical sealing, therefore, this section of sluice uses rock experience, using nose
The high 150mm of son, wide 30mm Copper water stop, can bear 80mm~100mm sink deformation, 80mm~100mm opening deformation and
60mm~80mm detrusion.Remaining water seal design sets twice Copper water stop, it is ensured that stop safe water according to conventionally form.
8 hole sluices use the bottom outlet pattern with breastwork, lock crest level 3079m, the maximum a height of 26.5m of lock.Port size
For 7.00m × 5.20m（It is wide × high）.Gate pier is set to stitch pier, and lock floor end is connected with force reduction pool bottom with 1: 4 gentle slope, disappeared
The long 107m in power pond, bottom plate crest level are 3047.50m, thick 2.50m, and bottom plate sets Φ 50mm osculums, and its bottom sets 0.5m thickness anti-filters
Layer；Stiling basin end sets concrete anti-scour wall, thick 1m, depth 10m.In pond upstream be arranged side by side the high differential banks of 9 4m with
Form submerged hydraulic jump.Stiling basin outlet sets that 3m is wide leads sand launder, so that silt goes out stiling basin.
2 holes of ecological dewatering orifice point, it is standby each other.Use the bottom outlet pattern with breastwork, the long 30m in lock chamber upstream and downstream direction,
Dam crest overall length 12.50m.Overflow orifice size 2.5m × 5.0m（It is wide × high）, import floor elevation 3058.00m.Ecological dewatering orifice
Downstream dissipator of energy work shares a stiling basin with sluice.
1#~6# sluice lock chamber grounds medium coarse sand close in being, actual stake footpath is 1.5m, is arranged using equilateral triangle,
Spacing 2.5m, area replacement ratio 0.16, is detected through load, bearing capacity of single pile 942kPa, Bearing Capacity of Composite Foundation
Characteristic value is 380kPa.Detected through standard penetration test (SPT), its inter-pile soil bearing capacity is 384~425kPa, illustrates vibroflotation over the ground
The compacted positive effect of base, achievement meet design requirement.
7#~8# sluices and ecological dewatering orifice basis are influenceed by factory building excavation, on sandy gravel after backfill, from opening
The good grading sandy gravel backfill dug in material, to improve filled soils, while transition zone is being set close to concrete side, strictly pressed
It is more than 0.8 control according to relative density, Transition Materials relative density is pressed and is more than 0.75 control；To meet ground requirement for bearing capacity.Due to
Backfill later stage Compression Settlement needs are certain to last, and for accelerating construction progress, while considers that the section belongs to factory building foundation strength
Reason and the changeover portion of the weak processing of 1#~6# flood discharge gate foot vibrosinking piles, basis carries out rotary churning pile processing, rotation after being backfilled to the position
Spray depth selects 17m, stake footpath 1.0m, an array pitch 3.0m.Plum blossom-shaped is arranged.
Above content is to combine specific preferred embodiment further detailed description of the utility model, it is impossible to
Assert that specific implementation of the present utility model is confined to these explanations.For the ordinary skill of the utility model art
For personnel, without departing from the concept of the premise utility, some simple deduction or replace can also be made, should all be regarded
To belong to the scope of protection of the utility model.
Claims (8)
1. a kind of flood discharge gate dam, including the basic and multiple flood discharge gate dam established on the basis of flood discharge dam of flood discharge dam, the gate dam
Using the bottom outlet pattern with breastwork, the gate dam is provided with sluice, it is characterised in that the flood discharge dam basis includes left monolith
Basic and right foundation, the left foundation include substrate and the basis being arranged in substrate, and the substrate is shaken by more
Stake composition is rushed, the more square arrangements of vibrosinking pile, mattress layer is provided between the vibrosinking pile top and basis；The right side
Foundation includes sand pebble layer, transition zone and concrete layer, and the sand pebble layer is located at lower section, during the transition zone is located at
Between, the concrete layer is above.
2. a kind of flood discharge gate dam as claimed in claim 1, it is characterised in that the right foundation also includes more churnings
Stake, the more rotary churning piles are arranged in plum blossom-shaped.
3. a kind of flood discharge gate dam as claimed in claim 2, it is characterised in that a diameter of 1m of the rotary churning pile, rotary churning pile are deep
It is 3m to spend for the distance between 17m, adjacent rotary churning pile.
A kind of 4. flood discharge gate dam as claimed in claim 1, it is characterised in that the relative density of the concrete layer is more than 0.8,
The relative density of the transition zone is more than 0.75.
A kind of 5. flood discharge gate dam as claimed in claim 1, it is characterised in that a diameter of 0.8m of the vibrosinking pile is adjacent to shake
The spacing for rushing stake is 2m.
6. a kind of flood discharge gate dam as claimed in claim 1, it is characterised in that the gate dam is 8, on the right foundation
Provided with 4 sluices, the left foundation is provided with 4 sluices.
7. a kind of flood discharge gate dam as claimed in claim 1, it is characterised in that be additionally provided with ecology on the basis of the flood discharge dam and discharge water
Hole, the end face of the ecological dewatering orifice are provided with ecological outlet sluice, and the ecological dewatering orifice is located at the left side of the gate dam.
A kind of 8. flood discharge gate dam as described in claim any one of 1-7, it is characterised in that the basic and described lock of the flood discharge dam
The seam that dam is located at underwater is equipped with Copper water stop.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201720450502.3U CN207160043U (en) | 2017-04-26 | 2017-04-26 | A kind of flood discharge gate dam |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201720450502.3U CN207160043U (en) | 2017-04-26 | 2017-04-26 | A kind of flood discharge gate dam |
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| CN207160043U true CN207160043U (en) | 2018-03-30 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109505343A (en) * | 2018-12-12 | 2019-03-22 | 中国建筑第八工程局有限公司 | Drain the row mouthful reconstruction structure secretly contained |
-
2017
- 2017-04-26 CN CN201720450502.3U patent/CN207160043U/en active Active
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109505343A (en) * | 2018-12-12 | 2019-03-22 | 中国建筑第八工程局有限公司 | Drain the row mouthful reconstruction structure secretly contained |
| CN109505343B (en) * | 2018-12-12 | 2024-01-23 | 中国建筑第八工程局有限公司 | Drainage mouth reconstruction structure of drainage culvert |
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