CN109657281A - A kind of drainage trough excavates the damming dam breaking mechanism analysis method of measure - Google Patents
A kind of drainage trough excavates the damming dam breaking mechanism analysis method of measure Download PDFInfo
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Abstract
Then a kind of damming dam breaking mechanism analysis method for excavating measure the invention discloses drainage trough verify by case the accuracy of the analysis method first to existing DB-IWHR model refinement.The present invention is based on native water coincidence mechanism, propose the damming dam breaking mechanism analysis method for considering that drainage trough excavates measure, this method has coupled erosion, crevasse extension, hydraulics, Reservoir Flood adjusting model, the crest discharge that bursts, unrestrained top time, total flood discharge and the risk effect to downstream stage multi-reservoir can be quickly calculated, to obtain optimal drainage trough design scheme.
Description
Technical field
The invention belongs to damming dam drainage trough technical fields, and in particular to a kind of drainage trough excavates the damming dam breaking of measure
Mechanism analysis method.
Background technique
Damming dam easily forms chain disaster chain, causes the flood in downstream in the case where reservoir level permeates or overflow top souring
Disaster.The generation on damming dam have it is greatly uncertain, if but can timely decision, take effective emergency disposal measure, then
The casualty loss of its initiation can be reduced.Drainage trough excavation is most important engineering measure in the emergency repair of damming dam.Pass through drainage
The Rational Excavation of slot can guarantee to let out under damming dam is orderly, and the souring during letting out under passing through, gradually scour drainage trough,
Gradually reduce the water level on damming dam horizontal to devoid of risk or low-risk.
Although currently, the determination that damming dam drainage trough excavates measure has carried out corresponding research in terms of qualitative and quantitative,
But not in view of damming dam is to the disaster chained effect of Cascade Reservoirs.Damming dam is inserted into the non-planning in Cascade Reservoirs
Reservoir has broken original balance of Cascade Reservoirs.Once bursting, there will be extremely strong disaster chained effect.Therefore how
Reducing dam bursting with the excavation measure of drainage trough is urgent problem to the risk effect of downstream stage multi-reservoir.
Summary of the invention
The purpose of the present invention is to propose to a kind of damming dam breaking mechanism analysis methods that drainage trough excavates measure, solve benefit
The problem of measure reduces disaster chained effect of the damming dam to downstream stage multi-reservoir is excavated with limited drainage trough.
The technical solution adopted in the present invention, a kind of drainage trough excavate the damming dam breaking mechanism analysis method of measure, packet
Include following steps:
Step 1: to DB-IWHR model refinement
1.1: calculating dam breach position flow
Specific formula for calculation is as follows:
Q=CB (H-z)3/2 (1)
In formula: B is the width of admission section；H is damming lake stage；Z is crevasse bottom elevation；C is discharge coefficient.
1.2: crevasse extended simulation, physical simulation mode are as follows:
The analogy method extending transversely of crevasse before is led due to lacking enough supports from geotechnical engineering profession aspect
Cause the very big deviation of result appearance of bursting.
Present crevasse numerical model extending transversely faces following problems: using the crevasse of sphenoid mistake extending transversely
Journey；Not with the slope stability analysis method of the arc form generallyd use in geotechnical engineering；Pore water pressure is not accounted for
Influence；None reasonable model come simulate crevasse transverse direction continuous expansion process and its vertical incision process.
Based on problem above, improved at following two aspect:
(1) total stress analysis method and undrained shear strength parameter
During drainage trough water surface rapid drawdown, damming body material property determines that water cannot freely be discharged.By analysis or
Empirical method accurately to obtain that pore water pressure is almost impossible, so using the total stress method of undrained shear strength parameter
It is commonly used in the dam body calculating of the quick rapid drawdown of reservoir level, calculating process can refer to US Army engineering division method.
(2) Bishop approach with vertical slope angle side slope
Geotechnical engineering circle generallys use circular arc slip-crack surface method, and the Bishop method such as simplified, American Engineering division method carries out side
Slope stability analysis.In calculating process, different slip-crack surfaces is searched for, finds slip-crack surface when safety coefficient F is equal to minimum value Fm
As critical slip surface.
Based on improving above two, crevasse accident tree model is established, compensating for Stab software can not be with dam bursting flood point
Analyse the predicament of model DB-IWHR quick coupling.
It is assumed that initial crevasse is inverted trapezoidal, crevasse is brushed hair raw vertical incision and extending transversely by the continuous punching of water flow, bursts
Mouthful side slope occurs unstability with current scour and collapses, incision and it is extending transversely as shown in Figure 1.
1.3: the calculating of crevasse erosion ratio
1.4: establishing Reservoir Flood and adjust model
The change procedure of flood due to dam-break is unsteady flow in open, and Saint-Venant equation group can be used and simplify, by the period
It is storage routing for reservoir process that simultaneous solution water balance equation and storage, which let out equation:
Water balance equation
Storage lets out equation
Q=f (V) (6)
In formula, Q1、Q2The respectively reservoir inflow of calculation interval just, last, q1、q2Respectively calculation interval just, under end is let out
Flow, W1、W2The respectively reservoir storage of first, the last reservoir of calculation interval, Δ W are storage capacity variable quantity, and Δ t is calculation interval.
By period simultaneous solution formula (5) and (6), reservoir letdown flow graph q~t, the lower discharge q of maximum are solvedm, adjust
Big vast storage capacity VFloodWith reservoir extreme high water ZFlood。
It is embedded in storage routing for reservoir module in DB-IWHR model, Δ t is reduced.
Step 2: the model that bursts verifying.
The features of the present invention also characterized in that
Crevasse erosion ratio expression formula specific derivation process is as follows in step 1:
In formula: γ is the severe of water；J is hydraulic slope；R is hydraulic radius, and h is the crevasse depth of water, and n is roughness, and V is crevasse
Flow velocity.
Erosion ratio is related to shear stress, i.e. the erosion ratio function that is represented by shear stress
In formula:For erosion ratio；Z is crevasse floor elevation；T is the time；Φ (t) is the function of shear stress τ.
Formula (3) uses hyperbolic model, and form is as follows:
V is the shear stress deducted after critical shear stress, and parameter a=1.1, b=0.0007 in formula (4).
The invention has the advantages that proposing the damming dam for considering that drainage trough excavates measure based on native water coincidence mechanism
Burst mechanism analysis method.This method has coupled erosion, crevasse extension, hydraulics, Reservoir Flood adjusting model, can quickly calculate
Burst crest discharge, unrestrained top time, total flood discharge and the risk effect to downstream stage multi-reservoir, to obtain optimal draw
Chute design scheme.
Detailed description of the invention
Fig. 1 is the lateral avalanche process schematic of crevasse in the present invention；
Fig. 2 is that Tangjiashan barrier lake bursts process schematic in the present invention, wherein (a) is the flow diagram that bursts, it (b) is crevasse
Width figure；
Fig. 3 is Tangjiashan damming dam actual measured value and simulation value comparison diagram in the present invention；
Fig. 4 is the specific datagram in red stone rock damming dam in the present invention；
Fig. 5 is that damming dam excavates drainage trough bottom width 5m, the risk analysis to downstream power station of deep 8m scheme in the present invention
Figure (b) is ceiling reservoir, is (c) yellow hornbeam reservoir wherein (a) is red stone rock barrier lake；
Fig. 6 is that damming dam excavates drainage trough bottom width 20m, the risk analysis to downstream power station of deep 8m scheme in the present invention
Figure (b) is ceiling reservoir, is (c) yellow hornbeam reservoir wherein (a) is red stone rock barrier lake；
Fig. 7 is that damming dam excavates drainage trough bottom width 5m, the risk analysis to downstream power station of deep 10m scheme in the present invention
Figure (b) is ceiling reservoir, is (c) yellow hornbeam reservoir wherein (a) is red stone rock barrier lake；
Fig. 8 is that damming dam excavates drainage trough bottom width 20m, the risk to downstream power station point of deep 10m scheme in the present invention
Analysis figure (b) is ceiling reservoir, is (c) yellow hornbeam reservoir wherein (a) is red stone rock barrier lake；
Fig. 9 is flood at dam site chart caused by the different drainage trough schemes on damming dam in the present invention；
Figure 10 is the different drainage trough schemes on damming dam in the present invention to downstream risk analysis chart.
Specific embodiment
The following describes the present invention in detail with reference to the accompanying drawings and specific embodiments.
A kind of drainage trough of the invention excavates the damming dam breaking mechanism analysis method of measure, comprising the following steps:
Step 1: to DB-IWHR model refinement
1.1: calculating dam breach position flow
Specific formula for calculation is as follows:
Q=CB (H-z)3/2 (1)
In formula: B is the width of admission section；H is damming lake stage；Z is crevasse bottom elevation；C is discharge coefficient.
1.2: crevasse extended simulation, physical simulation mode are as follows:
The analogy method extending transversely of crevasse before is led due to lacking enough supports from geotechnical engineering profession aspect
Cause the very big deviation of result appearance of bursting.
Present crevasse numerical model extending transversely faces following problems: using the crevasse of sphenoid mistake extending transversely
Journey；Not with the slope stability analysis method of the arc form generallyd use in geotechnical engineering；Pore water pressure is not accounted for
Influence；None reasonable model come simulate crevasse transverse direction continuous expansion process and its vertical incision process.
Based on problem above, improved at following two aspect:
(1) total stress analysis method and undrained shear strength parameter
During drainage trough water surface rapid drawdown, damming body material property determines that water cannot freely be discharged.By analysis or
Empirical method accurately to obtain that pore water pressure is almost impossible, so using the total stress method of undrained shear strength parameter
It is commonly used in the dam body calculating of the quick rapid drawdown of reservoir level, calculating process can refer to US Army engineering division method.
(2) Bishop approach with vertical slope angle side slope
Geotechnical engineering circle generallys use circular arc slip-crack surface method, and the Bishop method such as simplified, American Engineering division method carries out side
Slope stability analysis.In calculating process, different slip-crack surfaces is searched for, finds slip-crack surface when safety coefficient F is equal to minimum value Fm
As critical slip surface.
Based on improving above two, crevasse accident tree model is established, compensating for Stab software can not be with dam bursting flood point
Analyse the predicament of model DB-IWHR quick coupling.
It is assumed that initial crevasse is inverted trapezoidal, crevasse is brushed hair raw vertical incision and extending transversely by the continuous punching of water flow, bursts
Mouthful side slope occurs unstability with current scour and collapses, incision and it is extending transversely as shown in Figure 1
1.3: the calculating of crevasse erosion ratio
Erosion ratio expression formula specific derivation process is as follows:
In formula: γ is the severe of water；J is hydraulic slope；R is hydraulic radius, and h is the crevasse depth of water, and n is roughness, and V is crevasse
Flow velocity.
Erosion ratio is related to shear stress, i.e. the erosion ratio function that is represented by shear stress
In formula:For erosion ratio；Z is crevasse floor elevation；T is the time；Φ (t) is the function of shear stress τ.
Due to that there should not be unlimited " intensity " when soil body material, which is resisted, to be corroded, hyperbolic model is then used, form is such as
Under:
In formula: v is the shear stress deducted after critical shear stress, parameter a=1.1, b=0.0007.
1.4: establishing Reservoir Flood and adjust model
The change procedure of flood due to dam-break is unsteady flow in open, and Saint-Venant equation group can be used and simplify, by the period
It is storage routing for reservoir process that simultaneous solution water balance equation and storage, which let out equation:
Water balance equation
Storage lets out equation
Q=f (V) (6)
In formula, Q1、Q2The respectively reservoir inflow of calculation interval just, last, q1、q2Respectively calculation interval just, under end is let out
Flow, W1、W2The respectively reservoir storage of first, the last reservoir of calculation interval, Δ W are storage capacity variable quantity, and Δ t is calculation interval.
By period simultaneous solution formula (5) and (6), reservoir letdown flow graph q~t, the lower discharge q of maximum are solvedm, adjust
Big vast storage capacity VFloodWith reservoir extreme high water ZFlood。
It is embedded in storage routing for reservoir module in DB-IWHR model, Δ t is reduced.
Step 2: the model that bursts verifying.
By taking Tangjiashan damming dam as an example, concrete operations are as follows:
The vertical river on Tangjiashan damming dam is 611.8m to width to a length of 803.4m, Yokogawa, and storage capacity is about 2.44 × 108m3,
The height of dam on damming dam is about 82-120m, and damming dam or so elevation is 785m, 755m.For reduce damming dam breaking crest discharge and
Risk, having excavated wide 8m, depth 13m and cross section is trapezoidal drainage trough, and drainage trough bottom elevation is 740.4m, and two sides side slope is 1:
1.5.Its crevasse depth is about 42m after dam bursting, and bottom width about 145m, the crest discharge that bursts is 6500m3/s。
Tangjiashan damming dam actual parameter is input in improved DB-IWHR model, its process of bursting of inverting obtains it
Burst flow and crevasse width after bursting (see Fig. 2).The crest discharge that bursts of model prediction is 7610m3/ s, crevasse width are
The error of 139.6m (see Fig. 3), predicted value and measured value within the allowable range, demonstrates the reliability of improved model.
Embodiment
Its drainage trough is determined using above-mentioned damming dam breaking mechanism analysis method by taking the red stone rock damming dam of Ludian earthquake as an example
Measure, to reduce the risk to downstream stage multi-reservoir.
The cattle pen Jiang Hongshi rock damming dam that " 803 " earthquake of Yunnan Province Ludian County is formed, specific data are as shown in Figure 4.Heap
Megalith body accounts for about 10% in product object, and block diameter 30cm's or more accounts for about 30%, and 10~30cm's of block diameter accounts for about 40%, block diameter 10cm with
Under account for about 20%, homogeneity is preferable from top to bottom for accumulation medium.Damming body is dense packing body, in upstream water level 1180m high
Journey is hereinafter, damming body downstream seepage discharge is less than 0.5m3/s.There are a water resource abundant and 3 power stations in cattle pen river, and red Shi Yanshui
Power station has been submerged, and there are ceiling, yellow two power stations of hornbeam in red stone rock damming dam downstream, respectively away from damming dam be 18.8km and
57.6km.If processing accidentally, easily forms disaster chained effect, more than 30,000 people that downstream power station and downstream two sides will be distributed,
Cause greater risk in 3.3 ten thousand mu of arable lands.Excavating drainage trough becomes the scheme finally determined.
Bottom width 5m, deep 8m identical with real process are selected, and selects bottom width 20m, deep 8m, bottom width 5m, deep 10m, bottom width
Wide 20m, deep 10m scheme as a comparison, by considering that the disaster chained effect of dam site flood due to dam-break advanced optimizes red stone rock damming
The engineering measure scheme on dam.Ceiling power station maximum letdown flow in check flood level 1076.61m is 5046m3/ s, it is yellow
Hornbeam power station is 6691m in the maximum letdown flow of check flood level 774.37m3/s.Select ceiling reservoir really minimum
Water level 1040m, the yellow true lowest water level 720m of hornbeam reservoir adjust big vast.
Damming dam excavates drainage trough bottom width 5m, and the risk analysis to downstream power station of deep 8m scheme is as shown in figure 5, excavate
Drainage trough bottom width 20m, deep 8m scheme is to the risk in downstream power station as shown in fig. 6, excavating drainage trough bottom width 5m, deep 10m scheme
To downstream risk as shown in fig. 7, excavating drainage trough bottom width 20m, deep 10m scheme is as shown in Figure 8 to downstream risk.
It will be seen from figure 9 that if the single flood due to dam-break for considering dam site, bursting for different excavation measures and are burst at flow
Time is not much different, and the flow that bursts is in 300m3Change within the scope of/s, reaches the flood peak time and total flood discharge also differs not
It is more.Based on this, it is typically chosen the smallest engineering measure of project amount, then the measure for excavating W=5m, H=8m is optimal case.If but
Dam site flood due to dam-break is considered to the disaster chained effect in downstream, if finding that the scheme of H=5m, W=8m, day are excavated in selection from table 4
Card arch dam and yellow hornbeam rock will face flood due to dam-break and bypass the dam site threat.The disposition on damming dam should adhere to " safety, section
Learn, quickly " disposition principle, " safety " is located at the first.The optimal case that damming dam drainage trough excavates measure should meet risk
It is determined on the basis of safety control standed.Therefore above scheme is not the optimal case of drainage trough measure.
And the determination that damming dam drainage trough excavates measure is the crest discharge that burst based on dam site, damming body is unrestrained to push up the time, always
The composite factor whether flood discharge and downstream stage multi-reservoir face threat of bypassing the dam site consider under decision.Due to ceiling reservoir dam
High 1076.8m, and be arched concrete dam, it is statically indeterminate structure, there is the ability for resisting unrestrained top flood, will not be made because of the unrestrained top of flood
At big dam breaking, the arch dam of high 261.6m is up in the case where surging of 245m in generation, merely causes slight damage.And yellow angle
Tree reservoir is rock, height of dam 775m.If the unrestrained top of flood, relatively easily leads to it and generates dam break.By considering downstream stage
The influence of reservoir, it can be seen that guarantee that downstream Huang hornbeam rock is not bypassed the dam site and be only risk safety control standed, be based on this
It can quickly determine that its drainage trough excavates optimal case.
From Fig. 5,6,7,8 in Figure 10 discovery when the drainage groove depth of excavation is identical, width increase when, the peak value on damming dam
Flow-reduction, total flood discharge increase, and the time difference for reaching flood peak is little.But there is extreme influence to downstream stage multi-reservoir.
Depth is identical, and width is wider, and peak level, the storage outflow of lower reservoir reduce, and overflows the extension of top time.
When the drainage trough of excavation is of same size, depth increases, the peak flow on damming dam, total flood discharge are reduced, and are reached
The time advance of flood peak.Of same size, when depth increases, peak level, the storage outflow of lower reservoir are reduced, and the unrestrained top time mentions
Before.
It is found by the above analysis, is not bypassed the dam site with lower reservoir group as primary risk safety control standed, drawn with consideration
The optimal case that the drainage trough that the damming dam breaking mechanism analysis method that chute excavates measure can determine rapidly excavates should be W=
20m, H=10m.Although its crest discharge of the excavation plan of W=20m, H=8m is differed with the crest discharge of W=20m, H=10m
It is smaller, it reaches the flood peak time and ceiling and yellow hornbeam reservoir unrestrained top time is caused to be postponed, but and be unsatisfactory for yellow hornbeam
The risk safety control standed on the not unrestrained top of reservoir.
The present invention is based on native water coincidence mechanism, the damming dam breaking mechanism analysis side for considering that drainage trough excavates measure is proposed
Method.This method coupled erosion, crevasse extension, hydraulics, Reservoir Flood adjust model, can quickly calculate the crest discharge that bursts,
Unrestrained top time, total flood discharge and the risk effect to downstream stage multi-reservoir, to obtain optimal drainage trough design scheme.
Claims (4)
1. a kind of damming dam breaking mechanism analysis method that drainage trough excavates measure, which comprises the following steps:
Step 1: to DB-IWHR model refinement
1.1: calculating dam breach position flow
Specific formula for calculation is as follows:
Q=CB (H-z)3/2 (1)
In formula: B is the width of admission section；H is damming lake stage；Z is crevasse bottom elevation；C is discharge coefficient；
1.2: crevasse extended simulation, physical simulation mode are as follows:
The analogy method extending transversely of crevasse before causes to burst due to lacking enough supports from geotechnical engineering profession aspect
Certainly there is very big deviation in result；
Present crevasse numerical model extending transversely faces following problems: using the crevasse of sphenoid process extending transversely；Not yet
There is the slope stability analysis method with the arc form generallyd use in geotechnical engineering；The shadow of pore water pressure is not accounted for
It rings；None reasonable model come simulate crevasse transverse direction continuous expansion process and its vertical incision process；
Based on problem above, improved at following two aspect:
(1) total stress analysis method and undrained shear strength parameter
During drainage trough water surface rapid drawdown, damming body material property determines that water cannot freely be discharged, and passes through analysis or experience
Method accurately to obtain that pore water pressure is almost impossible, so using the normal quilt of total stress method of undrained shear strength parameter
During dam body for the quick rapid drawdown of reservoir level calculates, calculating process can refer to US Army engineering division method；
(2) Bishop approach with vertical slope angle side slope
Geotechnical engineering circle generallys use circular arc slip-crack surface method, and the Bishop method such as simplified, it is steady that American Engineering division method carries out side slope
Setting analysis searches for different slip-crack surfaces in calculating process, finds slip-crack surface when safety coefficient F is equal to minimum value Fm and is
Critical slip surface；
Based on improving above two, crevasse accident tree model is established, mould can not be analyzed with dam bursting flood by compensating for Stab software
The predicament of type DB-IWHR quick coupling；
It is assumed that initial crevasse is inverted trapezoidal, crevasse is brushed hair raw vertical incision and extending transversely, crevasse side by the continuous punching of water flow
Slope with current scour occur unstability collapse, incision and it is extending transversely as shown in Figure 1；
1.3: the calculating of crevasse erosion ratio
1.4: establishing Reservoir Flood and adjust model
The change procedure of flood due to dam-break is unsteady flow in open, and Saint-Venant equation group can be used and simplify, by period simultaneous
It is storage routing for reservoir process that solution water balance equation and storage, which let out equation:
Water balance equation
Storage lets out equation
Q=f (V) (6)
In formula, Q1、Q2The respectively reservoir inflow of calculation interval just, last, q1、q2The respectively letdown flow of calculation interval just, last,
W1、W2The respectively reservoir storage of first, the last reservoir of calculation interval, Δ W are storage capacity variable quantity, and Δ t is calculation interval；
By period simultaneous solution formula (5) and (6), reservoir letdown flow graph q~t, the lower discharge q of maximum are solvedm, adjust big vast library
Hold VFloodWith reservoir extreme high water ZFlood；
It is embedded in storage routing for reservoir module in DB-IWHR model, Δ t is reduced；
Step 2: the model that bursts verifying.
2. a kind of drainage trough according to claim 1 excavates the damming dam breaking mechanism analysis method of measure, feature exists
In crevasse erosion ratio expression formula specific derivation process is as follows in the step 1:
In formula: γ is the severe of water；J is hydraulic slope；R is hydraulic radius, and h is the crevasse depth of water, and n is roughness, and V is crevasse stream
Speed；
Erosion ratio is related to shear stress, i.e. the erosion ratio function that is represented by shear stress
In formula:For erosion ratio；Z is crevasse floor elevation；T is the time；Φ (t) is the function of shear stress τ.
3. a kind of drainage trough according to claim 2 excavates the damming dam breaking mechanism analysis method of measure, feature exists
In the formula (3) uses hyperbolic model, and form is as follows:
4. a kind of drainage trough according to claim 3 excavates the damming dam breaking mechanism analysis method of measure, feature exists
In v is the shear stress deducted after critical shear stress, and parameter a=1.1, b=0.0007 in the formula (4).
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110263453A (en) * | 2019-06-25 | 2019-09-20 | 长江水利委员会水文局 | A kind of adaptive barrier lake is gradually burst coupling prediction model |
| CN110532648A (en) * | 2019-08-09 | 2019-12-03 | 西安理工大学 | A kind of barrier lake risk assessment platform |
| CN110889236A (en) * | 2019-12-05 | 2020-03-17 | 北京美科华仪科技有限公司 | Method for calculating bursting and flooding time of barrier lake |
| CN111984914A (en) * | 2020-08-17 | 2020-11-24 | 中国科学院、水利部成都山地灾害与环境研究所 | Method for measuring and calculating height of dam body of collapsing type damming dam and application |
| CN114120590A (en) * | 2021-11-08 | 2022-03-01 | 四川农业大学 | Damming dam burst risk grading and early warning method based on different burst modes |
| CN116091281A (en) * | 2023-01-04 | 2023-05-09 | 长江勘测规划设计研究有限责任公司 | Method for dividing development stages of dam opening of barrier lake based on breaking mechanism |
| CN116341210A (en) * | 2023-02-24 | 2023-06-27 | 武汉大学 | Damming dam leakage control structure based on calculus idea and dangerous situation characteristics and optimization method thereof |
| CN116976221A (en) * | 2023-08-10 | 2023-10-31 | 西安理工大学 | Method for predicting damming body breaking peak flow based on erosion characteristics and storage medium |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108090670A (en) * | 2017-12-15 | 2018-05-29 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of damming dam based on water erosion ability forms appraisal procedure |
-
2018
- 2018-11-26 CN CN201811415290.0A patent/CN109657281A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108090670A (en) * | 2017-12-15 | 2018-05-29 | 中国科学院、水利部成都山地灾害与环境研究所 | A kind of damming dam based on water erosion ability forms appraisal procedure |
Non-Patent Citations (2)
| Title |
|---|
| XINGBO ZHOU 等: "Risk analysis and emergency actions for Hongshiyan barrier lake", 《NATURAL HAZARDS》 * |
| 周兴波 等: "高风险等级堰塞湖应急处置洪水重现期标准", 《水利学报》 * |
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