CN104652370A - Method for optimizing debris flow blocking dam design under eccentric loading effect - Google Patents

Method for optimizing debris flow blocking dam design under eccentric loading effect Download PDF

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CN104652370A
CN104652370A CN201410855116.3A CN201410855116A CN104652370A CN 104652370 A CN104652370 A CN 104652370A CN 201410855116 A CN201410855116 A CN 201410855116A CN 104652370 A CN104652370 A CN 104652370A
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mud
blocking dam
flow
rock flow
dam
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唐金波
胡凯衡
赵晋恒
李浦
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Institute of Mountain Hazards and Environment IMHE of CAS
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Institute of Mountain Hazards and Environment IMHE of CAS
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B7/00—Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/02—Fixed barrages

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Mechanical Engineering (AREA)
  • Civil Engineering (AREA)
  • Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)

Abstract

The invention discloses a method for optimizing a debris flow blocking dam design under an eccentric loading effect. The method comprises the following steps of determining a debris flow gravity gammac by means of combining an indoor experiment and field investigation; calculating a debris flow flood peak flow Qc and an overflow cross section A of a proposed blocking dam cross section according to prevention standards of the debris flow blocking dam; determining a curvature radius R of a valley in the region, where the proposed blocking dam is, according to curve forms; calculating flow velocity transverse distribution on the cross section according to the protected debris flow flood peak flow Qc and a condition that the angular velocity omega of the debris flow flowing through the curve is identical, thereby obtaining an impact force sigma and a curve over-height Deltah of the debris flow flowing through the proposed blocking dam. According to the method for optimizing the debris flow blocking dam design under the eccentric loading effect, a blocking dam design scheme is determined according to debris flow motion characteristics and parameters, foundation conditions and technicality, so that engineering materials can be saved to a certain degree, the engineering cost is reduced, and the method is adaptive to the requirements of debris flow prevention engineering.

Description

The optimization method of mud-rock flow blocking dam design under a kind of Under Eccentric Loading
Technical field
The invention belongs to debris flow control works field, particularly relate to the optimization method of mud-rock flow blocking dam design under a kind of Under Eccentric Loading.
Background technology
Mud-rock flow breaks out usually among the raceway groove of mountain area, cranky several kilometers of a lot of raceway groove.Because mud-rock flow has powerful impact force, and to along journey raceway groove and the large silt of deposition fan favourable opposition, the moment threatens mountain area the people's lives and property safety, therefore in order to reduce the disaster that mud-rock flow brings, usually needs the prevention and cure project structure of building mud-rock flow.Blocking dam as one of the main prevention and cure project of disaster prevention, the kinetic parameters such as its design standard Main Basis such as debris flow and landslips, flow velocity, impact force.Therefore once after determining the position that blocking dam builds, Obtaining Accurate dynamics of debris flow parameter is safe and reliable for design one, the blocking dam construction scheme of economical rationality seems most important.
Current engineers and technicians when carrying out the loading analysis of mud-rock flow blocking dam design and calculating, main consider blocking dam deadweight, mud-rock flow pressure, deposit soil pressure, the factor such as flowing pressure, water pressure, uplift pressure, impact force of dam mud-rock flow.And stability against sliding checking computations, stability against overturning checking computations, Checking Ground Bearing Capacity and dam body strength checking are carried out to mud-rock flow blocking dam cross section, all analyze based on iso-cross-section blocking dam.For the blocking dam built at bend place, do not consider the situation of change of dynamics of debris flow parameter in blocking dam radial direction.When the every kinetic parameter of mud-rock flow changes greatly in blocking dam radial direction, when the practical function point of active force and the geometric center of gravity of blocking dam are offset, the stability of blocking dam under radial disbalance load action ought to be considered.
Summary of the invention
The object of the present invention is to provide the optimization method of mud-rock flow blocking dam design under a kind of Under Eccentric Loading, be intended to solve the problem that the difference of dynamics of debris flow parameter on cheuch cross section is not considered in the design of existing mud-rock flow blocking dam.
The present invention is achieved in that the method determination mud-rock flow severe γ that the optimization method of mud-rock flow blocking dam design under a kind of Under Eccentric Loading utilizes laboratory test and field investigation to combine c, calculate according to the norm for civil defense of mud-rock flow blocking dam and plan to build blocking dam section Peak Discharge of Debris Flow Q cwith flow section area A, determine by bend form the radius of curvature R planning to build blocking dam region cheuch, according to mud-rock flow to flow through bend place angular velocity omega equal and to set up defences mud-rock flow peak flow Q ccalculate the velocity flow profile V on section, calculate mud-rock flow thus and flow through the centrifugal acceleration a and mud position distribution h that plan to build blocking dam section, obtain mud-rock flow flowing through the impact force σ planned to build on blocking dam, most favourable opposition plays height L, Blaps femaralis Δ h, finally, according to mud-rock flow movement characteristic sum parameter, foundation condition, technically determine blocking dam design scheme.
Further, under a kind of Under Eccentric Loading, the concrete steps of the optimization method of mud-rock flow blocking dam design are as follows:
Step one, planning to build dam body section S place, measure trench bottom width B, rectangular coordinate system X is set up as the origin of coordinates using the central point O of section S, be x-axis (point to concave bank for just) along section S, it is y-axis (pointing to downstream is just) that vertical cross section S also crosses a some O, gets three some P at raceway groove convex bank place 1, P 2, P 3, survey mark P respectively 1, P 2, P 3to the vertical distance point l of y-axis 1, l 2, l 3, and OP 1, OP 2, OP 3projection m in y-axis 1, m 2, m 3, therefore obtain a P 1, P 2, P 3be P relative to the coordinate of rectangular coordinate system X 1(-l 1, ± m 1), P 2(-l 2, ± m 2), P 3(-l 3, ± m 3).If the point chosen herein is positioned at the upstream of section S, get '-', if be positioned at the downstream of section S, get '+'.P will be put 1, P 2, P 3coordinate bring round equation (x-a) into 2+ (y-b) 2=R 1 2obtain bend internal diameter R 1, further, external diameter is R 2=R 1+ B.
Step 2, ratio calculated r=B/R 1if r<0.14, then think that this section is on straight way, blocking dam conveniently design standard designs, if r>=0.14, then thinks that this section is on bend, then designs in accordance with the following steps further.
The unit weight γ of step 3, scale mud-rock flow of determining to set up defences c, determine the mud-rock flow peak flow Q planning to build mud-rock flow blocking dam place section c, determine the flow velocity v. of mud-rock flow under peak flow correspondence further
The slope angle α at step 5, site investigation determination bend external diameter side slope place, calculates mud-rock flow Blaps femaralis according to following formula further:
&Delta;h = [ 0.2 ( 4 - ( 1 + e ) 2 ) sin &alpha; + ( 1 - e 2 ) 2 ] v 2 g
Wherein Δ h is mud-rock flow Blaps femaralis (m);
E is the ratio e=R in inside and outside footpath 1/ R 2;
α is the slope angle at bend external diameter side slope place;
V is the flow velocity of mud-rock flow under peak flow correspondence (m/s);
G is that acceleration of gravity (gets 9.8m/s 2);
Step 6, utilize step 5 to calculate Blaps femaralis further according to following formula determination impulsive force of mud flow cross direction profiles:
f ( x ) = K &rho; m 2 sin &theta; 4 &mu; m 2 ( R 1 + B 2 ) 2 ( h 1 + &Delta;h B x ) 4 ( R 1 + x )
Wherein K=4.0 is impulsive force of mud flow correction factor;
ρ mfor mud-rock flow unit weight (kg/m 3);
μ mfor comprehensive coefficient of viscosity λ is the linear concentration of particulate matter in mud-rock flow, M=0.15, n=3.0;
B is the bottom width (m) of raceway groove;
H 1for the mud-rock flow mud dark (m) at convex bank place;
X is the distance (m) apart from convex bank place;
Step 7, basis calculate eccentric distance e as shown in the formula utilizing numerical integration:
&Integral; 0 l 2 + e ( h 1 + &Delta;h B x ) 4 ( R 1 + x ) dx &Integral; 0 l ( h 1 + &Delta;h B x ) 4 ( R 1 + x ) dx = 1 2
The blocking dam of Position Design mud-rock flow at bend place of step 8, impact force dark according to mud-rock flow mud and eccentric throw;
Step 9, operating condition according to blocking dam, be free storehouse over-current state, half storehouse over-current state and full storehouse over-current state, during Stability Checking, Load Combination is as follows:
(1) empty storehouse over-current state: dam body deadweight W bmud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(2) half storehouse over-current states: dam body deadweight W bthe heavy W of+soil body smud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(3) full storehouse over-current state: dam body deadweight W bthe heavy W of+soil body s+ overflow body weight W f;
In earthquake-stricken area, also should consider seismic factors, due to the existence at bend place eccentric load, blocking dam adopts the design scheme of variable cross-section size, only can not carry out two-dimension analysis to blocking dam cross section when carrying out Stability Checking;
A () stability against sliding checks:
In formula: K cbe Against Sliding Stability property coefficient, the factor of safety against sliding 1.2 of corresponding norm for civil defense should be greater than;
Σ N is vertical direction active force summation, unit kN;
Σ P is horizontal direction active force summation, unit kN;
B () stability against overturning checks:
K 0 = &Sigma; M N &Sigma; M P
In formula: K 0be stability against overturning coefficient, the factor of safety against overturning 1.5 of corresponding norm for civil defense should be greater than;
Σ M nfor resistance to tipping moment summation, unit kN*m;
Σ M pfor overturning moment summation, unit kN*m;
(c) anti-rotation Stability Checking:
&sigma; ( x , y ) = P A p + M y I y x + M x I x y
σ(x，y) max≤[σ]
σ(x，y) min≥0
Wherein: σ (x, y) is blocking dam back side meaning point, and coordinate is x, y; Counter-force is the passive earth pressure that blocking dam back side face and two sides embed in basement rock, unit kPa;
A pfor blocking dam foundation bed area, unit m 2;
M xfor eccentric load is to the moment of x-x axle, unit kNm;
M yfor eccentric load is to the moment of y-y axle, unit kNm;
I xfor blocking dam foundation ' s bottom area is to the moment of inertia of x-x axle, unit m 4;
I yfor blocking dam foundation ' s bottom area is to the moment of inertia of y-y axle, unit m 4.
A pfor blocking dam foundation bed area, unit m 2;
M xfor eccentric load is to the moment of x-x axle, unit kN*m;
M yfor eccentric load is to the moment of y-y axle, unit kN*m;
I xfor blocking dam foundation ' s bottom area is to the moment of inertia of x-x axle, unit m 4;
I yfor blocking dam foundation ' s bottom area is to the moment of inertia of y-y axle, unit m 4.
effect gathers
The present invention is directed to mud-rock flow crossing the impact that crook is subject to centrifugal force makes the associated power mathematic(al) parameters such as mud-rock flow mud position on cheuch cross section, occur difference; be subject to the needs of landform restriction or object of protection; a lot of mud-rock flow blocking dam needs to build in bend or distance bend downstream not distant positions; in view of existing mud-rock flow blocking dam does not consider the difference of dynamics of debris flow parameter on cheuch cross section, propose a kind ofly to plan to build mud position and impact force distribution on cheuch cross section, mud-rock flow blocking dam position by measuring and calculating and determine the method for the design of mud-rock flow blocking dam.Compared with existing scheme, the program fully ensureing, on the basis of safe operation, reasonably to select the sectional dimension of blocking dam, can save engineering material to greatest extent, reduce construction costs, being adapted to the needs of debris flow control works.
Accompanying drawing explanation
Fig. 1 is the optimization method flow chart of mud-rock flow blocking dam design under the Under Eccentric Loading that provides of the embodiment of the present invention;
Fig. 2 is the stressed sketch that mud-rock flow that the embodiment of the present invention provides flows through bend;
Fig. 3 is that mud-rock flow that the embodiment of the present invention provides is planning to build the mud position distribution map of blocking dam position when flowing through bend;
Fig. 4 is the blocking dam Load Combination schematic diagram that the embodiment of the present invention provides;
Fig. 5 is that the bend that the embodiment of the present invention provides plans to build blocking dam design scheme schematic diagram;
Fig. 6 is the blocking dam Checking Ground Bearing Capacity that the embodiment of the present invention provides;
Fig. 7 is the anti-rotational Stability Checking of blocking dam level that the embodiment of the present invention provides.
Detailed description of the invention
In order to make object of the present invention, technical scheme and advantage clearly understand, below in conjunction with drawings and Examples, the present invention is further elaborated.Should be appreciated that specific embodiment described herein only in order to explain the present invention, be not intended to limit the present invention.
The present invention is achieved in that the method determination mud-rock flow severe γ that the optimization method of mud-rock flow blocking dam design under a kind of Under Eccentric Loading utilizes laboratory test and field investigation to combine c, calculate according to the norm for civil defense of mud-rock flow blocking dam and plan to build blocking dam section Peak Discharge of Debris Flow Q cwith flow section area A, determine by bend form the radius of curvature R planning to build blocking dam region cheuch, according to mud-rock flow to flow through bend place angular velocity omega equal and to set up defences mud-rock flow peak flow Q ccalculate the velocity flow profile V on section, calculate mud-rock flow thus and flow through the centrifugal acceleration a and mud position distribution h that plan to build blocking dam section, obtain mud-rock flow flowing through the impact force σ planned to build on blocking dam, most favourable opposition plays height L, Blaps femaralis Δ h, finally, according to mud-rock flow movement characteristic sum parameter, foundation condition, technically determine blocking dam design scheme.
Further, as shown in Figure 1, under a kind of Under Eccentric Loading, the concrete steps of the optimization method of mud-rock flow blocking dam design are as follows:
S101: blocking dam region is planned to build in site investigation, if this region is straight way, then blocking dam design standard conveniently designs, if this region is bend, then designs in accordance with the following steps further.
S102: according to the inside and outside footpath radius of curvature R of site investigation determination bend 1, R 2and the slope angle α at bend external diameter side slope place;
S103: the method that laboratory test and field investigation combine is determined to set up defences the unit weight γ of scale mud-rock flow c;
S104: determine the mud-rock flow peak flow Q planning to build mud-rock flow blocking dam place section according to " prospecting report " and " feasibility study report " of debris flow gully c, determine the flow velocity v. of mud-rock flow under peak flow correspondence further
S105: calculate mud-rock flow Blaps femaralis according to formula (1)
&Delta;h = [ 0.2 ( 4 - ( 1 + e ) 2 ) sin &alpha; + ( 1 - e 2 ) 2 ] v 2 g - - - ( 1 )
Wherein Δ h is mud-rock flow Blaps femaralis (m);
E is the ratio e=R in inside and outside footpath 1/ R 1;
α is the slope angle at bend external diameter side slope place;
V is the flow velocity of mud-rock flow under peak flow correspondence (m/s);
G is that acceleration of gravity (gets 9.8m/s 2);
S106: the Blaps femaralis utilizing step 5 to calculate determines impulsive force of mud flow cross direction profiles according to formula (2) further.
f ( x ) = K &rho; m 2 sin &theta; 4 &mu; m 2 ( R 1 + l 2 ) 2 ( h 1 + &Delta;h l x ) 4 ( R 1 + x ) - - - ( 2 )
Wherein K=4.0 is impulsive force of mud flow correction factor;
ρ mfor mud-rock flow unit weight (kg/m 3);
μ mfor comprehensive coefficient of viscosity λ is the linear concentration of particulate matter in mud-rock flow, M=0.15, n=3.0;
l＝R 2-R 1(m)；
H 1for the mud-rock flow mud dark (m) at convex bank place;
X is the distance (m) apart from convex bank place;
S107: utilize MATLAB numerical integration tool box to calculate eccentric distance e according to following formula (3)
&Integral; 0 l 2 + e ( h 1 + &Delta;h l x ) 4 ( R 1 + x ) dx &Integral; 0 l ( h 1 + &Delta;h l x ) 4 ( R 1 + x ) dx = 1 2 - - - ( 5 )
S108: the blocking dam of Position Design mud-rock flow at bend place of, impact force dark according to mud-rock flow mud and eccentric throw.
S109: the optimization method of mud-rock flow blocking dam design under Under Eccentric Loading as claimed in claim 1, it is characterized in that, according to the operating condition of blocking dam, being free storehouse over-current state, half storehouse over-current state and full storehouse over-current state, during Stability Checking, Load Combination is as follows:
(1) empty storehouse over-current state: dam body deadweight W bmud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(2) half storehouse over-current states: dam body deadweight W bthe heavy W of+soil body smud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(3) full storehouse over-current state: dam body deadweight W bthe heavy W of+soil body s+ overflow body weight W f;
As in earthquake-stricken area, also should consider seismic factors, due to the existence at bend place eccentric load, blocking dam have employed the design scheme of variable cross-section size, only can not carry out two-dimension analysis to blocking dam cross section when carrying out Stability Checking;
A () stability against sliding checks:
K c = f&Sigma; M N &Sigma; M P
In formula: K cbe Against Sliding Stability property coefficient, the factor of safety against sliding 1.2 of corresponding norm for civil defense should be greater than;
Σ N is vertical direction active force summation, unit kN;
Σ P is horizontal direction active force summation, unit kN;
B () stability against overturning checks:
K 0 = &Sigma; M N &Sigma; M P
In formula: K 0be stability against overturning coefficient, the factor of safety against overturning 1.5 of corresponding norm for civil defense should be greater than;
Σ M nfor resistance to tipping moment summation, unit kN*m;
Σ M pfor overturning moment summation, unit kN*m;
(c) anti-rotation Stability Checking:
&sigma; ( x , y ) = P A p + M y I y x + M x I x y
σ(x，y) max≤[σ]
σ(x，y) min≥0
Wherein: σ (x, y) is blocking dam back side meaning point, and coordinate is x, y; Counter-force is the passive earth pressure that blocking dam back side face and two sides embed in basement rock, unit kPa;
A pfor blocking dam foundation bed area, unit m 2;
M xfor eccentric load is to the moment of x-x axle, unit kN*m;
M yfor eccentric load is to the moment of y-y axle, unit kN*m;
I xfor blocking dam foundation ' s bottom area is to the moment of inertia of x-x axle, unit m 4;
I yfor blocking dam foundation ' s bottom area is to the moment of inertia of y-y axle, unit m 4.
The present invention is directed to mud-rock flow crossing the impact that crook is subject to centrifugal force makes the associated power mathematic(al) parameters such as mud-rock flow mud position on cheuch cross section, occur difference; be subject to the needs of landform restriction or object of protection; a lot of mud-rock flow blocking dam needs to build in bend or distance bend downstream not distant positions; in view of existing mud-rock flow blocking dam does not consider the difference of dynamics of debris flow parameter on cheuch cross section, propose a kind ofly to plan to build mud position and impact force distribution on cheuch cross section, mud-rock flow blocking dam position by measuring and calculating and determine the method for the design of mud-rock flow blocking dam.Compared with existing scheme, the program fully ensureing, on the basis of safe operation, reasonably to select the sectional dimension of blocking dam, can save engineering material to greatest extent, reduce construction costs, being adapted to the needs of debris flow control works.
By reference to the accompanying drawings the specific embodiment of the present invention is described although above-mentioned; but not limiting the scope of the invention; one of ordinary skill in the art should be understood that; on the basis of technical scheme of the present invention, those skilled in the art do not need to pay various amendment or distortion that performing creative labour can make still within protection scope of the present invention.

Claims (6)

1. an optimization method for mud-rock flow blocking dam design under Under Eccentric Loading, is characterized in that, under this Under Eccentric Loading, the concrete steps of the optimization method of mud-rock flow blocking dam design are as follows:
Step one, planning to build dam body section S place, measuring trench bottom width B, set up rectangular coordinate system X using the central point O of section S as the origin of coordinates, be x-axis along section S, pointing to concave bank just be, vertical cross section S to cross a some O be y-axis, pointing to downstream is just, gets three some P at raceway groove convex bank place 1, P 2, P 3, survey mark P respectively 1, P 2, P 3to the vertical distance point l of y-axis 1, l 2, l 3, and OP 1, OP 2, OP 3projection m in y-axis 1, m 2, m 3, therefore obtain a P 1, P 2, P 3be P relative to the coordinate of rectangular coordinate system X 1(-l 1, ± m 1), P 2(-l 2, ± m 2), P 3(-l 3, ± m 3), the point chosen herein is positioned at the upstream of section S then to be got-, the downstream being positioned at section S then gets+, will P be put 1, P 2, P 3coordinate bring round equation into obtain bend internal diameter R 1, further, external diameter is R 2=R 1+ B;
Step 2, ratio calculated r=B/R 1, r<0.14, then think that this section is on straight way, blocking dam conveniently design standard designs, r>=0.14, then think that this section is on bend, then design in accordance with the following steps further;
The unit weight γ of step 3, scale mud-rock flow of determining to set up defences c, determine the mud-rock flow peak flow Q planning to build mud-rock flow blocking dam place section c, determine the flow velocity v of mud-rock flow under peak flow correspondence further;
The slope angle α at step 5, site investigation determination bend external diameter side slope place, calculates mud-rock flow Blaps femaralis according to following formula further:
&Delta;h = [ 0.2 ( 4 - ( 1 + e ) 2 ) sin &alpha; + ( 1 - e 2 ) 2 ] v 2 g
Wherein Δ h is mud-rock flow Blaps femaralis (m);
E is the ratio e=R in inside and outside footpath 1/ R 2;
α is the slope angle at bend external diameter side slope place;
V is the flow velocity of mud-rock flow under peak flow correspondence (m/s);
G is that acceleration of gravity (gets 9.8m/s 2);
Step 6, utilize step 5 to calculate Blaps femaralis further according to following formula determination impulsive force of mud flow cross direction profiles:
f ( x ) = K &rho; m 2 sin &theta; 4 &mu; m 2 ( R 1 + B 2 ) 2 ( h 1 + &Delta;h B x ) 4 ( R 1 + x )
Wherein K=4.0 is impulsive force of mud flow correction factor;
ρ mfor mud-rock flow unit weight (kg/m 3);
μ mfor comprehensive coefficient of viscosity λ is the linear concentration of particulate matter in mud-rock flow, M=0.15, n=3.0;
B is the bottom width (m) of raceway groove;
H 1for the mud-rock flow mud dark (m) at convex bank place;
X is the distance (m) apart from convex bank place;
Step 7, basis calculate eccentric distance e as shown in the formula utilizing numerical integration:
&Integral; 0 l 2 + e ( h 1 + &Delta;h B x ) 4 ( R 1 + x ) dx &Integral; 0 l ( h 1 + &Delta;h B x ) 4 ( R 1 + x ) dx = 1 2
The blocking dam of Position Design mud-rock flow at bend place of step 8, impact force dark according to mud-rock flow mud and eccentric throw;
Step 9, operating condition according to blocking dam, be free storehouse over-current state, half storehouse over-current state and full storehouse over-current state, during Stability Checking, Load Combination is as follows:
(1) empty storehouse over-current state: dam body deadweight W bmud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(2) half storehouse over-current states: dam body deadweight W bthe heavy W of+soil body smud-rock flow body weight W before+dam d+ overflow body weight W f+ impulsive force of mud flow F σ;
(3) full storehouse over-current state: dam body deadweight W bthe heavy W of+soil body s+ overflow body weight W f;
In earthquake-stricken area, in the existence of bend place eccentric load, blocking dam adopts the design scheme of variable cross-section size, only can not carry out two-dimension analysis to blocking dam cross section when carrying out Stability Checking;
A () stability against sliding checks:
K c = f&Sigma;N &Sigma;P
In formula: K cbe Against Sliding Stability property coefficient, the factor of safety against sliding 1.2 of corresponding norm for civil defense should be greater than;
Σ N is vertical direction active force summation, unit kN;
Σ P is horizontal direction active force summation, unit kN;
B () stability against overturning checks:
K 0 = &Sigma; M N &Sigma; M P
In formula: K 0be stability against overturning coefficient, the factor of safety against overturning 1.5 of corresponding norm for civil defense should be greater than;
Σ M nfor resistance to tipping moment summation, unit kN*m;
Σ M pfor overturning moment summation, unit kN*m;
(c) anti-rotation Stability Checking:
&sigma; ( x , y ) = P A p + M y I y x + M x I x y ;
σ(x，y) max≤[σ]；
σ(x，y) min≥0；
Wherein: σ (x, y) is blocking dam back side meaning point, and coordinate is x, y; Counter-force is the passive earth pressure that blocking dam back side face and two sides embed in basement rock, unit kPa;
A pfor blocking dam foundation bed area, unit m 2;
M xfor eccentric load is to the moment of x-x axle, unit kNm;
M yfor eccentric load is to the moment of y-y axle, unit kNm;
I xfor blocking dam foundation ' s bottom area is to the moment of inertia of x-x axle, unit m 4;
I yfor blocking dam foundation ' s bottom area is to the moment of inertia of y-y axle, unit m 4.
2. the optimization method of mud-rock flow blocking dam design under Under Eccentric Loading as claimed in claim 1, is characterized in that, dam body at concave bank place than convex bank height Δ h.
3. the optimization method of mud-rock flow blocking dam design under the Under Eccentric Loading as described in claim 1 and 2, it is characterized in that, dam body at the Thickness Ratio at concave bank place and convex bank place is:
s = ( 1 + &Delta;h h 1 ) 4 ( 1 + l R 1 ) .
4. the optimization method of mud-rock flow blocking dam design under Under Eccentric Loading as claimed in claim 1, is characterized in that, blocking dam is according to the operating condition of blocking dam, and the impact force distribution utilizing step 6 to calculate carries out stable calculation to dam body.
5. the optimization method of mud-rock flow blocking dam design under Under Eccentric Loading as claimed in claim 1, it is characterized in that, blocking dam is applicable to laminar viscous flow mud-rock flow.
6. the optimization method of mud-rock flow blocking dam design under Under Eccentric Loading as claimed in claim 1, it is characterized in that, blocking dam is applicable to the mud-rock flow blocking dam designed when bend is r >=0.14.
CN201410855116.3A 2014-12-31 2014-12-31 Method for optimizing debris flow blocking dam design under eccentric loading effect Pending CN104652370A (en)

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CN105369768A (en) * 2015-12-08 2016-03-02 中国科学院水利部成都山地灾害与环境研究所 Calculating method for maximal lifting height of viscous debris flow and application of calculating method
CN106157544A (en) * 2016-08-08 2016-11-23 成都理工大学 The monitoring and pre-alarming method of gully type mud-rock flow and device
CN106192865A (en) * 2016-07-19 2016-12-07 成都理工大学 A kind of mud-rock flow Blaps femaralis computational methods and application thereof
CN106245573A (en) * 2016-07-19 2016-12-21 成都理工大学 A kind of viscous mud-flow Blaps femaralis computational methods and application
CN107142891A (en) * 2017-05-22 2017-09-08 中国科学院、水利部成都山地灾害与环境研究所 Viscous mud-flow entity debris dam stability measuring method and its application
CN107273680A (en) * 2017-06-09 2017-10-20 成都理工大学 A kind of maximum Blaps femaralis position calculating method of mud-rock flow and application
CN107862138A (en) * 2017-11-09 2018-03-30 成都希盟泰克科技发展有限公司 Dam engineering arrangement and method for construction feasibility and construction intensity matching optimization method
CN108563807A (en) * 2018-01-05 2018-09-21 中国科学院、水利部成都山地灾害与环境研究所 A kind of impact force measuring method of viscous mud-flow and its application
CN110334455A (en) * 2019-07-11 2019-10-15 四川大学 A kind of horizontal debris flow dam length determines calculation method
CN111639445A (en) * 2020-06-19 2020-09-08 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 dangerousness of silt-returning accumulation body in front of debris flow dam in removal of blocking dam and application
CN113609564A (en) * 2021-08-16 2021-11-05 成都理工大学 Granular body slope prevention and treatment design optimization method
CN114169059A (en) * 2021-12-14 2022-03-11 西南交通大学 Bottom hole type debris flow blocking dam and dam height calculation method
US11708676B1 (en) * 2023-02-27 2023-07-25 Southwest Jiaotong University Bottom hole type mudslide blocking dam and dam height calculation method

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004316081A (en) * 2003-04-11 2004-11-11 Sabo Jisuberi Gijutsu Center Mudflow type debris flow catching erosion control dam
CN202298556U (en) * 2011-10-26 2012-07-04 中铁西北科学研究院有限公司勘察设计分公司 Novel prevention structure for landslide converting-type debris flow
CN103276687A (en) * 2013-05-31 2013-09-04 中国科学院、水利部成都山地灾害与环境研究所 Calculating method and calculating application of forms of debris flow siltation behind silt arresters
CN104018471A (en) * 2014-06-16 2014-09-03 中国电建集团成都勘测设计研究院有限公司 Blocking overflow dam structure

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2004316081A (en) * 2003-04-11 2004-11-11 Sabo Jisuberi Gijutsu Center Mudflow type debris flow catching erosion control dam
CN202298556U (en) * 2011-10-26 2012-07-04 中铁西北科学研究院有限公司勘察设计分公司 Novel prevention structure for landslide converting-type debris flow
CN103276687A (en) * 2013-05-31 2013-09-04 中国科学院、水利部成都山地灾害与环境研究所 Calculating method and calculating application of forms of debris flow siltation behind silt arresters
CN104018471A (en) * 2014-06-16 2014-09-03 中国电建集团成都勘测设计研究院有限公司 Blocking overflow dam structure

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
吴玮江等: "重力式泥石流拦挡坝稳定性计算", 《甘肃科学学报》 *
李发斌等: "基于GIS的泥石流拦砂坝优化设计模型", 《中国科学E辑:技术科学》 *
王显林等: "泥石流拦砂坝抗滑稳定性与剖面参数的关系", 《安全与环境学报》 *
马欢等: "泥石流运动参数的计算方法", 《西部探矿工程》 *

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CN105369768A (en) * 2015-12-08 2016-03-02 中国科学院水利部成都山地灾害与环境研究所 Calculating method for maximal lifting height of viscous debris flow and application of calculating method
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CN106245573A (en) * 2016-07-19 2016-12-21 成都理工大学 A kind of viscous mud-flow Blaps femaralis computational methods and application
CN106192865B (en) * 2016-07-19 2018-08-21 成都理工大学 A kind of mud-rock flow Blaps femaralis computational methods and its application
CN106157544A (en) * 2016-08-08 2016-11-23 成都理工大学 The monitoring and pre-alarming method of gully type mud-rock flow and device
CN106157544B (en) * 2016-08-08 2019-06-18 成都理工大学 The monitoring and pre-alarming method and device of gully type mud-rock flow
CN107142891B (en) * 2017-05-22 2018-12-18 中国科学院、水利部成都山地灾害与环境研究所 Viscous mud-flow entity debris dam stability measuring method and its application
CN107142891A (en) * 2017-05-22 2017-09-08 中国科学院、水利部成都山地灾害与环境研究所 Viscous mud-flow entity debris dam stability measuring method and its application
CN107273680B (en) * 2017-06-09 2020-10-23 成都理工大学 Debris flow maximum bend ultrahigh position calculation method and application
CN107273680A (en) * 2017-06-09 2017-10-20 成都理工大学 A kind of maximum Blaps femaralis position calculating method of mud-rock flow and application
CN107862138A (en) * 2017-11-09 2018-03-30 成都希盟泰克科技发展有限公司 Dam engineering arrangement and method for construction feasibility and construction intensity matching optimization method
CN107862138B (en) * 2017-11-09 2020-12-25 成都希盟泰克科技发展有限公司 Dam engineering construction scheme feasibility and construction strength matching optimization method
CN108563807A (en) * 2018-01-05 2018-09-21 中国科学院、水利部成都山地灾害与环境研究所 A kind of impact force measuring method of viscous mud-flow and its application
CN110334455A (en) * 2019-07-11 2019-10-15 四川大学 A kind of horizontal debris flow dam length determines calculation method
CN111639445A (en) * 2020-06-19 2020-09-08 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 dangerousness of silt-returning accumulation body in front of debris flow dam in removal of blocking dam and application
CN111639445B (en) * 2020-06-19 2023-02-28 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 dangerousness of silt-returning accumulation body in front of debris flow dam in removal of retaining dam and application
CN113609564A (en) * 2021-08-16 2021-11-05 成都理工大学 Granular body slope prevention and treatment design optimization method
CN113609564B (en) * 2021-08-16 2023-10-20 成都理工大学 Design optimization method for slope control of granular body
CN114169059A (en) * 2021-12-14 2022-03-11 西南交通大学 Bottom hole type debris flow blocking dam and dam height calculation method
CN114169059B (en) * 2021-12-14 2022-06-07 西南交通大学 Bottom hole type debris flow blocking dam and dam height calculation method
US11708676B1 (en) * 2023-02-27 2023-07-25 Southwest Jiaotong University Bottom hole type mudslide blocking dam and dam height calculation method

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