KR20150094133A - Water hammer relief method using valve control based on pipe network transient flow analysis scenario - Google Patents

Abstract

The present invention relates to a water hammer relief method through valve control based on a pipe network transient flow analysis scenario comprising: a first step for performing transient flow analysis; a second step for building a water hammer scenario which can be generated inside a pipe network; and a third step of performing built scenario based real time valve control. The present invention has effects of performing the corresponding valve control on a scenario in case of the corresponding situation by sensing after building the scenario with respect to the entire expected situation of generating water hammer; minimizing additional equipment installation on a target pipe network and reducing water hammer through a valve to be operated inside a pipe network; and reducing damage to a pipe network caused by water hammer, which rapidly occurs, by minimizing the time required for an analysis step in that a scenario obtained through a simulation is used.

Description

[0001] The present invention relates to a water hammer relief method using valve control based on scenario-based unsteady flow analysis,

The present invention relates to a water shock mitigation method through valve control based on unsteady unsteady flow analysis scenario and more specifically to a water impact mitigation method using a valve control based on a scenario- To a method for mitigating water shock.

Conventional water hammer mitigation techniques generally control the pressure relief valve (pressure relief valve) and other devices to reduce the pressure by releasing the fluid to the outside when the specified pressure is exceeded.

In the meantime, in Korea, a patent for water shock recognition method and control method of water shock protection system was applied. The technology selects water shock standard value by using water level and pressure of air chamber, A method of controlling the water impact of the pipe network by generating an emergency alarm or pressurizing the air chamber is used.

However, according to this conventional technique, it is necessary to install additional equipment and control the pipe network in a limited manner depending on the type of installed control device.

[Related Technical Literature]

1, WATER HAMMER SENSING AND CONTROL METHOD FOR WATER HAMMER PREVENTIVE SYSTEM (Patent Application No. 10-2006-0015406)

2. WATER HAMMER SENSING AND WATER PREVENTIVE SYSTEM FOR ENERGY SAVING AND IT '' S CONTROL PROCESS (Patent Application No. 10-2012-0051641)

SUMMARY OF THE INVENTION The present invention has been made to solve the above problems and it is an object of the present invention to provide a scenario analysis method of a network unsteady flow analysis scenario for establishing a scenario for an entire expected situation in which a water shock is generated and then performing corresponding valve control in a scenario, Based valve control.

However, the objects of the present invention are not limited to the above-mentioned objects, and other objects not mentioned can be clearly understood by those skilled in the art from the following description.

In order to accomplish the above object, a method for mitigating water impact through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention includes: a first step of performing a transient flow analysis; A second step of constructing all possible water impact scenarios within the network; And a scenario-based real-time valve operation (Scenario Based Real Time Valve Control); And a control unit.

In this case, the first step is to compare the flow rate and head value of the network calculated using the characteristic line method with the flow rate and the head value obtained through data collection in the actual pipe network, and to make the development model fit the actual results The coefficient of friction, the coefficient of friction, and the coefficient of the minor effect are corrected,

The second step is to monitor the hydraulic pressure data in real time at the monitoring location on the actual pipe network using the corrected model of the first step.

(S는 수충격 발생 시나리오이고, Valve(x)는 Valve의 위치, Rate(k)는 밸브 조작 속도)로 나타내며, 대상 관망의 조작 가능한 모든 밸브에 대해 조작 가능 속도별로 모두 모의를 수행하여 해당 위치 해당 속도에서의 수충격 발생데이터를 모두 수충격 발생 시나리오로 생성하며, 수충격이 최소화할 수 있도록 조작하는 조작 시나리오를

(R는 수충격 상쇄를 위한 밸브 조작 시나리오이고, Valve(y)는 조작 Valve의 위치, Rate(k‘)는 밸브 조작 속도)로 나타내며, Also, in the second step, since the main factor of generating the water impact in the corrected model is the position of the hydraulic structure, that is, the position of the valve and the operation speed of the structure,

(S is the scenario of the water shock, Valve (x) is the position of the valve, and Rate (k) is the valve operation speed) and simulates all operable speeds of all operable valves of the target pipe network, It generates all the water shock occurrence data at the corresponding speed as the water shock occurrence scenario and operates the operation scenario to minimize the water shock

(Where R is the valve operating scenario for water impact cancellation, Valve (y) is the position of the operating valve, Rate (k ') is the valve operating speed)

And the operation scenarios for minimizing the shocks of occurrence of the water shocks generated through simulation are configured as one data set to minimize the occurrence scenarios of the specific scenarios when the number shocks of the specific occurrence scenarios occur.

In addition, the third step may be to perform monitoring of the network at all times, and if a water shock occurs, the scenario database constructed in the second step is used to minimize the water impact by operating according to the operation method corresponding to the scenario .

A method for mitigating water shocks through valve control based on a scenario-based unsteady flow analysis scenario according to an embodiment of the present invention is characterized in that after a scenario for the entire expected situation in which a water shock occurs, And provides an effect to perform valve control.

In addition, according to another embodiment of the present invention, the water shock mitigation method using valve control based on the unsteady flow analysis scenario of the present invention minimizes the installation of additional equipment in the target pipe network and reduces the water impact through the operable valve in the pipe network The present invention provides an effect that is different from the existing invention.

In addition, according to another embodiment of the present invention, the water shock mitigation method using the valve control based on the network unsteady flow analysis scenario minimizes the time required for the analysis step in that the operation is performed using the scenario secured through the simulation Thereby reducing damage to the pipe network due to a sudden water impact.

FIG. 1 is a graph showing the relationship between the initial steady-state flow in a positive x-direction and the inspection volume of a tube having a constant cross-sectional area at a velocity V in order to explain a water shock mitigation method based on a valve- (Control Volume of Transient State).
FIG. 2 is a view for explaining a control volume of the pipe for a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention. FIG.
FIG. 3 is a graph illustrating the influence of the force on the control of the pipe to control the water shock mitigation through the valve control based on the network unsteady flow analysis scenario according to the embodiment of the present invention. FIG.
FIG. 4 is a view for explaining characteristic lines for explaining a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention. FIG.
FIG. 5 is a view for explaining characteristics at boundaries for explaining a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention. FIG.
6 is a diagram illustrating a characteristic line method correction process for explaining a water impact mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention.
7 is a diagram illustrating a simulation process for generating a scenario for explaining a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention.
FIG. 8 is a diagram illustrating a generation scenario for explaining a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention.
FIG. 9 is a view showing an example of a water shock failure to explain a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention. FIG.
FIG. 10 is a diagram illustrating an overall concept for explaining a water shock mitigation method through valve control based on a network unsteady flow analysis scenario according to an embodiment of the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, a detailed description of preferred embodiments of the present invention will be given with reference to the accompanying drawings. In the following description of the present invention, detailed description of known functions and configurations incorporated herein will be omitted when it may make the subject matter of the present invention rather unclear.

The present invention differs from the prior art in that the installation of additional equipment in the target pipe network is minimized and the water impact is reduced through the operable valve in the pipe network. In addition, it minimizes the time required for the analysis step in that it operates using scenarios secured through simulations, thereby reducing damage to the pipe network caused by sudden water impacts.

In the present invention, the pipe network to which the technique is applied is simulated by a Pipe Network Transient Flow Analysis method, and the valve operation for real-time water shock reduction based on a scenario constructed through analysis is outlined.

The configuration of the present invention is composed of three steps in total. <First Unsteady Flow Analysis (Transient Flow Analysis >

The flow in the channel is basically unsteady. In other words, the velocity and pressure of a fluid at a certain point change with time, and an unsteady state such as a momentary flow stop, an operation of a hydraulic structure, or a rupture due to a pipe accident is caused by a considerable fluctuation .

The generated pressure wave decreases with time due to the friction of the tube, and finally disappears and leads to another steady state. The phenomenon of changing from one steady state to another steady state is called a hydraulic transient.

Transitions, also used as water hammer, are caused by pressure waves that can cause considerable damage to the pipe network. Therefore, the pipe network exposed to transitional conditions should be designed not only to take into account periodic pressure changes, but also to account for unexpected accidents. Therefore, it is more appropriate to design the pipe network after analyzing the transition state rather than just analyzing the steady state and designing the pipe network.

Figure 1 shows the Control Volume of Transient State in which the initial steady state flow has a constant cross sectional area at velocity V in the positive x direction. The initial pressure P, section B-B, is the pressure and velocity P + ΔP, V + ΔV as the flow rate changes. This pressure wave shifts to the wave speed c in the negative x direction. The distance traveled by the pressure wave during time t is t (c-V).

The momentum conservation equation of the inspection volume in FIG.

Where A = cross-sectional area, ρ = density of water, and Δρ = density change with pressure change. The continuity equation of the inspection volume in Fig. 1 is expressed by the following equation (2).

Equation (3) and Equation (4) can be expressed by Equation (1) and Equation (2).

Where h = pressure head. Using Equation (4), Equation (3) can be obtained as Equation (5).

Equation (5) shows the relationship between the pressure change and the velocity change at one point in the tube having a certain cross-sectional area. Wave Velocity (Wave Celerity) c is the wave velocity, wave celerity, and c is a function of the pipe's properties such as pipe thickness, Young's modulus of elasticity of the pipe, the way the pipe is connected, Many are affected.

Halliwell (1963) showed the relationship of the general wave speed c. Considering the above, we have the following equation (6).

Where K is the modulus of elasticity of the fluid, ρ is the density of the fluid, E is the modulus of elasticity of the tube, and ψ is a dimensionless factor that takes into account the characteristics of the tube and the supported shape. If the subject pipe is a thin walled elastic tube, ψ is given by (7).

Also, the ψ value when the vertical axis movement of the object tube is fixed is expressed by Equation (8).

Finally, ψ is expressed by Equation (9) when the vertical axis is fixed at the upstream end of the object tube.

Where D = inner diameter of the tube, e = tube thickness, and μ = Poisson ratio. Of the coefficients in Equation 6, Pear-sall (1965) gives Equation 10, which considers K and p of the fluid containing gas, as follows.

과

는 각각 액체와 기체의 밀도이다.Where Kl and Kg are the volumetric elastic modulus of the liquid and gas in the pipe, Vg and Vl are the volume and volume of the gas in the pipe,

and

Are the density of liquid and gas, respectively.

The transient flow in the tube can be expressed by the mass and momentum conservation equations, which are derived by two equations by Control Volume Integrals. For an Extensive Property B of the fluid, the Control Volume Equation can be derived as: &lt; EMI ID = 14.0 &gt;

Where b is the Intensive Property, ie, B is the external property per unit mass, ρ is the density of the fluid, CV is the inspected volume of the system, and Δt is the time interval.

If the external property is taken as the total mass of the system, the internal property b becomes 1. The control volume equation is applied as a one-dimensional flow with a constant cross-sectional area and compressible fluid, as shown in Fig.

Considering that the mass change rate in the constant mass system is 0, Equation (14) is expressed by Equation (15).

u = velocity of the fluid, ρ = density of the fluid, and subscripts 1 and 2 denote the position of the tube in the x-axis direction. Since the upper and lower limits in the integral are constant, Equation (15) can be expressed as Equation (16).

Or, it can be expressed as the following equation (17).

Since the inspection volume is arbitrary, equation (17) should be 0 everywhere. Therefore, it is expressed as the following equation (18).

The equation (18) is expanded as shown in the following equation (19).

The terms are summarized and all derivatives are used.

The definition of the modulus of elasticity of the fluid is given by the following equation (21).

Therefore, it is expressed as the following equation (22).

The second term of Equation (20) is expressed by the following Equation (23).

= 총원주의 변형(strain)이다.

의 정의는 다음의 수학식 25와 같다.
Where D = diameter of the circular tube,

= Strain of total circumference.

Is defined by the following expression (25).

= 포아숑비,

= 축방향(axial)의 단위응력,

= 측면의(Lateral) 단위응력

= 측면의 단위스트레인,

= 축방향의 단위변형이다. 측면의 변형(Strain)의 변화는 관의 단면적의 변화가 된다.

= Poachonby,

= Unit stress in the axial direction,

= Lateral (unit) stress

= Unit strain of side,

= Unit strain in the axial direction. The change in the side strain is a change in the cross-sectional area of the tube.

The differential form of the total circumferential strain is expressed by the following equation (27a).

The unit side stress in the circular tube is represented by the following equation (28).

Where e = thickness of the wall. The axial stresses for thin elastic tubes are determined according to the following cases respectively.

First, the tube fixed with respect to the vertical axis movement is expressed by the following equation (29b).

Second, the vertical axis is fixed at the end on the upstream side, and the free tube on the downstream side is shown in Equation 30b.

Finally, the tube with the expansion joint is shown in Equation 31b.

Substituting Equations (29), (30), (31), (23) and (22) into Equation (20) yields Equation (32).

, 두 번째 형태에서는

, 마지막 형태에서는

이다. 일반적인 관망에서는,

값은

보다 아주 작은 값이므로 무시될 수 있다.
In the first form,

, The second form

, In the last form

to be. In a general network,

The value is

And can be ignored.

Here, FIG. 3 is a diagram showing the influence of the force on the volume control in the tube.

On the other hand, using the equation (33), the continuity equation becomes as follows.

The momentum equation is obtained by setting the mass property B as the momentum in the system. Therefore, the inner property b becomes a u velocity vector. The test volume equation for the momentum is given by Equation (35).

The forces acting on the inspected volume (Fig. 3) are the pressures acting on the pressure, contraction or enlargement at x ₁ and x ₂ , the weight of the fluid, and the shear force of the fluid and the wall. Their total force is as follows.

=관벽과 유체간의 전단력,

이다. 일정한 검사 계에 대해 수학식 35은 다음과 같이 된다.
here

= Shear force between pipe wall and fluid,

to be. For a given test system, equation (35) is as follows.

로 나눈 후,

을 0으로 감소시키면, 다음의 수학식 38과 같은 식을 얻는다.
By combining equations (36) and (37)

&Lt; / RTI &gt;

Is reduced to 0, the following equation (38) is obtained.

Since the method of calculating the frictional force of the tube in the tube is uncertain, it is assumed that the friction of the tube is equal to the flow of the tube in the rectified state.

The Darcy-Weisbach friction equation is shown in Equation 38 below.

Where f = Darcy-Weisbach dimensionless coefficient of friction. Equation (39) is substituted into Equation (38) and summarized as Equation (40).

The first term in parentheses [] is the value of the continuity equation. Therefore, the momentum equation is expressed by the following equation (41).

Equations (33) and (34) are the continuity equation and the momentum equation expressing the transition flow in the irrigation channel. The pressure can be represented by the Piezometric head h, as shown in Equation 42 below.

Where z = position head of tube center. The differential according to the distance of p is expressed by the following equation (43).

Therefore, the continuity equation and the momentum equation are written as shown in Equation (44).

와 수학식 45의

은 다른 항에 비해 아주 작은 값이다. 즉 수학식 45의 첫 두 항은 다음의 수학식 46과 같이 표현될 수 있다.
The nonlinear terms of Equation 44

And Equation 45

Is much smaller than the other term. That is, the first two terms of Equation (45) can be expressed as Equation (46).

은 무시되어 질 수 있다. 수학식 44의 경우에도 마찬가지이다. 따라서

을 이용하여, 수학식 44과 수학식 45은 다음의 수학식 47 및 48과 같이 된다. In most cases c "u,

Can be ignored. The same applies to the case of Equation (44). therefore

The equations (44) and (45) are as shown in the following equations (47) and (48).

Among the methods of interpreting the transition problem, the characteristic line method (MOC) is most usefully used for computational accuracy and convenience (Wylie and Streeter, 1993). The characteristic line method has the disadvantage that the momentum equations and the partial differential equations of the continuity equations are transformed into the ordinary differential equations. However, the partial differential equations can be interpreted accurately and conveniently.

Equations (47) and (48) are as follows.

The above equation can be expressed as the following equation (51).

는 임의의 승수이다. 이

가 다음의 수학식 52와 같이 결정되면
here,

Is an arbitrary multiplier. this

Is determined as shown in the following equation (52)

와

의 전미분 형태가 되고, 도 4의 특성선에서만 유효하게 된다.
The term in brackets in (51)

Wow

And becomes effective only in the characteristic line of Fig.

인 경우 하류방향을 의미하고,

인 경우 상류방향을 의미한다. 따라서 수학식 51은 다음의 수학식 54a와 같이 쓰여 질 수 있다.
In equation (53)

, It means the downstream direction,

It means the upstream direction. Therefore, Expression (51) can be written as Expression (54a).

로 정의되는

와

특성선(Characteristic Lines)상에서만 유효하게 적용된다. 일단 초기조건과 시간-공간 축이 결정되어지면 수학식 54과 수학식 55은 도 4에서 보여지는 AP 와 BP 선을 따라 적분된다.The above equation

Defined as

Wow

It is effectively applied only on Characteristic Lines. Once the initial conditions and the time-space axes are determined, equations 54 and 55 are integrated along the AP and BP lines shown in FIG.

Here, the two equations for the point P are as follows.

Here, the integral constant is

의 지점, A와 B는 t의 지점), 는 선형화 상수로 중간 값은 0.85가 적절하게 적용된다(Karney et al., 1992). 특성 값을 구하기 위해서는 초기조건 A점과 B점이 알려져야 한다. Here, the subscripts of the head and flow represent the head and flow at that point (ie, P

, And A and B are points of t), is a linearization constant, and an intermediate value of 0.85 is appropriately applied (Karney et al., 1992). To obtain the property value, the initial conditions A and B must be known.

The process of applying the above equations to an arbitrary network can calculate the abnormal state by calculating the last values of the rectified state and taking it as the initial value of the abnormal state. Therefore, the water head and the flow rate at the point P inside the pipe network are expressed by the following equation (62) from the equations (56) and (57).

Boundary conditions are required in addition to the initial conditions to obtain the head and flow at each point of the pipe using the ordinary differential equations (54) and (55). The initial condition can be satisfied by using the head and flow obtained from the existing steady state numerical simulation, but the boundary conditions should be given appropriate conditions according to the structure of the pipeline. For example, at the end of the pipe as shown in FIG. 5, since the positive characteristic line and the negative characteristic line do not meet, a new relationship between the head and the flow should be specified.

Likewise, structures and other control devices that are not internal to the pipeline can be solved for the above ordinary differential equation by specifying the relationship between head and flow. Therefore, in order to analyze the unsteady flow using the characteristic line method, a head - flow relation which can simulate the behavior of various structures and control devices is needed.

Pump and valve are the structures that directly generate unsteady flow, and the head - flow relation is formulated.

FIG. 5 is a diagram showing characteristics at boundary. FIG. On the other hand, coarse seawater, air chamber, air valve, etc. installed to reduce and control the generated water hammer requires a more complicated relationship. In addition, boundary conditions can be applied by designating a certain number of water reserves or demand points. Proper interpretation can be performed using appropriate boundary conditions for the various structures mentioned above.

Assuming that the volume of the upstream reservoir is large enough, it can be assumed that the surface of the water in the reservoir is maintained at the same level, independent of the network drainage conditions. This is expressed as a boundary condition in the characteristic equation in the form of equation (64).

는 저수조의 수위이다. 상류 끝에서는

방정식을 가지므로, 수학식 57에 수학식 64을 대입시켜,

을 얻을 수 있다.

Is the water level of the water tank. At the upstream end

Equation (64) is substituted into Equation (57)

Can be obtained.

If the water level of the downstream reservoir is constant, a similar assumption can be established as in the case of the upstream reservoir.

방정식을 가지므로, 수학식 56에 수학식 66을 대입하면

을 구할 수 있다. At the downstream end

Equation (66) is substituted into Equation (56) because Equation

Can be obtained.

The flow rate due to the flow stop at the pipe inlet is zero. The boundary condition can be expressed by Equation (67).

을 이용하여, 수학식 57에 수학식 67을 대입하면

을 구할 수 있다. On the other hand,

, Substituting Equation 67 into Equation 57

Can be obtained.

The energy loss through the valve can be expressed by the following equation (Wylie et al., 1993).

And can be used as Equation 69 using the orifice equation.

는 밸브 열림 면적(valve opening area)과 유량계수의 곱이다. 정상상태흐름의 밸브를 통한 에너지 손실은 다음과 같이 나타낼 수 있다.
At this time

Is the product of the valve opening area and the flow meter number. The energy loss through the valve in steady-state flow can be expressed as:

The subscript 0 means the steady state of each variable. The following non-dimensional valve opening variables are used to represent the operation of the valve,

가 되므로 다음과 같은 수식을 나타낼 수 있다.
If Equation 68 is divided by Equation 70 or Equation 69 is divided by Equation 71 and the position of the valve is located at the baseline where the position head is zero

The following equation can be shown.

The flow and head values of the network calculated using the characteristic line method as described above are compared with the flow and head values obtained through data collection in the actual pipe network, and the parameters of the model are corrected so that the development model matches the actual results So that accurate simulation is possible.

FIG. 6 shows a process of correcting the simulation result by manipulating the parameter wave velocity and the friction coefficient.

< Construct all possible shock impact scenarios within the network using this corrected model > The main factors that generate the water impact in the calibrated model are the location of the hydraulic structure, ie the position of the valve and the speed of operation of the structure . That is, the water shock occurrence scenario can be expressed by the following equation (74).

Where S is the number of shock occurrence scenarios, Valve (x) is the position of the valve, and Rate (k) is the valve operating speed. Simulation is performed for all operable speeds of all operable valves of the target pipe network, and all the water shock occurrence data at the corresponding position corresponding speed is generated as the water shock occurrence scenario. In this case, the operation scenario to be operated so as to minimize the impact of water shock can be expressed as Equation (75).

Where R is the valve operating scenario for water impact cancellation, Valve (y) is the position of the operating valve, and Rate (k ') is the valve operating speed. The simulation scenarios generated through the simulations and the operation scenarios for minimizing the shocks of occurrence are configured into one data set to minimize the occurrence scenarios of the specific scenarios in the occurrence scenarios. Figures 7 and 8 are schematic diagrams of a scenario operating system.

More specifically, FIG. 7 shows a simulation process for scenario generation, and FIG. 8 shows a generation scenario.

<The third is real-time valve operation ( Scenario Based Real Time Valve Control > Monitor water pressure data in real-time at the monitoring location on the actual pipe network. At this time, the high frequency water data acquisition device of 1,000 hz or more is used to prevent the occurrence of the water shock due to the data acquisition frequency. The reason for obtaining high frequency water pressure data here is to avoid the water drop impact due to the sampling rate. FIG. 9 shows an example of a numerical impact omission due to the sampling rate.

If the frequency of water pressure measurement is low as shown in FIG. 9, even if a water impact occurs, it may not be recognized as a water impact. Particularly, in the case of a strong impact of the impact, since the period is short, measurement can be made only by increasing the data acquisition frequency. In case of a water impact during the regular pipe network monitoring, use the configured scenario database to minimize the water impact by operating according to the operation method corresponding to the scenario. 10 is a conceptual diagram showing a general outline of the present invention.

As described above, preferred embodiments of the present invention have been disclosed in the present specification and drawings, and although specific terms have been used, they have been used only in a general sense to easily describe the technical contents of the present invention and to facilitate understanding of the invention , And are not intended to limit the scope of the present invention. It is to be understood by those skilled in the art that other modifications based on the technical idea of the present invention are possible in addition to the embodiments disclosed herein.

Claims (4)

A first step of performing a transient flow analysis;
A second step of constructing all possible water impact scenarios within the network; And
A third step of performing a scenario based real time valve control (Scenario Based Real Time Valve Control); Wherein the valve control is based on a scenario-based unsteady flow analysis scenario.
2. The method according to claim 1,
The flow rate and head value of the network calculated using the characteristic line method and the flow rate and head value obtained through data collection in the actual network are compared. The parameters of the model are the wave velocity, friction coefficient , Minor effect coefficient correction is performed,
Wherein the second step monitors hydraulic pressure data in real time at the monitoring location on the actual pipe network using the corrected model of the first step.
The method according to claim 2,
In the calibrated model, the main factor of generating the water impact is the position of the hydraulic structure, ie, the position of the valve and the speed of operation of the structure,

(Where S is the water shock occurrence scenario, Valve (x) is the position of the valve, Rate (k) is the valve operation speed)
Simulation is performed on all operable valves of the target pipe network at each operable speed to generate all of the water shock occurrence data at the corresponding position corresponding speed as the water shock occurrence scenario,
Operational scenarios to manipulate to minimize water impact

(Where R is the valve operating scenario for water impact cancellation, Valve (y) is the position of the operating valve, Rate (k ') is the valve operating speed)
And the operation scenarios for minimizing the shocks of occurrence of the water shocks generated through the simulation are constituted as one data set to minimize the occurrence scenarios of the occurrence scenarios when the number shocks of the specific occurrence scenarios are generated. A method of water shock mitigation through valve control based on unsteady flow analysis scenario.
3. The method of claim 2,
Wherein the scenario database configured in the second step is used to minimize water impact by operating according to the operation method corresponding to the scenario when water impact occurs, A method of water shock mitigation through scenario - based valve control.

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