Block 4 – Numerical solution of open channel flow of the course Block 1 – The equations Block 2...
Transcript of Block 4 – Numerical solution of open channel flow of the course Block 1 – The equations Block 2...
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Numerical Hydraulics
Block 4 – Numerical solution of open channel flow
Markus Holzner
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Contents of the course
Block 1 – The equations Block 2 – Computation of pressure surges
Block 3 – Open channel flow (flow in rivers)
Block 4 – Numerical solution of open channel flow
Block 5 – Transport of solutes in rivers
Block 6 – Heat transport in rivers
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- Finite Volume discretization
- Finite differences method - Characteristics method
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Numerical solution of open channel flow
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Basic equations of open channel flow in variables h and v for rectangular channel
Continuity („Flux-conservative form“)
Momentum equation
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0)v( =∂⋅∂+
∂∂
xh
th
2 4/3
v (v)v
v v2
S E
e hyst hy
hg gI gIt x x
hbI rk r h b
∂ ∂ ∂+ = − + −∂ ∂ ∂
= =+
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Basic equations of open channel flow in variables h and q for rectangular channel
Continuity
Momentum equation
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0h qt x
∂ ∂+ =∂ ∂
2
2 4/3 2
( / ) ( )
2
S E
e hyst hy
q q h hgh gh I It x x
q q hbI rk r h h b
∂ ∂ ∂+ = − + −∂ ∂ ∂
= =+
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Basic equations of open channel flow for general cross-section in variables A and Q
Continuity
Momentum equation
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Q 0At x
∂ ∂+ =∂ ∂
2
0
2 4/3 2
( / )1 1 (Q / )
Q Q
wspe
e hyst hy u
A bQ A g gI gIA t A x x
AI rk r A L
∂∂ ∂+ = − + −∂ ∂ ∂
= =
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Boundary conditions
• At inflow boundary usually the inflow hydrograph should be given
• At the outflow boundary we can use – water level (also time variable e.g. for tide) – water level-flow rate relation (e.g. weir formula) – slope of water level or energy
• In supercritical flow two boundary conditions are necessary for one boundary (for both v and h)
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Boundary conditions
• Number of boundary conditions from number of characteristics
In 1D: subcritical flow: IB: 1, OB: 1 superciritical flow: IB: 2, OB: 0
IB = Inflow boundary, OB = Outflow boundary
t t
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Discretized basic equations in variables h and v for rectangular channels
Momentum equation
Explicit method
i = 2,…, Nx
i = 2,…, Nx
Which differences to chose in order to be able to build in lower and upper boundary conditions?
Continuity („Flux-conservative form“)
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1 1( v v ) /new old old old old oldi i i i i ih h t h h x+ += −Δ ⋅ − Δ
2 21 1
0
12 4/3
1
v v ( )v v2
v v2
old old old oldnew old i i i ii i e
old old oldi i i
e hy oldst hy i
h ht g t t gI t gIx x
h bI rk r h b
− −
−
−
− −= −Δ ⋅ − Δ +Δ ⋅ −Δ ⋅Δ Δ
= =+
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Discretized basic equations in variables h and v for rectangular channels
Boundary conditions (i = Nx+1) example
Explicit method
Boundary conditions (i = 1) example
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1( ) . . v ( )q f h i e f hh
= =or weir formula
1 1 2 2 1 1 1 1( v v ) / v /( )new old old old old old new new newinh h t h h x q b h= −Δ ⋅ − Δ ⇒ = ⋅
1
1
( )
v v
newNx 0new newNx i
h = h weircomputation as i 1,...,Nx
+
+ =
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Discretized basic equations in variables h and v for rectangular channels
Explicit method
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Explicit method requires stability condition Courant-Friedrichs-Levy (CFL) criterium must be fulfilled:
c is the relative wave velocity with respect to average flow
/( v )t x cΔ ≤ Δ +
( ) / ( )c gh gA h b h= =
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Non-conservative/ conservative form
vv 0h h ht x x
∂ ∂ ∂+ + =∂ ∂ ∂
( )v vv S Ehg I I g
t x x∂ ∂ ∂+ = − −∂ ∂ ∂
( )v 0hh
t x∂∂ + =
∂ ∂( ) ( )
212 S E
q q g I I g ht h x h x∂ ∂ ∂⎛ ⎞ ⎛ ⎞+ = − −⎜ ⎟ ⎜ ⎟∂ ∂ ∂⎝ ⎠ ⎝ ⎠
0h qt x
∂ ∂+ =∂ ∂
( )2 2
2 S Eq q gh gh I It x h
⎛ ⎞∂ ∂+ + = −⎜ ⎟∂ ∂ ⎝ ⎠
q = vh
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Matrix formulation of the last form of the equations
∂!u∂t
+ ∂!f∂x
+!b = 0
!u = hq
⎡
⎣⎢⎢
⎤
⎦⎥⎥
!f =
qq2
h+ gh
2
2
⎡
⎣
⎢⎢⎢
⎤
⎦
⎥⎥⎥
!b = 0
−gh(Is − IE )⎡
⎣⎢⎢
⎤
⎦⎥⎥
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Assignment Determine the wave propagation (water surface profile, maximum water depth, outflow hydrograph) for a rectangular channel with the following data: width b = 10 m, kstr = 20 m-1/3/s length L = 10‘000 m, bottom slope IS=0.002 Inflow before wave, base flow Q0 = 20 m3/s Boundary condition downstream: Weir with water depth 2.2 m Boundary condition upstream: Inflow hydrograph
Inflow hydrograph DQ (is added to base flow Q0):
Time (h) 0 0.5 1.0 1.5 2.0 2.5
DQ (m3/s) 0 50 37.5 25 12.5 0
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Inflow/Outflow hydrographs
time steps in 10s
Q (m3/s)
about 4 h
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1D Shallow water equations
- The total differential for v=v(x,t) and h=h(x,t) is:
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0h h vv ht x x
∂ ∂ ∂+ + =∂ ∂ ∂
( )S Ev v hv g I I gt x x
∂ ∂ ∂+ = − −∂ ∂ ∂
Dv v v xDt t x t
∂ ∂ ∂= + ⋅∂ ∂ ∂
Dv h h xDt t x t
∂ ∂ ∂= + ⋅∂ ∂ ∂
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Characteristic equations • We multiply the first of the original equations
with a multiplier l and add the two equations up:
• To obtain total differentials in the brackets we have to choose
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( ) ( )S Ev v h g hv h v g I It x t x
λ λλ
⎡ ⎤∂ ∂ ∂ ∂⎡ ⎤ ⎛ ⎞+ + + + + = −⎜ ⎟⎢ ⎥⎢ ⎥∂ ∂ ∂ ∂⎣ ⎦ ⎝ ⎠⎣ ⎦
1,2g gBh A
λ = ± = ±
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• Thus we obtain the characteristic equations:
along
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along
( )S EDv g Dh g I IDt c Dt
+ = −
( )S EDv g Dh g I IDt c Dt
− = −
dx v cdt
= +
dx v cdt
= −
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• Positive and negative characteristics for sub-critical, critical and super-critical flow:
Types of characteristics
t t t P P P
C+ C+ C+ C-
C- C-
E E E W W W x x x
Terminology: P, W (West) und E (East) instead of i, i-1, i+1
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Integration of the characteristic equations
• Multiplication with dt and integration – along characteristic line
– and along characteristic line
– yields: 20
( )∫∫ ∫ −=+P
WES
P
W
P
W
dtIIgdhcgdv
( )∫∫ ∫ −=−P
EES
P
E
P
E
dtIIgdhcgdv
dx v cdt
= +
dx v cdt
= −
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( ) ( ) ( )WPWESWPW
WP ttIIghhcgvv −−=−⎟⎠⎞⎜
⎝⎛+−
( ) ( ) ( )EPEESEPE
EP ttIIghhcgvv −−=−⎟⎠⎞⎜
⎝⎛−−
PWpP hCCv −=
P n E Pv C C h= +
( ) ( )WPWESWW
Wp ttIIghcgvC −−+⎟⎠⎞⎜
⎝⎛+=
( ) ( )EPEESEE
En ttIIghcgvC −−+⎟⎠⎞⎜
⎝⎛−=
( / ) ( / )E E W WC g c C g c= =
or
This implies a linearisation. The wave velocity becomes constant in the element. 21
Integration of the characteristic equations
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Grid for subcritical flow (1)
Zeit
x j
j+1 P
W E
Characteristics start on grid points
Terminology C (Center), W (West) und E (East) instead of i, i-1, i+1
C
Problem: Characteristics intersect between grid points in points P at time levels which do not coincide with the time levels of the grid. Results have to be interpolated.
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Grid for subcritical flow (2)
Zeit
x j
j+1
P
W E
Characteristic lines end at point P, starting points do not coincide with grid points. Values at starting points are obtained by interpolation from grid point values
C
We choose this variant!
23 Terminology C (Center), W (West) und E (East) instead of i, i-1, i+1
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Interpolation (left)
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( )x
tcvxxxx
xxxx
vvvv LL
WC
LP
WC
LC
WC
LC
ΔΔ+=
−−=
−−=
−−
( )L LC L
C W
v c tc cc c x
+ Δ− =− Δ
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Interpolation (right)
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( )R RC R C R P R
C E C E C E
v c tv v x x x xv v x x x x x
+ Δ− − −= = =− − − −Δ
( )R RC R
C E
v c tc cc c x
+ Δ− =− −Δ
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Starting point L
• Solution for vL and cL yields:
Inrerpolating analogously for h:
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( )
( )WCWC
WCCWC
L
ccvvxt
vcvcxtv
v−+−
ΔΔ+
−ΔΔ−
=1
( )
( )WC
WCLC
L
ccxt
ccxtvc
c−
ΔΔ+
−ΔΔ−
=1
( )( )WCLLCL hhcvxthh −+
ΔΔ−=
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Starting point R for subcritical flow
• In analogy to point L, variables for point R vR and cR
The method is an explicit method. The CFL-criterium is automatically fulfilled. 27
( )
( )1
C E C C E
R
C E C E
tv c v c vxv t v v c c
x
Δ+ −Δ= Δ− − + −
Δ
( )
( )1
C R C E
R
C E
tc v c cxc t c c
x
Δ+ −Δ= Δ− −
Δ
( )( )R C R R C Eth h v c h hx
Δ= + + −Δ
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Starting point for supercritical flow
• Starting point of characteristic between W and C
• Using velocity v-c we obtain
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( )
( )WCWC
WCCWC
R
ccvvxt
vcvcxtv
v+−−
ΔΔ+
−ΔΔ+
=1
( )
( )CW
WCRC
R
ccxt
ccxtvc
c−
ΔΔ+
−ΔΔ−
=1
( )( )WCRRCR hhcvxthh −−
ΔΔ−=
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Final explicit working equations
( ) tIIghcgvC LESL
LLp Δ−+⎟
⎠⎞⎜
⎝⎛+=
( ) tIIghcgvC RESR
RRn Δ−+⎟
⎠⎞⎜
⎝⎛−=
P p L Pv C C h= − P n R Pv C C h= −with
and
( / ) ( / )L L R RC g c C g c= =
Integration from L to P and from R to P
2 equations with 2 unknowns
Boundary conditions are required as discussed in FD method
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Classical dam break problem: Solution with method of
characteristics
Propagation velocity of fronts slightly too high
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Matrix form of the St. Venant equations (1D)
∂!u∂t
+ ∂!f∂x
+!b = 0
!u = hq
⎡
⎣⎢⎢
⎤
⎦⎥⎥
!f =
qq2
h+ gh
2
2
⎡
⎣
⎢⎢⎢
⎤
⎦
⎥⎥⎥
!b = 0
−gh(Is − IE )⎡
⎣⎢⎢
⎤
⎦⎥⎥
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Finite volume method
• FV formulation for this vector equation:
• e and w designate the east and west boundary of the FV cell respectively
∂!u∂t
+ ∂!f∂x
+!b = 0
!ut+1 =
!ut −
ΔtΔx
!fe −!fw( )+ !bΔt i i-1 i+1 e w
Dx
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• The computation of the term
can be done in different ways. E.g. with an upwind scheme (e becomes i and w becomes i-1 if the wave propagates in positive x-direction.)
• For the time discretisation we choose an explicit method
!fe −!fw( )
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Finite volume method
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Upwind formulation
!fe =
qit ,0 + −qi+1
t ,0
qit
qit
qit2
hit +ghi
t2
2⎛
⎝⎜⎞
⎠⎟,0 + −
qit
qit
qi+1t2
hi+1t +
ghi+1t2
2⎛
⎝⎜⎞
⎠⎟,0
⎡
⎣
⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥
!fw =
qi−1t ,0 + −qi
t ,0
qit
qit
qi−1t2
hi−1t +
ghi−1t2
2⎛
⎝⎜⎞
⎠⎟,0 + −
qit
qit
qit2
hit +ghi
t2
2⎛
⎝⎜⎞
⎠⎟,0
⎡
⎣
⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥
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Improvement of method
• A further improvement can be reached by flux-limiting
• The Roe-method is such an improvement. It can take into account discontinuities across the cell boundaries.
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Flux difference splitting (Roe) • Idea: At the cell boundary the flux is
computed according to the characteristics by a positive/negative linear wave (splitting).
• The flux at the east side of a cell is:
!fe− =!fl + A(
!ur −!ul )!
fe+ =!fr − A(
!ul −!ur )
i i-1 i+1
l r
or e w
Dx 36
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• The Roe matrix A is the Jacobian matrix of the flux vector
• The division into left and right part allows to account for discontinuities.
!f
A = ∂!f
∂!u⎛⎝⎜
⎞⎠⎟
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Flux difference splitting (Roe)
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• The Roe matrix can be computed as:
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The Roe matrix
11 12
21 22
12
a aA
a ac⎡ ⎤
= ⎢ ⎥⎣ ⎦
( )11 1 2 1 2 12 1 2
21 1 2 2 1 22 1 1 2 2
a a
a a
λ λ λ λ λ λ
λ λ λ λ λ λ λ λ
= − = −
= − = −
1q ch
λ = + 2q ch
λ = −
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Fluxes according to Roe scheme
• The fluxes at a cell side are computed from the left/right-side fluxes, e.g.:
• and the variables on the new time level are:
!fe =
12
!fe− +!fe+( )− 12 A !ul −
!ur( )( )
!ui (t + Δt) = !ui (t) −
ΔtΔx
!fe −!fw( )+ !b
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Advection: Shallow water equations:
Fluxes:
!f( )e =
!f( )i (upwind )
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0u bt x
∂Φ ∂Φ+ + =∂ ∂
1
( ) 0t ti i
e wu u bt
+Φ −Φ + Φ − Φ + =Δ
0u f bt x
∂ ∂+ + =∂ ∂
rr r
1
( ) 0t ti i
e wu u f f b
t
+ − + − + =Δ
r r rr r
( ) ( ) ( )( )1
1 ( )2e i i
u u u central+
Φ = Φ − Φ
( ) ( ) ( )e i
u u upwindΦ = Φ
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Shallow water equations with first order upwind (Flux from left/west):
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( )11
t t t t ti i i i i
th h q q bx
+−
Δ= − − −Δ
2 2 2 21
12 2
t tt t ti i i
i i
t q gh q ghq q bx h h
+
−
⎛ ⎞⎛ ⎞ ⎛ ⎞Δ ⎜ ⎟= − + − + −⎜ ⎟ ⎜ ⎟⎜ ⎟Δ ⎝ ⎠ ⎝ ⎠⎝ ⎠
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2D Shallow water equations The 2D shallow water equations can be written in matrix forms as:
∂∂t!u + ∂
∂x
!f + ∂
∂y!g +!b = 0
!u =
hqr
⎡
⎣
⎢⎢⎢
⎤
⎦
⎥⎥⎥
!f =
q
q2
h+ gh
2
2qrh
⎡
⎣
⎢⎢⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥⎥⎥
!g =
rqrh
r2
h+ gh
2
2
⎡
⎣
⎢⎢⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥⎥⎥
!b =
0−gh(Isx − IEx )
−gh(Isy − IEy )
⎡
⎣
⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥
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Difference to 1D
• Additional variable (spec. flow in y-direction) and additional momentum equation.
• Fluxes in x-direction are formulated equal to the fluxes in 1D. • Fluxes in y-direction are formulated in analgoy to fluxes in x-direction. In
addition to e(est) and w(west) the indices n(north) und s(south) are introduced. The direction of upwinding is determined independently from the upwind direction in the x-coordinate.
• The conservation is over the whole element. I.e. source terms and fluxes over east/west and north/south boundaries enter the same balance.
!u =
hqr
⎡
⎣
⎢⎢⎢
⎤
⎦
⎥⎥⎥
!f x =
q
q2
h+ gh
2
2qrh
⎡
⎣
⎢⎢⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥⎥⎥
!gy =
rqrh
r2
h+ gh
2
2
⎡
⎣
⎢⎢⎢⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥⎥⎥⎥
!b =
0−gh(Isx − IEx )
−gh(Isy − IEy )
⎡
⎣
⎢⎢⎢⎢
⎤
⎦
⎥⎥⎥⎥
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Specialties of 2D modelling • The 2D computational grid is always a projection on the
horizontal plane. Different position of nodes in z-direction influence the source term (gravity).
• 2D elements are more general, i.e. only in the case of rectangular elements the 2D problem can be divided into two 1D problems.
• In the case of general elements (e.g. triangular elements) the fluxes orthogonal to the element sides must be used. They are decomposed into components along the orthogonal x/y-directions.
• Approximately rectangular elements improve coptational accuracy.
• If element sizes vary strongly the numerical error increases fast. In that case higher order schemes have to be used. 44
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Flows with free water surface (Navier-Stokes approach, vertically 2D or 3D)
• For the solution of the partial differential equations the domain has to be discretized. This is not immediately possible as the position of the surface is not a priori known. An iterative procedures is necessary.
• There are different ways to tackle the problem: – Surface Tracking: the grid follows the free surface. – Solution of an additional advection equation i.e. on a fixed grid
information is transported with the advective flow. The information is the water contents of a cell (Fraction of volume - FOV) or the distance from a datum to the surface (LS).
– On a fixed grid particles are moved convectively with the flow (Marker in cell - MAC).
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Comments on the Navier-Stokes approach
• Additional non-linearity means additional computational effort and the danger of non-convergence.
• The discretisation is considerably more difficult and requires efficient grid generators. Inappropriate discretisation may lead to wrong solutions.
• Numerical diffusion can smooth out the position of the surface.
• The solution of the flow is considerable better if vertically curved streamlines exist.
• The Navier-Stokes approach is more for local phenomena, shallow equation approach for global flow phenomena.
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HEC-RAS
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Conceptual model of HEC
channel
floodplain
Storage (without flow)
1D but still taking into account channel and floodplains
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How to stay 1D in energy, momentum, and piezometric head?
z = elevation of water surface is the same for channel and flood plains = hp in our nomenclature
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Some definitions
Conveyance K for each subdivision:
• If there is no foodplain, the model describes what we did so far • If there is a floodplain, the channel is subdivided into several
sections with the same water level but possibly different friction coefficients
Total flow:
subdivision
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3/2,
1ihyi
iiEii rAn
KwithIKQ ==
∑=
=N
iiQQ
1
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Equations for channel and floodplain
lcf
f
f
fc
c
c
qqtS
tA
xQ
qtA
xQ
+=∂∂+
∂∂
+∂∂
=∂∂+
∂∂
Indices: f = floodplain, c = channel
cfEf
ff
fff
fcEc
cc
ccc
MIxzgA
xQv
tQ
MIxzgA
xQv
tQ
=⎥⎥⎦
⎤
⎢⎢⎣
⎡+
∂∂+
∂∂
+∂∂
=⎥⎦
⎤⎢⎣
⎡+
∂∂+
∂∂+
∂∂
,
,
)(
)(
Continuity equations:
Momentum equations:
z = elevation of the water surface, ql=lateral inflow, S area of non-conveying cross-sec. qf = flow from floodplain to channel (per length), qc = flow from channel to floodplain (per length) , Mf, Mc corresponding momentum fluxes (per length)
The right hand sides are eliminated by adding the equations for channel and floodplain 52
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Equations combined in 1D Final 1D equations
The unknowns are Q and z (= hp) Ac, Af and S are known functions of z IE,c and IE,f are known functions of z and Q 53
0)/)1(()/(
0))1(()(
,,
2222
=⎥⎥⎦
⎤
⎢⎢⎣
⎡+
∂∂+⎥
⎦
⎤⎢⎣
⎡+
∂∂+
∂Φ−∂
+∂
Φ∂+∂∂
=∂Φ−∂+
∂Φ∂+
∂∂
fEf
fcEc
cf
f
c
c
fc
IxzgAI
xzgA
xAQ
xAQ
tQ
xQ
xQ
tA
)/(
)1(
fcc
fc
fc
KKKwithQQQQQ
SAAA
+=Φ
Φ−+Φ=+=
++=
)( workpreviousourinxhI
xz
hzz
S
bottom
∂∂+=
∂∂
+=
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Equations in difference form
Momentum equation
with
Continuity equation
velocity coefficient
equivalent x-coordinate
54
QvQvQv
AAA
xIAxIAxAI
ffccfc
ffEfccEcEE
+=+=
Δ+Δ=Δ
β
,,
( ) ( ) 0. =⎟⎟⎠
⎞⎜⎜⎝
⎛+
ΔΔ+
ΔΔ+
ΔΔΔ+ΔΔ
fEEEE
ffcc IxzgA
xvQ
xtxQxQ β
0=−ΔΔΔ+Δ
ΔΔ
+ΔΔΔ+Δ lff
fc
c QxtSx
tA
xtAQ
( ))()()1(
5.011
11,
111
1,
++++
++
++
−+−−=Δ
−+−=Δji
ji
ji
jispacei
ji
ji
ji
jitimei
FFFFF
FFFFF
θθ
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Solution method
Implicit, linearized Finite Difference scheme
Linearization method: Example: term v2, a more complicated term would be Q2/Ac
( ) ( ) ( ) ( ) 122221
1
22 ++
+
=Δ+≈Δ+Δ+=
Δ+=ji
jii
ji
jiii
ji
ji
ji
iji
ji
vvvvvvvvvv
vvv
Implicit scheme: All spatial derivatives are taken as a weighted average between old and new time, weight θ All time derivatives are taken in the middle of The spatial discretization interval
Solution of big equation system for 2Nx unknowns per time step, where Nx is the number of nodes As the equation system is sparse, techniques for sparse matrices are used
x
t
j i+1
j+1
i Dx
Dt θ
0.5
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