Orifice and Weir flow calculations

Note: Orifice and Weir Flow Computations

The orifice flow calculation proceeds as follows:

1. Initially and whenever the setting (i.e., the fraction opened) changes, flow coefficients for both orifice and weir behavior are computed as follows:

a. For side orifices:

Define Hcrit = h/2 where h is the opening height.

b. For bottom orifices:

i. For a circular orifice, compute area over length (i.e., circumference) as AL = h /4.

ii. For a rectangular orifice compute AL = h*w/(2*(h+w)) where w is the opening width.

iii. Compute Hcrit = Cd*AL/0.414 where Cd is the orifice discharge coefficient.

At step 1b, the critical head for the bottom orifice, where orifice flow turns into weir flow, is found by equating the result of the orifice equation to that of the weir equation

Cd*Area*sqrt(2g)*sqrt(Hcrit) = Cw*Length*sqrt(Hcrit)*Hcrit or

Hcrit = (Cd * Area) / (Cw/sqrt(2g) * Length) The value of Cw/sqrt(2g) for a sharp crested weir is 0.414.

c. Compute the flow coefficients (where A is the area of the opening):

Corif = A*sqrt(2g)*Cd

Cweir = A*sqrt(2g)*Cd*sqrt(Hcrit)

2. During flow routing, compute the degree of inlet submergence (f) and head (H) at the current time step:

a. Define:

H1 = upstream head (from node with higher head),

H2 = downstream head (from node with lower head) ,

Hcrest = elevation of bottom of opening,

Hcrown = elevation of top of opening,

Hmidpt = elevation of midpoint of opening

b. For side orifices:

f = min{1.0, (H1 - Hcrest) / (Hcrown - Hcrest)}

if f < 1.0 then H = H1 - Hcrest,

else if H2 < Hmidpt then H = H1 - Hmidpt

else H = H1 - H2

c. For bottom orifices:

if H2 > Hcrest then H = H1 - H2

else H = H1 - Hcrest

f = min{1.0, H/Hcrit}

3. Compute the flow through the orifice (Q):

if f < 1.0 then Q = Cweir*f^1.5

else Q = Corif*sqrt(H)

4: Villemonte correction

If f < 1.0 and H2 > Hcrest then:

r = (H2 - Hcrest) / (H1 - Hcrest)

Q = Q * (1 - r^1.5)^0.385

Weir Flow Computations

1. Weir head calculations

h1 = Upstream Node Depth + Upstream Invert Elevation

h2 = Downstream Node Depth + Downstream Invert Elevation

If h2 is greater than h1 then the flow is reversed and h2 = h1 and h1 = h2

Weir Crest = Upstream Node Invert Elevation + Weir Offset Depth

Head = h1 – Weir Crest

2. Center Weir flow for Transverse Weirs

Q = Cw * Weir Length * Head^3/2

3. Center Weir flow for Side Flow Weirs

Weir behaves as a transverse weir under reverse flow

Q = Cw * Weir Length * Head^3/2

And under normal flow

Q = Cw * Weir Length * Head^5/3

4. Center Weir flow for V Notch Weirs

Q = Cw * Weir Slope * Head^5/2

Comments

Victor Vargas said…
This comment has been removed by the author.
Victor Vargas said…
Why SWMM used in the side weirs the water head exponent of of 5/3 in normal flow and not in 3/2
Hello Victor,

Different types of weirs have different exponents

double weirPower[] = {1.5, // transverse weir
5./3., // side flow weir
2.5, // v-notch weir
1.5}; // trapezoidal weir

Regards,
Bob Dickinson
Victor Vargas said…
Why SWMM use the exponent of the head in 5/3 in normal flor and not in 3/2
Victor Vargas said…
Thanks Mr. Dickson. I am doing a side weir design using equation of the book Hydraulic design of side weirs by Richard May . Mr. May used the exponent of 3/2. Then I modeled the side weir in SWMM the spill flow values that I got was not the same as I computed.When I check the equations results that SWMM use the head exponent of 5/3. Then I checked couple of books including Open Channel Hydraulics from Chow, and other books from AKAN, Sturm, French etc The result was that all them use the exponent 3/2 in the side weir equation.

How EPA got 5/3 in the head exponent?
Hello Victor,
We might have a difference of terms for weirs compared to Chow and French. SWMM 5 does use 3/2 or 1.5 for the exponent for transverse and trapezoidal weirs. It uses 5/3 for what SWMM5 calls side flow - which are really overflows in a sewer, if that that helps.

Looking at my references there seem to be an exponent of 5/3 with L in the equation and 3/2 for the flow per unit length.
Victor Vargas said…
This side flows in swmm are only for sewers? The design consist in a distribution of water flow in an open channel using side weirs . I prepared calculations for distribution but when I modeled in swmm, the distribution is not the same.

Can you recommend another way to do this more simple? This problem with swmm is what stop to finish my tesis. :(
Victor Vargas said…
This is what I am doing in swmm:

1) I tried to run the model with kinematic wave but I have problems with the storages nodes. The problem was: the side flow- weir in this routing method, have to be connected to the storage nodes. The spill flow values were altered depending of the storage depth vs area.

2) Then, I switched to Dynamic wave. Now the side flow-weir are connected to a junction in the main channel (upstream of weir) and to an outfall at the downstream side. I entered the discharge coefficient which I calculated by the equation from May`s book. When I run SWMM, I have not found how to obtain the same values that I calculated.

Thanks for any help.

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