1D dam breach model (run in HEC-RAS 5.0.5) not failing

[Kinagoto]

Dear Modelers,

I have a 1D dam breach model developed in HEC-RAS 5.0.5. I want to get the breach hydrograph and route it in a 2D model downstream of the dam.

I am trying to make the dam fail at the top of the dam, but it could not fail despite my effort. I tried the piping failure mode, but it could not fail either.

I reviewed my input few times and have not seen something abnormal.

Every model is different but in general terms, is there any guidance or where to look when a 1D dam breach is not failing?

I got it to fail, under the same assumption in HEC-HMS 4.2.1. Due to dam breach capability limitations in HEC-HMS, I want to use HEC-RAS to take full advantage of the tail water effect on the breach outflow.

Thanks,

Kinagoto

[Anonymous]

First off:

There is a box in the upper left corner that says “Breach this structure”. Did you check that?

[Kinagoto]

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From: Kinagoto Nanadoum
Date: Fri, 21 Sep 2018 19:16:34 -0400
Message-ID:
Subject: Re: 1D dam breach model (run in HEC-RAS 5.0.5) not failing
To: [email protected]
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Yes, I checked “Breach this structure” box.

On Fri, Sep 21, 2018 at 4:51 PM jarvus [via HEC-RAS Help] < [email protected]> wrote:

> First off:
>
> There is a box in the upper left corner that says “Breach this
> structure”. Did you check that?
>
> ——————————
> If you reply to this email, your message will be added to the discussion
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–=20
*______________________________________________*

*Kinagoto Nanadoum (Nan)*
Senior Project Engineer
Tata & Howard, Inc., Connecticut, U.S.A.

1 Corinthians 6:19 *- The Holy Spirit who rose JESUS from the dead Lives in
Me.*

*”For God so loved the world that He gave His one and only Son (JESUS
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Yes=
, I checked "Breach this structure"=C2=A0 box.

On Fri, Sep 21, 2018 at 4:51 P=
M jarvus [via HEC-RAS Help] <[email protected]> wrote:

First off:

There is a box in the upper left corner that says "Breach this=
structure".=C2=A0 Did you check that?

=09
=09
=09

---

If you reply to this email, your message =
will be added to the discussion below:

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/hec-ras-help.1091112.n5.nabble.com/1D-dam-breach-model-run-in-HEC-RAS-5-0-=
5-not-failing-tp6372p6375.html

=09
To unsubscribe from 1D dam breach model (run in HEC-RAS 5.0.5) not failin=
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NAML

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______________________________________________

Kinagoto=C2=A0Nanadoum=
=C2=A0(Nan)

Senior Project Engineer
<= div>Tata & Howard, Inc., Connecticut, U.S.A.

1 Corinthians 6:=
19=C2=A0– The Holy Spirit who rose JESUS from the dead Lives in Me.<= /div>

"For God so loved the world that He gave His one and onl=
y Son (JESUS CHRIST),

=C2=A0tha=
t whoever believes in him shall not perish but have eternal life."=C2=
=A0John 3:16.

–00000000000063378f057669d523–

[cameron]

Is it failing at a wse elevation or a time? If at a wse elevation, does the model results reach that elevation?

[Kinagoto]

The Trigger failure is set to Water Surface Elevation 734.75 (which is the Top of Dam Crest).

The Final Bottom Elevation is 715.00
It is masonry dam; the Breach Formation Time is set to 0.1 hour.
The Lateral Inflow Hydrograph into the Storage area is a constant flow of 4,900 cfs.
The Initial Conditions are:
– Initial Flow = 4,900 cfs
– Initial Elevation = 734.75.

I expect it to fail right away.

After the run the Stage and Flow Hydrograph shows the following results:

Time Series Maximum Time at Max Volume (acre-ft)
HW Stage 734.75 01Jan2010 0000
TW Stage 723.10 01Jan2010 0000
Flow 4936.75 01Jan2010 0001 4859.72

[cameron]

Since you are failing at time zero, why not just set the time to fail? If you want to use wse, just pick something a little lower than the starting wse as it won’t matter.

[Kinagoto]

I did try to set the dam to fail at elevation just lower that the Top of dam but that didn’t help.
I just triggered failure at “Set Time” of 01Jan2010 00:00:00, time 0 as suggested but it did not fail either.
I have two spillways which as modeled as gates. Under the “Inline Gate editor” The gate type (or methodology) I selected initially is “Overflow (open air)’, weir shape = Broad Crested with a weir coefficient of 3.0.
Keeping all the model parameters identical, I just changed the gate type to from “Overflow (open air)” to “Sluice” and keep everything the same make the dam to fail as expected. I mage sure the Sluice Gate height opening to such that it does not experience pressure flow (Gate top elevation way above Top of dam Crest). Is that fine?

I did not use “user defined” option. I did try the user defined option to model the gate (spillway) but I notice the outflows were not consistent with the Elevation-Discharge data I developed in Excel and transfer into HEC-RAS.

[Author]

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