[Chris G.]

For now, the hot start method of pausing is the only way. There is a “pause” button in the computation window that you can use while the program is running, but there is no HECRASController procedure at this time to access that.

However, using the hotstart method for pausing does not take considerable time. Once it is set up, you’ll see it goes pretty fast. I’ve done it many times.

Chris

[Chris G.]

Mike, the Plan_Names subroutine will allow you to get the number of plans and the plan names for each “number”. You can then populate a dropdown or list box and let the user select from the plans that you put in there. Then use the Plan_SetCurrent to change the current plan to the selected one.

Hope this helps-
Chris

[Chris G.]

Please check out this post on The RAS Solution:

http://hecrasmodel.blogspot.com/2015/09/combining-two-reaches-of-splitting-one.html

[Chris G.]

Richard. Try a different initial flow distribution for each channel. Usually when that happens, I’ll look at the results of the optimization iterations and see if RAS is trending towards a distribution. If so, I use that for my initial flows.

Chris

[Chris G.]

Brian, sorry not to respond to this sooner. You are on the right track in rewriting the plan files with the desired geometry and flow files. However, for RAS to automatically bring those geometry/flow files in, without manually importing them, you have to also write those geometry and flow files to the project (.prj) text file. Here’s an example of a project file with multiple plans and multiple geometry and flow files:

Proj Title=Bald Eagle Creek Example Dam Break Study
Current Plan=p13
Default Exp/Contr=0.3,0.1
English Units
Geom File=g06
Geom File=g08
Geom File=g10
Geom File=g11
Geom File=g12
Geom File=g09
Geom File=g13
Unsteady File=u07
Unsteady File=u08
Unsteady File=u09
Unsteady File=u10
Unsteady File=u11
Unsteady File=u12
Unsteady File=u13
Unsteady File=u01
Plan File=p13
Plan File=p15
Plan File=p17
Plan File=p18
Plan File=p19
Plan File=p03
Plan File=p04
Y Axis Title=Elevation
X Axis Title(PF)=Main Channel Distance
X Axis Title(XS)=Station
DSS Caption Additional Text=PMF Inflow Hydrograph

[Chris G.]

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Subject: Re: Power of HECRAS 5
References: <[email protected]>
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That’s cool. Can I post it on The RAS Solution? If so, can you give me some=
details? Eg. Cell Size, time step, simulation time, diffusion wave or full=
momentum, etc. thanks
Chris

Sent from my iPhone

> On Aug 29, 2015, at 08:56, Michaeltay [via HEC-RAS Help] wrote:
>=20
> Using 2D MESH to model flow across skew bridge In HECRAS 5=20
> https://www.youtube.com/watch?v=3D7KZaOB3tB0k=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/Power-of-HECRAS-5-tp1940.html
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That’s cool. Can I post it on The RAS Solution?  If so, can you give me some details?  Eg. Cell Size, time step, simulation time, diffusion wave or full momentum, etc. thanks

Chris

Sent from my iPhone

On Aug 29, 2015, at 08:56, Michaeltay [via HEC-RAS Help] <[email protected]> wrote:

Using 2D MESH to model flow across skew bridge In HECRAS 5

https://www.youtube.com/watch?v=7KZaOB3tB0k

---

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[Chris G.]

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Subject: Re: Extracting Raw data from 2-D outputs
References: <[email protected]>
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The raw 2D data is all stored in the p##.hdf file. You can view the data and=
extract the data from a free program called HDFView. Google it to download.=
=20

Sent from my iPhone

> On Aug 25, 2015, at 16:30, PeterB [via HEC-RAS Help] wrote:
>=20
> Does anyone know if there is a way to extract raw data from 2-D outputs (p=
referrably in some csv or similar format)? When I use RAS Mapper to create a=
raster it appears that some data is lost in the interpolation process as th=
e resolution is not nearly as good as what is seen in RAS Mapper. Any help w=
ould be greatly appreciated.=20
> Thank you ahead of time!=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/Extracting-Raw-data-from-2-D-out=
puts-tp1932.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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The raw 2D data is all stored in the p##.hdf file. You can view the data and extract the data from a free program called HDFView. Google it to download. 

Sent from my iPhone

On Aug 25, 2015, at 16:30, PeterB [via HEC-RAS Help] <[email protected]> wrote:

Does anyone know if there is a way to extract raw data from 2-D outputs (preferrably in some csv or similar format)? When I use RAS Mapper to create a raster it appears that some data is lost in the interpolation process as the resolution is not nearly as good as what is seen in RAS Mapper. Any help would be greatly appreciated.

Thank you ahead of time!

---

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NAML

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[Chris G.]

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Subject: Re: Unpredicted Deep Scour Holes at Bridge with Tidal Influence
References: <[email protected]>
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Hi Karina. Might be easier if you give me a call, being that you are local. 5=
03-946-8536.=20

Sent from my iPhone

> On Aug 10, 2015, at 18:42, Karina [via HEC-RAS Help] wrote:
>=20
> Hi Chris G.,=20
> I’m working on a bridge replacement project on the Oregon coast that cross=
es an estuary. The estuary is about 300′ wide but the existing bridge openin=
g is only 44′ wide. I’ve set up a HEC-RAS model using the extreme high tide s=
tage data as the downstream condition of an unsteady model analysis and the 1=
00-year constant flow for the upstream condition. The existing bridge is ver=
y old. It is estimated that it was constructed in the 1930’s and the channel=
under the bridge has been protected with grouted riprap. The riprap is at a=
n elevation of 4.6′ and the lowest downstream channel elevation is 3.6′. The=
cross section data for the model is a combination of real survey data near t=
he bridge and Lidar data further upstream. The model runs without errors and=
gives realistic results. Completing the scour calculations using the inform=
ation from the existing model, predicts a scour depth of about 10′. However,=
on either side of the existing bridge are large round scour holes. One is 3=
0′ deep and the other is 25′ deep. What I suspect is happening is a submerge=
d hydraulic jump due to the grouted riprap acting like a weir/dam.=20
> I’ve looked all over the internet for help and advise, but this seems to b=
e a fairly unique situation with advanced fluid mechanics. If you could help=
, it would be much appreciated. Here are my questions: =20
> 1) Is there any other hydraulic principle that could be creating the deep s=
cour holes on either side of the bridge?=20
> 2) If the proposed bridge does not use grouted riprap will the scour holes=
on either side of the bridge fill in because the condition for the submerge=
d hydraulic jump will be removed?=20
> 3) The scour depth for the proposed bridge is 6′ (78′ opening). If we use O=
DOT Class 700 riprap (3′ thickness) with a golf club shape and filter rock a=
nd geotextile fabric, will the riprap be stable given the adjacent scour hol=
es on either side have a slope of 3:1?=20
>=20
> This is the website I’ve been reading/watching to learn about submerged hy=
draulic jumps. http://krcproject.groups.et.byu.net/
>=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/Unpredicted-Deep-Scour-Holes-at-=
Bridge-with-Tidal-Influence-tp1902.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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Hi Karina. Might be easier if you give=
me a call, being that you are local. 503-946-8536. 

Sent from m=
y iPhone

On Aug 10, 2015, at 18:42, Karina [via HEC-RAS Help] &=
lt;ml-node+s109111=
[email protected]> wrote:

">

Hi Chris G.,

I’m working on a bridge replacement project on the Oregon coast that cro=
sses an estuary. The estuary is about 300′ wide but the existing bridge open=
ing is only 44′ wide. I’ve set up a HEC-RAS model using the extreme high tid=
e stage data as the downstream condition of an unsteady model analysis and t=
he 100-year constant flow for the upstream condition. The existing bridge is=
very old. It is estimated that it was constructed in the 1930’s and the cha=
nnel under the bridge has been protected with grouted riprap. The riprap is a=
t an elevation of 4.6′ and the lowest downstream channel elevation is 3.6′. T=
he cross section data for the model is a combination of real survey data nea=
r the bridge and Lidar data further upstream. The model runs without errors a=
nd gives realistic results. Completing the scour calculations using the info=
rmation from the existing model, predicts a scour depth of about 10′. Howeve=
r, on either side of the existing bridge are large round scour holes. One is=
30′ deep and the other is 25′ deep. What I suspect is happening is a submer=
ged hydraulic jump due to the grouted riprap acting like a weir/dam.

I’ve looked all over the internet for help and advise, but this seems to=
be a fairly unique situation with advanced fluid mechanics. If you could he=
lp, it would be much appreciated. Here are my questions:=20

1) Is there any other hydraulic principle that could be creating the dee=
p scour holes on either side of the bridge?

2) If the proposed bridge does not use grouted riprap will the scour hol=
es on either side of the bridge fill in because the condition for the submer=
ged hydraulic jump will be removed?=20

3) The scour depth for the proposed bridge is 6′ (78′ opening). If we us=
e ODOT Class 700 riprap (3′  thickness) with a golf club shape and filt=
er rock and geotextile fabric, will the riprap be stable given the adjacent s=
cour holes on either side have a slope of 3:1?

This is the website I’ve been reading/watching to learn about submer=
ged hydraulic jumps. http://krcproject.groups.et.byu=
.net/

=09
=09
=09

---

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

http://he=
c-ras-help.1091112.n5.nabble.com/Unpredicted-Deep-Scour-Holes-at-Bridge-with=
-Tidal-Influence-tp1902.html

=09
To unsubscribe from HEC-RAS Help, click here.
NAML

=

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[Chris G.]

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Subject: Re: Obstructions in 2D area
References: <[email protected]>
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Lifting the terrain is one option. But you could also use 2D area connection=
s to block flow. Another option is to draw n value areas around the building=
s to block and assign very high n values (say about 10). N values effectivel=
y block the flow but also account for the storage of water inside the buildi=
ngs.=20

Sent from my iPhone

> On Aug 10, 2015, at 02:11, Stephanie Morach [via HEC-RAS Help] wrote:
>=20
> Dear 2D HEC-RAS users,=20
>=20
> I am running a dam break in a HEC-RAS model with only a 2D mesh. The dam i=
s a small flood retention dam and only about 5 m (about 16 ft) tall. The sto=
rage volume is only 47’000 m3 (38 ac-ft). The breach affects only the local a=
reas close to the small river (2m/6ft wide) and I need to model the houses i=
n that area.=20
> I have two GeoTIFF terrain models that I can work with. One is a DTM and t=
he other a DSM with all trees and houses. I do however not want to model the=
trees as those distort the flow paths.=20
> In the 1D cross sections it is possible to create obstructions to permenan=
tly block out areas. I was wondering if it is possible to do something simil=
ar in 2D. Does anyone know if there is a way to block flow through certain a=
reas? There are two many houses to lift the surface at each one of them, so I=
‘m trying to find another way. Or should I try to lift the surface of the DT=
M in GIS and then import this into RAS Mapper?=20
>=20
> Thank you for your help=20
> Regards,=20
> Stephanie=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/Obstructions-in-2D-area-tp1896.h=
tml
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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Lifting the terrain is one option. But you could also use 2D area connections to block flow. Another option is to draw n value areas around the buildings to block and assign very high n values (say about 10). N values effectively block the flow but also account for the storage of water inside the buildings. 

Sent from my iPhone

On Aug 10, 2015, at 02:11, Stephanie Morach [via HEC-RAS Help] <[email protected]> wrote:

Dear 2D HEC-RAS users,

I am running a dam break in a HEC-RAS model with only a 2D mesh. The dam is a small flood retention dam and only about 5 m (about 16 ft) tall. The storage volume is only 47’000 m3 (38 ac-ft). The breach affects only the local areas close to the small river (2m/6ft wide) and I need to model the houses in that area.

I have two GeoTIFF terrain models that I can work with. One is a DTM and the other a DSM with all trees and houses. I do however not want to model the trees as those distort the flow paths.

In the 1D cross sections it is possible to create obstructions to permenantly block out areas. I was wondering if it is possible to do something similar in 2D. Does anyone know if there is a way to block flow through certain areas? There are two many houses to lift the surface at each one of them, so I’m trying to find another way. Or should I try to lift the surface of the DTM in GIS and then import this into RAS Mapper?

Thank you for your help

Regards,

Stephanie

---

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[Chris G.]

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Subject: Re: Multiple Alternatives on One Plot
References: <[email protected]>
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You can import the RAS files from your other project. File…Import HEC-RAS D=
ata…

Sent from my iPhone

> On Aug 5, 2015, at 12:02, Julie [via HEC-RAS Help] wrote:
>=20
> Hello.=20
>=20
> This may be a very silly question, but I am a self-taught user and the onl=
y user in my office, so I am slowly discovering better ways to use HEC-RAS.=20=

>=20
> I have been modeling several alternatives and have what I would consider a=
good working knowledge of HEC-RAS. When I have an issue, I am often able to=
create a work-around of some kind.=20
>=20
> I have seen cross-section plots showing the current conditions and the alt=
ernatives on one plot. However, I have been copying my current condition and=
creating a new project file altogether to run my alternatives. Is there a w=
ay I could get this cross-sectional information into one project file from t=
he current situation I’m in?=20
>=20
> Thanks!=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/Multiple-Alternatives-on-One-Plo=
t-tp1890.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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You can import the RAS files from your other project. File…Import HEC-RAS Data…

Sent from my iPhone

On Aug 5, 2015, at 12:02, Julie [via HEC-RAS Help] <[email protected]> wrote:

Hello.

This may be a very silly question, but I am a self-taught user and the only user in my office, so I am slowly discovering better ways to use HEC-RAS.

I have been modeling several alternatives and have what I would consider a good working knowledge of HEC-RAS. When I have an issue, I am often able to create a work-around of some kind.

I have seen cross-section plots showing the current conditions and the alternatives on one plot. However, I have been copying my current condition and creating a new project file altogether to run my alternatives. Is there a way I could get this cross-sectional information into one project file from the current situation I’m in?

Thanks!

---

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[Chris G.]

You’ll want to use User Defined Curves for your gate type to make use of the rating curve you computed in Hydrocad. First enter in a gate of any size/shape. The size and shape is inconsequential, since you’ll be using a rating curve. Make sure that the invert elevation is correct though. Then, select Gate type as User Defined Curves. Then enter in your family of rating curves. It’s a family of curves because you must enter in a rating curve for each gate opening. If you just have a overflow riser, then you only need to put in one opening (this too, can be anything-just make sure that you use the same gate opening when you set up your gate boundary condition in the unsteady flow editor). More detail is presented here: http://hecrasmodel.blogspot.com/2013/12/lateral-structure-coefficients.html

[Chris G.]

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Subject: Re: STORAGE AREAS
References: <[email protected]>
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Please read this post on The RAS Solution. It should help.=20
http://hecrasmodel.blogspot.com/2010/08/how-to-use-storage-area-to-define.ht=
ml?m=3D1

Chris
Sent from my iPhone

> On Jul 10, 2015, at 4:38 AM, giacomo [via HEC-RAS Help] wrote:
>=20
> Hello,=20
> I’m quite new in Hecras, even If I studied lots of documents.=20
> Actually I’m trying to do a very simple model, a short river flowing into a=
storage area in unsteady flow analsys.=20
> My task is to understand how much the water level of the storage area incr=
eases during the time of the flood wave to understand if it overflows the da=
m or not.=20
> In first hypotesis, the model is as simple as I told, later I’ll add a lat=
eral structures and I have to verify the dam breach, but firstI have to fix p=
roblems here.=20
>=20
> Even if it’s so easy, when I do the simulation, It goes to the end but the=
resaults are not reasonable.=20
>=20
> Just to try to find the problem, I did some try and now my input condition=
s are:=20
> – upstream bundary condition as flow idrograph in the river of 0.1 m3/s fo=
r 2 hours (so very small – actually it’s not a proper river, it’s a channel o=
f derivation from a river so not big)=20
> – initial water level of the storage area at 317 m (I set volume/elevation=
storage, the dam top is at 318.50 m – just to better understand the volume f=
rom 317m to 318.50m is about 90’000 m3)=20
>=20
> The program runs, maximum error of 5,2 but it goes to the end but the post=
processor show me that almost immediately the level in storage increases to 3=
18.75 so it overcomes (increasing 1.75 m). But that is not possible, because=
the volume brought in 2 hours for that flow is 720m3 that is nothing compar=
ed to the storage capacity!=20
>=20
> I arrived to think that this problem could be due to the difference in hig=
ht between the last section upstream the storage (that is higher) and the in=
itial water level in the storage. For example if I set the initial water lev=
el in the storage at 318.70 than the process increase it only of few cm!=20
>=20
> Or eventually I thought that the program imposes as water level of the sto=
rage area the water elevation on the last section upstream (for continuity I=
think) and beasue this is higher, then the storage seems to be higher, even=
if the stock volume is risible.=20
>=20
> Could I be right? And if so, is it possibile to avoid it? Maybe modifing s=
ome bundary conditions or adding a different section usptream the storage? O=
r using a sort of inline structure?=20
>=20
> Actually I need to see the right increase in the storage area.=20
>=20
> Thank you veru much for help=20
> Giacomo=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/STORAGE-AREAS-tp1817.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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Please read this post on The RAS Solution.  It should help. 
http://hecrasmodel.blogspot.com/2010/08/how-to-use-storage-area-to-define.html?m=1

Chris
Sent from my iPhone

On Jul 10, 2015, at 4:38 AM, giacomo [via HEC-RAS Help] <[email protected]> wrote:

Hello,

I’m quite new in Hecras, even If I studied lots of documents.

Actually I’m trying to do a very simple model, a short river flowing into a storage area in unsteady flow analsys.

My task is to understand how much the water level of the storage area increases during the time of the flood wave to understand if it overflows the dam or not.

In first hypotesis, the model is as simple as I told, later I’ll add a lateral structures and I have to verify the dam breach, but firstI have to fix problems here.

Even if it’s so easy, when I do the simulation, It goes to the end but the resaults are not reasonable.

Just to try to find the problem, I did some try and now my input conditions are:

– upstream bundary condition as flow idrograph in the river of 0.1 m3/s for 2 hours (so very small – actually it’s not a proper river, it’s a channel of derivation from a river so not big)

– initial water level of the storage area at 317 m (I set volume/elevation storage, the dam top is at 318.50 m – just to better understand the volume from 317m to 318.50m is about 90’000 m3)

The program runs, maximum error of 5,2 but it goes to the end but the postprocessor show me that almost immediately the level in storage increases to 318.75 so it overcomes (increasing 1.75 m). But that is not possible, because the volume brought in 2 hours for that flow is 720m3 that is nothing compared to the storage capacity!

I arrived to think that this problem could be due to the difference in hight between the last section upstream the storage (that is higher) and the initial water level in the storage. For example if I set the initial water level in the storage at 318.70 than the process increase it only of few cm!

Or eventually I thought that the program imposes as water level of the storage area the water elevation on the last section upstream (for continuity I think) and beasue this is higher, then the storage seems to be higher, even if the stock volume is risible.

Could I be right? And if so, is it possibile to avoid it? Maybe modifing some bundary conditions or adding a different section usptream the storage? Or using a sort of inline structure?

Actually I need to see the right increase in the storage area.

Thank you veru much for help

Giacomo

---

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http://hec-ras-help.1091112.n5.nabble.com/STORAGE-AREAS-tp1817.html

To unsubscribe from HEC-RAS Help, click here.
NAML

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[Chris G.]

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Subject: Re: HEC 4.0 model for irrigation scheme
References: <[email protected]>
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Definitely. I’ve done it myself a number of times.=20

Sent from my iPhone

> On Jun 17, 2015, at 9:58 AM, John Clark [via HEC-RAS Help] wrote:
>=20
> Hi everyone. I was wondering if HEC could be used to study an irrigation s=
cheme, composed by a dendritic layout of a few canals, connected by flap gat=
es. The inlets of the irrigation scheme also depend on the tide in the river=
, so there are also a few inlets with tide/flap gates.=20
>=20
> I would like to develop just a easy model, where I could enter the boundar=
y conditions (levels upstream of the flap gates which are the inlets of the s=
ystem), and also the outflows for irrigation.=20
>=20
> It is possible to develop such a model in HEC RAS?=20
>=20
> Thank you very much=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/HEC-4-0-model-for-irrigation-sch=
eme-tp1738.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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Definitely. I’ve done it myself a number of times. 

Sent from my iPhone

On Jun 17, 2015, at 9:58 AM, John Clark [via HEC-RAS Help] <[email protected]> wrote:

Hi everyone. I was wondering if HEC could be used to study an irrigation scheme, composed by a dendritic layout of a few canals, connected by flap gates. The inlets of the irrigation scheme also depend on the tide in the river, so there are also a few inlets with tide/flap gates.

I would like to develop just a easy model, where I could enter the boundary conditions (levels upstream of the flap gates which are the inlets of the system), and also the outflows for irrigation.

It is possible to develop such a model in HEC RAS?

Thank you very much

---

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NAML

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[Chris G.]

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Subject: Re: I cant view the interpolated river station’s stage and flow hydrograph
References: <[email protected]>
From: The RAS Solution Content-Type: multipart/alternative;
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Before running the simulation, in the unsteady flow analysis window, select O=
ptions…stage and flow output locations. Then choose which cross sections y=
ou wish to have stage and glow output at. Then tun the simulation.=20

Sent from my iPhone

> On May 10, 2015, at 8:03 PM, Alan [via HEC-RAS Help] wrote:
>=20
> when computing unsteady flow, I cant view the interpolated river station’s=
stage and flow hydrograph, i can only view the up and downstream stations g=
raph.=20
>=20
> If you reply to this email, your message will be added to the discussion b=
elow:
> http://hec-ras-help.1091112.n5.nabble.com/I-cant-view-the-interpolated-riv=
er-station-s-stage-and-flow-hydrograph-tp1632.html
> To unsubscribe from HEC-RAS Help, click here.
> NAML

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Before running the simulation, in the unsteady flow analysis window, select Options…stage and flow output locations. Then choose which cross sections you wish to have stage and glow output at. Then tun the simulation. 

Sent from my iPhone

On May 10, 2015, at 8:03 PM, Alan [via HEC-RAS Help] <[email protected]> wrote:

when computing unsteady flow, I cant view the interpolated river station’s stage and flow hydrograph, i can only view the up and downstream stations graph.

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[Chris G.]

Hi Solomon. Sorry for the delay in getting back to you. Try the Schematic_ReachPoints subroutine for xy coorindates of rivers/reaches. Schematic_XSPoints will get you xy coordinates for the cross sections.

Here’s a simple subroutine that I wrote for RAS Version 5.0 beta to demonstrate the use of Schematic_ReachPoints. Just copy and paste it into VBA. the mSamples.OpenRASProjectsByRef subroutine that I call has mSamples in front of it because I have it in a different module, called mSamples. You could put the OpenRASProjectsByRef subroutine in the same module, in which case just drop the mSamples part.

Sub Schematic_ReachPoints()

‘**********************************************************
‘Demonstrates the Schematic_ReachPoints Subroutine.

‘Written by Christopher Goodell
‘July 31, 2014

‘Returns arrays of rivers, reaches, and _
arrays of x and y coordinates for each reach. All _
array parameters are zero-based for this subroutine.

‘Tested with the JUNCTION.prj data set. Any HEC-RAS _
project will work.
‘**********************************************************

‘Open an HEC-RAS Project
Dim RC As New RAS500.HECRASController
mSamples.OpenRASProjectByRef RC

‘Get the number of reaches
Dim lngReachCount As Long
lngReachCount = RC.Schematic_ReachCount

‘Get number of all of the reach points.
Dim lngAllReachPointCount As Long
lngAllReachPointCount = RC.Schematic_ReachPointCount

‘Dimension the arrays
Dim strRiverName() As String, strReachName() As String, _
lngReachStartIndex() As Long, _
lngReachPointCount() As Long, _
dblReachPointX() As Double, dblReachPointY() As Double

‘Redim to zero-based arrays
ReDim strRiverName(lngReachCount – 1)
ReDim strReachName(lngReachCount – 1)
ReDim lngReachStartIndex(lngReachCount – 1)
ReDim lngReachPointCount(lngReachCount – 1)
ReDim dblReachPointX(lngAllReachPointCount – 1)
ReDim dblReachPointY(lngAllReachPointCount – 1)

‘Get the arrays
RC.Schematic_ReachPoints strRiverName(), strReachName(), _
lngReachStartIndex(), lngReachPointCount(), _
dblReachPointX(), dblReachPointY()

‘Clear the Output spreadsheet
Sheets(“Output”).Select
Cells.Select
Selection.ClearContents

‘Write column headers
Range(“A1”).Select
ActiveCell.Value = “Reach Points”
ActiveCell.Offset(1, 0).Activate: ActiveCell.Value = _
“River”
ActiveCell.Offset(0, 1).Activate: ActiveCell.Value = _
“Reach”
ActiveCell.Offset(0, 1).Activate: ActiveCell.Value = _
“X Coord”
ActiveCell.Offset(0, 1).Activate: ActiveCell.Value = _
“Y Coord”
ActiveCell.Offset(0, -3).Activate

‘Write Data to Output Spreadsheet
Dim i As Integer, j As Integer
For i = 0 To lngReachCount – 1
ActiveCell.Offset(1, 0).Activate
ActiveCell.Value = strRiverName(i)
ActiveCell.Offset(0, 1).Activate
ActiveCell.Value = strReachName(i)
ActiveCell.Offset(0, 1).Activate
For j = lngReachStartIndex(i) To _
lngReachStartIndex(i) + lngReachPointCount(i) – 1
ActiveCell.Value = dblReachPointX(j)
ActiveCell.Offset(0, 1).Activate
ActiveCell.Value = dblReachPointY(j)
ActiveCell.Offset(1, -1).Activate
Next j
ActiveCell.Offset(0, -2).Activate
Next i

‘Close HEC-RAS
RC.QuitRAS

End Sub

Sub OpenRASProjectByRef(ByRef RC As RAS500.HECRASController)

‘**********************************************************
‘Demonstrates Project_Open subroutine and how to pass the _
HECRASController as a reference.

‘Written by Christopher Goodell
‘July 3, 2012

‘Opens a RAS project by being called from another _
subroutine
‘**********************************************************

‘Open the HEC-RAS Project
Dim strFilename As String
Sheets(“RASProjects”).Select
strFilename = Range(“C4”).Value
RC.Project_Open strFilename

End Sub

[Author]

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