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Thanks, I guess you are right. I did skew the bridge and the cross-sections only, and place the piers as they are aligned with flow.

I am modeling a bridge in Hec_Ras. When I skew the bridge and its cross-sections, it showed the error saying "Pier #1 is partially overlapped with left or right abutment on U/S and D/S side that the piers can't overlap with start or end of the bridge opening." Is this because, i used the skew...

I did calculate the k-value for 90 degree channel bend based on the experimental data published by K-TRAN (Kansas DOT) and entered into Hec_Ras Internal Changes in WS and EG Editor. I guess, this takes into account for the loss due to 90 degree bend at the particular cross section. Thanks to...

Hi, I am modeling 5 barrel box culvert and at the exist the stream bends 90 degree. How to handel exist loss at D/S cross section in HEC_RAS. What should be exist loss coefficient approximately to enter into the ' Set Internal Changes in WS and EG - K Loss ' in HEC_RAS

Well i resolved that issue. but, Now I tried to run floodway encroachment on FEMA cross sections just addding the proposed bridge, no more surveyed x-sections. As, the case is widening i.e proposing 130ft long bridge in place of 50 ft existing bridge, There is a rise in WSE (encroachment)...

I had a FEMA model with encroachment analysis. I added few surveyed cross-sections into this model. And, when I tried to run the encroached model, the 'RUN' stopped at my added station saying ' encroachment at this station blocks out the cross-section'. What is the issue on it, if anyone has any...

When I skew the bridge/culvert and cross section, the ineffective area I set (before skewing), falls on the channel. It appeared that I set the ineffective area inside the channel containing flow. Do I have to adjust the ineffective area again after skewing or leave it as it is. I think, I...

skew the bridge first and then set ineffective area OR set ineffective area then skew the bridge. which one to perform first!!

The Hec_Ras output showed a critical WSE D/S of existing bridge for 100 yr frequency, Froude#1.0, what could be the reason? The WSE profile showed sharp fall down from D/S bridge face. Is it a glitch on Hec_Ras program .

Prabhash, I don't think there is -ve skew. Why don't you tweak little bit the 'n' valves U/S and D/S of bridge to lower the WSE.as, you can have concrete riprap at the bridge... And also, check your U/S and D/S cross section distance.

And also there was about 1ft of scour hole at U/S of bridge.

The Hec_Ras output showed a critical WSE upstream of bridge for 2 and 5 yr frequency, Froude#1.01, what could be the reason? The stream bed seems little steep U/S to bridge.

yes,overtops the culvert. and also,do I have to consider T6 rail in my model. I think, it has only a minimal effect on 100 year discharge.

I am running HEC_RAS for the proposed culvert.The 100 yr flow seems to jump up at the culvert. Is this because of the ineffective flow area that I set.

The regression equation method is statistically based and have a large margin of error-up to 57% for 100-yr discharge compared to NRCS unit hydrograph method which has more input parameters unique to watershed. I still used the regression method for my hec-ras analysis.Had I used the NRCS...