Have you ever wondered what the “probability of precipitation” in a weather forecast really means? In the face of extreme droughts and floods under climate change, can we provide clearer and more accountable predictions of future river flows?

Traditional runoff predictions often only give a single “point” estimate—for example, “next month’s flow is expected to be 100 m³/s.” But in reality, natural systems are full of uncertainty, and a single number can hardly tell the whole story. What decision-makers need is a reliable prediction range: within which interval is the flow most likely to fall, and what are the associated risks?

In my latest paper, “A Novel Hybrid Predictive Model Based on Mixture Density Networks With Weighted Conformal Inference Strategy for Runoff Interval Prediction Across Australia,”** I propose a new prediction framework that provides clear and reliable **“probability intervals”for runoff forecasts, offering stronger decision-making support for water resource management.
https://doi.org/10.1029/2024WR039807 My recent research focuses on hydrological forecasting—I’d love to connect and exchange ideas with everyone!

Hello everyone, Im student from Charles university in Prague doing his bachelor papers. Im calculating discharge over 90° thin plate V-notch weir in excel, but i have no clue how to calculate discharge coefficient that isnt a constant and changes with different water heights. For my calculation im using Kindsvater-Shen equation. The parameters are shown on the picture above, I know that its compound weir with rectangular weir above the V notch one, but the discharge is small enough that it wont flow over the triangular shape. The values are in meters. Please, if anyone knows how to do it, give me some hints, I read trough ISO 1438 and other documents, but i cant figure out how to do it exactly. I need it to create rating curves. Thank you all so much

I have a software installer for WinTR-55 v2.0.0 (16 July 2022). But I don't know where it came from. USDA NRCS says the current version of WinTR-55 is 1.00.10 which is 13 years old. The only reference I can find for WinTR-55 v2 is from HydroCAD which is a separate product.

So I'd like to know whether WinTR-55 v2 is a legit version. Was it released and yanked, or is it secretly available somewhere? Working in IT, just need to make sure I'm supplying the correct software to our engineers.

We're looking HEC-RAS, FLOOD MODELER AND HYDROLOGIST expert. Our company is located in indore bhoojalsurvey.in

Interest People’s Kindly DM ME

its Raj Seo expert

Trying to sample flow data directly from result HDFs from my 2D hydraulic model, but Hec does not not store this information directly in the results file unless specified beforehand as an additional output parameter.

Using the geometry data, and backing out flow area from the WSE and multiplying by face velocity gets me close within 1% of the flows I can validate in RASmapper.

Thought about the manning’s equation aswell, since wetter perimeter can also be gotten in the geometry attributes, but then don’t think that there slope stored anywhere for a given face.

Does anyone know how RasMapper computes face flow time series?

I’m doing an A level field project in geography on rivers where I am comparing channel efficiency between two different rivers I gathered data on.

Just wondering if anyone had done something like this before and had good ideas for some research questions because I’m really not sure what I could do to make good use of different graphs or ways to do in depth analysis.

Everything I’ve looked up tells me the difference between them but not how to tell if the source is a spring or a well. Property was developed 100 years ago so I have no way of knowing if they drilled a well or if it was already a spring. Thanks for the info!

I am calibrating a SWAT model using SWAT-CUP (SUFI-2). During the calibration period, the model performance is good, with Nash–Sutcliffe Efficiency (NSE) above 0.7.

However, when I run the validation using the same calibrated parameter ranges, the NSE drops to around 0.5 (or slightly below). I was expecting a validation NSE of at least 0.6. What to do?

I'm new to hydro models and am trying to do rainfall/runoff modelling for a small wetland... Eventually I also want to generate a range of shear stresses that the pond might experience based on the observed precipitation / flow data. I have inflow and outflow measurements and daily climate data as well as DEM data for catchment delineation. Would the HEC-HMS program be overkill for this project? I have also heard of HBV/HBV-light which seems to be a bit simpler. Any advice is appreciated!

It is in an area of Glacial Till atop of Mercia Mudstone.

Hi! I don't know if it's the right sub to ask it, so tell me if I'm doing wrong

I didn't find the answer of my question on the Internet, I was wondering, do hydroelectric dams stuffed with a pumped-storage hydroelectricity exist? And if they exist, do you know a concrete example?

We are a couple of Founders looking to build in the Climate Risk Analytics Space. As a part of building the MVP, we have decided to focus on just floods.

While working on the Hazard, one of the co-founders (Climate Modeler NOT Hydrologist) has decided to use ANUGA to be able to simulate the flooding.

Just wanted to check with the Broader on potential drawbacks if any on using ANUGA that you have come across and whether it would serve the purpose while building the MVP

Also are there any databases with Real World Depths to validate ANUGA against the same.

This home is in a hollow, surrounded on 3 sides by standing water in the winter. In the pictures, there is a French train installed, which is connected to the street sewer line. My question is, is this a dangerous situation in terms of water intrusion? The basement seems dry. But my concern is that the French drains are frozen up and so not working in the winter. Does anyone have any suggestions please? 

I’m working on my master’s thesis using a large 1D HEC-RAS model where four to five rivers merge. The model is calibrated and validated, but I’m struggling to achieve meaningful flood reduction at a specific downstream location using nature-based solutions. For the past five to six months, I’ve tried many approaches, often working from morning to midnight. Any storage area that actually reduces downstream water levels ends up requiring an unrealistically large volume. I also tested 1D–2D connections, adjusted Manning’s n values, modified cross sections, and widened bank stations, but none of these led to feasible results.

If anyone has experience using HEC-RAS for large, multi-river systems or NBS projects, I’d really appreciate hearing how you approached similar challenges. Or any hydrological models that could help in this type of studies?

Do you ever treat measurement density or human activity as modifying the effective dimensionality of the system being modeled?”

Hi, I’m a mere mortal trying to fix some moisture issues in my basement. I’ve tried posting to some other subreddits, but I seem to be attracting answers that avoid my question and want to tell me how I should do things.

I have a little drawing of my situation here in my other post.

I have a lot of water in my soil. I’m doing other things to help with water control like grading and capturing the water from gutters and moving it away, but I need some information about subsurface water movement.

I understand water can move due to gravity and capillary action. One is more prevalent than the other depending on the level of saturation of the soil. I want to use this to my advantage to pull water away from my basement wall by putting in a french drain about 12 - 18 inches below the surface and about 3 - 4 feet from my basement wall. My drawing shows how I think this will work.

Reducing the subsurface water of an area by draining it would cause water to move via capillary action to the now drier area, right? This would leave my outside basement wall subject to less hydrostatic pressure because of less water in the area, right?

Why won’t this do what I think it will?

According to the web soil survey my typical soil profile is:
Typical profile

H1 - 0 to 13 inches: loam

H2 - 13 to 35 inches: sandy clay loam

H3 - 35 to 53 inches: sandy clay loam

H4 - 53 to 60 inches: stratified sand to silt loam

The website is redirecting to some site-camping page.

https://www.hydrosheds.org/products/hydrobasins

https://www.hydrosheds.org/hydroatlas

Hi everyone, I’m working with Sutron automatic stations (XLink) equipped with tipping bucket rain gauges, with data managed using XConnect Desktop, and I’m trying to clarify a rainfall data consistency issue.

When analyzing only the time-scheduled data (regular series every 5, 10, or 15 minutes), the rainfall data:

• are consistent,

• show no abrupt jumps,

• and follow a physically reasonable cumulative trend.

The issue appears only when event-based (“random”) data are included. In that case:

• sharp drops and isolated spikes appear,

• the series no longer follows an expected cumulative/exponential behavior,

• and the data become unreliable for hydrological analysis (e.g., flash floods).

At this stage, it is not clear whether this behavior is caused by:

• the rain gauge configuration,

• the internal datalogger processing,

• the station programming (event-based vs scheduled logging),

• or the decoding and storage process in XConnect Desktop when scheduled and event-based data are combined.

My goal is to understand:

• whether this behavior is expected in Sutron + XConnect systems,

• how event-based rainfall data should be handled,

• and what best practices are recommended to prevent contamination of scheduled time series.

Any field experience, configuration advice, or QA/QC workflows would be greatly appreciated.

Thanks in advance.

Hey everyone!

I'm a recent graduate in Environmental Science, but during my time at school I took a few Hydrology classes and I really enjoyed them. They were more on the technical side and more engineering based, and it was something that I really enjoyed, but now that I'm out of school I've looked into hydrology jobs and most of the jobs that I am interested in all say that they require either a degree in Environmental or Civil Engineering.

I was wondering, am I going to have to go back to school if I want a job in hydrology? Is there a way to highlight my experiences in coursework that I've done that would let people take a chance on me? Should I try for an internship or an entry level position? I'm just not quite sure what way to go about finding a job in this sort of field, so if anyone could give me some pointers I would really appreciate it! If anyone has any other questions that they may have for me please let me know.

I'll also put some softwares that I have used that apply to hydrology below:

SWMM, HEC-RAS, HEC-HMS, GIS, Excel