Unit HydrographsCh-7 (Streamflow Estimation)
Transforming the Runoff from Rainfall
Unit Hydrograph Theory
Moving water off of the watershed… A mathematical concept (based on linearity) Linear in nature
Some History behind Unit Some History behind Unit Hydrograph TheoryHydrograph Theory Sherman – 1932(first to propose the concept of ‘Unit
Hydrograph’) Horton - 1933 Wisler & Brater - 1949 - “the hydrograph of surface runoff
resulting from a relatively short, intense rain, called a unit storm.”
The runoff hydrograph may be “made up” of runoff that is generated as flow through the soil (Black, 1990).
Lag time
Time of concentration
Duration of excess precip.
Base flow
Duration Lag Time Time of Concentration Rising Limb Recession Limb (falling
limb) Peak Flow Time to Peak (rise time) Recession Curve Separation Base flow
Unit Hydrograph ComponentsUnit Hydrograph Components
Time Base
Methods of Developing UH’sMethods of Developing UH’s
From Streamflow Data Synthetically
Snyder (for CEE4420 – just know the formula for calculating lag and concentration times that are in the Gupta book
SCS Time-Area (Clark, 1945)
“Fitted” Distributions
Unit HydrographUnit Hydrograph
The hydrograph of direct runoff that results from 1-inch (or 1 unit) of excess precipitation spread uniformly in space and time over a watershed for a given duration.
The key points : 1-inch of EXCESS precipitation Spread uniformly over space - evenly over the watershed Uniformly in time - the excess rate is constant over the
time interval There is a given duration pertaining to the storm – NOT
the duration of flow!
Derived Unit HydrographDerived Unit Hydrograph
0.0000
100.0000
200.0000
300.0000
400.0000
500.0000
600.0000
700.0000
0.00
00
0.16
00
0.32
00
0.48
00
0.64
00
0.80
00
0.96
00
1.12
00
1.28
00
1.44
00
1.60
00
1.76
00
1.92
00
2.08
00
2.24
00
2.40
00
2.56
00
2.72
00
2.88
00
3.04
00
3.20
00
3.36
00
3.52
00
3.68
00
Baseflow
Surface Response
Note: The baseflow shown here (and separated in next slide) was identified using a different graphical method). For the course – keep the baseflow separation simple to ‘flat rate deduction’ or the N=Ad0.2 approach)
Derived Unit HydrographDerived Unit Hydrograph
0.0000
100.0000
200.0000
300.0000
400.0000
500.0000
600.0000
700.0000
0.0000 0.5000 1.0000 1.5000 2.0000 2.5000 3.0000 3.5000 4.0000
Total Hydrograph
Surface Response
Baseflow
Using a UHUsing a UH• Remember what we covered in class last time on how to predict direct
runoff from a storm of given duration and depth of excess precipitation provided you knew the UH for the same duration of the storm:
“The direct runoff from a 2 hour storm with 2 units of excess rainfall shall be twice as much as the direct runoff from a 2 hour storm with 1 unit of excess rainfall”
Storm Hydrograph (4 inches vs 2 inches)
0
50
100
150
200
250
300
350
400
0 5 10 15 20 25 30
Time
Flo
w
Changing the Duration of UHChanging the Duration of UH Very often, it will be necessary to change the duration of the unit
hydrograph. Storms occur in all shapes (rainfall amount) and sizes (durations)
The most common method of altering the duration of a unit hydrograph is by the S-curve method.
The S-curve method involves continually lagging a unit hydrograph by its duration and adding the ordinates.
For the present example, the 6-hour unit hydrograph is continually lagged by 6 hours and the ordinates are added.
Develop S-CurveDevelop S-Curve
0.00
10000.00
20000.00
30000.00
40000.00
50000.00
60000.00
0 6 12 18 24 30 36 42 48 54 60 66 72 78 84 90 96 102
108
114
120
Time (hrs.)
Flo
w (
cfs)
Continuous 6-hour bursts
S-Curve: You get this by adding the ordinates of multiple 6 hr UHs below
Convert to 1-Hour DurationConvert to 1-Hour Duration
1. To arrive at a 1-hour UH from a given 6 hour UH, two S-curves are lagged by 1 hour from each other and the difference between the two lagged S-curve (ordinates) is calculated for every timestep.
2. However, because the S-curve was formulated from unit hydrographs having a 6 hour duration of uniformly distributed precipitation, the hydrograph resulting from the subtracting the two S-curves will be the result of 1/6 of an inch of precipitation.
3. Thus the ordinates of the newly created 1-hour DR hydrograph in step 1must be multiplied by 6 in order to be a true unit hydrograph to get the final 1 hr UH.
4. The 1-hour UH should have a higher peak which occurs earlier than the 6-hour unit hydrograph. Does this make sense ? You are having the same amount of excess rainfall but in a shorter period so the storm is more intense and hence creates runoff faster.
Final 1-hour UHGFinal 1-hour UHG
0.00
2000.00
4000.00
6000.00
8000.00
10000.00
12000.00
14000.00
Time (hrs.)
Un
it H
ydro
gra
ph
Flo
w (
cfs/
inch
)
0.00
10000.00
20000.00
30000.00
40000.00
50000.00
60000.00
Flo
w (
cfs)
S-curves are lagged by 1 hour and the difference
is found.1-hour unit
hydrograph resulting from lagging S-
curves and multiplying the difference by 6.
Steps for Changing duration Steps for Changing duration of UHof UH
Suppose you are asked to change the duration of a given 2 hour UH to a 6 hour UH. Let tr=2hr (original duration) and trb=6hr (required duration).
1. First lag a minimum of tb/tr number of 2 hour UHs. So suppose, tb (time base of flow) is 12 hours, then in this case you should lag at least 12/2=6 2 hour UHs. Round off this number to the nearest higher integer.
2. Next, add all the ordinates as a function of time. You should get an S-type shape where the flow will reach a steady-state and saturated value. In exam, step#1 is very handy to save time. And the moment you get your highest flow value, that can be your S-curve peak value that you can maintain from thereafter.
3. Now lag two S-curves (derived in step#2) by duration trb (6 hour). And then subtract the ordinates.
4. Step #3 will give you a DRH for a trb duration storm. Multiply the ordinates by tr/trb to get your 6 hour UH from the given 2 hr UH.
Synthetic UHsSynthetic UHs
Snyder (this is good enough for course)
SCS Time-area
SnyderSnyder
Since peak flow and time of peak flow are two of the most important parameters characterizing a unit hydrograph, the Snyder method employs factors defining these parameters, which are then used in the synthesis of the unit graph (Snyder, 1938).
The parameters are Cp, the peak flow factor, and Ct, the lag factor.
The basic assumption in this method is that basins which have similar physiographic characteristics are located in the same area will have similar values of Ct and Cp.
Therefore, for ungaged basins, it is preferred that the basin be near or similar to gaged basins for which these coefficients can
be determined.
Basic RelationshipsBasic Relationships
3.0)(catLAG
LLCt
5.5LAG
duration
tt
)(25.0.. durationdurationaltLAGlagalt
tttt
83 LAG
base
tt
LAG
p
peak t
ACq
640
Significance of Unit Hydrograph
Watersheds response to a given amount of excess precipitation is just a multiplier of the unit hydrograph
Use unit hydrograph as a basis to determine the storm hydrograph from any given rainfall distribution
Example
Given the following rainfall distribution
The watershed will respond as follows
Time Precipitation
1 0.5
2 3
3 1.5
4 0.2
Example
Incremental Storm Hydrographs
0
100
200
300
400
500
0 5 10 15 20 25 30 35
Time
Flo
wTime (hr) Precipitation
1 0.5
2 3
3 1.5
4 0.2
For hour 1: multiply your 1 hr UH by 0.5 and plot it starting at t=1hr
For hour 2: multiply your 1 hr UH by 3 and plot it starting at t=2hr…. And so on
You get four DRHs plotted for each hour as above
Example
Incremental + Final Storm Hydrograph
0
100
200
300
400
500
0 5 10 15 20 25 30 35
Time
Flo
w
Now add all your ordinates to get the final DRH – shown here by the tallest DRH.
This is the DRH you will get from the storm of 4 hours with variable intensity