Names: Lab #6, Floods and Runoff Part I –Flood frequency

ESS 315

A flood is any relatively high flow of water over land that is not normally under water. Floods occur at streams and rivers but can also be caused by high rainfall or snowmelt as well as high tides along seashores, high groundwater levels, dam failures, and high water levels in lakes. Floods happen naturally in rivers as a response to hydrologic, meteorologic and topographic factors. Dams, levees, channelizing rivers, development of agricultural, urban, and suburban areas, and deforestation also effect floods. In this section of the lab you will become familiar with the nature of river floods, the problems that are created by flooding, and potential solutions. Discharge is defined as the rate of stream flow at a given instant in terms of volume per unit time at a given location. Discharge can be calculated from the equation:

Q = A *V where Q= discharge (in cubic feet per second, cfs, or m3/s) A = cross-sectional area of the wetted channel (width of the channel at a given location multiplied by the depth of the water at that location) V= velocity of the flow (in ft/s or m/s) Flood frequency (the average occurrence of flooding of a given magnitude, over a period of years) is based on the maximum discharge for the year at a given point. Recurrence intervals or return periods are generally used to characterize flood frequency. A recurrence interval is the average time interval (in years) between the occurrence of two floods with the same water level. It can be calculated from the equation: (n + 1) T= m where T = Recurrence Interval (years) n = the number of years of record m = is the order of the annual flood discharges from the greatest (1), to the smallest for the number of years of record
One way to view flood data is to plot it on a flood frequency graph with discharge plotted on the vertical axis and recurrence interval on the horizontal axis. Drawing a best fit line allows you to extrapolate the average number of years that will pass until a given magnitude flood occurs again. The longer the number of years of flood records, the more likely it is that floods with extremely large discharges have been recorded. The annual probability of exceedence is calculated from the recurrence interval as:

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1 . T P is the likelihood that in a single year the annual maximum flood will equal or exceed a given discharge. This means that a flood with a recurrence interval of 10 years has a 10% chance of occurring in any year while a 100 year flood has the probability of occurring 1% chance of occurring in any year. P=
Flood Frequency in the Seattle/Tacoma Area

The data below are slightly modified from U.S. Geological Survey information. During lab, the TA will assign you to calculate flood frequency using just one of the four data sets.
Mercer Creek Data Set 1
Year 1957 1958 1959 1960 1961 1962 1963 1964 1965 1966 1967 Year 1941 1942 1943 1944 1945 1946 1947 1948 1949 1950 1951 Peak Flood Discharge (cfs) 180 238 220 210 192 168 150 224 193 187 254 Peak Flood Discharge (cfs) 9310 10900 12900 13600 12800 22000 9990 6420 9810 11800 18400 Rank Recurrence Interval Year 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 Rank Recurrence Interval Year 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986

Mercer Creek Data Set 2
Peak Flood Discharge (cfs) 518 414 670 612 404 353 832 504 331 228 664 Peak Flood Discharge (cfs) 4490 9920 6450 8730 5200 9300 10800 9140 10900 7030 11800 Rank Recurrence Interval

Green River Data Set 1

Green River Data Set 2
Rank Recurrence Interval

Use your data set to estimate the likely discharge for a 100-year flood by following these steps: 1.) Rank the peak flood discharges for the data set in order of magnitude. Start with 1 for the largest and end with 11 for the smallest. 2.) Use the formula for recurrence interval given above to determine the recurrence interval for each of the 11 floods.

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3.) Plot the discharge and recurrence interval for each of your 11 floods on the provided piece of semi-logarithmic graph paper with discharge plotted on the vertical axis and recurrence interval on the horizontal axis. Place the paper so that the logarithmic scale is on the horizontal axis. 4.) Draw a best-fit straight line on your graph that extends to the right hand side of the graph.

Questions:
What is the predicted discharge (in cfs) for a 100-year flood based on your data?

Compare this discharge with the other group working on the other set of data for the same river. How does your prediction of 100 year flood discharge compare with the answer that they got?

What possible human activities in the watershed could have caused the difference in predicted floods that result from the two sets of data?

After you finish your interpretation your stream, talk to a group that worked on a different river. How do their data compare to yours? What human activities did they suggest for the changes in flood predictions they discovered?

Based on the flood predictions for all four data sets, what does the contrast in predicted flood discharges imply about the usefulness of the 100-year flood as a legal designation for these two streams?

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Part II: Runoff prediction
When it rains, some of the water infiltrates the ground and soils, where it can be used by plants or recharge the groundwater system. When precipitation rates exceed the soil’s capacity to absorb water (the infiltration rate), the remaining water flows along the ground surface as “runoff.” Urbanization greatly increases the proportion of impermable ground surfaces (parking lots, roads, buildings), and thus can change surface water (i.e., stream) discharge patterns. The purpose of this exercise is to introduce you to two commonly used methods of predicting changes in precipitation runoff caused by urbanization. You will use the Rational Runoff and the Soil Conservation Service (SCS) methods to calculate: 1) discharge rates under existing conditions, and 2) predicted discharge rates once the basin has been developed.

The Situation
Assume that you are planning a residential development in an area of northern King County, near Duvall. The drainage basin encompasses approximately 100 acres of gently rolling (3-5% slopes) farm land (mostly pastures). The maximum length of the catchment is 10,000 feet. The current soil survey map shows that the catchment is underlain entirely by “Alderwood soils,” which represent the single most common soil in the Puget Lowland (see attached description). Your proposal calls for constructing 60 single-family dwellings within the drainage basin, each on half-acre lots. The remainder of the basin is to be left in agriculture. Downstream of the proposed development is a community with facilities (i.e. storm drain network, holding ponds, etc.) designed to accommodate floods up to the 100-year event. Your question: will present facilities be overwhelmed if another 100-year event occurs after development?

Method 1: The Rational runoff formula

Q=CIA where Q = discharge (cubic feet per second (cfs)) C = rational runoff coefficient, from Table 1 I = rainfall intensity (inches per hour) A = area of catchment (acres) To use the rational runoff formula, we must know what storm duration produces an equivalent recurrence of flooding. The rational runoff formula assumes that the maximum travel time for runoff in the basin (the time of concentration) is the correct duration of storm to evaluate. Assume that the time of concentration for your basin is 30 minutes. Looking in a U.S. Weather Service table, you see that the 100-year 30-minute rainfall intensity is 1.25 inches/hour. From the description of Alderwood soils, determine what the Rational Runoff Coefficient should be from the Rational Runoff Coefficient Table (Table 1).

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Using the rational runoff formula (Q=CIA), calculate the peak runoff rate expected from this design rainfall. Watch your units (feet, inches, acres, etc.)! HANDY TIP: 1 inch per hour from one acre ~ 1 cfs a.) from the undisturbed basin

b.) from the same basin after development

c.) what assumptions of the method are your calculations based on?

d.) How good are these assumptions?

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Method 2: SCS method
Steps for using the SCS method (the required map, chart, and tables are provided): 1. Use the Classification of Soil Type Table (TABLE 2) to determine the soil classification (A, B, C, or D). 2. Use the Western Washington Runoff Curve Numbers Table (TABLE 3) to look up the curve number for the pre-development land use. 3. The curve number that you determined for step 2 should be considered “normal” soil conditions and corresponds to Antecedent Moisture Condition (AMC) II. Use the AMC Table (TABLE 4) to estimate curve numbers for dry and wet soil conditions as well. For example, if the curve number for AMC II is 60, it will be 40 for AMC I and 78 for AMC III. You may need to interpolate. 4. Locate your site on the laminated 100-year, 24-hour Precipitation Maps, and determine the 100-year 24-hour precipitation amount. 5. Plot each of the three curve numbers against the 24-hour precipitation on the Curve Number Chart. This will give you the storm runoff (in inches) for each of these conditions. 6. Use the following equation to find the average discharge (Q); express the result in cubic feet per second (watch your units!):
Q=
Write your discharge here:

Storm runoff x site area storm duration

Now, use the SCS method to predict the volume of runoff from the same basin under 100-year storm conditions. In this region of the country, it has been observed that the best correlation between rainfall recurrence interval and flood recurrence interval occurs at about the 24-hour storm duration. Therefore, you should always use the 24-hour rainfall totals with the SCS method. Note that to calculate peaks, you would need a simulated distribution of rainfall.
Using the SCS method and a 24-hour, 100-yr storm, calculate the runoff volume:

a.) for the site before development

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b.) for the site after development

c.) Discuss the differences between these values and those obtained using the rational runoff method.

d.) Briefly, what could be done to minimize the effects of the proposed development?

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ALDERWOOD ASSOCIATION SOIL DESCRIPTION
Moderately well drained, undulating to hilly soils that have dense, very slow permeable glacial till at a depth of 20-40 inches; found on uplands and terraces.

Alderwood soils are moderately well drained gravelly sandy loams that are 24-40 inches deep over consolidated glacial till. They have convex slopes that are dominantly 0-30% but range to as much as 70%. Slopes of more than 15% are generally no more than 200 feet long. The soils of this association are well suited to pasture and timber production but are poorly suited to cultivated crops. Urban development is occurring rapidly. Limitations for homesites are moderate and slight on most of this association but are severe on Kitsap soils. The Alderwood series formed under conifers, in glacial deposits. The annual precipitation is 3060 inches, most of which is rainfall between October and May. The mean annual air temperature is about 50o F. The frost-free season is 150-200 days. Elevation ranges from 100-800 feet. In a representative profile, the surface layer and subsoil are very dark brown, dark-brown, and grayish-brown gravelly sandy loam about 27 inches thick. The substratum is grayish-brown, weakly consolidated to strongly consolidated glacial till that extends to a depth of 60 inches or more. Alderwood soils are used for timber, pasture, berries, row crops, and urban development. They are the most extensive soils in the survey area. Permeability is moderately rapid in the surface layer and subsoil and very slow in the substratum. Roots penetrate easily to the consolidated substratum where they tend to mat on the surface. Some roots enter the substratum through cracks. Water moves on top of the substratum in winter. Available water capacity is low. Runoff is slow to medium, and the hazard of erosion is moderate.

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TABLE 1: Rational Runoff Coefficient, C
URBAN AREAS Streets: asphalt concrete brick Drives and walks Roofs Lawns: sandy soil, gradient < 2 % sandy soil, gradient > 7 % heavy soil, gradient < 2 % heavy soil, gradient > 7% C 0.70-0.95 0.80-0.95 0.70-0.85 0.75-0.85 0.75-0.95 0.05-0.10 0.15-0.20 0.13-0.17 0.25-0.35

The values listed above can be used, together with areas of each type of surface measured from a map or aerial photograph, to compute weighted average values of C. Alternatively, the following overall values apply to most North American urban areas. Business areas: high-value districts neighborhood districts Residential areas: single-family dwellings multiple-family dwellings, detached multiple-family dwellings, attached suburban apartment buildings Industrial areas: light heavy Parks and cemeteries Playgrounds Unimproved land RURAL AREAS Sandy and gravelly soils: cultivated pasture woodland Loams and similar soils without impeding horizons: cultivated pasture woodland Heavy clay soils or those with a shallow impeding horizon: shallow soils over bed rock: cultivated pasture woodland 0.75-0.95 0.50-0.70 0.30-0.50 0.40-0.60 0.60-0.75 0.25-0.40 0.50-0.70 0.50-0.80 0.60-0.90 0.10-0.25 0.20-0.35 0.10-0.30 0.20 0.15 0.10 0.40 0.35 0.10 0.50 0.45 0.40

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TABLE 2: Classification of Soil Types
CLASSIFICATION A (low runoff potential) B TYPE OF SOIL Soils with high infiltration capacities, even when thoroughly wetted. Chiefly sands and gravels, deep and well drained. Soils with moderate infiltration rates when thoroughly wetted. Moderately deep to deep, moderately well to well drained, with moderately fine to moderately coarse textures. Soils with slow infiltration rates when thoroughly wetted. Usually have a layer that impedes vertical drainage, or have a moderately fine to fine texture. Soils with very slow infiltration rates when thoroughly wetted. Chiefly clays with a high swelling potential; soils with a high permanent water table; soils with a clay layer at or near the surface; shallow soils over nearly impervious materials.

C D (high runoff potential)

TABLE 3: Western Washington Runoff Curve Numbers LAND USE DESCRIPTION HYDROLOGIC SOIL GROUP A B C D Cultivated land- winter condition 86 91 94 95 Mountain open areas- low growing brush and grasslands 74 82 89 92 Meadow or pasture 65 78 85 89 Wood or forest land- undisturbed 42 64 76 81 Wood or forest land- young second growth or brush 55 72 81 86 Orchard- with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, etc. good condition- grass cover on 75 % or more 68 80 86 90 fair condition- grass cover on 50-75 % 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies- lakes, wetlands, ponds, etc. 100 100 100 100 Residential Average lot size Average % Impervious 1/8 acre or less 65 ¼ acre 38 1/3 acre 30 ½ acre 25 78 83 89 94 1 acre 20

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TABLE 4: Antecedent Moisture Condition
CN FOR ANTECEDENT MOISTURE CONDITION I 100 87 78 70 63 56 51 45 40 35 31 26 22 18 15 12 9 6 4 2 CN FOR ANTECEDENT MOISTURE CONDITION II 100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 CN FOR ANTECEDENT MOISTURE CONDITION III 100 98 96 94 91 88 85 82 78 74 70 65 60 55 50 43 37 30 22 13

For the purposes of this lab we will assume an antecedent moisture condition II. Ordinarily we would determine the correct antecedent moisture condition by finding out the 5-day rainfall total and using the following table

ANTECEDENT MOISTURE CONDITION CLASS I II III

5-DAY TOTAL ANTECEDENT RAINFALL (INCHES) GROWING SEASON DORMANT SEASON Less than 0.5 Less than 1.4 0.5-1.1 1.4-2.1 Over 1.1 Over 2.1

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Runoff Curve Number Chart
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Curve Number
100 95 90 85 80 75 70 65 60 55 50 45 40 35 30 25 20

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Total Storm Runoff (inches)

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4

3

2

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0 0 1 2 3 4 24-hour Precipitation (inches) 5 6 7 8

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