BASIN STRATEGY:

Hydrologic Analysis

March 2003

Prepared for:

The Red River Basin Flood Damage Reduction Work Group

Prepared by:

Technical and Scientific Advisory Committee (TSAC)

Primary author: Brent Johnson

BASIN STRATEGY: Hydrologic Analysis

March 2003

Prepared for: The Red River Basin Flood Damage Reduction Work Group Prepared by: Technical and Scientific Advisory Committee (TSAC)

Primary author: Brent Johnson I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision, and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota.

___________________________________ Brent H. Johnson MN. Reg. No. 20378

Date: ______________________________

Houston Engineering, Inc. 10900 73rd Avenue N. Ste. 106 Maple Grove, MN 55369 Phone (763) 493-4522 Fax (763) 493-5572 HE Project #1782-011

TABLE OF CONTENTS for

Basin Strategy: Hydrologic Analysis

March 2003

Page Chapter 1: Introduction 1-1 Chapter 2: Hydrologic Model Study 2-1 2.1 General Modeling Method 2-1 2.2 Gate-Controlled Reservoir Simulation 2-7 2.3 Local Inflow Hydrographs 2-8 2.4 Detention Time 2-10 2.5 Reservoir Storage Period 2-14 2.6 Limitations 2-17 2.7 Hydrologic Modeling Results 2-18 2.8 Ideal Storage 2-25 Chapter 3: Storage and Channel Capacity for 10-Year Ag Drainage Design 3-1 3.1 10-Year Precipitation and Runoff 3-3 3.2 Runoff Volume Versus Drainage Area 3-4 3.3 SCS Design Channel Capacity Versus Drainage Area 3-4 3.4 Storage Versus Channel Capacity 3-5 3.5 Summary 3-9 Chapter 4: Timing of Tributary Peak Flow Contributions to Mainstem Floods 4-1 4.1 Tributary Timing Comparison 4-2 4.2 Comparison of Tributary Timing By Flood 4-3 4.3 Tributary Timing and Runoff Volumes Within 8-Day Window 4-5 4.4 Summary 4-7 Chapter 5: Study Summary 5-1 5.1 How Long Should Flood Water Be Stored? 5-6 5.2 How Much Flood Storage is Needed and What Will Be the FDR Impact? 5-6

List of Tables Chapter 2 Table 2-1 Tributary Areas Studied 2-3 Table 2-2 Example of Hydrograph Diversion 2-5 Table 2-3 Detention Time of the Red River Floods 2-12 Table 2-4 Volumes Diverted to Virtual Storage From Tributary Areas 2-22 Table 2-5 Observed Flow and Virtual Flows Reductions 2-23

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Chapter 3 Table 3-1 Design Precipitation and Runoff Depths 3-3 Table 3-2 Drainage Area vs. Runoff Volume 3-4 Table 3-3 Storage Requirements vs. Drainage Area for Typical Ditch Capacity 3-7 Chapter 4 Table 4-1 Floods Studied by the Corps and RRWMB 4-1 Table 4-2 Highest Peak Discharges Observed at Emerson, Manitoba 4-2 Table 4-3 Time Interval Between Peaks of Routed Tributary and Mainstem Hydrograph 4-6 Table 4-4 Time Interval Between Peaks of Routed Tributary and Mainstem Hydrograph (Second Peaks for Buffalo, Goose, and Turtle Rivers) 4-8 Table 4-5 Tributary Timing and 8-Day Volumes for 1997 Flood 4-9

List of Figures Chapter 2 Figure 2-1 Modeling Example 2-6 Figure 2-2 1997 Flood Observed and Routed Through a Virtual Storage Reservoir 2-7 Figure 2-3 Detention Time of Red River Floods 2-12 Figure 2-4 Detention Time of 1997 Flood at Emerson, Manitoba 2-13 Figure 2-5 Red River Spring Floods at Grand Forks (1948 to 1997) 2-13 Figure 2-6 1997 Flood Observed at Wahpeton, ND and Virtual Flow due to 50% Tributary Reduction 2-15 Figure 2-7 1997 Flood Observed at West Fargo, ND and Virtual Flow due to 50% Tributary Reduction 2-15 Figure 2-8 Ottertail River 1997 Flood Observed and Routed Through a Virtual Storage Reservoir 2-16 Figure 2-9 Triangular Hydrograph Volumes 2-17 Figure 2-10 1997 Flood Observed at Emerson, Manitoba and Virtual Flow due to 50% Tributary Reduction 2-19 Figure 2-11 1997 Flood Observed at Emerson, Manitoba and Virtual Flow due to 25% Tributary Reduction 2-20 Figure 2-12 Mainstem Peak Flow Reduction vs. Volume Stored Within Virtual Dams 2-24 Figure 2-13 Tributary Peak Flow Reduction vs. Volume Stored Within Virtual Dams 2-24 Figure 2-14 Ideal Volume Removed From Flood for Peak Flow Reduction – Virtual Effects of Storage of Upper 25% of Tributary Flows 2-26 Figure 2-15 Ideal Volume Removed From Flood for Peak Flow Reduction – Virtual Effects of Storage of Upper 50% of Tributary Flows 2-26

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Chapter 3 Figure 3-1 Storage Capacity vs. Channel Capacity; 1, 10, and 100 Square Miles 3-7 Figure 3-2 Storage Capacity vs. Channel Capacity; 1 Square Mile 3-8 Figure 3-3 Storage Capacity vs. Channel Capacity; 10 Square Miles 3-8 Figure 3-4 Storage Capacity vs. Channel Capacity; 100 Square Miles 3-9 Chapter 4 Figure 4-1 Timing Between Routed Tributary and Red River Peak Flow 4-3 Figure 4-2 Number of Routed Tributary Peak Flows Occurring Within Successive Eight-Day Windows of the Mainstem Peak 4-4 Appendix A HEC-1 Input Data Appendix B CD Containing Digital Copies of Model Cover map prepared by: Ecological Research Division Environment, Canada

CHAPTER 1

INTRODUCTION The Red River Basin Flood Damage Reduction Work Group (Work Group) requested its

Technical and Scientific Advisory Committee (TSAC) to develop specific basin-wide strategies

for achieving flood damage reduction and natural resource goals for use in preliminary planning

for basin flow management efforts. The natural resource problems and opportunities document

has been completed. This report provides the technical basis of the storage goals component of

the hydrologic study.

This report includes several components:

-Hydrologic Model Study of the Effects of Tributary Storage

-Analysis of Storage and Capacity Relations in 10-year Ag Drainage Design

-Analysis of Timing of Tributary Contributions to Mainstem Floods

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CHAPTER 2

HYDROLOGIC MODEL STUDY This study analyzes flood damage reduction within the 36,000 square mile contributing

watershed of the Red River Basin of Minnesota, North Dakota and South Dakota. Goals of the

study are to determine target flood storage volumes, flood storage locations, and to reduce flood

damages on the Red River and its tributaries. This work included hydrologic routing within a

430-mile river reach extending from Lake Traverse to Emerson, Manitoba, data analysis, and

preparation of the study report. This portion of the study deals with several “what if” scenarios.

For example:

What effect would there be upon Red River flood flows if peak tributary inflow was

reduced by 25 and 50 percent?

How much storage would be required to achieve these reductions?

How long should floodwater be stored?

2.1 General Modeling Method

The Red River Watershed Management Board’s (RRWMB) hydrologic model of the

1997 Red River Flood1 was modified for use in this flood storage analysis. The RRWMB

model is a HEC-12 hydrologic model using the Straddle-Stagger empirical flood routing

method. The storage model simulates the virtual condition where hypothetical reservoirs

temporarily store part of the tributary inflow during the 1997 Red River flood. The

model allows a determination of the effects that additional storage would have had upon

flow in the Red River downstream. The effects of the virtual storage are compared to the

1 Red River Watershed Management Board, Hydrologic Routing of the 1997 Red River Flood, 1999. 2 US Army Corps of Engineers, HEC-1 Flood Hydrograph Package, Hydrologic Engineering Center, Davis California, 1985.

2-1 (1782.011)

CHAPTER 2

observed flood conditions. The model allows the determination of the theoretical impact

that virtual reservoirs might have had upon the 1997 Red River Flood.

The study analyzes the Red River upstream from Emerson, Manitoba. Virtual reservoirs

are simulated on many of the rivers that are tributary to the Red River as well as within

areas of local inflow (ungauged areas that contribute directly to the Red River). The

Roseau River was not included within the model since it is not upstream from Emerson,

but volume calculations for the Roseau River at Caribou have been made and are

included in the summary tables. Table 2-1 lists the 39 U.S. Geological Survey stream

flow gauging stations and tributary areas included in the study.

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CHAPTER 2

Table 2-1 Tributary Areas Studied

SITE DRAINAGE AREA

(sq. mi.) BOIS DE SIOUX R. NEAR WHITE ROCK, SD 1160

OTTERTAIL R. BELOW ORWELL DAM 1740 RED RIVER LOCAL ABOVE WAHPETON 1110

RED R. AT WAHPETON, ND 4010 RED R. LOCAL ABOVE HICKSON 290

RED R. AT HICKSON, ND 4300 WILD RICE R. NEAR RUTLAND, ND 546

WILD RICE R. LOCAL ABOVE ABERCROMBIE 1534 WILD RICE R. AT ABERCROMBIE, ND 2080

RED R. LOCAL ABOVE FARGO 420 RED R. AT FARGO, ND 6800

SHEYENNE R. NEAR KINDRED, ND 5000 SHEYENNE R. LOCAL ABOVE HORACE 40

SHEYENNE R. AT HORACE, ND 5040 SHEYENNE R. LOCAL ABOVE W. FARGO 30

SHEYENNE R. AT W. FARGO, ND 5070 MAPLE R. NEAR ENDERLIN, ND 843

MAPLE R. LOCAL ABOVE MAPLETON 637 MAPLE R. AT MAPLETON, ND 1480

RUSH R. AT AMENIA, ND 116 BUFFALO R. NEAR HAWLEY, MN 322

S. BRANCH OF THE BUFFALO R. AT SABIN, MN 522 BUFFALO R. LOCAL BELOW SABIN AND HAWLEY 196

BUFFALO R. AT DILWORTH, MN 1040 WILD RICE R. AT HENDRUM, MN 1600 RED R. LOCAL ABOVE HALSTAD 1894

RED R. AT HALSTAD, MN 18000 GOOSE R. AT HILLSBORO, ND 1203 MARSH R. NEAR SHELLY, MN 151 SANDHILL R. AT CLIMAX, MN 426

RED LAKE R. AT HIGHLANDING 2300 THIEF R. NEAR THIEF RIVER FALLS, MN 959

CLEARWATER R. AT PLUMMER, MN 512 LOST R. AT OKLEE, MN 266

CLEARWATER R. LOCAL BELOW PLUMMER AND OKLEE 592 CLEARWATER R. AT RED LAKE FALLS, MN 1370 RED LAKE R. LOCAL ABOVE CROOKSTON 641

RED LAKE R. AT CROOKSTON, MN 5270 RED R. LOCAL ABOVE GRAND FORKS 1250

RED R. AT GRAND FORKS, ND 26300 TURTLE R. NEAR ARVILLA, ND 311

FOREST R. AT MINTO, ND 740 MIDDLE R. AT ARGYLE, MN 265 PARK R. AT GRAFTON, ND 695

RED R. LOCAL ABOVE DRAYTON 2689 RED R. AT DRAYTON, ND 31000

S. BRANCH TWO RIVERS AT LAKE BRONSON, MN 444 PEMBINA R. NEAR WINDYGATES, MAN. 3020

PEMBINA R. LOCAL BELOW WINDYGATES 390 PEMBINA R. AT NECHE, ND 3410

TONGUE R. AT AKRA, ND 160 RED R. LOCAL ABOVE EMERSON 1386

RED R. AT EMERSON, MAN 36400 ROSEAU R AT CARIBOU

(Note: Roseau R is not in model) 1560

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CHAPTER 2

Specific reservoir locations have not been identified except as within each tributary

drainage area. The modeling has been done as though the storage areas are located at the

gauging sites, with the assumption that the storage is fully effective in reducing the flows

at the gauging sites. The model determines the virtual storage removed from a

hydrograph. Actual reservoirs will need to hold larger volumes to achieve the same

effects since actual reservoirs are not totally efficient and timing of operation during a

flood will not likely be as perfect as a computer simulation using hindsight. In addition,

actual reservoirs will not be located ideally—some storage will likely be used to reduce

local floodplain storage without mainstem flow reductions.

The model uses a diversion statement following each tributary inflow hydrograph to

divide the inflow into two hydrographs. One “undiverted” hydrograph is routed

downstream, while the other “diverted” hydrograph is modeled as though its flow is

temporarily stored within a gate-controlled reservoir. The virtual reservoir stores all of

the diverted flow for a selected time interval (20, 30 or 40 days) following the onset of

diversion, and releases 90% of the stored volume at a uniform rate over the succeeding 30

days.

The diversion statement splits the inflow hydrograph at a selected ratio of the observed

peak flow (eg. 25%, 50%). The portion of flow less than or equal to the selected ratio

(target ratio), of the observed peak flow, is arranged in an “undiverted” hydrograph and

routed downstream. The portion of flow exceeding the selected ratio, of the observed

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CHAPTER 2

peak flow, is virtually diverted—recorded in a “diversion” hydrograph—and routed

through a virtual reservoir.

Table 2-2 provides an example where flows in excess of 50% of the peak are diverted to

a virtual reservoir. The model arranges the observed hydrograph flow values into a

diverted hydrograph and an undiverted hydrograph as shown in Table 2-2. Figure 2-1

provides a graphical illustration of this example.

Table 2-2

Example of Hydrograph Diversion

Note: Flows exceeding 50% of the observed peak are diverted

Time 1

Time 2 Time 3 Time 4 (peak flow)

Time 5 Time 6 Time 7

Observed Flow (cfs)

25 50

75 100 67 50 30

Undiverted Flow (cfs)

25 50 50 50 50 50 30

Diverted Flow (cfs)

0 0 25 50 17 0 0

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CHAPTER 2

Figure 2-1

Modeling Example(for 50% of peak flow diverted)

0

20

40

60

80

100

120

0 2 4 6 8

Time (days)

Flow

(cfs

)Observed Flow(cfs)

Undiverted Flow(cfs)

Diverted Flow (cfs)

The model was used to determine the effects of the temporary storage of a portion of the

tributary inflow. Runoff was modeled as temporarily stored then gradually released to

the Red River. The volume stored within the hypothetical reservoirs is temporarily

“detained” within each contributing area, then “released” and routed to simulate the

effects downstream. Both the undiverted flows and the temporarily stored flows were

routed through the river system to determine the effects of the storage at all of the gaging

stations downstream. Figure 2-2 includes the observed hydrograph for the Bois de Sioux

River as well as the simulated hydrograph for the condition of virtual storage of the flow

exceeding 50% of the peak flow.

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CHAPTER 2

Figure 2-2

1997 Flood Observed and Routed Through A Virtual Storage Reservoir(Bois de Sioux, flow stored above 50% of peak flow, 40 day retention)

0

1000

2000

3000

4000

5000

6000

7000

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9000

3/28/1997

4/4/1997

4/11/1997

4/18/1997

4/25/1997

5/2/1997

5/9/1997

5/16/1997

5/23/1997

5/30/1997

Date

Flow

(cfs

)

Bois de Sioux @ Lake Traverse observed

Bois de Sioux @ Lake Traverse virtual reservoir

2.2 Gate-Controlled Reservoir Simulation

The HEC-1 model is capable of simulating storage routing within reservoirs having

“automatic” (ungated) reservoir outlets. An automatic reservoir outlet includes spillways

or conduits with fixed crests and fixed gate openings. Water flows automatically through

an ungated reservoir outlet as a function of the fixed spillway geometry and the changing

reservoir water level. A “gated” reservoir outlet includes adjustable gates and spillways

as well as an operating plan to guide the storage and release of water. Water flows out

through a gated reservoir primarily as a function of the gate operation.

In this study, hypothetical reservoirs were modeled as gate-controlled reservoirs. The

assumed operating plan included an initial storage period with no outflow followed by a

discharge period. The discharge period includes constant outflow at a uniform rate

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CHAPTER 2

sufficient to evacuate 90% of the stored volume within a 30 day period. The reservoir

simulation was done within HEC-1 by manually inputting the volume of flow stored

within the reservoirs. The volume was input as a one-day runoff event, on the day

corresponding to the end of a selected storage period (e.g. 20, 30, or 40 days). For

example, 20 days following the first diversion of flow from the observed hydrograph, the

simulated reservoir is filled with the volume of water diverted to it and begins to

discharge. The reservoir outflow is set at a constant rate so that 90% of the stored

volume will be discharged within the succeeding 30 days. Figure 2-2 shows the effect of

a 40-day storage period on the Bois de Sioux River.

This “gate-controlled” reservoir analysis requires that the model be run twice. The initial

run is used to determine the volume of water removed from each inflow hydrograph.

These volumes must next be manually input into the model before performing another

“run” to compute the reservoir releases and the flood routing. Since HEC-1 is not

explicitly set up for modeling gate-controlled reservoirs, a two-step process was used to

accomplish the simulation.

2.3 Local Inflow Hydrographs

Local Inflow Hydrographs require additional modeling steps. Local Inflow Hydrographs

are defined as the residual between the observed hydrograph at a gauging station and the

sum of the hydrographs routed to the site from upstream gauging stations. The residual

hydrographs often include negative flow values at some time ordinates. The RRWMB

1997 Flood report states:

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CHAPTER 2

“The local inflow represents the difference in the flow routed to a gauging station and the

flow observed at the gauging station. The local inflow was determined as the difference

between the observed hydrograph and the sum of those hydrographs routed to the

location of the observed hydrograph. These local inflow hydrographs include negative

flow values at some hydrograph ordinates. A negative flow value indicates that the sum

of the routed hydrographs exceeds the observed flow value at that ordinate. In essence,

the model indicates more upstream flow routed to the downstream site, than was

observed at the site on that date. This may indicate the effects of floodplain storage,

diversion or interbasin flow transfers, or errors in either the flow measurements or the

routing. Negative local inflow values most likely result from the modeling process—

which does not account for floodplain storage, or from interbasin flow transfers.”3

Several additional modeling steps are required to determine the diverted flows and stored

volumes from these local inflow (residual) hydrographs. The HEC-1 modeling routines

place all negative inflow values into the diverted hydrograph, regardless of the values

entered in the input rating curves.

The negative inflow values are important for further flood routing, so to avoid losing

those data a slightly different modeling scenario is required:

Set the model input so the diversion rating curves divert those flows below the

target peak flow ratio and retain the flows above the target ratio,

3 Red River Watershed Management Board, Hydrologic Routing of the 1997 Red River Flood, 1999.

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CHAPTER 2

Add an additional diversion step to empty the stack (divert all flow and retain zero

flow),

Manually input the volume of target storage to the virtual reservoir,

Recall the diverted low (and negative) flows, add the reservoir outflow, and rout

downstream.

For examples of these model steps, see the HEC-1 input data included in Appendix A.

A digital copy of the model is also included in the attached CD (Appendix B) and a

printed copy of the input data deck for the Hec-1 model is included in Appendix A.

2.4 Detention Time

The McCombs-Knutson report analyzed the runoff volume occurring within an eight-day

window around the mainstem peak.4 The eight-day window around the Red River flood

peak was used as a planning target. Reservoir construction or operation which would

reduce a tributary’s volume of runoff within the target eight-day window would in turn

reduce the Red River flood peak and associated damages. Similarly, reservoir

construction or operation which altered a tributary’s contribution in a way that increased

the runoff in the eight-day window would be expected to increase the Red River flood

peak and associated damages.

4 McCombs-Knutson Associates, Inc. Water Resources Engineering/Planning Program for the Red River of the North Basin in Minnesota, May 1984

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CHAPTER 2

As an outgrowth of the McCombs-Knutson study, the Red River Watershed Management

Board generally favors gate-controlled flood storage reservoirs with potential for long-

duration flood storage. Un-gated flood control reservoirs generally receive less RRWMB

funding, since un-gated reservoirs typically have short-term storage which is less

beneficial for mainstem flood control, and could even increase a flood peak on the

mainstem in certain situations.

The detention time for storage of flood runoff, as a measure to reduce Red River flood

peaks, is defined within the McComb-Knutson report as the interval between the start of

the eight-day window to the point where the river flow recedes below flood stage of

35,000 cfs at Emerson. Ten floods occurring from 1948 through 1979 were analyzed in

the McCombs-Knutson report. Table 2-3 and Figure 2-3 present the detention times

calculated in the McCombs-Knutson report as well as the 1997 flood detention time

(determined from the information in the RRWMB report). Detention time ranges from

11 days during the 1970 and 1974 floods to 31 days during the 1997 flood. Of the floods

studied, the average detention time is 18 days and the standard deviation is 7 days.

Figure 2-4 is a hydrograph of the Red River flood at Emerson in 1997. The 8-day

window around the peak and the detention time are shown on the figure.

Figure 2-5 includes hydrographs from 12 historic floods on the Red River at Grand

Forks. Each flood hydrograph has been normalized so the peaks are aligned for easier

viewing. This figure allows a visual comparison of various windows around the Red

River peak (e.g. 8-day, 10-day, etc.)

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CHAPTER 2

Table 2-3 Detention Time of the Red River Floods

Year

Detention Time (days)

1948 131950 261965 131966 191969 191970 111974 141975 111978 151979 241997 31

Figure 2-3 Detention Time of Red River Floods

Detention Time

05

101520253035

1940 1960 1980 2000

Flood

Det

entio

n Ti

me

(day

s)

DetentionTime (days)Average=18

Ave - SD

Ave + SD

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CHAPTER 2

Figure 2-4 Detention Time of 1997 Flood

)

fs

w (c

lo

F

15

Red River of the North at Emerson, Man.Red River of the North at Emerson, Man.1997 Flood at Emerson, Man.

0

20000

40000

60000

80000

100000

120000

140000

4/18/1997

4/20/1997

4/22/1997

4/24/1997

4/26/1997

4/28/1997

4/30/1997

5/2/1997

5/4/1997

5/6/1997

5/8/1997

5/10/1997

5/12/1997

5/14/1997

5/16/1997

5/18/1997

5/20/1997

5/22/1997

5/24/1997

5/26/1997

5/28/1997

5/30/1997

Peak

8-day Window

Flood Stage 35,000

Detention Time - 30+ Days

Figure 2-5

Red River Spring Floods at Grand Forks (1948 to 1997)

0

20000

40000

60000

80000

100000

120000

F 1948F 1950F 1965F 1966F 1969F 1970F 1975F 1978F 1979F 1989F 1996F 1997

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2.5 Reservoir Storage Period

In this study, hypothetical reservoirs were modeled as gate-controlled reservoirs. The

assumed operating plan included an initial storage period with no outflow followed by a

discharge period. Three different storage periods (with no outflow) were used in the

hydrologic model analysis of the 1997 flood: 20, 30 and 40 days. A 20-day storage

period was initially used. For the 1997 flood simulation the 20-day storage period was

beneficial, but not nearly as beneficial as the 30 and 40-day storage periods. The 20 and

30 day periods were too short at some locations, so that flows released from storage

caused both tributary and mainstem flow to be too high in some locations. Figure 2-6 is a

hydrograph of the Red River at Wahpeton showing a comparison of 20-day and 40-day

storage periods. Flow released following the 20-day storage period causes a peak of

approximately 10,000 cfs—about 1000 cfs higher than the peak flow resulting from 30-

day and 40-day storage periods.

The 20-day storage period showed particularly poor performance on tributary rivers with

broad hydrographs. Figure 2-7 provides an example of flow discharged following a 20-

day storage period on the Sheyenne River at West Fargo that would have resulted in an

increase in peak flow on the Sheyenne. Extending the storage period to 40 days resolves

that problem. The Otter Tail River at Orwell Dam has a very broad hydrograph due to

the natural and regulated characteristics of the basin. The operating plan used in this

study results in an increase in peak flow on the Otter Tail during the discharge period—

even following a 40-day storage period. Figure 2-8 is a hydrograph of the Otter Tail

River showing the observed and modeled conditions.

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CHAPTER 2

Figure 2-6

1997 FLOOD OBSERVED AT WAHPETON, ND

AND VIRTUAL FLOW DUE TO REDUCTION OF TRIBUTARY PEAK FLOWS BY 50%RED RIVER OF THE NORTH

0

1000

2000

3000

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1400028

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30-M

ay-9

7

OBSERVED AT WAHPETON, ND

Red at Wahpeton w/virtual dams-20day storageRed at Wahpeton w/virtual dams-40day storage

Figure 2-7

1997 FLOOD OBSERVED AT W. FARGO, NDAND VIRTUAL FLOW DUE TO REDUCTION OF TRIBUTARY PEAK FLOWS BY 50%

SHEYENNE RIVER

-1000

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0

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OBSERVED AT W. FARGO, ND

Sheyenne at West Fargow/virtual dams-20 day storageSheyenne at West Fargow/virtual dams-40 day storage

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Figure 2-8

1997 Flood Observed and Routed Through A Virtual Storage Reservoir(Otter Tail River @ Orwell Dam, 50% of flow stored, 40 day retention)

0

200

400

600

800

1000

1200

1400

1600

1800

2000

3/28/1997

4/4/1997

4/11/1997

4/18/1997

4/25/1997

5/2/1997

5/9/1997

5/16/1997

5/23/1997

5/30/1997

Date

Flow

(cfs

)

Otter Tail @ Orwell Dam Observed

Otter Tail @ Orwell Dam virtual reservoir

No effort was made to time the tributary storage within the model to optimize the

mainstem benefits. The timing aspect of the storage modeling is only a function of the

occurrence of the flows equaling or exceeding 50% and 75% of the tributary peak flow.

The volumes of runoff stored within each tributary were not individually adjusted to

target select tributaries for greater or lesser storage. The same “rule” was applied to all

tributaries to determine the volumes stored. This rule partitioned each tributary

hydrograph at 50% and 75% of the peak flow and stored the hydrograph volumes

equaling or exceeding these values. Figure 2-9 is a drawing of two triangular

hydrographs partitioned at 50% and 75% of the peak flow. In a triangular hydrograph,

the volume stored in these scenarios is ¼ and 1/16 of the total runoff, respectively.

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Figure 2-9 Triangular Hydrograph Volumes

No volume was stored from the Sheyenne River local area between Kindred and Horace.

The residual hydrograph from this area includes negative flow values at most of the

ordinates--indicating substantial flood plain storage or inter-basin export of flow.

Reservoir operating plans are needed to ensure that water is released when downstream

conditions allow. It is possible that poorly timed reservoir releases could increase peak

flows downstream or extend the duration of damaging flows. These scenarios are also a

potential problem with automatic or fixed spillway reservoirs.

2.6 Limitations

The HEC-1 model of the 1997 Red River Flood is an empirical routing model. Flood

routing is performed by the Straddle-Stagger (average-lag) method. Empirical

coefficients are used in the flood routing calculations. Major changes in inflow may

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change the flood characteristics of the river so that the empirical routing coefficients may

no longer reflect the observed conditions.

The HEC-1 routing model of the 1997 Red River flood was selected for use in this study

as the best study effort that could be performed given an existing model and the time and

funding constraints. The analyses could be improved by using a physically-based

hydraulic model of unsteady flows. Hydraulic modeling will improve the analyses by

providing more detailed flood routing, particularly by simulating changes in channel

hydraulics and floodplain storage as a function of tributary flow reductions.

2.7. Hydrologic Modeling Results

Figure 2-10 includes hydrographs of the 1997 Red River Flood at Emerson. The peak

flow of 129,000 cfs was observed on April 26, 1997. The results of the simulated

condition, where hypothetical reservoirs temporarily store flow exceeding 50% of the

peak tributary inflow, are also shown in Figure 2-10. Temporary storage periods of 20

and 40 days are shown. The Red River peak is reduced to approximately 89,000 cfs in

both scenarios—a peak reduction of over 30%. The variable storage period had little

effect on the simulated peak flow at Emerson, but does effect the flow and duration of the

drawdown period.

Figure 2-11 includes hydrographs at Emerson for the modeling scenario of storage of

tributary flows exceeding 75% of the peak inflow. The Red River peak is reduced to

approximately 115,000 cfs in this scenario—an 11% reduction in flow.

2-18 (1782.011)

CHAPTER 2

Figure 2-10

1997 FLOOD OBSERVED AT EMERSON, MAN.AND VIRTUAL FLOW DUE TO REDUCTION OF TRIBUTARY PEAK FLOWS BY 50%

RED RIVER OF THE NORTH

-16000

-8000

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24000

32000

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W (c

fs)

OBSERVED AT EMERSON, MAN

Red at Emerson w/virtual dams-20 day storage

Red at Emerson w/virtual dams-40 day storage

2-19 (1782.011)

CHAPTER 2

Figure 2-11

1997 FLOOD OBSERVED AT EMERSON, MAN.AND VIRTUAL FLOW DUE TO REDUCTION OF TRIBUTARY PEAK FLOWS BY 25%

RED RIVER OF THE NORTH

-16000-8000

08000

1600024000320004000048000560006400072000800008800096000

104000112000120000128000136000144000

28-M

ar-9

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fs)

OBSERVED AT EMERSON, MAN

Red at Emerson w/virtual dams-40 daystorage

2-20 (1782.011)

CHAPTER 2

Table 2-4 and Table 2-5 list the volumes virtually stored within each tributary and the

associated peak flow reduction, respectively. The storage analysis indicates that:

Observed runoff in March, April and May of 1997 = 6.9 Million ac-ft for the

Red River at Emerson and Roseau River at Caribou

o Volume of approximately 3.4 inches of runoff from the basin;

To reduce tributary peaks by 25% requires approximately 460,000 acre-feet of

floodwater to be removed from the flood;

o Volume of approximately ¼-inch of runoff from the basin;

o The mainstem flow is reduced by about 11%;

To reduce tributary peaks by 50% requires approximately 1.55 million acre-

feet of floodwater to be removed from the flood;

o Volume of approximately ¾-inch of runoff from the basin;

o The mainstem flow is reduced by about 31%.

Figure 2-12 and Figure 2-13 are graphs of tributary storage versus peak flow reduction

for the mainstem and tributaries, respectively. Two of the points on each curve were

determined from the model study. The end points are known by definition—storage of

the total inflow will result in a 100% reduction in flow and zero storage will not have any

effect on the flow.

The CD Attachment includes Excel Spreadsheet files that include the numerical data and

hydrographs for most of the sites modeled. The filenames are:

Graphs 97 flood output impact virtual dams 40 days 50%.xls Graphs 97 flood output impact virtual dams 40 days 25%.xls Roseau River @ Caribou 97 Spring from USGS.xls

2-21 (1782.011)

CHAPTER 2

Table 2-4

Drainage Area

Observed Volume

Volume Observed

Volume Diverted toVirtual Storage(50% of peak flow)

Volume Diverted toVirtual Storage(50% of peak flow)

Volume Diverted toVirtual Storage(25% of peak flow)

Volume Diverted to Virtual Storage (25% of peak flow)

(sq. miles) (acre-feet) (inches) (acre-feet) (inches) (acre-feet) (inches)

1Bois de Sioux at Lake Traverse 1160 334453 5.4 67160 1.09 22604 0.37

2Ottertail R at Orwell Dam 1740 190882 1.96 66514 0.72 27040 0.29

3Red R local below Traverse and Orwell 1110 256662 4.34 33017 0.56 8644 0.15

4Red R local below Wahpeton 290 105615 4.34 22512 1.46 7190 0.46

5Wildrice R at Rutland 546 54942 1.89 5453 0.19 2043 0.07

6Wild Rice local below Rutland 1534 320295 3.92 70534 0.86 20077 0.25

7Red R local below Abercrombie and Hickson 420 204440 9.13 37948 1.69 8781 0.39

8Sheyenne R at Kindred 5000 425891 1.60 137316 0.51 41984 0.16

9Sheyenne R local below Kindred 40 -60989 -28.59 0 0.00 0 0.00

10Sheyenne R local below Horace 30 54124 33.8 8132 5.08 1983 1.24

11Maple R at Enderlin 843 151416 3.36 37131 0.83 12926 0.29

12Maple R local below Enderlin 637 61323 1.81 9957 0.29 4145 0.12

13Rush R at Amenia 116 36094 5.83 5589 0.90 1424 0.23

14Buffalo R at Hawley 322 79710 4.64 8926 0.52 1428 0.08

15S. Br. Buffalo at Sabin 522 106336 3.82 12028 0.43 3320 0.12

16Buffalo R local below Hawley and Sabin 196 47002 4.5 6284 0.60 2067 0.20

17Wild Rice at Hendrum 1600 382032 4.48 73686 0.86 19448 0.23

18Red R local below Hendrum, Dilworth, Amenia, Mapleton, W. Fargo and Fargo 1894 641052 6.35 102625 1.02 26305 0.26

19Goose R at Hillsboro 1203 228026 3.55 28126 0.44 9481 0.15

20Marsh R at Shelly 151 82843 10.3 13190 1.64 4314 0.54

21Sandhill R at Climax 426 105452 4.6 21997 0.97 7180 0.32

22Red Lake R at Highlanding 2300 207421 1.69 35702 0.29 7398 0.06

23Thief R at Thief River Falls 959 237036 4.63 41018 0.80 11504 0.22

24Clearwater R at Plummer 512 109421 4 26360 0.97 6962 0.25

25Lost R at Oklee 266 43181 3.04 5835 0.41 1488 0.10

26Clearwater R local below Plummer and Oklee 592 107286 3.4 18653 0.59 4459 0.14

27Red Lake R local below Red Lake Falls, Thief River Falls and Highlanding 641 255474 7.47 76639 2.24 28796 0.84

28Red R local below Crookston, Climax, Hillsboro, Shelly and Halstad 1250 232270 3.48 91839 1.38 28201 0.42

29Turtle R at Arvilla 311 40530 2.44 7101 0.43 1329 0.08

30Forest R at Minto 740 81743 2.07 14598 0.37 3154 0.08

31Middle R at Argyle 265 66881 4.73 11722 0.83 3233 0.23

32Park R at Grafton 695 131817 3.55 31666 0.85 10173 0.27

33Red R local below Arvilla, Minto, Argyle, Grafton and Grand Forks 2689 501686 3.5 122846 0.86 28007 0.20

34Two R at Lake Bronson 444 109918 4.64 21540 0.91 7279 0.31

35Pembina R at Windygates 3020 434920 2.7 73825 0.46 23950 0.15

36Pembina R local below Windygates 390 124403 5.98 14539 0.70 6248 0.30

37Tongue R at Akra 160 37856 4.44 10482 1.23 3106 0.36

38Red R local below Akra, Neche, Lake Bronson and Drayton 1386 32422 0.44 66922 0.91 19630 0.27

39Roseau R at Caribou 1560 350495 4.21 111164 1.34 34711 0.42

Basin Total 37,960 6,912,361 3.41 1,550,576 0.77 462,012 0.23

2-22 (1782.011)

CHAPTER 2

Table 2-5

Site Observed Peak Flow

Virtual Peak Flow (tributary peaks reduced 50%--20 days storage)

Peak Flow Reduction (tributary peaks reduced 50%--20 days storage)

Virtual Peak Flow (tributary peaks reduced 50%--40 days storage)

Peak Flow Reduction

Virtual Peak Flow (tributary peaks reduced 25%--40 days storage)

Peak Flow Reduction

(cfs) (cfs) (percent) (cfs) (percent) (cfs) (percent)1 Red R at Wahpeton 12700 9863 22% 8997 29% 11988 6%2 Red R at Hickson 13100 11336 13% 11086 15% 13010 1%3 Wild Rice R at Abercrombie 9450 5937 37% 5253 44% 7385 22%4 Red R at Fargo 27800 19875 29% 19750 29% 24932 10%5 Sheyenne R at Horace 4480 4862 -9% 3347 25% 3812 15%6 Sheyenne R at West Fargo 4800 5336 -11% 3877 19% 4689 2%7 Maple R at Mapleton 6620 4487 32% 4055 39% 5565 16%8 Buffalo R at Dilworth 8370 5266 37% 5266 37% 7155 15%9 Red R at Halstad 69900 45495 35% 45266 35% 61120 13%

10 Clearwater R at Red Lake Falls 7460 4194 44% 4194 44% 6125 18%11 Red Lake R at Crookston 19100 11988 37% 11448 40% 16083 16%12 Red R at Grand Forks 111000 73922 33% 73127 34% 98361 11%13 Red R at Drayton 124000 83957 32% 82973 33% 109731 12%14 Pembina R at Neche 14300 10400 27% 10400 27% 11740 18%15 Red R at Emerson 129000 88912 31% 88113 32% 114672 11%

Average Peak Reduction 26% 32% 12%

2-23 (1782.011)

CHAPTER 2

Figure 2-12

Mainstem peak flow reduction versus volume stored within virtual dams

00.10.20.30.40.50.60.70.80.9

1

0 1,000,000

2,000,000

3,000,000

4,000,000

5,000,000

6,000,000

7,000,000

Volume stored in virtual dams (ac-ft)

Rat

io o

f mai

nste

m

peak

flow

redu

ctio

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ob

serv

ed fl

ow

Mainstem peak flowreduction throughvirtual dams

Figure 2-13

Tributary peak flow reduction versus volume stored within virtual dams

0

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1

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ams

Tributary peak flowreduction throughvirtual dams

2-24 (1782.011)

CHAPTER 2

2.8 Ideal Storage

The model determines the virtual storage removed from a hydrograph. Actual reservoirs

will need to hold larger volumes to achieve the same effects since an actual reservoir is

not totally efficient and the timing of gate operations during a flood will not likely be as

perfect as a computer simulation using hindsight. In addition, actual reservoirs will not

be located ideally—some storage will likely be used to reduce local floodplain storage

without mainstem flow reductions.

Figures 2-14 and 2-15 are hydrographs at Emerson showing the “ideal” volumes removed

from the flood to achieve the simulated peak flow reductions. Table 2-6 lists the ideal

volumes computed at Emerson in the virtual storage simulation of the 1997 flood.

Table 2-6 IDEAL Volumes from Virtual Storage Simulation of the 1997 Flood

Ideal Volume to

Achieve Simulated Peak Flow Reduction

Non-Ideal Volume Total Virtually Stored Volume (ac-

ft)

Storage of Upper 25% of 1997 Tributary Flow

110,000 320,000 430,000

Storage of Upper 50% of 1997 Tributary Flow

550,000 890,000 1,440,000

2-25 (1782.011)

CHAPTER 2

2-26 (1782.011)

Figure 2-14

Ideal Volume Removed From Flood For Peak Flow Reduction

Red River at Emerson Virtual Effects of Storage of Upper 25% of Tributary Flows

020000400006000080000

100000120000140000

4/1/19

97

4/8/19

97

4/15/1

997

4/22/1

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5/6/19

97

5/13/1

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5/20/1

997

5/27/1

997

Date

Flow

(cfs

)

OBSERVED ATEMERSON, MAN

Ideal Volume RemovedFrom Flood (110,000ac-ft)

Red @ Emerson VirtualEffect of ReducingTributary Peaks 25%

Non-Ideal Volume

Removed from Flood(320,000 ac-ft)

Non-Ideal VolumeRemoved From Flood(890,000 ac-ft)

Figure 2-15

Ideal Volume Removed From Flood For Peak Flow Reduction Red River at Emerson

Virtual Effects of Storage of Upper 50% of Tributary Flows

020000400006000080000

100000120000140000

4/1/19

97

4/8/19

97

4/15/1

997

4/22/1

997

4/29/1

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97

5/13/1

997

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997

Date

Flow

(cfs

)

OBSERVED ATEMERSON, MAN

Ideal Volume RemovedFrom Flood (550,000ac-ft)

Red @ Emerson VirtualEffect of ReducingTributary Peaks 50%

CHAPTER 3

STORAGE AND CHANNEL CAPACITY FOR 10-YEAR AG DRAINAGE DESIGN

This study explores the relationships between runoff, channel capacity and storage in agricultural

areas of the Red River Basin. The mediation agreement1 lists the following goals:

1. Prevent loss of human life.

a. Promote the development of community flood warning systems and

emergency response plans.

b. Promote the development of flood plain management plans and land use

ordinance administration and enforcement.

c. Ensure state oversight of project design and technical criteria.

2. Prevent damage to farm structures, homes and communities.

a. Promote the construction of farmstead ring dikes built to a minimum of 2 feet

of freeboard over the flood of record, or 1 foot above the administrative 100-

year flood, whichever is greater.

b. Promote the construction of community setback levees and floodwalls built to

the flood of record plus uncertainty (3 feet) or the 100-year flood plus

uncertainty, whichever is greater.

c. Promote the acquisition and permanent removal of flood-prone structures and

establishment of greenways within the 100-year flood plain.

d. Accelerate flood insurance studies, flood plain remapping and

hydraulic/hydrologic studies in poorly defined or unmapped areas.

e. Accelerate comprehensive watershed and systems approaches to basin

management.

1 Red River Basin Flood Damage Reduction Work Group, Agreement, December 9, 1998.

3-1 (1782.011)

CHAPTER 3

f. Discourage the development of structures within the 100-year flood plain,

with the exception of those approved in a community’s flood plain ordinances.

3. Reduce damage to farmland by:

a. Providing protection against a ten-year summer storm event for intensively

farmed agricultural land;

b. Maintaining existing levels of flood protection when consistent with a

comprehensive watershed management plan; and

c. Providing a higher level of protection, e.g., 25-year event, when feasible at a

minimal incremental cost.

4. Reduce damage to transportation.

5. Reduce damage to water quality, including direct and chronic impacts, from

floodwaters coming into contact with potential contaminants.

6. Reduce environmental damage caused by flood control projects.

a. When advancing a project that requires a permit, select the least

environmentally damaging (or most environmentally enhancing), feasible and

prudent alternative that accomplishes the water management goals.

b. Design projects or packages of projects that provide net natural resource

enhancement.

c. A planned response to a flooding problem should take into account natural

resource benefits, as well as negative impacts, in a watershed context (beyond

the immediate project site).

7. Reduce social and economic damage.

8. Reduce damage to natural resource systems caused by flooding.

3-2 (1782.011)

CHAPTER 3

The third listed goal applies directly to agricultural flood damages:

Reduce damage to farmland

Providing protection against a 10-year summer storm event for intensively farmed ag

land.

Maintain existing levels of flood protection, when in accord w/plan.

Provide a higher level of protection, e.g. 25-year event, when feasible at a minimal

incremental cost.

This study provides estimates of the channel capacity and storage required to meet the

agricultural flood damage reduction goals.

3.1 10-Year Precipitation and Runoff

For this analysis, the 10-year recurrence interval 24-hour duration precipitation depth has

been estimated as 3.57 inches and the corresponding runoff volume have been estimated

as 1.35 inches. Table 3-1 provides a comparison of several storms with varying

recurrence intervals and durations.

Table 3-1 Design Precipitation and Runoff Depths

Recurrence Interval 24-hr Precipitation24-hr Runoff10-day Precipitation 10-day runoff

(inches) (inches) (inches) (inches) 10 year 3.57 1.35 6.39 2.00 25 year 4.28 1.85 7.64 2.81 100 year 5.25 2.65 9.35 4.12

3-3 (1782.011)

CHAPTER 3

3.2 Runoff Volume Versus Drainage Area

Table 3-2 includes the runoff volume generated by a 10-year 24-hour event for a range of

drainage areas from 1 square mile to 100 square miles. Runoff of 1.35 inches is

equivalent to a volume of 72 acre-feet per square mile.

Table 3-2 Drainage Area vs. Runoff Volume

Drainage Area 10-Year 24-Hour Runoff

Volume (1.35 inches) (square miles) (acre-feet)

1 72 5 360 10 720 20 1440 30 2160 40 2880 50 3600 60 4320 70 5040 80 5760 90 6480 100 7200

3.3 SCS Design Channel Capacity Versus Drainage Area

The USDA Soil Conservation Service (now the Natural Resources Conservation Service)

has published design guidelines for agricultural drainage systems. The following

equation has been recommended for sizing ag ditches in the Red River Valley2.

Q=20M(5/6)

Where: Q is flowrate in cubic feet per second

M is drainage area in square miles (for areas of 1 to 100 square miles)

2 USDA Soil Conservation Service, Drainage of Agricultural Land, National Engineering Handbook, Section 16, 1971

3-4 (1782.011)

CHAPTER 3

Many public drainage ditches in the Red River Valley have been designed using this

equation or other similar design guidelines. Ditch design capacities vary but systems

having a flow capacity given by this equation could be considered typical of many ag

drainage systems in the Red River Valley.

3.4 Storage Versus Channel Capacity

Drainage coefficients are often used in agricultural subsurface drainage (tile) design. A

drainage coefficient is defined as the depth of runoff to be removed from the project

drainage area within a 24-hour period. Typical drainage coefficients range from .5 to .75

inches for tile drains with surface inlets in Minnesota.3

While drainage coefficients are less commonly used for surface drainage design, the

design concept is the same—channels must provide the capacity necessary to remove the

design depth of runoff from the project area within a specified time period (typically

within 24 or 48 hours). The time frame for removal of surface runoff is important since

crop damages result if standing water remains longer than about 24 hours.

To meet the design goals, the 10-year 24-hour runoff volume must be either carried by

drainage channels or stored. The amount of storage required for a given area depends

upon the channel capacity in that area. An area with large capacity channels will require

relatively little storage for the design runoff volume while areas with lower capacity

channels will require greater storage volumes. A comparison of storage and channel 3 USDA Soil Conservation Service, Minnesota Drainage Guide, St. Paul, MN

3-5 (1782.011)

CHAPTER 3

requirements for given drainage areas are presented in Table 3-3. For example, a

drainage area of 100 square miles will produce 7200 acre-feet of runoff during a 10-year

24-hour storm. Assuming that ditches in the drainage area have a typical capacity of 928

cfs, 1841 acre-feet of water will be removed by the ditches in a 24-hour period and 5359

acre-feet will remain beyond 24-hours. Graphical presentations of similar data are given

in Figures 3-1, 3-2, 3-3, and 3-4. These graphs can be used to estimate the 10-year 24-

hour storage volume required in conjunction with a given channel capacity. For example

Figure 3-2 indicates that (for a 1 square mile drainage area) no storage is required if the

channel capacity is 36 cfs, and 72 acre-feet of storage is required if the channel capacity

is near zero. Figures 3-3 and 3-4 provide similar graphs for drainage areas of 10 and 100

square miles. Figures 3-1 through 3-4 also include points showing the capacity of a

typical drainage ditch design for the Red River Basin (capacity as per Q=20M(5/6)).

This general method can be used to compare the ditch capacity and storage in a basin for

the 10-year 24-hour runoff event. The following steps are required:

Determine the drainage area.

Determine the existing or proposed channel capacity (cfs)

Estimate the runoff volume for the area (ac-ft).

Convert channel capacity to acre-feet per day.

Calculate required storage by subtracting channel capacity from runoff volume.

3-6 (1782.011)

CHAPTER 3

Table 3-3 Storage Requirements Vs. Drainage Area for Typical Ditch Capacity

Storage Requirements versus Drainage Area For Typical Ditch Capacity Drainage Area (square miles)

Channel Capacity (cfs) Q=20A^.833

Channel Capacity

(cfs/sq. mi.)

Channel Capacity

(ac-ft/sq. mi.)

Runoff Volume (ac-ft) for 1.35" 10yr 24 hour

24 hour channel capacity (ac-ft)

Storage Required

(ac-ft)

Storage Required (inches)

1 20 20.0 39.7 72 40 32 0.61 5 76 15.3 30.3 360 152 208 0.78 10 136 13.6 27.0 720 270 450 0.84 20 243 12.1 24.1 1440 482 958 0.90 30 340 11.3 22.5 2160 675 1485 0.93 40 433 10.8 21.5 2880 858 2022 0.95 50 521 10.4 20.7 3600 1033 2567 0.96 60 606 10.1 20.0 4320 1203 3117 0.97 70 690 9.9 19.5 5040 1368 3672 0.98 80 771 9.6 19.1 5760 1529 4231 0.99 90 850 9.4 18.7 6480 1687 4793 1.00

100 928 9.3 18.4 7200 1841 5359 1.00

Figure 3-1

Storage Requirements vs Channel Capacity (for 10-year 24-hour runoff of 1.35 inches)

0.1

1

10

100

1000

10000

0.1

1 10 100

1000

10000

Channel Capacity (cfs)

Stor

age

Req

uire

men

ts (a

c-ft)

Storage vs Channel Capacity-1 sq. mi.

Storage vs Channel Capacity-10 sq. mi.

Storage vs Channel Capacity-100 sq. mi.

SCS Ag Drainage Capacity Q=20A^.833

3-7 (1782.011)

CHAPTER 3

Figure 3-2

Storage Requirements vs Channel Capacity (for 10-year 24-hour runoff of 1.35 inches)

0

20

40

60

80

100

0 5 10 15 20 25 30 35 40 45 50

Channel Capacity (cfs)

Stor

age

Req

uire

men

ts (a

c-ft)

Storage vs Channel Capacity-1 sq. mi.

SCS Ag Drainage Q=20A^.833

Figure 3-3

Storage Requirements vs Channel Capacity (for 10-year 24-hour runoff of 1.35 inches)

0

100

200

300

400

500

600

700

800

900

1000

0 50 100

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Channel Capacity (cfs)

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Storage vs Channel Capacity-10 sq. mi.

SCS Ag Drainage Capacity Q=20A^.833

3-8 (1782.011)

CHAPTER 3

3-9 (1782.011)

Figure 3-4

Storage Requirements vs Channel Capacity (for 10-year 24-hour runoff of 1.35 inches)

0

1000

2000

3000

4000

5000

6000

7000

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9000

10000

0 500

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3000

3500

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Channel Capacity (cfs)

Stor

age

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uire

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ts (a

c-ft)

Storage vs Channel Capacity-100 sq. mi.

SCS Ag Drainage Capacity Q=20A^.833

3.5 Summary

This method can be used to estimate the storage and/or channel capacity required to

convey or contain the runoff from storm events.

If the design goal is to provide protection at the 10-year level to intensively farmed

lands:

o if done exclusively with channel enlargement, the result would be an increase

from two to four times in the capacity of many ag ditches;

o if done exclusively with storage added to complement existing ditches, would

require the storage of about 6/10 to 1 inch of runoff;

If the design goal is to provide protection at the 25-year level to intensively farmed

lands:

o if done exclusively with storage added to complement existing ditches, would

require the storage of about 1.1 to 1.5 inches of runoff.

CHAPTER 4

TIMING OF TRIBUTARY PEAK FLOW CONTRIBUTIONS TO MAINSTEM FLOODS

Three previous Red River hydrology reports by McCombs-Knutson1, the Army Corps of

Engineers2, and the Red River Watershed Management Board3 have analyzed the timing

differences between flood peaks on the tributaries and the flood peak on the main stem.

The Corps studied 10 Red River floods occurring within the period from 1948 to 1979. The Red

River Watershed Management Board studied the 1997 flood. Table 4-1 lists the floods studied

by the Corps and the Red River Watershed Management Board. Table 4-2 lists the 15 highest

peak discharges observed at Emerson, Manitoba4. Those floods studied by the Corps and the

Red River Watershed Management Board are indicated by bold print within Table 4-2.

Table 4-1

Floods Studies by Corps and RRWMB

Flood Year

Season

1997 Spring 1979 Spring 1978 Spring 1975 Spring 1975 Summer 1969 Spring 1966 Spring 1965 Spring 1950 Spring 1950 Summer 1948 Spring

1 McCombs-Knutson Associates, Inc. Water Resources Engineering/Planning Program for the Red River of the North Basin in Minnesota, May 1984 2 US Army Corps of Engineers, Technical Resource Service, Red River of the North, Volume I Timing Analysis, March 1988 3 Red River Watershed Management Board, Hydrologic Routing of the 1997 Red River Flood, 1999 4 Tara Williams-Sether, High-Streamflow Statistics of Selected Streams in the Red River of the North Basin, North Dakota, Minnesota, South Dakota, and Manitoba, U.S. Geological Survey Open-File Report 00-344, 2000

4-1 (1782.011)

CHAPTER 4

Table 4-2

Highest Peak Discharges Observed at Emerson, Manitoba

Rank Year of Flood

Month of Peak

Date of Peak

Gage Height (feet)

Flow at Emerson

(cfs) 1 1997 April 26 92.41 133,000 2 1950 May 13 90.89 95,500 3 1979 May 1 91.19 92,700 4 1966 April 11 89.15 66,800 5 1996 April 26 89.1 66,700 6 1969 April 26 87.52 54,700 7 1948 April 27 87.62 51,800 8 1978 April 18 86.89 50,600 9 1916 April 24 85.74 46,200 10 1965 April 26 85.19 46,200 11 1974 April 28 86.51 43,500 12 1975 May 8 84.32 42,800 13 1989 April 23 84.3 42,700 14 1995 April 2 84.8 42,400 15 1970 April 29 84.67 39,600

4.1 Tributary Timing Comparison

Figure 4-1 presents the timing difference between the peak of observed Red River floods

and the peak of routed tributary hydrographs. This figure indicates how frequently a

given tributary contributes its peak flow to an 8-day window around the Red River peak

and indicates whether the tributary’s peak flow arrives before, after or during the

mainstem peak. The Wild Rice (Minnesota), Marsh, Sandhill, Red Lake and Park Rivers

have fairly consistent timing between their routed peak flows and the eight-day window

around the mainstem peak. The Maple, Goose, Turtle, Tamarack and Pembina Rivers

have mixed timing results with about half of their peak flows routed within the mainstem

eight-day window. The Sheyenne River routed peak flows arrive after the mainstem

eight-day window in 10 of 11 floods studied, with the 1997 flood being the one notable

exception.

4-2 (1782.011)

CHAPTER 4

Figure 4-1

Timing between routed tributary and Red River peak flow. Floods plotted include: 1948, '50, '50 summer, '65, '66, '69, '75, '75 summer, '78, '79, and '97.

-20-10010203040

Wild

Rice, N

D

Sheye

nneMap

leRush

Buffalo

Wild

Rice, M

NGoo

seMars

h

Sandh

ill

Red Lak

eTurt

leFore

stSna

ke Park

Tamara

c

Two Rive

rs

Pembin

a

Tributary River

Tim

ing

diff

eren

ce b

etw

een

rout

ed

trib

utar

y pe

ak fl

ow a

nd R

ed R

iver

pe

ak (d

ays)

References: Table 3 Time Interval Between Tributary Peak and Total Peak (in days) US Army Corps of Engineers, Technical Resource Service, Red River of the North, Volume I Timing Analysis, March 1988Hydrologic Routing of the 1997 Red River Flood, Red River Watershed Management Board (1-12-99)

4.2 Comparison Of Tributary Timing By Flood

Figure 4-2 is a set of histograms for nine of the Red River floods. Each histogram shows

the number of tributaries with routed peak flows occurring within successive eight-day

windows of the mainstem peak. The histograms are arranged from top to bottom by

flood magnitude. These histograms indicate that during large floods on the Red River,

most of the tributary peak flows contribute to the eight-day window around the mainstem

peak. This is an important observation since it means that efforts for flood control on the

tributaries—targeted on reducing the tributary peak flow—are also likely to be beneficial

in reducing mainstem peak flows.

Tributary flood peak reduction methods will be beneficial to mainstem flood peak

reduction provided that the tributary efforts remove the flood contribution from the

4-3 (1782.011)

Figure 4-2The Number Of Routed Tributary Peak Flows Occurring Within Successive Eight-Day Windows Of the Mainstem Peak

1950 Histogram

0 14

9

2 0 105

1015

-20

-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1979 Histogram

0 03

13

0 1 00

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1966 Histogram

0 04

12

0 1 00

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1969 Histogram

0 03

11

2 1 00

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1948 Histogram

0 0

69

1 0 10

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1978 Histogram

0 0

610

1 0 00

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1965 Histogram

0 0

68

2 1 00

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1975 Histogram

0 0

5

10

20 0

0

5

10

15

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rrin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

1997 Histogram

0 2 1

14

0 0 105

1015

-20-12

-4 4 12 20 More

Time From Peak (Days)

Nu

mb

er o

f R

ou

ted

T

rib

uta

ry P

eaks

O

ccu

rin

g W

ith

in T

ime

Incr

emen

t o

f M

ain

stem

P

eak

(1782.011) 4-4

CHAPTER 4

mainstem peak. In a tributary storage scenario, the detention time needs to be long

enough for the mainstem flood to recede so it is important that tributary storage efforts

include potential for long-duration flood storage.

4.3 Tributary Timing and Runoff Volumes Within 8-Day Window

Table 4-3 includes data from the Corps of Engineers and the Red River Watershed

Management Board studies on the timing difference between peak flows on the

tributaries and the mainstem. Table 4-3 provides a listing by flood of the time interval

between the peak of routed tributary hydrographs and the peak of the mainsteam

hydrograph. Negative values listed in the table indicate that the routed tributary peak

occurred before the mainstem peak. The table also includes a summation, by tributary, of

the number of floods when the tributary routed flood peak occurred within an interval of

four days before or after the mainstem peak. For example routed peak flows during 10 of

11 floods studied on the Sandhill River arrived within the 8-day window. In contrast,

only 1 of 11 floods on the Sheyenne River arrived within the 8-day window.

Table 4-4 is similar to Table 4-3 except that routed peak flows for the Buffalo, Goose and

Turtle Rivers in 1997 were revised to show the timing of the second flood peak on these

rivers. The tributary peaks all coincide closely with the mainstem peak in 1997--with the

exception of the Buffalo River at Dilworth, the Goose River at Hillsboro, the Turtle River

at Arvilla and the Otter Tail River at Orwell Dam. The Buffalo, Goose and Turtle Rivers

all had double peaks in 1997. The first peaks routed downstream arrived about 10 to 15

days prior to the Mainstem Peak, but the second peaks aligned much closer to the

mainstem peak. The second peaks on the Buffalo, Goose and Turtle Rivers were 6950

cfs, 4320 cfs, and 842

4-5 (1782.011)

CHAPTER 4

cfs; 83%, 54% and 91% of the first peak magnitude, respectively. If the second peaks are

considered on the Buffalo, Goose and Turtle Rivers, seventeen of the eighteen tributaries

studied coincide with the eight-day window around the mainstem peak. The peak flow

on the Otter Tail River at Orwell Dam is about 5 or 6 weeks after the mainstem peak.

Table 4-4 also provides the average (and standard deviation) timing of routed tributary

peak flows for each flood.

Table 4-5 provides a listing by tributary of the time interval between the 1997 peak of

routed tributary hydrographs and the peak of the mainstem hydrograph. Table 4-5 also

provides the tributary runoff volume contribution to the 8-day window around the

mainstem peak.

4.4 Summary

Several previous reports have analyzed the timing differences between flood peaks on the

tributaries and the flood peak on the main stem. These studies present the timing

difference between the peak of observed Red River floods and the peak of routed

tributary hydrographs.

Information is available on the number of times the routed flood peak of each tributary

occurred within an interval of four days before or after the mainstem peak. The Wild

Rice (Minnesota), Marsh, Sandhill, Red Lake and Park Rivers have fairly consistent

timing between their routed peak flows and the eight-day window around the mainstem

peak. The Maple, Goose, Turtle, Tamarack and Pembina Rivers have mixed timing

4-7 (1782.011)

CHAPTER 4

4-10 (1782.011)

results with about half of their peak flows routed within the mainstem eight-day window.

The Sheyenne River routed peak flows arrive after the mainstem eight-day window in 10

of 11 floods studied, with the 1997 flood being the one notable exception.

Histograms are presented in this report showing the number of tributaries with routed

peak flows occurring within successive eight-day windows of the mainstem peak. These

histograms indicate that during large floods on the Red River, most of the tributary peak

flows contribute to the eight-day window around the mainstem peak. This is an

important observation since it means that efforts for flood control on the tributaries—

targeted on reducing the tributary peak flow—are also likely to be beneficial in reducing

mainstem peak flows.

Many of the tributaries contribute to large mainstem flood peaks, but their peaks don’t all

contribute to every mainstem flood peak. Some rivers consistently contribute to the

eight-day window around the mainstem peak, but there is variability from flood to flood.

Distributed storage is probably a good flood control idea, rather than placing all of the

storage on a few tributaries, i.e. “putting all of our eggs in one basket.”

CHAPTER 5

STUDY SUMMARY

The eight-day window around the Red River flood peak has been used by others as a planning

target. Reservoir construction or operation which would reduce a tributary’s volume of runoff

within the target eight-day window is expected to reduce the Red River flood peak and

associated damages. Similarly, reservoir construction or operation which altered a tributary’s

contribution in a way that increased the runoff in the eight-day window would be expected to

increase the Red River flood peak and associated damages.

The Red River Watershed Management Board (RRWMB) generally favors operable reservoirs

with gate-controlled flood storage and with potential for long-duration flood storage. Inoperable

flood control reservoirs generally receive less RRWMB funding, since uncontrolled short-term

storage is less beneficial for mainstem flood control, and could even increase a flood peak on the

mainstem in certain situations.

The detention time for storage of flood runoff, as a measure to reduce Red River flood peaks, is

defined within the McComb-Knutson report as the interval between the start of the eight-day

window to the point where the river flow recedes below flood stage of 35,000 cfs at Emerson.

Calculated detention times range from 11 days during the 1970 and 1974 floods to 31 days

during the 1997 flood. Of the floods studied, the average detention time is 18 days and the

standard deviation is 7 days.

Several previous reports have analyzed the timing differences between flood peaks on the Red

River tributaries and the flood peak on the Red River main stem. These studies present the

5-1 (1782.011)

CHAPTER 5

timing difference between the peak of observed Red River floods and the peak of routed

tributary hydrographs. Information is available on the number of times the routed flood peak of

each tributary occurred within an interval of four days before or after the mainstem peak. The

Wild Rice (Minnesota), Marsh, Sandhill, Red Lake and Park Rivers have fairly consistent timing

between their routed peak flows and the eight-day window around the mainstem peak. The

Maple, Goose, Turtle, Tamarack and Pembina Rivers have mixed timing results with about half

of their peak flows routed within the mainstem eight-day window. The Sheyenne River routed

peak flows arrive after the mainstem eight-day window in 10 of 11 floods studied, with the 1997

flood being the one notable exception.

During large floods on the Red River, most of the tributary peak flows contribute to the eight-

day window around the mainstem peak. This is an important observation since it means that

efforts for flood control on the tributaries—targeted on reducing the tributary peak flow—are

also likely to be beneficial in reducing mainstem peak flows.

Many of the tributaries contribute to large mainstem flood peaks, but their peaks don’t all

contribute to every mainstem flood peak. Some rivers consistently contribute to the eight-day

window around the mainstem peak, but there is variability from flood to flood. Distributed

storage is probably a good flood control idea, rather than placing all of the storage on a few

tributaries, i.e. “putting all of our eggs in one basket.”

The storage model simulates the virtual condition where hypothetical reservoirs temporarily

store part of the tributary inflow during the 1997 Red River flood. The model allows a

5-2 (1782.011)

CHAPTER 5

determination of the theoretical effects that additional storage would have had upon flow in the

1997 Red River Flood.

Specific reservoir locations have not been identified except as within each tributary drainage

area. In this study, hypothetical reservoirs were modeled as gate-controlled reservoirs. The

assumed operating plan included an initial storage period with no outflow followed by a

discharge period. The discharge period includes constant outflow at a uniform rate sufficient to

evacuate 90% of the stored volume within a 30 day period.

Three different storage periods (with no outflow) were used in the hydrologic model analysis of

the 1997 flood: 20, 30 and 40 days. For the 1997 flood, the 20-day storage period was

beneficial, but not nearly as beneficial as the 30 and 40-day storage periods. The 20 and 30 day

periods were too short at some locations, so that flows released from storage caused both

tributary and mainstem flow to be too high in some locations. The 20-day storage period showed

particularly poor performance on tributary rivers with broad hydrographs.

Temporary storage periods of 20 and 40 days have been compared for their effect upon flow at

Emerson. The 1997 Red River peak at Emerson is reduced from 129,000 cfs to approximately

89,000 cfs in both scenarios—a peak reduction of over 30%. The variable storage period had

little effect on the simulated peak flow at Emerson, but does effect the flow and duration of the

drawdown period.

5-3 (1782.011)

CHAPTER 5

No effort was made to time the tributary storage within the model to optimize the mainstem

benefits. The timing aspect of the storage modeling is only a function of the occurrence of the

flows equaling or exceeding 50% and 75% of the tributary peak flow.

The volumes of runoff stored within each tributary were not individually adjusted to target select

tributaries for greater or lesser storage. The same “rule” was applied to all tributaries to

determine the volumes stored. This rule partitioned each tributary hydrograph at 50% and 75% of

the peak flow and stored the hydrograph volumes equaling or exceeding these values.

The storage analysis indicates that:

Observed runoff in March, April and May of 1997 = 6.9 Million ac-ft for the Red River

at Emerson and Roseau River at Caribou

o Volume of approximately 3.4 inches of runoff from the basin;

To reduce tributary peaks by 25% requires approximately 460,000 acre-feet of floodwater

to be removed from the flood;

o Volume of approximately ¼-inch of runoff from the basin;

o The mainstem flow is reduced by about 11%;

To reduce tributary peaks by 50% requires approximately 1.55 million acre-feet of

floodwater to be removed from the flood;

o Volume of approximately ¾-inch of runoff from the basin;

o The mainstem flow is reduced by about 31%.

5-4 (1782.011)

CHAPTER 5

The model determines the virtual storage removed from a hydrograph. Actual reservoirs will

need to hold larger volumes to achieve the same effects since an actual reservoir is not totally

efficient and the timing of gate operations during a flood will not likely be as perfect as a

computer simulation using hindsight. In addition, actual reservoirs will not be located ideally—

some storage will likely be used to reduce local floodplain storage without effecting a mainstem

flow reduction.

This report also provides estimates of the channel capacity and storage required to meet the

agricultural flood damage reduction goals. To meet these goals, the 10-year 24-hour runoff

volume must be either carried by drainage channels or stored. The amount of storage required

for a given area depends upon the channel capacity in that area. An area with large capacity

channels will require relatively little storage for the design runoff volume while areas with lower

capacity channels will require greater storage volumes. A comparison of storage and channel

requirements for a range of drainage areas are presented.

If the design goal is to provide protection at the 10-year level to intensively farmed lands:

o if done exclusively with channel enlargement, the result would be an increase

from two to four times in the capacity of many ag ditches;

o if done exclusively with storage added to complement existing ditches, would

require the storage of about 6/10 inch of runoff on small drainage areas (1 square

mile) to about 1 inch of runoff on larger drainage areas (20 to 100 square miles);

5-5 (1782.011)

CHAPTER 5

If the design goal is to provide protection at the 25-year level to intensively farmed lands:

o if done exclusively with storage added to complement existing ditches, would

require the storage of about 1.1 to 1.5 inches of runoff;

5.1 How Long Should Flood Water be Stored?

The required duration of flood storage will depend upon the desired flood damage

reduction. A storage area used to complement a local agricultural ditch may only need to

detain runoff for 1 or 2 days. A storage area used to provide local and mainstem flood

damage reduction may need to detain runoff for about 20 days during an average Red

River flood and longer during larger floods. Tributaries with broad flood hydrographs

and sustained flows, such as the Sheyenne River, may require longer detention for local

flood damage reduction than needed for mainstem flood reductions. The mean detention

time, for the historic Red River floods studied, was determined to be 18 days with a

standard deviation of 7 days. Larger floods require longer detention. For example the

detention times calculated for the 1979, 1950 and 1997 floods are 24, 26 and 31 days,

respectively.

5.2 How Much Flood Storage is Needed and What Will be the FDR Impact?

The tributary storage model analysis of the 1997 flood and the agricultural drainage

channel capacity and storage analysis yielded similar results. Providing tributary storage

of about ¾ inch of runoff throughout the basin could have reduced tributary flood peaks

by 50% during the 1997 flood, and reduced the mainstem 1997 flood peak by 31%

(assuming efficient storage operations). Providing about 1 inch of runoff storage, to

5-6 (1782.011)

CHAPTER 5

5-7 (1782.011)

complement existing ditches, would provide a 10-year level of protection within

agricultural areas.

Although adding storage for about 1-inch of runoff throughout the basin will provide

tremendous flood damage reduction, basin-wide coverage with uniformly distributed

storage areas providing control of 1-inch of runoff is probably not feasible (due to

topography, soils, and many other features). Therefore, it is important to allow the

flexibility to store more than 1-inch of runoff in some areas in order to “cover the gaps.”

Flood control reservoirs in the basin, for example, are often designed to include storage

for 4 or more inches of runoff. In addition the further a storage area is placed from the

point of desired flood damage reduction, the less efficient the storage will be. So to

achieve the same result, more storage will be required in areas sited far upstream from a

damage site than will be required in areas sited immediately upstream from the damage

site.

APPENDIX A

HEC-1 INPUT DATA

ID RED RIVER OF THE NORTH ID FLOOD OF 1997 MODEL - LAKE TRAVERSE TO EMERSON - ID ID THIS IS A ROUTING MODEL OF THE RED RIVER INCLUDING LOCAL RUNOFF AREAS. ID THIS SIMULATES THE VIRTUAL CONDITION WHERE HYPOTHETICAL RESERVOIRS ID STORE PART OF THE TRIBUTARY INFLOW DURING THE 1997 FLOOD ID *** NOTE THAT THE LOCAL RUNOFF FLOWS ARE THE RESIDUALS FROM ID THE CLOSEST GAGES...NOT MEASURED FLOWS*** ID THESE RUNS ARE FOR PLANNING USE ONLY ID BRENT JOHNSON - HOUSTON ENGINEERING ID TSAC Storage planning model, revised 8-20-02 bhj ID Filename TSAC4050 NOTE: GATED STORAGE OF 40 DAYS...50% OF PEAK. ID THE HYDROGRAPHS SHOWN HEREIN ARE TAKEN FROM THE USGS 1997 WY BOOKS ID WITH THE EXCEPTION OF CROOKSTON AND GRAND FORKS WHICH WERE MODIFIED. ID ************Original FILE NAME = RRWMB_B.DAT ******************** ID IT 1440 01MAR97 1200 92 IO 0 2 * * TRAVERSE HYDROGRAPH - 05050000 - BOIS DE SIOUX NEAR WHITE ROCK, SD * KK 50000LAKE TRAVERSE(ACTUAL FLOWS AT TRAVERSE) KO 21 BA 1160 QI 320 320 315 310 300 355 365 365 365 360 QI 350 340 360 400 415 410 405 400 395 320 QI 325 240 240 240 240 240 240 240 240 350 QI 340 440 520 530 540 545 550 560 570 580 QI 2300 4560 5160 5620 6280 7220 7710 7630 7520 7450 QI 7300 6550 5750 4830 4250 3740 3560 3240 3100 3000 QI 2820 2490 1980 1940 1840 1780 1750 1720 1630 1560 QI 1520 1480 1450 1430 1430 1400 1390 1370 1370 1330 QI 1340 1360 1280 1150 1130 1120 1110 1100 1090 1090 QI 1080 1080 * KK DVT DIVERT PART OF TRAVERSE FLOW DTTRAVER DI 0 3855 3856 7710 8000 DQ 0 0 1 3855 4145 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR KO 1 BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 33860 0 0 0 0 0 0 0 0 QI 0 0 KKRSVTRA TRAVERSER TEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 6716 7388 67160 SQ 0 113 1016 1016 KK ADH Add Stored diversion flow to undiverted flow

KO 21 HC 2 * * KK50000A ROUTE LAKE TRAVERSE TO WAHPETON (ROUTE TRAVERSE TO WAP 1997 OPT. COEF) RT 1 1 1 * * ORWELL HYDROGRAPH - 05046000 - OTTER TAIL RIVER BELOW ORWELL DAM * KK 46000 ORWELL DAM (ACTUAL GAGED AT ORWELL) KO 21 BA 1830 QI 533 528 518 517 510 509 496 497 480 473 QI 476 492 519 559 584 572 558 580 593 606 QI 640 652 630 590 620 624 609 649 709 658 QI 726 946 1150 1110 856 671 716 755 780 795 QI 808 914 1170 1260 1340 1390 1480 1460 1460 1450 QI 1440 1430 1430 1420 1410 1410 1390 1390 1390 1380 QI 1380 1370 1360 1360 1360 1360 1360 1360 1370 1370 QI 1370 1370 1370 1380 1380 1380 1380 1380 1380 1380 QI 1380 1420 1480 1500 1500 1500 1490 1490 1480 1470 QI 1400 1330 * KK DVTOR DIVERT PART OF ORWELL FLOW DTORWELL DI 0 750 751 1500 2000 DQ 0 0 1 750 1250 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR, KO 1 BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 33534 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVORW ORWELL TEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 6651 7317 66514 SQ 0 112 1008 1008 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK46000A ROUTE ORWELL OUTFLOW TO WAHPETON (ROUTE ORWELL TO WAHP 1997 OPT COEFS) RT 1 1 1 * KK51500L LOCAL BELOW TRAVERSE AND ORWELL(RESIDUAL VALUE) KO 21 BA 1110 QI 47 47 52 67 73 90 36 39 38 55 QI 67 74 68 31 -49 -89 -62 -33 -30 -38 QI 24 -15 58 80 150 120 116 131 111 151

QI 192 334 614 1330 4160 7604 8784 7734 6185 5850 QI 5625 4892 3326 3670 4420 5080 3890 3110 3110 3020 QI 2900 2660 3020 3420 3750 3530 3180 2650 2420 2120 QI 1840 1650 1730 1970 1670 1490 1280 1090 860 660 QI 490 320 200 140 100 20 30 10 0 -40 QI -10 -40 -70 20 90 40 0 -10 -30 -30 QI -40 10 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTWLOCAL DI 0 4392 4393 8784 9000 DQ 0 4392 4392 4392 4392 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTWLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 16646 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE WAHPETON,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 3302 3632 33017 SQ 0 56 500 500 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRWLOCAL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK51500M RED RIVER AT WAHPETON - COMBINE TRAVERSE, ORWELL, AND LOCAL KO 21 HC 3 * * OBSERVED AT WAHPETON - 05051500 - FOR COMPARISON * KK 51500 GAGED AT WAHPETON (ACTUAL GAGED AT WAHPETON FOR COMPARISON) QO 900 900 900 900 900 900 900 900 900 900 QO 900 900 900 910 910 910 920 930 950 950 QO 950 950 950 950 980 980 980 980 1000 1100 QO 1200 1400 2000 3000 5800 9000 10000 9000 7500 7200 QO 7000 8000 8800 10000 11300 12700 12500 12300 12200 12000 QO 11800 11400 11000 10600 10000 9190 8330 7600 7050 6610 QO 6220 5850 5590 5310 4970 4690 4420 4200 3940 3660 QO 3420 3210 3050 2960 2910 2830 2810 2780 2750 2710 QO 2700 2680 2710 2780 2740 2670 2620 2590 2560 2540 QO 2520 2490 KK51500A ROUTE WAHPETON FLOWS TO HICKSON (ROUTE WAHPETON TO HICK 1997 OPT COEF) RT 1 2 1 *

KK51522L LOCAL BELOW WAHPETON (RESIDUAL VALUE) KO 21 BA 290 QI 69 86 100 110 92 57 18 -13 -8 3 QI -3 -20 -34 -39 -28 -4 -51 -73 -78 -92 QI -105 -108 -115 -116 -115 -131 -149 -149 -110 -74 QI -63 130 1020 1480 1920 1260 810 1300 2800 4250 QI 5050 5300 4800 4100 3600 2450 400 -800 -800 -550 QI -100 400 400 200 100 0 125 430 665 705 QI 750 825 855 850 820 810 780 785 780 760 QI 680 600 525 440 375 295 250 200 155 135 QI 120 105 100 135 145 130 145 135 115 85 QI 70 50 * KK DVTHL DIVERT PART OF LOCAL FLOW TO HICKSON, DIVERT LOW FLOW, HIGH FLOW STAYS DTHKLOCL DI 0 2650 2651 5300 6000 DQ 0 2650 2650 2650 2650 KKHIGHHL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * HICK SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 11350 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HICKSON, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 2251 2476 22512 SQ 0 38 340 340 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRHKLOCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK51500M RED RIVER AT HICKSON - COMBINE WAHPETON AND LOCAL ABOVE HICKSON KO 21 HC 2 * * OBSERVED AT HICKSON 05051522 - FOR COMPARISON * KK 51522 GAGED AT HICKSON (GAGE AT HICKSON FOR COMPARISON) QO 969 986 1000 1010 992 957 918 887 892 903 QO 897 880 866 861 877 906 859 842 847 848 QO 845 842 835 834 835 834 831 831 870 916 QO 987 1280 2320 3180 4420 5660 8210 10800 12300 12500 QO 12400 12400 12300 12500 13000 13100 12400 11800 11600 11700 QO 12000 12300 12000 11400 10900 10300 9720 9190 8630 8030

QO 7580 7240 6890 6570 6270 5950 5610 5340 5090 4830 QO 4480 4140 3840 3570 3380 3230 3120 3020 2950 2900 QO 2850 2810 2790 2830 2890 2890 2850 2780 2720 2660 QO 2620 2580 * KK51522A HICKSON TO FARGO (ROUTE FROM HICKSON TO FARGO 1997 OPT COEF) RT 1 2 1 * * RUTLAND HYDROGRAPH - 5051600 - WILD RICE RIVER NEAR RUTLAND, ND * KK 51600 WILD RICE RIVER AT RUTLAND, ND (GAGED FLOWS AT RUTLAND, ND) KO 21 BA 546 QI 1 1 1 1.1 1.1 1.1 1.2 1.2 1.3 1.3 QI 1.4 1.5 1.6 1.7 1.8 1.8 1.8 1.9 1.9 2.0 QI 2.1 2.2 2.3 2.4 2.5 2.9 3.3 3.9 5.0 20 QI 60 200 761 1720 2540 2300 1210 450 475 569 QI 658 752 733 700 817 979 954 775 675 614 QI 577 624 601 527 460 406 358 339 320 299 QI 277 263 247 232 223 212 205 201 194 188 QI 186 175 165 159 151 143 136 130 125 123 QI 122 123 123 128 135 132 126 124 124 121 QI 121 116 * KKDVTRUT DIVERT PART OF RUTLAND FLOW DT RUTLA DI 0 1270 1271 1500 2540 DQ 0 0 1 229 1270 KK RUTLA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 2750 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVRUT RUTLANDTEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 545 600 5453 SQ 0 9.2 83 83 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK51600A ROUTE RUTLAND TO ABERCROMBIE (ROUTE RUTLAND TO ABER - 1997 OPT COEF) RT 1 9 6 * KK53000L LOCAL BELOW RUTLAND, ND (RESIDUAL VALUE) KO 21 BA 1534 QI -1 -1 -1 -1 -1 -1 -1 -1 -1 0 QI 0 0 -1 -1 -1 -1 -1 -1 -1 -1 QI -1 -1 -1 -1 -1 0 0 0 0 0 QI 1 45 589 1967 4382 6692 8210 6654 5220 4171

QI 3920 3564 3313 4814 6384 8178 8743 8569 8133 7399 QI 6527 5772 5192 4644 4135 3697 3315 3006 2722 2479 QI 2262 1993 1711 1469 1240 1045 876 742 650 569 QI 512 481 444 409 382 352 331 308 296 287 QI 281 273 260 254 244 238 235 225 214 202 QI 191 181 * KK DVTAB DIVERT PART OF LOCAL FLOW BELOW RUTLAND, LOW FLOW DVTED,HIGH FLOW STAYS DTABLOCL DI 0 4372 4373 8743 9000 DQ 0 4372 4372 4372 4372 KKHIGHAB DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTALOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * ABER SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 35569 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ABERCROMBIE, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 7055 7761 70550 SQ 0 119 1067 1067 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRABLOCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK53000M WILD RICE RIVER AT ABERCROMBIE- COMBINE RUTLAND AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT ABERCROMBIE - 05053000 - FOR COMPARISON * KK 53000 GAGED AT ABERCROMBIE, ND (ACTUAL FLOWS AT ABERCROMBIE - FOR COMPARISON) QO .4 .4 .4 .4 .4 .4 .4 .4 .5 .7 QO .72 .68 .68 .68 .68 .70 .75 .75 .80 .85 QO .9 1 1.3 1.3 1.4 1.8 2.0 2.5 2.7 3.0 QO 4.0 50 600 2000 4500 7000 8800 7500 6200 5200 QO 5000 4700 4500 6000 7460 9050 9450 9250 8870 8170 QO 7310 6550 5950 5390 4870 4400 3960 3590 3260 2980 QO 2730 2430 2110 1830 1570 1350 1160 1010 903 809 QO 740 699 654 611 576 539 511 482 462 446 QO 433 418 399 389 375 366 362 352 341 330 QO 320 311 * KK53000A ABERCROMBIE TO FARGO (ROUTE ABER TO FARGO USING 1997 OPT COEF) RT 1 9 3

* KK53800L LOCAL BELOW ABERCROMIE AND HICKSON - (RESIDUAL VALUE) KO 21 BA 420 QI -29 -29 -38 -53 -55 -51 -25 2 37 40 QI 32 20 31 57 66 70 48 57 99 105 QI 102 113 126 141 145 144 164 166 167 147 QI 200 1374 1600 1504 476 389 866 592 445 1250 QI 1644 1517 1800 1999 3421 5454 6516 7908 7405 6315 QI 5938 5543 4773 4338 4449 3987 3623 3359 2995 2664 QI 2336 2025 1658 1317 1142 1042 952 883 832 699 QI 521 377 268 114 -62 -236 -410 -551 -663 -759 QI -823 -799 -673 -45 -129 -366 -453 -432 -356 -273 QI -176 -91 * KK DVTHL DIVERT PART OF LOCAL FLOW BELOW ABERCROMBIE AND HICKSON DTRRFARG DI 0 3954 3955 7908 9000 DQ 0 3954 3954 3954 3954 KKHIGHFA DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTFLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * RRFAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 19132 0 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE FARGO, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 3795 4174 37948 SQ 0 64 575 575 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRRRFARG KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK53800M RED RIVER AT FARGO - COMBINE ABERCROMBIE, HICKSON, AND LOCAL KO 21 HC 3 * * OBSERVED HYDROGRAPH AT FARGO - FOR COMPARISON * KK 53800 GAGED AT FARGO (ACTUAL GAGED AT FARGO FOR COMPARISON) QO 940 940 940 940 950 950 950 940 940 930 QO 930 920 920 930 930 940 940 940 950 950 QO 950 960 970 980 980 980 1000 1000 1000 1000 QO 1100 2400 3030 4100 4800 6740 9290 11600 14600 18000 QO 19700 19900 20300 20500 22000 24600 26300 27800 27000 25800

QO 25600 25400 24700 23800 22900 21300 19800 18400 17000 15700 QO 14400 13200 12100 11100 10300 9620 8970 8340 7770 7190 QO 6600 6020 5460 4900 4370 3910 3520 3210 2960 2750 QO 2600 2550 2610 3190 3100 2900 2830 2820 2830 2840 QO 2870 2900 * KK53800A ROUTE TO HALSTAD (ROUTE FARGO TO HALSTA - 1997 OPT. COEF) RT 1 3 2 * * SHEYENNE @ KINDRED - 05059000 - SHEYENNE RIVER NEAR KINDRED, ND * KK 59000 GAGED AT KINDRED (ACTUAL GAGED FLOWS AT KINDRED) KO 21 BA 8800 QI 200 210 210 210 210 200 200 200 200 190 QI 190 190 190 190 190 190 190 190 190 190 QI 190 190 200 200 210 230 250 260 250 250 QI 350 500 700 1000 1300 1700 2500 3660 5400 5200 QI 4860 4200 3800 3670 3600 3600 3770 3670 4150 4650 QI 4770 4710 4650 4770 5000 5190 5410 5540 5570 5610 QI 5570 5420 5270 5020 4910 4910 4950 4920 4790 4670 QI 4510 4290 4060 3760 3320 2680 2230 2010 1920 1850 QI 1720 1500 1240 1180 1200 1140 1110 1110 1120 1130 QI 1110 1080 * KKDVTKIN DIVERT PART OF KINDRED FLOW DT KINDR DI 0 2805 2806 5610 6000 DQ 0 0 1 2805 3195 KK KINDR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 69030 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVKND KINDREDTEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 13732 15105 137316 SQ 0 231 2077 2077 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK59000A ROUTE TO HORACE (ROUTE KINDRED TO HORACE - 1997 OPT. COEF) RT 1 9 2 * KK59300L LOCAL BELOW KINDRED (RESIDUAL VALUE) CONSIDER CAREFULLY!!! MAJOR LOSSES KO 21 BA 40 QI 73 72 76 86 86 86 86 77 79 81 QI 73 76 77 78 79 80 80 80 80 80 QI 79 78 86 91 94 97 110 123 126 112

QI 67 29 160 499 760 671 299 -140 -524 -873 QI -1184 -1448 -1699 -1821 -1733 -1351 -1024 -671 -124 -306 QI -244 -284 -460 -568 -791 -876 -828 -1021 -1087 -1232 QI -1248 -1350 -1369 -1413 -1258 -1216 -744 -634 -403 -604 QI -538 -420 -253 -61 58 17 -408 -682 -677 -532 QI -312 -254 -280 -259 -209 -159 -118 -82 -41 -19 QI -13 -16 * KK59300M SHEYENNE RIVER AT HORACE - COMBINE KINDRED AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT HORACE - FOR COMPARISON * KK 59300 GAGE AT HORACE (GAGE AT HORACE FOR COMPARISON) QO 275 275 280 290 290 290 290 280 280 280 QO 270 270 270 270 270 270 270 270 270 270 QO 270 270 280 290 300 310 330 350 370 390 QO 400 450 700 1200 1710 2000 2200 2300 2400 2440 QO 2440 2440 2400 2400 2500 2690 2900 3230 3840 3760 QO 3930 4020 4000 4050 4020 4090 4240 4140 4170 4110 QO 4150 4050 4000 3900 3990 3960 4340 4350 4480 4170 QO 4130 4120 4110 4050 3870 3520 2790 2220 1940 1800 QO 1740 1560 1370 1270 1220 1180 1140 1110 1110 1120 QO 1120 1110 * KK59300A ROUTE TO WEST FARGO (ROUTE HORACE TO WEST FARGO - 1997 OPT. COEF) RT 1 1 1 * KK59500L LOCAL BELOW HORACE (RESIDUAL VALUE) KO 21 BA 30 QI 5 5 5 5 0 0 0 0 5 5 QI 5 10 10 10 10 10 10 10 10 10 QI 10 10 11 7 4 13 30 45 75 150 QI 250 450 450 450 460 530 200 0 -100 -200 QI -240 -240 -190 -100 400 600 810 1300 1270 960 QI 1030 850 760 760 690 700 610 450 520 480 QI 530 480 550 600 690 570 580 190 160 0 QI 230 270 280 190 150 280 480 1010 1180 1060 QI 700 460 240 730 530 280 120 60 90 90 QI 80 80 * KK DVTHO DIVERT PART OF LOCAL FLOW BELOW HORACE, LOW FLOW DVTED, HIGH FLOW STAYS DTHORACE DI 0 650 651 1300 2000 DQ 0 650 650 650 650 KKHIGHHO DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHOLOCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * HORAC SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 4100 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR BELOW HORACE, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 813 894 8132 SQ 0 14 123 123 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRHORACE KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK59500M SHEYENNE RIVER AT WEST FARGO - COMBINE HORACE AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT WEST FARGO - FOR COMPARISON * KK 59500 GAGE AT WEST FARGO - INCLUDING DIVERSION - ACTUAL FOR COMPARISON QO 280 280 280 285 290 290 290 290 285 285 QO 285 280 280 280 280 280 280 280 280 280 QO 280 280 281 287 294 313 340 375 425 520 QO 640 850 900 1150 1660 2240 2200 2200 2200 2200 QO 2200 2200 2250 2300 2800 3100 3500 4200 4500 4800 QO 4790 4780 4780 4760 4740 4720 4700 4690 4660 4650 QO 4640 4630 4600 4600 4590 4560 4540 4530 4510 4480 QO 4400 4400 4400 4300 4200 4150 4000 3800 3400 3000 QO 2500 2200 1800 2100 1800 1500 1300 1200 1200 1200 QO 1200 1200 * KK59500A ROUTE TO HALSTAD (ROUTE WEST FARGO TO HALSTAD - 1997 OPT. COEF) RT 1 1 1 * * MAPLE RIVER @ ENDERLIN HYDROGRAPH - 05059700 * KK 59700 GAGE AT ENDERLIN - ACTUAL FOR 1997 FLOOD KO 21 BA 843 QI 3.1 3.2 3.3 3.2 3.1 3.2 3.3 3.2 3.2 3.4 QI 3.2 3.2 3.1 3.1 3.0 3.4 3.7 3.6 3.6 3.7 QI 3.9 4.1 4.3 4.7 4.7 5.5 7.5 45 540 1270 QI 2080 3300 3500 3700 3600 2900 1700 1000 900 850 QI 870 900 900 910 1200 2400 3500 3670 3890 3860 QI 3540 3130 2570 2180 2020 1750 1560 1380 1180 1040 QI 951 857 737 644 563 517 432 360 313 281 QI 249 219 195 179 158 141 129 119 111 99 QI 91 85 80 95 91 113 156 134 108 89 QI 76 66 * KK DVTEN DIVERT PART OF FLOW AT ENDERLIN DT ENDER DI 0 1945 1946 3890 5000 DQ 0 0 1 1945 3055

KK RRFAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 18720 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVEND TEMPORARY STORAGE RESERVOIR AT ENDERLIN RS 1 STOR 0 0 SV 0 3713 4084 37130 SQ 0 62 562 562 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK59700A ROUTE TO MAPLETON (ROUTE ENDERLIN TO MAPLETON - 1997 OPT. COEF) RT 1 1 1 * KK60100L LOCAL BELOW ENDERLIN (RESIDUAL VALUE) KO 21 BA 637 QI -3 -3 -3 -3 -3 -3 -3 -3 -3 -3 QI -3 -3 -3 -3 -3 -3 -3 -4 -3 -3 QI -3 -3 -4 -4 -4 -4 -3 -3 -36 -517 QI -1220 -1960 -3000 -2500 -2200 -2000 -1350 -250 300 300 QI 350 330 400 1100 2590 4200 4220 2450 1850 1540 QI 1470 1520 1690 1980 1980 1680 1550 1240 1120 1020 QI 1060 969 883 833 776 677 663 528 490 544 QI 487 429 369 308 264 214 162 113 103 90 QI 89 83 82 99 112 158 133 71 74 113 QI 124 115 * KK DVTEL DIVERT PART OF LOCAL FLOW BELOW ENDERLIN, LOW FLOW DVTD, HIGH FLOW STAY DTENDERL DI 0 2110 2111 4220 5000 DQ 0 2110 2110 2110 2110 KKHIGHEL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTELOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * ENDER SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 5020 0 0 0 0 0 QI 0 0

KKRSVEND LOCAL TEMPORARY STORAGE RESERVOIR BELOW ENDERLIN AND ABOVE MAPLETON RS 1 STOR 0 0 SV 0 996 1095 9957 SQ 0 17 151 151 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRENDERL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK60100M MAPLE RIVER AT MAPLETON - COMBINE ENDERLIN AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT MAPLETON - FOR COMPARISON * KK 60100 GAGE AT MAPLETON - ACTUAL GAGE FOR COMPARISON QO .2 .1 .1 0 0 0 0 0 .1 .2 QO .2 .1 0 0 0 .1 .2 .2 .2 .3 QO .4 .5 .5 .6 .8 1 2.5 5 9 23 QO 50 120 300 1000 1500 1600 1550 1450 1300 1200 QO 1200 1200 1300 2000 3500 5400 6620 5950 5520 5430 QO 5330 5060 4820 4550 4160 3700 3300 2800 2500 2200 QO 2100 1920 1740 1570 1420 1240 1180 960 850 857 QO 768 678 588 503 443 372 303 242 222 201 QO 188 174 167 179 207 249 246 227 208 221 QO 213 191 * KK60100A ROUTE TO HALSTAD (ROUTE MAPLETON TO HALSTAD - 1997 OPT. COEF) RT 1 9 1 * * RUSH RIVER NEAR AMENIA, ND HYDROGRAPH - 05060500 * KK 60500 GAGE AT AMENIA - GAGE FOR 1997 FLOOD KO 21 BA 116 QI 2.1 2.2 2.2 2.3 2.2 2.3 2.4 2.4 2.5 2.4 QI 2.4 2.3 2.2 2.1 2.0 3.1 3.7 3.6 4.4 6.7 QI 10 16 24 26 35 53 81 140 170 250 QI 312 297 343 382 420 420 384 253 240 250 QI 230 214 390 530 800 1410 1450 1110 1020 1100 QI 959 769 594 463 400 339 281 250 226 216 QI 177 113 76 63 55 52 48 44 42 40 QI 34 28 24 22 21 19 18 16 15 13 QI 13 13 13 30 103 65 36 26 20 17 QI 21 18 * KK DVTAM DIVERT PART OF FLOW AT AMENIA DTAMENIA DI 0 725 726 1450 2000 DQ 0 0 1 725 1275 KK AMENI SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 2818 0 0 0 0 0 QI 0 0 KKRSVAME LOCAL TEMPORARY STORAGE RESERVOIR ABOVE AMENIA RS 1 STOR 0 0 SV 0 559 615 5589 SQ 0 9.4 85 85 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK60500A ROUTE TO HALSTAD (ROUTE AMENIA TO HALSTAD - 1997 OPT. COEF) RT 1 9 4 * * BUFFALO RIVER AT HAWLEY - 05061000 * KK 61000 BUFFALO RIVER AT HAWLEY (ACTUAL GAGE AT HAWLEY) KO 21 BA 322 QI 30 30 30 29 29 29 29 29 29 29 QI 29 28 28 28 28 28 28 28 28 28 QI 28 28 27 24 22 18 15 14 16 20 QI 29 100 380 450 1400 1900 2360 1600 1520 1430 QI 1350 1230 1180 1350 1600 1540 1370 1190 1160 1070 QI 979 899 808 723 650 580 525 483 452 417 QI 385 355 326 309 300 286 265 249 250 250 QI 240 235 236 230 222 216 209 203 196 190 QI 187 182 188 279 375 435 433 400 348 306 QI 278 256 * KK DVTHW DIVERT PART OF FLOW ABOVE HAWLEY DTHAWLEY DI 0 1180 1181 2360 3000 DQ 0 0 1 1180 1820 KKHAWLEY SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 4500 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC TEMPORARY STORAGE RESERVOIR ABOVE HAWLEY RS 1 STOR 0 0 SV 0 893 982 8926 SQ 0 15 135 135 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK61000A ROUTE HAWLEY FLOWS TO DILWORTH (HAWLEY ROUTED TO DILWORTH) 1997 RT 1 1 1 *

* SOUTH BRANCH OF THE BUFFALO RIVER AT SABIN - 05061500 * KK 61500 S BR. BUFFALO RIVER AT SABIN (ACTUAL GAGED AT SABIN FOR 1997) KO 21 BA 522 QI .93 .93 .93 .93 .93 .93 .94 .94 .94 .94 QI .94 .95 .95 .96 .97 .98 .99 1.0 1 1 QI 1 1.1 1.1 1.1 1.2 1.2 1.3 1.4 1.6 1.9 QI 2.4 20 120 700 3000 5850 4600 3200 2600 2650 QI 2500 2300 2110 2230 3290 3670 2740 1740 1300 1010 QI 808 704 618 523 444 381 338 298 266 248 QI 227 201 170 144 120 99 98 100 97 93 QI 95 92 85 79 70 63 64 61 57 51 QI 47 44 51 63 75 150 220 203 159 119 QI 88 68 * KK DVSAB DIVERT PART OF FLOW ABOVE SABIN DT SABIN DI 0 2925 2925 5850 6000 DQ 0 0 1 2925 3075 KK SABIN SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 6060 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSSABI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE SABIN RS 1 STOR 0 0 SV 0 1202 1322 12020 SQ 0 20 182 182 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK61500A ROUTE SABIN FLOWS TO DILWORTH (ROUTE SABIN TO DILWORT) 1997 RT 1 5 1 * KK62000L LOCAL BELOW HAWLEY AND SABIN (RESIDUAL VALUES) KO 21 BA 196 QI 2 2 1 1 2 2 2 2 2 2 QI 2 2 3 3 3 3 3 3 3 3 QI 4 4 5 6 10 12 17 21 23 22 QI 18 102 31 -448 -788 -654 3000 1090 1120 1070 QI 1120 1018 1012 634 1130 2542 2126 1492 1008 820 QI 718 593 478 413 363 329 293 260 221 173 QI 144 116 94 78 60 48 47 48 55 44 QI 39 42 44 43 55 61 57 58 58 58 QI 63 63 87 197 209 104 1 17 55 83 QI 83 66 * KK DVTHL DIVERT PART OF LOCAL FLOW BELOW HAWLEY AND SABIN, LOW DVTD HIGH STAYS

DTDILWTH DI 0 1500 1501 3000 4000 DQ 0 1500 1500 1500 1500 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHSLCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * DILWTH SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 3165 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVDIL LOCAL TEMPORARY STORAGE RESERVOIR ABOVE DILWORTH,DRAIN GATED RESERVOIR RS 1 STOR 0 0 SV 0 628 691 6278 SQ 0 11 95 95 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRDILWTH KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK62000M BUFFALO RIVER AT DILWORTH - COMBINE HAWLEY, SABIN, AND LOCAL KO 21 HC 3 * * OBSERVED HYDROGRAPH AT DILWORTH - 05062000 * KK 62000 GAGE AT DILWORTH (ACTUAL GAGED AT DILWORTH FOR COMPARISON) QO 33 33 32 32 32 32 32 32 32 32 QO 32 32 32 32 32 32 32 32 32 32 QO 33 33 34 34 35 35 36 37 38 40 QO 43 160 300 700 1600 3600 8370 7300 6500 5700 QO 5200 4800 4600 4300 5200 6950 6400 5410 4290 3500 QO 2900 2460 2110 1840 1620 1440 1270 1130 1010 900 QO 809 723 647 576 516 474 445 416 401 391 QO 384 374 368 363 363 355 340 330 320 310 QO 305 300 320 441 565 591 578 611 625 589 QO 520 452 * KK 62000 ROUTE TO HALSTAD (ROUTE DILWORTH TO HALSTAD - 1997 OPT. COEF) RT 1 6 1 * * WILD RICE RIVER NEAR HENDRUM MN - 05064000 * KK 64000 GAGED AT HENDRUM (ACTUAL GAGED AT HENDRUM) KO 21 BA 1600 QI 120 120 120 120 120 120 120 120 120 120 QI 125 130 130 130 130 125 120 120 125 130

QI 130 130 130 130 130 130 130 135 145 170 QI 200 250 350 600 1200 2600 4000 4800 5200 5600 QI 5900 6600 7200 7800 8550 8930 9220 10100 10300 8980 QI 7700 6610 5710 5040 4450 3860 3240 2650 2160 1990 QI 1870 1760 1650 1600 1550 1470 1370 1260 1150 1120 QI 1100 1080 1060 1040 1030 1010 998 987 977 964 QI 871 757 699 680 1040 1440 1470 1360 1200 1070 QI 975 890 * KK DVTHE DIVERT PART OF FLOW ABOVE HENDRUM DT HENDR DI 0 5150 5151 10300 12000 DQ 0 0 1 5150 6850 KK HENDR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 37150 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HENDRUM RS 1 STOR 0 0 SV 0 7369 8105 73686 SQ 0 124 1115 1115 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 KK64000A ROUTE TO HALSTAD (ROUTE HENDRUM TO HALSTAD - 1997 OPT. COEF) RT 1 2 0 * KK64500L LOCAL BELOW HENDRUM, DILWORTH, AMENIA, MAPLETON, W. FARGO, & FARGO KO 21 BA 1894 QI 275 325 325 375 420 412 409 455 459 467 QI 472 470 479 532 532 531 529 529 522 513 QI 506 501 595 584 563 543 509 551 570 635 QI 447 513 438 1065 2596 4719 5158 3205 406 -1240 QI -2742 -3511 -1856 -642 2599 2040 267 6845 12301 17634 QI 19350 18390 15940 13568 11976 10940 10460 10316 10742 11365 QI 11560 11429 10780 9789 9013 8591 8350 7974 7515 6768 QI 5943 4930 4037 3017 2275 1821 1377 1164 979 906 QI 756 716 607 729 486 901 802 726 623 473 QI 322 197 * KK DVTHA DIVERT PART OF LOCAL FLOW ABOVE HALSTAD, LOW FLOW DVT, HIGH FLOW STAYS DTRRHALS DI 0 9675 9676 19350 20000 DQ 0 9675 9675 9675 9675 KKHALSTD DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHLSTLC DI 0 100000 DQ 0 100000

KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * RRHAL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 51740 0 QI 0 0 KKRSVHAL LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HALSTAD, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 10263 11289 102625 SQ 0 172 1552 1552 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRRRHALS KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK64500M RED RIVER AT HALSTAD - COMBINE HEN,DIL,AMEN,MAP,WF,FARGO, AND LOCAL KO 21 HC 7 * * OBSERVED HYDROGRAPH AT HALSTAD - 05064500 * KK 64500 GAGE AT HALSTAD (GAGE AT HALSTAD FOR COMPARISON) QO 1650 1700 1700 1750 1800 1800 1800 1850 1850 1850 QO 1850 1850 1850 1900 1900 1900 1900 1900 1900 1900 QO 1900 1900 2000 2000 2000 2000 2000 2100 2200 2400 QO 2500 3000 4000 6000 10000 16000 21000 23000 24000 26000 QO 28000 30000 34000 37000 42000 44000 45000 55000 64000 69900 QO 69900 66200 61300 57000 53400 50200 47300 44600 42400 40700 QO 38900 36900 34500 31900 29700 28000 26600 25200 23800 22200 QO 20600 18800 17200 15500 14000 12800 11700 10800 9960 9110 QO 8210 7340 6720 6400 6880 7610 7580 7200 6800 6480 QO 6210 5990 * KK64500A ROUTE TO GF (ROUTE TO GF ABOVE THE RLR - 1997 OPT. COEF) RT 1 1 1 * * GOOSE RIVER NEAR HILLBORO - 05066500 * KK 66500 GOOSE RIVER-- HILLSBORO KO 21 BA 1203 QI 18 18 18 18 18 18 18 18 17 17 QI 17 19 18 17 20 20 18 18 18 17 QI 17 16 15 14 15 16 18 21 23 33 QI 511 2200 3350 4330 6470 8060 7840 6590 4390 2720 QI 2080 2310 2300 2150 2460 3420 3870 4270 4320 4180 QI 3940 3700 3320 2890 2420 1910 1650 1500 1360 1230 QI 1120 1010 914 825 728 660 540 464 443 450 QI 430 453 441 435 377 311 276 242 224 212 QI 200 177 168 183 201 192 188 197 187 174

QI 170 182 KK DVTGO DIVERT PART OF FLOW ABOVE HILLSBORO DT HILLS DI 0 4030 4031 8060 9000 DQ 0 0 1 4030 4970 KK HILLS SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 14180 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HILLSBOTO RS 1 STOR 0 0 SV 0 2813 3094 28126 SQ 0 47 425 425 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK66500A ROUTE TO GF (ROUTE GOOSE RIVER TO GF - 1997 OPT. COEF) RT 1 1 1 * * MARSH RIVER NEAR SHELLY, MN - 05067500 * KK 67500 GAGE AT SHELLY KO 21 BA 151 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 .2 6 60 260 450 700 1250 1700 2100 QI 2300 2200 1600 1500 1400 1600 3300 4000 4100 3000 QI 2000 1400 1100 900 740 550 300 200 180 180 QI 200 170 140 120 110 100 90 81 76 74 QI 67 62 59 49 43 41 37 33 30 27 QI 25 22 21 56 161 241 194 121 89 70 QI 58 47 KK DVTSH DIVERT PART OF FLOW ABOVE SHELLY ON MARSH RIVER DT SHELL DI 0 2050 2051 4100 5000 DQ 0 0 1 2050 2950 KK SHELL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 6650 0 0 0 QI 0 0 KKRSVSHE LOCAL TEMPORARY STORAGE RESERVOIR ABOVE SHELLY RS 1 STOR 0 0 SV 0 1319 1451 13190 SQ 0 22 199 199 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK67500A ROUTE TO GF (ROUTE MARSH RIVER TO GF - 1997 OPT. COEF) RT 1 1 1 * * SANDHILL RIVER AT CLIMAX, MN - 05069000 * KK 69000 GAGE AT CLIMAX - SANDHILL - (ACTUAL GAGE FOR CLIMAX, SANDHILL) KO 21 BA 430 QI 23 22 22 22 21 21 21 21 21 22 QI 23 23 23 23 22 22 22 23 24 25 QI 26 26 26 26 26 25 25 26 28 30 QI 40 76 130 220 382 540 660 740 740 720 QI 720 720 800 960 1200 1500 2000 2700 3410 3940 QI 4360 4310 3920 3300 2590 1960 1440 1040 773 642 QI 534 435 362 297 231 171 170 181 190 198 QI 206 196 182 168 152 137 109 105 101 96 QI 91 88 87 137 212 208 193 179 164 152 QI 139 126 * KK DVTCL DIVERT PART OF FLOW ABOVE CLIMAX ON SANDHILL RIVER DT CLIMA DI 0 2180 2181 4360 5000 DQ 0 0 1 2180 2820 KK CLIMA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 11090 0 0 QI 0 0 KKRSVCLI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE CLIMAX ON SANDHILL RIVER RS 1 STOR 0 0 SV 0 2200 2420 21997 SQ 0 37 333 333 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK69000A ROUTE TO GF (ROUTE SANDHILL R. TO GF - 1997 OPT. COEF) * NOTE REVISED OPTIMIZATION BASED ON REVISED GF HYDROGRAPH RT 1 1 1 *

* RED LAKE RIVER AT HIGHLANDING - 05075000 * KK 75000 RED LAKE RIVER AT HIGH LANDING KO 21 BA 2300 QI 940 940 950 950 950 950 950 950 950 960 QI 970 980 1000 1020 1020 1050 1080 1100 1120 1140 QI 1140 1140 1140 1150 1160 1180 1200 1190 1180 1200 QI 1250 1300 1380 1380 1590 1990 1900 1500 1450 1800 QI 2200 2000 1670 1570 1810 2200 2050 1960 1980 1960 QI 1660 1470 1350 1260 1160 1050 945 862 800 745 QI 712 655 603 557 518 484 477 456 512 572 QI 541 504 514 489 478 480 682 904 935 926 QI 919 915 1050 1300 1430 1470 1490 1480 1470 1460 QI 1450 1440 KK DVTHL DIVERT PART OF FLOW ABOVE HIGHLANDING ON RED LAKE RIVER KO 1 DT HIGHL DI 0 1100 1101 2200 3000 DQ 0 0 1 1100 1900 KK HIGHL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 18000 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HIGHLANDING RS 1 STOR 0 0 SV 0 3570 3927 35702 SQ 0 60 540 540 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK75000A ROUTE HIGHLANDING TO CROOKSTON - 1997 RT 1 2 2 * * THIEF RIVER AT TRF - 05076000 * KK 76000 THIEF RIVER AT THIEF RIVER FALLS (ACTUAL FLOWS) KO 21 BA 959 QI 2.4 2.4 2.4 2.5 2.5 2.4 2.3 3.8 4.5 6.4 QI 6.0 5.8 5.5 5.0 5.0 10 35 50 87 84 QI 80 78 74 72 70 68 68 70 76 86 QI 130 200 450 660 900 900 890 880 870 860 QI 850 900 950 1000 1080 1190 1040 1200 1600 2500 QI 3440 3750 4080 4080 4000 3870 3690 3370 3040 2810 QI 2670 2640 2580 2490 2420 2340 2270 2220 2270 2330 QI 2260 2180 2170 2140 2090 2060 2010 1950 1890 1830 QI 1750 1670 1670 1680 1680 1640 1590 1560 1480 1470

QI 1500 1520 KK DVTTH DIVERT PART OF FLOW ABOVE GAGE ON THIEF RIVER NR THIEF RIVER FALLS DT THIEF DI 0 2040 2041 4080 5000 DQ 0 0 1 2040 2960 KK THIEF SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 20680 0 QI 0 0 KKRSVTHI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GAGE ON THIEF RIVER RS 1 STOR 0 0 SV 0 4102 4512 41018 SQ 0 69 620 620 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK76000A THIEF AT TRF TO CROOKSTON - 1997 RT 1 1 3 * * CLEARWATER RIVER AT PLUMMER - 05078000 * KK 78000 CLEARWATER RIVER AT PLUMMER (ACTUAL FLOWS) KO 21 BA 512 QI 76 74 72 72 72 72 70 70 72 72 QI 74 76 76 74 74 74 74 78 82 84 QI 86 86 86 84 84 82 82 84 90 100 QI 130 190 290 430 660 960 1500 2200 2100 2000 QI 2000 2000 2100 2200 2400 2600 2700 2600 2500 2360 QI 2000 1630 1330 1100 939 791 651 563 494 445 QI 426 406 357 306 290 259 222 196 217 266 QI 260 291 295 251 231 222 214 225 245 231 QI 200 192 210 242 356 418 408 392 361 336 QI 318 293 KK DVTHL DIVERT PART OF FLOW ABOVE PLUMMER ON CLEARWATER RIVER KO 1 DT CLEAR DI 0 1350 1351 2700 3000 DQ 0 0 1 1350 1650 KK CLEAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 13290 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVCLE LOCAL TEMPORARY STORAGE RESERVOIR ABOVE PLUMMER ON CLEARWATER RIVER RS 1 STOR 0 0 SV 0 2636 2900 26360 SQ 0 44 399 399 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK78000A ROUTE PLUMMER TO RED LAKE FALLS - 1997 OPT. COEF RT 1 1 1 * * LOST RIVER AT OKLEE - 05078230 * KK 78230 LOST RIVER AT OKLEE (ACTUAL FLOWS AT OKLEE) KO 21 BA 266 QI 18 18 18 17 17 17 17 18 18 18 QI 19 19 19 20 20 20 20 20 20 20 QI 20 20 20 20 20 20 21 22 22 23 QI 25 30 90 300 380 370 350 340 340 340 QI 360 500 1000 1400 1700 1900 1350 1060 1150 982 QI 704 546 434 352 292 256 221 202 189 185 QI 167 149 137 124 111 108 104 97 118 121 QI 115 119 116 101 107 112 107 100 98 102 QI 96 90 89 160 222 202 173 146 123 104 QI 87 91 KK DVTLO DIVERT PART OF FLOW ABOVE OKLEE ON LOST RIVER DT LOSTR DI 0 950 951 1900 3000 DQ 0 0 1 950 2050 KK LOSTR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 2942 0 0 0 0 0 0 0 QI 0 0 KKRSVLOS LOCAL TEMPORARY STORAGE RESERVOIR ABOVE OKLEE ON THE LOST RIVER RS 1 STOR 0 0 SV 0 584 642 5835 SQ 0 10 88 88 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK78230A ROUTE LOST R @ OKLEE TO RED LAKE FALLS - 1997 OPT. COEF RT 1 7 1 * KK78500L LOCAL BELOW PLUMMER AND OKLEE

KO 21 BA 592 QI 36 31 33 35 34 31 31 33 35 35 QI 35 31 28 27 26 31 36 41 47 48 QI 46 39 39 37 39 36 37 42 44 42 QI 32 -3 -64 -94 149 1074 2930 2654 1746 1879 QI 1759 1379 1384 1861 2707 3787 3234 2747 2836 3661 QI 1681 1163 863 711 689 642 601 567 531 500 QI 476 449 390 364 344 326 290 291 318 353 QI 297 299 262 221 214 232 227 228 235 209 QI 193 179 191 295 532 478 344 297 273 260 QI 237 226 * KK DVTCW DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTCWLCAL DI 0 1894 3787 3788 5000 DQ 0 1894 1894 1894 1894 KKHIGHCL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTRLFLCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 9404 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVRLF LOCAL TEMPORARY STORAGE RESERVOIR ABOVE RED LAKE FALLS, DRAIN GATEDPOOL RS 1 STOR 0 0 SV 0 1865 2052 18653 SQ 0 31 282 282 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRCWLCAL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK78500M CLEARWATER RIVER AT RED LAKE FALLS - COMBINE PLUMMER, OKLEE, AND LOCAL KO 21 HC 3 * * OBSERVED HYDROGRAPH AT RED LAKE FALLS - FOR COMPARISON * KK 78500 CLEARWATER RIVER GAGED FLOWS AT RED LAKE FALLS (ACTUAL FLOW FOR COMP) QO 130 125 125 125 123 120 120 120 123 125 QO 125 124 123 122 120 125 130 135 145 150 QO 150 145 145 143 143 140 140 145 150 155 QO 165 200 250 370 800 2000 4200 4500 4300 4350 QO 4220 3990 4190 4990 6080 7460 7200 6810 6700 7260 QO 4930 3910 3130 2550 2190 1910 1670 1460 1310 1190 QO 1100 1040 948 861 779 735 663 625 625 682 QO 676 671 667 629 576 572 555 546 563 555

QO 521 484 505 642 921 989 921 866 816 753 QO 688 647 * KK78500A RLR @ RLF TO CROOKSTON - 1997 OPTIMIZATION COEF * NOTE REVISED OPTIMIZATION BASED ON REVISED CRK HYDROGRAPH RT 1 9 1 * KK79000L LOCAL BELOW RLF, TRF, AND HIGHLANDING (RESIDUAL VALUE) KO 21 BA 641 QI -71 -70 -69 -68 -72 -76 -75 -76 -75 -75 QI -56 -42 -34 -25 -21 -23 -15 -13 -31 -63 QI -81 -120 -128 -125 -103 -84 -72 -87 -112 -128 QI -146 -180 -282 -626 56 1305 3525 9533 6963 4793 QI 4063 2969 3242 4852 6788 9692 10335 9575 7974 8929 QI 10314 10366 4813 2489 1557 983 623 381 70 -168 QI -167 -83 685 958 239 41 200 327 458 543 QI 592 372 108 139 212 52 64 95 253 155 QI -9 -159 -179 -85 396 534 339 131 71 10 QI -124 -200 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTCRXLCL DI 0 5183 5184 10366 11000 DQ 0 5183 5183 5183 5183 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTCXOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 38639 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE CROOKSTN,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 7664 8460 76639 SQ 0 129 1159 1159 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRCRXLCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK79000M RED LAKE RIVER AT CROOKSTON - COMBINE RLF, TRF, HIGHLANDING, AND LOCAL KO 21 HC 4 * * OBSERVED HYDROGRAPH AT CROOKSTON - 05079000 * KK 79000 RED LAKE RIVER GAGE AT CKSTN - (ACTUAL GAGE FOR COMPARISON)

* NOTE THAT THIS HYDROGRAPH HAS BEEN REVISED FROM THE USGS DATA QO 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 QO 1020 1040 1060 1080 1100 1120 1140 1160 1180 1200 QO 1220 1240 1240 1240 1260 1280 1300 1300 1300 1300 QO 1300 1350 1500 1700 3000 5000 8000 15000 13000 11000 QO 10500 10000 11000 13000 15000 18000 19100 18840 17438 17916 QO 19034 18900 13500 11300 9940 8930 8060 7320 6540 5850 QO 5310 4880 5270 5270 4390 4020 4000 3980 3980 3960 QO 3960 3830 3630 3550 3520 3330 3280 3240 3450 3500 QO 3410 3250 3210 3260 3760 4120 4150 4050 4000 3900 QO 3700 3500 * * KK79000A ROUTE TO GF (ROUTE CRKSTN TO GF - 1997 OPT. COEF) * NOTE REVISED OPTIMIZATION BASED ON REVISED CRK AND GF HYDROGRAPHS RT 1 2 3 * KK82500L LOCAL BELOW CRKSTN,CLIMAX,GOOSE,MARSH,AND HALSTAD (RESIDUAL VALUE) KO 21 BA 1250 QI -401 -411 -390 -340 -420 -479 -499 -459 -519 -588 QI -649 -640 -682 -811 -841 -833 -862 -940 -952 -942 QI -952 -963 -982 -1081 -1090 -1091 -1061 -1043 -1107 -1131 QI -1184 -1601 -3386 -2437 2566 -36 -5650 -10551 -9580 -9330 QI-12840 -16700 -15930 -14550 -11460 -8660 880 16430 11530 8620 QI 9010 12661 16713 16884 14843 12650 11381 8390 6225 3992 QI 2258 1416 1590 2704 4263 4956 5099 5470 5969 6381 QI 6587 7017 7419 7058 6653 6298 5521 4643 3695 2780 QI 1995 1830 1798 1649 1395 1016 914 1035 763 525 QI 323 -3 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTGFLCAL DI 0 8442 8443 16884 17000 DQ 0 8442 8442 8442 8442 KKHIGHGF DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTGFKLCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 46302 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GRAND FORKS DRAIN GATED POOL RS 1 STOR 0 0 SV 0 9184 10102 91839 SQ 0 154 1389 1389 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRGFLCAL

KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK82500M RED RIVER AT GRANDFORKS - COMBINE CRK,CLIMAX,GOOSE,MARSH,HAL, AND LOCAL KO 21 HC 6 * * OBSERVED HYDROGRAPH AT GRANDFORKS - 05082500 * KK 82500 GAGED AT GRANDFORKS (ACTUAL GAGED AT GF - COMPARISON) * MODIFIED USGS READINGS TO REMOVE SPIKE IN READINGS QO 2290 2280 2350 2400 2370 2360 2340 2380 2370 2300 QO 2240 2250 2210 2090 2130 2160 2150 2090 2100 2130 QO 2140 2150 2150 2170 2180 2190 2220 2250 2310 2410 QO 2580 2750 3190 6350 14500 18500 21000 22000 26000 28000 QO 30200 30400 31300 34900 40400 48900 63400 84600 94000 103000 QO109000 111000 110000 105000 97900 88000 78400 69700 63000 57200 QO 52700 49100 46300 44200 42500 40800 39300 37700 36100 34900 QO 33500 32300 30900 28900 26700 24600 22400 20300 18300 16400 QO 14700 13700 12900 12100 11500 11700 12400 12700 12400 11900 QO 11300 10600 * * KK82500A ROUTE GF TO DRAYTON (ROUTE FROM GRANDFORKS TO DRAYTON - 1997 OPT COEF) * NOTE OPTIMIZATION CHANGED AS A RESULT OF MODIFIED GF HYDROGRAPH RT 1 3 3 * * TURTLE @ ARVILLA 05082625 * KK 82625 TURTLE RIVER AT ARVILLA - ACTUAL GAGED FLOWS SPRING 1997 KO 21 BA 311 QI 16 14 13 13 8 7.5 7.5 8.5 11 13 QI 12 10 9 7 6 14 13 12 22 40 QI 30 45 40 38 55 65 60 75 130 435 QI 610 700 930 825 675 650 600 575 550 525 QI 500 400 260 244 301 549 743 585 611 818 QI 842 621 506 443 402 366 335 314 299 294 QI 283 257 231 210 189 165 147 138 139 127 QI 117 109 99 90 82 74 67 61 56 51 QI 48 44 43 42 40 38 35 36 36 34 QI 36 31 KK DVTHL DIVERT PART OF FLOW ABOVE ARVILLA ON TURTLE RIVER DTTURTLE DI 0 465 466 930 1000 DQ 0 0 1 465 535 KK ARVIL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 3580 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 KKRSVARV LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ARVILLA ON TURTLE RIVER RS 1 STOR 0 0 SV 0 710 781 7101 SQ 0 12 107 107 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK82625A ROUTE ARVILLA TO DRAYTON USING 1997 OPTIMIZATION COEF. RT 1 4 5 * * FOREST @ MINTO 05085000 * KK 85000 FOREST RIVER AT MINTO - ACTUAL GAGED FLOWS SPRING - 1997 KO 21 BA 740 QI 2.5 2.5 2.4 2.2 2.2 2.2 2.3 2.5 2.5 2.5 QI 2.4 2.3 2.2 2.2 2.2 2.4 2.5 2.7 2.8 3 QI 3 3 3 3 3 3.2 3.5 3.8 4 4 QI 4.5 10 50 300 1500 1630 1500 900 500 280 QI 246 270 400 600 900 1300 1930 1700 1500 1800 QI 2100 1880 1510 1310 1230 1150 1070 1000 939 878 QI 809 736 671 622 596 558 538 528 511 481 QI 461 415 383 357 323 297 265 234 207 192 QI 183 170 158 147 139 133 130 121 116 110 QI 103 100 KK DVTFR DIVERT PART OF FLOW ABOVE MINTO ON FOREST RIVER DTFOREST DI 0 1050 1051 2100 3000 DQ 0 0 1 1050 1950 KK MINTO SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 7360 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVMIN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE MINTO ON FOREST RIVER RS 1 STOR 0 0 SV 0 1460 1606 14598 SQ 0 25 221 221 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK85000A ROUTE MINTO TO DRAYTON USING 1997 OPTIMIZATION COEFS. RT 1 9 5 * * MIDDLE @ ARGYLE - 05087500 * KK 87500 MIDDLE R. AT ARGYLE

KO 21 BA 265 QI 2 2 2 2 2.1 2.1 2.1 2.1 2.1 2.2 QI 2.3 2.3 2.3 2.3 2.4 2.4 2.5 2.5 2.6 2.6 QI 2.6 2.6 2.6 2.7 2.8 2.9 3 3 3.1 3.3 QI 3.5 60 150 280 270 260 260 255 250 250 QI 260 260 270 280 300 350 400 560 3000 3800 QI 3380 2740 2360 2030 1650 1310 1090 948 847 603 QI 496 387 348 330 203 170 144 129 128 157 QI 224 266 251 223 191 161 145 139 133 115 QI 103 97 88 82 78 75 68 62 58 50 QI 47 44 KK DVTHL DIVERT PART OF FLOW ABOVE ARGYLE ON MIDDLE RIVER KO 1 DTMIDDLE DI 0 1900 1901 3800 4000 DQ 0 0 1 1900 2100 KK MIDDL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 5910 0 QI 0 0 KKRSVMID LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ARGYLE ON MIDDLE RIVER RS 1 STOR 0 0 SV 0 1172 1289 11722 SQ 0 20 177 177 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK87500A ROUTE ARGYLE TO DRAYTON USING 1997 OPTIMIZATION COEFS. RT 1 9 4 * * PARK @ GRAFTON - 0509000 * KK 90000 GAGED AT PARK RIVER-GRAFTON, ND KO 21 BA 695 QI 4.2 4.1 3.9 3.3 2.9 2.9 3.3 4 4.5 5 QI 6 6.6 7.6 7 6 6.4 7.2 7.6 8.2 8.7 QI 9.2 9.8 11 12 13 14 15 16 17 24 QI 38 60 82 83 276 420 246 171 160 160 QI 160 160 161 168 259 640 1320 2490 3760 3980 QI 4750 5150 5050 4840 4500 3900 3210 2560 2150 1690 QI 1250 1010 839 771 663 600 561 551 558 556 QI 567 539 475 439 419 393 356 322 286 263 QI 238 223 218 211 192 175 153 141 177 216 QI 186 135 KK DVTPR DIVERT PART OF FLOW ABOVE GRAFTON ON PARK RIVER DT PARKR

DI 0 2575 2576 5150 6000 DQ 0 0 1 2575 3425 KK PARKR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 15965 0 QI 0 0 KKRSVPAR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GRAFTON ON PARK RIVER RS 1 STOR 0 0 SV 0 3167 3483 31666 SQ 0 53 479 479 KK ADH Add Stored diversion flow to undiverted flow KO HC 2 * KK90000A ROUTE PARK RIVER @ GRAFTON TO DRAYTON USING 1997 OPTIMIZATION COEFS RT 1 9 3 * KK92000L LOCAL BELOW ARVILLA, MINTO, ARGYLE, GRAFTON, AND GF (RESIDUAL VALUE) KO 21 BA 2689 QI -115 -15 -15 89 69 83 104 102 123 121 QI 119 133 128 116 115 124 135 152 84 45 QI 64 69 48 24 112 192 177 163 138 207 QI 356 569 1016 2311 4566 7572 7929 5219 3479 3898 QI 3819 2201 2087 1758 1435 2755 1842 1296 -5317 -7927 QI -4055 1540 5425 4968 5134 5285 839 -2233 -4333 -3631 QI 179 3261 4840 6169 6296 7229 6370 5681 6814 5664 QI 4240 4497 4272 3993 4376 4963 5391 6058 6800 7319 QI 7703 7877 8112 8908 9428 9843 9818 9450 8673 7391 QI 6074 4986 * KK DVTDR DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTDRALCL DI 0 4922 4923 9843 11000 DQ 0 4922 4922 4922 4922 KKHIGHDR DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTDLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 61935 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE DRAYTON,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 12285 13513 122846 SQ 0 206 1858 1858 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRDRALCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK92000M RED RIVER AT DRAYTON - COMBINE ARV,MIN,ARG,GRAF,GF, AND LOCAL KO 21 HC 6 * * OBSERVED HYDROGRAPH AT DRAYTON - 05092000 * KK 92000 GAGED AT DRAYTON (ACTUAL GAGED AT DRAYTON FOR COMPARISON) QO 2200 2300 2300 2400 2400 2450 2500 2500 2500 2500 QO 2500 2500 2450 2400 2370 2330 2300 2300 2250 2200 QO 2200 2200 2200 2200 2300 2400 2400 2400 2400 2500 QO 2700 3000 3600 5200 7960 12600 17300 20000 23300 26300 QO 28700 29400 32000 33100 33800 36700 39300 45100 48800 62000 QO 82100 102000 115000 121000 124000 123000 114000 103000 91200 81600 QO 76200 71400 66600 62700 58700 56400 53000 50200 49500 46600 QO 43500 42200 40500 38900 37900 36900 35400 33900 32400 30700 QO 28900 27000 25300 24500 23800 23300 22500 21700 21000 20100 QO 19000 17900 * KK92000A ROUTE FROM DRAYTON TO PEMBINA/EMERSON - 1997 OPT COEFS RT 1 3 3 * * TWO RIVERS AT LAKE BRONSON - 05094000 * KK 94000 TWO RIVERS AT LAKE BRONSON KO 21 BA 444 QI 11 12 12 11 10 11 11 12 10 6 QI 5.6 5.8 6 5.8 6 5.8 5.6 5.4 5.6 5.4 QI 4.9 4.3 3.5 2.5 2.3 2.5 2.7 2.8 3 3.5 QI 4 200 500 191 76 130 450 350 300 290 QI 290 340 340 290 290 320 500 1000 1600 3190 QI 4100 4050 3890 3600 3290 2820 2320 1950 1620 1280 QI 992 895 750 599 581 487 545 543 548 821 QI 773 689 542 541 529 494 375 462 454 422 QI 379 342 334 344 350 347 327 313 271 242 QI 244 243 KKDVTTWO DIVERT PART OF FLOW ABOVE LAKE BRONSON ON THE TWO RIVERS DT LBRON DI 0 2050 2051 4100 5000 DQ 0 0 1 2050 2950 KK LBRON SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 10860 QI 0 0 KKRSVLBR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE LAKE BRONSON ON TWO RIVERS RS 1 STOR 0 0 SV 0 2154 2369 21540 SQ 0 36 326 326 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK94000A ROUTE TWO RIVERS AT LAKE BRONSON TO EMERSON USING 1997 OPTIM. COEFS RT 1 9 5 * * PEMBINA NEAR WYNDYGATES - 05099300 * KK 99300 PEMBINA RIVER NEAR WINDYGATES TO EMERSON KO 21 BA 3020 QI 16 16 16 16 16 16 16 16 16 16 QI 16 16 16 16 16 16 16 16 16 16 QI 16 16 16 16 17 17 17 17 17 17 QI 17 17 18 21 24 23 22 21 20 20 QI 20 21 21 23 28 42 46 186 664 3250 QI 4240 5470 6460 6460 8330 13000 13500 13000 12100 11100 QI 9890 8860 7880 7060 6460 5970 5400 5050 4840 4450 QI 4270 4030 3740 3600 3360 3110 3000 2850 2670 2500 QI 2380 2250 2160 2100 1970 1870 1780 1700 1590 1570 QI 1530 1480 KKDVTPEM DIVERT PART OF FLOW ABOVE WINDYGATES ON PEMBINA RIVER DT PEMBI DI 0 6750 6751 13500 14000 DQ 0 0 1 6750 7250 KK WINDY SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVWIN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE WINDYGATES ON PEMBINA RIVER RS 1 STOR 0 0 SV 0 7383 8121 73825 SQ 0 124 1117 1117 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK99300A ROUTE WINDYGATES FLOWS TO NECHE - 1997 COEFS

RT 1 1 1 * KK00000L LOCAL BELOW WINDYGATES - (RESIDUAL VALUE) KO 21 BA 390 QI 22 21 21 20 20 19 19 22 25 26 QI 25 24 23 23 22 21 21 20 20 21 QI 21 21 21 23 24 24 25 25 26 28 QI 31 35 39 46 57 86 127 98 77 68 QI 62 60 58 58 67 122 358 754 1714 1966 QI 3510 8360 7330 3840 3940 1770 300 800 300 -1000 QI -800 -90 540 1110 1620 1700 1770 2020 1920 2000 QI 1720 1160 1320 1240 850 820 740 580 570 590 QI 580 560 580 580 550 510 490 450 420 420 QI 350 310 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DT WINDY DI 0 4180 4181 8360 9000 DQ 0 4180 4180 4180 4180 KKHIGHWY DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTWNDYLC DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 7330 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE NECHE DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 1454 1599 14539 SQ 0 24 220 220 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DR WINDY KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK00000M PEMBINA RIVER AT NECHE - COMBINE WINDYGATES AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT NECHE - 05000000 - FOR COMPARISON * KK 00000 GAGED AT NECHE, ND - FOR COMPARISON QO 38 37 37 36 36 35 35 38 41 42 QO 41 40 39 39 38 37 37 36 36 37 QO 37 37 37 39 40 41 42 42 43 45 QO 48 52 56 64 78 110 150 120 98 88 QO 82 80 79 79 90 150 400 800 1900 2630

QO 6760 12600 12800 10300 10400 10100 13300 14300 13300 11100 QO 10300 9800 9400 8990 8680 8160 7740 7420 6970 6840 QO 6170 5430 5350 4980 4450 4180 3850 3580 3420 3260 QO 3080 2940 2830 2740 2650 2480 2360 2230 2120 2010 QO 1920 1840 * KK00000A ROUTE TO MOUTH/EMERSON - 1997 OPTIMIZATION COEFS. RT 1 7 1 * * TONGUE @ AKRA, ND - 05001000 * KK 01000 TONGUE AT AKRA KO 21 BA 160 QI 10 10 10 11 11 11 11 12 12 12 QI 13 13 13 13 13 14 14 14 15 15 QI 15 16 16 16 17 18 20 24 28 30 QI 40 80 120 300 200 120 80 70 65 63 QI 62 62 62 62 61 59 65 156 330 569 QI 647 666 675 659 646 644 604 594 609 611 QI 592 567 541 524 514 496 474 460 465 463 QI 441 417 406 392 373 346 314 278 236 204 QI 177 154 141 130 120 110 99 75 50 39 QI 43 43 KK DVTHL DIVERT PART OF FLOW ABOVE AKRA ON THE TONGUE RIVER DTTONGUE DI 0 338 339 675 1000 DQ 0 0 1 338 662 KK AKRA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 5285 QI 0 0 KKRSVAKR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE AKRA ON TONGUE RIVER RS 1 STOR 0 0 SV 0 1048 1153 10482 SQ 0 78 159 159 KK ADH Add Stored diversion flow to undiverted flow KO 21 HC 2 * KK02500A ROUTE TO MOUTH OF PEMBINA USING 1997 OPTIMIZATION COEFS. RT 1 2 2 * KK02500L LOCAL BELOW AKRA, NECHE, LAKE BRONSON, AND DRAYTON (RESIDUAL VALUES) KO 21 BA 1386 QI 22 42 62 49 16 -61 -95 -146 -190 -225 QI -242 -252 -251 -271 -263 -238 -194 -153 -120 -96 QI -70 -37 -15 11 20 40 15 -23 -82 -100

QI -56 -26 -38 -108 -51 247 723 479 -1135 -3057 QI -4343 -5040 -6316 -7173 -7941 -7928 -7640 -6886 -6687 -8235 QI -6130 -1535 1789 3636 1263 -2107 -6784 -9347 -10032 -9746 QI -6735 -988 2289 3562 4766 4348 6403 7839 7015 7212 QI 9237 7176 7353 9214 8896 8307 5750 3790 2067 1591 QI 1662 1959 2410 3392 3659 3676 3273 3182 2890 2423 QI 1599 382 * KK DVTEM DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTEMRSON DI 0 4619 4620 9237 9000 DQ 0 4619 4619 4619 4619 KKHIGHEM DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTEMLCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE EMERSON, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 6692 7361 66922 SQ 0 112 1012 1012 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DREMRSON KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH KO 21 HC 3 KK02500M RED RIVER AT EMERSON - COMBINE AKRA,NECHE,LAKE BRON,DRAY, AND LOCAL KO 21 HC 5 * * OBSERVED HYDRPOGRAPH AT EMERSON - 05002500 * KK 02500 GAGED AT EMERSON - ACTUAL GAGED AT EMERSON FOR COMPARISON QO 2280 2300 2320 2340 2340 2330 2330 2330 2320 2320 QO 2320 2310 2310 2290 2280 2270 2270 2270 2270 2270 QO 2270 2270 2260 2270 2280 2300 2310 2340 2350 2370 QO 2420 2490 2610 2830 3330 4590 6780 9500 11900 14000 QO 16300 18600 20200 21400 22600 24200 26200 28900 32200 36400 QO 44800 59000 76600 97800 115000 126000 129000 129000 126000 119000 QO111000 105000 98200 91800 87200 81600 78800 76300 71700 68500 QO 67800 63200 60700 59700 56900 54400 50100 46600 43400 41300 QO 39600 38100 36700 35700 34000 32400 30800 29900 28800 27500 QO 25800 24000 ZZ

ID RED RIVER OF THE NORTH ID FLOOD OF 1997 MODEL - LAKE TRAVERSE TO EMERSON - ID ID THIS IS A ROUTING MODEL OF THE RED RIVER INCLUDING LOCAL RUNOFF AREAS. ID THIS SIMULATES THE VIRTUAL CONDITION WHERE HYPOTHETICAL RESERVOIRS ID STORE PART OF THE TRIBUTARY INFLOW DURING THE 1997 FLOOD. ID *** NOTE THAT THE LOCAL RUNOFF FLOWS ARE THE RESIDUALS FROM ID THE CLOSEST GAGES...NOT MEASURED FLOWS*** ID THESE RUNS ARE FOR PLANNING USE ONLY ID BRENT JOHNSON - HOUSTON ENGINEERING ID TSAC Storage planning model, revised 8-20-2002 bhj ID Filename TSAC4075 NOTE: GATED STORAGE OF 40 DAYS, Store flow above 75% peak. ID THE HYDROGRAPHS SHOWN HEREIN ARE TAKEN FROM THE USGS 1997 WY BOOKS ID WITH THE EXCEPTION OF CROOKSTON AND GRAND FORKS WHICH WERE MODIFIED. ID ************Original FILE NAME = RRWMB_B.DAT ******************** ID IT 1440 01MAR97 1200 92 IO 0 2 * * TRAVERSE HYDROGRAPH - 05050000 - BOIS DE SIOUX NEAR WHITE ROCK, SD * KK 50000LAKE TRAVERSE(ACTUAL FLOWS AT TRAVERSE) BA 1160 QI 320 320 315 310 300 355 365 365 365 360 QI 350 340 360 400 415 410 405 400 395 320 QI 325 240 240 240 240 240 240 240 240 350 QI 340 440 520 530 540 545 550 560 570 580 QI 2300 4560 5160 5620 6280 7220 7710 7630 7520 7450 QI 7300 6550 5750 4830 4250 3740 3560 3240 3100 3000 QI 2820 2490 1980 1940 1840 1780 1750 1720 1630 1560 QI 1520 1480 1450 1430 1430 1400 1390 1370 1370 1330 QI 1340 1360 1280 1150 1130 1120 1110 1100 1090 1090 QI 1080 1080 * KK DVT DIVERT PART OF TRAVERSE FLOW DTTRAVER DI 0 5783 5784 7710 8000 DQ 0 0 1 1927 2217 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR KO 1 BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 11396 0 0 0 0 0 QI 0 0 KKRSVTRA TRAVERSER TEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 2260 2486 22604 SQ 0 38 342 342 KK ADH Add Stored diversion flow to undiverted flow HC 2

* * KK50000A ROUTE LAKE TRAVERSE TO WAHPETON (ROUTE TRAVERSE TO WAP 1997 OPT. COEF) RT 1 1 1 * * ORWELL HYDROGRAPH - 05046000 - OTTER TAIL RIVER BELOW ORWELL DAM * KK 46000 ORWELL DAM (ACTUAL GAGED AT ORWELL) BA 1830 QI 533 528 518 517 510 509 496 497 480 473 QI 476 492 519 559 584 572 558 580 593 606 QI 640 652 630 590 620 624 609 649 709 658 QI 726 946 1150 1110 856 671 716 755 780 795 QI 808 914 1170 1260 1340 1390 1480 1460 1460 1450 QI 1440 1430 1430 1420 1410 1410 1390 1390 1390 1380 QI 1380 1370 1360 1360 1360 1360 1360 1360 1370 1370 QI 1370 1370 1370 1380 1380 1380 1380 1380 1380 1380 QI 1380 1420 1480 1500 1500 1500 1490 1490 1480 1470 QI 1400 1330 * KK DVTOR DIVERT PART OF ORWELL FLOW DTORWELL DI 0 1125 1126 1500 2000 DQ 0 0 1 375 875 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR, KO 1 BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 13633 0 0 0 0 0 0 0 QI 0 0 KKRSVORW ORWELL TEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 2704 2974 27040 SQ 0 45 409 409 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK46000A ROUTE ORWELL OUTFLOW TO WAHPETON (ROUTE ORWELL TO WAHP 1997 OPT COEFS) RT 1 1 1 * KK51500L LOCAL BELOW TRAVERSE AND ORWELL(RESIDUAL VALUE) BA 1110 QI 47 47 52 67 73 90 36 39 38 55 QI 67 74 68 31 -49 -89 -62 -33 -30 -38 QI 24 -15 58 80 150 120 116 131 111 151 QI 192 334 614 1330 4160 7604 8784 7734 6185 5850 QI 5625 4892 3326 3670 4420 5080 3890 3110 3110 3020 QI 2900 2660 3020 3420 3750 3530 3180 2650 2420 2120 QI 1840 1650 1730 1970 1670 1490 1280 1090 860 660 QI 490 320 200 140 100 20 30 10 0 -40

QI -10 -40 -70 20 90 40 0 -10 -30 -30 QI -40 10 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTWLOCAL DI 0 6588 6589 8784 9000 DQ 0 6588 6588 6588 6588 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTWLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 4358 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE WAHPETON,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 864 951 8644 SQ 0 15 131 131 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRWLOCAL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK51500M RED RIVER AT WAHPETON - COMBINE TRAVERSE, ORWELL, AND LOCAL KO 21 HC 3 * * OBSERVED AT WAHPETON - 05051500 - FOR COMPARISON * KK 51500 GAGED AT WAHPETON (ACTUAL GAGED AT WAHPETON FOR COMPARISON) QO 900 900 900 900 900 900 900 900 900 900 QO 900 900 900 910 910 910 920 930 950 950 QO 950 950 950 950 980 980 980 980 1000 1100 QO 1200 1400 2000 3000 5800 9000 10000 9000 7500 7200 QO 7000 8000 8800 10000 11300 12700 12500 12300 12200 12000 QO 11800 11400 11000 10600 10000 9190 8330 7600 7050 6610 QO 6220 5850 5590 5310 4970 4690 4420 4200 3940 3660 QO 3420 3210 3050 2960 2910 2830 2810 2780 2750 2710 QO 2700 2680 2710 2780 2740 2670 2620 2590 2560 2540 QO 2520 2490 KK51500A ROUTE WAHPETON FLOWS TO HICKSON (ROUTE WAHPETON TO HICK 1997 OPT COEF) RT 1 2 1 * KK51522L LOCAL BELOW WAHPETON (RESIDUAL VALUE) BA 290 QI 69 86 100 110 92 57 18 -13 -8 3 QI -3 -20 -34 -39 -28 -4 -51 -73 -78 -92 QI -105 -108 -115 -116 -115 -131 -149 -149 -110 -74 QI -63 130 1020 1480 1920 1260 810 1300 2800 4250

QI 5050 5300 4800 4100 3600 2450 400 -800 -800 -550 QI -100 400 400 200 100 0 125 430 665 705 QI 750 825 855 850 820 810 780 785 780 760 QI 680 600 525 440 375 295 250 200 155 135 QI 120 105 100 135 145 130 145 135 115 85 QI 70 50 * KK DVTHL DIVERT PART OF LOCAL FLOW TO HICKSON, DIVERT LOW FLOW, HIGH FLOW STAYS DTHKLOCL DI 0 3975 3976 5300 6000 DQ 0 3975 3975 3975 3975 KKHIGHHL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * HICK SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 3625 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HICKSON, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 719 791 7190 SQ 0 12 109 109 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRHKLOCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK51500M RED RIVER AT HICKSON - COMBINE WAHPETON AND LOCAL ABOVE HICKSON KO 21 HC 2 * * OBSERVED AT HICKSON 05051522 - FOR COMPARISON * KK 51522 GAGED AT HICKSON (GAGE AT HICKSON FOR COMPARISON) QO 969 986 1000 1010 992 957 918 887 892 903 QO 897 880 866 861 877 906 859 842 847 848 QO 845 842 835 834 835 834 831 831 870 916 QO 987 1280 2320 3180 4420 5660 8210 10800 12300 12500 QO 12400 12400 12300 12500 13000 13100 12400 11800 11600 11700 QO 12000 12300 12000 11400 10900 10300 9720 9190 8630 8030 QO 7580 7240 6890 6570 6270 5950 5610 5340 5090 4830 QO 4480 4140 3840 3570 3380 3230 3120 3020 2950 2900 QO 2850 2810 2790 2830 2890 2890 2850 2780 2720 2660 QO 2620 2580 * KK51522A HICKSON TO FARGO (ROUTE FROM HICKSON TO FARGO 1997 OPT COEF) RT 1 2 1 *

* RUTLAND HYDROGRAPH - 5051600 - WILD RICE RIVER NEAR RUTLAND, ND * KK 51600 WILD RICE RIVER AT RUTLAND, ND (GAGED FLOWS AT RUTLAND, ND) BA 546 QI 1 1 1 1.1 1.1 1.1 1.2 1.2 1.3 1.3 QI 1.4 1.5 1.6 1.7 1.8 1.8 1.8 1.9 1.9 2.0 QI 2.1 2.2 2.3 2.4 2.5 2.9 3.3 3.9 5.0 20 QI 60 200 761 1720 2540 2300 1210 450 475 569 QI 658 752 733 700 817 979 954 775 675 614 QI 577 624 601 527 460 406 358 339 320 299 QI 277 263 247 232 223 212 205 201 194 188 QI 186 175 165 159 151 143 136 130 125 123 QI 122 123 123 128 135 132 126 124 124 121 QI 121 116 * KKDVTRUT DIVERT PART OF RUTLAND FLOW DT RUTLA DI 0 1905 1906 2540 3000 DQ 0 0 1 635 1094 KK RUTLA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 1030 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVRUT RUTLANDTEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 204 224 2043 SQ 0 3.4 31 31 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK51600A ROUTE RUTLAND TO ABERCROMBIE (ROUTE RUTLAND TO ABER - 1997 OPT COEF) RT 1 9 6 * KK53000L LOCAL BELOW RUTLAND, ND (RESIDUAL VALUE) BA 1534 QI -1 -1 -1 -1 -1 -1 -1 -1 -1 0 QI 0 0 -1 -1 -1 -1 -1 -1 -1 -1 QI -1 -1 -1 -1 -1 0 0 0 0 0 QI 1 45 589 1967 4382 6692 8210 6654 5220 4171 QI 3920 3564 3313 4814 6384 8178 8743 8569 8133 7399 QI 6527 5772 5192 4644 4135 3697 3315 3006 2722 2479 QI 2262 1993 1711 1469 1240 1045 876 742 650 569 QI 512 481 444 409 382 352 331 308 296 287 QI 281 273 260 254 244 238 235 225 214 202 QI 191 181 * KK DVTAB DIVERT PART OF LOCAL FLOW BELOW RUTLAND, LOW FLOW DVTED,HIGH FLOW STAYS DTABLOCL DI 0 6557 6558 8743 9000 DQ 0 6557 6557 6557 6557

KKHIGHAB DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTALOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * ABER SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 10122 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ABERCROMBIE, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 2008 2208 20077 SQ 0 34 304 304 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRABLOCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK53000M WILD RICE RIVER AT ABERCROMBIE- COMBINE RUTLAND AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT ABERCROMBIE - 05053000 - FOR COMPARISON * KK 53000 GAGED AT ABERCROMBIE, ND (ACTUAL FLOWS AT ABERCROMBIE - FOR COMPARISON) QO .4 .4 .4 .4 .4 .4 .4 .4 .5 .7 QO .72 .68 .68 .68 .68 .70 .75 .75 .80 .85 QO .9 1 1.3 1.3 1.4 1.8 2.0 2.5 2.7 3.0 QO 4.0 50 600 2000 4500 7000 8800 7500 6200 5200 QO 5000 4700 4500 6000 7460 9050 9450 9250 8870 8170 QO 7310 6550 5950 5390 4870 4400 3960 3590 3260 2980 QO 2730 2430 2110 1830 1570 1350 1160 1010 903 809 QO 740 699 654 611 576 539 511 482 462 446 QO 433 418 399 389 375 366 362 352 341 330 QO 320 311 * KK53000A ABERCROMBIE TO FARGO (ROUTE ABER TO FARGO USING 1997 OPT COEF) RT 1 9 3 * KK53800L LOCAL BELOW ABERCROMIE AND HICKSON - (RESIDUAL VALUE) BA 420 QI -29 -29 -38 -53 -55 -51 -25 2 37 40 QI 32 20 31 57 66 70 48 57 99 105 QI 102 113 126 141 145 144 164 166 167 147 QI 200 1374 1600 1504 476 389 866 592 445 1250 QI 1644 1517 1800 1999 3421 5454 6516 7908 7405 6315 QI 5938 5543 4773 4338 4449 3987 3623 3359 2995 2664 QI 2336 2025 1658 1317 1142 1042 952 883 832 699 QI 521 377 268 114 -62 -236 -410 -551 -663 -759 QI -823 -799 -673 -45 -129 -366 -453 -432 -356 -273

QI -176 -91 * KK DVTHL DIVERT PART OF LOCAL FLOW BELOW ABERCROMBIE AND HICKSON DTRRFARG DI 0 5931 5932 7908 9000 DQ 0 5931 5931 5931 5931 KKHIGHFA DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTFLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * RRFAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 4427 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE FARGO, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 878 966 8781 SQ 0 15 133 133 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRRRFARG KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK53800M RED RIVER AT FARGO - COMBINE ABERCROMBIE, HICKSON, AND LOCAL KO 21 HC 3 * * OBSERVED HYDROGRAPH AT FARGO - FOR COMPARISON * KK 53800 GAGED AT FARGO (ACTUAL GAGED AT FARGO FOR COMPARISON) QO 940 940 940 940 950 950 950 940 940 930 QO 930 920 920 930 930 940 940 940 950 950 QO 950 960 970 980 980 980 1000 1000 1000 1000 QO 1100 2400 3030 4100 4800 6740 9290 11600 14600 18000 QO 19700 19900 20300 20500 22000 24600 26300 27800 27000 25800 QO 25600 25400 24700 23800 22900 21300 19800 18400 17000 15700 QO 14400 13200 12100 11100 10300 9620 8970 8340 7770 7190 QO 6600 6020 5460 4900 4370 3910 3520 3210 2960 2750 QO 2600 2550 2610 3190 3100 2900 2830 2820 2830 2840 QO 2870 2900 * KK53800A ROUTE TO HALSTAD (ROUTE FARGO TO HALSTA - 1997 OPT. COEF) RT 1 3 2 * * SHEYENNE @ KINDRED - 05059000 - SHEYENNE RIVER NEAR KINDRED, ND * KK 59000 GAGED AT KINDRED (ACTUAL GAGED FLOWS AT KINDRED) BA 8800 QI 200 210 210 210 210 200 200 200 200 190

QI 190 190 190 190 190 190 190 190 190 190 QI 190 190 200 200 210 230 250 260 250 250 QI 350 500 700 1000 1300 1700 2500 3660 5400 5200 QI 4860 4200 3800 3670 3600 3600 3770 3670 4150 4650 QI 4770 4710 4650 4770 5000 5190 5410 5540 5570 5610 QI 5570 5420 5270 5020 4910 4910 4950 4920 4790 4670 QI 4510 4290 4060 3760 3320 2680 2230 2010 1920 1850 QI 1720 1500 1240 1180 1200 1140 1110 1110 1120 1130 QI 1110 1080 * KKDVTKIN DIVERT PART OF KINDRED FLOW DT KINDR DI 0 4208 4209 5610 6000 DQ 0 0 1 1403 1792 KK KINDR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 21167 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVKND KINDREDTEMPORARY STORAGE RESERVOIR RS 1 STOR 0 0 SV 0 4198 4618 41984 SQ 0 71 635 635 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK59000A ROUTE TO HORACE (ROUTE KINDRED TO HORACE - 1997 OPT. COEF) RT 1 9 2 * KK59300L LOCAL BELOW KINDRED (RESIDUAL VALUE) CONSIDER CAREFULLY!!! MAJOR LOSSES BA 40 QI 73 72 76 86 86 86 86 77 79 81 QI 73 76 77 78 79 80 80 80 80 80 QI 79 78 86 91 94 97 110 123 126 112 QI 67 29 160 499 760 671 299 -140 -524 -873 QI -1184 -1448 -1699 -1821 -1733 -1351 -1024 -671 -124 -306 QI -244 -284 -460 -568 -791 -876 -828 -1021 -1087 -1232 QI -1248 -1350 -1369 -1413 -1258 -1216 -744 -634 -403 -604 QI -538 -420 -253 -61 58 17 -408 -682 -677 -532 QI -312 -254 -280 -259 -209 -159 -118 -82 -41 -19 QI -13 -16 * KK59300M SHEYENNE RIVER AT HORACE - COMBINE KINDRED AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT HORACE - FOR COMPARISON * KK 59300 GAGE AT HORACE (GAGE AT HORACE FOR COMPARISON) QO 275 275 280 290 290 290 290 280 280 280 QO 270 270 270 270 270 270 270 270 270 270

QO 270 270 280 290 300 310 330 350 370 390 QO 400 450 700 1200 1710 2000 2200 2300 2400 2440 QO 2440 2440 2400 2400 2500 2690 2900 3230 3840 3760 QO 3930 4020 4000 4050 4020 4090 4240 4140 4170 4110 QO 4150 4050 4000 3900 3990 3960 4340 4350 4480 4170 QO 4130 4120 4110 4050 3870 3520 2790 2220 1940 1800 QO 1740 1560 1370 1270 1220 1180 1140 1110 1110 1120 QO 1120 1110 * KK59300A ROUTE TO WEST FARGO (ROUTE HORACE TO WEST FARGO - 1997 OPT. COEF) RT 1 1 1 * KK59500L LOCAL BELOW HORACE (RESIDUAL VALUE) BA 30 QI 5 5 5 5 0 0 0 0 5 5 QI 5 10 10 10 10 10 10 10 10 10 QI 10 10 11 7 4 13 30 45 75 150 QI 250 450 450 450 460 530 200 0 -100 -200 QI -240 -240 -190 -100 400 600 810 1300 1270 960 QI 1030 850 760 760 690 700 610 450 520 480 QI 530 480 550 600 690 570 580 190 160 0 QI 230 270 280 190 150 280 480 1010 1180 1060 QI 700 460 240 730 530 280 120 60 90 90 QI 80 80 * KK DVTHO DIVERT PART OF LOCAL FLOW BELOW HORACE, LOW FLOW DVTED, HIGH FLOW STAYS DTHORACE DI 0 975 976 1300 2000 DQ 0 975 975 975 975 KKHIGHHO DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHOLOCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * HORAC SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 1000 0 0 0 QI 0 0 KKRSVHIC LOCAL TEMPORARY STORAGE RESERVOIR BELOW HORACE, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 198 218 1983 SQ 0 3 30 30 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRHORACE KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK59500M SHEYENNE RIVER AT WEST FARGO - COMBINE HORACE AND LOCAL KO 21 HC 2

* * OBSERVED HYDROGRAPH AT WEST FARGO - FOR COMPARISON * KK 59500 GAGE AT WEST FARGO - INCLUDING DIVERSION - ACTUAL FOR COMPARISON QO 280 280 280 285 290 290 290 290 285 285 QO 285 280 280 280 280 280 280 280 280 280 QO 280 280 281 287 294 313 340 375 425 520 QO 640 850 900 1150 1660 2240 2200 2200 2200 2200 QO 2200 2200 2250 2300 2800 3100 3500 4200 4500 4800 QO 4790 4780 4780 4760 4740 4720 4700 4690 4660 4650 QO 4640 4630 4600 4600 4590 4560 4540 4530 4510 4480 QO 4400 4400 4400 4300 4200 4150 4000 3800 3400 3000 QO 2500 2200 1800 2100 1800 1500 1300 1200 1200 1200 QO 1200 1200 * KK59500A ROUTE TO HALSTAD (ROUTE WEST FARGO TO HALSTAD - 1997 OPT. COEF) RT 1 1 1 * * MAPLE RIVER @ ENDERLIN HYDROGRAPH - 05059700 * KK 59700 GAGE AT ENDERLIN - ACTUAL FOR 1997 FLOOD BA 843 QI 3.1 3.2 3.3 3.2 3.1 3.2 3.3 3.2 3.2 3.4 QI 3.2 3.2 3.1 3.1 3.0 3.4 3.7 3.6 3.6 3.7 QI 3.9 4.1 4.3 4.7 4.7 5.5 7.5 45 540 1270 QI 2080 3300 3500 3700 3600 2900 1700 1000 900 850 QI 870 900 900 910 1200 2400 3500 3670 3890 3860 QI 3540 3130 2570 2180 2020 1750 1560 1380 1180 1040 QI 951 857 737 644 563 517 432 360 313 281 QI 249 219 195 179 158 141 129 119 111 99 QI 91 85 80 95 91 113 156 134 108 89 QI 76 66 * KK DVTEN DIVERT PART OF FLOW AT ENDERLIN DT ENDER DI 0 2918 2919 3890 5000 DQ 0 0 1 973 2082 KK RRFAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 6517 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVEND TEMPORARY STORAGE RESERVOIR AT ENDERLIN RS 1 STOR 0 0 SV 0 1293 1421 12926 SQ 0 22 196 196 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK59700A ROUTE TO MAPLETON (ROUTE ENDERLIN TO MAPLETON - 1997 OPT. COEF) RT 1 1 1

* KK60100L LOCAL BELOW ENDERLIN (RESIDUAL VALUE) BA 637 QI -3 -3 -3 -3 -3 -3 -3 -3 -3 -3 QI -3 -3 -3 -3 -3 -3 -3 -4 -3 -3 QI -3 -3 -4 -4 -4 -4 -3 -3 -36 -517 QI -1220 -1960 -3000 -2500 -2200 -2000 -1350 -250 300 300 QI 350 330 400 1100 2590 4200 4220 2450 1850 1540 QI 1470 1520 1690 1980 1980 1680 1550 1240 1120 1020 QI 1060 969 883 833 776 677 663 528 490 544 QI 487 429 369 308 264 214 162 113 103 90 QI 89 83 82 99 112 158 133 71 74 113 QI 124 115 * KK DVTEL DIVERT PART OF LOCAL FLOW BELOW ENDERLIN, LOW FLOW DVTD, HIGH FLOW STAY DTENDERL DI 0 3165 3166 4220 5000 DQ 0 3165 3165 3165 3165 KKHIGHEL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTELOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * ENDER SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 2090 0 0 0 0 QI 0 0 KKRSVEND LOCAL TEMPORARY STORAGE RESERVOIR BELOW ENDERLIN AND ABOVE MAPLETON RS 1 STOR 0 0 SV 0 415 456 4145 SQ 0 7 63 63 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRENDERL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK60100M MAPLE RIVER AT MAPLETON - COMBINE ENDERLIN AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT MAPLETON - FOR COMPARISON * KK 60100 GAGE AT MAPLETON - ACTUAL GAGE FOR COMPARISON QO .2 .1 .1 0 0 0 0 0 .1 .2 QO .2 .1 0 0 0 .1 .2 .2 .2 .3 QO .4 .5 .5 .6 .8 1 2.5 5 9 23 QO 50 120 300 1000 1500 1600 1550 1450 1300 1200 QO 1200 1200 1300 2000 3500 5400 6620 5950 5520 5430 QO 5330 5060 4820 4550 4160 3700 3300 2800 2500 2200 QO 2100 1920 1740 1570 1420 1240 1180 960 850 857

QO 768 678 588 503 443 372 303 242 222 201 QO 188 174 167 179 207 249 246 227 208 221 QO 213 191 * KK60100A ROUTE TO HALSTAD (ROUTE MAPLETON TO HALSTAD - 1997 OPT. COEF) RT 1 9 1 * * RUSH RIVER NEAR AMENIA, ND HYDROGRAPH - 05060500 * KK 60500 GAGE AT AMENIA - GAGE FOR 1997 FLOOD BA 116 QI 2.1 2.2 2.2 2.3 2.2 2.3 2.4 2.4 2.5 2.4 QI 2.4 2.3 2.2 2.1 2.0 3.1 3.7 3.6 4.4 6.7 QI 10 16 24 26 35 53 81 140 170 250 QI 312 297 343 382 420 420 384 253 240 250 QI 230 214 390 530 800 1410 1450 1110 1020 1100 QI 959 769 594 463 400 339 281 250 226 216 QI 177 113 76 63 55 52 48 44 42 40 QI 34 28 24 22 21 19 18 16 15 13 QI 13 13 13 30 103 65 36 26 20 17 QI 21 18 * KK DVTAM DIVERT PART OF FLOW AT AMENIA DTAMENIA DI 0 1088 1089 1450 2000 DQ 0 0 1 362 912 KK AMENI SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 718 0 0 0 0 QI 0 0 KKRSVAME LOCAL TEMPORARY STORAGE RESERVOIR ABOVE AMENIA RS 1 STOR 0 0 SV 0 142 156 1424 SQ 0 2.4 22 22 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK60500A ROUTE TO HALSTAD (ROUTE AMENIA TO HALSTAD - 1997 OPT. COEF) RT 1 9 4 * * BUFFALO RIVER AT HAWLEY - 05061000 * KK 61000 BUFFALO RIVER AT HAWLEY (ACTUAL GAGE AT HAWLEY) BA 322 QI 30 30 30 29 29 29 29 29 29 29 QI 29 28 28 28 28 28 28 28 28 28 QI 28 28 27 24 22 18 15 14 16 20 QI 29 100 380 450 1400 1900 2360 1600 1520 1430 QI 1350 1230 1180 1350 1600 1540 1370 1190 1160 1070 QI 979 899 808 723 650 580 525 483 452 417

QI 385 355 326 309 300 286 265 249 250 250 QI 240 235 236 230 222 216 209 203 196 190 QI 187 182 188 279 375 435 433 400 348 306 QI 278 256 * KK DVTHW DIVERT PART OF FLOW ABOVE HAWLEY DTHAWLEY DI 0 1770 1771 2360 3000 DQ 0 0 1 590 1230 KKHAWLEY SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 720 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHIC TEMPORARY STORAGE RESERVOIR ABOVE HAWLEY RS 1 STOR 0 0 SV 0 143 157 1428 SQ 0 2.4 22 22 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK61000A ROUTE HAWLEY FLOWS TO DILWORTH (HAWLEY ROUTED TO DILWORTH) 1997 RT 1 1 1 * * SOUTH BRANCH OF THE BUFFALO RIVER AT SABIN - 05061500 * KK 61500 S BR. BUFFALO RIVER AT SABIN (ACTUAL GAGED AT SABIN FOR 1997) BA 522 QI .93 .93 .93 .93 .93 .93 .94 .94 .94 .94 QI .94 .95 .95 .96 .97 .98 .99 1.0 1 1 QI 1 1.1 1.1 1.1 1.2 1.2 1.3 1.4 1.6 1.9 QI 2.4 20 120 700 3000 5850 4600 3200 2600 2650 QI 2500 2300 2110 2230 3290 3670 2740 1740 1300 1010 QI 808 704 618 523 444 381 338 298 266 248 QI 227 201 170 144 120 99 98 100 97 93 QI 95 92 85 79 70 63 64 61 57 51 QI 47 44 51 63 75 150 220 203 159 119 QI 88 68 * KK DVSAB DIVERT PART OF FLOW ABOVE SABIN DT SABIN DI 0 4388 4389 5850 6000 DQ 0 0 1 1462 1612 KK SABIN SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 1674 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSSABI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE SABIN RS 1 STOR 0 0 SV 0 332 365 3320 SQ 0 5.6 50 50 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK61500A ROUTE SABIN FLOWS TO DILWORTH (ROUTE SABIN TO DILWORT) 1997 RT 1 5 1 * KK62000L LOCAL BELOW HAWLEY AND SABIN (RESIDUAL VALUES) BA 196 QI 2 2 1 1 2 2 2 2 2 2 QI 2 2 3 3 3 3 3 3 3 3 QI 4 4 5 6 10 12 17 21 23 22 QI 18 102 31 -448 -788 -654 3000 1090 1120 1070 QI 1120 1018 1012 634 1130 2542 2126 1492 1008 820 QI 718 593 478 413 363 329 293 260 221 173 QI 144 116 94 78 60 48 47 48 55 44 QI 39 42 44 43 55 61 57 58 58 58 QI 63 63 87 197 209 104 1 17 55 83 QI 83 66 * KK DVTHL DIVERT PART OF LOCAL FLOW BELOW HAWLEY AND SABIN, LOW DVTD HIGH STAYS DTDILWTH DI 0 2250 2251 3000 4000 DQ 0 2250 2250 2250 2250 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHSLCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * DILWTH SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 1042 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVDIL LOCAL TEMPORARY STORAGE RESERVOIR ABOVE DILWORTH,DRAIN GATED RESERVOIR RS 1 STOR 0 0 SV 0 207 227 2067 SQ 0 3.5 31 31 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRDILWTH KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK62000M BUFFALO RIVER AT DILWORTH - COMBINE HAWLEY, SABIN, AND LOCAL KO 21

HC 3 * * OBSERVED HYDROGRAPH AT DILWORTH - 05062000 * KK 62000 GAGE AT DILWORTH (ACTUAL GAGED AT DILWORTH FOR COMPARISON) QO 33 33 32 32 32 32 32 32 32 32 QO 32 32 32 32 32 32 32 32 32 32 QO 33 33 34 34 35 35 36 37 38 40 QO 43 160 300 700 1600 3600 8370 7300 6500 5700 QO 5200 4800 4600 4300 5200 6950 6400 5410 4290 3500 QO 2900 2460 2110 1840 1620 1440 1270 1130 1010 900 QO 809 723 647 576 516 474 445 416 401 391 QO 384 374 368 363 363 355 340 330 320 310 QO 305 300 320 441 565 591 578 611 625 589 QO 520 452 * KK 62000 ROUTE TO HALSTAD (ROUTE DILWORTH TO HALSTAD - 1997 OPT. COEF) RT 1 6 1 * * WILD RICE RIVER NEAR HENDRUM MN - 05064000 * KK 64000 GAGED AT HENDRUM (ACTUAL GAGED AT HENDRUM) BA 1600 QI 120 120 120 120 120 120 120 120 120 120 QI 125 130 130 130 130 125 120 120 125 130 QI 130 130 130 130 130 130 130 135 145 170 QI 200 250 350 600 1200 2600 4000 4800 5200 5600 QI 5900 6600 7200 7800 8550 8930 9220 10100 10300 8980 QI 7700 6610 5710 5040 4450 3860 3240 2650 2160 1990 QI 1870 1760 1650 1600 1550 1470 1370 1260 1150 1120 QI 1100 1080 1060 1040 1030 1010 998 987 977 964 QI 871 757 699 680 1040 1440 1470 1360 1200 1070 QI 975 890 * KK DVTHE DIVERT PART OF FLOW ABOVE HENDRUM DT HENDR DI 0 7725 7726 10300 12000 DQ 0 0 1 2575 4275 KK HENDR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 9805 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HENDRUM RS 1 STOR 0 0 SV 0 1945 2139 19448 SQ 0 33 294 294 KK ADH Add Stored diversion flow to undiverted flow HC 2 KK64000A ROUTE TO HALSTAD (ROUTE HENDRUM TO HALSTAD - 1997 OPT. COEF)

RT 1 2 0 * KK64500L LOCAL BELOW HENDRUM, DILWORTH, AMENIA, MAPLETON, W. FARGO, & FARGO BA 1894 QI 275 325 325 375 420 412 409 455 459 467 QI 472 470 479 532 532 531 529 529 522 513 QI 506 501 595 584 563 543 509 551 570 635 QI 447 513 438 1065 2596 4719 5158 3205 406 -1240 QI -2742 -3511 -1856 -642 2599 2040 267 6845 12301 17634 QI 19350 18390 15940 13568 11976 10940 10460 10316 10742 11365 QI 11560 11429 10780 9789 9013 8591 8350 7974 7515 6768 QI 5943 4930 4037 3017 2275 1821 1377 1164 979 906 QI 756 716 607 729 486 901 802 726 623 473 QI 322 197 * KK DVTHA DIVERT PART OF LOCAL FLOW ABOVE HALSTAD, LOW FLOW DVT, HIGH FLOW STAYS DTRRHALS DI 0 14513 14514 19350 20000 DQ 0 14513 14513 14513 14513 KKHALSTD DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTHLSTLC DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR * RRHAL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 13262 0 QI 0 0 KKRSVHAL LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HALSTAD, DRAIN GATED POOL RS 1 STOR 0 0 SV 0 2631 2894 26305 SQ 0 44 398 398 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRRRHALS KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK64500M RED RIVER AT HALSTAD - COMBINE HEN,DIL,AMEN,MAP,WF,FARGO, AND LOCAL KO 21 HC 7 * * OBSERVED HYDROGRAPH AT HALSTAD - 05064500 * KK 64500 GAGE AT HALSTAD (GAGE AT HALSTAD FOR COMPARISON) QO 1650 1700 1700 1750 1800 1800 1800 1850 1850 1850 QO 1850 1850 1850 1900 1900 1900 1900 1900 1900 1900 QO 1900 1900 2000 2000 2000 2000 2000 2100 2200 2400 QO 2500 3000 4000 6000 10000 16000 21000 23000 24000 26000 QO 28000 30000 34000 37000 42000 44000 45000 55000 64000 69900 QO 69900 66200 61300 57000 53400 50200 47300 44600 42400 40700

QO 38900 36900 34500 31900 29700 28000 26600 25200 23800 22200 QO 20600 18800 17200 15500 14000 12800 11700 10800 9960 9110 QO 8210 7340 6720 6400 6880 7610 7580 7200 6800 6480 QO 6210 5990 * KK64500A ROUTE TO GF (ROUTE TO GF ABOVE THE RLR - 1997 OPT. COEF) RT 1 1 1 * * GOOSE RIVER NEAR HILLBORO - 05066500 * KK 66500 GOOSE RIVER-- HILLSBORO BA 1203 QI 18 18 18 18 18 18 18 18 17 17 QI 17 19 18 17 20 20 18 18 18 17 QI 17 16 15 14 15 16 18 21 23 33 QI 511 2200 3350 4330 6470 8060 7840 6590 4390 2720 QI 2080 2310 2300 2150 2460 3420 3870 4270 4320 4180 QI 3940 3700 3320 2890 2420 1910 1650 1500 1360 1230 QI 1120 1010 914 825 728 660 540 464 443 450 QI 430 453 441 435 377 311 276 242 224 212 QI 200 177 168 183 201 192 188 197 187 174 QI 170 182 KK DVTGO DIVERT PART OF FLOW ABOVE HILLSBORO DT HILLS DI 0 6045 6046 8060 9000 DQ 0 0 1 2015 2955 KK HILLS SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 4962 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HILLSBOTO RS 1 STOR 0 0 SV 0 984 1083 9841 SQ 0 17 149 149 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK66500A ROUTE TO GF (ROUTE GOOSE RIVER TO GF - 1997 OPT. COEF) RT 1 1 1 * * MARSH RIVER NEAR SHELLY, MN - 05067500 * KK 67500 GAGE AT SHELLY BA 151 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 .2 6 60 260 450 700 1250 1700 2100 QI 2300 2200 1600 1500 1400 1600 3300 4000 4100 3000

QI 2000 1400 1100 900 740 550 300 200 180 180 QI 200 170 140 120 110 100 90 81 76 74 QI 67 62 59 49 43 41 37 33 30 27 QI 25 22 21 56 161 241 194 121 89 70 QI 58 47 KK DVTSH DIVERT PART OF FLOW ABOVE SHELLY ON MARSH RIVER DT SHELL DI 0 3075 3076 4100 5000 DQ 0 0 1 1025 1295 KK SHELL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 2175 0 0 0 QI 0 0 KKRSVSHE LOCAL TEMPORARY STORAGE RESERVOIR ABOVE SHELLY RS 1 STOR 0 0 SV 0 431 474 4314 SQ 0 7.2 65 65 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK67500A ROUTE TO GF (ROUTE MARSH RIVER TO GF - 1997 OPT. COEF) RT 1 1 1 * * SANDHILL RIVER AT CLIMAX, MN - 05069000 * KK 69000 GAGE AT CLIMAX - SANDHILL - (ACTUAL GAGE FOR CLIMAX, SANDHILL) BA 430 QI 23 22 22 22 21 21 21 21 21 22 QI 23 23 23 23 22 22 22 23 24 25 QI 26 26 26 26 26 25 25 26 28 30 QI 40 76 130 220 382 540 660 740 740 720 QI 720 720 800 960 1200 1500 2000 2700 3410 3940 QI 4360 4310 3920 3300 2590 1960 1440 1040 773 642 QI 534 435 362 297 231 171 170 181 190 198 QI 206 196 182 168 152 137 109 105 101 96 QI 91 88 87 137 212 208 193 179 164 152 QI 139 126 * KK DVTCL DIVERT PART OF FLOW ABOVE CLIMAX ON SANDHILL RIVER DT CLIMA DI 0 3270 3271 4360 5000 DQ 0 0 1 1090 1730 KK CLIMA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 3620 0 0 QI 0 0 KKRSVCLI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE CLIMAX ON SANDHILL RIVER RS 1 STOR 0 0 SV 0 718 790 7180 SQ 0 12 109 109 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK69000A ROUTE TO GF (ROUTE SANDHILL R. TO GF - 1997 OPT. COEF) * NOTE REVISED OPTIMIZATION BASED ON REVISED GF HYDROGRAPH RT 1 1 1 * * RED LAKE RIVER AT HIGHLANDING - 05075000 * KK 75000 RED LAKE RIVER AT HIGH LANDING BA 2300 QI 940 940 950 950 950 950 950 950 950 960 QI 970 980 1000 1020 1020 1050 1080 1100 1120 1140 QI 1140 1140 1140 1150 1160 1180 1200 1190 1180 1200 QI 1250 1300 1380 1380 1590 1990 1900 1500 1450 1800 QI 2200 2000 1670 1570 1810 2200 2050 1960 1980 1960 QI 1660 1470 1350 1260 1160 1050 945 862 800 745 QI 712 655 603 557 518 484 477 456 512 572 QI 541 504 514 489 478 480 682 904 935 926 QI 919 915 1050 1300 1430 1470 1490 1480 1470 1460 QI 1450 1440 KK DVTHL DIVERT PART OF FLOW ABOVE HIGHLANDING ON RED LAKE RIVER KO 1 DT HIGHL DI 0 1650 1651 2200 3000 DQ 0 0 1 550 1350 KK HIGHL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 3730 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVHEN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE HIGHLANDING RS 1 STOR 0 0 SV 0 740 814 7398 SQ 0 12 112 112 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK75000A ROUTE HIGHLANDING TO CROOKSTON - 1997 RT 1 2 2 *

* THIEF RIVER AT TRF - 05076000 * KK 76000 THIEF RIVER AT THIEF RIVER FALLS (ACTUAL FLOWS) BA 959 QI 2.4 2.4 2.4 2.5 2.5 2.4 2.3 3.8 4.5 6.4 QI 6.0 5.8 5.5 5.0 5.0 10 35 50 87 84 QI 80 78 74 72 70 68 68 70 76 86 QI 130 200 450 660 900 900 890 880 870 860 QI 850 900 950 1000 1080 1190 1040 1200 1600 2500 QI 3440 3750 4080 4080 4000 3870 3690 3370 3040 2810 QI 2670 2640 2580 2490 2420 2340 2270 2220 2270 2330 QI 2260 2180 2170 2140 2090 2060 2010 1950 1890 1830 QI 1750 1670 1670 1680 1680 1640 1590 1560 1480 1470 QI 1500 1520 KK DVTTH DIVERT PART OF FLOW ABOVE GAGE ON THIEF RIVER NR THIEF RIVER FALLS DT THIEF DI 0 3060 3061 4080 5000 DQ 0 0 1 1020 1940 KK THIEF SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 5800 0 KKRSVTHI LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GAGE ON THIEF RIVER RS 1 STOR 0 0 SV 0 1150 1265 11504 SQ 0 19 174 174 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK76000A THIEF AT TRF TO CROOKSTON - 1997 RT 1 1 3 * * CLEARWATER RIVER AT PLUMMER - 05078000 * KK 78000 CLEARWATER RIVER AT PLUMMER (ACTUAL FLOWS) BA 512 QI 76 74 72 72 72 72 70 70 72 72 QI 74 76 76 74 74 74 74 78 82 84 QI 86 86 86 84 84 82 82 84 90 100 QI 130 190 290 430 660 960 1500 2200 2100 2000 QI 2000 2000 2100 2200 2400 2600 2700 2600 2500 2360 QI 2000 1630 1330 1100 939 791 651 563 494 445 QI 426 406 357 306 290 259 222 196 217 266 QI 260 291 295 251 231 222 214 225 245 231 QI 200 192 210 242 356 418 408 392 361 336 QI 318 293 KK DVTHL DIVERT PART OF FLOW ABOVE PLUMMER ON CLEARWATER RIVER KO 1 DT CLEAR

DI 0 2025 2026 2700 3000 DQ 0 0 1 675 975 KK CLEAR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 3510 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVCLE LOCAL TEMPORARY STORAGE RESERVOIR ABOVE PLUMMER ON CLEARWATER RIVER RS 1 STOR 0 0 SV 0 696 766 6962 SQ 0 12 105 105 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK78000A ROUTE PLUMMER TO RED LAKE FALLS - 1997 OPT. COEF RT 1 1 1 * * LOST RIVER AT OKLEE - 05078230 * KK 78230 LOST RIVER AT OKLEE (ACTUAL FLOWS AT OKLEE) BA 266 QI 18 18 18 17 17 17 17 18 18 18 QI 19 19 19 20 20 20 20 20 20 20 QI 20 20 20 20 20 20 21 22 22 23 QI 25 30 90 300 380 370 350 340 340 340 QI 360 500 1000 1400 1700 1900 1350 1060 1150 982 QI 704 546 434 352 292 256 221 202 189 185 QI 167 149 137 124 111 108 104 97 118 121 QI 115 119 116 101 107 112 107 100 98 102 QI 96 90 89 160 222 202 173 146 123 104 QI 87 91 KK DVTLO DIVERT PART OF FLOW ABOVE OKLEE ON LOST RIVER DT LOSTR DI 0 1425 1426 1900 3000 DQ 0 0 1 475 1575 KK LOSTR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 750 0 0 0 0 0 QI 0 0 KKRSVLOS LOCAL TEMPORARY STORAGE RESERVOIR ABOVE OKLEE ON THE LOST RIVER RS 1 STOR 0 0 SV 0 149 164 1488

SQ 0 2.5 23 23 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK78230A ROUTE LOST R @ OKLEE TO RED LAKE FALLS - 1997 OPT. COEF RT 1 7 1 * KK78500L LOCAL BELOW PLUMMER AND OKLEE BA 592 QI 36 31 33 35 34 31 31 33 35 35 QI 35 31 28 27 26 31 36 41 47 48 QI 46 39 39 37 39 36 37 42 44 42 QI 32 -3 -64 -94 149 1074 2930 2654 1746 1879 QI 1759 1379 1384 1861 2707 3787 3234 2747 2836 3661 QI 1681 1163 863 711 689 642 601 567 531 500 QI 476 449 390 364 344 326 290 291 318 353 QI 297 299 262 221 214 232 227 228 235 209 QI 193 179 191 295 532 478 344 297 273 260 QI 237 226 * KK DVTCW DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTCWLCAL DI 0 2841 2842 3788 5000 DQ 0 2841 2841 2841 2841 KKHIGHCL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTRLFLCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 2248 0 0 0 0 QI 0 0 KKRSVRLF LOCAL TEMPORARY STORAGE RESERVOIR ABOVE RED LAKE FALLS, DRAIN GATEDPOOL RS 1 STOR 0 0 SV 0 446 491 4459 SQ 0 7.5 67 67 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRCWLCAL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK78500M CLEARWATER RIVER AT RED LAKE FALLS - COMBINE PLUMMER, OKLEE, AND LOCAL KO 21 HC 3 * * OBSERVED HYDROGRAPH AT RED LAKE FALLS - FOR COMPARISON * KK 78500 CLEARWATER RIVER GAGED FLOWS AT RED LAKE FALLS (ACTUAL FLOW FOR COMP) QO 130 125 125 125 123 120 120 120 123 125 QO 125 124 123 122 120 125 130 135 145 150

QO 150 145 145 143 143 140 140 145 150 155 QO 165 200 250 370 800 2000 4200 4500 4300 4350 QO 4220 3990 4190 4990 6080 7460 7200 6810 6700 7260 QO 4930 3910 3130 2550 2190 1910 1670 1460 1310 1190 QO 1100 1040 948 861 779 735 663 625 625 682 QO 676 671 667 629 576 572 555 546 563 555 QO 521 484 505 642 921 989 921 866 816 753 QO 688 647 * KK78500A RLR @ RLF TO CROOKSTON - 1997 OPTIMIZATION COEF * NOTE REVISED OPTIMIZATION BASED ON REVISED CRK HYDROGRAPH RT 1 9 1 * KK79000L LOCAL BELOW RLF, TRF, AND HIGHLANDING (RESIDUAL VALUE) BA 641 QI -71 -70 -69 -68 -72 -76 -75 -76 -75 -75 QI -56 -42 -34 -25 -21 -23 -15 -13 -31 -63 QI -81 -120 -128 -125 -103 -84 -72 -87 -112 -128 QI -146 -180 -282 -626 56 1305 3525 9533 6963 4793 QI 4063 2969 3242 4852 6788 9692 10335 9575 7974 8929 QI 10314 10366 4813 2489 1557 983 623 381 70 -168 QI -167 -83 685 958 239 41 200 327 458 543 QI 592 372 108 139 212 52 64 95 253 155 QI -9 -159 -179 -85 396 534 339 131 71 10 QI -124 -200 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTCRXLCL DI 0 7775 7776 10366 11000 DQ 0 7775 7775 7775 7775 KKHIGHWL DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTCXOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 14518 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE CROOKSTN,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 2880 3168 28796 SQ 0 48 436 436 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRCRXLCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK79000M RED LAKE RIVER AT CROOKSTON - COMBINE RLF, TRF, HIGHLANDING, AND LOCAL KO 21 HC 4

* * OBSERVED HYDROGRAPH AT CROOKSTON - 05079000 * KK 79000 RED LAKE RIVER GAGE AT CKSTN - (ACTUAL GAGE FOR COMPARISON) * NOTE THAT THIS HYDROGRAPH HAS BEEN REVISED FROM THE USGS DATA QO 1000 1000 1000 1000 1000 1000 1000 1000 1000 1000 QO 1020 1040 1060 1080 1100 1120 1140 1160 1180 1200 QO 1220 1240 1240 1240 1260 1280 1300 1300 1300 1300 QO 1300 1350 1500 1700 3000 5000 8000 15000 13000 11000 QO 10500 10000 11000 13000 15000 18000 19100 18840 17438 17916 QO 19034 18900 13500 11300 9940 8930 8060 7320 6540 5850 QO 5310 4880 5270 5270 4390 4020 4000 3980 3980 3960 QO 3960 3830 3630 3550 3520 3330 3280 3240 3450 3500 QO 3410 3250 3210 3260 3760 4120 4150 4050 4000 3900 QO 3700 3500 * * KK79000A ROUTE TO GF (ROUTE CRKSTN TO GF - 1997 OPT. COEF) * NOTE REVISED OPTIMIZATION BASED ON REVISED CRK AND GF HYDROGRAPHS RT 1 2 3 * KK82500L LOCAL BELOW CRKSTN,CLIMAX,GOOSE,MARSH,AND HALSTAD (RESIDUAL VALUE) BA 1250 QI -401 -411 -390 -340 -420 -479 -499 -459 -519 -588 QI -649 -640 -682 -811 -841 -833 -862 -940 -952 -942 QI -952 -963 -982 -1081 -1090 -1091 -1061 -1043 -1107 -1131 QI -1184 -1601 -3386 -2437 2566 -36 -5650 -10551 -9580 -9330 QI-12840 -16700 -15930 -14550 -11460 -8660 880 16430 11530 8620 QI 9010 12661 16713 16884 14843 12650 11381 8390 6225 3992 QI 2258 1416 1590 2704 4263 4956 5099 5470 5969 6381 QI 6587 7017 7419 7058 6653 6298 5521 4643 3695 2780 QI 1995 1830 1798 1649 1395 1016 914 1035 763 525 QI 323 -3 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTGFLCAL DI 0 12663 12664 16884 17000 DQ 0 12663 12663 12663 12663 KKHIGHGF DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTGFKLCL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 14218 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GRAND FORKS DRAIN GATED POOL RS 1 STOR 0 0 SV 0 2820 3102 28201

SQ 0 47 427 427 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DRGFLCAL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK82500M RED RIVER AT GRANDFORKS - COMBINE CRK,CLIMAX,GOOSE,MARSH,HAL, AND LOCAL KO 21 HC 6 * * OBSERVED HYDROGRAPH AT GRANDFORKS - 05082500 * KK 82500 GAGED AT GRANDFORKS (ACTUAL GAGED AT GF - COMPARISON) * MODIFIED USGS READINGS TO REMOVE SPIKE IN READINGS QO 2290 2280 2350 2400 2370 2360 2340 2380 2370 2300 QO 2240 2250 2210 2090 2130 2160 2150 2090 2100 2130 QO 2140 2150 2150 2170 2180 2190 2220 2250 2310 2410 QO 2580 2750 3190 6350 14500 18500 21000 22000 26000 28000 QO 30200 30400 31300 34900 40400 48900 63400 84600 94000 103000 QO109000 111000 110000 105000 97900 88000 78400 69700 63000 57200 QO 52700 49100 46300 44200 42500 40800 39300 37700 36100 34900 QO 33500 32300 30900 28900 26700 24600 22400 20300 18300 16400 QO 14700 13700 12900 12100 11500 11700 12400 12700 12400 11900 QO 11300 10600 * * KK82500A ROUTE GF TO DRAYTON (ROUTE FROM GRANDFORKS TO DRAYTON - 1997 OPT COEF) * NOTE OPTIMIZATION CHANGED AS A RESULT OF MODIFIED GF HYDROGRAPH RT 1 3 3 * * TURTLE @ ARVILLA 05082625 * KK 82625 TURTLE RIVER AT ARVILLA - ACTUAL GAGED FLOWS SPRING 1997 BA 311 QI 16 14 13 13 8 7.5 7.5 8.5 11 13 QI 12 10 9 7 6 14 13 12 22 40 QI 30 45 40 38 55 65 60 75 130 435 QI 610 700 930 825 675 650 600 575 550 525 QI 500 400 260 244 301 549 743 585 611 818 QI 842 621 506 443 402 366 335 314 299 294 QI 283 257 231 210 189 165 147 138 139 127 QI 117 109 99 90 82 74 67 61 56 51 QI 48 44 43 42 40 38 35 36 36 34 QI 36 31 KK DVTHL DIVERT PART OF FLOW ABOVE ARVILLA ON TURTLE RIVER DTTURTLE DI 0 698 699 930 1000 DQ 0 0 1 232 302 KK ARVIL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 670 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVARV LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ARVILLA ON TURTLE RIVER RS 1 STOR 0 0 SV 0 133 146 1329 SQ 0 2 20 20 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK82625A ROUTE ARVILLA TO DRAYTON USING 1997 OPTIMIZATION COEF. RT 1 4 5 * * FOREST @ MINTO 05085000 * KK 85000 FOREST RIVER AT MINTO - ACTUAL GAGED FLOWS SPRING - 1997 BA 740 QI 2.5 2.5 2.4 2.2 2.2 2.2 2.3 2.5 2.5 2.5 QI 2.4 2.3 2.2 2.2 2.2 2.4 2.5 2.7 2.8 3 QI 3 3 3 3 3 3.2 3.5 3.8 4 4 QI 4.5 10 50 300 1500 1630 1500 900 500 280 QI 246 270 400 600 900 1300 1930 1700 1500 1800 QI 2100 1880 1510 1310 1230 1150 1070 1000 939 878 QI 809 736 671 622 596 558 538 528 511 481 QI 461 415 383 357 323 297 265 234 207 192 QI 183 170 158 147 139 133 130 121 116 110 QI 103 100 KK DVTFR DIVERT PART OF FLOW ABOVE MINTO ON FOREST RIVER DTFOREST DI 0 1575 1576 2100 3000 DQ 0 0 1 525 1425 KK MINTO SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 1590 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVMIN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE MINTO ON FOREST RIVER RS 1 STOR 0 0 SV 0 315 347 3154 SQ 0 5.3 48 48 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK85000A ROUTE MINTO TO DRAYTON USING 1997 OPTIMIZATION COEFS. RT 1 9 5 * * MIDDLE @ ARGYLE - 05087500 * KK 87500 MIDDLE R. AT ARGYLE BA 265 QI 2 2 2 2 2.1 2.1 2.1 2.1 2.1 2.2

QI 2.3 2.3 2.3 2.3 2.4 2.4 2.5 2.5 2.6 2.6 QI 2.6 2.6 2.6 2.7 2.8 2.9 3 3 3.1 3.3 QI 3.5 60 150 280 270 260 260 255 250 250 QI 260 260 270 280 300 350 400 560 3000 3800 QI 3380 2740 2360 2030 1650 1310 1090 948 847 603 QI 496 387 348 330 203 170 144 129 128 157 QI 224 266 251 223 191 161 145 139 133 115 QI 103 97 88 82 78 75 68 62 58 50 QI 47 44 KK DVTHL DIVERT PART OF FLOW ABOVE ARGYLE ON MIDDLE RIVER KO 1 DTMIDDLE DI 0 2850 2851 3800 4000 DQ 0 0 1 950 1150 KK MIDDL SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 1630 0 QI 0 0 KKRSVMID LOCAL TEMPORARY STORAGE RESERVOIR ABOVE ARGYLE ON MIDDLE RIVER RS 1 STOR 0 0 SV 0 323 355 3233 SQ 0 5.4 49 49 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK87500A ROUTE ARGYLE TO DRAYTON USING 1997 OPTIMIZATION COEFS. RT 1 9 4 * * PARK @ GRAFTON - 0509000 * KK 90000 GAGED AT PARK RIVER-GRAFTON, ND BA 695 QI 4.2 4.1 3.9 3.3 2.9 2.9 3.3 4 4.5 5 QI 6 6.6 7.6 7 6 6.4 7.2 7.6 8.2 8.7 QI 9.2 9.8 11 12 13 14 15 16 17 24 QI 38 60 82 83 276 420 246 171 160 160 QI 160 160 161 168 259 640 1320 2490 3760 3980 QI 4750 5150 5050 4840 4500 3900 3210 2560 2150 1690 QI 1250 1010 839 771 663 600 561 551 558 556 QI 567 539 475 439 419 393 356 322 286 263 QI 238 223 218 211 192 175 153 141 177 216 QI 186 135 KK DVTPR DIVERT PART OF FLOW ABOVE GRAFTON ON PARK RIVER DT PARKR DI 0 3863 3864 5150 6000 DQ 0 0 1 1287 2137 KK PARKR SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0

QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 5129 QI 0 0 KKRSVPAR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE GRAFTON ON PARK RIVER RS 1 STOR 0 0 SV 0 1017 1118 10173 SQ 0 17 154 154 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK90000A ROUTE PARK RIVER @ GRAFTON TO DRAYTON USING 1997 OPTIMIZATION COEFS RT 1 9 3 * KK92000L LOCAL BELOW ARVILLA, MINTO, ARGYLE, GRAFTON, AND GF (RESIDUAL VALUE) BA 2689 QI -115 -15 -15 89 69 83 104 102 123 121 QI 119 133 128 116 115 124 135 152 84 45 QI 64 69 48 24 112 192 177 163 138 207 QI 356 569 1016 2311 4566 7572 7929 5219 3479 3898 QI 3819 2201 2087 1758 1435 2755 1842 1296 -5317 -7927 QI -4055 1540 5425 4968 5134 5285 839 -2233 -4333 -3631 QI 179 3261 4840 6169 6296 7229 6370 5681 6814 5664 QI 4240 4497 4272 3993 4376 4963 5391 6058 6800 7319 QI 7703 7877 8112 8908 9428 9843 9818 9450 8673 7391 QI 6074 4986 * KK DVTDR DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTDRALCL DI 0 7382 7383 9843 11000 DQ 0 7382 7382 7382 7382 KKHIGHDR DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTDLOCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 14120 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE DRAYTON,DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 2800 3080 28007 SQ 0 47 424 424 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS

DRDRALCL KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK92000M RED RIVER AT DRAYTON - COMBINE ARV,MIN,ARG,GRAF,GF, AND LOCAL KO 21 HC 6 * * OBSERVED HYDROGRAPH AT DRAYTON - 05092000 * KK 92000 GAGED AT DRAYTON (ACTUAL GAGED AT DRAYTON FOR COMPARISON) QO 2200 2300 2300 2400 2400 2450 2500 2500 2500 2500 QO 2500 2500 2450 2400 2370 2330 2300 2300 2250 2200 QO 2200 2200 2200 2200 2300 2400 2400 2400 2400 2500 QO 2700 3000 3600 5200 7960 12600 17300 20000 23300 26300 QO 28700 29400 32000 33100 33800 36700 39300 45100 48800 62000 QO 82100 102000 115000 121000 124000 123000 114000 103000 91200 81600 QO 76200 71400 66600 62700 58700 56400 53000 50200 49500 46600 QO 43500 42200 40500 38900 37900 36900 35400 33900 32400 30700 QO 28900 27000 25300 24500 23800 23300 22500 21700 21000 20100 QO 19000 17900 * KK92000A ROUTE FROM DRAYTON TO PEMBINA/EMERSON - 1997 OPT COEFS RT 1 3 3 * * TWO RIVERS AT LAKE BRONSON - 05094000 * KK 94000 TWO RIVERS AT LAKE BRONSON BA 444 QI 11 12 12 11 10 11 11 12 10 6 QI 5.6 5.8 6 5.8 6 5.8 5.6 5.4 5.6 5.4 QI 4.9 4.3 3.5 2.5 2.3 2.5 2.7 2.8 3 3.5 QI 4 200 500 191 76 130 450 350 300 290 QI 290 340 340 290 290 320 500 1000 1600 3190 QI 4100 4050 3890 3600 3290 2820 2320 1950 1620 1280 QI 992 895 750 599 581 487 545 543 548 821 QI 773 689 542 541 529 494 375 462 454 422 QI 379 342 334 344 350 347 327 313 271 242 QI 244 243 KKDVTTWO DIVERT PART OF FLOW ABOVE LAKE BRONSON ON THE TWO RIVERS DT LBRON DI 0 3075 3076 4100 5000 DQ 0 0 1 1025 1925 KK LBRON SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 3670 QI 0 0 KKRSVLBR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE LAKE BRONSON ON TWO RIVERS RS 1 STOR 0 0 SV 0 728 801 7279

SQ 0 12 110 110 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK94000A ROUTE TWO RIVERS AT LAKE BRONSON TO EMERSON USING 1997 OPTIM. COEFS RT 1 9 5 * * PEMBINA NEAR WYNDYGATES - 05099300 * KK 99300 PEMBINA RIVER NEAR WINDYGATES TO EMERSON BA 3020 QI 16 16 16 16 16 16 16 16 16 16 QI 16 16 16 16 16 16 16 16 16 16 QI 16 16 16 16 17 17 17 17 17 17 QI 17 17 18 21 24 23 22 21 20 20 QI 20 21 21 23 28 42 46 186 664 3250 QI 4240 5470 6460 6460 8330 13000 13500 13000 12100 11100 QI 9890 8860 7880 7060 6460 5970 5400 5050 4840 4450 QI 4270 4030 3740 3600 3360 3110 3000 2850 2670 2500 QI 2380 2250 2160 2100 1970 1870 1780 1700 1590 1570 QI 1530 1480 KKDVTPEM DIVERT PART OF FLOW ABOVE WINDYGATES ON PEMBINA RIVER DT PEMBI DI 0 10125 10126 13500 14000 DQ 0 0 1 3375 3875 KK WINDY SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVWIN LOCAL TEMPORARY STORAGE RESERVOIR ABOVE WINDYGATES ON PEMBINA RIVER RS 1 STOR 0 0 SV 0 2395 2635 23950 SQ 0 40 362 362 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK99300A ROUTE WINDYGATES FLOWS TO NECHE - 1997 COEFS RT 1 1 1 * KK00000L LOCAL BELOW WINDYGATES - (RESIDUAL VALUE) BA 390 QI 22 21 21 20 20 19 19 22 25 26 QI 25 24 23 23 22 21 21 20 20 21 QI 21 21 21 23 24 24 25 25 26 28 QI 31 35 39 46 57 86 127 98 77 68 QI 62 60 58 58 67 122 358 754 1714 1966 QI 3510 8360 7330 3840 3940 1770 300 800 300 -1000 QI -800 -90 540 1110 1620 1700 1770 2020 1920 2000 QI 1720 1160 1320 1240 850 820 740 580 570 590

QI 580 560 580 580 550 510 490 450 420 420 QI 350 310 * KK DVTWL DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DT WINDY DI 0 6270 6271 8360 9000 DQ 0 6270 6270 6270 6270 KKHIGHWY DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTWNDYLC DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 3150 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE NECHE DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 625 687 6248 SQ 0 10 95 95 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DR WINDY KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK00000M PEMBINA RIVER AT NECHE - COMBINE WINDYGATES AND LOCAL KO 21 HC 2 * * OBSERVED HYDROGRAPH AT NECHE - 05000000 - FOR COMPARISON * KK 00000 GAGED AT NECHE, ND - FOR COMPARISON QO 38 37 37 36 36 35 35 38 41 42 QO 41 40 39 39 38 37 37 36 36 37 QO 37 37 37 39 40 41 42 42 43 45 QO 48 52 56 64 78 110 150 120 98 88 QO 82 80 79 79 90 150 400 800 1900 2630 QO 6760 12600 12800 10300 10400 10100 13300 14300 13300 11100 QO 10300 9800 9400 8990 8680 8160 7740 7420 6970 6840 QO 6170 5430 5350 4980 4450 4180 3850 3580 3420 3260 QO 3080 2940 2830 2740 2650 2480 2360 2230 2120 2010 QO 1920 1840 * KK00000A ROUTE TO MOUTH/EMERSON - 1997 OPTIMIZATION COEFS. RT 1 7 1 * * TONGUE @ AKRA, ND - 05001000 * KK 01000 TONGUE AT AKRA BA 160 QI 10 10 10 11 11 11 11 12 12 12

QI 13 13 13 13 13 14 14 14 15 15 QI 15 16 16 16 17 18 20 24 28 30 QI 40 80 120 300 200 120 80 70 65 63 QI 62 62 62 62 61 59 65 156 330 569 QI 647 666 675 659 646 644 604 594 609 611 QI 592 567 541 524 514 496 474 460 465 463 QI 441 417 406 392 373 346 314 278 236 204 QI 177 154 141 130 120 110 99 75 50 39 QI 43 43 KK DVTHL DIVERT PART OF FLOW ABOVE AKRA ON THE TONGUE RIVER DTTONGUE DI 0 506 507 675 1000 DQ 0 0 1 169 494 KK AKRA SIMULATE FILLING A VIRTUAL RESERVOIR WITH DIVERTED FLOW IN ONE DAY BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 1566 QI 0 0 KKRSVAKR LOCAL TEMPORARY STORAGE RESERVOIR ABOVE AKRA ON TONGUE RIVER RS 1 STOR 0 0 SV 0 311 342 3106 SQ 0 5 47 47 KK ADH Add Stored diversion flow to undiverted flow HC 2 * KK02500A ROUTE TO MOUTH OF PEMBINA USING 1997 OPTIMIZATION COEFS. RT 1 2 2 * KK02500L LOCAL BELOW AKRA, NECHE, LAKE BRONSON, AND DRAYTON (RESIDUAL VALUES) BA 1386 QI 22 42 62 49 16 -61 -95 -146 -190 -225 QI -242 -252 -251 -271 -263 -238 -194 -153 -120 -96 QI -70 -37 -15 11 20 40 15 -23 -82 -100 QI -56 -26 -38 -108 -51 247 723 479 -1135 -3057 QI -4343 -5040 -6316 -7173 -7941 -7928 -7640 -6886 -6687 -8235 QI -6130 -1535 1789 3636 1263 -2107 -6784 -9347 -10032 -9746 QI -6735 -988 2289 3562 4766 4348 6403 7839 7015 7212 QI 9237 7176 7353 9214 8896 8307 5750 3790 2067 1591 QI 1662 1959 2410 3392 3659 3676 3273 3182 2890 2423 QI 1599 382 * KK DVTEM DIVERT PART OF LOCAL FLOW, LOW FLOW DIVERTED HIGH FLOW REMAINS DTEMRSON DI 0 6928 6929 9237 10000 DQ 0 6929 6928 6928 6928 KKHIGHEM DIVERT HIGH FLOW LEAVING NULL HYDROGRAPH,MANUAL INPUT VOL TO GATED RSV DTEMLCAL DI 0 100000 DQ 0 100000 KKVRTRSV MANUAL INPUT OF DIVERTED HIGH FLOW TO VIRTUAL GATED RESERVOIR

BA .01 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 0 0 0 0 0 0 0 0 QI 0 0 KKRSVLOC LOCAL TEMPORARY STORAGE RESERVOIR ABOVE EMERSON, DRAWDOWN OF GATED POOL RS 1 STOR 0 0 SV 0 1963 2159 19630 SQ 0 33 297 297 KKRTVLOC RETRIEVE DIVERTED HYDROGRAPH OF LOCAL LOW FLOWS DREMRSON KK ADH Add DISCHARGE FROM GATED RESERVOIR TO LOW FLOW AND NULL HYDROGRAPH HC 3 KK02500M RED RIVER AT EMERSON - COMBINE AKRA,NECHE,LAKE BRON,DRAY, AND LOCAL KO 21 HC 5 * * OBSERVED HYDRPOGRAPH AT EMERSON - 05002500 * KK 02500 GAGED AT EMERSON - ACTUAL GAGED AT EMERSON FOR COMPARISON KO 21 BA .01 QI 2280 2300 2320 2340 2340 2330 2330 2330 2320 2320 QI 2320 2310 2310 2290 2280 2270 2270 2270 2270 2270 QI 2270 2270 2260 2270 2280 2300 2310 2340 2350 2370 QI 2420 2490 2610 2830 3330 4590 6780 9500 11900 14000 QI 16300 18600 20200 21400 22600 24200 26200 28900 32200 36400 QI 44800 59000 76600 97800 115000 126000 129000 129000 126000 119000 QI111000 105000 98200 91800 87200 81600 78800 76300 71700 68500 QI 67800 63200 60700 59700 56900 54400 50100 46600 43400 41300 QI 39600 38100 36700 35700 34000 32400 30800 29900 28800 27500 QI 25800 24000 ZZ

APPENDIX B

CD CONTAINING DIGITAL COPIES OF MODEL