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CODY-LAKEVIEW

IRRIGATION EXCHANGE PROJECT -

LEVEL n INVESTIGATION REPORT

JANUARY 1986 ACKNOWLEDGEMENTS

WYOMING WATER DEVELOPMENT COMMISSION

James Noble, Chairman Walter Pilch J.W. Myers, Vice Chairman Willard Rhoads William Glanz, Secretary Mer I Rissler Myron Goodson Ka thleen Sun Nelson Wren, Jr.

WYOMING WATER DEVELOPMENT COMMISSION STAFF

Michael Purcell - Administrator Craig Goodwin - Project Manager

LAKEVIEW IRRIGATION DISTRICT

Bob Hicks, Manager Mick McCarty, Legal Counsel

CODY CANAL mRIGATION DISTRICT

Lee Ballinger, Manager C. Edward Webster, Secretary JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. PROJECT STAFF

Technical Advisory Committee

John E. Somerville - Principle-in-Charge Kenneth G. Ferguson - Chairman

Engineering

Robert Jossis - Project Manager Dennis Suihkonen - Project Engineer Dan Wetstein

Graphics

Thomas Narad Leann Hays

Report Production

Diana Barnes Leslie Nelson Gayleene B. Duncan TABLE OF CONTENTS

Page No.

CHAPTER 1 - SUMMARY AND CONCLUSIONS

Summary 1-1

Lakeview Consumptive Use and Irrigation Demand 1-1 Water Rights and Supply 1-1 Exchange Improvements 1-2 Cost Analysis 1-3

Conclusions 1-3

CHAPTER Z - INTRODUCTION

Background 2-1 Authorization 2-1 Scope of Study 2-2 Abbreviations 2-3

CHAPTER 3 - LAKEVIEW CONSUMPTIVE USE AND mRIGATION DEMAND

General 3-1 Acreage Irrigated and Crop Patterns 3-1 Historical Water Diversions 3-2 Efficiency of Use 3-2

CHAPTER 4 - WATER RIGHTS AND SUPPLY

General 4-1 Water Rights 4-1

General 4-1 Lakeview Water Rights 4-2 Other Water Rights 4-2 Exchange Agreement 4-3 Exchange Effect on Other Water Users 4-3

Historical South Fork Shoshone River Flow 4-5 Estimated Lakeview Water Shortage 4-5 Estimated Available Supply at Lakeview Headgate 4-6 Water Quantity to be Exchanged 4-6

CHAPTER 5 - EXCHANGE IMPROVEMENTS

General 5-1 Buffalo Bill Reservoir to Cody Canal Pipeline 5-1

i TABLE OF CONTENTS (continued)

Page No.

CHAPTER 5 - EXCHANGE IMPROVEMENTS (continued)

Diversion and Delivery Points 5-1 Pipeline Capacity 5-1 Pipeline Route and Rights-of-Way 5-2 Soils and Geology 5-2 Hydraulics 5-3 Pipe Materials 5-4 Appurtenances 5-4

Hydraulic Analysis of Cody Canal 5-4

Flow Range 5-4 Existing Canal Characteristics and Appurtenances 5-5 Hydraulic Analysis 5-5 Improvements to Cody Canal 5-5

South Fork Shoshone River Ilnprovements 5-8

CHAPTER 6 - COST ANALYSIS

General 6-1 Crop Value Analysis 6-1

Method of Calculation 6-1 Value and Yield per Acre 6-2 Water Supply Shortages 6-2 Crop Reductions 6-2

Exchange Improvement Costs 6-3

Capital Costs 6-3 Operation and Maintenance Costs 6-7 Benefit-to-Cost Ratio 6-7

Lakeview Irrigation District Upgrade Costs 6-9

CHAPTER 7 - PROJECT IMPLEMENTATION

General 7-1 Lakeview Irrigation District Support 7-1 Project Funding 7-2

Wyoming Water Development Commission (WWDC) 7-2 Private Lending Institutions 7-2 Other Agencies 7-2

ii TABLE OF CONTENTS (continued)

Page No.

CHAPTER 7 - PROJECT IMPLEMENTATION (continued)

Legal Requirements 7-3 Easement and Permit Acquisitions 7-3 Design and Construction 7-3 Schedule 7-4 Future Considerations 7-4

APPENDIX A Exchange Agreement APPENDIX B List of Water Rights APPENDIX C Resul ts of Survey APPENDIX D Agency Comments

iii LIST OF TABLES

Table No. Page No.

1-1 Exchange Ilnprovements Annualized Cost 1-3

3-1 Crops Patterns and Assumed Planting Dates 3-3 3-2 Calculated Lakeview Consumptive Use and Demand Neglecting Precipitation 3-4 3-3 Calculated Lakeview Irrigation Requirement and Demand Considering Precipitation 3-5 3-4 Range of Historical Lakeview Diversions 3-6

4-1 Lakeview Water Rights 4-2 4-2 Cody Canal Irrigation District Water Rights 4-3

5-1 Cody Canal Lateral Submergence Analysis 5-6

6-1 Assumed Crop Values and Yield 6-2 6-2 Value of Lakeview Irrigation District Production and Unrealized Potential Production 6-4 6-3 The Value of Increased Production in the Lakeview Irrigaiton District with an Enhanced Water Supply 6-5 6-4 Exchange Improvement Costs 6-6 6-5 Exchange Improvements Annualized Cost 6-8 6-6 Structural Replacements and Improvements - Construction Costs 6-10

LIST OF FIGURES

Following Figure No. Page No.

2-1 Exchange Agreement Schematic 2-1

3-1 Range of Historical Lakeview Diversions 3-6

4-1 South Fork Shoshone River Hydrographs 4-5 4-2 Estimated Lakeview Shortage at Mean Supply Condition 4-5 4-3 Estimated Lakeview Shortage at 80% Supply Condition 4-5 4-4 Estimated Water Supply Available at Lakeview Canal Headgate 4-6

5-1 Conveyance Pipeline Plan and Profile 5-1 5-2 Energy Dissipation Structures 5-4 5-3 Cody Canal Facilities 5-5 5-4 Typical Cross Sections of Cody Canal 5-5 5-5 Typical Gate-Type Check Structure 5-8 5-6 South Fork Shoshone River Level Control Structures 5-8

7-1 Project Implementation Schedule 7-4

iv CHAPTER

~-JAMES M. MONTGOMERY. CONSULTING ENGINEERS. INC.----' CHAPTER 1

SUMMARY AND CONCLUSIONS

SUMMARY

The Lakeview Irrigation District {Lakeview} has proposed an exchange agreement with the downstream Cody Canal Irrigation District {Cody Canal} to receive up to 100 cfs and 10,000 acre-feet of water from the South Fork Shoshone River during water short years. The objective of this report is to evaluate the technical and economic feasibility of the exchange. Following is a brief summary of key elements addressed in this study.

Lakeview Consumptive Use and Irrigation Demand

• The Lakeview Irrigation District encompasses 9425 acres of which approximately 9167 acres are currently irrigated. The total irrigated acreage appears to be decreasing rather than increasing due to subdivi­ sion of larger ranches and farms into smaller 1 to 10 acre parcels.

• Current irrigated acreage consists of 65.6% alfalfa, 20.9% pasture, 12.8 percent spring grain, and 0.7% corn and potatoes. Crop patterns are not anticipated to significantly change in the future.

• The theoretically ideal irrigation demand for the crop pattern grown in 1983 was calculated to be 18,687 acre-feet. The average annual amount of water diverted by Lakeview from the South Fork Shoshone River from 1965 to 1983 was 57,884 acre-feet which is approximately 6.3 acre-feet per acre irrigated per year. Therefore, the overall average efficiency of the Lakeview system is estimated at approximately 32 percent. Generally older systems with unlined canals and mostly flood irrigation application such as practiced by Lakeview typically have efficiencies in the range of 30 to 40 percent.

• The major losses of water for Lakeview appear to occur in the canal, which has an estimated conveyance efficiency of 60 to 65 percent.

• It is estimated that the overall irrigation efficiency for the Lakeview system could be increased to greater than 50 percent by lining those sections of the canal exhibiting high losses, and conversion from flood irrigation to sprinkler irrigation systems in selected areas.

Water Rights and Supply

• In general, Wyoming water law is based on prior appropriation and allows surface water diversion of one cubic foot per second {cfs} per 70 acres irrigated. If sufficient supply exists, up to 2 cfs per 70 acres may be diverted.

• Lakeview has a total recorded water right on the South Fork Shoshone River for 9335 acres and thus can divert 133.36 cfs per Wyoming water law. The majority of that right {122.15 cfs} is recorded prior to May

1-1 1903. Essentially all of the Lakeview water rights are entitled to divert up to an additional 1 cfs per 70 acres when surplus water is available.

• The total recorded water right on the South Fork Shoshone River is approximately 380 cfs with the Cody Canal Irrigation District having a water right of approximately 180 cfs, most of which is recorded prior to April 1896. Essentially all of the Cody Canal water rights are entitled to divert up to an additional 1 cfs per 70 acres when surplus water is available.

• An exchange agreement is possible between the Lakeview and Cody Canal Irrigation Districts to allow Lakeview to divert up to 100 cfs of direct flow and deliver a like amount of exchange water from Buffalo Bill Reservoir to Cody Canal. An exchange petition, accompanied by the signed exchange agreement, Inust be filed with the State Engineer requesting approval of the exchange. The exchange is also contingent on enlargement of the reservoir, which is currently in the initial stages of construction.

• Lakeview appears to have daily shortages up to 50 cfs during the period of mid-July to mid-September in an average water supply year. It is estimated daily shortages up to approximately 95 cfs will occur during the saIne period approximately two years out of ten based on historical South Fork Shoshone basin runoff records.

• Annual shortages are estimated at 4500 acre-feet during an average water supply year and up to 12,000 acre-feet two years out of ten.

• It should be understood that in two years out of ten (or a statistical probability of occurrence of less than 0.2) the South Fork Shoshone River supply will be inadequate to meet Lakeview's total historical water requirement even with implelnentation of the exchange agree­ ment. In extremely dry years, water rights holders on the Shoshone River senior to Cody and Lakeview could "place a call on the river", substantially reducing available upstream supply to Cody Canal and Lakeview Irrigation Districts such that the exchange agreement would be ineffective.

Exchange Improvements

• Approximately two miles of 36 to 48-inch diameter pipeline is required for the Cody Canal District to divert water from Buffalo Bill Reservoir. Associated appurtenances include a metering structure, energy dissipa­ tion structure, valves, corrosion protection, and other miscellaneous facili ties.

• To mitigate detrimental effects of lower flow in a IS-mile section of the Cody Canal, four new check structures and replacement of eleven existing check structures in poor condition will be required.

• To mitigate detrimental effects of lower river levels upon diversions between the Lakeview and Cody Canal headgates, it may be necessary to construct about six low-flow level control structures.

1-2 Cost Analysis

• Some conveyance facilities will be shared by the Cody-Lakeview exchange project and the Shoshone Municipal Water Supply project, which is scheduled to go to Level m design in 1986. Cost-sharing based upon a 1/3-2/3 split was assumed for common facility cost evaluations with two-thirds of the cost assigned to the Lakeview Project.

• The total improvement costs would be $4,514,000 (1985) of which Lakeview's share would be $3,512,000 with the remainder funded by the Shoshone Municipal Water Supply project.

• It is estimated that the increased water supply due to the exchange would raise the value of Lakeview crop production from $217,200 to $277,300 per year, based on the type of crops most likely to be grown. This amounts to an increase in crop revenue of $24 to $30 per irrigated acre.

• Annualized costs are summarized in the following table (October 1985 costs).

TABLE 1-1

EXCHANGE IMPROVEMENTS ANNUALIZED COST

Interest Rate Financed 4% 6% 8%

Lakeview Project Cost ($3,512,000)

Annualized Cost - 50 years $163,000 $223,000 $287,000 Annual O&M Cost 15,000 15,000 15,000 Total Annual Cost 178,000 238,000 302,000

Lakeview Funded Portion (per year)

25% of Capital Costs & O&M $ 56,000 $ 71,000 $ 87,000 50% of Capital Costs & 0& M 97,000 127,000 159,000

• The cost to the Lakeview Irrigation District members at 4 percent financing and 75 percent State funding would be approximately $6.00 per acre per year. At 50 percent funding and 4 percent interest rate the cost would be approximately $10.25 per acre per year (1985 dollars).

CONCLUSIONS

• Based on the most likely financing scenario (75% grant - 25% loan at 4% for 50 years), an annual assessment of approximately $6 per acre

1-3 would be required to pay for the project. With a $24 to $30 increase in crop revenue per acre, the project would appear favorable and should proceed if District members are supportive, and providing the Shoshone Municipal Water Supply project proceeds and shares in costs as assumed.

• An alternative or supplement to exchange agreement water would be to conserve water by relining high loss sections of the Lakeview Canal. Preliminary estimates appear to indicate that at least 7800 acre-feet of water could be saved annually at a cost comparable to exchange agreement water. More detailed analysis is needed to verify that conclusion. CHAPTER

~- JAMES M. MONTGOMERY. CONSULTING ENGINEERS. INC.----"""" CHAPTER Z

INTRODUCTION

BACKGROUND

The Lakeview Irrigation District has indicated it is periodically unable to divert sufficient water for irrigation of crops from the South Fork of the Shoshone River during the critical irrigation months of July and August. The shortage of water is primarily due to other users holding water rights senior to those of the Lakeview Irrigation District on the South Fork, and lack of sufficient supply for all users during critical use periods. The shortage of water stresses crops, resulting in lower yields per acre and economic loss.

An exchange agreement has been proposed between the Lakeview Irrigation Dis­ trict and the downstream Cody Canal Irrigation District whereby Lakeview would divert up to 100 cfs additional water from the South Fork during water short periods, and the Cody Canal Irrigation District in turn would divert up to 100 cfs from Buffalo Bill Reservoir instead of diverting that' incremental quantity from the South Fork of the Shoshone River. As per the agreement, the maximum amount of water that could annually be diverted would be 10,000 acre­ feet. Lakeview would enter into a contract with the Bureau of Reclamation for water from Buffalo Bill Reservoir. A copy of the proposed agreement is included in Appendix B. A schematic of the proposed exchange and location of points of diversion is shown on Figure 2-1.

Implementation of the exchange agreement would affect the current operation of the Cody Canal system and would require additional conveyance facilities to deliver water from Buffalo Bill Reservoir to the Cody Canal. The potential impacts of the exchange agreement on other users' water rights in addition to the two principal parties must be investigated to determine if there are any detritnental effects which must be mitigated.

The exchange is contingent on the raising of Buffalo Bill Dam which would increase storage capacity and allow for increased storage allocations to down­ stream users. An agreement has been signed between the State of Wyoming and the Federal government for joint financing to raise the dam, and the first stages of design and construction are currently underway. It appears that raising the dam will become a reality provided federal funding continues to be appropriated.

AUTHORIZATION

This study is being performed in accordance with Phase B of an amended agree­ ment between James M. Montgomery, Consulting Engineers, Inc. (JMM) and the Wyoming Water Development Commission (WWDC) dated September 25, 1984. It is intended to fulfill the requirements of a Level II investigation as defined by the WWDC. The study is part of a two part investigation to jointly develop agri­ cultural and municipal water supplies from Buffalo Bill Reservoir utilizing com­ mon conveyance facilities. The other portion of the study is known as the Shoshone Municipal Water Supply Project.

2-1 ~ '" ~ .,) 1 Q 1 \ I Bcale- - - mHe- ~ tt--

.~ 1- '1 ·"t -/ ... :. 'I ~.. f$ UP TO 100 CFS LESS ,1 DIVERTED AT CODY CANAL INTAKE ';.. • '!oI.. r ....,.,. ~ "- "

EXCHANGE AGREEMENT SC~EMATIC FIGURE 2-1 ------.------.JAMES M. \10-..TGO!\IEHY. co:"'srL'l'I;'\'G E:."'OGI:"'EEHS. INC. SCOPE OF STUDY

The purpose of the study is to determine the technical and economic feasibility of the Lakeview-Cody exchange and to compare the benefits of the exchange to the additional construction and operation and maintenance costs incurred as a result of the exchange. A public survey was conducted to gain feedback from affected parties regarding their desire to support the project given the estimated costs involved. Should the project be technically and economically feasible, and supported by the affected parties and the WWDC, recommendations are to be made for implementation. The following items of work are to be completed as part of this study:

(1) Determine Lakeview Water Demand

U sing soil survey information, historical weather data, variation of cropping patterns, acres under cultivation, and growing and irrigation seasons, an estimate of the current and future crop water demand shall be determined. Ideal irrigation schedules shall be compiled and compared to historical patterns of irrigation water diversions.

(2.) Evaluate Availability of Water Supply and Water Rights Issues

The South Fork Shoshone River basin shall be assessed to determine historical flow values and probabilities of occurrence. All South Fork basin users' water rights shall be researched and probability of amount of supply available to Lakeview determined after other more senior users have used their share. An estimate of Lakeview shortage shall be quantified based on District usage and water supply avail­ ability. An analysis of the impact on existing water rights as well as return flows and diversion problems included within the Lakeview exchange shall also be completed.

(3) Evaluate and Identify Needed Improvements as a Result of the Ex­ change

Required facilities for conveyance of exchange water from Buffalo Bill Reservoir to Cody Canal shall be identified and preliminary design of improvements provided. Hydraulic analysis of the Cody Canal shall be performed to determine the effect of lower flow on existing users in the upper canal reaches and needed improvements as a result of the exchange. Other facilities as may be required to mitigate detrimental effects of the exchange on other water rights holders shall also be identified.

(4) Perform an Economic Analysis and Comparison of the Cost of the Exchange to Resultant Benefits

All costs associated with new facilities shall be determined including operations and maintenance costs. A crop value assessment shall be completed based on historical production and value of Lakeview sys­ tem crops. Benefits as a result of increased water supply and avoid­ ance of crop damage shall be compared to costs of additional water supply.

2.-2. (5) Assess Technical, Economic, and Social Feasibility of the Project and Assist in Implementation

Technical and economic factors for the exchange shall be identified. The public shall be surveyed and input gained on its intent to support the project based on technical and economic factors. Should the project prove to be feasible and supported by the users, recom menda­ tions and necessary steps for implementation of the project shall be provided. Technical input shall also be provided to the sponsoring agencies as needed.

ABBREVIATIONS

Ac.Ft. Acre Feet BUREC United States Bureau of Reclamation cfs cubic feet per second CCID Cody Canal Irrigation District demob. demobilization ET ev apotranspira tion LID Lakeview Irrigation District mob. mobilization OH&P Overhead and Profit O&M Operation and Maintenance PD Period ROW Right-of-Way SCS Soil Conservation Service WWDC Wyoming Water Development Commission CHAPTER

~-JAME8 M. MONTGOMERY. CONSULTING ENGINEERS. .NC.~--'" CHAPTER 3

LAKEVIEW CONSUMPTIVE USE AND mRIGATION DEMAND

GENERAL

To understand the analysis discussed in this chapter, a few definitions are neces­ sary regarding the use of such terms as consumptive use, irrigation requirement, and irrigation demand. The consumptive use of a crop is defined as the quantity of water absorbed by a crop and transpired or used directly in the building of plant tissue together with that evaporated from the crop producing land and interception of precipitation associated with plant growth. Irrigation require­ Inent is the quantity of irrigation water necessary to replace the soil moisture which has been consumptively used by growing crops, less precipitation. The irrigation demand is the quantity of irrigation water requested to satisfy a field irrigation requirement.

To determine the amount of Lakeview shortage, calculations were made for the theoretically ideal consumptive use and irrigation demand of Lakeview crops compared to the amount historically diverted and available supply. The intent of this chapter and the following chapter is to establish those parameters and to quantify previous perceived water shortages. In this chapter the maximum irri­ gable acres are established for the Lakeview Irrigation District, and consumptive use and irrigation demand calculated for a variety of potential crop patterns. Those calculations can then be used to determine an estimate of the maximum quantity of water required by Lakeview. Calculated demand can also be compared with historical diversions to estimate the overall efficiency of the Lakeview system.

In Chapter 4 an estimate of probability of available water supply is made and compared to historical and future water needs developed in this chapter to esti­ mate perceived shortages.

Supporting data and a separate report, entitled "A Report on Lakeview Irrigation District Consumptive Use and Irrigation Demand" dated April 15, 1985, were generated for the above analyses. The results of that study are summarized in this chapter.

ACREAGE mRIGATED AND CROP PAITERNS

The Lakeview Irrigation District shown on Figure 2-1 encompasses 9425 acres. An analysis was performed to determine the maximum anticipated irrigable acres. Allowing for roads, residences, steep slopes, canal right-of-way, unusable land, etc. it was estimated that 9167 acres of the total 9425 acres are currently irrigated, which is less than the 9335 acres for which Lakeview has water rights. The present trend appears to be more toward reduction of irrigated acreage rather than increase due to the recent increase in number of smaller one to ten acre parcels which use less water. For the purposes of this study a maximum of 9167 irrigable acres was assumed.

3-1 An estimate was made of the 1983 crop pattern and is presented in Table 3-1. As can be seen, most acreage is currently used for growing alfalfa, pasture, and grain. It is possible that crop patterns could change significantly in future years should higher percentages of greater cash value crops be planted. Since different crops use different amounts of water, changes in crop patterns would have an effect on the overall irrigation demand. Therefore, it was decided to evaluate the effects on water needs of eight different crop patterns as identified in Table 3-1. Assumed planting dates are also included in the same table. Con­ sumptive use for each crop type and planting pattern was calculated using the modified F AO Blaney Criddle (F AO-BC) Method. Water use was estimated for a 46 day critical growth period from mid-July to the end of August for each of the eight crop patterns. It was found that there was a maximum 6 percent deviation of consumptive use among the various patterns with the 1983 crop distribution requiring the most water. Since that pattern required the greatest amount of water, a biweekly estimate of crop consumptive use was calculated utilizing the 1983 crop distribution applied to 9167 irrigable acres. Total calculated consump­ tive use, which neglects effects of precipitation, is shown in Table 3-2. Taking precipitation into account, consumptive use is reduced by the recorded average amount of precipitation and is shown in Table 3-3. Water needs begin to rise in April and taper off in October. The maximum amount of water ideally needed for healthy crop growth neglecting application and conveyance losses ranges from 65 to 135 cfs during the months of July and August. mSTORICAL WATER DIVERSIONS

Water diversions from the South Fork of the Shoshone River into the Lakeview Canal are measured on a daily basis. A linear regression analysis was performed on fifteen years of Lakeview Irrigation District diversion records from 1965 through 1982. Records from 1968 and 1973 were not available so these records were not included. Data for the year 1977 was also not included as it was an abnormally water short year and would significantly lower the desired normal water demand "picture". The daily records were converted to biweekly periods for the entire irrigation season. The results of that analysis can be seen in Table 3-4. Various probabilities and extremes are presented to indicate the historical range of diversions. As can be seen from Table 3-4, the peak diversion period is during July and August. A plot of the data presented in Table 3-4 is shown in Figure 3-1. Using Figure 3-1, one can estimate the historical prob­ ability of a specific flow amount being diverted at any time within the irrigation season.

EFFICIENCY OF USE

In 1983, Lakeview farm application systems consisted of 11 percent sprinkler, 4 percent furrow and 85 percent flood irrigation. Typically, flood and furrow irrigation are approximately 40 percent efficient, and sprinkler application 60 percent efficient. The main canal system is unlined and is approximately 23 miles long. The canal has a maximum capacity of approximately 300 cfs. A peak flow of 322 cfs has been diverted, however, with some overflow.

Taking into account the theoretical reduced demand as previously calculated (18,687 acre-feet), and the average amount of water historically diverted (57,884 acre-feet), the average overall efficiency of application and conveyance systems for Lakeview is approximately 32 percent. That is, 32 percent of water diverted

3-2 TABLE 3-1

CROP PAITERNS AND ASSUMED PLANTING DATES

PERCENT OF TOTAL PLANTED ACREAGE Run Run Run Run Run Run Run Run Crop No.1 No. Z No.3 No.4 No.5 No.6 No.7 No.8

Alfalfa 65.63% 50.00% 40.00% 40.00% 35.00% 60.00% 40.00% 20. Beans 0.00 0.00 0.00 0.00 0.00 1.00 5.00 10.00 Corn 0.44 5.00 10.00 10.00 5.00 10.00 1.00 10.00 Pasture 20.88 20.00 20.00 20.00 15.00 20.00 20.00 10.00 Peas 0.00 0.00 0.00 0.00 0.00 1.00 5.00 10.00 Potatoes 0.22 5.00 5.00 5.00 10.00 1.00 5.00 10.00 Sugar Beets 0.00 0.00 0.00 0.00 0.00 1.00 5.00 10.00 Spring Grain 12.83% 20.00% 25.00% 30.00% 30.00% 15.00% 15.00% 20.00%

Portions of the total Lakeview project cultivated area (9,167 acres) assigned to specific crops in the analysis. Computer run No. 1 is based on crops actually grown in 1983; the rest are assumed variations.

Planting- Effective Minimum Maximum Harvest Crops Green Up Cover Root Root or Frost

Alfalfa 5/5 5/20 4/5 8/15 6/20, 8/20 10/15 Beans 5/14 7/14 5/19 7/19 9/1 Corn 5/27 7/30 6/4 8/25 10/30 Pasture 4/25 5/10 3/15 8/15 10/15 Peas 5/5 7/1 5/10 7/1 8/20 Potatoes 5/25 7/10 5/29 7/20 9/15 Sugar Beets 4/19 7/16 5/5 7/5 10/10 Spring Grain 4/20 7/20 5/5 7/25 8/20

Significant plant development dates in the consumptive use calculations.

3-3 TABLE 3-2

CALCULATED LAKEVIEW CONSUMPTIVE USE AND DEMAND NEGLECTING PRECIPITATION

Historical Calculated1 Calculated.2 Period Demand 1983 Demand 1983 ET Biweekly (15 years) (3O-Years) (3O-Years) Records Ac.Ft./period Ac.Ft./period Ac.Ft./period

4-13 59 0 0 4-2 494 0 91

5-1 2225 528 1068 5-2 5061 1583 2259

6-1 6401 2102 2446 6-2 6719 2794 2180

7-1 6694 2193 3083 7-2 7554 4200 3487

8-1 6703 2251 2829 8-2 6071 1975 1675

9-1 4695 1972 1806 9-2 3610 1972 1500

10-1 1420 0 1305 10-2 179 0 1

Annual 57,884 Acre-Ft 21,570 Acre-Ft 23,730 Acre-Ft

1. The irrigator determines the historical demand and assumptions about the soil, season, and crops produce the calculated demand. These values are from a water balance routine (at 100% efficiency) and assumes a soil mois­ ture holding capacity of 1.8 inches per foot and a 3.0 foot depth of soil and the 1983 crop distribution.

2. ET means evapotranspiration and is the quantity of water the crops will withdraw from the soil. ET requirements must be satisfied daily where irrigation demand must be satisfied on the date of irrigation. Deficit irri­ gation implies that total ET is greater than total demand and soil moisture storage makes up the difference.

3. 4-1 indicates first half of month of April, 4-2 indicates second half of month of April.

3-4 TABLE 3-3

CALCULATED LAKEVIEW mRIGATION REQUIREMENT AND DEMAND CONSIDERING PRECIPITATION

(Precipitation and its effect on the Lakeview irrigation requirement and project demand, with the crop distribution of 1983.)

Calculated Reduced. Effective1 Irrigation Calculated. Period Precipitation Requirement Demand Bi-weekly (3O-Years) (30-Years) (30-years) Records Ac.Ft./Pd. Ac.Ft./Pd. Ac.Ft./Pd.

4-1 0 0 0 4-2 52 39 0

5-1 203 865 325 5-2 357 1902 1226

6-1 519 1927 1583 6-2 519 1661 2275

7-1 267 2816 1926 7-2 267 3220 3933

8-1 183 2646 2068 8-2 176 1499 1799

9-1 196 1610 1776 9-2 196 1304 1776

10-1 93 1212 0 10-2 71 (0) 0

Annual 3,100 ZO,701 18,687

1. From F AO-Be analysis of 30-year precipitation records with April through October effective precipitation of 0.89, 0.94, 1.36, 0.70, 0.48, 0.59, and 0.28 inches. Assume dormant season precipitation only fills soil reservoir and is not used consumptively.

3-5 TABLE 3-4

RANGE OF mSTORICAL LAKEVIEW DIVERSIONS

(Extreme, high (80%), mean (50%), and low (ZO%) probability levels of observed biweeldy Lakeview project irrigation demand. These are mean flow values from fifteen years of record. 1)

HighZ LowZ High3 Low3 Mean Period Value Value Probability Probability Value Biweeldy (Extreme) (Extreme) (80%) (ZO%) (50%) Records cfs Ac.Ft./Pd. cfs Ac.Ft./Pd. cfs Ac.Ft./Pd. cfs Ac.Ft./Pd. cfs Ac.Ft./Pd.

4-1 23.0 684 0.0 0 7.1 212 (0.0) (0) 2.0 59 4-2 87.3 2594 0.0 0 39.6 1175 (0.0) (0) 16.7 494

5-1 174.6 5158 0.0 0 121.3 3601 28.6 849 74.9 2225 5-2 232.5 7367 79.1 2507 200.1 6338 119.4 3783 159.7 5061

6-1 280.1 8320 132.9 3946 250.7 7446 180.3 5355 215.5 6401 w I 6-2 313.6 9314 99.6 2957 275.0 8166 177.5 5271 226.2 6719 0'1 7-1 262.0 7781 186.4 5537 245.2 7281 205.6 6101 225.4 6694 7-2 290.8 9213 203.9 6459 258.5 8190 218.3 6917 238.4 7554

8-1 265.6 7888 162.5 4827 249.2 7401 202.2 6005 225.7 6703 8-2 250.2 7926 134.8 4271 220.8 6996 162.4 5146 191.6 6071

9-1 225.8 6707 106.1 3151 188.0 5584 128.2 3806 158.1 4695 9-2 183.0 5437 64.1 1904 152.3 4522 90.9 2699 121.6 3610

10-1 178.3 5294 0.0 0 99.4 2951 (0.0) (0) 47.8 1420 10-2 38.1 1206 0.0 0 16.4 519 (0.0) (0) 5.7 179

Annual 153.9 65,Z33 113.1 47,937 145.9 61,808 lZ7.4 53,960 136.6 57,884

1. The values are non-exceedance values fro!Il 1965 through 1982 excluding 1965, 1973, and 1977.

2. These values are based on the assumption of uniform flow in biweekly periods. There may have been days when the highs and lows surpassed the indicated extremes.

3. ( ) indicates greater than 20% occurrence. CFS (AC-FT/DAY) 300 (600) CD HIGH VALUE EXTREME ® HIGH PROBABILITY (80%) ® MEAN (50%) @) LOW PROBABILITY (20%) 250 (500) ® LOW VALUE EXTREME

200 (400) 0 w I- a: W > 150 (300) 0 ~ 0 -l U. 100 (200)

O~~----~~----.------~----~------~------~------~ / ...... a: a. .­ > a. w () o c( en o z

RANGE OF HISTORICAL LAKEVIEW DIVERSIONS FIGURE 3-1 from the South Fork of the Shoshone River actually contributes to consumptive use for crop growth. Approximately 68 percent of diverted water is not utilized due to conveyance losses and field application inefficiencies. Older irrigation districts with unlined canal systems which flood irrigate such as Lakeview, typi­ cally operate in an efficiency range of 30 to 40 percent.

The Soil Conservation Services (SCS) performed an evaluation of the Lakeview Canal system in 1983. The SCS report estimated an average water loss in the canal itself to be approximately 100 cfs with the canal flowing at 270 cfs, or an approximate conveyance efficiency of 60 to 65 percent. The loss was attributed to seepage, leaks, and uptake by vegetation along the canal. One reach of 4.2 lniles between stations 196+50 and 418+80 was estimated to experience a loss of 16 percent of canal flow. It is apparent that the largest source of water loss in Lakeview's case is primarily due to canal seepage and leakage rather than field application inefficiency, although some improvements can also be made in that area.

It appears a significant amount of water could be saved by converting more irrigated acreage to sprinkler application systems, as well as reduction of canal seepage and leakage. The SCS report indicates that approximately 3500 acres in the Irma Flats area appears to be conducive to gravity sprinkler systems with an annual savings of 3560 acre-feet (10 cfs average flow). If the canal reach between stations 196+50 and 418+80 were lined, an additional savings of 7800 acre-feet (22 cfs average flow) would result. The above savings alone would increase overall system efficiency to over 50 percent. There are probably other areas such as metering and record keeping which should be investigated to improve system efficiencies. It appears at least 30 to 50 cfs average flow (50 to 100 cfs at maximum flow) could potentially be saved through a program of internal system improvements. A preliminary cost estimate to make some of those improvements is discussed in Chapter 6.

In an average year Lakeview diverts approximately 6.3 acre-feet per acre. In comparison, the neighboring Cody Irrigation District diverts 5.8 acre-feet per acre in an average year.

3-7 CHAPTER

------JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC.-----" CHAPTER 4

WATER RIGHTS AND SUPPLY

GENERAL

If water supply from the South Fork of the Shoshone River were unlimited and could meet all demands even in dry years, there would be no need for an ex­ change agreement. Instead, the river flow is highly variable from year to year depending on the previous winter snowpack accumulation within the basin. In addition, there are a large number of irrigators competing for a limited supply of available water. Seasonal variations also exist such that maximum runoff occurs in May and June while maximum demand occurs from mid-July to mid­ September.

The purpose of this chapter is to estimate the amount of supply available and probability of occurrence, as well as determine how it has historically been allocated among the many competing water users. By determining the amount and probability of supply available to the Lakeview Irrigation District, and know­ ing the average historical usage as determined in the previous chapter, an esti­ Inate of water shortage and probability of occurrence can be determined.

WATER RIGHTS

General

A water rights search was performed at the State Engineers office in Cheyenne and was limited to all users on the South Fork Shoshone River basin. The scope of this study did not call for evaluation of the entire Shoshone River basin which is currently under adjudication. Lower basin water users with rights senior to Lakeview could "place a call on the river", however, it should be recognized that· in the past this has only occurred during the severe 1977 drought condition. Historically, Buffalo Bill Reservoir has acted as a "buffer", generally preventing downstream calls from being placed on the Lakeview Canal. The purpose of the study and the exchange agreement is not to investigate alternatives to insure that Lakeview has an adequate supply 100 percent of the time for all future years, but to establish estimated shortages and probabilities of occurrence based on historical supply and usage, and to determine the relative benefits-to-costs of the exchange agreement project requirements to help alleviate water shortages. There have been and will be drought years when there is not sufficient supply to meet either Cody Canal or Lakeview requirements and no exchange could be made. In summary, the exchange can only be made when sufficient surplus supply is available to allow additional diversions.

Water law for the State of Wyoming is based on the premise of prior appropria­ tions; "first in time, first in right". That is, those parties with the earliest recorded water rights have priority over subsequent water rights. Per Wyoming law, a water right is entitled to one cfs per 70 acres irrigated.

The 1945 Wyoming Legislature passed the "surplus water law" allowing water rights prior to March 1, 1945, to divert up to 2 cfs per 70 acres when surplus water was available before those water rights after March 1, 1945 could divert

4-1 their 1 cfs per 70 acres. This concept was further extended by the 1985 legisla­ ture, which passed the "excess water law". This law allows water rights between March 1, 1945 and March 1, 1985 to divert up to 2 cfs per 70 acres of water in excess of the surplus water allowed to pre-March 1, 1945 water rights. After satisfaction of the excess water allowance, water rights later than March 1, 1985 may divert their 1 cfs per 70 acres according to their priority. In the case of the South Fork Shoshone River basin, there are currently only a few recorded rights after 1945 with small allowable diversions.

A tabulated list of all Shoshone River basin water rights as obtained from the State Engineer's office is attached in Appendix B. Total recorded rights for the South Fork basin are approximately 380 cfs at one cfs per 70 acres irrigated.

Lakeview Water Rights

The Lakeview Irrigation District water rights are summarized in Table 4-1. The Lakeview Canal has been referred to as the Hammitt Canal and Shoshone Canal in the past, and thus, early recorded water rights are listed that way. Since the maximum estimated acreage to be irrigated for the Lakeview Irrigation District is approximately 9167 acres, it is apparent that sufficient rights are on record for the approximate total estimated irrigable acreage at one cfs per 70 acres allowable. Of Lakeview's 133.36 cfs total water rights, approximately 122 cfs are recorded prior to June, 1903. Other basin water rights prior to June, 1903 total 199 cfs with most belonging to the Cody Canal Irrigation District.

TABLE 4-1

LAKEVIEW WATER RIGHTS

Ditch Permit No. Date cfs Hammitt Canal 3000-10,512 12/31/1900 88.84 Enlarged Shoshone Canal 1024E 4/16/1903 33.31 Enlarged Hammitt Canal 2624E 11/5/1910 0.57 Enlarged Hammit t Canal 2414E 4/25/1911 10.55* Enlarged Hammitt Canal 6093E 7/17/1963 0.09 TOTAL 133.36

*Includes a supplemental water right of 3.09 cfs. A supplemental right allows diversion from the South Fork Shoshone River if water is not available from another primary source.

Other Water Rights

Lakeview Irrigation District and Cody Canal Irrigation District have the largest percentage of recorded water rights in the South Fork Shoshone basin. Cody Canal Irrigation District has a recorded right of approximately 180 cfs. Thus, cOlnbined, the two districts control approxhnately 313 cfs recorded right out of the 380 cfs total basin water right. A listing of Cody Canal Irrigation District water rights for South Fork Shoshone River water is shown in Table 4-2.

4-2 TABLE4-Z

CODY CANAL mRIGATION DISTRICT WATER RIGHTS

Ditch Permit No. Date cfs Bailey Ditch Bailey Terr. 5/23/1889 6.65 Enlarged Bailey Ditch 55E 12/29/1893 8.05 Cody Canal 1042 8/7/1895 153.69 Enlarged Cody Canal 188E 3/23/1896 3.40 Enlarged Cody Canal 1322E 1/12/1905 1.47 Enlarged Cody Canal 2880E 11/26/1913 0.44 Enlarged Cody Canal 3194E 5/17/1915 0.04 Enlarged Cody Canal 3813 5/26/1917 0.44 Enlarged Cody Canal 4037E 9/12/1919 0.23 Enlarged Cody Canal 4038E 11/1/1919 0.35 Enlarged Cody Canal 4105E 5/29/1920 0.40 Enlarged Cody Canal 4663E 3/22/1930 4.78 TOTAL 179.94

Exchange Agreement

For the exchange agreement to become a reality, the exchange agreement signed by the responsible persons of each irrigation district involved must accompany a petition to the State Engineer requesting approval of the exchange. Concerns of the State Engineer would be that no adverse effects would occur to other water appropriators as a result of implementing the exchange, and that the exchange would not be adverse to the public interest. In addition to the signed agreement, maps and such other information as the State Engineer may require must accompany the petition. A copy of a contract between Lakeview Irrigation District and the Bureau of Reclamation, or evidence of agreement to enter into such a contract, for stored water to effect the exchange would likely be required in this situation. In the event the exchange water would be obtained from the storage resulting from the current Buffalo Bill Reservoir enlargement effort, the State of Wyoming rather than the Bureau of Reclamation would be one of the contracting entities.

Exchange Effect on Other Water Users

The primary effect of the exchange agreement on other water users would be a decrease in Shoshone River flow of up to 100 cfs between the Lakeview and Cody Canal headgates during the peak of the irrigation season. In actuality, the net loss from the river should be less than 100 cfs as greater conveyance losses should occur with the present diversion at Cody Canal instead of the future upstream diversion at Lakeview Canal.

In any event, the net effect would be a reduction in river flow between Lakeview and Cody Canals. No flow records could be found for the river reach in question. However, a reasonable approximate estimate of Shoshone River flow at the Cody Canal headgate can be made by adding historical Cody Canal diversions to flows recorded at the downstream USGS recording station. Those flow records were researched and the following estimate made for river flow just upstream of the Cody Canal headgate.

4-3 Typical Flow Month Range (cIs) Recorded Low (cIs)

April 100 - 300 90 May 800 - 1200 370 July 700 - 2000 325 August 250 - 400 200 Sept. 150 - 250 130 Oct. 100 - 150 60

Lakeview perceives an average shortage of approximately 40 to 50 cfs during late August to early September. The proposed exchange agreement would request additional water up to 100 cfs in dry years. Therefore, the reduction in river flow would range from minor during July of an average supply year to significant in September of a dry year. The reduction in river flow would cause a lowering in river water level which would probably affect the ability of water users to withdraw by gravity from the river during low flow periods. Major water rights holders identified in Appendix B which may be affected for the section of river in question include Wickoff, M.L. Jones, Neff, Castle Rock, Wilson and McKissack, and Riverside. It may be necessary to construct small check type diversion structures within the river channel (to raise river level), if lower river levels prevent gravity flow to existing users.

Another consideration of reduced river flow would be the impact on fisheries. That topic was addressed in a report by the Wyoming Game and Fish Department to the WWDC in 1983. The primary conclusion of that report was that flows in the South Fork of the Shoshone River should not be allowed to decrease below 70 cfs during the irrigation season (with the exception of 80 cfs in October and November), after all withdrawals have been made. The U.S. Department of Fish and Wildlife and the Wyoming Department of Game and Fish have reinforced their concerns with regard to reduction of river flows below those recommended above. Copies of letters received from the agencies concerning this issue are attached in Appendix D.

The irrigation season normally runs from mid-April to mid-October. Lakeview diversions in late April and early October are normally less than 50 cfs. In average water supply years the exchange would generally not appear to be a problem unless 50 to 100 cfs exchange water was diverted in early October. In dry years, an exchange of 50 to 100 cfs during April, September, or October may reduce river flows below the Department of Game and Fish minimum recom­ mended levels in the reach of river between the Lakeview and Cody diversions. It should also be noted that during existing conditions the gaging station down­ stream of the Cody Canal diversion has frequently recorded flows well below 70 cfs in September. Therefore, fish migration upstream from Buffalo Bill Reservoir during September is currently hampered and the exchange would have minimal effect on that reach. In reviewing the petition for exchange, the State Engineer may request stipulations be placed on the agreement such that minimum stream flows be maintained. Such a stipulation could somewhat limit exchange diversions, particularly in drier than normal years.

4-4 The State Engineer will have the final determination in allowing the exchange. Any detrimental effect on other water users due to the exchange would have to be mitigated. For the purposes of this study, it is assumed small river level control structures will have to be constructed for the above six users. Negotia­ tion of an agreement with applicable agencies may also be required with regard to the fisheries issue. mSTORICAL SOUTH FORK SHOSHONE RIVER FLOW

The U.S. Geological Survey Inaintains two flow recording stations on the South Fork of the Shoshone River. The downstream station is shown on Figure 2-1. The upper basin gaging station is approximately 10 miles upstrealn from the Lakeview diversion point. The period of record for the recording station above Lakeview Canal dates from 1957 to 1982. Records have been kept for the recording station downstream of Cody Canal from 1974 to 1982. The recording station above Lakeview is considered a fairly accurate annual account of actual flow from the basin above that station, as there are only a few small diversions with water rights entitlements amounting to less than 10 cfs. The recording station downstream of Cody Canal is not a true reflection of actual basin runoff during the irrigation season due to the considerable amount of water diverted for irrigation use as well as irrigation return flow.

Flow records for the above two stations were obtained froln the Wyoming Water Research Center and monthly flow data analyzed. Mean monthly flow for the two recording stations is shown on Figure 4-1. It was desired to develop a baseline hydrograph for the lower gaging station representing total South Fork basin runoff since irrigation diversions and return make the existing data mean­ ingless during the irrigation season. A hydrograph for the lower recording station during the irrigation season was approximated by comparing upper and lower gaging station runoff ratios during the nonirrigation months (which were relatively constant) and applying that ratio to the upper station during the ir­ rigation months. The result is an estimate of the total basin mean monthly basin runoff which would occur at the lower gaging station excluding irrigation diver­ sions and return (shown on Figure 4-1). It is apparent that sufficient supply is available during an average year to meet the total South Fork Shoshone basin water right of at least 380 cfs (at one cfs per 70 acres) from May 1 to Septeln ber 1.

ESTIMATED LAKEVIEW WATER SHORTAGE

The estimated Lakeview shortage can be approximated by plotting all basin water demands on the basin supply hydrograph and graphically measuring the difference in supply and demand. Of most importance is the shortage during the critical crop growing period of mid-July to September 1. Insufficient water during that period can significantly stress crops with resulting lower yields. A graphical analysis of the estimated shortage during mean supply conditions is shown on Figure 4-2. As can be seen from the graph, the Lakeview Irrigation District appears to have a shortage up to approximately 50 cfs during the critical irrigation period of an average water supply year. That amount appears to agree with historical shortages perceived by the Lakeview Irrigation District. That shortage is estimated to extend from mid-August to October 1, which would be a net quantity requirement of approximately 4500 acre-feet.

4-5 2500 r"\ I \ LEGEND I \ I \ UPPER BASIN GAGING STATION 06280300 LOWER BASIN GAGING STATION 06281000 2000 I \ I \ LOWER BASIN GAGING STATION 06281000 I \ I \ 1500 en : \,--- PROJECTED TOTAL SO. FORK SHOSHONE -u. f \ BASIN RUNOFF ABOVE BUFFALO BILL ...... 0 , :i \\ RESERVOIR EXCLUDING IRRIGATION USE ~ " 0 AND RETURN FLOWS ;;... ..J "" U. 1000 , f \ t Z ::; c( I i \ w .~ .~, ~ I i \ I. I : \ ~. I f ACTUAL RECORDED RUNOFF 500 Ii ~\ :1 \ \ INCLUDING IRRIGATION USE / . . I. \ AND RETURN FLOWS b \ -...... /' 0 I to lO to..... ~..... to..... lO..... lO..... lO..... lO..... lO,...... lO...... lO..... lO..... z m ([ ([ >- Z ..J (!J Q. t- > 0 Z c( W c( Q. c( :J :J :J W 0 0 w c( ..., c( ..., ..., ..., u. ~ ~ c( en 0 z 0

SOUTH FORK SHOSHONE RIVER HYDROGRAPHS FIGURE 4-1 2500 LID=LAKEVIEW IRRIGATION DISTRICT

2250 a: o ~ 2000 W (f) W a: MEAN SUPPLY AVAILABLE (50% PROBABILITY OF OCCURRENCE) ..J ..J 1750 IX) o «..J ~ 1500 => IX) a: « ~ 1250 CRITICAL CROP (f) -u. GROWTH PERIOD 0 ~ u. 1000 u. 0 z => EXTRA PROPORTIONAL a: LID SHARE OF SUPPLY z 750 (f) « m ~ a: 500 o ADDITIONAL AVERAGE [ U. LID HISTORICAL USE LID SHORTAGE VARIES :I: ABOVE 1 CFS/70 ACRES .....----~ 0-60 CFS IN SHADED AREA t- => o 250 (f) /ALL USERS INITIAL SHARE Ar ;CFS/70 ACRES =380 CFS

O~------__------~---- __~~~ __------~~----~------r

a: 0- t­ :> 0- W O o « (f) o z

ESTIMATED LAKEVIEW SHORT AGE A T MEAN SUPPL Y CONDITION F:GURE 4-2 1250

80% OF SUPPLY AVAILABLE (80% PROBABILITY OF OCCURRENCE)

1000 CRITICAL CROP en a: -LL- GROWTH PERIOD 00 -> LLa: LL W Oen ZW 750 ~a: a:..J 100% OF SUPPLY z= (j)m AVAILABLE «0 ---- EXTRA PROPORTIONAL m..J LID SHARE OF 80% SUPPLY ~« a: LL 500 OLL ADDITIONAL AVERAGE ~ ~ [ LL~ LID HISTORICAL USE ,0 J:a: LID SHORTAGE VARIES t-c( RE~AINING RIGHTS", '" llo----~~~~~ ~w 0-95 CFS IN SHADED AREA enOz AFTER 12/3111900:~t 250 LID RIGHTS c» en 12/3111900 co ~

OTHER USER RIGHTS PRIOR TO 12/31/1900

o~------~------~~------~----~--~------~------~------~- a: 0- t­ > 0- W O o « en o z

ESTIMA TED LAKEVIEW SHORTAGE AT 80% SUPPL Y CONDITION FIGURE 4--3 In addition to mean basin runoff, hydrographs were projected for 80 percent and 100 percent levels of supply probability for the lower gaging station. Those hydrographs are shown on Figure 4-3. The 80 percent probability curve indicates that approxhnately 8 yeats out of 10 that amount of supply indicated will be available. The 100 percent curve indicates that amount of supply that has always been available as evidenced from historical records. Plotting other water rights and Lakeview requirements on the 80 percent supply curve indicates that approximately 20 percent of the time or two years out of ten, the Lakeview Irrigation District will be short up to approximately 95 cfs during the critical irrigation period. That shortage is estimated to extend frOln rnid-July to October 1 with an estimated net quantity requirement of approximately 12,000 acre-feet.

ESTIMATED AVAILABLE SUPPLY AT LAKEVIEW HEADGATE

An additional consideration which should be analyzed is the actual availability of water at the Lakeview headgate. Can the full Lakeview demand or proposed 100 cfs from the exchange agreement always be diverted? Unfortunately, no stream flow records are available for the South Fork Shoshone River near the headgate. However, an estimate of river flow at the headgate can be made by adding basin runoff between the gaging station and Lakeview, to the flow recorded at the gaging station. The lower drainage area represents approximately 40 percent of the total basin area above the Lakeview headgate. Since the drainage areas are silnilar, the lower area should contribute approximately 40 percent additional flow. To be conservative the gaging station flow was increased by 25 percent to account for additional runoff from the lower drainage area. Hydrographs were developed at various probability levels of supply for the entire drainage above Lakeview headgate as shown on Figure 4-4.

Plotting all South Fork basin water rights including the Cody Canal rights prior to April 1896, the following is evident: (1) it appears at least eight years out of ten there is sufficient available supply to meet all of Lakeview's demands as well as other water users above the headgate if the exchange is implemented; (2) at least 100 cfs should be available at the Lakeview headgate 100 percent of the time during the irrigation season; and (3) there are approximately 20 cfs water rights on the South Fork downstream of the Lakeview headgate senior to the Cody Canal which could call for regulation, and this water would then not be available for diversion by either Lakeview or Cody Canal.

WATER QUANTITY TO BE EXCHANGED

The exchange agreement calls for a maximum instantaneous diversion up to 100 cfs with a maximum annual allotment of 10,000 acre-feet. From the above supply and delnand estimates it appears that a daily additional flow up to 100 cfs is a reasonable amount, however, at least 12,000 acre-feet per year would be required to satisfy Lakeview demand a minimum of eight years out of ten. It should be recognized that even with the exchange agreement, at a frequency of less than two years in ten, Lakeview, as well as other water users would still experience insufficient supply to meet average historical diversions.

4-6 1800

1600

~ ~ 1400 (,) "'" ~ 0 ...J LL a:: 1200 w > a:: w z 0 1000 J: en 0 J: en ~ 800 a:: 0 LL J: t- :::l 600 0 en c w t- < ~ 400 t- en w

200 OTHER SOUTH FORK RIGHTS PRIOR TO APRIL, CCIO RIGHTS PRIOR 1896 (22 CFS) TO APRIL 1896 (170 CFS)

APR. 1 MAY 1 JUNE 1 JULY 1 AUG. 1 SEPT. 1 OCT. 1

ESTIMA TED WATER SUPPL Y A V AILABLE A'T LAKEVIEW CANAL HEADGATE FIGURE 4-4 CHAPTER

~-JAMES M. MONTGOMERY. CONSULTING ENGINEERS.INC. ______CHAPTERS

EXCHANGEEMPROVEMENTS

GENERAL

As a part of the Cody-Lakeview exchange agreement, conveyance facilities are necessary to deliver a maximum flow of 100 cfs from Buffalo Bill Reservoir to the Cody Canal. In addition, since Cody Canal flow may be reduced up to a maximum of 100 cfs for approximately a IS-mile stretch downstream froln the South Fork Shoshone River diversion point, water levels within the canal will be lower, which may leave some laterals too high for gravity flow to fields. A hydraulic analysis was necessary to identify which laterals may be impacted. Check structures or other improvements are necessary to raise the canal water level during low flow conditions to serve all laterals by gravity flow. The pur­ pose of this chapter is to identify facilities and improvements necessary to implement the exchange and to establish required capacities and design criteria for all facilities.

BUFFALO Bn..L RESERVOIR TO CODY CANAL PIPELINE

Diversion and Delivery Points

In conjunction with the Shoshone Municipal Water Supply Project, alternatives for diversion of a joint irrigation and municipal water supply from Buffalo Bill Reservoir were investigated. That investigation was summarized in a draft report titled "Analysis of Buffalo Bill Reservoir Diversion Alternatives" which was submitted to the Wyoming ·Water Development Commission in July, 1984. Eight different diversion alternatives were evaluated for cost, reliability, con­ structability, water quality considerations, hydroelectric power generation potential, and ease of ilnplementation. The recommended diversion alternative was a combination of Options A and F as identified in the report. Option F is lDore concerned with the municipal supply facilities for the Shoshone project and does not impact the proposed irrigation exchange. Option A concerns itself primarily with the irrigation exchange and conveyance facilities are shown in Figure 5-1. Water would be diverted from the existing Shoshone Conduit trifur­ cation structure located on the south bank of the canyon mouth approximately three miles west of Cody. The trifurcation structure was constructed with three diversion ports; two are currently in use and the third port is available for use by this project. The diverted flow would be metered at the trifurcation structure and delivered by pipeline to the Cody Canal near the existing canal bypass tunnel as shown.

Pipeline Capacity

The amount of flow required for the exchange would vary from zero to a maxi­ mum of 100 cfs (65.2. mgd) and could be needed from April to October. The peak future municipal water supply requirement will be approximately 34 cfs (2.2 mgd) which would also occur during the summer months. The municipal supply is proposed to provide a potable water source for the communities of Cody, Byron, Lovell, Powell, and rural areas through the year 2030. Frannie and Deaver may also be served by the proj ect. Therefore, the total required pipeline capacity is

5-1 • 0+00 10tOO 20+00 30TOO 40+00 50TOO 60+00 70tOO 80tOO 90+00 100+00 110tOO 120tOO CONVEY ANCE PIPELINE PLAN AND PROFILE FIGURE 5-1 approximately 134 cfs (87 mgd). A 48-inch diameter pipeline is required to convey the combined flow from the trifurcation structure to the Sulphur Creek crossing. At that point the municipal water supply would be diverted through a separate pipeline to Cody and a 36-inch pipeline would convey irrigation water across Sulphur Creek to the Cody Canal.

Pipeline Route and Rights-of-Way

The pipeline starts at the trifurcation structure on the south side of the canyon near the Heart Mountain Power Plant and terminates at the Cody Canal in the vicinity of the canal bypass tunnel. The following criteria was used in route evaluation and selection:

• be as direct as possible to minimize pipe length

• allow gravity flow to eliminate pumping

• utilize public rights-of-way as much as possible to minimize purchase of private lands

• the route must be compatible with extension of the municipal water supply pipeline portion of proj ect

A preliminary pipeline route was selected as part of the Buffalo Bill diversion analysis. A subsequent field reconnaissance of the alignment revealed that ap­ proximately the first half mile should be rerouted to avoid steep slopes and rock areas. The pipeline would be routed downhill from the trifurcation structure to State Highway 14-16-Z0 where it would proceed easterly, parallel to the highway for approximately half a mile. The pipeline would then be routed south from the highway to the top of the adjacent bench at approximately the location shown. The pipeline would proceed south and east skirting an unincorporated subdivision along an existing gravel road to Buena Vista Avenue. The pipeline would then proceed east to the end of Buena Vista Avenue where it would be routed down a moderately steep canyon slope, across Sulphur Creek, and up a steep slope to its termination point at the Cody Canal.

Discussions with State of Wyoming and Park County agencies indicate that public rights-of-way exist along the State highway, and Buena Vista Avenue which is within City limits. These rights-of-way can be utilized at no cost with approved use permits. The highway right-of-way is ZOO feet wide and City right-of-way is 50 to 60 feet wide. Approximately the first 500 feet of the pipeline is within BUREC jurisdiction which would also require a use permit. All remaining property appears to be private which will require negotiation of easement agree­ ment(s). Most of the portion on private land appears to have been subdivided and at some future date existing gravel roads may be dedicated to the County or City.

Soils and Geology

A reconnaissance level geotechnical investigation was conducted for the pipeline corridor from the existing trifurcation structure to the Cody Canal. The intent of the study was to provide a preliminary evaluation and identify any obvious geotechnical problelns which may seriously impact the construct ability or cost of

5-Z the proposed alignment. The investigation consisted of review of existing geo­ logical lnaps and literature and field reconnaissance. The study is sum marized in a report titled "Preliminary Geological Reconnaissance of Buffalo Bill Diversion Facilities, and Shoshone Municipal Pipeline Corridor, Park County, Wyoming," February 13, 1985. The geologic reconnaissance shows that there are several conditions of a geotechnical nature which should be considered during future planning and design.

• The area west of Highway 2.91 has potential for sinkhole development as evidenced by two substantial ground depressions in the area. The ground depressions are considered sinkholes which have resulted from the collapse of surface deposits into solution cavities in the Chugwater Formation. Drilling and more detailed study is necessary to determine the extent of the problem.

• Construction related instability may be a problem in steep slope areas that exist at the beginning of the project and upstream and downstream of the Sulphur Creek crossing. Steep slope construction should be specifically evaluated with respect to slope instability.

• Excavation along the majority of the alignment should be possible with heavy duty equipment. However, approximately 20 percent of the route indicates potential for bedrock at shallow depths which may require blasting.

• Erosion control measures should be evaluated at the Sulphur Creek crossing and other erosion prone areas.

N one of the above problems are considered to be insurmountable. An analysis of pipeline corrosion potential was not addressed during the reconnaissance level soils investigation. Should the project become a reality, a more indepth pre­ design soils study should be conducted including determination of soils resistivities and corrosive soil areas as well as drilling of exploration holes and backhoe test pits to more fully evaluate the extent of the above concerns.

Hydraulics

A hydraulic profile has been plotted for the maximum pipeline capacity of 87 mgd which is shown on Figure 5-1. The hydraulic profile and pipe size selection are based on an overall friction "c" value of 130 plus 0.16 times pipe diameter in accordance with A WWA reference MIl (including fitting and tniscellaneous losses), and has been set to provide a slight positive head of approximately five feet at Sta. 51+00. The ground surface elevations shown were taken from several different sources including fifteen minute USGS quads and may be in error as much as .:t. 5 feet due to lack of sufficiently accurate available data. An aerial survey should be performed to verify ground elevations shown, particularly at the high point near station 51+00, to verify pipe sizes should the project proceed to design.

A relatively steep hydraulic gradient exists at the end of the pipeline where it crosses Sulphur Creek. Some means of energy dissipation will be necessary at the end of the pipeline to reduce velocities to acceptable levels before discharge to Cody Canal. Otherwise, severe erosion would occur. It is anticipated that an

5-3 energy dissipation structure similar to that shown on Figure 5-2 will be provided. Another hydraulic consideration is the potential for extreme high pressure known as a surge condition. In a gravity flow situation such as this, surge may only occur if there were a rapid or sudden valve closure causing rapid deceleration of flow. Potential downsurge or vacuum conditions could also be created on sudden valve opening. A potential surge or vacuum condition can be effectively elim­ inated by installing slow opening and closing valve operators and strategic place­ ment of air vacuum valves on the pipeline to prevent those conditions. Design of valves for the pipeline should take that into account.

Pipe Materials

Considering the required pipe sizes of 36 to 48-inches in diameter and static pressure ranging from 0 to 84 psi, it is recommended that the following pipe materials be considered for this project:

• Mortar lined, and polyethelene wrapped ductile iron pipe

• Mortar lined, and mortar or coal tar epoxy coated steel pipe

• Pretensioned steel cylinder concrete pipe

Any of the above pipe materials with lining and coating systems would assist in corrosion protection and would withstand anticipated loading and pressure con­ ditions. Consideration should be given to bidding all three Inaterials as a means of providing competition and reducing the cost.

Appurtenances

Flow metering facilities should be provided at the trifurcation structure. In addition, isolation valves should be installed at the start and end points and at key locations along the alignment. Air vacuum-release valves should be installed at high points and blowoffs at low points. Access manholes should also be pro­ vided periodically and an energy dissipation structure provided at the end as previously discussed. Corrosion test stations and cathodic protection should be provided in those areas exhibiting corrosive soil conditions or where potential corrosive currents may be generated from (or to) other utilities.

HYDRAULIC ANALYSIS OF CODY CANAL

Flow Range

The maximum diversion right of the Cody Irrigation District is approximately 360 cfs at 2 cfs per 70 acres irrigated. If only 1 cfs per 70 acres is available during a drought condition, 180 cfs could be diverted. As previously indicated, up to 100 cfs may be diverted to Lakeview instead of that incremental quantity entering the Cody Canal system as a result of the exchange agreement. There­ fore the range of potential flow in the upstream 15 miles of the Cody Canal system may be 80 to 260 cfs before the 100 cfs is reintroduced into the canal at Sulphur Creek. During the beginning and end periods of the irrigation season the minimum flow may even be less than 80 cfs due to the tapering off of irrigation requirement. Flow records indicate that a minimum flow of at least 50 cfs is generally maintained during initial spring startup and fall shutdown for stock VALVE STEM

FLOW.

CORNER FILLETS---+--'-

SLEEVE VALVE

BASIC ARRANGEMENT

~ __--,°o·OoOOo

0" " ", "

".a

CORNER FILLETS

1--"--+-+-- PORTED VALVE SHOWN "~

FLOW•

AL TERNA TE ARRANGEMENT

ENERGY DISSIPATION STRUCTURES FIGURE 5-2 watering. For the purposes of this study a minimum flow of 50 cfs is assumed with a range of 50 to 260 cfs in the upper reach between the headgate and Sulphur Creek connection point. A hydraulic analysis is necessary to insure that all laterals can be gravity fed from the Cody Canal at a minimum depth corres­ ponding to a minimum flow of 50 cfs.

Existing Canal Characteristics and Appurtenances

The upstream section of the Cody Canal that will experience reduced flow in the event of an exchange is shown in Figure 5-3. The water is diverted through an existing headgate at the South Fork of the Shoshone River. There are 36 laterals, 13 check and drop structures, 3 overflow structures, and 4 major stream crossings along the reach in question. The locations of these appurtenances are also shown on Figure 5-3. Many of the existing check and overflow structures are quite old and are in very poor condition. The main canal is unlined and has experienced a substantial amount of sediment deposition. Side slope caving has also occurred due to normal flow and cattle watering from the canal banks. A field survey was performed to establish representative channel cross sections, invert elevations of all laterals and check structures, and channel profile. Measured representative channel cross sections are shown on Figure 5-4 and lateral elevations along with channel invert elevations are shown on Table 5-1.

Hydraulic Analysis

To determine water surface elevation at individual laterals during reduced flow conditions one must begin at the downstream point where the Buffalo Bill Reser­ voir conveyance pipe connection will be made and evaluate water surface profile proceeding upstream. This procedure is necessary because the water surface profile is generally controlled by downstream flow conditions as may be governed by channel slope, check structures, drops, restrictions, etc. Where no down­ stream controlling condition exists, and sufficient length of uniform slope occurs, flow will be at uniform depth and can be calculated using Mannings equation. It is apparent that in many instances depth of flow is already being controlled by existing check structures which sufficiently back water up at low flows to submerge most laterals. As previously indicated, many of these check structures are in poor condition and require replacement.

Beginning at the discharge pipeline from Buffalo Bill Reservoir, the flow profile was evaluated at each lateral at a minimum flow of 50 cfs with results and comments indicated in Table 5-1.

Improvements to Cody Canal

From the flow analysis presented in Table 5-1, it is apparent four new check structures will be needed to accommodate the estimated lower flow conditions, and 11 existing check structures replaced as a result of their deteriorated con­ dition. Other suggested improvements not specifically related to the exchange agreement would be replacement of wasteways and reshaping and rock lining of sideslopes in many locations.

The existing check structures consist of stop logs placed into grooved concrete columns across the width of the channel. As many stop logs as necessary are added (up to a maxiInum height of 4 feet +) to raise the water surface profile

5-5 I IN

0 1 ! LEGEND scale mile e#16 TURNOUT o ABANDONED TURNOUT o CHECK STRUCTURE • DROP STRUCTURE BUFFALO )( BRIDGE 6. WASTEWAY • PUMPHOUSE INLET (CD SURVEYED CROSS SECTION BILL

20

30

• • CODY CANAL FACILITIES FIGURE 5-3

------j- ;JAMES:\1. i\H)'iT(anU: HY. (,O="SI ' LTI'G E;"o;GI"'IEI': U";, INC 1

5435------~~------+------~~------5435 5120------~~------~---- ~------~------6120

ROCKY BOTTOM SANDY BOTTC\>M

5430------+------5430 5115------~=-~~--r------5115

2

5435 5435

SANDY BOTTOM 5430 5430 T ' I 5120 5120 ~ SAND AND ROCK BOTTPM

5115~, ------~------5115

3

5395------~~------+------__~------5395 I SANDY BOTTOM

SCALE: HORIZ. 1-= 10' VERT. 1-=5' TYPICAL CROSS SECTIONS OF CODY CANAL FIGURE 5':"'4

______~ ______:__------.J,'\II<::-;.'\L \JO:"oT(;(nU-:HY. (0,:-;( ' 1,'1'1::\(,; E;-..-CI:"'EFH .... 1"<.'. TABLE 5-1

CODY CANAL LATERAL SUBMERGENCE ANALYSIS

Lateral Canal w.S. Elev. Lateral No. Inv. Elev. Inv. Elev. @ 50 cfs Comments

36L 5139.8 5138.3 5139.5 Lateral not submerged at normal depth. New check structure re- quired downstream.

35L 5140.1 5140.1 5141.5 New check structure at 36L 34L 5140.4 5140.4 5141.5 will allow submergence of 33L 5140.9 5140.9 5141.5 33L-35L.

32L 5385.0 5384.1 5187.5 + Existing check-drop structure 31R 5385.8 5385.5 5187.5 + at Sta. 652+00 will allow sub- mergence.

30R 5390.9 5390.0 5393 .:t. Existing check structure just downstream will allow sub- mergence.

29R 5395.0 5393.0 5397 .:t. Existing check structure at Sta. 28R 5394.6 5393.4 5397 .:t. 581 +00 will allow submergence. 27R 5396.0 5395.3 5397 .:t.

26R 5407.7 5406.6 5411 + Existing check-drop structure at Sta. 532+00 will allow sub- mergence.

25L 5412.8 5410.4 5412 + Appears new check structure needed just downstream to sub- merge this lateral.

24L 5414.8 5412.6 5418 + Existing check-drop structure at Sta. 500+00 will allow submergence.

23L 5416.4 5415.2 5419.:t. Existing check structure at Sta. 22L 5416.2 5415.1 5419.:t. 490+00 will allow sublnergence.

21L 5417.5 5416.2 5420 + Existing check structure at Sta. 20L 5417.2 5416.4 5420 + 455+00 will allow submergence.

19L 5419.6 5417.6 5423 + Existing check structure at Sta. 18L 5422.0 5418.9 5423 + 433+00 .:t. will allow sublnergence. 17L 5420.3 5417.6 5423 +

5-6 TABLE 5-1 (cant.)

Lateral Canal w.s. Elev. Lateral No. Inv. Elev. Inv. Elev. @ 50 cfs Comments

16L 5422.1 5420.2 5423 + Existing check structure at Sta. 15L 5421.8 5420.2 5423 + 390+00 .:!: will allow submergence.

14L 5422.1 5420.9 5424 + Existing check-drop structure at 13L 5421.7 5421.1 5424 + Sta. 359+10 will allow sub- 12L 5422.2 5421.2 5424 + mergence.

IlL 5422.6 5421.4 5425 + Existing check structure at Sta. 10L 5422.2 5421.6 5425 + 326+00 will allow submergence 9L 5422.8 5422.2 5425 + of all these laterals. 8L 5423.6 5421. 7 5425 + 7L 5423.3 5421.2 5425 +

6L 5427.8 5428.5 5430 Both of these laterals are at the 5L 5429.6 5429.6 5430.5 same invert or below existing canal invert.

4L 5430.3 5429.2 5430.7 There does not appear to be suf- ficient submergence here and will require new check structure.

3L 5430.6 5429.6 5434 + New check structure downstream 2L 5432.3 5432.3 5434 + of 4L will allow submergence of 3L, 2L, & 1L.

1L 5433.9 5433.1 5434.5 + Lateral will submerge at normal depth. sufficiently to allow gravity flow to upstream turnouts. The stop log method of raising or lowering water surface profile works, however, it is sOlnetimes diffi­ cult to operate in the field. Logs are difficult to add or remove due to weight and water pressure as well as silt and debris clogging the grooves.

A better arrangement which can be more easily adjusted is the use of slide gates with access walkways above the canal to the gate operator. Gated check struc­ tures also provide better control of the upstream water profile than a stop log check structure. If new check structures are installed and existing checks upgraded, it is recommended that gated checks be provided instead of stop logs. A typical gate type check structure is shown in Figure 5-5.

SOUTH FORK SHOSHONE RIVER IMPROVEMENTS

As previously indicated, if 100 cfs were diverted by Lakeview during September of a dry water year, it is likely that the river level would be so low that gravity diversion from the river by the six water users between the Lakeview and Cody Canal headgates would not be possible. That condition would be detrimental to the water users in question and would have to be corrected by Lakeview for the State Engineer's office to consider a petition for the exchange. To alleviate the problem, a small diversion wall could be constructed across the South Fork Shoshone River channel to increase the water depth during low flows at the six locations. Hydraulic calculations indicate that a wall height of 1.5 foot would be more than sufficient to Inaintain a flow depth at existing conditions if 100 cfs additional flow were diverted at Lakeview. A stream channel alteration perlnit would be required from the Corps of Engineers to allow the above modifications to be made.

A preliminary design for a low flow diversion wall is shown on Figure 5-6. Clear passage would be maintained in the center of the stream channel during normal flow conditions to allow debris to pass and prevent sediment buildup. Stop logs would be inserted at low flows during September and October to raise the river level, with removal at the end of the irrigation season. It should be noted that debris and sediment are less likely to be a problem during extreme low flow conditions. Some type of slnall fish ladder would also be necessary to allow fish passage when the stop logs were in place.

5-8 ~----~------~------

• •o o 1 .. 1 .. to 'lit

ALUMINUM SLIDE GATE AND OPERATOR (TYP. OF 4)

PLAN

OPENING (TYP.)

C/) w a: < > CONCRETE CUTOFF WALL

•coO: .. I > C\I .... 20'-0· SCALE: 1· = 5'-0· ELEVATION

TYPICAL GATE-TYPE CHECK STRUCTURE FIGURE 5-5

______~ __~ ______------t- .J'\'1L~ "\1. \10Vn,(nU':H'L (0, ... 1 [,'11:".1, 1:,\(;1" I It",. Poi( '. CHANNEL BOTTOM) •co I 10' 15'

•o . ... I C\I 4 " "" "

"" 0 ...... ~-~~... "" 0 • " • 0 ~" " .... '. . .

• " """ ." " 0:""" 0 : ~ " "0 "0 ~- 2'-0· .. 1 I... 2'-0· .1

SECTION

30' 40'-0· 30'

1'X l' CONC. POSTS

FRONT ELEV A TION

SOUTH FORK SHOSHONE RIVER LEVEL CONTROL STRUCTURES FIGURE 5-6 CHAPTER

~-JAMES M. MONTGOMERY. CONSULTING ENGINEERS. INC.-----""""" CHAPTER 6

COST ANALYSIS

GENERAL

A cost analysis is necessary to determine whether expenditures for improve­ ments due to the exchange agreement will be offset by increased crop production value (or reduction of potential losses in water short years) as a result of greater water supply. If that is not the case, it would not appear to be prudent to further pursue the exchange agreement. The objective of this chapter is to establish the total improvements cost and to perform a crop value analysis as related to available water supply. A comparison of the two can be made and benefit-to-cost ratio established. Both capital and operation and lnaintenance costs must be analyzed to provide a valid cOlDparison. Comparison of the two will establish economic viability of the project. Costs to upgrade the efficiency of the current Lakeview system, thereby conserving water as an alternative to obtaining additional water through an exchange agreement, is also discussed.

CROP VALUE ANALYSIS

The value of all crops for Lakeview are directly dependent on the availability of water supply. In water short years, crop production levels and overall crop values are lower due to lack of sufficient water which stresses a crop resulting in a lower yield per acre. Since Lakeview normally experiences shortages in aver­ age water supply years, total crop production is not currently maximized. How­ ever, even if the water supply were unlimited, the ideal maximulD yield and dollar value would not be obtained for the following reasons:

• Lack of water supply canal delivery capability. • Lack of sufficient water rights. • Normal farming inefficiencies.

Calculations for crop values must take the above into consideration. This section will establish crop values over a range of water supply conditions and range of crop combinations.

Method of Calculation

The method that was used for determining the value of Lakeview crops follows:

(1) A dollar value was placed on each type of crop grown per acre. The value was determined from recent selling prices and discussion with local farmers.

(2) Maximum realistic yield per acre for various crop types was also established per discussion with local far~ers.

(3) Water supply shortages due to legal limitations and hydrologic con­ ditions were estimated.

6-1 (4) Crop yield reduction factors were calculated based on estimated de­ pressed evapotranspiration and crop production values.

(5) Potential, reduced, and lost value of production estimates were cal­ culated and compared for combinations of crops under a range of water supply conditions as established in Chapter 4.

The crop value analysis was performed under subcontract to JMM and is entitled "A Report on Lakeview Irrigation District Value of Production with a Normal and Inadequate Water Supply," June 15, 1985. The results are summarized herein.

Value and Yield per Acre

Crop value and yields per acre were established as indicated in Table 6-1. These values were obtained with the input of local farmers.

TABLE 6-1

ASSUMED CROP VALUES AND YIELD

Crop Type Value/Unit Units/Acre

Alfalfa $ 60. OO/ton 4 tons Beans 17.0(),cwt 20 cwts Corn 15.00/ton 15 tons Pasture 10.00/aum 6 animal unit months Peas 14.00/cwt 30 cwts Potatoes 5.00/cwt 300 cwts Sugar Beets 2.80/ton 2.7 tons Sp. Grain 5.30/cwt 48 cwts

Water Supply Shortages

Limitations on water supply exist as discussed in Chapter 4. Lakeview has an apparent maximum legal entitlement to divert 267.0 cfs and the estimated range of supply shortage during critical crop growth periods varies from approximately o to 50 cfs in average years up to approximately 95 cfs two years out of ten.

Crop Reductions

The effect of water supply shortages was evaluated with regard to crop yields on a biweekly basis for a combination of crop patterns and range of water supply conditions. Eight different crop patterns were evaluated over a range of prob­ ability of supply of 50 percent to 100 percent of historical availability. Crop reduction factors as related to varying quantities of insufficient supply were estimated using the following equation as discussed in the U.S. Food and Agri­ culture Organization Drainage Paper No. 33.

Ya = Ym (1 - F)

6-2 Where:

Ya = the observed yield Ym = the maximum yield F = ky (1 - ETA / ETM) ky = the crop response factor for specified growth stages ETA = the observed rate of evapotranspiration during the period ETM = the maximum rate of evapotranspiration

The results of the crop yield analysis are presented in Table 6-2. The total value of potential crop production at the various water supply probability levels is shown in the left part of Table 6-2, and the estimated annual losses of crop income due to insufficient water is shown in the right part of the table. Data summaries are highlighted in the boxed areas.

The set of data shown at the right side of Table 6-2 actually represents differ­ ences between maximum yield and expected yield. As indicated previously, it is unlikely that maximum yield could ever be attained. As a result, the difference between the values in the block labeled "AVERAGE LOSS, ALL YEARS, ALL CROPS" and the values labeled "LOSS AT 50% EXCEEDENCE SUPPLY," is a more reasonable estimate of average annual production not realized due to Lakeview water supply shortages. This data is presented in Table 6-3. Crop combinations 1, 2 and 6 represent the most likely cOlnbinations to be grown on the Lakeview system due to climate and risk. Crop combination 8 has the high­ est potential value, due to the higher percentage of greater cash value crops assumed. However, those crops are considered to have a greater risk in harvest­ ing. It is also felt that with the current livestock oriented crops such as alfalfa, grain, and pasture grown in the Cody area, it is unlikely that a major shift in farming practice to corn, peas, and potatoes, would occur.

EXCHANGE IMPROVEMENT COSTS

Capital Costs

Improvements necessary as a result of the exchange agreement consist of im­ provements to the Cody Canal, new conveyance facilities necessary to deliver water from Buffalo Bill Reservoir to the Cody Canal, and level control struc­ tures for six diversions along the South Fork of the Shoshone River. Cody Canal improvements consist of four new check structures and upgrade of eleven exist­ ing check structures. Conveyance facilities include construction of approxi­ mately 11,200 feet of 48 and 36-inch diameter pipeline, metering facilities, energy dissipation structure, valves, and associated pipeline appurtenances. The level control structures consist of six 1.5 foot high by approximately 100 foot long concrete walls with rip-rap protection. The proposed exchange agreement indicates that the Lakeview Irrigation District will pay for all irrigation related improvements required to facilitate the agreement. A breakdown of exchange improvement costs is shown in Table 6-4.

The Lakeview share of Item 1 is based on paying for all new check structures required due to low flow conditions in a portion of the Cody Canal, and for upgrading existing check structures. The Lakeview share of Items Z, 4, and 5 is based on the proportionate share of the total cost if the Shoshone Municipal Supply Project and exchange project were to be constructed individually. In TABLE 6-2 VALUE OF LAKEVIEW IRRIGATION DISTRICT PRODUCTION AND UNREALIZED POTENTIAL PRODUCTION ulEJm VALVE or PROIIUCTIO. AT mn: LEf£LS or urn mm WEml LOSS or PIODOCflO. DD£ 10 IIImrro. urn SIOIUCES Alf.lfa leans Corn Pasturr PelS PotdDfS S lettl S,.Gui/l AlIa'il 'tans Coro ,.,turt Peas Potatoes 5 .rets Sp.'uia '60.00 $17.00 $IS.OO $10.00 flUO SUO $180.00 '5.10 $61.00 $17.00 US.OO $IUD $14.00 '5.00 '180.00 $5.1' 4.00 20.00 IUO 6.00 1'.0' 100.1f 2.10 41.0. 4.00 10.00 H.OO 6.00 30.00 300.00 2.70 fl. rld.lfIA} (clitIA) n/AJ (AUIIIA) (cill/A) (cllt'A) (r fA) (cdlAl r fd. (m) (cllt/A) (1 fA) /APR/A) (ClItiA) (cIII/A) IfIA) (cllt/A) Project IertSl 9,167 Project Icres: t,167 Srt proportions, .75 .15 .10 set proportions: .75 .15 .10 Alt.lh Juns Corn Pasture Pus Potitoes S lett, Sp.Cula AII.'h leans Cora 'utarf Peas Potatou S lettl Sf.'UII rld.(f/A) (cllt/A' (T/A) (AII!IA) (clitiA) (cllt/A) (m) (cllt/A) Jld.(rtA) (cllt/A) (T/A) IAIIIIA, (cllt/A) (cllt/A) (rtA) cllt/A) SOlS~~m 19.780 U.4DD 5.620 29.010 m.so. 2.6fO f1.m 50SS~~m 19.710 f).fIO s.m 19.010 295.500 2.UO .'.110 1.780 19.800 H.UO s.m 29.280 m.100 2.670 f7.57' J.710 19.100 IUfO s.m 29.210 296.701 1.670 H. 570 J.'40 19.160 14.790 5.950 29.490 m.m 2.UD 41.710 3.140 19.160 H.m 5.951 19.00 m.3OO 1.610 47.710 J.94' 19.160 14.19. s.m 29.490 291.100 2.m 41.710 mLDS J.940 ,,,,60 14.790 5.m n.m 197.100 1.610 H.m fIELDS 3.950 19.160 14.790 5.9S0 29,490 m.l" 1.6.0 41.710 3.950 19.160 14.790 s.m n.m 191.300 2.610 41.710 1.170 19.7'0 14.110 5.740 29.010 m.'o, U40 fl.3IO J.l70 19.710 14.120 5.741 29.010 n5.l00 UfO 47.JlO 3.160 19.140 14.750 5.920 29.140 291.3" 2.UO fl.m J.m IU40 14.150 S.9ZI n.m 297.JOO 2.UD f7.m 1.110 19."0 14.640 5.900 19.280 196.710 1.670 41.518 ).120 19.100 14.640 5.'" 2UII m.l" 2.670 47.570 'O".ppl, mimED fAtPE rsmAru fAUE 2.500 n.uo '.5U' 1.7)0 25.710 m.IO' Z.UO H.m IO"'~UI n.flO '.510 ).m 25.m 151.100 1.1lI 4Ul' 2.75' 19.460 fO.170 4.61. 26.070 m.m 2.240 44.160 1.m n.f60 10.170 UJ. 26.070 ZU.5IO UfO 44.160 2.m 19.m 1I.Z40 40970 26.)70 166.701 2.340 f4.4OO 2.960 19.flO H.m f.m 16.170 m.710 Z.JfO 44.401 2.140 f9.m H.m 5.050 26.010 m.m 2.m 44.160 rtftDS OF 2.lf. 19.m H.m s.m 16.010 m.1JO Z.l60 44.160 mLDS or 2.140 19.410 1f.520 5.060 26.m m.m 2.m H.n. UfO 19.410 If.S2' 5.161 26.JJO 261.'" 1.170 H.m 2.m J9.420 9.120 4.310 25.710 25 ...00 Z.ISO o.m U2. 19.flO '.no f.JIO 25.m 251.6.. 2.150 n.m 1.020 f9.500 If.m 5.000 2'.460 267.900 USO ff.SfO J.m u.s.. H.m 5.010 26.460 m.,.. 2.150 44.5f' 1.100 19.560 U.54' 5.100 26.730 m.te' 2.no ff.1IO ).JOt 19.560 U.Sf' 5.1" 26.7)0 m.'" 1.00 ff.711 $ PloneTIO. , lt LOSS JOOSS~m9 .000 5.140 1.100 .000 .00' .000 lJ.5Z0 lOOS"U 10 000 H.m .m .000 5.910 2.00' .000 .001 .000 n.710 :000 U.71O .160 .000 5.970 2.m .000 .0Of .000 24.m :n: :m UU J:ft: :::: :.. : .m .000 5.910 2.000 .00' .00' .100 21.160 .)60 .000 5.m 2.'51 .000 •• 00 .000 IUH YIELDS .m .000 5.970 2.070 .00' .000 .000 24.m Jlms ''''''''" :H: :111 ::11 24.m '"'''''' I.m .000 5.140 I.m .000 •• If .000 14.910 I.BO :m.... tmUfO unJ.1lI :m.001 .... .000 H.m .410 .000 6.290 Z.1IO .0Of .... .000 2f.m .410 .... '.m 2.1" .101 .01' .001 24.m .490 .0.0 5.970 Z.IIO .000 .000 .000 2S.m .m .• 0. 5.'" 1.110 .000 .•11 .000 15.l" Proportion 01 e.d crop fa • crop co.bfnatioDs rroportiol 01 tlca crop II • crop C:OItln.tIo., .6561 .0000 .0044 .2081 •• 0Of .00ll .000' .UU .un .0000 .OOf4 .Z'" .0000 .0022 .0otO .IZIJ .5000 .0000 •• 500 .2000 .0000 •• SOI .0000 .10ot .5100 .0000 •• 500 . Zoot ...... 0501 .0001 .100' LO OF • 4000 .0000 .1000 .2000 .0000 .0501 .0000 .m • . flO' .0000 .1000 .1001 .1000 •ISO. .0000 .2501 •fOOO .0000 • fOOD .1000 .00Of •• 50. .0000 .1000 VALUE OF PRODUCTION SS PRODUCTION . fOot .0100 .100' .l.OI ••000 .150' .0010 •• 1 .lSOO .0000 .0500 .1500 .0000 .fOOl .0000 .).ot .1SOO ...... 150' .fSH .1000 .JOot .0000 JO.'.', DATA SUMMARY .6000 .0100 .fOOO .ZOOO .010' .m. .0100 .1500 DATA SUMMARY .U" ••110 .100' .lIOf .1101 .0101 .0100 .1501 .fOOO .0500 .0100 .1000 .0500 .050' .fOot .0500 .'1" .ZH' •• 500 .0Sot .0500 .ISO.r------, .2000 .fOOO .fOOO .fOOO .JOOO .m. :m~ :m:..,..------, .1'" .1000 .lfot .11" .1000 .100' .1000 .2000 Prodlct ion .t 50S uc"dance IIlter sappl, ($I: TOTALS» PIODllmO. AT SIS mmmE smu I '.r"Ulrd prHaetion " 50\ ueee'"'' ..trr Slp,l, ($): TOULS H LOSS At 50s [lmOAlCE srrrn 1.306,74J 0 l.f07 f07,57f • n.m m,m • '" 1.m 0 m 0 1.m ,Jft,7J2 m 10.J 1.000,m 0 JOUSt f07,621 • m,m o m,mm,JfZ 1.7f7,SSI2,m,Olf 1I,"IIIIO.Z•• "o .. )f • ",502 0 2,m l,m 0 7,m • f,m m,I'J 11110.2 'fUlf 0 ZOJ,17O IOM'7 • UJ,)J7 • m.m Z.fJI,1Z4 15.m 0 tJ7 ° ',LU 0 l,Sll $41,116 m 10.l ''',132 0 203,170 109,0'7 • UJ,J)1 o m.m 2.m,01S I •• 1G.4 I )J,m 0 l.I"1,UI tJ7 0 6.111 0 f.m $Z7,flO 1111 10.f 760,40) 0 fOf,U5 If,m ",m.m • m.m J,lOI,m 1f"'.S , t.m • I,m '" 0 11,m 0 f,m $ZI,m III 10.5 1,Z77,Jf6 )0.125 m,m los.m Jl.m US,S" 67.162 Jf5,Z9f z,m.m 11 ••0.6 I fUll JfJ 1l,1" 4.167 1.Z71 I.m J,540 Mil ,",166 1111 10.6 8ft,Ul 154.592 20,211 10l,m 111.172 UJ,m JfJ.t.6 m.m 2,m.m III 10.7 I' 1",.1 1.2f1 3ff 1.f67 t.m ',m z.m J.m I m.m IfI .0.1 421,115 )08,S6l 201.)07 S4.01S )75.7741.159,924 m,m f6Z,m J,m.flO I .. 11.1 It 101 1,m MSO 9J7 '.m 15,m 7.100 4,m $65 , Olt 111.0.' ProdlcUolI It ttr 80S ucredlDce IIdrr suppl" PIOOfCfIO. AT In UCmAICf SlPrtr '.r"iJlrd prod,cUo. at th In ,,,"',acr ..ter Slp,l, ($), 1 LOSS AI lOS mmUCE SlPPLJ 9Ol,f45 0 S,1f9 71,195 • 15,915 o m,11f 11,27"''' IfI'O.1 5fl.m ,),m fl,m • f,m 0 ls,m ,,11,601 IVIIO.I 756,178 0 ",m 14.186 0 6O),SIf o m.IOf J.'fI,m IUIIO.l 1 JU,1U 0 )J,m lS,lJI • '5,'41 0 17,m $S2S,Jf2 11110.2 6SJ,124 0 ISf,556 fI.m 0 m.m t 519,195 1,047.405 IVI'O.) m.'" 0 SI,m 'Ulf • l'.m 0 4),727 11110.) 'lUll 0 JS7,168 0 IfIt,m n,m m,m • '4),m 1. JZ1 ,16J 1II10.f 255,'" • fM" 17.m • 77.197 ° 55.970 f m,su 1II10.f 5f6.720 0 19,m ",571 01.226.545 • ""m Jl,su,m 1VI10.5 m,)OI 0 2),'" IZ.m t 1f'.SOS , 53 ZtJ 46J us m 10 5 SH,m 30,264 JZ5,fOS 10,101 H.m JU,m 5S,lIS m.m 1.6l1,m 10.,0.6 m,m "4 '0.151 U.101 5,506 lI,m J4,m u:m i m:zoa 11110:' 664,414 1SJ.94J 15,717 9f,670 169,79f m,m 101,594 m,m fl.JJ),m IVI '0.7 ! 115.601 ),m 4,m 1I,))f 12,716 11,m 44,m 25,m ,m,uz 111110.1 m.m 10f,1lJ m.m fa,m Jf),Of7l.m,m m,12J m,m U.Sf6,J6t iii '''' 17.m '.151 H,m ',411 41.961 m.m n.l0l JI.m U16,m III 10.' Prod,ction .t tbe 100\ ucetdlDct uhr Slpph: PRODllmO. AT 100S [ICEEDAI(( srrPLf I fnrulfled production ,t Ur U" ucerduct ..ter seppl,($): LOSS AT 1001 [lCE£DAlCl S.,PU 91.854 0 J,m H,m 0 w.m ma,m lUI 'O.f I.JSO,OS' 0 S,W II.1'f 0 1'.151 • m.m ff,61I.lJ7 11110.1 ".OOJ 0 40.170 16,m 0 Ilf,m ,ZI9,m In '0.2 I l,t1Z,0J7 0 62.J59 H.m 0 U7,515 0 HZ,)JJ $2,177,511 11110.1 79,10J 0 'l,m 11.m 0 m,llJ ,m,1lS 111'0.) ! ..... Z9 , W,167 12,m • U1,m 0 11"'10 I f1.91f,1)f 11110.3 21,601 0 1),540 J6,m 0 JII,)JJ m .lfl IVI.O.' 'I 'SI,m 0 12f,1I7 H.m 0 U1,m 0 JU,m, 12,m.lol lII'O.f ....SJ 0 4l.US lI,f64 0 m,m ISOJ,m III '0.5 619.115 • 62,"4 SUB ",m.050 0 m,m I 1,m,U) III'O.S m,m 0 IO,JOj l),jU • !l1,m m.m III .0.6 , IIJ,JJZ 1I.f61 lZS,m 76.6J' )I,m m,sos ",103 m.m I l.m,f74 IfI.U 94.60) 0 "'.9 n. '" • 7IS,m IS5.8J9 H,m 70.016 192,507 U7,m Jf6.5lJ 171,11) Z,fZJ,m In '0.7 51,901 0 11,090 19,98. 0 m:m m:m m:u ! JU,U4 m.m IZf,U1 35.m JIS,'JfI,)75,050 m,ozs 111,541 i U.SJ),U4 101.0.' t , AJEIAGE PIODllcrJO •• m mls Arum LOSS. ALL TUIS. ALL ClOPS I.SJf,m III '0.1 sm,m mlO.f 2,UZ,m lUI 10.2 f]5f,m III 10.1 J1.m,m In '0.3 $296,'24 m 'O.J '2,ZIl.m In '0.4 SlOl,m III '0.4 $l,m.J1J lUI '0.5 $H1.m III'O.S l.,,?f4~ III .o.~ UOO,ISJ 111'0.6 f 2.401.53, lUI 111.1 $141.021 lUI '0.7 SL4'!"; ~('. IIU S4~Q,F: ;UI .~.~ TABLE 6-3

THE VALUE OF INCREASED PRODUCTION IN THE LAKEVIEW mRIGATION DISTRICT WITH AN ENHANCED WATER SUPPLY}

Value of Crop Average Loss Loss of Increased Annual Combination All Years 50% Exceedance Production (Run No.) All CropsZ Water SupplyZ (1) - (Z) = (3)

} Z 3

*1. $ 366,937 $ 149,732 $ 217,205

*2. 354,386 77,101 277,285

3. 296,924 48,716 248,208

4. 301,432 27,420 274,012

5. 343,215 28,359 314,856

*6. 300,153 69,366 230,787

7. 341,021 49,983 291,038

8. 459,877 65,029 394,848

1. These values represent reasonably attainable levels of increased production given at least a 50% exceedance water supply.

2. These values are from the second set in Table 6-2.

* Crop combinations 1, 2, and 6 are the most likely combinations to be grown on the Lakeview system due to climate and risk. Combination 1 was the actual crop distribution grown the last two years.

6-5 TABLE 6-4

EXCHANGE IMPROVEMENT COSTS.

Total Anticipated. Lakeview Item No. Descri2tion Cost Share of Cost

(1) Cody Canal check structures (15) $ 413,000 $ 413,000

(2) 10,100 feet.:t. of 48 inch diameter 1,548,000 1,037,000 pipeline

(3) Sulphur Creek Canyon crossing 270,000 270,000 (1100 feet .:t. 36-inch diameter)

(4) Connection to trifurcation structure 61,000 41,000 and metering facilities

(5) Valves and appurtenances 105,000 70,000

(6) Energy dissipation structure and 37,000 37,000 canal inlet

(7) Shoshone River level control 120 2 000 120 2000 structures (6)

Subtotal $Z,554,00O $ 1,988,000

Contractor mob./demob., OH&P and bonds @ 25% 639,000 497,000

Subtotal $3,193,000 $ Z,485,000

Contingencies @ 15% 479,000 373,000

Subtotal Estimated Construction Cost 3,67Z,000 Z,858,000

ROW acquisition (6,000 feet .:t.) 12,000 8,000

Engineering @ 16.6% 610,000 474,000

Legal and Admin. @ 3% 110,000 86,000

Cost of financing @ 3% 11°2°00 86 2000 Total Estimated Project Cost (1985) $4,514,000 $ 3,51Z,000

1988 @ 6% inflation $5,376,000 $ 4,183,000

*Cost estimates indicated herein have been performed to a range of accuracy of +30% to -15% in conformance to level of accuracy expected for a predesign report by the American Association of Cost Engineers.

6-6 other words, costs were calculated for those items for each project if con­ structed individually, and each cost divided by the total of the two. The propor­ tionate share was 2/3 to Lakeview and 1/3 to the Shoshone project. That Inethod appeared to be the most equitable as opposed to a equal split or capacity based split. Items 3, 6, and 7 are totally allocated to Lakeview as they are not related to the municipal water supply project. The Lakeview share of the total project costs would be $3,512,000.

Operation and Maintenance Costs

In addition to capital costs, there are operation and maintenance costs associated with the new improvements. For the purposes of this study it is assumed all new improvements will be manually operated in lieu of automated remote control systems. There would be very little operation and maintenance expense associated with new facilities. One person should be able to operate and maintain all new facilities. Very little additional maintenance would be required for the new facilities. For the purposes of this study it is assumed one person would be utilized for O&M during the irrigation season at an annual cost of $10,000. It is also assumed a maintenance and equiplnent replacement fund of $5,000 per year would be provided. Thus, total O&M costs would be about $15,000 per year.

Benefit-to-Cost Ratio

Benefit-to-cost ratio is used in many cases to determine economic viability of a project. In general, a ratio greater than one indicates economic feasibility, although higher ratios are sometimes desired to decide where investment funds can be used to best advantage. To arrive at the benefit-to-cost ratio, annual or total present worth costs must be compared. In this analysis, an annual cost comparison will be made as most economic data has been previously calculated in that manner. Table 6-5 presents the total exchange improvement costs amor­ tized for 50 years for interest rates varying from 4 to 8 percent. Since the State Inay fund a large portion of the capital cost (up to 75 percent), two levels of Lakeview's participation in total annual costs are also shown depending on level of State funding.

The annual crop value benefits are shown in the third column of Table 6-3 with the most likely crop combinations to be grown indicated as numbers 1, 2, and 6. Combination number one is the 1985 crop pattern. The annual crop increased value for those cotnbinations as a result of increased water supply are as follows:

Crop Combination Annual Increased Value

No. 1 $ 217,205 No.2 277,285 No.6 230,787

As can be seen from Table 6-5, if the project could be financed at 4% interest rate, the benefit-to-cost for the project would be favorable, whereas at 8% it would not. Discussion of financing alternatives with one financial lending insti­ tution indicated that the project could probably be financed at an interest rate

6-7 of 5.5 to 6 percent. At that rate, the benefit-to-cost would be approximately a "push" for crop combinations 1 and 6 and favorable for combination number 2. From the Lakeview perspective the project would be favorable even at the 8 percent financing rate if funded by the State at the 50 percent level.

TABLE 6-5

EXCHANGE IMPROVEMENTS ANNUAUZED COST

Interest Rate Financed 4% 6% 8%

Lakeview Project Cost ($3,51Z,OOO)

Annual Cost - 50 years $163,000 $223,000 $287,000 Annual O&M Cost 15,000 15,000 15,000 Total Annual Cost 178,000 238,000 302,000

Benefit-to-Cost Ratios ($3,51Z,OOO Costs)

Benefit/Cost Ratios @ Various Interest Rates Crop Combination 4% 6% 8%

No. 1 1.22 0.91 0.72 No. 2 1.56 1.16 0.92 No. 3 1.30 0.97 0.76

Lakeview Funded Portion (per year)

25% of Capital Costs & O&M $ 56,000 $ 71,000 $ 87,000 Cost per acre (approximate) $ 6.00 $ 7.50 $ 9.25

50% of Capital Costs & O&M $ 97,000 $127,000 $159,000 Cost per acre (approximate) $ 10.25 $ 13.50 $ 17.00

The above favorable benefit-to-cost ratios are based on a number of assumptions which could significantly alter the indicated results if the assumptions are false. The assumptions are as follows:

• Both the Shoshone Municipal Supply Project and irrigation project would proceed together. If the irrigation project had to proceed alone and pay all costs, the project would not appear to be favorable except at a low interest rate of 4 percent.

• The sharing of costs between the two projects would be as indicated.

• Financing would be available at a maximum 6 percent interest rate over a 50-year period.

6-8 LAKEVIEW mRIGATlON DISTRICT UPGRADE COSTS

A potential alternative or supplement to additional water from an exchange agreement would be to upgrade the efficiency of the existing Lakeview con­ veyance and field application systems. While it is beyond the scope of this report to provide a detailed investigation of needed improvements and cost, pre­ liminary costs can be estimated to indicate whether that alternative should be evaluated in more detail. It may be more economical to upgrade the existing system and conserve water rather than import additional water.

As previously indicated, the Soil Conservation Service (SCS) evaluated the Lake­ view Canal system in 1983 and recommended a significant list of improvements totaling $1,062,000 (1983 dollars), to be made over a 40-year period. The sug­ gested improvements are shown on Table 6-6. Most of the improvements are related to replacing existing structures and maintaining the present system rather than specifically increasing the efficiency of the canal system (although some efficiency increase would result). In addition, there were some specific areas pointed out in the report where system efficiency could be improved.

It was suggested that approximately 3500 acres in the Irma Flats area could be converted to sprinkler irrigation increasing field application efficiency by 20 percent with an average annual savings of 3560 acre-feet (10 cfs average flow). The SCS construction cost estimate (1983) to install the pipelines and sprinkler system was $1,182,000. Adding 50 percent for contingency, engineering, financ­ ing, legal, and inflation, the 1985 cost would be $1,773,000. Thus, the cost per acre foot to convert some acreage to sprinkler application would be $500 per acre foot versus $350 per acre foot for exchange agreement water.

Another potential area for significant water conservation would be to control seepage in the canal which is estimated at 100 cfs at full flow conditions (270 cfs'±) in the SCS report. One canal reach of approximately 4.2 miles has been estimated to lose approximately 16 percent of flow. At an average annual Lake­ view flow of 137 cfs that would amount to approximately 7800 acre feet annually (22 cfs average flow). An approximate cost to line the canal and prevent seep­ age would be $70 per foot for a lining system consisting of PVC lining overlaid by 10-inches of native fine soil and 8-inches of pitrun gravel. Estimated service life would be 30 to 50 years. Thus, the construction cost would be $1,552,000 for a 4.2 mile reach. Adding for contingency, engineering, etc., total project cost (1985) would be $2,142,000. The cost per acre foot would be approximately $275 per acre foot.

Preliminary estimates of increasing system efficiency through sprinkler applica­ tion or canal lining in those areas mentioned above, would appear to indicate that conversion to sprinkler application systems would be more expensive than exchange water, however, canal lining of high loss areas may be a cost-effective alternative.

6-9 TABLE 6-6

STRUCTURAL REPLACEMENTS AND IMPROVEMENTS - CONSTRUCTION COSTS*

Structural Replacements Remaining CODStruction Priority and Improvements Life (Years) Cost (1983)

1 Marquette Creek Chute 1-5 $ 75,000 2 Main Diversion Dam and Sluiceway New 165,000 3 Wasteway Below Main Diversion 1-5 20,000 4 Diamond Creek Underpass 5-10 4,000 5 N orton Chute Outlet 1-10 10,000 6 Rock Creek Siphon 5-10 60,000 7 Carter Creek Siphon 5-10 46,000 8 Bull Creek Siphon 10-15 47,000 9 Belknap Creek Overpass 10-15 75,000 10 Overpass at Station 139+50 15-20 75,000 11 Willow Creek Overpass 15-20 75,000 12 Concrete Checks (2 required) 20-25 21,000 13 Mower Creek Overpass 20-25 75,000 14 Sheep Creek Underpass 25-30 130,000 15 Norton Chute (Ballinger) 25-30 59,000 16 Concrete Check 25-30 5,000 17 Marquette Creek Pipe Drop 30-35 50,000 18 Main Diversion Headgate 35-40 70,000

TOTAL (1983) $1,062,000 (1985) 1,115,000

* As indicated in 1983 Soil Conservation Service report.

6-10 CHAPTER

~_JAMES M.MONTGOMERY. CONSULTING ENGINEERS. INC.--~ CHAPTER 7

PROJECT IMPLEMENTATION

GENERAL

There are anum ber of steps to be taken to proceed fro~_n the exchange agree­ ment evaluation stage to actual diversion of exchange water by Lakeview. The following steps are necessary to implement the project:

• Obtain support of Lakeview Irrigation District members.

• Apply for and receive project funding.

• Sign exchange agreement.

• Contract with BUREC for storage allocation.

• Petition the State Engineer's office for the exchange.

• Acquire necessary easements and permits for installation of convey­ ance pipeline in private and public rights-of-way.

• Acquire permit for construction of low flow diversion structures in the South Fork Shoshone River.

• Initiate design.

• Bid, award, and construct.

These steps will be addressed in this chapter and a preliminary schedule provided for ilnplementation.

LAKEVIEW IRRIGATION DISTRICT SUPPORT

In order to obtain funding for the exchange project, members of the District must support an increase in assessment to pay the District share of costs. To evaluate the support of Lakeview members for the project, a survey question­ naire was mailed to all members in October 1985. In general, the survey requested a response to what level of assessment each member would support for the exchange, and categorized each member by the acreage owned and irrigated. The minimum anticipated assessment to District members based on a 75% level of grant funding by WWDC and 4% loan on the remaining 25 percent of project costs, is approximately $6.00 per year per acre owned. A copy of the question­ naire and summary of responses received is bound in Appendix C.

A total of 20 replies were received out of approximately 90 questionnaires mailed. The twenty replies represented approximately 2100 acres, or about 20 percent of the total District land ownership. Seven of the twenty respondents, representing a total of approximately 360 acres, supported an increased assess­ ment of $6.00 or more. Based on the limited response received, it appears District members would not support an increased assessment. Comments

7-1 received at public meetings appeared to indicate that most members could not afford an increased assessment due to the current state of the farm economy.

If the project is to proceed, favorable interest must be generated among the Lakeview Irrigation District members to support the District share of costs, or a 100 percent grant obtained which is unlikely.

PROJECT FUNDING

One of the most important criteria for any project is to determine potential available sources of funding. The district will be looking for a significant amount of grant funding, supplemented by a loan for the Lakeview share. Fund­ ing agencies or institutions would have to evaluate the benefits and costs of the project as outlined in this report to determine the level of funding that could be provided. A partial list of potential funding sources follows.

Wyoming Water Development Commission (WWDC)

As the sponsoring agency for this study the WWDC would be the primary candidate for funding of the project. The WWDC has historically provided 50 to 75 percent grant funding for irrigation improvement projects. The WWDC also can provide low interest loans. Lakeview has applied for 100 percent grant funding from the WWDC, which was rejected. The WWDC has postponed further consideration of funding for the project for up to 5 years to allow the Lakeview Irrigation District to establish support for the project.

Private Lending Institutions

Loans could be obtained through commercial banks at prevailing interest rates. Another lending source which has provided funds for agricultural improvements are private insurance companies. One insurance company recently indicated that various types of loan programs are currently available at 5.5 to 6.0 percent interest.

Other Agencies

Other agencies with lending programs for irrigation improvement projects include:

• State of Wyoming Economic Development and Stabilization Board (formerly DEPAD)

• State of Wyoming Farm Loan Board

• U.S. Soil Conservation Service

• U.S. Farmer's Home Administration

• U.S. Bureau of Reclamation

LEGAL REQumEMENTS

To proceed with the exchange agreement several legal requirements must be satisfied. First, the Cody Canal and Lakeview Irrigation Districts must formally enter into and execute the exchange agreement.

7-2 Per the terms of the exchange agreelnent, Lakeview must then enter into a contract with the Bureau of Reclamation for an annual allocation of water from Buffalo Bill Reservoir. The proposed exchange called for approximately 10,000 acre-feet per year. It appears in average water supply years only 4,500 acre­ feet per year is needed while two years in ten at least 12,000 acre-feet is required.

Finally, the State Engineer must be petitioned to approve the exchange agree­ ment for Lakeview to divert up to 100 cfs of Cody Canal water entitlement in exchange for a like amount diverted to Cody Canal from Buffalo Bill Reservoir. Any detrimental effects due to the exchange must be resolved for the State Engineer to issue an order allowing the exchange.

EASEMENT AND PERMIT ACQUISITIONS

The selected conveyance pipeline alignment from the trifurcation structure to Cody Canal lies within public agency rights-of-way for the following distances:

Agency Distance

U.S. BUREC 500 feet State Highway Dept. 2,800 feet City of Cody 1,700 feet

Special use perIn its must be completed to allow construction of the pipeline within those public corridors. In addition, approximately 6700 feet of pipeline lies within private land ownership. Those landowners must be contacted and easement agreements negotiated.

Another permit that Inust be obtained is a stream channel alteration permit as a result of construction of the level control structures within the South Fork of the Shoshone River. Those structures are necessary to mitigate detrimental effects of low river levels as a result of the exchange as discussed in Chapter 5. River alterations are regulated by the U.S. Corps of Engineers which require a 404 perlnit for construction within navigable streams.

DESIGN AND CONSTRUCTION

Predesign soils and survey field investigations and finalization of design criteria will be necessary prior to proceeding to final design. Final design would include preparation of detailed drawings and specifications for bidding of the recom­ mended improvements. Upon completion of design, the project would be put out to bid, bids taken, and contract(s) awarded. The irrigation districts may wish to construct some of the improveinents themselves depending on availability of equiplnent and personnel. It is estimated the design and construction process would take approxiInately 18 months.

SCHEDULE

Due to the current lack of project support and availability of funding, it is unlikely the project will proceed in the short term, if at all. In fact, the

7-3 recommendation of the WWDC will be to place the project "on hold" for a period of five years. However to show the overall timeframe required to complete the project should it proceed, a theoretical schedule has been formulated as shown in Figure 7-1, assuming the project proceeded immediately. As can be seen, it would take approximately 2.-1/2. years from initiation to completion of the project.

FUTURE CONSIDERATIONS

It appears likely that the Shoshone Municipal Water Supply Project will become a reality and proceed to construction prior to commencement of the Cody­ Lakeview Exchange Project should it occur. The WWDC would fund a significant part of the Shoshone Municipal Supply Project. To allow the future option of ilnplelnenting the exchange, the WWDC has indicated additional capacity may be provided in the common portion of the conveyance pipeline as shown on Figure 5-1, such that future diversions from Buffalo Bill Reservoir up to 134 cfs may be made. The incremental cost for that additional capacity would be minor compared to future paralleling of the municipal water supply pipeline with a separate irrigation pipeline.

7-4 1986 1987 I 198·8

MILESTONE FEB I APR I JUN I AUG I OCT I DEC FEB I APR I JUN I AUG I OCT I DEC I FEB I APR I JUN I AUG 4_ FINALIZE LEVEL II REPORT OBTAIN PROJECT SUPPORT • REQUEST PROJECT FUNDING • VOTE ON LOCAL ASSESSMENT • RECEIVE PROJECT FUNDING • SIGN EXCHANGE AGREEMENT • CONTRACT WITH BUREC FOR ALLOCATION FROM BBR

PETITION ST ATE ENGINEER FOR EXCHANGE APPROVAL

OBT AIN EASEMENTS & PERMITS

DESIGN

BID & AWARD

CONSTRUCTION

I CODY-LAKEVIEW EXCHANGE PROJECT THEORETICAL IMPLEMENTATION SCHEDULE

I FIGURE 7-1 APPENDIX

~-JAMES M. MONTGOMERY. CONSULTING ENGINEERS.INC. ___---' APPENDIX A

EXCHANGE AGREEMENT '" ,--.--.. -,.,.. :.\\..I"'~""'.' .....

?HIS AGRE=~£~T is ",ade and entered into this

d.:l:! of ______, 198_, by and between Cody Canal Irriga~ion

District, an irrigation district created and operating ~nder the

laws of the State of Wyoming (herei~after referred to as CO~Y

CA~AL) whose mailing address is 1226 11th Street, Cody, ~yomi~g

82~14 and Lakeview Irrigation District, an irrigation district organized and operating under the laws of the State of Wyoming (hereinafter referred to as LAKEVIEW) whose mailing address is P.O. Box 880, Cody, Wyoming 82414.

REC!?ATIO~ OF CO~D!T!ONS ~;D ?URPOSE

A. CODY CA.~AL is organized to divert and deliver water under various appropriations from the South Fork Shoshone River to property owners holding valid appropriations of water under the Cody Canal. The bulk of CODY ~~AL water aLd its e4rliest pr~ority, is covered by the appropriations de5~~d in Per=it

No. 10~2 with a priority date of August 7, 1895. The rate of this appropriation is in excess of 150 c.f.s. B. LAKEVIEW is organized to divert and deliver water

~~der various appropriations from South Fork Shoshone River to property owners holding val~d appropriations of water under the

Ha~~it (Lakeview) Canal. The bulk of LAKEV!EW water and its earliest priority is covered by appropriations described in,Per- mit }lo. 3000-11)5.12, wi..th a priority date of December 31, ~900.

in all its priorities to CODY ~~AL'S earliest priority. The natural flow· of South Fork Shoshone River is at times insuf!i- cient to fully supply the appropriations for CODY ~~AL and LAXZ- VIEi"l and to satisfy the beneficial needs of LAKEV!EH lands. C. L.. ·u'i:V:::~-J proposes to p~rc~~s~ :~, 000 acre teet. 0:

storase capacity i~ B~ffa:o Bill Reservoir, ?ar~ Co~nty, ~~yo~i~g,

which scores water fro~ ~orth Fork Shosho~e River and South Fork Shoshone River at the confluence of the two strealliS. Said reser­

voir currently stores water under valid a?propriat~ons and is

pro?osed to be enlarged to_store additio~al surplus flows. Water

stored and released frcw Buf:alo Bill Reservoir enters S~oshone

River, which is ~ tributary of Big Horn River. B~ffalo Bill

Reservoir water cannot be economically conveyed for direct use

on L~EVIE~oJ land, but. ",ost of the land irrigated \.:Lder Cody

Canal can physically be supplied by diversion fro~ said reservoir.

D. LAKEVIEW also proposes to have a conveyance facility constructed (hereinafter referred to as RESERVOIR SUPPLY) which will perwit releases from Buffalo Bill Reservoir to be conveyed

back to the present Cody Canal for use on CODY ~~AL lands which lie below Sulpher Creek. The area below this point constitutes

",ost of CODY C~~AL irrigated land. The RESERVOIR SUPPLY will have a capacity of 100 cubic feet per second.

E. it is feasible and mutally cesirable for CODY C&~AL and L~EVIE~-1 to enter in to this agree.... en t for water exchange I

~~der which the LA~EVIEW water ent.itleffient frow Buffalo Bill Reservoir may be bene:icially applied to LAKEVIEW lands as follows:

( 1) LAKEVIE~oJ would oi vert addi tional water from

South Fork Shoshone River at the point of diversion of

Harr~it (Lakeview) Canal in amounts equal to or less than

the 100 c.f.s. capacity of t.he RESERVOIR SUPPLY.

(2) CODY C~~AL woulc reduce its diversion of

water from South Fork Shoshone River by like ~~o~nt, but in exchange therefor and in lieu thereof \V'ould receive

-2- Sv??~Y in the sallie a~ou~~ as ~AKEV:ZH is diverti~g.

(3) LN

Bill ~eservoir to be released to CODY CA~~ in amo~~ts

esu~: to the amounts 0: water diverted by L~EVIEW frOm

Sou~h Fork Shoshone ~ver under this exchange.

TE!t:·:S OF AG:'..2Z:·Z:-::-

1. Exchange Ag=ee~ent. CO~Y C~:A~ and LAXEVIZW, in

consideration of conditions and mutual purposes recited herein­

above and further in consideration of the covenants and une.er­

ta~ings hereinafter set forth by each of the~, the sufficiency

of which as consideration is hereby admitted, here~y enter into

this ~'later Exchange Agreement (hereinafter AGREE~re:-;T) as of the

date first stated above.

2. Constn:.ction of RESERVOIR St;pp!.Y. LAKEVIE~'l shall

cause construction to be co~~enced on the RESERVOIR SUPPLY and

shall prosecute said construction to co~pletion with reasonable

diligence. LAKEVIE~v agrees to maintain this facility after it

is constructee. ane. take such steps as are necessary to keep the

facility in good repair and working order at all ti~es. CODY

Ch::hl. agrees to cooperate with and join :'A.~EV:E~v i~ obtai~i~g aid

fro~ the federal govern~ent or the State of Wyo::ii~g to construct

the ~SE~VO:~ SUPPLY, so long as CO~Y CA.~~ is not assigned any

part of the expense of the project.

3. CODY CA.~AL Use of Reservoir ~':a ter. CODY CA.~AL shall have the right to use ~~e RESE~VO:R Sv??:'Y as providee. for hereinafter. The exchange will be ~ae.e when the natural flow of

South Fork Shoshone River is insufficient to supply the LAKEVIEW beneficial needs.

3.1 CODY C&~AL shall be entitled to use water

released fro~ Buffalo Bill Reservoir and convey said water

-3- co ~:.:.s ";G=C:::·::::;:-. At. such c:';:-.es as t.h~s wacer is being

released fro;:; said reservoir purs ... ant. t.o ch:'s AG;\z:;:::·:Z::T,

:';~::V:Z~'; sha:: be ent.:.tled to d:'vert water into H",:;-.."nit

(:'~~ev:'~w) C~na: fro~ Souch Fork Shoshone River under t.he

CC~Y C~~A:' direct. f:ow appropr:'at.ion covered by Per;:;it. ~o.

lO~2 wit.h priorit.y date of Au~ust. 7, 1895; provided, however,

that t:-.e ::-.,,;.... ;'::-."..1.'7. race of f:o·... so di'/ercec. :'nt.o H3.'7_'7.ic ':'a~e- view) Cana: fro;:; Sout.h Fork Shoshone River shall be 100

c.!.s., 0; whatever lesser a;:;c~nt. of strea;:; flow is ava~lable

in Sout.~ Fork Shoshone River at the point. of diVersion of

the Ha;:-~it. (Lakeview) Canal, which is surplus to the en­

titlements 0: the ves~ed rights of ocher appropriators who ...h.a.\ta-pr.ior-i-t.i.es senior to August 7; '1895 and are entitled

to divert frow South Fork Shoshone ~iver or Shoshone River

below the Ha~"it (Lakeview) Canal; the ~o~al vol~"ne of

wa~er so divert.ed by LAXEVIE~ shal: not exceed ~he a;:;ount of water held in Buffalo Bill Reservoir for use by LAKEVIEW

in anyone irrigation season. T~e rate of water so di­

verted by ~t\EV:::E~-l from Sout.h For~ Shoshone River under

this nGREE:-lE~-= is fur~her constrained not to exceec t:-.,·

rate of water being released to CO~y C~~:A:' fro;:; Buffalo Bill Reservoir on any given day. There shall be no carry- over of undiverted portions of the LAKEVIEW water stored in

Buf=alo Bill Reservoir from one irri~ation season to the next.

3.2 CODY C.~~AL agrees t.o accept the Buf=alo Bill

~eservoir water supplied to it through the RESE~VOIR SuPPLY as a substitute source of supply in lieu of its diversion and use under the appropriation listed in Paragraph A here­ inabove.

3.3 CODY C~~AL shall continu~ to divert water fro;:; South Fork Shoshone River throush Cody Canal, under the appropriation listed in Paragraph A hereinabove, when-

-4- ex~ent the rste ot said appropr~ac~o~ ~s ~n excess of the

ra~e of ~he exchan;e being exercised o~ any g~ven day if

adeGua~e streamflow is available.

3.'; LAl(EV!E~'/ a;rees that CODY C~l~L shall have no

cuty and shall inc~r;.o cost wit~ respec~ to obta~nin; any

necessary cha~ge in po~nt of civersion, ~ea~s of conveyance

and exchanse 0= use 0= water frow ~~e Cody Canal to the

Ha~~it (~akeview) Canal, except that CO~Y C&~~ a;rees to

execute any docu~ents that may reasonably be req~ired to

acheive such chan;e or changes.

4. LAKEVIZ~ ~~certakincs To Prov~de B~=~alo aill

Reservoir Water As Exchange Water.

4.1 Uncer the purchase arrangerroent cescri~~d in

Paragraph C hereinabove, LA.~EVIE~i shall take such steps as

may reasonably be req~ired to provice replacerr.ent water

from Buffalo Bill Reservoir to ~~e Cocy Canal above Sulpher

Cree~ in awounts sufficient to compensate fully the owners of

exist~ng water rights uncer the Cody Canal for net stream ce­

plet~cns and losses which shall be determined to have been

s-.;s~.::.ined by such owners as a result of the L&';{EVIE~i diver­

sions anc beneficial use of water from South Fork Shoshone

River under Section 3. 1 of the AG:U:E:-~X'r'. The cete.rmina tion

of net stre~~ cepletions and losses for purposes of the AGREE­

:·:EX'r' shall be the deter:nination made by the t\'yor..ing State

Engineer in connection with the order referred to in Section

5; provided however, that either party may seek any review

or appeal of such cetermination as pro vi dec for by law.

4.2 Such replacement water shall be provided by

releases from Buffalo Bill ~eservo~r. L~~VIE~\, sh.:lll cause

such release~ to be made pursuant to procedures sacis=ac­

tory to the reservoir owner, the t·lyo~.in; State Ens;'ineer anc

-5- 5.

0: this a<;ree::o,an~ :'A.~ZV:::~" S~

by :~W to pet~tion the Wyo~ing St"te Eng.:.neer for an orcer allow­

~ng the exc:-.ange conte::-.p:'atec by the AG::U::=::·!E~~':'. ':'he cost of such

proceedings shall be borne by Iu\~EVIZ:v. CG:)Y CA.'-;AL shal:', upon

req~est, exec~te any necessary doc~~ents and cooperate in any

other ~anner as ~ay be reasonab:'y necessary to s~c~ ?=c~~~~_ .....

:';w~ZV::Z~'i s;-.a:'l prosecute s~ch proceedings to co:;,.pletion with Cl:.e dil.i.g,ance.

6. Ter~. The ter~ of this agree::oent shall be perpetual.

7. ~onassertion 0: Water Richts. The parties agree that the AGREE:·:E:-JT is entered into under their ml:.tual under­ standing and assumption that CODY Ck'A:. appropriation as listed under Paragraph A hereinabove,. may reasonably be expected to yeild water at t~e Ha~71it (La~eview) Canal headgate in an a~o~~t eql:.ivi­ lane to ~he Buffalo Bill Reservo~r water ?~rchased by LAKEVIEW in any given year. If, as a result of any events or occurances prior or subseql:.ent to the date of the AGREE~~~~, any loss of rights t~rol:.gh abar.don~ent or otherwise shall occur after the date of the AGREE:·Z:;-: which sr.all have the effect 0: reducing this total headgate yeild to less than the a~o~::.t of 3l:.ffalo Bill Reservoir water purchased by LA~EV:E~'I, then LAXEV:::::'l sn"ll reduce the rnax­ i~um a~o~nt of water released to CO~Y C.~'AL fro~ Buffa:o Bi:l

Reservoir under Section 3.1 by an a~Ol:.nt or a::OOl:.nts equal to the rec~ction in the total headgate yeild thl:.s experienced. Except as provided hereinabove, neither party warrants to ~~e other the availability of supply of any a:;-.ount of water frOm any so~rce. Each party agrees that it will not, as a res~:'t of use of water under this AGREE~Z~T, assert ownership of any water or water rights of t~e other party; provided that n:>thing in the AG?';:::':~·~X:' shall be

-6- water i~ t~e State of Wyo~ing.

s. Each p3:-t~' and i ts e~.plo:tees,

age~ts and d~::t a~t~or~zed representu.tives, at t~ei:- sole r~sk

and ex?ense, snal: have th: r~ght at al: reasona~le t~~es to

i:1S?eCl: the RZSZrtVOI~ S~??LY and any ...... "'::. ~easu:-ing devices

used to ~eas~re wate:- diverted to eit~er party's use u:1der the

9. ~ei t~er CODY Ch.'.;l\L no:- LAl

~easuring devices, fl~~es, culverts, canals, laterals, pipelines and a1l other like or related structures), reservoirs, iffiprove­ we:1ts, buildings or property, real or personal, whether or not ownec, on account of any flooding, subi:-rigation, channeli~g, cutting, drainage, seepage, leakage, silting or other causes a=ising fro~ or associated with the diversion, carriage or use of wate= pursuant to this AGrtLE~~~T.

10. Assign~e:1t and Bindinc Effect. It is agreed that eu.ch party with the prior, written consent of the other, said consent not to be unreasonably withheld, ~ay assign a:1Y and all its interests hereunder. The AGaEE:':E:\T shall be binding on and inu=e to the benefit of the heirs, successors, legal repre- sentatives, and assigns of the parties hereto.

11. Coun te=narts. The AG~Z::·:ZX':' =.ay be executed 4:1 one or wore counterparts.

12. Furthe= I~st=~ments. The pa=ties hereto ag=ee that they wil: execute any and all other i~st=ur..ents that =~y be

-7- necessary or reG~ired to carry o~~ a~~ e=:ec~ua~e a~y a~d a"

of the provisio~s hereof.

13. E~tire Agree~er.t. The AG:tEE:-,...s~;T is the entire

agreement between the parties and supercedes all prior represen­

tations, negotiations, writin;s, me~oranda, and agreements with

respect to the subject matter hereof. No modification, varia~~vl~,

or a~end~er.t shall be of any force or effect unless it is in

writing and signed by the concerned par~ies.

14. LAKEVIEt'l Gndertakin;s. In the event that LAKE­

V:E~ fails or refuses to purchase stora;e capacity in Buffalo

aill Reservoir or fails or. refuses to' have the ltESERVOIR SGPPLY

constructed as hereinabove described, then the AGREE~~~T shall

be considered terminated and all rights and obligations herein­

under shall cease. Provided Iurther that the exchange shall not

go into effect until such time as LAl

purchase of storage capacity in Buffalo Bill' Reservoir, the

RESERVOIR SUPPLY has been constructed and water is available to

Lh.KEV=E~'l in Buffalo Bill Reservoir.

IN ~iIT~ESS \'1HEREOF the Parties hereto have caused

this AGREE:-:'::~T to be eXecuted as of the date first written above

and have ca~sed their respective duly authorized offiCers to

affix their signatures below as follows:

CODY C&~~~ IRRIGAT:O~ DIS~RICT

(SEAL) By President

Attest:

-8- .....-----",....--, \. .. \. ... \..In .... v .. ,.

(S::;..r.) By PresJ.c.enc

Attest:

. ~ .:~ \

-:::------. t,'- tJ1L.~ i Secrer.ary - I ACK~:O~'lLEDG:,lE::TS .',,!. 1 ----~~:::::::::~p - STATE OF WYO:-IING ss County of Park

The foregoing instr~~ent was acknowledged before me this day of ______, 198_ by ______, as President, and as secretary of CODY C~~AL IRRIGATION DISTRICT.

~-litness my hand and official seal.

(SEAL) Notary Pub1ic

:-1y co;;-.:;:ission ex?i.res

STATE OF h'YO:-1I~G ss County of Park

The foregoing instr~"ent was acknowledged before ilie this day of ______, 198_ by ______, as President, and ______as secretary of LAKEVIEW IRRIGATION uISTRICT Witness my hand and official seal.

(SEAL)

~otary P\.lblic

Xy co~"i.ssion expires

-9- I APPENDIX I

------JAMES M. MONTGOMERY. CONSULTING ENGINEERS.INC. ___---' APPENDIX B

LIST OF WATER RIGHTS ~~~~-~--~--_-_- ___ ~"'- ______~M __ ~~ ______~__ ---.---~~ -- a!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! !!!!!!!!!!~...... ~~~5=~~~~ i ~ . _------~rrrrff !JJJJJJJJJiJJJJJIJJfJJJJfffJiJJiJJ!JJJJIJ Jgg,!gJ!ig'i~'iiiilif !• l (11(IIJ((II,flll((I(llllfJI(IIII(lfllll([ ((lf f"",glfliii111 i... UUII I I I I Iliil.tllIl(CI·:·~I:·r i I I • !II ---.. III i!' ,.. iiii~J I l , (i(i~( · I . I' I III I:I! fl!liPi , ~. I. I . I II .. II. I .krlLI i ... ------of ~tlrlr"i ...a . I~B~~ !li~l:-li "~ lill i il:I Illi ~ tHil!!!1 t iijii! Illlilllllllltllllllllllllll11111!11 ; ~ J!~~- """""""""""""""""""'"~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ """""!~~~~~"~~~~1 22~rf~!~~f.9 ••• ? w I• :: IJi I i i~ii~~ !!ii!!!!i!!ii!i!!iii!iii!iii!!ii!!iiiiiil !!!ii!!!!!i_i!~!!!!il.J £ ! ,~ !(11 """"M~~~MW""""~N""""""NNN"N'~MN"M"""NN"~"" MNWWNMWM"MW NMMNMMMMN l g i :r 11;~c:. .' • rI: • ~; ...•.•. ••.• • • ••••••• •••• -- • r' Q. ~ ! I~ \t ------...... • 1,'''~ I .f i 1•• I • , - n ~~I ~iJ·.~ WM8'IN~~Nt·M~ww8wlw~'D~.~'p~~~~~~~~~~~~p~p~~p~~ppp~~,~~pp~~~p~~p~pp ~1~D~~D'.W·.tM p~p~p~~~~~~DM.-~'~N-NM ~M~MO.-N.~~~~~~~~~ f ~ ~ I t ~I '.'~.- 0 •• " ~ •• ~- •• - ~.w- ~w~ .YW W .~~.w ~ ~ N.~.~N-~~ 0:~ W ~ ...... -,... . ,. ~ .!' i .:. ' .. i ! lih; , - ~_ _ _ M _ _ ~ ----M<. • lil-~~ ~.N~~r •• ~~t'~~=N'¥U'~~~¥.~~ ~;~'I~.=~¥¥ ••• ~JD=~O'~~~ ~~S~::~;~ .f i... :-;. , \It ... ~ \It _ ...... ;., N .. t N ~i(lll; ~.. , ~~~~~~~ ~~~~J~~~~~#~~~~~#~~~~~~~~W.fff~~ ~~ ~~~ ~~~:l' ~~-.- .. ~ ~ .J;~ iiiiiii iiiiiiiiiiiiiiiiiiiiiiiiiieiiiiii ii iii iiii ii~;;;~ i .. ,-,'~--~--- ••• , • I ----••••••______I •••••••••.•••••••••• w __ ~ ••• ~ ______~, ______•••• ,. • I ••• •••• ~_~ H-N~~~N• ••• II ., ~• ~y~~~~~ ~W~~~~~~~.~~~~~.~~~M~~~~~Y ____ ~~~ ~~ WM~ ~~~~ ~~~~~~~ ~ I'11'. ~------~ __ w~~ __ ~ __ ~ ____ ~ __ w ___ ~~ _____ ~- --~ ______... J I • • , • •• • ••••••••••• I • • • • I • • • • • • • • • • • • • •• • t ••• ,... • •• "... • .' 8888888 88888811881'888818888888818881888 8a S88 8888 8888888 8 Ej ---,-- I i i ;

~ ;'" '-

tt ~ ,~ i ---"'-' ------H. O. Lac...... S. T. R.

CDoI,. ea-l--·· ______• TI'.107-51-lCD IOU C. I...... c-e------i s· 7-U" I 3.67 n7.S c:ta~. l.56.l IOU CDoI, Caul-· ------.~­ r...... _ .• ---- . 3- 7-1"' 1.0 2.21 TI'.107.51-1031 Tr.11l7-n-lCD 10'-Z Ccd,. ....1 .. I. Ifl11. ec tIX----· I S- 7-1'" t 0.07 .5 CReal---·-·------­ 40 TI'.100·U-1CD lOU CocI, <:&... A. IIt7 ..l8------­ .. 7-U" 1 o.n ! 1---,,------­ 1.64 US TI'.I07-U·UXl 1000Z COol,. c..c.al· --.. ------­ Claecaf &. ~l8------S- 7-119' t I I 0 •• 60 TI'.107-n-1CD 1~ ('.... y CS_I------..... r.ce:,oru- hc.·--·-- It- 7-1fi' 1 ~. 107-n-1CD I 101-2 Geoc'p r. ~--••----- .. 7-1.,,' I 0.71 SO =~::::::::::~::: I ..._------.-. $- 7-1.n t 0.99 69.43 IOU ::; I J. I i ~:~~:~~:~: I O.CD 2 I 1~2 CHy e..r.al---· - .. ------~­ I AIIftew~ ••c at---- I .. 7-119' I.D 0.07 , Tl".ID7-Sl-10l I 1042 ~,. "'eel. JeftllNq-----..••--- i S- 7-1m I,~ l()l.% ':o4y c..-l------··---­CADal------... 1-t'" 1.0 O.or. 1 ~.1(,7-n-1CD 0.14 10 fi .1"7-n-1CD ! IOU ::-;.• ~:-~-~~:::: I I- 1 CodY' c.-l------­ '-15" TI'.1()7·~1-10l IOU T. J. "---_.------. I 1 0.21 1.5 c:o.,. ea-l------­ .. '-t'" O.Of , Tr.l07-Sl-ICD I IOU Cod, ea..l.--~----~ JeIIa I. a:.IIl_. ec al---- I S- 7-1'" t 0.01 Tr.liJ7-n-1CD I 1.% eo.Jy ~ '-,'-.-----.- I .. 7-1," 1 1 0.-1------·--- 2.1' 1.51.6 ~.tQ1-S1-lCD i 1062 <:44,. ~l------­ ~xwIe ~'_'"----•• - .. 7-119' I.D 1': ...,.. I. t.uitIol'C. ec d.---- l .. 7-1.1'1' I.D O.ll Tr.107-H-1CD ...... ,. ca._l------·--­ 0.01 • TI' .1tl1-n-1CD 10r4 Colly ....., .. J. We. ac -.1._-- I .. 7-U" I.D 6.~' CaaAl---·----·-----­ I.D 0.64 45 Tr.1.07·n-10l IOU c.,.. ea-l------r..l I. ~------. .. 7-1'" 1.Z I .. 7-1"' I.D 21.40 fi .107-51-1CD c.y A. P. Ll""'••• al------1'" 1062 ca..l·------­ Ll_l. L.IMI4 I .. 7-11t' t 1.10 116.' TI'.I07-Sl-1CD c.,. <=-1------­ CO.------, Tr.l07-5l-l03 1062 CoIAy Ca_l------­ I. Lla.t._------­ .. 7-tlt' t 0.07 1.% Cod,.. P. I ....r~---·------­ .. 7-11t' t.D 2.10 161 Tr.l07-n-10l1 IOU c.y ea-l------·-­ea-l------t. W. Mc:C:

lA_nd ... certiflcate ' ••u'" co ''lCC ••• O.. of Cody canal Irrtlacto. at.trice, 0I't~{.ei:t.~p~o;~~;~C'. :..~; :'c~r~~" ;l~C ••~.c .... fr_ lrl'l.Cloa af 67.' Acr ...... CMfI'o4 c .. preferI'''' .... ; vaeer 18 c .. a~ t<> leek L.a .... tll... c. c"r""I" OM .. all C...... , Pi,. Ll_. Loc 61-.51-101. to elle ar...... la all 'lelcl t .. r d_.U•• i~~:::~':;~"fr:"~:~:I~. ;~. c::!!~~6:.;'::::.~":1!~ra!·=~ ~:::~:ic:;!r~::~:'~:. c~:;-:,'7'o.:-:or.. ~~;l ~~~:~ :!:-;: ..::~ _.l .... MMllere. ~_ ...... c.rctfLc.t. LI.ved to _c.a... r lOt le._cte Plelt. 01"lt ... 1 a,'l'o,rt.ra ... (;or c .. rrect ... I ... cI.acrt,,,,,,, • • Itl IftC ,,"'\IC'" tr_ 1. or. e. t .•• ten n.1 .cr.a. vH" aft _ ...... ".rtU IClte t ...... c, Cay of c...s" tOI' O.IZ c. f .•• tOIf ~7. 2 acrea. ~,,_ftd ... c... ClUe.t. 1._... to ."cc•• eor ," perc .. f 4la..u I. Sny... r ...rt ..... L I,.rop .. ,.r.. r; 1'1.'" 1' ....04 b,. 0.6' c. t .•. tar ".1 .er•• fro. 1." c.f.' to .. :q" _cr.e. ~A_""" ".rUftcac. lie... tor conKt'" I .... " ••cr"u",.. ,,,8I.LA110" 01 .\1>" !l,( ,11I1k'l,rtl,

1 H 0. Loc DITOI ! AI"PItOI'RIATOR liSE C. F. S. i "CItES S T R. 1 1r.107-51·IOl i811 ! ~nl. Ir...... II. h.we. ~, .1.·.· 3·23·1196 1 0.07 I' 5 Cody c._a .------•••• - Tr.107-H.I0ll i!\t ! £"l. J. 1>. luc:hlor.".-···.··----· 3-23-189. 1 0.57 100 1 ..:adyeanel····----··-- Tr .107-~1·1 03 Bt! !onl. S,,"a I. luehar.a-·.······- 3·23-1196 1 0.S7 100 I Cody ea ... l-········-·· l'r .I 07 • st·1 03 ' : 8~ I f.nl. Cody C..... I-·--·-··---- 1 III J.rn!>.r .. -·-·-·····-·-·- 3·23·1196 l,D,Ht"JUn 0.210 I 16.5 I I OIrlat.n.. lI"rol~ulu·-·--··· 3·,,3·1196 I,D I.H. I. 80 Tr. I 07· S I -10) 183 I .. nl. Cody ea .... l··--·-····-· Tr.107·SI-10l UB I I ),;nl. :ody Car..l·--··--····· Tr.I07-SI-10) 1111 i:.nl. Cody CA ... I-········-·· I ~~:~D:i~:r;:;:.:-:;:::::::: ~:;~::::: ~,D g:~~ : Aa r ~!.6 a..c1a.. Oon ~- - I 11'51-103 lnl. VU ..... 6. "c:ltla_k··-­ Coto. II .... , I 2S 2 .. 2 I I 18-51·103 2~2 I En) .• UO<'tI , Jlclth.oc .. ···­ I I. \.. I.<>oft.y •••••••• "...... 6-21·1197 0.17 . ~.I1! 12 S!'Ios ...... Caul. Ce.····-··· 6·21-1197 1.65 I 116 18-51-103 262 : Enl. WUenn • t1cIU ...C'k···· 33·51-101. 10-23-1597 0.31 22 l61S !to L. J~e.-··-·-·-·-··--· I ". :.. J"Me--.------.------i 18· 51-10) yr.-id.· ••• --••••••..• ---. C-ra'" harqu.. rr.·-----·-·-· 11·23-11911 0.42· 1)0 lOIS al I Tr. 51·SI·10I0 ~1107 1I0c" (e. c:1-aa.ad to CIoaU.­ I ""'h.r A. lC\lI.,rd-·· ••••••• 5·31·1199 0.21 I 20 bc:k D\tch~ , 3)-51_1010 H51 lDI. ". L. J .. _.-.--.-.-•• J.:'I. Sr-ltH"'············ ). 1·1900 I 1 I (I..J!;.....-;~.,30 1krTE: 1WIftT CUl1. IS ALSO IJIO\IIl AS UoICLVll\: CAJ.L , 193 96 :lOGO - ! J ...... P. Altbnau lac·-··- 11·31-1900 I ! 1.71 1 . 10~12 Tr. 58-50-1010 3000 - "--it CaMa ----•• - ••--- ••• I~U Tr. 51-50-104 lllOO • *-U Ca ... a •.•• --.--•••• --- , ::: ::::::::::::::::::: :::::::: ::: :::: I'::::' 11)'12 2 3000 • I tt.~h ". A.. lr .... ·---·----·· 12-31-1900 1.D Il.U 1. IOSJ2 tr. Si-SO-IOlo, lOOO - ..... , eannl··--···---··- I J~eal .. MarJ""" ..1 ..··--·-· 11."'1900 I.D 0.21 19.' 10512 Tr. SI-50-1~ ! Jt'OO - a...&t CalY1··-·-·-·--·--· I,. ,.. A. WU... r-----··-- 12-"·1900 1.11 0.11 ".1 112:H2 'fr. )000 - ....." ea_l-··-······-···- C.,) kUt".... ·····--······ 12-31·!900 I.H· I 10.'1 ~ •• so-te)" I IOU2 lr. SI·,o-I01o 3000 • Idv." M ...)11 .....·-----· 12-'1·1900 ".i 10512 I.D 39.5 Tr. S1-50-1~ 3000 - aa-tc caaal------·· a.wi. It... Ul..-r-·---··-- 12-31·1900 0." I 10512 I 0.007 I 0.' 'fr. '1-50-1010 )CtOO • ,....., caaa&···---·---··· tdwta II ...IU .....----· --- 12-31-1900 lMll 1 .... 24 'fr. 51-JO-I~ 3000 - z... "11~------'- 12-:n-1900 I.D lOSU 12-31-1900 0.44 I, 30 •• Tr. )1-50-1010 lOOO - "-1t CaMl··------·-·-- '"uk It. ~t---·--- 1.- lOSU i 12-31·1900 r 10.1 Tr. n·50-1010 i 3000 • I. J...... 1_.···------I 10512 12-31·1900 0.34 23.' Tr. '1-50-1~ I lOGO • "-it c:.a.aJ.------J ••• '-rII•• -----.-.---- 10512 12-31-1900 1.20 14.2 Tr. 51-So-10I0 3000 • ~t c:-l·---·------"...,.. ,. ea,.r----.--­ 10512 12-n-lHO 0 ... 12.' tr-. SI-So-l~ 3000 - ~ ,. ca,r----.--- 10512 12-'1-1900 1.34 ... '1\'. 51-50-104 3000 - "~t c:-l------·------~t" •. ~ __---- 10512 12-31-1901 0 •.5' 41.' Tr. 'I-So-l~ )000 • an-it CaMI------1Awr" A. cart_------i 10512 lat. Jay P. Claqh------12-31-1900 I.D o.n SI.3 Tr. ,,-50-10lt 3000 - s-tt C._l--··------10512 2OS.1 T'r. ,..50-1010 3000 • ~ II. c.n.------12-31-1900 1.- 2." 10512 1.23 T'r. 'I-JO-IOlt )000 • __it ea.l-----···------J. V. c.-ar--·------12-31-1HO 1.- .... lQS12 1.Jl loll 79 Tr. SI-So-l~ 3000 - aa-it ca ..l----·-·------"icur a. DecMa-----·--- 12-31-1900 10'12 l.~ 72.92 '1\'. 5.·'0-104 1000 - ....it C._l--·--··------Jack Di.tT1clt------12-11-19OO 1.­ 10512 0.41 2t Tr. 51-So-10lt 1000 - Jacll Di.nic.... ---·------12-31-1900 I.D 10512 0 •• Tr. 'I-,o-I~ 1000 • 1cll ''''1,_ 'a.... ---- 12-31-1901 sa.' a.-tt C.aal---·--·----··-- '1' .... \ 10512 0.62 41 •• b'. 51-JO-lOlt 1000 - '. S1Mh_ 'an. et 81---- 12-31-1900 I.Jl 10'12 0.15 10.5 Tr. 5I'So-l~ 1000 - ~t C. ... I-·----· ..···--- G. V. '_1111.-·-·-·------12-31-1900 I.- 10512 I.D 1.15 •.3 Tr. 51-S0-1~ 3000 - a.-tc ca ... l-···-..·--- ..· 'I''' •. GU ..----·------12-31-1900 10512 1.D 40.63 1000 - w...&t ca_l--·--·------·- ~ C. c:u __ ----·-··--·- 12-'1-1900 0." 10512 1.D 1.07 7'.1 Tr. '1-'0-104 3000 - ..-.it ea_l------·----- E~c J. CoppeI'c-----··-- 12-31-1900 10512 0.43 30.4 T'r. 5'-So-lOlt 1000 - aa-it CaMl·-----·----·--- Gear.... COr_------· 12-31-1900 10512 1.17 82.17 Tr. '1-50-1~ 1000 - ...... t c. ... t------·------lola". aa------12-n-l900 lQS12 J.D 0.26 11.4 )000 - ...... t CaMl-·_ .. ------lQS12 !I.~" 'JfA'TEIl DIVISION HUMBER 'tllUa:

SOl'Til ~ S!IDSIIOIa IllVD, Trtbutary Shoahoa. 11_

If.. 0. .... I~I ttrCH ,A_A"'" -'''·T~: c. F.' So T. R. ]

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S,.... c.aa------.. · n...... - 1" 37 L.a7-SS·" 2SM S..... c:...&------AI.,. ~ -- 4-24-1900 1.D O.'l nM 5&oNe c..a--..----.- ..... s-a---.--- 4-24-1900 1.D 1 •• 201.77 1.. 67-SS·" 0.14 10 UtI Dahnec I. ft al 4-Zto-1 ... I 1..67-n-M ,..... c:-1------'-MM. 1..I7-n-M 2S6I sWee c-c------UwiII D..... ~--- 4-24-1'" I.­ l.O\ 70.31 156. s .... «=-il---··------IU ...... 4·24-1900 t.D 1.1' "'.1 L.67-,,-.1 IS .. S .... C-l------...... II'I't...... a------cncC·- 4-26·t,. t.D 1.16 lSI 1..67-SS-" IS .. s .... «=-1------..... J. Ia_------· 4-"1" 1.1) 1.51 105.31 L.67-n·" 2,.. S.... CllMI---·---- IIUU_ G•• __ ---- ....ltoO 1._ 0." ,. L ••7-SS· .. · 256. 5 ..... ca-l---- IIllU_ L IS--·-- ...-1900 1.0 1.1e. L.67· SS-" 2S6I St.... c:...&------... ,... I ...... --- 4-.-1.. 1.D •• 31 :.23 i L.67-SS-" S..... c-&------~ T... ell ...... 1 ... 1•• 0 •• 11 L.67-S"''' 2'"15.. St.... C-l---·--- ..... T ...&tt------4-1'-1900 t.D 0.2' 20 L.67-SS-" n .. S.... ca-I------..... T. IK...... ------4-24-1,. I,.. 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UM S ..... u.,.l T....- "24-1900 1"I •• 0." u.s- c:-l------c:-l------. Curet. L. Taillac. ec e1--- 4-24-1900 t,. O.ca 0.'2 1..67-SS-" 2'M O.ot 1.ll SUo. ca-l------Allee It. T...... ---- 4·.-1900 I. 1..'7-"-" 1, 4-24-1900 t,D o.n 64.ta 1..67-SS·" ~~:: S .... c:-1---.---- .s-e I. T...... ---- 37.46 S.... c:-a.------~ s . .,...... ---.---- 4-24-1900 t •• 0." L.67·"-" , 2'"256. 4-.-1900 I.D 2.70 L.67·SS·" SI.... c.al·------I Te_ c:.. ~a. Co.··-- 1" L.67-SS-M 15.. SI... c.al------.-·-- St..-lI •• C. T1weec--- 4-,4-"GO I •• 0." .. Sw.. ea.l···-·-----·-··- I. L. tl".cc•• h.---- 4-26·1900 I.D 0.1I· 22.46 L.67-SS-" 2". I 4-24-1900 t •• Z.Ol 141.23 L.t7-"," S14_ C-l-.·.··----·_- •. L. TS".ee.. SI'.·--_· I 2'" S ..... C. ... l------·--- Al_ L T...... ···------4-24·1900 I.D 1.00 70 1..67-SS·" 2". a. tuc ...... ------4-Z4-1900 1.D 0.0. 2.46 L.67-"·" '56' S...... 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C-l----···---- .....l ~.. ., .... 4-24-1900 1.D 20 L.t7-5'-" e·------0." L.67-SS-9I "t'U6. St.... Caaal------·--·-- WtUl_ ...._ ....e----- 4-Z4-1toO I.D 0.001 0." St4.. IIU11_ J. We.c--·--·-··-- 4·24-1900 1.D 0.30 21.1' 1..'7·"·" I C._l·------·------4·24-1900 t.D 1.01 71 L.'7-SS-" ! U"2'" Sidoft canal-··------·--- Cl •• IIUc_Il-·-·--·_·--·- 4.24-1 too t.D 60 L.67·n·'. H •• Sl40ft C.aal--'---··_··-··- Cleft I. ""cocll···----··- 0." 256. 51el"" c.n.al'.-'---·---·_-- John II. IIHeocta·------···- 4-24-1900 I.D 0." n I.. 67-n-9I U.I 5 l4_ c.-l - ••-.----.- ••• - s .•. IIUe__ ·-·-·--·--·- 4-24-1900 1.%2 ".ll i 1toO 1.'1.D O.ZI ZO I 1..67-n·"L."-"-" :". "dOft C.nal---·----·····-- I P. P. Vlll."··---·------·- 4-24. L.67·SS-9I 15 •• Sldo... ca ...l •••• --••• -.-... "'y Wlll.,..-····----·--·- 4·24-1900l t.D 1." 101.01 i I,D O.lo] L.67·n-•• ! n .... Bel.... ';anal ••• -·---···-·-· l. Kar'o. Wll lta----·---· 4-24· 1toO I '1.23 , Sid .... Ca_I·-·····----··-- .---1 J. \I'll'a------·-·-•. 4-24-'900 I.' 0.Ot7 1.2) t 1..67-"-91 2'0. 0.40. L.67·n· •• ~Id., .. ca ... t· •• ····-·---·-- Lnna A. Wllt 'a·-···-··--- 4-Z4-19OOj 1.11 2I.%l j " ... ; I I leo TUULATIOS OF AOJl:llK4T1 () R.GHU

H. 0 ...... "-- DfTOf ,\PPROPIlIATOIl Priar1Iy USE C. P. S. ACRES S. T. IL "'-0.-

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..... Ufta. TrilNcacoy It I &or. Uftl'

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I:r.& ftIQIlS ACnM,I.'I ,. ~.. or __ ~ ...u 3517.

1:...... _ 50 L.n-SS... 'ID - 11 ...------.... G.n 1279 -- ~21-1 1 I.' 61D - 11..... ----·------s. c:. IfttIIel...._--- 3-D·l,. I.' ..14 1. I.-n·,,- ,. 1219 '122 - 3. C. ..eM ...... •• -- '<:D-l",, t.a .. 77 54 1..73-".... 8279 1t1P------·-·-·---·-- un . AI.... ~ ClrNU '-21-1,. I.D 2.14 150 1..73-'" .. 127. Ilko----·------·--- 6122 - 11 .....-----·---·- s. a. CitMt I~ ,.21-'... 1.- 2.Ot 144 I..n-,,- .. 1279 L.n·n.. ,. '122 - 1'11___--·------LA...... I-D.. '''' I.' a. .. 4' 1279 ,. Mtt - 11110------,..., ,..D-l,. I.D 1 •• I..n-"... aH ... - ...... -- '822 - 1111------·-·------.;- r.v...... - ,.. a·,,. I.- 2.7' Its 10.73-'''' .. 8279 1822 - 11 &8&."-7 ...... ---- l-21-1'" I._ 1.14- ".12 Ln-ss- tI 127. koo---·------.- 6122 - 11k------I. II. "------..--- 3-21-1" 1.D 3.21 230 I..n·ss· .. 1279 6122 - 1111··------·--- GMrp ....lata------J-n-l'" I.' 0." .. I..n·n- .. 1279 . ,m - 1111------·-----·-----·-- _i. L..... ,,_------J-ll-l'" I.D o.n 40 Ln·,,- .. 1279 6822 - 1111-----·------·-·· Q. G..... _-- •• _-.- J-21-1'" 1.- 0.12 ., .. L.n-ss.... 1279 6122 - 1111------·--..···--· :0:. ".~--•••--.-.---- 3-21-1'" I.D 2.2' 160 1..73-SS- tI .2n 6122 - 1111----·----·-·------I. II. 3-21-1'" 1.1' 1." us ... n-n- ,. 1279 PIIiIIl-··-·------1 .... 130 L.n·ts.... 6122 - 11 ...... -·--··---·--·-_·- 3-21-1" I.D 1279 ...... 15....,.------'122 - 1111--·--..···- ..······_'- J. 1_ ,,____ ------3-21-1" I.D o.tS I..n-ss· .. 1179 " U_II lei. lIMn ....calll c:a-t- INn ~ca'a Il'I't.. ct_ J-H-l'" 1.'.1' 1".61 13.Ot7.60 lZ-U-1OS D'anlce 11" I lal. Wtll __ ca_l·····--- VU1-.. IntllD"_ Macrtee 4-&J-l" 1.'.1' 27." 1."'.47 &..69.54-100 lltt I lal. Vill__ Caael---·--- "Ul-..1 lrrtllD'u. DlaCttcc 4-12-1" I.'.' 60.33 4.222.a L.'t-"-I00 '57S' ...... lII-··· .. ·--···---·-··- .w.,... It. C«_c------J-l7-1905 I.D 0.71 ,~ '-56- 95 5S7S ...... a.-- ••-.-.----- •• -- ....,1 51"'."----.---·-···. 1-17-1905 I.D 1.66 116 6-56- 9S 1423 I 'lal. iliac .. ~fl'llF ca.l·- "... I ...",_---.---- •••• 7-21·1,., I 0.27 19 '-H- .. 1423 I 'Ial ...... ~fl'llF c:-1- Aan J. &at ••• .,------~· 7-2&-1905 1 2.OS 141 '-56- .. 1423 I 7lel ...C .. CoMfrey C-l-· In If. ".,...... ----- •• -.--. 7·21-1905 I 0.21 20 '-Sl- .. 1~ I 7lal ...... GaIIfrcF c:-&.- "PI'J' L. Wl~·-----·-----· 7-21·,,., I 0.57 40 t-56- ..

l ..,.c of ."'.n'_ c...... fn. l-S6-tS. 2...... e ... ~U'ca,. I .... '0 _c•• _.f J. P ..... J_ ~U. oril'''' ~t.acer •• fM ..-nee... I.. ~rt" ....' dille ~ -" 0.57 c.f ••• tIN' 40 ~ •• tro. 1.14 c.f ••• far 11S .cr... ' lMtwlicaC'" •• lal ...... (l.awll) c:a.•• a..-ll CoMa' ,a' _,_"" _ aC_I_ ., .... c:a-1. "rwl& nne 4Wlud'U'M ....._11 41'1"",,_ Co. '. DUdI .....'ell 'a _'\I,al', ,be ...... 11 C-1 ..,_ ..... f __ cu.l. hnllC n77. at'-~" -" 0." c.t .•• f.r '!.i~!..:::~f:-.!:~.:.~t~~~)~~ ~il c:.a_, ,. Act_U,. ____ 1_.' ... _ CUal ...... U n77 ...... 'Ulcee. 1..... t .....__ •• f L. I. nw ..c. Or'I'''' ...~ ... c.... 101' COft'.ctM I ... 4.&CrtaU... 4h'A' 0' .,_...... _ ., c_,.... e ...... co 51wt._ ("".'0 IUl) a-tr ...... OII~l.c. fi. 41-11-101. 7"'ac .f .'..n,_ c ...... f~ lOos.-... . )11 , AItL'I All"" ()~ "UIl.DI' ,,11., IfI(.H I ..

SHOSHON[ lIVE1, TrlbuUln< .I~ Hnrn alv-r

...... 0.- DITCH APrRO'RIATCR Prianl)' USE

~1I1. Buff.lo "Hl···------U.I. S_er.,.ry of l"ter'o.. - 9- 7-190S 1.'.,....r,D. (Shoehone) .... Mun. ,Ind •• I.cr... , ton, wlldllh 1.00 70 '-S6· '16 U41 Ir 141 •• ---' --' --' ---.------.....,. C. Lev'.·------·--- IO·27·nOS 1.11 \1711 .t )tnl. Nu", " Codf... , eallAl-- Mr•• 5.rah N. c:o.lr II al-.--- 6-%1-.,06 1 1.84 129 9·Sf-· 96 M I.D 0.14 10 6·S6· 'is l7S.1 1:.,1. W.rdwel! ••• - •. -----.--- W1111_ 5r_ -----•• ------'-'6·1907 6-S6- 'IS 17' .. ! Enl W.rdwell------·--·- VUli.. Lovett------4-26-1907 1.11 0.21 20 0.81> 60 b-S.- n 175~ t !al. War"-lI ------.------.... '_... r. V.. tlwr._.---- 4-26-1907 1.0 0.210 17 6·S6· 'IS :7~fI t bl. Wardwel1------Wa. W.atlwra~.. ---~----· --- 4-26-1'101 1.0 L.107-SS· 97 190.. It !1\1. Ida ". Croffonl·- .--•• -.--- 7-15-1907 1 0.21 n 10, --.-.----.--.--... - L.47·H- 97 19Gb ! !nl. S.ll,. A. CrUUn.------· 7-lS·1907 1 1.01 71 10,.----·------! lo21 8S L.7I·56- 9) UIIO leclwlO1' --••• -.-.---.-.-.-. ClydeJ.__ r.C. Mal1-····-····---- )-111-1908 1 L.71-S6- 9~ 42110 114chalor ------•• -----.---- w., .... ··-·------3-11-1908 1 2.70 119 110ft: l1Jt IInal 11 Acrw.u. r All unNS 1011 or 1Of.. CItJIA1.. PEllttn 3S 77 •

J 143 ! 1,,1. Ell1------··------J. C. 1I ... the1 __ ------3-1'i-19ne 1.11 o.n 40 L.73-S5- 91 1843 I E,,1. El 11------J. It. 3-1'-1908 1.11 0.09 .. L.73-SS- 91 .:.-Iall.... ··------··· L.73-SS- 91 11'3 t !til. Ilo.------t. W. Jo... ------I )-1'-1908 1.0 I 0.81 57 I i 1843 I !,,1- 1Oeot"1. MeI1.'''------I 3-19-19CI 1.11 0.11 8 L.73-SS- 98 11 .. ------· -.- I 40 ! L.73·H· 91 I, II" I I"l. [1 k------••-- 0...... ----.--.------.--• I 3-19·1908 1.11 0.57 , .. ,-.-,----_. ___ a L.7)·S5· 91 1... 3 ! £,,1. 111t--·------~· -. ____ a ito.. Sell j 3-19·1901 I.D 0.50 35 i L. n·S5- 98 lilt.) I E"l- Et 11.------·---·-- J. I. '11...... ----- •• ----.-.- j 3-19-1908 I.D 0.51 36 I 11147 [ hI...... CaMl------_·--- J. C. 3·21-1901 1.0 l.1' 10 I L.73-SS- 91 I 1..------_·_--- , .21 L.7)-55- 91 116'11 Iftl- INIM eaul·--·---··-· J. P. 1101: W"y·-·--~------i l-2l·aOl 1.11 15 i ! 1..42 100 L.73-55- 91 I , ... , '! !aL ...... eaM1-··-·--_·-- John j ...... ------.- '-Zi-l,)01 1.0 I :.57 251) 1..73-55- 91 llU! Enl. a..... eaul------·--· J. E. John_------~21·1'0I 1.11 I I 1.(1) 70 I L. '3-55· 91 la" ! hI. aoa_ eaMI-·------· S. A. John.... ·------· j 3-21-19(18 I.D I ___ eaul·-· ••••• --- 1..73-55- 91 I 11161 [ !!tl. I 'W. IDker..... -----·--·--- 3·2~-1901 I.D n.21! 20 I I 11141 E ! hI. Ioaa. eaMI--·-·-----· C. A. )-21·\901 I.D I <.67 18: ! 1..73-55' 91 j 1.etI•• ------loa 1..73-55- 91 1114' [ [,,1. " ..... eaMI---·-·-··-- J. ,. . ! 3-21-UVI l.II i !l.5? I ... .---_._----_. ---- 91 114' I ! fill. Itoa.. eaMI-···------JohQ ...... -.------••----. ! 1-2>1"01 I.D :.48 I 174 L.73-SS- I I 3-21··1,"" 1.11 1.42 100 L.73-n- 91 114i ! tal...... eaMI------· J. : ,._. PIooII,.--·----···-··--- 91 11471: . tal...... eaMl·------·--- a. 'lnc:IIari·------· ---- 3-21-1901 1.11 0.93 65 I L.73-S5· 1147 I tal. Roe_ ea_I------I I...... 1._--·------· 3-21-1901 I.D 1.35 95 L.73-n· 91 I I 1.9] L.73-SS- 91 11141 I 1.1...... ea.1------·- "'•• It 5"1_------·--- 3-21-1908 1.0 135 1.11 2.00 I 143 L.73-5S- 91 1114; I Inl. 1_ ea-l------·-- J. T. lI.cu------·------· i 3-21-1901 i I 1147 r; ! '''I. ..._ ea_l··------·-- Fl'tta Wl ...... W-----·--·-- ]-21-1901 I.D 1. 71 ! 120 1..73-"· 91 .... ea.l··------t 1-21-1901 I,D 0.57 '0 L.73-n- 91 1147! : tal. Kar ...... W' ....r .... -·· ----- 2027 I ta1. ea.. 'or------·--·----- MelU" at_har'·------! 1-25-1909 1 I 1.11 I 127 3-56- 9S I 2056 I ! ~tal. Clobo ea.al-----·----- Jo" w...... 1',_------. 3-29-not J 0.'3 , 30 1..49-56- t1 208S I I lal. 1111------&11 •••,. " ..,.------••--- I 1-10-1'09 I,D 1.29 90 L.n·n- 91 2085 [ ! 1.1. 11k-.-.------· ! I)a¥id "rI'U. ., .1----- I 1-10-1909 I.D '.35 445 L. n-ss· tI 2015 I 3r.a1. &lk·------·----·--- "..... 11 ~; St.,. 1oar4 of 1-10-1909 I.D 0.50 n L.73-5S· 91 i LaM C-t.. , __ i I 2015 & lozal. Elk------•• - i ea.. l IAr.re11------·---- I 8-10-1909 I 0.51 '0 1..7)·55- 91 41.94 2.9".09 '-53-100 I 11131 Fr._i. c..l ..~---.------Ilea-.. 11' ...."_ D•• uiet- 1- 8-1910 I.S.D ...wl .... CaM! 10131 'neat. caul ¥u· .------lluwr lrrl.. c.t_ Dt.utet- I 1- 1-1910 I,S.D 37.n 2."1.41 7-53·100 ..... 1.... eaMl 2237 [ Eal. 1 ....,...... '------D. &...... ,t-·------·-- 5-23·1910 1 0.51 '0 31-51- " 0 •• 60 ]1-57- 2231 E lal. I~t------'I' ...... ,'------S-23-1910 1 I 5-23·1910 1 0.57 '0 31-57- ,. 2237 [ E.1. Ind.,..._t------A. C. ...1----·------i ,." 2237 I IDI. I. D. Diella_. S-23-1910 1 0.51 '0 31-57· 1...... '·-----·---- ., .1-·---·- 31-51- ,. 2237 t 1.1. I ....,...... t-·------· W. .. Diellaoa------5-23-1910 1 0.21 20 20 I 31-51- 2231 t tal. 1 ....,...... e .------.. S. IIDf'------I 5-23-1910 1 0.21 , 0.21 20 2237 [ tal. 1 ...,....._'------t..vt. IU... '"'------5-23-1910 I 31'''- ,." I 20 ! 2237 [ tDl. 1 ....,...._t·------lor.. C. 110_1------5-23-19tO 1 0.21 ll-n- j 47.31 2'-'7 E 5t:el. ..oe_------SIIt,b Jr... ------,- 1-1911 I,D 0.67 i 1.."-56- " 2472 ! IEnl. llunt "CoIIf...,. ea.al-- C. I...... fi.l.------5-2S-ltll 1.11 0.21 19 9-56- 96 I 9-56- 96" 2472 E lEal. a.c " CoIIf...,. ea.al-- 5-2S-1'11 I,D O.SO 35 Leo Wac .... ·------6-,.- 95 273. E IDI. W~ll------I. U. 12·19-1912 I.D 0.21 ! 15 I I 1IMMIo-·------U.2S 2922 ! IDl. ..ehalor------J. L. 2-1'-1914 I.D 0." i L. n-,.· 9S ...,...,------! L.73-n- 91 29,. I lal. Elk------~1 •••. Durf... ot .1--- 3·19-1,t' I.D 3.U 2'0 L.n-55- 91 2936 ! Enl. Elk---·------1..-., ~. S'.. l ••~------3-19-191' 1 0.57 ! '0 L.n~55- 91 2936 I !al. Elk------TIa-_t: lI'ea •• ------3-19-1914 I 0.43 30 6-25-1914 a.S,D 0.50 i fI'.SI-Sl-lOl 124" C. I. " Q. 'i,. Lt.------I Cbtc:a ...... U ..coa ••--.- at Cod, I QIIincy I. a. Co. C_ Pi,. 1.,_------Chic:a.. , '-23-1914 a.I.D 0.50 I L.So-,.- 96 I. n'90 " Q. ....11 .. '_. .---- I at l.owU Quincy I. a. Co. I I 3601 E leI. SWoe Caaal------E. DuII1., CoIIf...,.. .c .1--- s- 9-191' I,D 0.57 I 40 1..67-55- 91 91 3601 I lal. Sldoe CaMI·------J. Ilki Jo...... ------s- 9-1916 I,D 1.14 10 1..'7-55- 3601 [ EDI. 51'0. eanal------T.... rt: CooIac ....Uoa ea. --- 5- 9-1916 I,S.D 1.35 9S 1..67·55- 91 3601 E lal. S.'OG ea_l------Anhur M. W.1eb------5- 9-1916 1.11 0 .• 60 L.67-S5- 91 1,. 1..67-55- 91 i 3601 [ lal. S1d_ ea_l------...... , L. VOleb------5· 9-1916 1.0 2.23 I 130 L.47-55- 97 , 3759 & tal. ao,-. ------ao, WH1.,------·----- 2-21-1917 J I.. ll-n- ,. 3177 & • ID1. lad...... t------1. w. .ur .... lat. -----• 3-14-1911 1 0.71 55 I IPG'., of .b.... tOD ehul" fro. 10-56·96. 2",tDC of .11 .....-t .. clint" fro. 30-5'-96. 3AdJ.... 1c:aC.... lel. 11k (LowU) Caaal. Lo_ll Caaal 1•• ctually .. ftt_1011 of ..... C.na1. h""it 3577. 'AdJ.... tc:ae.... &el. LoYell CaMl. Lo... ll ea_l i. ac:c.ally .. n,_tOG of ..... c:...1. hc.tt 3577. SPoiae of .1..... toa ellana-l f~ 1-56-95. W"TER DIVISION NUMBER rHIlEE H

SH~l!O"'"E It WI , Tributary 81g !lora R1 .. er r--: (r.' ';~H~rll DITCH ,"'PROPRIA TOR H. O. toe. PrOWnt awnu ~. ! Pn.."ry USE C F. S. I ACRES S. T. R. I

3915 Z III. I:nl. Ind"pencienc------­ Henrv Clfferd------­ 6-24-1'H 3 0.36 I 25 3\-S7- 94 I I1 6oqO! ; Enl. Heart Mo'untatn ~nal- H.ar: Mountaln IrriiAu<>n-- 12-21·1'120 1,5,0 49.09 13,436.10 12-52-103 II' , Diltrict 44~O ! Enl. H.. ae 6oC<>dfny ~nal- ;. 5. ~.bttl------5- 6-1924 I,D 0.71 30 9-56- 96 :'S26 E Znl. lIart_I:------Herbo:nit Wattr Llne--­ ·h. flhta OLI C-panv-----.­ 10-19-19171 t'.lnc. ,01'1. 1, 0.325 L.~l·;S- 97 I 881J3 L,)veU P.. el 011 ~lanc----- ·h. ,hia OU C»pany-·----- 10-1'1-1937 [1,11>11 .• I.t .. 1.00 L. 6-S6- ~6 lIater L~n. 5216 Z Enl. !luhe So Co,Ur.y Canal­ ::;rac. Porter' !iay---... ------1· 8-19:'01 ~,D ! 1.111 82.6 9-56- 96 19858 Lov.1l I"u" and Wacer--- •:1ty 'If Lov.ll------.----- 1-16-191Jo !1un • 2.00 L.81-56-96 !'1aln Pl,..lln. 561')9 , 2En1. loane Can.l------Aillhan.a ~.,ncur- .------­ 10- 3-1951 I I,D I 2.06 1.:.4.09 L.13-55- 9!1 560'1 E 2!nl. loan. ~nal------Oal. C. Moncur------­ 10- l-I'IH I,:) I 2.~ 184.83 L.n-55- 98 S609 ! 2Enl. loane Canal------Lahl.1 C. Moncur------­ 10- 3-19H I,D I l.l6 81.14 L.73-SS- 98 220U H.. aky laUa.n Dtwr.L"n-­ ma.,,", au C"'"II.., .. ------I 10- Q-IH9 O,lno.,~f~.: '" jO L. 6-B-IOI 2lloUl J.kin. Pip. L.n. !to. 1---­ 0\1 ... 'eU------.------. J.079 tr.Sa-Sl·IOI 22:'52 ~.kina Pl;oe Line N.J. 2---­ Oil ... 'eU------! t: ::~::! j ; 1).04 2.65 Tr.38-B-IOI 61.~7 E ~al. !tunc. Codfny CAnal- Solan II. Iobi.on, .c .1---- O.!.l lO.~ i-56· 96 6137 E 2En l. iloa_ Canal------Ouon K. A.ay------­ ::2::~::: i ~ 3.95 276. dO L.n-5S- ~8 I 6,::;8 E 1En1. Itoan. Canal------Andr... P. I'.. y------9-28-1965 I 1 1.~2 100.00 L.n-S5- U 6139 E 2Enl. Ioa_ Caul------Andr." P. ~y. et W<------­ 9-%9-\965 I [ 0.56 39 L. 73-55- ~8 ~ 21206 Sho.hone Powerplanc------u.s.n.I., 'ur.a.. of------U-)O-I96a I P" ... r ~80. 00 12-52-103 bcla_cl_ 21379 H.art !touatsln ru-rplanc- u.s.n.I., auru.. of------%- 2-1970! Power 360.00 12-52-103 bcl_Cion ""25 Enl. Keefe !Iouncaln ~nal- It... rc l1ounca1n [",i ..Uon-­ 4-26-1972 I 1,5 6.98 /oia.60 12-52-103 ninrlct 6579 I: Enl. IIUlvooe Canal------ea.,r,. II ....cC .... ------10-LS-197' :. 0.61 42.61 L. 69-34-1 00

lAltat'ft&c. _ana of ,ullply tat' P1\18 Lia. [lIta" Mo. I. Penai.c 18634. Ua. of _c.r U ll.tted to .uch tt_. a. "'.c.r i. not .lbtatn.d undar Perlnt 18634. 2Ad J.... lcatad .. Enl. loan. (Lov.ll) Canal. Lov.ll Canal 1. actually .0 ."tan.ion of loan. ~nal, .er8it 3577.

SAm DRAW. Tr tbut ...., Shoahone IUwr i 14682 C. It. ------­ C. \(. !'1an.tteld------: 1-12-19171 14682 C. It. ------A. E. lhin.",rt hc. ------)-12-1917

TRAIL DRAW, Tributary Sho.han. It ... r I 7105 R ITrall• It ••• ------U.S.D.I .. Sur •• u of Land--­ \2-1'-1965 : s, I 23.21 a. t. ! I Kana ...... nt SUe Star. ,I 1 Flood Can •• ! I 72102 I Hor ••• ho. R••. ------llyo. Ca_ " P'lah eo-i .. lon 5-27-1969 lIecertovl 144.70 •. f.\ I I n •• ttnl 60 I : hunC1n, I ITht• p.nate 1. ,r.nt.d tar the 1C0ra •• of a ...,,1_ of 20 acr.-f •• t tor nock purpo ••• In .ny on. year: th. re_inlna It~c ••• I. ,r.nted for lilt lt~r.lI. and flood ct'ntral.

CUT DRAW, Tributa .. y S... utll '"rk tr.U Drav, tributary traU Drav

I ! 5646 SI i Sandra 0.. Stock 11. ••• ----- U.S.D.I .. lIura ... of Land--­ 5- 6-1%6. 2.16 a. f. 27-57-95 L Kana,._nt

SL'ntClrr DRAIN CUE\(, tnbut ... y iho.llon. IIv.r

ea •• ------__ -__ _ U.S.D.t., 'ur.eu of------I 1-26-1974 0.17 12 R.cla_clon I

~llaCllotf '10. 1------'to D. Ihchott------­ :-13-1974 S.S. 1.7.2 L. 7~-~6-~5 -'ltchc>fl ~o. 2------II. 1. Slacftlitf------2·1)-1974 '.S. ; ... S L. ;~-~6-~'

IJcl,inal '''III1IV i. !r ..... S.... '.hon. ~Iv.r tar !.·f .cre. thr~"•• 1l Itn!. Kunt It G.KIfre" ('anal, Penllc 'I' t, an4 tor la.] .cre. tllrC'u," £C •. n.,.., ;)It.;:. ,u ,,"a~~.d ,Hunc " C,'dfr ... ~an.ll, 'eMU ~ql. ''let_'nAl ,uDllly ,. tr... ;I\",""n. Hver thr )u." ;:""_ Dlceh fa. c~nll'" to Ii.. nt 60 C.· .. fr." .:'nall, PH"'lt ';"1. APPENDIX

~-JAMES M.MONTGOMERY. CONSULTING ENGINEERS. INC.--~ APPENDIX C

RESULTS OF SURVEY JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC.

1301 Vista Avenue Argonaut Building, Suite 210, Boise, Idaho 83705 I (208) 345-5865

September 23, 1985

Dear Lakeview Irrigation District Landowner:

As part of the feasibility study for the Cody Canal/Lakeview Exchange Project funded by the Wyoming Water Development Commission, we are conducting a survey on behalf of the Lakeview Irrigation District to determine if members of the District would be willing to support an increase in irrigation assessment, if the District is able to contract for up to an additional 10,000 acre-feet of water per irrigation season during water short periods. The Irrigation District has determined that a shortage of 40 to 50 cubic feet per second (cfs) occurs during the period of mid-July to mid-September of an average irrigation season, and up to 100 cfs during the same period approximately two years out of ten.

The District is considering entering into a water exchange agreement with the Cody Canal Irrigation District to divert up to an additional 10,000 acre-feet per irriga­ tion season at a maximum flow of 100 cfs approximately 8 years out of 10 when excess supply is available. Since there are approximately 9200 irrigable acres within the District, ea~h acre would receive up to 1.1 acre-foot of water per irrigation season when shortages occur. The agreement would require new improvements for conveyance and other facilities to allow the exchange to be made. The cost to each landowner would depend on the degree of grant funding provided for the project by the State of Wyoming.

For your information, copies of the draft Cody Canal/Lakeview Exchange Project report will be available for review at the Cody Canal Irrigation District office, the Lakeview Irrigation District office and the City of Cody library no later than October 16, 1985.

In order for the District to consider proceeding with the exchange agreement we would like your input on willingness to support it. We would appreciate your response to the following questions. Your response does not obligate you to an increased assessment. As you know, the current assessment within the district is $6.50 per acre.

1. What additional assessment would you be willing to support to pay for improvements required to implement the exchange? Please check one. $ 6.00 $ 8.00 $10.00 $12.00 $16.00 Other?

PLANNING ... RESEARCH ... ENVIRONMENTAL ENGINEERING JAMES M. MONTGOMERY. CONSULTING ENGINEERS. INC. Argonaut Building, SUite 210, 1301 Vista Avenue, Boise, Idaho 83705, (208) 345-5865

2. How many acres within the District do you own? Acres

3. Approximately how many acres within the District Acres do you irrigate?

COMMENTS

Please enclose your response in the self-addressed stamped envelope and return it as soon as possible. The questionnaires must be returned no later than November 1 in order for us to evaluate the results prior to a Wyoming Water Development Commission meeting scheduled for later in November. A public meeting/hearing will be held on the project in December and the meeting time and place will be announced well before the meeting time.

Thank you for your participation in this survey.

Sincerely,

JAMES M. MONTGOMERY, CONSULTING ENGINEERS, INC. ~\~ Bob JOS~ Project Manager

/db LAKEVIEW/CODY EXCHANGE

SURVEY RESULTS

Approximately 90 questionnaires mailed 9/23/85 - 20 responses received.

Acres Acres Assessment Owned Irrig. Supported

245 239 $ 0 23 23 2.00 2.5 2.5 6.00 80 40 2.00 12.3 6 6.00 20 16 0 120 60 0 356 280 1.00 80 54 2.00for maint. & repair of existing canal only. 31 15 10.00 30 13 6.00 160 246 0 350 350 0 12 10 0 10 10 6.00 Not Indicated 238 0 27 167 6.00 244 200 6.00 17.5 14 ? want to read draft report first. 12 10 0 APPENDIX

"-----JAMES M. MONTGOMERY. CONSULTING ENGINEERS. INC. __~ APPENDIX D

AGENCY COMMENTS THE ED HERSCHlER GCNERNOR Cf}ame and f¥i{}h 9iJe/tatlmenl

BILL MORRIS November 14, 1985 D!RECTOR

MEMORANDUM

;' TO: Mike purce)!l, Administrator Water De~lopment Commission

FROH: Francis Petera \~) ." . K:: II A 8 , 1 j' ant D 1 r pet 0 r J ': COPY: File and Fish Division

SUBJECT: CODY-LAKEVIEW DRAFT REPORT

We have reviewed the Cody-Lakeview Irrigation Exchange Evaluation Draft Report dated October 1985 and have the following comments regarding potential fishery impacts.

The contents of this report are presented in a manner that appears to us to be generally insensitive to specific fish and wildlife recommendations presented in our final level II report from 1983. Specifically, the report does acknowledge our recom­ mendation of late summer fisheries maintenance flow of 70 cfs and our recommendation for spawning flows in October and November of 80 cfs; however, the impacts of recognizing these flows on yield estimates are not addressed in the report. This maintenance flow applies to all times of year and it is our belief, as stated in our 1983 report, that early season diversions may also cause flows in the South Fork to fall to this level on occasion if the exchange is effected, yet this impact or probability of occurrence was not included in the James M. Montgociery report.

On page 4-5, the report provides what appear to be the con­ sultant's own opinion that the exchange will not impact the river fishery, since flows below the Cody Canal frequently fall below our recommended maintenance flow of 70 cfs during late summer at the present time. This flow analysis is accurate for the portion of the river below the Cody canal, but it does not provide a justification for similarly dewatering an even larger portion of the river between the Lakeview Canal intake and the Cody Canal intake. Low flows below the Cody Canal seriously limit the resi­ dent fish in that portion of the river and do inhibit upstream spawning migrations; however, the 70 cfs maintenance flow recom­ mended in our 1983 report is intended to protect the residellt

Headquarters: 6400 Bishop Boulevard. Cheyenne. Wyoming 82002 Mike Purcell November 14, 1985 Page 2 fish in the reach of river between the Lakeview and Cody Canals and enable them to move to suitable spawning and feeding areas in and above that reach. We feel the consultant's attempt to mini­ mize the legitimacy of this nominal flow recommendation is inappropriate and should be removed from their final report on this project.

The draft report also mentions on page 5-10 that "some type of fish ladder would be necessary to allow fish passage" at the six proposed low water diversions. This is a correct assumption as fish passage is a concern (as evidenced by our 70 cfs maintenance flow which is based on fish passage requirements); however, their design specification (Figure 5-5) do not show this modification. To my knowledge, no one in this department has been contacted by JMM to discuss any aspect of fish passage structures, though we would gladly assist in this design~ This design feature may increase the cost of these structures and affect the benefit/cost analysis presented in the report. We would appreciate the oppor­ tunity to assist the consultant in selecting a suitable design alternative for these structures.

This report may have accomplished its stated goal of establishing "estimated shortages and probabilities of occurrence based on historical supply and usage," but we do not feel that it has con­ sidered all of the factors that are required of Wyoming Wat2r Development Commission projects which include consideration of alternatives to protect and enhance fish and wildlife resourc~s. In this regard, we feel that this report is incomplete. We are hopeful that James M. Montgomery's final report on this project will include an evaluation of alternatives which address the above-mentioned concerns.

Based on the information contained in this draft reyort, lining the existing Lakeview Canal could generate the needed water. This would negate the need to further dewater the South Fo~k River between the Lakeview and Cody Canal diversions and would also help to avoid any fishery impacts. Lining the existing Lakeview Canal is our preferred alternative based on existing information and we recommend that WWDC and the project sponsor give this alternative more serious consideration than it has received to date. We strongly believe in the wise use of Wyoming's water and feel that improving the efficiency of this delivery system is in the best interest of all parties involved.

We appreciate the opportunity to comment on this draft report and look forward to cooperating with your agency to help this project in a manner that is acceptable to all parties. UNITED STATES DEPARTMENT OF THE INTERIOR FISH AND WILDLIFE SERVICE 2120 Capitol Avenue, Room 7010 Cheyenne, ~om;ng 82001

IN REPLY REFER TO:

October 25, 1985

Mr. Robert D. Jossis Project Manager James M. Mbntogmery, Consulting Engineers, Inc. 1301 Vista Avenue Argonant Building, Suite 210 Boise, Idaho 83705

Dear Mr. Jossis:

This responds to your October 11, 1985, letter requesting our revieH and comments on the draft report for the Cody-Lakeview irrigation exchange evaluation.

~oming Game and Fish Department (~FD) submitted a report to the ~oming water Development Commission concerning the fish and wildlife impacts of this project in December 1983. Their primary concern Has the project's further dewatering of the South Fork of the Shoshone River Hhich could block fish passage and limit spaHning and reproductive success between the Lakeview and Cody Canal Diversions. These remain valid concerns. Seventy cfs Has determined by WGFD to be the minimum flow necessary for trout passage in the South Fork. They recommended that these flows be maintained during September and October for brOHn trout and April and May for cutthroat and rainbow trout. Trout also spawn in the 13 mile stream reach betHeen the Cody and LakevieH Canal Diversions if the proper f10Hs are provided. WGFD studies indicate flows betHeen 80 and 150 cfs are optimal for brown trout spawning. ~ recommend that these flows not be jeopardized by the proposed Hater exchange during September and October. ~FD also expressed a concern about any further degradation of the resident trout fishery by additional dewatering of the stream during the late summer. we support ~FD/s fishery flow recommendations and suggest they be factored into the project plan.

The fish ladder alluded to on page 5-10 was not included in figure 5-6. ~FD should be consulted for advice in the design of the fish ladder and the design should be incorporated into the project plan.

The dewatering of the South Fork may also adversely affect riparian vegetation be10H the Lakeview Diversion. Riparian vegetation supports a high diversity of ~ildlife species and thus is extremely valuable. Any further de~atering of this stream during the summer gro~ing season should be avoided.

The project, as proposed, involves federal actions at several levels: 1) the 500 foot right-of-Hay on Bureau of Reclamation (BR) property for the Cody Canal pipeline; 2) BR allocating storage for the project in the enlarged Buffalo Bill Reservoir; 3) Section 404 of the Clean Water Act for the low head diversion dams, as displayed in figure 5-6 of the draft report. When any of the above mentioned federal actions occur, the U.S. Fish and ~ldlife Service and ~FD will revieH and comment to the authorizing federal agency on the project's effect and mitigation needs for fish and wildlife resources through the authority of the Fish and ~ldlife Coordination Act (16 U.S.C. 661-666).

Based on the information presented in the draft report, the Soil Conservation Service's plan of rehabilitating the LakevieH Canal and installing sprinkler irrigation systems to gain a 50 percent overall irrigation efficiency appears to be the best alternative. This alternative has the least impact on fish and Hildlife resources and encourages a progressive approach to the conservation of Hater resources. ~ recommend that it be selected as the preferred alternative.

Sincerely yours,

Arthur Anderson Project Leader cc: Assistant Regional Director, AWS, Denver, Colorado (HR) Field Supervisor, AWS, Billings, Mbntana (ES) Director, WGFD, Cheyenne, ~oming Administrator, ~C, Cheyenne, Wyoming State Conservationist, SCS, Casper, ~oming Regional Director, BR, Billings, Mbntana