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G083-Areawide Water Plan for Bozeman Montana- May (1973)
AREAWIDE WATER PLAN FOR BOZEMAN, MONTANA MAY, 1973 THOMAS, DEAN & HOSKINS, INC. ENGINEERS GREAT FALLS - BOZEMAN - KALISPELL MONTANA OFFICIALS OF THE CITY OF BOZEMAN MAYOR William E . Grabow COMMISSIONERS Carl Lehrkind James W. Vollmer Edmund P. Sedivy Milton Vandeventer CITY MANAGER Harold A. Fryslie ASSISTANT CITY MANAGER Robert Keyes CITY ENGINEER Roman C . Fargo CLERK OF THE COMMISSION Erna V. Harding DIRECTOR OF FINANCE W. J. Verwolf CITY ATTORNEY Michael J. O'Connell WATER SUPERINTENDENT Ralph Dunahoo TABLE OF CONTENTS Page No. SECTION I GENERAL DISCUSSION 1 Scope of Plan 2 Physical Characteristics 3 Relationship of Comprehensive Development Plan 4 to the Areawide Water Plan Goals and Objectives 4 Population 4 Land Use 5 Housing 6 Allocation of Responsibilities 6 SECTION II AREAWIDE WATER PLAN 9 Existing Facilities 10 Design Criteria and System Evaluation 15 Supply and Transmission 21 Surface Supply 21 Supply from Wells 29 Treatment for Surface Water Supply 31 Improvements to Lyman Creek Supply 31 Improvements to Bozeman Creek and Hyalite 31 Creek Supplies Required Treatment for Well Water Supply Storage 35 Controls and Valving 39 Distribution 40 Economic Evaluation of Proposed Improvements 43 Plan for Immediate Needs 46 Five to Ten Year Plan 50 Long Range Plan 51 SECTION III CAPITAL IMPROVEMENTS PROGRAM 53 (Including Financial Plan and Proposed Rate Structure) SECTION IV SUMMARY AND RECOMMENDATIONS 77 (Continued on following page) TABLE OF CONTENTS (CONTINUED) FIGURE 1 POPULATION TREND, BOZEMAN , MONTANA Following Page 5 FIGURE 2 WATER PLANT - SITE PLAN Following Page 27 FIGURE 3 FILTER PLANT - OPERATING FLOOR PLAN Following Page: 32 FIGURE 4 FILTER PLANT - BASIN FLOOR PLAN Following Page 32 FIGURE 5 MONTHLY USE PER CUSTOMER Following Page 73 PLAN SHEET NO . 1 PROPOSED SUPPLY SYSTEM ALTERNATES PLAN SHEET NO . 2 PROPOSED DISTRIBUTION SYSTEM IMPROVEMENTS PLAN SHEET NO . 3 SERVICE AREA PRESSURE DISTRICTS INDEX OF TABLES Table No. Title Page No. TABLE NO . 1 1971 DISTRIBUTION OF HOUSING CONDITION 8 TABLE NO. 2 WATER CONSUMPTION RECORDS 17 TABLE NO. 3 RECOMMENDED FIRE FLOW REQUIREMENTS 20 INSURANCE SERVICES OFFICE OF MONTANA TABLE NO. 4 AVAILABLE WATER SUPPLY 22 TABLE NO. 5 ESTIMATED CONSTRUCTION AND OPERATING 44 COSTS FOR ALTERNATE SOURCES OF WATER SUPPLY TABLE NO. 6 CAPITAL IMPROVEMENTS PROGRAM 55 TABLE NO . 7 WATER DEPARTMENT REVENUES AND EXPENDITURES 60 TABLE NO . 8 ALLOCATION OF PLANT INVESTMENT - 1972 64 TABLE NO. 9 ALLOCATION OF OPERATING AND MAINTENANCE - 65 1972 TABLE NO . 10 ALLOCATION TO COST COMPONENTS 67 TABLE NO. 11 ANNUAL WATER USAGE AND REVENUE 67 TABLE NO. 12 CUSTOMER CLASS USAGE 69 TABLE NO . 13 DETERMINATION OF UNIT COST 70 TABLE NO. 14 ALLOCATION OF COST TO CUSTOMER CLASS 71 TABLE OF AB BREVIATIONS mg - million gallons gpcd -- gallons per capita per day gpm - gallons per minute mgd -- million gallons per day cfs - cubic feet per second gpd - gallons per day ppm - parts per million psi - pounds per square inch cf - cubic feet Ccf -- hundred cubic feet SECTION I - GENERAL DISCUSSION -I- z SECTION I - GENERAL DISCUSSION SCOPE OF PLAN This areawide water functional plan has been prepared for the City of Bozeman in cooperation with the Gallatin-Bozeman City-County Planning Board. The plan considers the need for water facilities in all urban areas within the jurisdictional area . The normal scope of an areawide plan has been expanded to include a detailed analysis of the entire water system including supply, transmission , treatment, storage, and distribution . The evaluation includes a description of the existing facilities , a discussion of the design criteria , the plans for the immediate needs , a 5 to 10 year plan , and a long range plan . Plan sheets are included in the back to illustrate the character and location of the water facilities discussed in the text of the report. The only public water system within the planning jurisdictional area is operated by the City of Bozeman, Although the plan has been prepared for a 20 year period, which is a reasonable period to project population and usage trends , many of the improve- ments considered in this report have a life expectancy far beyond 20 years . For those items of construction that cannot be readily expanded or added onto, the design has included a reserve capacity for additional growth beyond the 20 year period. Water distribution mains are generally sized to serve the ultimate development of the area in which they are being constructed. -2- PHYSICAL CHARACTERISTICS The study area is located in south central Montana in the Gallatin Valley. The East Gallatin River is immediately north of Bozeman, and the Gallatin River is about 6 miles west of Bozeman . The Bozeman Area Plan, dated 1972 , contains a section on physiographic . This section of the Plan discusses flood plains , areas of steep slopes , soil conditions , and other factors affecting development throughout the planning jurisdictional area . This Plan also takes these physical restrictions into account in recommending future land use. In preparing the recommended water plan, we have considered these limitations and the projected land uses . Since the use of ground water as a source of water supply has been con- sidered in this plan, discussion of the ground water resources is covered in Section II under Design Criteria and System Evaluation. Although there are few areas that have a potential to produce the amount of water required for the Bozeman municipal supply, it can generally be stated that ground water is available from wells throughout the planning area in sufficient quantities and of an adequate quality to provide water supply for individual homes . Precipitation and temperature records from the U.S. Weather Bureau Record- ing Station at Montana State University are summarized as follows: U.S. WEATHER BUREAU RECORDING STATION MONTANA STATE UNIVERSITY Temperature - 54 Year Record Precipitation - 84 Year Record Mean January 20 . 1 Yearly Average 17 .98 Mean July 59 .3 Wettest Amt. & Year 23 . 64 (46) Mean Annual 43 .0 Driest Amt. & Year 10 . 54 (34) -3- RELATIONSHIP OF COMPREHENSIVE DEVELOPMENT PLAN TO THE AREAWIDE WATER PLAN In preparing this report, relative information has been used from the Boze- man Area Plan, dated 1972 , which was prepared by the staff of the City-County Planning Board. Data from this Plan relating to the goals and objectives , popu- lation, land use , utility service areas , and housing has been used . More detailed information as needed to properly evaluate the water facilities has been integrated with the data from the Bozeman Area Plan. GOALS AND OBJECTIVES The goal of this plan is to provide information necessary for the orderly development of the water facilities to serve the Bozeman planning area . To accomplish this goal, this plan has been based on data developed in the Boze- man Area Plan to provide a basis to avoid overlapping, duplication , underdesign or overdesign of the utilities . The objective of this plan is to construct the needed improvements as pro- posed in the Plan for Immediate Needs; Five to Ten Year Plan, and Long Range Plan. Financing has been of prime consideration in placing the priorities for construction of these improvements . Section III, Capital Improvements Program , discusses a financial plan for water system improvements and tabulates the amount of money that is needed for construction and operation. POPULATION Pages 18-30 of the Bozeman Area Plan discuss various factors affecting population trends for the City of Bozeman and the planning area . Population -4- projections have been made in this Plan through 1990 . To properly plan water improvements , the population needs to be projected for a 20 year period. We have, therefore, taken the rate of increase from the Bozeman Area Plan for the last 5 year period to project the population for 1993 . Figure 1 on the following page shows the U.S . Census population for the City of Bozeman and Gallatin County from 1930 through 1970 and projections through 1993 . The Bozeman Area Plan made forecast for an "upper limit", "most likely", and "lower limits Our projections are based on the "most likely" projections . The 1970 Census indicated that Bozeman had 18, 436 white residents and 234 non--white residents . Gallatin County had 32, 203 white and 302 non-white . LAND USE The projected land use plan as contained in the Bozeman Area Plan has been used in determining the future need for distribution system improvements . The Bozeman Area Plan contains a land use plan on Pages 116-123 . This plan has divided the City into "sectors " and the remaining jurisdictional area has also been divided into "analysis areas" . The plan discusses the various limiting factors for the types of development which are taking place or are proposed in each area. Some type of urban development is anticipated in each of the analysis areas except the southwest. On Page 125 of the Plan , the fol- lowing recommendation is made for this area: "The southwest analysis area is almost totally void of any urban encroachments . Because this is a prime agricultural area , plans are to retain it as such. " -5- O O a (V ® O ® Q) o Q_Z ♦ ♦ f a , ♦♦ ♦ O 00 ♦ 0 O ti a) O (a W O u� 1 O 0) I 0 0 o a o o°' 0 0 0 0 o a O a 0 0 o a d' M N POPULATION j POPULATION TREND BOZEMAN , MONTANA FIGURE Since one alternate of this report, the development of the wells west of Bozeman, would provide water transmission lines through this area, we have given serious consideration to the recommendation concerning development in this area as contained in the Bozeman Area Plan. This Plan further states on Page 10 under Goals and Objectives , "5) Subdivision development should be discouraged from location in highly productive agricultural areas . " On Page 16 under Additional Goals it further states that "4) The City should be encouraged to implement a plan giving priority to the extension of City sewer and water services to areas designated as most desirable for residential development. " These recommendations have been considered in evaluating the alternate sources of water- supply for the City of Bozeman . HOUSING Pages 52-66 of the Bozeman Area Plan discusses housing . Table No. 1 (Table 5 from the Plan) has been included on Page 8 to give background information as to the housing within the City of Bozeman. ALLOCATION OF RESPONSIBILITIES The City of Bozeman has the responsibility of constructing, maintaining, and operating the only public water system within the jurisdictional area . This water system includes service to the Montana State University. The Montana State Department of Health and Environmental Sciences had the responsibility of establishing and enforcing the public health and environmental pollution -6- regulations for the area . The City-County Sanitarian works jointly with other agencies to coordinate problems relating to public health . The organizational chart for the City of Bozeman, which operates the only public water facilities within the jurisdictional area is as follows; Director of Public Works Asst. Director of City Public Works Engineer Water & Sewer Sewage Street Superintendent Plant Superintendent Superintendent Water Sewage Sewage Storm System Collection Treatment Drainage System Plant System All planning is coordinated through the office of the City Manager and upon his recommendation, to the City Commission for their approval . -7- 2 m 2 | & n 3 w e q | � m , m co m , @ n � g . m « � � 2 \ 2 / / y q CD � / � ) ` 2 O 10 q 2 � co n c @ w m G e Q § Q 1-1 q 2 4 / ® % 2 � O � U ` « S _ 2 � � \ / 4� ~ ~ \ . R ® & q Q > / \ � P4 / / | a a a a A a a a m & m 2 o c m Q co � \ | w e @ m CyCL4 m e } k : 2 G < / y / / / a a a / 2 ƒ C) L" 0 ? ? q l q r 2 % o \ m 0 � § § ® � 4-4 \ / w d . / 7 u m « r c 7 « m Q cot t t \ \ \ � 2 2 � Q \ -8- SECTION II - AREAWIDE WATER PLAN _g_ SECTION II - AREAWIDE WATER PLAN EXISTING FACILITIES The present water supply for Bozeman is taken from three drainage areas- (1) Lyman Creek, (2) Bozeman Creek, and (3) Hyalite Creek . Each drainage area is shown on Plan Sheet No. 1 . The Lyman Creek system, located northeast of Bozeman, was secured as the first source of water for the City. The system which was started by a private company in 1889 and purchased by the City in 1899 , consists of a small earth fill dam and a concrete inlet structure in Lyman Creek. The Lyman Creek water has its source in a number of springs which are nearly always free of turbidity. The watershed above the intake is small, uninhabited and is seldom traversed by humans . The City has the right to the first 238- 3/20ths miners inches of flow in Lyman Creek. Only during very high run-off periods does the stream exceed this flow. Average flows from Lyman Creek approach 134 miners inches during the summer with a low of 50 miners inches in the late winter. The water from Lyman Creek is treated with chlorine and ammonia . The Bozeman Creek system, located south of Bozeman, was developed when the Lyman Creek supply became inadequate . This system consists of a small intake and settling basin on Bozeman Creek about 6 miles south of the -10- City. Bozeman Creek is fed by run:-off from its watershed, The water shows some turbidity all of the time and considerable turbidity during high run-off. The City has 1866 rights to 200 miner inches of the normal flow from Boze- man Creek. By court ruling the City has preference to an 1865 right located downstream from the City's intake structure . The City also has 1878 rights which are good for flood water only. During the winter minimum flow in Boze- man Creek is often less than the 625 inches of decreed water rights . However, the minimum flow during the summer and fall is about 2,900 miner inches . Mystic Lake is located about 7 miles above the Bozeman Creek intake. The Bozeman Creek Reservoir Company constructed an earth dam at the lake outlet to provide about 1 ,480 acre feet of useful storage of water. The storage is divided into 20 shares - each share amounts to 100 inches of water over a period of 15 days . Nine shares of storage are owned by the City of Bozeman and this water is used to supplement Bozeman Creek water during summer months . The other 11 shares are owned by farmers along Bozeman Creek . The water from Bozeman Creek and Mystic Lake is treated with chlorine, ammonia, and fluorine. The Hyalite Creek system located south of Bozeman was developed when the Bozeman Creek and Lyman Creek supplies became inadequate to meet the needs of the City. This system contains the Hyalite reservoir operated by Middle Creek Reservoir Association, whose members include the Montana State Water Conservation Board. A diversion structure on Hyalite Creek, which utilizes the site of an old mill pond as a presettling basin, consists of a -11- spillway and a head gate control . Also included in this system is a 21 inch transmission line , approximately 20 ,000 feet long, from Hyalite Creek to the presedimentation basin on Bozeman Creek. When this supply was developed, settling facilities at Bozeman Creek were expanded to accommodate both supplies . The City of Bozeman had contracted with the Middle Creek Reservoir Association, prior to 1956 , for 1 ,050 acre feet of water annually from the Hyalite reservoir. In 1956, an additional 1 , 460 acre feet annually was con- tracted to provide a total annual Hyalite storage of 2 ,510 acre feet. Distribution reservoirs are provided for both Lyman Creek and the Bozeman- Hyalite combined creek systems . The Lyman Creek reservoir is an open cavity type reservoir and is located at an elevation approximately 220 feet above ground level of the City Hall . The Sour Dough reservoir is a covered concrete tank at an elevation approximately 300 feet above the City Hall ground level . The water from the intake on Lyman Creek is carried in two 12 inch clay tile gravity flow pipes about 1 , 300 feet to where it connects to an 18 inch pipe, which extends about 1 ,400 feet to the reservoir. The reservoir, which is con- crete lined, was reconditioned in 1956 . The capacity of the reservoir is about 5 .3 million gallons (mg) . An earth embankment around the reservoir slopes down flush with the top of the vertical concrete wall that was placed in 1956 . The 18 inch cast iron supply line from the reservoir to the booster station on North Wallace Avenue is about 2 miles long. -12- The Bozeman Creek reservoir is located about 2-1/2 miles south of the City on Sour Dough Road. The reservoir is a concrete tank of 4 mg capacity. The elevation of this reservoir is about 80 feet higher than Lyman Creek reser- voir. The difference in elevation is compensated by a booster, pump station located at approximately the intersection of Birch Street and North Wallace Avenue , Water is conveyed from the small settling basin at the intake of Boze- man Creek and Hyalite Creek through "two 18 inch transmission lines to the concrete presedimentation basins at the junction of the Hyalite and Bozeman Creek lines , The water is carried from the presedimentation basin through 18 inch and 21 inch lines to the 4 mg distribution reservoir. From the 4 mg distribution reservoir the water is carried through the 18 and 24 inch transmission lines to its confluence with the city distribution system on South Black Avenue . Treatment facilities include chlorination, ammonia, and fluoridation equip- ment. Facilities are provided at the Lyman Creek distribution reservoir and the Bozeman Creek distribution reservoir. This treatment is provided in addition to the presedimentation accomplished at the settling basins and the presedi- mentation tank . The present water distribution system of Bozeman is supplied by the booster station from the Lyman Creek reservoir and by gravity from the distribution reservoir south of the City. The transmission lines from the Lyman Creek reser- voir enter the distribution system at the extension on Birch Street and North Wallace Avenue . The transmission line from the south enters the distribution system on South Black Avenue . The main loops in the distribution system -13- consist primarily of 10 , 12 , and 14 inch lines . The remainder of the distribution system is 4, 6 , and 8 inch lines , Generally, the slope of Bozeman is from the south to the north with an elevation difference betweenthe south and north extremes of approximately 170 feet . To provide suitable pressure at the higher areas of the City, the Bozeman Creek reservoir was constructed at an elevation of approximately 80 feet above the Lyman Creek reservoir. The system is operated with the reservoir full at all times and allowing the surplus water to overflow through an overflow pipe . The only water drawn from the Lyman Creek reservoir is the amount of water needed to maintain the pressure in the northern part of the City. The small pump at the booster station is normally operated in manual position and runs against the pressure at all times . The larger pumps are on Hand--Off-Automatic controls that operate by a pressure sensing system. The booster station is fitted with altitude valves which will permit the Lyman Creek reservoir to be refilled from the reservoirs at the Sour Dough Road location. At the present time this replenishing system Ls inoperable . The Bozeman Creek system is operated by opening a gate at Mystic Lake to whatever demands the City may request in addition to those of the farmers belonging to the irrigation company. The City then diverts water from Bozeman Creek at their diversion structure . The water diversion is equipped with a Parshall flume which is used to measure the amount of water taken. The water gates at Mystic Lake are operated by personnel of the Mystic Lake Water Company. The diversion structure and the Mystic Lake gates are -14- both operated manually and require coordination between personnel of the City and the reservoir company. Water from Hyalite Lake is drawn by having the reservoir company personnel open the gate. Water is metered at the diversion structure . The water flows easterly in transmission lines to the Sour Dough area. From the junction at the pre sedimentation basins the water flows through the presedimentation basins for removal of turbidity and then flows northerly through transmission lines to the water storage reservoir on Sour Dough Road. The water level in the Sour Dough reservoir is carried at constant level with the only fluctuation occurring during times of peak demand when water is drawn from the reservoir to make up deficiencies in the water transmission lines to the reservoir. When the demand for water is greater than the supply in the transmission lines , the chemicals are injected directly into the trans- mission line. This system therefore does not have any circulation of water in and out of the reservoir for an extended period of time . A major problem which will vary from year to year is the collection of leaves at the pre sedimentation basin from flows of the Hyalite and Mystic Take supplies . Icing at the intake structures has been a problem during the periods of initial freezing in the fall of the year. DESIGN CRITERIA AND SYSTEM EVALUATION To properly evaluate a water system, it is necessary to predict the future demands that will be placed upon the system . The records maintained by the Water Department have been reviewed and analyzed. On July 1 , 1972 , the -15- water system served 3,298 residential customers and 575 industrial or commer- cial customers . During the past ten years , the number of residential services that are metered has increased from 51 .2 percent to 72 . 6 percent. The popula- tion trends for Bozeman were discussed in Section I. Table No. 2 on Page 17 shows the water• demands from 1961 through 1972 . This table also includes projections for water usage through 1993 . Major items to be considered in determining the need for future water system improvements are the total annual consumption, maximum day demand, maximum hour demand, and the fire flow requirements in each area of the City. The maxi- mum day combined with the fire flow requirements governs the capacity of certain elements of the water system , whereas the maximum hour demand governs the designs of other parts of the system . Total amount of water consumed is generally related to the amount of revenue that can be anticipated at any given rate structure . In analyzing Table No . 2 , Page 17 , it should be noted that the 1960 U.S. Census did not count the unmarried students whose parents resided outside the City of Bozeman, whereas the 1970 U.S. Census was changed to include these students as being residents of the City of Bozeman . This would tend to distort the per capita consumption figures . Another factor which would tend to de- crease the per capita consumption rate is that the number of unmetered residen- tial services decreased by 20 percent during this period. Other Montana cities which are completely metered average from 180 to 200 gpcd. Bozeman's higher consumption rate is probably a combination of several factors , one of -16- TABLE NO . 2 WATER CONSUMPTION RECORDS Total Maximum Average Maximum Pumped Per/Yr.. Day Day Day Year Population Million Gallons Million Gallons gpcd gpcd 1961 13 , 892 1 , 589 9 . 7* 325 698 1962 14,423 1 ,511 8. 1 287 562 1963 14,954 1 , 609 9 .0 295 602 1964 15 , 485 1 , 564 9 .35 276 604 1965 16 ,016 N/A 1966 16 , 547 1 , 726 9 .25 286 559 1967 17,078 1 ,740 9 . 77 279 572 1968 17 , 609 1 , 713 9 . 85 266 559 1969 18 , 140 1 , 764 8 .43 266 466 1970 18,670 1 , 826 10 . 55 268 565 1971 19 , 508 1 ,871 11 .73 263 601 1972 20 ,024 1 , 896 10 . 52 259 525 PROJECTED WATER CONSUMPTION 1980 26 ,944 2 , 557 16 . 8 260 625 1990 36 ,948 3 ,506 24.0 260 650 1993 39 , 690 3,766 25 . 8 260 650 *Average for maximum week. -17- which is that nearly 30 percent of the residential services are still unmetered. The static pressures vary from 80 to 160 psi. These pressures are considerably higher than in most cities and undoubtedly increase the amount of losses from any leaks within the system. Montana State University is , of course , the largest single user within the City. However, in view of the 8,000 students the consumption rate of the University is not dis proportionally high. We feel that Bozeman's tourist in- dustry, which houses many temporary people within the City throughout the year, is one of the reasons for the higher consumption rates . Bozeman also serves Yellowstone National Park through laundries , bottling works, and creameries located within the City. There are also several parks and recreation areas located within the City. The relatively low irrigation rate for the City of Bozeman could also be a factor in the high per capita consumption of water, Table No. 2 includes the projected water consumption through 1993 . The population is based on projections by the City--County Planning Board. We have projected that the average consumption rate will remain at approximately 260 gpcd. We have projected that the maximum day demand will raise to a rate of 650 gpcd. The maximum day demands in other Montana cities is generally between 550 and 600 gpcd and has been increasing. We feel that this trend will also prevail during the next 20 years . We therefore feel that 650 gpcd is a realistic projection for the City of Bozeman . On this basis , it is estimated that by 1993 the maximum day demand for the City of Bozeman will be 25 . 8 mg . Since the consumption of water within the City is at or near the maximum day -18- rate for several consecutive days , it is necessary to have a supply designed to meet the maximum day demand. Storage is used to meet fluctuations in demand during the day. In the design of a water system, the amount of water required for fire fighting purposes is as important as the amount required for the maximum con- sumption . This is particularly true in evaluating storage and distribution facilities . The Insurance Services Office of Montana has recently evaluated Bozeman , Montana, to determine the required fire flows for the various sections of the City. In general, the type and size of structures in each section of the City determines the amount of flow that is required in that area . To determine the insurance rates for the City, the Insurance Services Office of Montana evaluates all factors that are needed to provide fire protection . This evalua- tion considers the condition of the municipal water system, the overall capa- bilities of the Fire Department, type, size , and density of buildings throughout the City, and other factors that affect the fire fighting effectiveness . Evalua- tion is done on the basis of deficiency points which are given in each category that the City is below the recommended requirements . The Water Department represents 34 percent of the overall evaluation, with the Fire Department and other factors constituting the remaining 66 percent. The desirable fire flows for the City of Bozeman as supplied by the Insurance Services Office of Montana are contained in Table No. 3 , Page 20 . -lg- TABLE NO. 3 RECOMMENDED FIRE FLOW REQUIREMENTS INSURANCE SERVICES OFFICE OF MONTANA Flow* Area gPrn Holy Rosary School 3 ,000 Holy Rosary Parish 4,000 Whittier Grade School 4, 500 Irving School 3 , 500 Emerson School 4,500 Jr. High School 5 ,500 High School 5 , 500 Willson Sr. High 4,500 Hawthorne School 4,000 Longfellow School 4,000 Principal Business District 4,000 Minor Business District 3 ,500 MSU Fieldhouse 5,000 Roskie Hall 6,000 Hedges Hall 5 ,000 Montana Hall 2 ,500 Student Union Building 4,500 *All flows are for a duration of 10 hours except Montana Hall would be for 8 hours . -20- Supply and Transmission This section deals with providing a source of water to meet present and future demands . Alternate consideration has been given to expanding the Sur- face supplies that are now being used or in developing wells to provide additional supply. A subsequent section deals with treatment, storage , and distribution . The alternates discussed in this portion of the report are evalu- ated for each element of the water system in later portions of this report . The City has water rights for 15 .9 mgd for a period of 90 days . As noted in Table No. 2 , the maximum day to date has been 11 .73 mg and it is projected that by 1980 the rate will be 16 . 8 mg and by 1993 it will be 25 . 8 mg . Within the next 20 years the City will need to increase the capacity of their supply by 10 mgd. Surface Supply. This evaluation of the water supply considers the actual amount of water, that is available within the drainage area, the quality of the water, and the water rights that are needed for obtaining this water. Previous discussions on the existing facility included the amount of water that is now available and the City's rights to this water. Table No. 4 , Page 22 , summa- rizes the available supply for the City. -21- TABLE NO . 4 AVAILABLE WATER SUPPLY Period Available Location mgd Days__ Basis of Rights Lyman Creek 1 . 7 Continuous Based on 80% of average minimum flow - rights exceed this flow Bozeman Creek 3 .2 Continuous 200 miner inches Mystic Lake 2 .4 90 City has 9 of 20 shares of 1 ,480 acre feet Hyalite Lake 8 .6* 95 2 , 510 acre feet by contract with Middle Creek Reservoir Association TOTAL 15 .9 *Limited by capacity of transmission line . These water rights would provide 2 , 820 mg of water on an annual basis . The City is now using about 1 ,900 mg annually. The projected usage is 3 , 766 mg for 1993 , Plan Sheet No. 1 shows the extent of the Lyman Creek, Bozeman Creek , and Hyala`.te Creek drainage areas and illustrates the relative size of each drainage , It will be noted that Lyman Creek is a small fraction of the size of the other two drainages . The available flow as shown on Table No. 4 for Lyman Creek is based on 80 percent of the average summer time flows . It is felt that this 1 .7 mgd is the amount that the City can depend on from this supply. The City's water rights on this drainage are considerably higher. Rainfall on the Hyalite Creek has been measured for a period of 39 years . Stream flow records are summarized in the Water Resources Data for Montana , -22- dated 1972 , as prepared by the U.S. Department of Interior. These stream records indicate that the minimum flow recorded during the 39 year period was at 10 cfs or 6 _7 mgd, This occurred in January, The minim-Lim flows during the summer, months were consider-ably higher. August had a minimum flow of 70 cfs; September-., 52 cfs; October, 48 cfs; and November, 28 cfs , We, therefore,_ feel that the critical flow available from the drainage area would be 48 cfs during the month of October-,. This would be during the period when there was still irrigation demand for the rural areas which have water- rights and when there could be maximum day demands within the City of Bozeman., This 48 cfs would provide 31 .0 mgd. The total drainage area in Hyalite Creek is 30.,848 acres., There are no stream flow records maintained on Bozeman Creek, The total acreage within this drainage is 18 ,240 .. Since these are parallel drainages with similar elevations, slopes, and vegetation, we feel that the run-,off from Bozeman Creek would be proportionate to the run-off from Hyalite Greek. We have, therefore, projected a minimum available flow of 18,2 mgd from this drainage during the high demand periods . Flows from storage would,, of course he available in addition to the mini-mum stream flows., We can, therefore, con- clude treat the additional water needed during the design period can be obtained from either the Bozeman Creek or Hyalite Creek drainages , To obtain additional water from either of these drainages would require securing of additional water r.ig'kts. The residential development of Bozeman to the south has removed from far-aiing use some of the land which is being irrigated from the Bozeman Creek -23- drainage . It would appear that this trend would continue. We have prepared our plan on obtaining surface water from this source To expand the amount of water available from the surface supply would require obtaining additional water rights and constructing transmission lines from the source of supply to the City's distribution system. We anticipate that more stringent State and Federal regulations on the quality of water supply may require treatment of the surface supply in the immediate future . Treatment of the surface supply is discussed later in this section. The transmission lines , which would be necessary to carry the water from the source of supply to the City, would need to be designed on the basis of a maximum day demand. The distribution storage would provide additional water as required to meet the maximum hour demands within the distribution system . We have considered two methods of providing additional surface water to meet the anticipated future demands on the system . One would be to provide a surface supply with sufficient capacity to meet the maximum day demand. The other would be to provide a large storage basin which could be used to supple- ment the amount of surface supply during the periods of maximum demand. There is a 21 inch transmission line from the Hyalite drainage to the pre sedimentation basins that has a capacity of 8 .6 mgd. There is a 21 inch -- line from the Bozeman Creek drainage to the pre sedimentation basins that has a 7.9 mgd. There are two 18 inch transmission lines from the presedimentation basin to the 4 mg distribution reservoir. The combined capacities of these two lines is 13 .4 mg . There is an 18 inch and a 24 inch transmission line from the -24- distribution reservoir into the City of Bozeman with a combined capacity of 21 . 8 mgd. This indicates that the limiting factor in the water that is available from the combined Hyalite and Bozeman Creek drainages is the two 18 inch transmission lines between the pre sedimentation basins and the distribution reservoir. The 18 inch line from the Lyman Creek reservoir has a capacity con- s!derably higher than the minimum summer flow of 1 . 7 mgd. The City, therefore, has available a total of 15 .1 mgd, based on the capacity of the two 18 inch transmission lines from Bozeman and Hyalite Creek drainages and a 1 .7 mgd minimum flow from the Lyman Creek drainage . It should be pointed out that the average summer time flow from the Lyman Creek reservoir is 2 . 2 mgd, and it is entirely possible that during periods of maximum demand there may be a greater supply available , However: during periods of extended drought, the minimum flows may occur at the time of maximum demand. If a large storage basin is not constructed, the transmission lines to take additional supply from Bozeman Creek drainage to the City of Bozeman would need to be constructed as shown on Plan Sheet No. 1 . As discussed later in this report, these transmission lines would be integrated with the improvements to the distribution system, The existing 21 inch line from the Bozeman Creek intake structure to the pre sedimentation basins is over 50 years old. We have, therefore, sized the 30 inch transmission line from the intake dam large enough so that the existing 21 inch line can be abandoned. The 30 inch line would have a capacity of 26 .0 mgd. This coupled with the existing 21 inch trans- mission line from Hyalite Creek and 1 . 7 mgd from Lyman Creek would provide -25- a total supply of 36 .3 mgd. A combined junction distribution structure would be constructed at the intersection of the 21 inch transmission line from Hyalite Creek and the proposed 30 inch line from Bozeman Creek. This would allow for flows from either drainage to go to the existing pre sedimentation basins or to the future treatment plant site , Below the treatment plant site would be an additional 24 inch transmission connection between the existing 18 inch trans- mission lines and the new 30 inch transmission line . A 36 inch transmission line would be required from the transmission reservoir to the distribution system, thus providing additional capacity to meet the maximum hour demand and fire flow demands within the distribution system, Treatment facilities for this source of water• will be discussed later, As an alternate we have considered the construction of a large storage basin to be used to supplement the available flows during the peak demand periods in the summer months . We have analyzed the flow records for the City of Bozeman and find that during the month of August the City averages about 90 percent of the maximum day demand and during the month of July about 80 percent of the maximum day demand. Water demands during June and September are approximately half of the maximum day rate and of course are even less than this during the remainder of the year. For the design period of 1993 , the maximum day is projected to be 25 , 8 mgd. The average supply would need to be 23 , 2 mgd during August and 20 .7 mgd during July. If the City still had a supply capable of delivering 16 ,0 mgd, -26- an additional 7 . 2 mgd during August and 4. 7 mgd during July would be required. To provide this water, 370 mg of storage would be needed. We have therefore considered constructing a 400 mg storage basin which would be used to supplement the City supply during the peak demand period. It should be noted that water rights would still be required to meet the total annual water demands as previously discussed on Page 22 . However, the transmission facilities from the mountains to the storage basin could be reduced in size . The transmission lines from the storage basin to the distribution reser- voirs would still need to have a capacity to meet the maximum day demand, There are several other advantages of a large storage basin. The treatment facilities could be located below the storage basin. The storage basin would thereby provide a means for removal of turbidity and would greatly reduce the amount of treatment that is required. Figure 2 has been prepared to show the general layout of the storage basin and its relation to transmission lines , treatment facilities , and the distribution storage reservoir. The City presently is experiencing a problem with ice buildup at the intake structures . This problem varies with the weather conditions , but could become serious in the immediate future . Stream flow records on the Bozeman and Hya- lite Creek indicate that the minimum flows are sufficient to supply the City. The problem has been getting the water out of the stream and into the system. By having a large storage basin the City would be able to supplement its supply during the winter months as well as the summer months . The basin could be replenished during the latter part of September, October , and November -27- N 3 M.G. RESERVOIR N in x FILTER PLANT x X x 42 x x x STORAGE B A S I N S X � X x x 30 TRANSMISSION LINE WATER PLANT - SITE PLAN 500 0 500 SCALE : I = 500' FIGURE 2 before the low stream flows and the freezing problems , and again in the spring during the high stream run-offs , However-, as previously mentioned, the City would need to have the proper• water rights to obtain the water in the quantities needed at the times they are needed. The total amount of water taken from the stream during the irrigation season would be reduced from the previous alternate discussed. Plan Sheet No. 1 shows the transmission lines that would need to be con- structed in conjunction with a 400 mg storage basin. The location of the storage basin as shown is intended to illustrate the general location . The basins could be constructed wherever land is available in this area . Several alternate sites within the general area would be suitable . A 30 inch transmission line would carry water from the existing presedi- mentation basins to the storage basins; from the storage basins a 36 inch line would be required to the distribution reservoir, and from this reservoir a 42 inch line would be required to the distribution system , This 42 inch line is designed to provide the maximum hour demand, while the 36 inch line is de- signed for maximum day demands , Treatment facilities , as discussed later in this report, would be constructed adjacent to the storage basin . The existing lines from Hyalite Creek and Bozeman Creek would have a combined capacity of 17 . 8 mgd. This would provide a reserve capacity over and above the 16 .0 mgd as previously discussed. The 30 inch line is designed to provide capacity in excess of 18 mgd. -28- Supply from Wells . As an alternate to developing additional surface water supply, we considered drilling of wells . Additional information has been made available in recent years . The U,S, Geological Survey Water Supply_ Paper, 1482 , entitled, "Geological and Ground Water Resources of the Gallatin Valley, " was completed in 1960 . Previous studies of providing water supply for the City of Bozeman considered wells in the formation which is known as the Bozeman Fan, This is an alluvial fan composed of the material derived from the Gallatin stream flows. Paper 1482 stated, "The coefficient of trans- missibility of the alluvial fan deposits ; determined at 6 sites , ranged from 26 ,000 to 65 ,000 gpd per foot and averaged about 48,000 gpd per foot . The range in values reflects variations in permeability and thickness of the satur- ated material. Even where they are drilled in the more permeable; thicker sections of water bearing alluvial fan deposits , wells yielding more than 500 gpm should not be expected. " This report goes on to discuss the strata under- lying the Bozeman Pan and states that "all available evidence , therefore, indicates the tertiary strata underlying the Bozeman Fan would not yield suf- ficient water for irrigation . " In addition to studying this re port, we have conferred with Mr. Marvin Miller of Montana College of Mineral Sciences and Technology. Subsequent to these discussions , we have concluded that exten- sive test drilling would be required to find water in the Bozeman Fan and that we would find few, if any areas where wells would produce 500 gpm. At best we would have wells producing in the range of 200 to 250 gpm . To supply the additional 10 mg with wells of 250 gpm would require 28 producing wells , -29- each requiring pumps, pump houses , and water lines to connect to the City system . The controls alone would be extremely complex; the operation would be cumbersome and very expensive. Therefore, we do not feel that wells of this small capacity are a practical solution to the need for developing additional water for the City of Bozeman . Further investigation indicated that the area further west has produced several wells in the range of 1 ,000 gpm or over. Paper 1482 states , "Most of the wells in this subarea are 10 to 40 feet deep, though near the margins , some of the wells are considerably deeper. " This report indicates that three test holes have coefficient of transmissibility of 170 ,000 gpd, 270 ,000 gpd per foot, and 380 ,000 gpd per foot. We have also investigated the log of wells in the area as recorded at the Gallatin County Court House, and have discussed these wells with well drillers in the area. We have, thereby, con- cluded that it is reasonable to expect 1 ,000 to 2 000 gpm wells in this area. We have prepared a cost analysis for an alternate supply of 10 mgd from this source . With 1 ,000 gpm wells , seven wells would be required to produce 10 mgd, Before a final decision is made to proceed with development of a well field in the area, test holes would need to be drilled to further determine the amount and quality of water that is available . Plan Sheet No. 1 shows the general layout of the transmission line which would be extended from the well field to a distribution reservoir. From this reservoir, a 36 inch transmission line, having a capacity of 26 mgd, would -30- be extended into the City's distribution system . A 36 inch line would be re- quired to meet the maximum hour demands in Bozeman The quality of water from the alternate sources of supply must be considered in order to determine the amount of treatment that would be required. Because of new or proposed Federal and State water quality standards for public water, systems , the quality of the existing supplies must also be evaluated. Treatment for Surface Water_Supply Improvements to Lyman Creek Su I . Since the Lyman Creek supply is from a controlled watershed and is partially fed by springs , high turbidity does not occur during the spring run-off, Therefore, treatment of this source will require only chlorination, fluoridation, and the application of ammonia. The inlet to the basin should be modified with a meter fitted inlet and separate outlet. New chemical feeder housing should be provided to facilitate easier handling of chemical tanks and provide separate areas for feeders to conform to public health requirements . Improvements to Bozeman Creek and Hyalite Creek Supplies . The water supply from the Bozeman Creek and Hyalite Creek sources does not have the same year round quality as Lyman Creek. The watersheds are not controlled and the streams are subject to periods of high turbidity, During the fall season these streams also carry a large quantity of leaves . Water, from this source receives some treatment in a pre sedimentation basin which removes the excess turbidity. However, this treatment is not considered sufficient to meet current public health standards during the periods of high turbidity. -31- As previously discussed, a 400 mg storage basin is being considered to reduce the amount of water that would be taken from the Bozeman and Hyalite Creeks during the peak summer usage period. This 400 mg basin must also be considered a part of the treatment facility. We have considered two methods of expanding the City's water supply from these drainages . One method would expand the transmission facility so that we could ultimately take 25 mg from the two drainages . We would con- struct a new treatment facility to treat 15 mg and add coagulant aids ahead of the existing pre sedimentation basin so that it could treat up to 10 mg per day. However, the pre sedimentation basin would not be used during the periods of high turbidity. The other method being considered is to construct the 400 mg storage basin . All of the water taken from the drainages would first pass through the pre sedimentation basin, then into the storage basin, and then receive additional treatment before being placed in the distribution system . If the 400 mg storage basin were not constructed, a holding basin ahead of the treatment facility would be required. This basin would serve as a pre- sedimentation basin. We feel that it should have a capacity of 20 mg to pro- vide initial turbidity removal . Figures 3 and 4 show the general layout of the filter plant . Although this layout could be used for either alternate, the capacity of the filter would be greater if the 400 mg storage basin is constructed. We feel that the application rate on the filters could be increased from 2 gpm per square foot to 3 gpm per square foot if the large storage basin is constructed. Under either alternate -32- OFFICE CHLORINE STORAGE CHLORINE AMMONIA FLUORIDE a LAB FEED FEED FEED CONTROL BACKWASH PUMPS uP rEALCKWASH FILTER VALVES 0 FILTER VALVES OWERS FILTER FILTER FILTER FILTER FILTER 33 FILTER FILTER FILTER 3 I UP POTASSIUM PERMANGANATE O O O RECLAIM PUMPS FILTER PLANT - OPERATING FLOOR PLAN SCALE : I" = 20' FIGURE 3 CLEARWELL CONTROL WEIR CONTROL WEIR FILTER FILTER FILTER FILTER FILTER FILTER CONTROL CONTROL FILTER FILTER FILTER FILTER MIXING TANK RECLAIM PUMP BASIN FILTER PLANT - BASIN FLOOR PLAN SCALE = I" : 20' FIGURE 4 for treating surface supply we are proposing that the construction of the filter be deferred until a later date . However, under each alternate the clearwell, the chemical feed equipment, and the building would be constructed as part of the plan for immediate needs . If the existing pre sedimentation basin is to be used to deliver water directly to the City, the improvements at the basin would include facilities for adding coagulant aids during periods of high turbidity to improve settling. From the basin, the water will pass through a structure where chlorine , fluorine, and ammonia will be added proportionately to the flow. The flow from this structure will be manually controlled to supplement the main treatment plant, Following is a description of the proposed filter plant as shown in Figures 3 and 4. This basic plant would be used for either alternate . However, as previously noted, construction of the filter portion would be deferred until a later date . The plant would include leaf removal screens; filters; clearwell; wash water reclaim basin and pumps; chlorination, fluoridation, and ammonia appli- cation to the finished water; and copper sulphate application ahead of the storage basin . Chemicals will be proportioned by the flow into the filters . The flow of water taken from each watershed will be metered and totalized. The filters will be rated 2 or 3 gpm per square foot , Gas chemical feed equipment will be housed and sized to use large storage units . Fluorine feed equipment will be for dry feed chemicals . Pretreatment ahead of filters will be potassium permanganate and polyelectrolites with flash mixing to aid -33- filtration. The plant will not be designed to provide softening . No coagulants such as alum will be added. The buildup of sludge from the holding basin will be a silt which can be readily disposed of on selected areas . Chlorine will be applied to maintain an average residual of 6 ppm in the clearwell or the Hyalite reservoir and 0 . 2 ppm in the extremes of the distribution system. Fluorine will be added to a level of 1 ppm. Copper sulphate will be added ahead of the storage basin to control algae growth . All metering will be relayed by telemetering to a common point. Water levels in each distribution reservoir• will be recorded and these level readings will be transmitted to control plant and valve operations . The water will enter the center control type filters at the top and flow down through the sand and underdrain, and then over a head control weir into the clear-well. The filters are backwashed with an air-water cycle where air is first applied below the filter media to break up the crust formation in the sand and then water is pumped from the clearwell behind the weir to wash the sand. This type of backwash provides for a constant hydraulic head. The water flows up through the sand and into the backwash troughs . From the troughs the water flows through the center discharge valves and into the backwash water reclaim basins. The reclaimed water is pumped back to the holding basin. Chemicals to be added will include copper sulphate for algae control in the holding basin. Potassium permanganate will be added ahead of the filters to aid filtration and control taste problems which could develop from algae growth . -34- Chlorine application points would be ahead of the holding basin, the filters , and the clear-well. Ammonia and fluorine would be added ahead of the clear- well . The chlorine, fluorine, and ammonia would be added proportional to flow. Control within the plant would monitor the level of the clearwell and start the plant operation by opening the valve from the holding basin . A meter on this line would control the chemical feed rates . As the holding basin is drawn down a monitoring device would open either the valves from one supply or both supplies . Metering of the inlet would pace the copper sulphate feeder. Filter backwash would be semi-automatic in that an operator would start the backwash when filter heads got too high and then the cycle would be automatic . Water pumps for the reclaim basin will be controlled by a level control . Required Treatment for- Well Water Supply. The degree of treatment would depend upon the quality of water as determined by test holes. From available data it is anticipated that softening would not be required. Since the wells would be relatively shallow, we feel that chlorination should be provided. Ammonia would likely be required to maintain the chlorine residual in the distribution system , Fluorine would also be added unless the wells had natural fluoridation. Storage Distribution reservoirs can serve more than one purpose within the water system. They can equalize pressure within the distribution system, provide emergency supply in case of a failure in a transmission line, and they can provide -35- additional flows during the day time periods when the peak flows exceed the flow rate of the maximum day. The amount and location of storage is an integral part of a water system's ability to deliver water when and where it is needed. Bozeman has a 4 mg reservoir located south of the City as shown on flan Sheet No. 1 . The two 18 inch transmission lines into this tank have a com- bined capacity of 13 .4 mgd, whereas the 18 and 24 inch lines from the reservoir into the City of Bozeman have a capacity of 23 .4 mgd. The higher capacity of the lines into town is required to meet the peak hourly demand periods . The reservoir level drops during the day and is refilled during the night when the usage is lower. In evaluating the water available for fire fighting purposes , the Insurance Services Office of Montana does not give credit for the supply from the Lyman Creek reservoir. The elevation of this reservoir is lower than the reservoir south of the City. The booster pumping station is used to increase the pressure from the Lyman Creek supply to the level of the 4 mg reservoir. If this booster facility had standby power, then additional credit for the supply for fire fighting purposes could be obtained. Since the system has the capacity to meet the current maximum daily demand, the amount of storage is determined by the maximum fire flows . The maximum fire flow is 5,500 gpm to be provided for a period of 10 hours . This would require storage of 3 .3 mg . Bozeman's 4 mg distribution reservoir is , therefore, sufficient to meet current demands for the fire fighting purposes . The gravity transmission -36- lines are generally considered a reliable supply by the Insurance Services Office of Montana . However, they may give some deficiency points because one of the 18 inch lines could have a break at the time of a major fire , In Bozeman, the transmission lines from the supply to the distribution reservoir are sized for the rate of the maximum daily consumption, whereas the transmission lines from the reservoir into town are sized to meet the peak hourly demands . The amount of storage must be sufficient to provide the dif- ference . We have evaluated the system for both the present conditions and the projected demands for 1993 . The maximum daily demand to date is 11 .73 mgd. About 80 percent of this water, or 9 .4 mg, would be used during a 12 hour period. During this 12 hours , the two 18 inch lines from Hyalite and Bozeman Creek drainages would supply 6 .7 mg . This would mean that during a 12 hour peak usage period 2 .7 mg would be taken from the distribution reser- voir. Since additional flow would be available from Lyman Creek whenever the pumping station is in operation, less water would be used under normal operating conditions . In any case, the 4 mg reservoir is adequate for the present demands . The maximum daily consumption is projected to be 25 . 8 mgd by 1993 , Dur- ing a 12 hour period, 80 percent of this , or• 20 . 6 mg, would be used. If at that time the supply is designed to provide flows for the maximum daily rate of 25 .8 mgd, the supply lines would provide 12 . 85 mg during the 12 hour period. On this basis , 7 .75 mgd would be required from distribution reservoirs . We can , therefore , conclude that if supply transmission lines are designed to -37- meet the maximum daily demand for 1993 , an additional 4 mg of storage will be needed to meet the peak hourly demands within the City. If a new supply line is brought in as shown on Plan Sheet No. 1 , another distribution reservoir would be required southwest of the City to be constructed at the same elevation as the existing distribution reservoir-, This would be true whether the supply comes from the Bozeman Creek or• from additional wells . The location of the tank would vary depending upon which supply is used. If wells are used; considerably longer transmission lines designed to provide peak hour flows would be required. As discussed later in this section under Distribution, tanks are required in two other locations; one to serve the Hyalite subdivision that has extremely low pressures during peak demand periods and another which would be used to serve a lower level pressure district, This new pressure district would be the area generally north of the interstate highway. The limits of the area that could be served by each of the pressure districts is shown on Plan Sheet No. 3 . The reservoir to serve the lower pressure district would be connected to the 18 inch Lyman Creek transmission line and would be located as shown on Plan Sheet No. 1 . This tank would be at a lower level than either the reservoir located south of the City or the Lyman Creek reservoir. Locating the tank at a lower level allows the pressure within the district to be maintained at the levels as discussed later in this report. The tank to serve the Hyalite subdivision would be ideally located, not only to serve this area but to provide additional flows throughout the eastern and southern portion of the City. -38- Controls and Valving In order to conserve water- and provide fluctuation and circulation in the reservoirs and control plant operation, an extensive control system must be provided. All three reservoirs of the main pressure district will be operated at the same level . The Hyalite reservoir- will be equipped with a pressure transmitter which will transmit a signal to the plant control center to indicate depth . When the depth drops to a predetermined level the discharge valve on the clearwell will open to let water flow into the system , As the reservoirs are refilled, the Sour Dough and West reservoirs will reach the full level before the Hyalite reservoir. Motor operated pressure controlled valves will close to keep the tanks full until the Hyalite reservoir, is filled. As the clearwell is drawn down a monitoring signal will open the discharge valve of the storage basin and allow water to flow through the plant. As the storage basin is drawn down a monitoring system will indicate the level . Valves on Bozeman Creek and Hyalite Creek will be opened manually. The Lyman Creek supply will be controlled by a level monitor in the Lyman Creek reservoir which will open the main valve at the Lyman Creek diversion structure or the bypass valve in the existing booster station. The reservoir for the northern pressure district shall have a level control unit which will open a valve next to the Lyman Creek transmission line . Metering equipment with signal transmitters will be installed on the supply lines from Lyman Creek, Bozeman Creek; and Hyalite Creek. The data will be received at a central point where it will be recorded and totalized. The meter _39_ on the Lyman Creek supply will pace the chemical feeders at the reservoir, A meter totalizer for Bozeman Creek and Hyalite Creek will pace the copper sulphate feeder ahead of the 400 mg basin . A meter at the inlet of the plant will pace filter aid application and the chlorine, ammonia , and fluorine application to the clearwell„ A meter on the plant discharge will record the flow into the system If the well supply were used, the wells would be activated by a signal from the reservoir that would be constructed west of the City, Distribution The distribution system must be able to deliver, water in sufficient quanti- ties to each customer- at all times . Ideally the distribution is a grid layout with the supply and storage strategically located to equalize pressure during heavy usage, Dead end lines should be avoided to eliminate stagnant water and to reduce the number of users that will be out of water during periods of line repair. Plan Sheet No 2 in the back of this report shows the location and size of the major piping within the distribution system, The static pressures within the distribution system vary from about 40 psi in the Hyalite subdivision; to 85 psi in the area of the MSU Fieldhouse and to as high as 159 psi at the Holiday Inn. The higher pressures are much greater than the normal operating pressures for other cities , Since growth to the north- west would have even higher pressures , we propose that the system be isolated generally along the limits of the interstate highway; with the area to the north -40- being placed into a lower pressure district. With the system separated into two pressure districts , the limits for the high and low pressure areas are shown on Plan Sheet No. 3 . A detailed Hardy Cross analysis was made of the Bozeman water system . This analysis determined the capabilities of the existing system, the improve- ments needed to meet maximum daily consumption, and the fire flows recom- mended by the Insurance Services Office of Montana. The recommended fire flows are shown on Page 20 . To perform the Hardy Cross analysis , the length, diameter, and coefficient of friction of each section of pipe was programmed into the computer. Pipes 6 inches in diameter and smaller were generally dis- regarded. However, some small pipes were placed into the computer to com- plete a circuit . The estimated hydraulic gradient, the elevation of the pipe junction points , and sources of supply were all entered into the program . Re- sults of the existing flow tests were placed into the computer program as an independent check of the other data . With this data in the computer, the rate of the maximum day consumption was applied to the system . The recommended fire flows were then applied independently for each section of the City. The computer determined the ability of the system to meet these varying conditions and showed areas of pressure deficiency during fire flow conditions . A total of 30 different flow conditions and pipe changes were analyzed to determine the improvements to the distribution system needed to provide the design flow requirements. In general , the system has the ability to deliver the projected 1993 maximum daily demands. However, when fire flows were -41- applied with this demand rate , deficiencies were found in some areas of the City. The computer output substantiated the capacities of the transmission lines into the City. As previously discussed, these are not of sufficient capacity to provide the 1993 maximum daily demand plus the fire flows , nor is there capacity to provide the peak hourly demands in 1993 . In evaluating the distribution system, the maximum day when combined with the fire demand in a given area is a more severe test than applying the maximum hourly demand to the system . The most critical area within the City is the Hyalite subdivision. This is partially due to the relatively low static pressure of 40 psi in the area. We feel that a distribution reservoir- coupled with additional lines as shown on Plan Sheet No. 2 is a critical need for improving the flow characteristics in this area. The next area of serious deficiency is on North Seventh Avenue. To provide the required flows in this area, additional distribution mains are required on Durston Road and Oak Street as shown on Plan Sheet No. 2 . The area in the eastern portion of the City along U.S. Highway No. 2 , which is served by a 6 inch water main, is deficient in fire flow requirements . With additional growth in the area, there would not be sufficient supply for domestic consumption . Ex- tension of a 10 inch water main is proposed to provide additional flows into this area, The fire flows on the campus of Montana State University are deficient in many areas . Additional mains leading from the southern portion of the City are proposed for this area . These additional mains are proposed to be an integral part of additional supply to be brought into the City of Bozeman . -42- Economic Evaluation of Proposed Improvements Construction cost estimates have been prepared for each of the improve- ments previously discussed. Since alternate sources of supply have been considered, cost estimates have been prepared for each alternate . To make an economic evaluation of the alternate sources of supply, the costs of improvements have been tabulated in Table No. 5 , Page 44. The Table indi- cates those improvements which are to be included in the plan for immediate needs , those which could be delayed until the five to ten year plan, and those which would be needed during the long range plan . We have also indicated the operating cost of each of the alternates considered. The tabulation includes those items such as distribution reservoirs, distribution improvements , and controls and valving which are required regardless of which alternate source of supply is developed. It is anticipated that filtration of the water supply will eventually be re- quired by the State and Federal regulatory agencies . We have , therefore, in- cluded filtration as a form of treatment to be provided during the long range plan . It is not known at this time when new and more restrictive rules and regulations will be adopted. An adjustment of this programming may be required within a few years . To separate the distribution system into pressure districts has been programmed as part of the five to ten year plan. The cost of the dis- tribution reservoir to serve this new pressure district and the controls and valving related thereto have been projected in the five to ten year plan. -43- TABLE NO . 5 ESTIMATED CONSTRUCTION AND OPERATING COSTS FOR ALTERNATE SOURCES OF WATER SUPPLY Annual Operating Immediate Five to Long Cost - Supply & Alternate Needs Ten Year Ran_ge. Treatment Only, 1 . Expand Surface Supply & Add Treatment $43 ,000 Transmission $2 , 248 ,500 Treatment (without filtration, 15 mgd) 1 , 439 ,000 Filtration (15 mgd) $2 , 100,000 Controls & Valving 143 ,500 $ 66 ,500 Distribution Reservoirs 550 ,000 235 ,000 Distribution Feeder Mains 272 ,000 TOTAL $4, 653 ,000 $301 , 500 $2 , 100 ,000 $43 ,000 2 . Surface Supply with 400 ma Basin & Add Treatment $33 ,000* Transmission $1 ,916 ,000 Treatment (25 mgd) 543 ,000 Filtration $1 ,800,000 Controls & Valving 143 , 500 $ 66 , 500 Storage Basin (200 mgd) (2 ea.) 1 , 100 ,000 900 ,000 Distribution Reservoirs 550 ,000 235 ,000 Distribution Feeder Mains 272 ,000 TOTAL $4, 524 , 500 $301 ,500 $2 , 700 ,000 $33 ,000 3 . Add Wells to Supplement Existing Supply $60 ,000 Transmission $2 , 250 ,000 Wells & Piping 917,000 $3 50 ,000 (5mgd) (5mgd) Treatment of Surface 337 , 500 Filtration (15 mgd) $3 , 500,000 Controls & Valving 197 ,500 66 , 500 Distribution Reservoirs 550 ,000 235 ,000 Distribution Feeder Mains 272 ,000 TOTAL $4, 524 ,000 $651 , 500 $3 ,500 ,000 $60 ,000 *Increase of $20 ,000 over current. The above estimates include the cost of construction, engineering, administrative and legal, but do not include the cost of easements , land, and water rights, -44- If the 400 mg storage basin is constructed, we feel that 200 mg should be constructed initially and that the additional 200 mg could be constructed as part of the long range plan. If wells are developed as a source of supply, a 5 mg supply could initially be developed, with the additional wells drilled during the five to ten year plan to provide an additional 5 mg per day capacity. There is no substantial difference in the cost for, the immediate needs for any of the three alternates . The cost of the five to ten year plan for either surface supply is the same , whereas the development of wells would be $350,000 higher during the five to ten year plan . When filtration is required, the wells would have the highest cost during the long range plan whereas the surface supply without the 400 mg storage would have the lowest cost. How- ever, it should be noted that this alternate would provide filtration for only 15 mgd whereas the alternate with the 400 mg storage basin would have a capacity for a 25 mg filtration . The annual operating costs, as noted in Table No. 5 , are for operating the supply and treatment facilities only. These costs do not include the costs of operating a filtration plant, The cost of the wells is considerably higher than either of the other two alternates primarily because of the power required for pumping costs . The 400 mg storage basin alternate would have a lower operating cost because all of the treatment facilities would be combined at one site; whereas the other surface alternate would be providing treatment facilities at two different locations . It should also be noted that the current operating costs for the supply portion of the City's present operating budget is -45- approximately $13 ,000 so that the increased operating cost would vary from $20 ,000 to $47 D 000 annually depending upon which alternate would be constructed. The 400 mg storage basin alternate would provide a better quality of water initially than would the other alternate for using a surface supply. It may also be possible that the construction of filtration plants would not be required as soon if the large storage basin is constructed. We are,therefore , recommending the 400 mg storage basin because it would have the lowest annual operating cost and would provide the best overall quality of water, from initial construction. Under this alternate; the amount of water rights to be purchased would be less A portion of the additional water rights could be from flood waters . This alter- nate also has the advantage of providing a supplemental water supply during the winter time when icing of the intake structures presents a problem in obtaining water from the Bozeman and Hyalite Greeks . PLAN FOR IMMEDIATE NEEDS The previous discussions in this section considered the improvement that is needed to the system to meet the anticipated demands upon the system dur- ing the next 20 years . Obviously, all of these improvements would not be needed immediately. We have considered those items which are needed initially to be included in this plan for immediate needs . In most cases the overall economy dictates that each improvement that is constructed should have at least the capacity for the designed period. In some cases where adding -46- on would in essence be a duplication; a reserve capacity has been designed into the facility. As previously discussed; we recommend that the City continue to use the surface supply as a source of water. We recommend that the alternate; which includes a 400 mg storage basin; be constructed, Since the maximum day for the City of Bozeman has reached 11 . 7 million and the capacity of the facility is approximately 15 .8 million, additional supplies should be provided in the plan for immediate needs , This is particularly important in view of the time delay in arranging for financing, performing the final design , and actually con- structing the improvements . This would take two to three years at a minimum. Therefore, steps should be taken immediately to expand the supply for the City. The immediate needs would include transmission lines as shown on Plan Sheet No. 1 and the construction of the storage basin. However, we feel that initially a 200 mg basin could be constructed and the additional 200 mg could be constructed as part of the long range plan . Treatment facilities in the plan for immediate needs would include leaf removal,: chemical feed equipment and housing, and a clearwell for the treated water. The plant layout would be designed to allow for the addition of filters at a later, date. Other improvements proposed under the plan for immediate needs are con- trols and valves , This would provide better- overall operation of the existing system and provide the City a better record of their operation . Two distribution reservoirs are proposed, a 3 mg tank to be constructed in conjunction with the new supply facilities and a 3 mg reservoir to serve the Hyalite area. -47- The plan for immediate needs includes construction of major distribution feeder mains . These mains are to be constructed to reinforce the existing dis- tribution system to meet the maximum hour demand and provide the necessary fire flows . The computer analysis of the distribution system revealed the areas of deficient flows . Feeder mains , as shown on Plan Sheet No. 2 , are proposed on Oak Street, Durston Road, East Babcock Street, Garfield Street, and to the proposed 3 mg distribution reservoir. The 24 inch lines on 19th Avenue and south of the City are included as part of the estimated cost of transmission lines . The 10 inch line on 3rd Avenue and the 12 inch line on llth Avenue are not included in the cost estimates . These lines are proposed to be financed through special improvement districts with the City paying its share of the large pipe size . The construction of these mains will allow the system to provide the recommended fire flows in all areas of the City and to deliver water to growth areas in any direction from the City. The City distribution system has extremely high pressures in the northern part of the City in the vicinity of the interstate highway. Improvements to seX.arate the distribution system into two pressure districts have been included in the five to ten year plan . Plan Sheet No. 3 shows the limits of the pressure districts including the extent they are to be expanded to serve future growth areas . From this map it is obvious that substantial growth can take place around the City of Bozeman in nearly all directions . The plan sheet also shows the limit to which sanitary sewers can be extended by gravity to the existing sewage treatment plant. Any areas located north of the limit line would require -48- lift stations to pump sewage . Planning for expansion of the City should try to limit growth to the areas that can be served by one of the two water pressure districts and to the area that can be served by gravity sewers . New service areas are being developed in the southern portion of the City. Since the land slopes from south to north, the water system pressures become lower as development extends to the south . Plan Sheet No. 3 indicates the extent that the service area can be expanded without establishing a third pres- sure district. The City should discourage development beyond the pressure limits for at least the next 10 years . Preliminary investigations have been made by the Soil Conservation Service into the possibilities of constructing a multi-purpose dam to impound water on the Bozeman Creek drainage . Our plan does not depend upon the dam being constructed. The construction of such a dam at a future date may relieve some of the demands for water rights in the area. However, location of the dam in the mountains would still require the City to extend transmission lines to the dam or if water was discharged from the dam into the Bozeman Creek, treatment facilities would still be required to remove the excess turbidity. In any event, the program of the construction of a multi-purpose dam would be several years away. The City's need to increase the supply of water is too urgent to be delayed. We feel that the construction of the proposed 400 mg storage basin would best serve the immediate and long range needs of the City of Bozeman. Comparison of the water metered at individual homes and at businesses and industries,when compared with the water entering the distribution system; -49- shows that the City of Bozeman has about a 40 percent loss of water. This compares with a loss of about 20 to 25 percent in most cities throughout the country. The high pressure in much of the City must be considered a major factor in this high percentage loss of water. The City has attempted in the past to locate and repair water main breaks as soon as possible . However, the coarse gravel that underlays the City makes it possible for fairly sub- stantial leaks to go undetected for long periods of time . The City should in- stigate a systematic program to isolate areas and check losses duringthe low usage period. It should also follow up these measurements of losses with listening devices to detect leakage from the individual water mains within the system in areas that show high losses . Expanded controls and metering , as proposed in the immediate plan, will provide a better record for evaluating the actual loss of water. We feel that the City should complete the metering of all services within the system . Over 70 percent of the residential users and most of the commer- cial users are metered. This percentage has been increasing in recent years and it should be increased to provide 100 percent metering of all services , FIVE TO TEN YEAR PLAN The proposed improvements under the five to ten year plan are for isolating the existing distribution system so that there will be a lower pressure in the area located north of the interstate highway. This will require construction of an additional distribution reservoir to serve this area and additional controls and valuing to isolate the area. -50- The City, through the creation of special improvement districts, has assisted in the expansion of the water system to serve new areas , We have not included the cost of these improvements in the capital improvement program . However, it is anticipated there will be considerable expansion of the water distribution system during the five to ten year plan. The improvements as proposed in the plan for immediate needs will make it possible for the City to readily serve the growth areas in almost any direction from the existing City limits . The City should continue its policy of requiring local developers to pay for the cost of extending the distribution system . However, if major feeder mains are required to serve these areas , the City should continue to pay the proportionate cost of feeder mains . LONG RANGE PLAN The long range plan will provide for the continuing expansion of the service area through construction of additional distribution facilities through special improvement districts . Here again these improvements have not been included in the capital improvement program. Plan Sheet No. 2 indicates the size and location of major feeder mains to serve the growth area north of the interstate highway and in the northwest portion of the City. Although these mains are in the long range plan, the growth of the City may dictate that they be constructed at an earlier date . The financial plan in Section Ill includes monies which can be used to pay for the City's participa- tion in the increased size of the feeder mains . -Sl- We have proposed that the remaining 200 mg of the proposed storage basin be constructed during the long range program . It is anticipated that regulations governing the quality of municipal water supply will have been changed or increased by the State and Federal regulatory agencies so that filtration will most likely be required for construction during the long range plan . -52- SECTION III - CAPITAL IMPROVEMENTS PROGRAM -53- SECTION III - CAPITAL IMPROVEMENTS PROGRAM The preparation of a capital improvement program for the water system is extremely difficult at this particular time. We anticipate that there will be new State and Federal regulations concerning the quality of public water sup- plies . These regulations could have a bearing on the extent of needed improve- ments . Federal grant programs which were providing monies for construction of the water improvements have been frozen. It is now questionable if any Federal funds can be obtained to assist in the construction of improvements to a water system . However, if more stringent Federal regulations were to be imposed upon the City, there is always the possibility that grant monies would be appropriated to accompany the new regulations . In any event, there is much uncertainty as to the degree of water treatment that will be required and the amount of grants that will be available . The proposed capital improvements program is itemized in Table No. 6 , Page 55 . As noted in the capital improvements program, a major revenue bond issue is needed to finance the plan for immediate needs . We have, therefore, prepared a financial plan to provide the necessary revenues to construct the recommended improvements and to operate the system. The financial plan is based on the recommended improvements of surface supply with a 400 mg storage basin. We propose that the City continue to finance the operation of the water system through monies obtained from a user charge which is paid by each -54- o Ca r� o b) C) C7 0 0 �n o C) In LO ern Q w-I 4' cfl en C7 C5 0 p) c� C97 C9 O Q � � o Ua N �' a 7 T3 " C7 C5 qy CA m yr � ro C? C7 C) C] C7 d CD C) CDC� C) oC) 4-J {..I.t C) C) L'7 Q Q C_7 1,f7 ro � co r) C5 C) c� m -t r^•f N' cp Q 1-0 N tV F-: rnU") -q L I" e-4 rr L/ r (D o C� o . b) a Lq r. k m w va o c] Ca E�+ CD (n CD f CL m m x. CN N 1,4 W o o Q < I CD (0 CS o o 4-2b� r-w ---4' In C) Ir] 0) 0 O R1 w M C� a) � C? +y i� O � C7 0 o p p CJ o ^" � U Q, Q O C? Q CJ C p 4. ftl C?u� C? C7 O u y In h 70 "I� CD M m C? C C j L N r-I - C7 +� (n �I -0 E r^+ U7 (d y-I Ul o III � rxt� ro � u� eo 0 0 td O b ���......��� .� EE""+ 0 > pul � H Nr15 L. rl� -55- residential , commercial, or industrial service that is connected to the City's water system. The City has included in the past, the repayment of major capital improvement items from monies obtained from its users charge . However, the capital improvements paid from this source of revenue have been for supply, storage, transmission, and major reinforcement of the distribution system. The construction of distribution piping to serve new areas has been financed through special improvement district bonds . The only exception has been the major feeder mains . Water users revenue has not been used to finance the expansion of the distribution system. We propose to continue this policy of limiting the capital expenditures to the construction of supply, storage , transmission, and major feeder mains . A revenue bond issue is proposed to finance the $4, 525 ,000 required for the immediate needs . A new rate structure has been prepared which will pro- vide monies to repay the bond issue and to have sufficient revenue to finance the five to ten year plan on a pay-as-you-go basis . The City has an outstanding bond indebtedness which will have a balance due of $470 ,000 on July 1 , 1974. It would be later than this date before additional bonds would be sold to finance the proposed improvements to the system . We have considered the revenues needed to finance a new bond issue in addition to continuing payments on the existing bond issue , and as an alternate , to refinance these bonds in one consolidated issue . -56- To obtain competitive interest rates on the open market it is necessary to provide revenues over and above the amount required to make the annual payments on bonded indebtedness and operate the system . However, the additional monies which are obtained can be used in subsequent years for capital improvements to the system . The capital improvements program lists additional improvements that are needed in the five to ten year period and during the long range period. The amount that is required during the long range period is contingent upon changes in the State and Federal regulations relating to the treatment of public water supplies . However, the financial plan as prepared provides sufficient monies to construct the foreseeable improvements other than those for filtration . The City has two options in preparing a financial plan with relation to the bond issue . One is to recall the oulstandtng debt and include it in the new bond issue . The rate on the outstanding bond is approximately 3 percent and the last payment on this bond issue is scheduled to be made )Line 30 , 1984 . Since the interest rate on the current bond market is approximately 52 percent, the City could save a considerable amount by retaining this outstanding bond issue and paying it off as per the original schedule . The interest rate on the new bond issue may be affected because of the outstanding indebtedness , which may have a prior claim on the revenues from the 'Water Department . Prior to proceeding with the bond issue the City of Bozeman should retain a fiscal con- sultant to review the outstanding bond issue and to advise the City as to the best procedure for them to follow, considering both the interest to be saved on -57- the outstanding issue and the effect an outstanding issue wou.icl have on the interest rate to be paid on a new and much larger issue . If the outstanding bonds are paid off separately from a new issue , the monies required to finance both of these issues simultaneously are itemized as follows: Construction Cost: $4, 525 ,000 , 6 A, 30 years $328 , 968 Debt Service: 0 .25 82 , 242 Existing Debt Payment: 63 , 863 Existing Debt Service: 31 , 932 $507,005 In preparing the revenue requirements as itemized above, we have used a 30 year bond issue at an interest rate of 6 percent . Since it is anticipated that it will he over a year before this issue is placed on the market , it is difficult to predict what the interest rate will be at that time . We have , therefore, used a rate somewhat higher than the current market . On the new issue we have used a debt service factor of 0 . 25 . This , combined with the debt service on the out- standing issue , would provide approximately $114 ,000 per year, which could be used in subsequent years for capital improvements . We have also prepared a schedule for revenues required if the outstanding bond issue is recalled and combined with the new issue . The needed revenues under this method are tabulated as follows: -5 8- Construction Cost: $4, 525 ,000 Outstanding Dcbt: 4-70 , 000 $4,995 , 000 , 6`%,, 30 years $363 , 136 Debt Service: 0 .30 108 ,942 $472 ,078 On this alternate we have also used a 6 percent interest rate for a 30 year bond issue . The debt service factor as noted above has been increased to 0 . 30 and will provide approximately $109 ,000 , which is sufficient to finance capital improvements during the five to ten year plan . In preparing our rate structure analysis , we have used the higher figure of $507,000 as the net revenues to be obtained to finance a bond issue . This is a conservative approach . However, it is the alternate that may have the lowest overall long range cost to the City of Bozeman . If a fiscal consultant should recommend recalling the outstanding bonds , there would be sufficient revenues to finance this method under the rate structures we have prepared. The following table shows the operating revenue , operating expenses , revenue bond payment requirements , and the amount available for capital improve- ments . Included in the table are the actual figures for these items as taken from the audit for the fiscal year July. 1 , 1971 through June 30 ,1972 . We have item- ized the expenditures for the proposed bond issue including an adjustment in the costs to operate the expanded facilities . The revenue to be derived from water sales through a new rate structure has also been increased. We have then -59 - projected the revenues and operating costs to 1980 . These projections are based on the same percentage increase that the City has had during the last 7 years , both in revenue and in operating costs . A higher rate of increase for the operating costs has been used because we feel that the current inflation- ary trend is somewhat higher than in the past years . Based on these estimated projections , the combined debt service factor will increase from 1 .29 for 1973 to 1 .53 by 1980 . It is projected that the amount available for capital improve- ments will increase from $114, 100 in 1973 to $201 ,300 in 1980 . TABLE NO. 7 WATER DEPARTMENT REVENUES AND EXPENDITURES Actual Proposed for Projected Revenues 1972 Initial Operation 1980 Water Sales $310 ,500 $677,000 $873 ,000 Installation of New Services 29 ,000 35 ,000 45 ,000 Fire Hydrant Rental 3 , 500 3 ,500 4,000 Fire Lines for Building Sprinklers 500 1 ,000 Miscellaneous 1 ,000 1 ,000 1 ,000 TOTAL $344,000 $717,000 $924 ,000 Expenditures Operating Expenses 189 ,500 210,000 342 ,000 Net Revenues before Depreciation 154, 500 507,000 582 ,000 Revenue Bond Payment 67,800 392 , 800 380 , 700 Available for Capital Improvements $ 86,700 $114, 200 $201 ,300 Debt Service Factor 2.28 1 . 29 1 .53 -60- Because a major increase in the water rates is necessary, we have made a complete evaluation of the rate structure to determine the amount of rate increase which is appropriate for each classification of customer. We have used the base-extra capacity method, as described in the A.W ,W,A , Water Rates Manual, Ml , Second Edition. In the base-extra capacity method, all costs are separated into three components: base cost , extra capacity cost, and customer cost .. Base costs are costs that tend to vary with the quantity of water used, or commodity costs , plus those operating and capital costs associated with ser- vice to customers under average load conditions , without the elements neces- sary to meet water-use variations and resulting peaks in demand , Base costs include operating costs of supply, treatment , pumping , and distribution facili- ties , as well as capital costs for water-plant investment associated with serv- ing customers to the extent required for a constant , or average , annual rate of use . Extra capacity costs are costs associated with meeting rate-of-use require- merits in excess of average, and include capital and operating charges for additional plant and system capacity beyond that required for average rate of use . 'These costs have been subdivided into costs necessary to meet maximum hour extra demand and maximum-day extra demand. Customc-r costs comprise those costs associated with serving customers irrespective of the amount of water used or maximum demand. They include meter reading , billing , and customer accounting and collecting expense, as -61 - well as maintenance and capital charges on meters and services . Each component of a water system is designed on one of three possible demand conditions: average annual consumption, maximum day demand, or maximum hour demand. The design criteria depends upon component's individual function and its relation to other components within the system . On some portions of the system additional consideration is given to fire flow requirements . We have limited our evaluation to the three demand conditions . The base costs are related to average annual consumption , while the extra capacity costs are determined by the maximum day and maximum hour demands . The pumping records for the City of Bozeman have been used as a basis to allocate the percentage of the cost to be distributed to the base costs and the extra capacity costs . In Bozeman, the maximum day recorded to date is 11 .73 mg per day. In 1972 the City averaged 5 . 195 mg per day for the entire year. This means that the maximum day was 2 . 258 times the average day. The amourit allocated to base cost or those items which relate to the maximum day would be on the ratio of 1 to 2 . 258, or 44 percent would be allocated to the base cost and Vie remaining 56 percent would be allocated to the maximum day. Water consumption records for the City of Bozeman do not provide sufficient information to determine the actual maximum hour . Consumption records through- out Montana and other parts of the country indicate that the rate of consumption during the maximum hour is approximately twice the rate of consumption during the maximum day . The allocation of costs for those Improvements related to -62 - maximum hour would, therefore, be on the ratio of 1 to 4 .516 , or 22 percent would be allocated to the base cost and the remaining 78 percent to the maximum hour. On this basis the allocation of the plant investment has been prepared and shown on Table No. 8, Page 64. The value of the existing plant has been taken from the 1972 audit of the Bozeman Water Department . The value of the capital improvements are those proposed under the recommended improvements in this report. The cost of each of the line items of the existing plant and capital improvements has been allocated to base cost and extra capacity costs as discussed above . The transmission lines which are located above the storage reservoirs are designed on the maximum day demand basis , whereas those transmission lines leading from the reservoirs into the distribution system are designed on the maximum hour basis . Distribution and storage are designed for the maximum hour while treatment is designed for the maximum day. The allocation of the operating and maintenance expenses has been pre- pared on the same basis as that for the allocation of the plant investment. These allocations are shown on Table No. 9, Page 65 . The City of Bozeman cost accounting procedures do not provide an itemization of costs in the cate- gories necessary to allocate the operating and maintenance costs . We have reviewed the costs of operations with City officials to obtain a breakdown of the costs to the items listed in Table No. 9 . Future accounting procedures could be adjusted to better relate the actual expenses for each of these items -63- TABLE NO. 8 ALLOCATION OF PLANT INVESTMENT - 1972 Total Extra Capacity Cost Customer Existing Plant Plant Value Base Cost Max. Day Max. Hr. Cost 56% 78% Transmission (above storage) $ 385 ,000 $ 169 ,400 $ 215 , 600 ---- ---- Transmission (below storage) 386 ,000 85 ,000 ---- $ 301 ,000 ---- Distribution 812 ,000 178,600 ---- 633 ,400 ---- Services & Meters 150 ,000 ---- ---- ---- $150 ,000 Storage 214, 000 47 ,000 ---- 167,000 ---- Treatment 405 ,000 178,200 226 , 800 ---- ---- Equipment 99 ,000 99 ,000 -- ---- ---- Water Rights & License 158,000 158,000 ---- ---- ---- Shop, Yards , & Garage 39 ,000 39 ,000 ---- ---- ---- TOTAL, Existing Plant $2 ,648,000 $ 954 , 200 $ 442 , 400 $1 , 101 ,400 $150,000 Capital Improvements Transmission Line $1 ,916,000 $ 602 , 800 $ 461 , 400 $ 851 ,800 ---- Distribution 272 ,000 60 ,000 ---- 212 ,000 ---- Storage 543, 000 119 ,500 ---- 423 ,500 ---- Reservoir 1 , 100 ,000 484,000 616,000 ---- ---- Treatment 550 ,000 242 ,000 308,000 ---- ---- Controls & Valving 144,000 144,000 TOTAL, Capital Improvements $4,525 ,000 $1 ,652 ,300 $1 ,385 ,400 $1 , 487,300 ---- Total to be Allocated $7 , 173 ,000 $2 , 606 ,500 $1 ,827 ,800 $2 ,588,700 $150 ,000 Percentage of Total 36 .3 25 .5 36 .1 2 . 1 -64- TABLE NO. 9 ALLOCATION OF OPERATING AND MAINTENANCE - 1972 Total Extra Capacity Cost Customer Distribution Expenses Base Cost Max. Day Max. Hr, Cost 56% 78% Salaries $ 36, 830 $ 8,103 $ ---- $ 28, 727 $ ---- Payroll Overhead 10,310 2, 268 ---- 8,042 ---- Equipment 8, 160 1 , 795 ---- 6,365 ---- Expendable Depreciation 18,600 181600 ---- ---- ---- Supply Salaries $ 11 ,110 $ 4,888 $ 6 ,222 $ ---- $ ---- Payroll Overhead 3 , 110 1 ,368 1 ,742 $ ---- ---- Equipment 2, 450 1 ,078 1 ,372 $ ---- ---- Expendable Depreciation 23 ,000 23 ,000 ---- ---- ---- Billing Cost Salaries $ 23 , 400 $ ---- $ ---- $ ---- $ 23 ,400 Payroll Overhead 6 ,550 ---- ---- ---- 6,550 Equipment 1 , 350 ---- ---- ---- 1 , 350 Expendable Depreciation 3,000 ---- ---- ---- 3 ,000 General Administration Salaries $ 24,010 $ 24,010 $ ---- $ ---- $ ---- Payroll Overhead 6 , 720 6 ,720 ---- ---- Office Rent 10 ,000 10 ,000 ---- ---- ---- Expendable Depreciation 1 ,000 11000 ---- ---- TOTAL $189 ,600 $102 , 830 $ 9 ,336 $ 43 ,134 $ 34, 300 Percentage of Total 54.2 5 .0 22 .7 18 . 1 -6;5- so that any future rate structure studies would have a more detailed breakdown for use in allocating the costs . Table Nos , 8 and 9 denote the percentage of the total cost which should be allocated to base cost, extra capacity cost, and customer cost. To pre- pare a new rate structure it is necessary to apply these percentages to the operating costs and to the capital costs . Table No. 7, Page 60, indicates that the new rate structure should provide $677,000 when it is first put into application . Also indicated are other sources of revenues other than from water sales . The table indicates that initially the operating and maintenance expenses would be $210 ,000 and the net revenues required for bond payment and debt service factor would be $507,000 . Since $40,000 is anticipated from sources of revenue other than water sales , we have reduced the total operating expenses to be allocated from $210 ,000 to $170 ,000. It should be noted that approximately $35 ,000 of the $210 , 000 operating cost is for the installation of new services which are charged directly to the property being served. Table No. 10 , Page 67, has been prepared to illustrate the allocation of cost to the various components for both operation and maintenance and for plant investments . Before the base cost, extra capacity cost, and customer cost can be allocated to the various classes of customers , it is necessary to determine the usage characteristics of each of these customer classes . Table No. 11 , Page 67, has been prepared to show the usage characteristics along with the number of services and the present revenue being derived from each customer classification . -66- TABLE NO . 10 ALLOCATION TO COST COMPONENTS Operating & Cost Component Maintenance Plant Investment Total Base Costs 54.2% $ 92 , 100 36 .3% $184,000 $276 , 100 Extra Capacity Costs Maximum Day 5 .0% 8,500 25 . 5% 129 ,300 137 ,800 Maximum Hour 22 .7% 36 ,600 36 . 1% 183 ,000 221 ,600 Customer Costs 18 . 1% 30,800 2 . 1% 10 . 700 41 ,500 TOTAL $170 ,000 $507 ,000 $677 ,000 TABLE NO . 11 ANNUAL WATER USAGE AND REVENUE July 1 , 1971 , to June 30 , 1972 Usage Customer Class No. of Services Ccf Revenue Metered Residential 2 ,393 Winter (7 mos .) 143 , 580 $ 62 , 697 Summer (5 mos .) 287,160 66,525 Unmetered Residential 905 Winter (7 mos .) 63 , 350 20 ,815 Summer (5 mos .) 135, 750 24, 164 Commercial Metered 517 379 ,197 97 ,982 Unmetered 26 4,680 1 ,300 Municipal Public Fountains , Parks 31 29 ,000 3,959 Montana State University 1 303 ,400 33 , 140 Fire Protection (Hydrants) 365 ---- 3 , 540 TOTAL 4, 238 1 ,346, 117 $314, 122 Water Losses 1 , 171 , 693 Total Water Drawn 2, 517,810 -6 7- To correspond with the present rate structure the customer class has been divided into the metered and unmetered residential, commercial, municipal, and the Montana State University. By studying the billing records of the City of Bozeman, we were able to estimate the amount of usage for each of these customer classes . The usage has been divided into winter and summer for the residential classes since the existing rate structure allows for an irrigation rate during the five summer months . The table also includes an estimated revenue that is obtained from each of these customer classes . Since the public fountains and municipal parks are unmetered it was necessary to estimate the amount of usage based on records in other cities . To determine the usage of each of these customer classes during the maxi- mum day and maximum hour, further evaluation of the usage characteristics was necessary. Table No. 12 , Page 69, shows the usage for each customer class during the maximum day and the maximum hour. However, it should be noted that the ratio of the maximum day to the average usage varies with the different classification . The study of the records indicated that Montana State University had the lowest ratio of 1 to 1 .5 . The metered residential and metered commer- cial had a ratio of 1 to 2 . 25 . Since the unmetered residential and unmetered municipal parks do not have an actual recorded flow, it was necessary to estimate their usage . Records throughout the country indicated that unmetered users have a higher ratio on the maximum day to the average usage. A ratio of 1 to 3 . 25 has been used for the unmetered classes of customers. We have, -68- therefore, prepared this table based on the study of the records and made adjust- ments according to experience in other localities . Table No. 12 indicates the maximum day which has been used as twice the maximum hour rate for all customer classifications . Since there are no specific records for the usage in Bozeman for each of these customer• classifications studies in other areas were used as a basis for these projections . TABLE NO. 12 CUSTOMER CLASS USAGE Customer Annual Ratio Maximum Day Maximum Hr. Class Usage-Ccf Max. to Average Ccf r. Ccf da Ccf/day Residential 430,740 2.25 969,160 2 , 655 5 ,310 Metered Residential 199 ,100 3 . 25 647,070 1 , 773 3 , 546 Unmetered Commercial 383 , 877 2 .25 863 ,730 2,366 4; 732 Municipal 29 ,000 3 .25 94,250 258 516 MSU 303 , 400 1 .50 455 ,100 1 : 247 2,494 TOTAL 1 ,346 , 117 2 .25 3 ,029,310 8, 299 16,598 Having established the total annual usage, it is therefore possible to deter- mine the unit cost of supplying water as related to the base cost. The unit cost for the extra capacity cost can now be based on the maximum day usage and the maximum hour usage . The customer cost, of course, is related directly to the number of services that are served by the City. Table No. 13 : Page 70, has -69- been prepared to illustrate the distribution of the total operating expense and capital charges to the various units of usage to determine the actual unit cost for each of the items . TABLE NO. 13 DETERMINATION OF UNIT COST Operating Expense Capital Expense Total Total Unit Cost Total Unit Cost Unit Cost Cost Item Units Cost Per Ccf Cost Per Ccf Per Ccf Base Cost 1 ,346 ,200 Ccf $ 92 , 100 $0 �0684 $184,000 $0 . 1367 $0 .2051 Extra Cost Maximum Day 8, 299 Ccf/day 8,500 1 .0242 129 ,300 15 . 5802 16 .6044 Maximum Hr. 16 , 598 Ccf/day 38,600 2 .3256 183 ,000 11 .0254 13 .3510 Customer Cost 3 , 873 Ea. 30 , 800 7 .9525 10, 700 2 . 7627 10 .7152 TOTAL $170 ,000 $507 ,000 Once the unit cost has been determined for each category - annual usage , maxi- mum day, and maximum hour - it is then possible to apply these unit costs to each of the customer classes . The following illustrates a typical allocation of the unit cost to the customer class . TYPICAL COST ALLOCATION TO CUSTOMER CLASS Metered Residential Usage Unit Cost Total Base Cost 430 , 740 Ccf $ 0 . 2051 $ 88,345 Extra Capacity Cost Maximum Day 2 ,655 Ccf 16 .6044 44,085 Maximum Hour 5 ,310 Ccf 13 .3510 70, 894 Customer Cost 2 ,393 Ccf 10 . 7152 25 . 641 TOTAL $228,965 -70- The allocation of the total cost of each of the customer classes has been computed as per the above example. Table No. 14 , below, summarizes the allocated cost of providing service to each of the customer classes . This table also indicates the present revenue being derived from these customer classes and the percent increase required in each class to provide the increased revenue needed to finance the proposed bond issue and continue to operate the system . Table No. 14 also includes the estimated revenue based on a new rate structure as discussed on the following pages . TABLE NO. 14 ALLOCATION OF COST TO CUSTOMER CLASS Computed New Rate Allocated Present Percent Structure Percent Customer Class Cost Revenue Increase Estimated Revenue Increase Residential $356 ,250 $174, 200 105% $372 ,000 114% Commercial 187,000 99 , 300 88% 196 ,000 98% Municipal 17,550 4,000 339% 17,600 340% M SU 116 ,200 33 , 200 250% 106 , 700, 221% TOTAL $677,000 $310 , 700 $692, 300 Since we are proposing that all services be metered we have combined the metered and unmetered services for customer class in projecting revenue from the new rate structure. Before rate structure can be developed, it is necessary to determine the usage for each customer class for each rate block . We propose to use the same rate block -71- that is currently being used by the City of Bozeman . We have determined the amount of usage for residential users , commercial users, and Montana State University. The estimated amount used by residential users has been deter- mined by the study of the billing records of the City of Bozeman. We have also compared these usages in the various rate blocks with those in other cities and found that Bozeman has similar characteristics for residential and commercial usage . The commercial usage rate blocks have been determined by an actual com- pilation of the top 15 commercial users plus a study of the remaining user's to estimate the total usage In each rate block. The consumption of Montana State University is based on actual consumption records , In preparing the proposed rate structure we have used the unit cost of water as previously discussed and itemized in Table No. 13 . For the first 500cf rate block, each customer should pay for the 500 cf used at the rate of 20 . 5� per hundred cf. The user's share of the maximum day cost and maximum hour cost for 500 cf amounts to 51� for the maximum day and 83� for the proportional share of the maximum hour. The customer cost as previously itemized amounts to $10 .72 per year or $0 .90 per month per customer regardless of the amount of water used. The entire amount of the customer cost should be recovered in the first rate block. We would propose that the City continue to allow a 25� discount for the accounts paid by the tenth of each month. This should also be added to the first rate block. The sum of all of these allocations to the first rate block is $3 .51 . -72- The City of Bozeman has an irrigation rate which has been considerably less than the rate charged for water during the winter months . This irrigation rate applies to water used during the five summer months in excess of the average used during the remaining seven months . City officials have indicated that they would prefer• to continue with an irrigation rate during the summer months . A high rate during the summer months would discourage people from using water for lawn irrigation. Although this would be for the best interest of the Water Department, it is felt that for the overall development and beautification of the City of Bozeman , an irrigation rate is in the best interest of the community. If this lower rate is to be applied during five months of the year, it is necessary that the first few rate blocks be charged at a rate above the calculated amount to provide the total income necessary to operate the system . Figure 5 illustrates the consumption at the various rate block levels for, residential , commercial, and Montana State University, As noted in this table, the vast bulk of the consumption by Montana State University is in the rate block over, 50,000 cf.. Based on the allocated cost for Montana State University, 0)e rate charged for the largest rate block should be $3 . 80 per thousand. It should be noted that this compares with the $6 .52 per thousand for the initial 500 cf rate block. In preparing a new rate structure schedule, the existing schedule should be taken into consideration and the percentage increase over the existing rate considered in each rate block. Of course, the percentage increase for each -73- w Fr a ~ ~ o � � a w 0 o �- z > o w w F- L Q zD O O U F- U m (n w U V g z Ir O = W U O H a. O z O O Lv o � � w a w w z J a O Q O 3 t= o z - W O_ ji W O O O O O O O O O O O O O 0) 00 ti (D U) d rn N — PER CENT OF TOTAL USAGE FIGURE 5 customer class should also be considered. Table No. 14, page 71 , illustrates the allocated costs for each customer class, the present revenue derived from that class under the existing rate structure, the percent increase that would be required from each customer class to provide the necessary revenue; and the projected revenue based on the new rate structure that is proposed herein. Since one of the largest percentage increases is for Montana State University, we have proposed that the rate block for over 50 ,000 cf be reduced from the calcu- lated amount of $3 . 80 to $3 . 50 per thousand , We also propose that this rate be used for summer time irrigation for residential users, Even though this would represent a large increase in the irrigation rate for• the residential users , it would fit into a rate block schedule.. as shown on the following page. Since the con- sumption records in Bozeman indicate a high summer time water usage , it would appear that there would be some advantages to the Water Department in having a high percentage increase in this irrigation rate.. However, it should be noted that this rate would be considerably less for the average residential user• than it would be paying during the winter months _ Most of the residential usage even d-ur;.ng the summer is in the first three rate blocks, The estimated revenue from both the present and the new rate structure is based on the estimated consumption of each of the customer classes . For the residential class it was necessary to estimate the usage during the winter months and that in excess of this amount that would be charged as the irrigation rate during the summer months . -74- During the initial phases of any substantial increase in the water rate, it can be expected that there will be a resistance to the rate increase in the form of reduced water usage . We have , therefore , prepared our rate structure to provide revenue somewhat in excess of the amount that is needed. (See Table No. 14.) Although we have projected our revenues based on past consumption figures , we feel, there will be some reduction in the consumption during the initial stages of the new rate structure . We feel that this safety factor or small increase in the projected revenues is necessary to assure that adequate funds will be available to operate the system . The proposed rate schedules are as follows: BOZEMAN PROPOSED METER RATE STRUCTURE All Users Per Month First 500 cu . ft . (minimum charge) - - - - - - - - - - 5 . 00 Next 1 ,000 cu . ft . - - - - - - - - - - - - - - - - - - - 6 . 50 per 1000 cu . ft . Next 1 ,000 cu . ft . - - - - - - - - - - - - - - - - - - - 5 . 50 per 1000 cu. ft. Next 7 , 500 cu . ft . - - - - - - - - - - - - - - - - - - - 5 . 00 per 1000 cu . ft . Next 40 ,000 cu . ft . - - - - - - - - - - - - - - - - - - - 4.00 per 1000 cu. ft . All over 50 ,000 cu . ft . - - - - - - - - - - - - - - - - - - 3 . 50 per 1000 cu . ft . MINIMUM CHARGE.. PER MONTH FOR METERS 5/8 - 3/4 inch - - - - - - - - 5 .00 3 inch - - - - - - - - - 80 .00 1 inch - - - - - - - - 9 .00 4 inch - - - - - - - - - 140 . 00 1-1/4 inch - - - - - - - - 14 .00 6 Inch - - - - - - - - - 300 .00 1-1/2 inch - - - - - - - - 20 . 00 8 inch - - - - - - - - - 550 .00 2 inch - - - - - - - - 35 .00 10 inch - -- - - - - - - - 800 .00 IRRIGATION THROUGH METERS--Residences Only: During May, June , July, August, and September @ 35� per 100 cu. ft . for all water used in excess of the average amount used during the non-irrigating months . ALL WATER RILLS SUBJECT TO A DISCOUNT OF 25 CENTS IF PAID ON OR BEFORE THE 15TH OF THE MONTII FOLLOWING DATE OF BILLING. -75 - We recommend that the City proceed with metering all services. Once this has been accomplished, an unmetered water rate structure will not be required. -76- SECTION IV - SUMMARY AND RECOMMENDATIONS -77- SECTION IV - SUMMARY AND RECOMMENDATIONS An evaluation of the City's water usage trend and the projected population growth for the City indicates that an additional 10 mgd of water supply will be required by the City within the next twenty years . Consideration has been given to expanding the City's present surface supply or developing ground water wells in an area west of the City . We recommend that the City continue with the surface supply because of the lower long range construction cost and the lower operating costs . We recommend that the surface supply be developed with a 400 mg storage basin with 200 mg to be included as part of the initial construction program and the remaining 200 mg to be constructed at a later date . This storage basin will be used to supplement the water taken from the mountains during the summer months and will also provide flexibility by providing supplemental flows during the late fall of the year when icing of the intake structures has been a problem . By constructing this large storage basin, the water rights for the City would be less . The large basin would also provide initial treatment of the water, which may make it possible to defer construction of the filtration plant for a longer period of time than if the surface water were developed without a large holding basin . We recommend that the City instigate a construction program to be financed by a revenue bond issue . Included in this project should be water treatment facilities for adding copper sulphate ahead of the 200 mg storage basin and for chlorine , ammonia, and fluorine to the water taken from the storage basin; and -78- a clearwell is proposed for holding the treated water prior to discharge into the distribution system . The treatment facilities will be designed so that they can be readily expanded to add filters and reclaim pumping at a later date . The construction program should also include transmission lines to carry the water to the City and controls and valving to provide for better flexibility and operation. A 3 mg distribution reservoir is required to be connected to the transmission lines south of the City. A 3 mg distribution reservoir is needed in the Hyalite area to provide fire flows in the area and to equalize pressures during periods of peak water demand. Distribution feeder mains are required to provide the necessary fire flows within the existing distribution system and to allow for expansion into new service areas . These lines should be constructed on Durston Road, Oak Street, East Babcock Street, and on Garfield Street as shown on Plan Sheet No. 2 . A financial plan has been prepared as the basis for providing the necessary revenues to continue to operate the water system and to repay the proposed bond issue . This financial plan also provides monies which can be used in future years for capital improvements . As soon as sufficient funds are avail- able, the area north of the interstate highway should be isolated into a lower level pressure district. In conjunction with isolation of this area , a 3 mg reservoir should be constructed to serve the new pressure district . The financial plan includes a proposed new rate structure, which has been based on the City proceeding with metering of all water users . Since nearly all the commercial users and nearly 75 percent of the residential users are -79- metered, the City should be able to accomplish universal metering within a relatively short period of time . It will be necessary for the City to apply to the Montana Public Service Commission for approval of a new rate structure . In conjunction with the construction program , the City will need to obtain additional water rights. The large storage basin will require less water rights than would the development of the alternate surface supply . By 1993 the City will need 3, 766 mg per year. The City currently has the rights for 2 ,820 mg per year. This would require rights for 946 mg per year or 2 .59 mgd. This is equivalent to 160 miner inches or 2 , 896 acre feet . Since the City will need to take water at a higher rate during certain periods of the year, additional rights will be needed. The City should attempt to attain year around rights for about 300 miner inches and should also attempt to attain rights for flood waters to provide about 5 mgd for an additional 300 miner inches . Some of the existing rights of the City provide for taking at a higher rate during certain periods of the year. We feel that the first step the City should take is to obtain a water rate increase as per the financial plan proposed herein. The City should retain a fiscal consultant to assist in presenting the proposed new rate structure plan to the Public Service Commission and to prepare the proposed revenue bond issue . We feel that a bond issue should allow for issuing additional bonds at a future date with an equal claim on the revenue . As soon as approval of a new rate structure has been obtained from the Public Service Commission , the City should authorize preparation of detailed -80- plans and specifications so that construction bids can be taken at the earliest possible date . If there are no complications in proceeding with this program, it is anticipated that construction could begin during the 1974 construction season. However, if the construction of the improvements is delayed until the following construction season, an adjustment in the estimated construction costs would be necessary. The new water rate structure would have an effect on the City's current charge for sanitary sewer service . The sanitary sewer rate schedule is based on a percentage of each user's winter time water consumption. A review and adjustment of the sewer rates would therefore be necessary when a new water rate structure is put into effect. The City has the authority to change the sewer rates without the approval of the Public Service Commission. -81- ' f Al - I b rd ie u ;iN .7 AE 'WW I.A N I r 0 ? A ev j al f, _"%J .14 0 Y, 0 4 Cy 'J, j /A F0 T HBO z W jz'g. LEGEND od j .:-4 I- ,. I�, . .. , J. ) z 0 0z j�: z' W_ A*_ 7 LYMAN CREEK DRAINAGE AREA qly. VL �•, � Oi ¢ ti', ! ��� I _. p �,(I~''r ,Fr 1 �... ". ,-�e ){i• e, :,�.` .�v.' ,vl "j a. m3; a 'z R UP V -,. & I, . I , , n' m d. BOZEMAN CREEK DRAINAGE AREA Vl� i'o a -.4 Fr •Iv I r-.j%'1\ ef, 0 HYALITE CREEK DRAINAGE AREA 7: 1V 77 -.3 z lag C4 i z EXISTING SUPPLY MAIN 42" 1, 27 7 f w wo owz as to .0-' ft fK 36 0 WELL SUPPLY ALTERNAI-E Rps 4' =W J 0 15!211 .f _ 71 j IF 24"L.H ul a: N It G'MW x LONG RANGE PROPOSAL J i' ."e ;.'I'n s...q, a.rr. — Q _4 ,4 30 ry SURFACE SUPPLY ALTERNATE 7T Ito mow;,*%: . .1 36 SURFACE SUPPLY WITH r STORAGE BASINS 4. o 'oI H; Z -S 410go 8.000 2.0( 4e,",- _� R 4.000 Won o W atr V-j In L SCALE-I`= 4,000' U C THOMASI DEAN HOSKIN5 If nn • IL j-" . '4L_f ILL i GAG AI f-ALLS-80ZEMAN, MON ENGINEERING CONSULTANTS j c' AREAWIDE WATER 4. PLAN EXTEND TO 9 BOZEMAN, MONTANA WEILFJJELD 2 PROPOSED SUPPLY N I mj 1p -Lt� 3 !�_ .�.1 �s 1;- ,1rt 1y7 I I�y•' �� - (t r ....... i.ZIL:1 SYSTEM ALTERNATES UAlk IOU NO bMELt 873 NED CHECK 2 ED 3 I. . __lKT.H0MASL __T_H_T_ ------- --------- DRAWN APPROV90 7nTAI --9-.IL_ T.M.T. 5mteT5 �! 4N 14- to IF.K1.9 iO a' ¢ G --Jma� I 1 - c LL. IF III 12" .R I.. 1i�s +' 212.. m �- LEGEND {III 1 TIMI Ll — EXISTING FEEDER MAINS ❑_ O f I 18 fB p '!• ! >i $ .u•L111 N it,�•.•• O 6 �n� I�1I B Y n ^4 PROPOSED FEEDER MAINS ❑Cl[n w 6' B' a' � �' �1 _„12"�.R. FEEDER MAINS INCLUDED IN L C CI, _ ❑ 6•, 5-1 , ' LONG RANGE PROPOSAL �r' 1-7F 11-11-1 OCR -- - --- .----- .11=1 CICICIC�C7 ❑C, .=. N. B ty - n n❑��C �� �n � C- I rc �L—I.� ❑❑CIC C�J❑C���-II� �� - �; � I ------------ B• ❑_ ��lJ� 4.. � z 12" ' I ----------- _ .T—aJ II 6 I —.. 0 14" o mIli I4' 14 N 1 i Id, 10 14 14 24"(SURFACE OPPLY ALTERNATE 1 N 42"SURFACE SUPPLY WITH STORAGE BASINS9 0 0 800 16Q9_ 2�0 NI 'l �.--- '• T : �� �I-f IB"(WELL�Utsls L RNATE ij 36"SURFACE SUPPLY =m' >; SCALE,I'= 800' a ► °' V) I In THOMAS, DEAN & HOSKINS II J J '�W. I ENGINEERING CONSULTANTS ~ ' I GREAT IAI.Ir•OOZCMAN, MON Xm' n. , I AREAWIDE WATER PLAN J ,- �` ; I BOZEMAN, MONTANA L- - I PROPOSED DISTRIBUTIOI �'- ----------� SYSTEM IMPROVEMENT MAY, 1973 NO 72 sHcs' DeSIONCo CHFCKEO 3 r. T H THOMAS T W T [1a AWN APPQOVQO TOTAL -------------------. --_—_.I O.H. T.H.T. SHEE,9 i t7 t-%} `♦ ��'-yd� L` i'.a5 --1 1 .l o• ,_�( �. ,. ` I.- '�. �- L� I� - �� f !�rS ,I� __ -..` 'i\ r�.. - y� �.I� I ,•a t y`�`J.� ` J• ,, - �,.L L-..,, }�ZI - y 1 ' " ✓ y��i� { - \j_ `, _ -71='I ±"'`�♦'Py♦ t., l 8. a,•r. !.% -�`..�1 `. 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J, 2� �• r{a •rv� _1.3y .. - ' / - -'1 - _- T '••1-r y(� C%�'• ` G�F�yr-. ✓�' , t .E 3;-'� � \i,.- ,•. � � � i �4� 1I1�4 1 •i. ,_ ° � `��'•.' i 1 "' �l }t r/�J/ , ilr�9°s � � i• ' 4y�����-_A'•�1���-� �I��,r}- •v �� � �/'��A / �//��C ��. f � .1�, / 1 - 1. � _- / __� 'r � }{(til-a�\ '..�(M'-tiP/i!� `\ -S° •.�,�-•0 )..\\I�} (� I,b i Y // / r��i///i/j/,. •�1 r 1(() ,,- �^S 1 }_- "e�.`1' ,� /�T'- -'•�: M. •F .i `�T. f!"n -Li ..'r-,ter S o \, �„... P i ,� �''` 1 :• ',4 //�� Q; r 7- •mo �l /�/ /% c ! i ' I �, / 1--J ,i S^ �rJ� ; - ..: '1 wNw LEGEND 7 A nfl• _-- ''�_� -. � �%�r v.. •.. �"`�-. � , „M, I t `�v � Ca _ `,�.! i 1 � rs. � n f} - 1,�"; �%i` -" ''�', 1 �` � _ h-./ I" ( r�,�� ;ey\�,. o ` 9 �i✓,�/ •N. .�• r ' I Z'{ 7 -1 r �� ' ' - RR J S > (,• .4r.�... r-_m, I ,O�- >» i f / r//%�i. !� - a •:• `:r rtJ�o-^ �p,.f� :-_ .� I'rr rr_ i 7>'' `f�`y t �'' 1�, ,.�.J��d�'�L J 1�/r �—'. I m ► _ l Nib l r / / ./ - ///J °♦y / ` __ _ -� 2 _ _J �w '3 S �' oa�� ,// LOWER SERVICE AREA r.�. 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JI �r, ,,.° " a•..r �%� r//: � )�/� / 1 tL h" ��1 -�...I 1 y♦f�� "�•S'- �.� '� �'h I , i d• - % //,� ;7l/ / �� ,: °- �•.-�'•� _, .,ram .:. :..:� :��1 �jL,�� i� �� � M / /'�j/'/!j/ //// �j/ �/ " 5;%/, � ••, f,°x`Q,}. _ '°°y. � 1Vq .�. l.rr� .,,^1 1� �� Y• 'i1r. � 7- J f���*�j/I� %/////r� 1/�/' � t •v { �-....p �- 'n�- �j � `' �.. �,f D �� r�r•I _��J�� r _._ 1, AR;t' i� f�fl'� iA � ' // // /�./% •�_ VY:: o /L' �}� �•," '.' 1 ra '/'f ! �,.�`\_)L.' -� �1--�'I f fL�� .� _ tlMfv 1 ..�,/'/ 4r �T 4 ,JI:1 �1 �'♦r.:o _ -"/ • in• /���'�J �j<f�v/J/, % /f�/ / �/I. r .✓O C S 11d wr•� r." v., Ili r �^¢ �• t at• ,� I � �� N.!• n1A //// /���/i f�, i/'_��� /i%/ �'�N '� l m ✓n r' h' ��(' •`�� rf CI'• - 'S 1 '%��/. %/,� Y-'� /!j//f H/ ;rot /. �/ i. :,. � ,,. t'�" �t I •'� j ;'. •-�LY�!�-/. Y ,,,!r_ _1� _ • 'r � � ,.' � .� jet-I- 1 4,00 4 000 8 000 I C I m i� r -'.r ~�♦y a 1 /-/ �, ...! //.:'��•�/�/r / ,�: Oj ra- .J� 4'• �' ,:.� 7 a' I ,1- � k /F'a �� �J-ffi�-_ `` ! C J » r 1 T e M // / ♦�� Q!- » r.' /,.. P C 1'-'0 'n , _ , i `i L !a J 1 :i / %// //-:p-• ,f' W"Q " w / �a�L L__. _ I � � r» \_Y"1' SCALE°I��=4r000' 7 " 'i ///i•`� _ V -t�f'� •~ �• , I " - ` _ � I ENGINEERING CONSULTANTSTHOMAS, DEAN & HOSKINS IfIs GRE Al MAl L1-tlUZGMAN, h10N1 a �' ��.. � ® CSC '// � _____- __- - .._-_- �, `_ �'t -_ LIr `6.---•• -ail••,• •'-,.� f` �,. '�v• i1' L� A R E A W I D E WATER PLAN 1 � 1 BOZEMAN, MONTANA .' SERVICE AREA " - N PRESSURE� I � DISTRICTS ._.N " II V„. ,.r•.. ,-��~ _�- r�r4/.A _�_-_- •I i OO No .5-EE T a - ;I ° - - .^, I aAl A_tAA.L.1973_r J 44 72 DESIONE C..VCKEn ,, •._ _. t Z If �.. I i I ` i LH THOMAS T.H.T. 72 ---------L-------- .I UN AWN APPPOVrO AlE GH THJ WATER SUPPLY OUTLOOK FOR MONTANA w •r, v� ' K ► } 4 Ilk U. S. DEPARTMENT of AGRICULTURE SOIL CONSERVATION SERVICE collaborating with MONTANA AGRICULTURAL EXPERIMENT STATION IllluIIIIIIlul AS or IIIIIIIllllllul Data included ill iiiiu report %%Pre obtained Ih, aft-nciex named nbove in cooperation JAN. 1, 1977 with Federal. Suite- and private organization., li,1vt inside the hark cover of thi* report. III„II,,,,IIIIII„III,I„III,,,IIIIIII,IIIIII�IIII TO RECIPIENTS OF WATER SUPPLY OUTLOOK REPORTS: Most of the usable wafer in western states originates as mountain snowfall. This snowfall occumuiates during the wintor and sprinrd, sevurol months before tlzu snow merles and appears as stroomflow. Since Ike runoff from precipitation as srlow is delayed, estirncires of 5nowmelt runoff cart be made.: well in advanco of its occurrence. Struomflow forecasts published in this report are leased principally on measurement of the woter equivalent of the mountain snowpock. Forecasts become more accurate OS more of the duto ciFfeeting runoff are rrleasured. All fotecastsassume that climohe factors during the remainder of the snow accumulation and mull season will interact with a resultant aver'oye effect on runoff. Early season forecosts are therefore subject to a greater Chango than those made qn later dates. The snow course measurement is obtained by sompling snow depth and water equivalent at surveyed and marked locations in mountain ot'eas. A total of about ten samples are taken at each location. The: average of these are rerportad os snow depth and water equivalent. These measurements are repaoled In the saute locatiun near the saint; dales(Each year, Snow surveys ore ,node monthly or semi-mon0ily frorn January 1 through JUI'la I in rnosi states. There cre about 1900 snow courses in Western United SloteG and in rhrr Columbia Basin in British Columbia, Networks of automatic snow water equivalent and related data sensint,J devices, olonq with radio telenletty orre: expanding and will piovide a Continuous recoid of snow water and outer pol'orliel'er5 nt key locations. Detailed date) oil snow course and soil moisture rneo.suroments are presonterd in state and local reports. Othco' dale on reservoir srarag(1, summaries of precipitation, current streamflow, and soil ronktore conditions at valley tolevolions are also included, The report For Western United States presents a broad picture of water supply outlook conditions, including sckCled streamflow forecasts, sumrllol'y of snow accumulation to date, and 0orago in larger rk,servoirs. Sr7nw 5l)rvey and soil moisture data For the period of rocord are pvblished by the Soil Conservation Service by st{ate-5 about every five years. Data for the current yeor is sumnmrized in a West-wide bn7 ;c data summary and puis#isiletl about October 1 of Cock year_ c�fu= 2''bl Iv PUBI„l5HE:D BY SOI1 CONSERVAT10N SERVICE;, The Soil Conservation Service Fwltlishes reports following the piiiicipol snow survey dotes from January 1 through ,tune 1 in coaf7alafiprl with state W(itel' a J11iin4frotors, o9ritulturol experiment skilions and other5. Copies of file reports for Western United States and(III state reports may be obtained from Soil Comeivotion Service, West lectlnicol Seyvlca C ni'or, doom 510, 511 N,W, flroadway, Portlond, C?reclon 97209. Copies of state or-id local report, May a1So IN- obtained from state offices of tilt^ Soil Conservation Service in the Following states: STATE ADDRM Alosko Room 129, 2221 East Northurn Lights Blvd., Anchorage, Alaska 99.504 Arizono Room 3008, 4029 Federal Building, Pllaenix, AI'izcna 85025 Colorado (N. Mex.) P_ O. Box 17107, Deriver, Colorodo 80217 Idaho Rom) 945, 304 N. 801. 5t., Boise, Naha 83702 Montana P . Q , Box 1/3, Buzemori , Mollrana 59715 Nevada P. 0. Box 4850, Reno. Nevado 89505 Oregon 1220 S.W. Third Ave,, Portland, Oregon 97204 Utoil 4012 Federal 81dg,, 125 Sourly Stote St,, Salt Lake City, Uteah 84138 Washington 360 U.S. Court House, Spokane, Washington 99201 Wyoming P. O, Boat 2440, Casper, Wyoming 82602 TL,ts7r at� C t PUBL15HED BY OTHER AGENCIES A th kf Water Supply Outlook r'epoyrts prepared by other agencies include a report for California by the I'1 Water Supply Forecast and Snow Surveys Unit, Californio Deportment of Water Resources P. 0. IA r p�oL cnnstrtv,tilan nr wsrlB CP Box 388, 5acromento , California 95802 --- and For British Columbia by thle Depoomenl' of Lands, t BIGMS Willi rMi Coy SNOW suAvl.r Forests and Wetter Resources,Water Resources Service,Par'Iion'ierlt Building, Victoria, British Columbia g S�rtvpTtio'� USDA SC 54Y117IARD.Oil 1276 WATER SUPPLY OUTLOOK FOR MONTANA and FEDERAL - STATE - PItIVATE' COOPERATIVE SNOW SURVEYS hisrred b'I, R.M. DAVIS ADMIN is"f f2ATOR SOIL CONSERVATION SERVICE WASHINGT'ON, 0 C. III#IlIIII#I#Illlllllfillillllllllllllllllllllllll}lillllll#N11111111II111111111111I1#II1N1111111NlIIIIIIIIIIIIIIIIIIIIIIIIilllllll#il#II#IIIIII flelvas•r-r! by VAN K HADERLIF STATE- CONSERVATIONIST SOIL CONSERVATION SERVICE Bozeman, Montana IYY ,J Irr ��r,yul�c'rrrligrr rr•illr n J. A. ASLESON h DIRSCTOR Montana AgrieuItueal Experiment Suktion Y, K IIII#t#illlllll#IIIIIIIIIIIillllllllllllllllllillllllllllllllllllillllllllllllll#IIIIIItIiIIII#III#Illlllllllllllllll#III#IIII#1#IIIIIIIillllllllll •. lir•frw•1 lirrhrrrrr! !rti PHILLIP F. FARNES, Snow Survey Supervisor DONALD J, HUFFMAN, Hydrologist GERALD A. BEARD, Civil Engineer CINDY L. JONES, Clark/steno SOIL CONSERVATION SERVICL P.O. Box 98 Bozeman, Montana 59715 CONTENTS Page MONTANA WATER SUPPLY OUTLOOK . . . . . . . . . . . . I-2 SUMMARY OF SNOW MEASUREMENTS . . . . . . . . . . . . 3 MAP, MOUNTAIN SNOW WATER EQUIVALENT . . . . . . . . 4 SOILMOISTURE . . . . . . . . . . . . . . . . . . . 5-7 RESERVOIR STORAGE . . . . . . . . . . . . . . . . . S SNOW SURVEY DATA . . . . . . . . . . . . . . . . . . 9-11 MAP, SNOW COURSES AND RELATED DATA MEASURING SITES 12 COOPERATORS . . . . . . . . . . . . . Inside Back Cover MONTANA WATER SUPPLY OUTLOOK January 1, 1977 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Snow cover is poor in all drainages. Water * stored in the mountain snow pack is generally * 30 to 50 per cent average. Storms near the * beginning of the year have helped improve * conditions only slightly. * * Soils under the snoi,i pack are drier than * normal in all areas except for near average * soil moisture in the extreme :southwest * corner of the state. Unless * Unless drastic changes occur in the weather * pattern, water users throughout Montana can * expect well. below average streamflow next * spring and summer. * * * * * * * * * * * * * * * * * * * * * * * * * * * * COLUMBIA RIVER DRAINAGE Snow - Early season snow pack has been very light in all headwaters areas. Most snow course water equivalents were near minimum of record for this date. The density of snow pack is very light, generally in the 18 to 20 per cent range. Sail moisture under the snow pack is also below average. Streamflow - Volume forecasts of runoff will be issued after February 1 snow surveys. However, based on current snow pack and soil moisture conditions, runoff in the range of 60 to 75 per cent average is possible. The lack of high elevation snowy will result in a shortage of irrigation water early in the season. MISSOURI RIVER DRAINAGE ,Snow _ The mountain snow pack is deficient over the entire drainage. _1_ Snow water equivalent of the snow is generally in the 25 to 65 per cent average range-. Many snow courses have near minimum water equivalent of record for this date. Snow pack in the Highwood and Belt Mountains appears to he a little better, but still below average. Soils under the snow pack are drier than usual except for near average conditions in extreme headwaters of the Big, Hole and the Beaverhead Rivers. Streamflow - Volume runoff forecasts will be issued after. the February 1 snow surveys. Based on current soil moisture and snow pack, runoff during spring and summer months will be 50 to 75 per cent average. YELLOWSTONE RIVER DRAINAGE Snow - Snow deposition has been well below average in all areas. The current water level of the snow pack is 30 to 70 per cent average. Snowfall intensity increased during recent storms, but snow levels remain well below average. Soils under the snow pack are drier than normal. Streamf.low - Forecasts of streamflow volume will be issued after February 1 snow surveys. With current snow and moisture conditions, streamflows during the spring and summer months may be in the 55 to 65 per cent average range. -2- SUMMARY ®f SOW MEASUREMENT'S (COMPARISON WITH PREVIOUS YEARS) £bwnSar of THI"a YEAR'S SNOW WATER AS PE RCE N'T OF E Avftapd CME Ywr RIVER OASIM encVar SU&WiTERSHED c4xp San C:OLUMBIA RIVER DRAINAGE Kootenai .. Flathead 10 53 47 Upper Clark Fork 18 30 44 Lower Clark Fork 3 31 31 Bitterroot, 7 31 44 MISSpURI RIVER DRAINAGE Jefferson 11 24 34 Madison 8 20 29 Gallatin 10 31 45 Missourl Main Stem 7 42 61 Judith - Musselshell 4 58 81 Manias - Teton - Sun 3 52 45 Milk 3 6.5 .50 YELLOWSTONE RIVER DRAINAGE Yellowstone (above Bighorn) 14 30 48 Big Horn Little Big Horn Toclgue Powder W SASK.ATCHEWAN RIVER DRAINAGE Bow St. Mary's 1 65 36 -3 U oAKOTA No TH ca e ! \ z W ` N 4I LU �`•� "mow -�'" u, t ' C>'°y � .M e�•+.'^'..) {41 .. n. ;.e �',� gsW'fir'' / .. LLJ ) +fvi bt z w. z r e :.� �Sn�t;rk:f� ` .,4y� .r r �:��y5�,�1 !,{/j l •� � y� Q� � �3 �� � o *� '"",Q �",!�,.." to -.{,; ,�... :-.�U �``, �`� �f-c»• �.,, `,. ��� ui �J CD a 10 OO 0 J ..+• +.y ura J I . 11 I S M?-0-2113BB-L U 4 In r♦nrrn[Ui Or A4�nCinrU rr.9(in r;�•i�lnV+ripri[CTnC[....v:......r.......... SOIL MOISTURE No e be - 1976 DRAINAGE BASIN end/or STATION Profile(Inches) Soil Moisture(Inches) Date o1 Name Elev etlon Depth Capacity Survey This Cast Average t Y ear Year COLUMBIA RIVER BASIN Kootenai Baree Trail 3800 48 7.5 11-2 4.4 6. 7 5.6 Murphy Lake R.S. 3000 48 22.6 11-11 18.9 19.4 18.8 Raven 3050 48 23.0 11-2 13.5 14.4 16.1 Flathead Desert Mountain 5600 54 8.4 10-28 5.2 8.3 6.6 Manias Pass 5250 54 6.5 10-25 3.4 5.4 4.4 Clark Fork Black Pine 7100 48 10.0 10-28 7.8 8.7 7.9 Lubrecht Forest 4100 48 26.3 11-1 14.3 18.6 14.7 Seeley Lake R.S. 4030 48 11.9 11-2 4.9 10.6 4.9 Skalkaho Summit 7260 48 10.8 10-28 9.7 10.6 10.1 Bitterroot Gibbons Pass 7100 48 7.1. 11-1 5.4 6.1 4.9 Lolo Pass 5250 48 10.6 10-29 7.0 7.8 5.3 MISSOURI RIVER BASIN Beaverhead Lakeview 6700 48 15.3 10-31 11.6 13.3 8.6 Madison West Yellowstone 6700 48 6.5 10-31 2.5 2.4 2.7 Gallatin Bridger Bowl 7250 48 17.0 11-3 14.8 14.9 15.4 College Site No. 2 4856 54 17. 7 10-29 11.2 14.4 11 .3 Lick Creek 6860 48 18.8 11-2 14.6 16.3 16.6 Twenty-One Mile 7150 48 10.0 11-2 5.0 4.3 5.0 Missouri Main Stem Kings Hill 7420 48 11.8 - - 9.0 7.8 Stemple Pass 6350 48 5.9 11-2 3.1 5.6 4.0 Milk Beaver Creek 3950 48 20.9 10-28 6. 7 8.9 7.7 Rocky Boy 4700 36 10.1 10-28 6.1 9.1 7.9 F : Yellowstone Battle Ridge 6020 48 17.6 11-3 9.0 12.9 11.7 Northeast Entrance 7360 48 9.4 10-31 6.9 6.0 6.4 PMC Dryland 3700 48 20.7 11-1 5. 3 6.2 - 7-Average for period of record. -5- SOIL MOISTURE December 1976 DRAINAGE BASIN N,d/or STATION Profile(Inches) Sall Moisture(Inches) Oate of N acne Elevation Oapth CapauryI ] Survgy This I.aat Average t Year Yeer COLUMBIA RIVER BASIN Kootenai Baree Trail 3800 48 7.5 11-30 5.4 6.8 6.2 Murphy Lake R. S. 3000 48 22.6 12-3 19.0 19.4 19.2 Raven 3050 48 23.0 11-30 13.7 14.5 17.6 Flathead ' Desert Mountain 5600 54 8.4 - - - - Marias Pass 5250 54 6.5 11-22 3.6 5.8 4.8 Clark Fork Black Pine 7100 48 10.0 12-1 6.8 8.5 7.9 Lubrecht Forest 4100 48 26.3 12-3 14. 3 24.0 15.8 Seeley Lake R. S. 4030 48 11.9 12-7 5.1 11.6 5.9 Skalkaho Summit 7260 48 .10.8 12-1 8.6 - - Bitterroot Gibbons Pass 7100 48 7.1 12-5 4.6 6.0 4.8 Lolo Pass 5250 48 10.6 12-1 7.4 7.8 5.9 MISSOURI RIVER BASIN Beaverhead Lakeview 6700 48 15.3 10-30 10.0 12.1 9.4 Madison West Yellowstone 6700 48 6.5 12-1 1.8 2.0 2.6 Gallatin Bridger Bowl 7250 48 17.0 11-30 14.4 14.9 15.4 College Site No. 2 4856 54 17.7 12-3 1.0.2 16.5 13.1 Lick Creek 6860 48 1.8.8 11-30 13.5 - 16.1 Twenty-One Mile 7150 48 10.0 12-1 5.0 3.8 4.5 " Missouri Main Stem Kings Hill 7420 48 11.8 1.1-30 5.3 8.5 7.5 q Stemple Pass 6350 48 5.9 12-10 3.0 4 .8 4.0 Milk Beaver Creek 3950 48 20.9 11-29 6.6 8.5 7.6 s Rocky Boy 4700 36 10.1 1.1-29 6.2 8.5 7.9 Yellowstone Battle Ridge 6020 48 17.6 11-30 9.0 14.5 12.7 Northeast Entrance 7350 48 9.4 12-3 5.7 5.1 6.4 PMC Dryland 3700 48 20.7 11-29 5.7 5.9 - + Average for period of record. -6- SOIL MOISTURE January 1977 DRAINAGE BASIN and/or STATION Profile(Inches) Soil Moisture (Inches) Date o/ Name Elevation Depth I Capaclry Survey This Last Year Year Averese t COLUMBIA RIVER BASIN Kootenai Baree Trail 3800 48 7.5 1-3 4.7 - - Murphy Lake R. S. 3000 48 22.6 1-4 19.0 19.5 19.4 Raven 3050 48 23.0 1-3 13.7 16.0 17 .6 Flathead Desert Mountain 5600 54 8.4 1-3 5.2 8.6 7.0 Marias Pass 5250 54 6.5 12-15 3.6 6.3 4.9 Clark Fork Black Pine 7100 48 10.0 8.4 7.5 Lubrecht Forest 4100 48 26.8 12-29 14.0 23.7 14.9 Seeley Lake R. S. 4030 48 11.9 1-3 4.7 11.5 6.5 Skalkaho Summit 7260 48 10.8 - - - - Bitterroot Gibbons Pass 7100 48 7.1 12-29 3.6 6.0 4.7 Lolo Pass 5250 48 10.6 - - 7.8 5.9 MISSOURI RIVER BASIN Beaverhead Lakeview 6700 48 15.3 12-30 8.1 11.9 9.4 Madison West Yellowstone 6700 48 6.5 1-1 1.3 2.0 2.5 Gallatin Bridger Bowl 7250 48 17.0 12-29 15.6 1.4.7 15.5 College Site No. 2 4856 54 17.7 12-31 8.6 17.0 13.3 Lick Creek 6860 48 18.8 - - 14 .2 15.5 Twenty-One Mile 7150 48 10.0 12-31 2.2 4.1 4.4 Missouri Main Stem Kings Hill 7420 48 11.8 12-27 4.8 8.0 7.1 Stemple Pass 6350 48 5.9 1-3 3.3 5.3 4 .0 s Milk Beaver Creek 3950 48 20.9 12-30 8.0 8.7 7.6 Rocky Boy 4700 36 10.1 12-30 6.1 8.5 7.4 a Yellowstone Battle Ridge 6020 48 17.6 12-29 8.6 12.9 12.5 Northeast Entrance 7350 48 9.4 12-27 4.4 5.1 6.1 PMC Dr.yland 3700 48 20.7 6.6 - r Average for period of record. -7- RESERVOIR STORAGE (Thousand Acre Feet) END OF MONTH Bnsm or Sveam RESERVOIR Uuble Usable Storage CapaatY thif Yenr l a3t Ycnr A eta�r COLUMBIA RIVER BASIN Kootenai Koocanusa 5,694.0 3,736.0 3,734.0 - Flathead Hungry Horse 3,428.0 2,650.0 2,953.0 2,766.0 Flathead Lake 1,791.0 1,254.0 1,462.0 1,423.0 Camas (4) 45.2 14.9 16.6 22.1 Mission Valley (8) 100.3 43.0 54.8 31.4 Clark Fork Georgetown Lake 31.0 30.8 30.7 27.9 Lower Willow Creek 4.9 2.2 3.8 1.1 Nevada Creek 12.6 3.9 9.0 4.3 Noxon Rapids 334.6 322.4 295.5 320.5 Bitterroot Como 34.9 7.3 - 8.0 Painted Rocks 31.7 0.0 23.2 23.5 MISSOURI RIVER BASIN Beaverhead Clark Canyon 328.9 157 .5 158.0 138.9 Lima 84.0 - 43.7 31.2 Ruby Ruby 38.8 21.1 20.0 Madison Hebgen Lake 377.5 221.8 252.3 201.9 Ennis Lake 41.0 34.1 35.2 36.7 Gallatin Middle Creek 8.0 2.7 3.3 3.0 Missouri Canyon Ferry 2,043.0 1,887 .0 1,837.0 1,717.0 Hauser & Helena 61.9 62.5 61.9 59.6 Lake Helena 10.4 10.7 10.4 9.6 Holter Lake 81.9 79.3 80.0 71.3 Smith River 10.6 - 9.3 5.7 Bair 7.0 5.3 4.0 Martinsdale 23.1. 17.5 7.6 Deadman's Basin 72.2 44.9 54.4 41.2 Fort Peck Lake 19,140.0 16,641..0 18,180.0 13,450.0 Sun Gibson 99.0 59.0 65.1 36.9 Willow Creek 32.2 26.6 26.9 18.6 Pishkun 32.0 16.6 17.9 17 .7 r Marias Lower Two Medicine 11.9 - - Four Horns 19,2 - - Swift 30.0 23.9 1.4.1 Lake Francis 111.9 94.7 78.1 Tiber 1,347.0 534.3 583.0 579.1 Milk Beaver Creek 3.5 1.3 - Fresno 127.2 68 .6 101.6 59.0 c Nelson 66.8 48.7 52.2 44.4 Lake Sherburne 66.2 13.3 25.7 16.5 Yellowstone Mystic Lake 21.0 5.7 12.6 14.1 Tongue River 68.0 34.0 25.8 Cooney 27.4 12.2 13.4 Bighorn Bighorn Lake 1,356.0 947.9 914.8 880.8 Average based on 1958-72 period. - -' -8- AN THIS YEAR PAST RECORU DRAINAGE BASIN and/or SNOW COURSE Data Snow 0e0th I Water Content Water Content(inches) NAME Elevation of Survay (Inches) (Inches) Loot Year Aveurpn ARCH FALLS 7350 12/28 t2 2.2 9,5 g,5 BADGER PASS 6900 1/05 48 10.5A 21.5 21 .2 DANFIELD MOUNTAIN PILLOW 5600 1/01 SP 200 10.6 A.C, BASIN CREEK 7180 12/27 6 .8 - ,. BATTLE RIDGE. 6020 12/29 a 1.3 5.2 A10 FEAR PAW SKI AREA 5200 12130 14 1.6 - BIG COULEE 5200 12/28 16 509 2,8 BIG SKY 7700 12/29 18 3,5 9.1 7.2 [SIG SPRINGS ( ID) 6500 12/31 10 toe 10.5 7. 8 BLACK BEAR 7950 12/29 20 3e7 24,6 - BLACK BEAR PILLOW 7950 12/29 SP 5.3 21.7 - BLACK PINE 7100 12129 11 196 9.0 3.4 BLACK PINE PILLOW 7100 12/29 SP 200 11.3 5.4 BLUE LAKE 5900 1/05 28 5.0A 8.0 11 .8 SOXELDER CREEK 5100 12/30 17 3.2 - - BRIDGER BOWL 7250 12/29 24 5.6 17.8 1?.0 BRIDGER BOWL PILLOW TE50 12/29 SP 6.8 16.7 13.2 BULL MOUNTAIN 6600 12/30 5 .6 3.2 .. CAMP CREEK ( I0) 6800 12/29 0 .0 4,3 4.3 CANYON (WY? 7750 12131 17 3,2 10,4 1;. 1 CARROT BASIN 9000 12/30 23 4.4 20.8 17. 0 CARROT BASIN PILLOW 9000 12150 SP 499 16.2 10 .9 CHESSMAN RLSERVOIK 6200 12/28 4 1.3 1.6 1 .3 COLE CREEK 7850 12/29 14 3.3 1110 - COLE CREEK PILLOW 7650 12/29 SP 388 10.2 COMBINATION 5600 12/29 7 .8 3.0 2,6 COMBINATION PILLOW 5600 12/29 Sp 107 3.2 COOKE STAT10N 8150 12/27 25 4.4 14,0 - COYOTE HILL 4200 1/03 14 2..3 5.0 4. 5 DALY CREEK 5780 12/28 it 2,0 7,0 pEADMAN CREEK 6450 12/27 0 4,9 6.4 4.3 pEADMAN CRELK PILLOW 6450 12/27 eP 4,7 5.5 ti.8 DESERT MOUNTAIN 5600 1/03 16 3,8 5.2 7. 3 DEVILS SLIDE 8100 12/28 26 6.2 14. E 10. 1 DISCOVERY BASIN 7050 12/28 12 P*3 7.4 DIX HILL 6400 1/03 12 2.2 6.4 EMERY CHEEK 4350 1/03 19 3.8 4.6 - EMERY CREEK PILLOW 4550 1/03 SP 3.4 - FISH CREEK 8000 12/27 6 .9 - ., e FISHER CRELK 9100 12/27 42 7.9 26.2 14.4 FISHER CRELK PILLOW 9100 12/27 SP 9.4 24.3 14. 8 FLEECER RIDGE 7500 12/30 10 1.4 8.4 - FOURTH OF JULY 3450 1/03 4 .6 - - FRIDAY HILL 4620 1/03 16 3.8 W - FROHNER MEADOWS 6480 12/28 9 2.0 3.7 - FROHNER MEADOWS PILLOW 6480 12/28 SP 109 5.0 - GIBBONS PA55 7100 12/29 18 3.8 11.5 4.5 GRIZZLY PEAK 8400 12/29 13 3.2 10.3 11.7 Average based On 1958-72 period. A -Aerial observation; water content estimated. SP - Snow Pillow observation; water content only. -9- SHOW T141S YEAR PAST RFCORO _ DRAINAGE BASIN and/or SNOW COURSE Data Snow Depth Water Content Water Cuntent(inches) NAME Elavatlon of Survey (Inches) (Inches) Last Year Aerate HEDGEN DAN 6550 12/29 14 2.6 7,6 4.6 HELL ROARING DIVIDE 5770 1/03 31 7.2 11.6 14.1 HIGHW000 DIVIDE 5650 12/26 23 5.0 5.8 - HIGHWOOD STATION 4600 12/26 15 3.8 2.7 - HOLBROOK 4530 1/05 28 4.OA 5.0 4. 3 I-1000 MEADOW 6600 12/28 11 2.2 7.5 4.5 HOODOO BASIN PILLOW 6000 12/28 SP 6.4 23.4 19. 1 YSLAND PARK ( 10) 6310 12/32 8 1.4 8.8 A. 1 KINGS HILL 7500 12/27 24 4.3 8.5 - LAKE CAMP IWY) 7550 1/02 10 1.0 6.6 3. 5 LAKE CREEK 6100 12/29 8 1.1 6.0 - LICK CREEK 6860 Al2/28 10 1. 9 6.3 .4.9 LICK CREEK PILLOW 6860 12/28 sP 4.0 6.1 4.0 LOL.O PASS 110) 5230 12/28 26 4.2 13e8 11 . 7 LONE MOUNTAIN 8880 12/29 22 4e7 14,9 9. 8 LOOKOUT 41UP 5250 12/30 24 4.8 11.8 15.6 LOST HORSE, 5940 12/30 26 5.9 17.4 1 ?. 0 LUBRECHT FLUME 4800 12130 5 1 .2 3.4 "Sol LUBRECHT FLUME PILLOW 4800 12/30 gP 1.3 2.5 LUBRECHT FOREST # 3 5450 12130 8 1.2 3.8 3.2 LUBRECHT FOREST # 4 4650 12/50 4 .7 1. 0 1 . 8 LUBRECHT FOREST # 6 40k0 12/31 4 .6 1.2 1 . 8 LUBRECHT HTOROPL.OT 4200 12/30 9 ISO 3.5 :>. 7 LUPINE CRLEK (WY) 7300 1/02 12 1.6 8. 0 4. 4 MADISON PLATEAU 7750 12/29 13 2. 1 14.8 A. 7 MADISON PLATEAU PILLOW 7750 12/29 yP -4.2 15.3 ci.4 MARIAS PASS 5250 12/30 13 2.8 4.3 7. 7 MAYNARD CRLEK 6210 12/29 16 3.0 9.9 7. 4 MAYNARD CRLL• K PILLOW 6220 12/29 SP 4.2 6.0 15.4 MEADOW CRELK PILLOW! 4000 12/30 SP 3e4 .9 MOULTON RESERVOIR 6850 12/28 6 .9 - - MOUNT LOCKHART 6400 12/30 20 4.4 13.6 - MOUNT LOCKHART PILLOW 6400 12/30 SP 4.1 11.1 8. 3 NEWTON MOUNTAIN 5600 1/03 21 4.7 - h NOISY BASIN 6040 1/04 49 14.9 16.9 _ 0 NOISY BASIN PILLOW 6040 1/04 SP 12.2 16.2 - N NOISY CREEK 3600 1./04 8 1.2 1.0 - NORRIS BASIN (WY) 7500 1/04 25 2.2 7.7 4 .6 : NORTH FKe LLK CREEK 6250 1/03 1S 2.4 7.4 5.6 s NORTH FK, LLK CREEK PILL 6250 1/03 SP 2.3 8.1 4. 7 NORTHEAST LNTRANCE 7400 12/27 15 2.6 6.6 3.6 NORTHEAST LNTRANCE PILL. 7400 12/27 SP 2.3 7.1 4. 0 OLD FAITHFUL(WY) 7360 12/29 8 1.5 9.6 - 1 OPHIR PARK 7150 1/02 17 4.0 12.2 .. PETERSON MLADOWS 7200 1/03 in 200 6.9 75. 8 PETERSON MLAOOWS PILLOW 7200 1/03 SP 1o7 9.2 - PIPESTONE PASS 7200 1/02 0 .0 5.6 ?.3 POORMAN CRLEK PILLOW 5100 1/01 SP 4.1 11.5 12.1 RED TOP 5260 1/03 19 4.4 - .. ROCKER PEAK 8000 12/28 12 P. 3 10.4 t;.8 Average 6osvd On 1958-72 period. - Aerie o servatlon' water content�matc . SP - Snow Pillow observation; water content only, -10- SNOW IS YEAR PAST RECORD DRAINAGE BASIN and/or SNOW COURSS��ffy Water Content(Inches) ow Death Water Conlenc NAME nches) (Inches) Last Ynnr Avefagn ROCKER PEAK PILLOW 8000 12/28 Sp 2.1 11.4 7.2 ROCKY BOY 4700 12/30 11 1.6 - 1 .8 ROCKY NOY PILLOW 4700 12/30 Sp 2,94 3.4 1 .4 SADDLE MOUNTAIN 7940 12/29 20 4.2 16. 1 In.3 SADDLE MOUNTAIN PILLOW 7940 12/29 SP 4.3 16.8 11 .6 SAWTELL MOUNTAIN ( IU) 8710 12/31 15 1.5 17. 1 14.0 SHOWER FALLS 8100 12/28 30 7.6 15.5 11 . 0 SHOWER FALLS PILLOW 8100 12/28 SP 7.9 15.3 11 .5 SILVER RUN 6630 12/29 5 1.4 - SILVER RUN PILLOW 6630 12/29 0 .9 - SPOTTED BEAR MOUNTAIN 7000 1/05 20 3.5A 6.o 7. 2 SPUR PARK 8000 12/27 30 6.1 12. 7 9.2 SPUR PARK PILLOW 8100 12/27 Sp 7.4 13.3 lo.2 STORM LAKE 7780 1/03 15 3.0 9.7 5.6 SUCKER CRELK 39(,0 12/30 2 .3 SYLVAN PASS (WY) 7100 12/29 13 2..3 10.o mi. 7 TARGHEE PASS ( IO) 7000 12131 11 200 8.2 A. 5 TAYLOR ROAD 4080 12/30 11 1.4 - TEN FILE LUWER 6600 12/26 10 1.9 4.,j ?S. 1 TEN MILE MIDDLE 6800 12/28 12 200 7.7 4.9 TEN MILE UPPER 8000 12/28 13 5*2 8.6 r,. 0 TEPEE CREEK 8000 12/29 10 1.9 9.6 _ TEPEE CREEK PILLOW 8000 12/29 SP 1 .9 7.9 THUMB DIVIDE (WY) 7900 12/29 12 1. 3 11. 1 q.2 TV MOUNTAIN 6800 12/29 11 109 9.1 A. 0 TWELVEMILE CREEK 5600 12/30 ps 4.8 7.7 7.2 TWELVEMILE CREEK PILLOW 5600 12/30 SP 3.4 9.6 6. 2 TWENTY-ONE MILE 7150 12/30 14 2.2 10.6 7. 3 TWIN CREEKS 5580 1/05 15 2.5A 5.0 9. 7 TWIN LAKES 6510 12/30 32 968 24. 0 15. 5 TWIN LAKES PILLOW 6400 12/30 SP 6. 7 26.2 16. 5 VALLEY VIEW ( ID) 6500 12/31 8 1 .4 7.g 6. 3 WALDRON 5600 12/30 12 2.2 3.4 - WALDRON PILLOW 5600 12/30 SP 2.4 4,3 15.2 WEST YELLOWSTONE 6700 12/30 9 .9 8.6 4.6 WEST YELLOwSTONE PILLOW 6700 1/01 SP .g 6.7 111.8 WHISKEY CRLEK 6800 12/29 12 2.1 - _ i WHISKEY CRLEK PILLOW 6800 12/29 SP 1.9 11.7 . WHITE ELEPHANT ( ID) 7700 12/31 11 .7 14.0 - e WHITE MILL 8700 12/27 31 5.2 20.8 a WHITE MILL PILLOW 8700 12/27 SP 6.0 17.6 WILLOW CRELK 6500 12/29 9 1.5 5.4 a ^" 5 Average based On 1958-72 period. A - Aerial -observation; water content estimated. SP - Snow Pillow observation; water content only. -11- 1 r C N v u it 2 it o N IL 44, i Vol MIT S U • • —, .S i I-J - 14 nU�- �� . - O 4 UU � �•t.n �1.� � N `� � !� - •� `'u, .t':• �� Qq ram:, _ � ���fff 1.: n 1 , 17 n� .u�-l- r L, • I Mt �-'�T".. �n �� ^,�w•rf+�c _ WX J1�t 41, V MM '11!• !0 1,111 Pit It v g A tl vn n it .1.11 A m n n 1%; n 1,It%A 1,%A N P ;t I It!I !q A it w JP U U !Ov a S1 61 it A 11 A 31 4; it A 4A'r 4n�4 _ :'. 41 c 0,L,A kt a 9 k A V.ill L!:5 X U. 4 A'.1 4 -A 1R i.,L t!N 101 M:1 11 1 1. L. Id h 3 4. ett,,,n2 ri it,�AAAII"N "i Vill nv: 44 IEFIAWIV S:?. 1.11 P�v .'i ;2 14:1 ;j 1'.114 1 1Ayl R W;i; st r IT, u v "a; it cl 0 A A' n Y'!A .3 X x P ij'kIt 1. D ji� Vt, T T.9 Ti I.J 111.4 11 1. 11 ..... ..... ... ... ... ......... 71 IV TV! 1 Irl It iR...$ m A P,2 9 A A 7 R I; v 6 n de cla".All NEI YP r4 g r. n in.kaii' P}r m a.r'. .........% A 71 0 �h1 R 7 Ill R r.;.§ 'u,u:r'`savi. n !.tI§it R 2 A tj -Y "t v mn v . ............ 'I a AAA MAUNAA Al a :7 1l Agencies and Organizations Cooperating in Montana Snow Surveys GOVERNMENT AGENCIES Canada : Water Survey of Canada , Calgary , Department of the Env i r a n m e n t Water Resources Service , Department of Lands , Forests and Water Resources , British Columbia Alberta Environment , Edmonton , Alberta Federal : Department of the Army Corps of Engineers U . S . Department of Agriculture Forest Service Soil Conservation Service U . S . Department of Commerce NOAA , National Weather Service U . S . Department of the Interior Bonneville Power Administration Bureau of Indian Affairs Bureau of Reclamation Fish and Wildlife Service Geological Survey National Park Service STATE Montana Association of Conservation Districts Montana Department of Fish and Game Montana Department of Natural Resources and Conservation Montana State University - Agricultural Experiment Station University of Montana - School of Forestry PRIVATE Montana Power Company Butte Water Company The Anaconda Company Other organizations and individuals furnish valuable information for snow survey reports . Their cooperation is gratefully acknowledged . ME 10 COM w Zecon c_ W W cn LL�ti O 7 <av� o�a aNa O� I, �mm LLM /( 1 V In r-7 ti U\ N H I � h 1-4 n i �n W m a)H o c a 3 3 ° 0 >. -° �° °- • 6 a 0 V 0 a w w �. : v V ` Cl. '} 0) ~ Z -0 �U O •� C .c Q ` C)u r-. N s _0 E 0 5� — c 0 a ow rn (n in J ►- �- C 1. WW w 0 ? Z Q r LA � N •V •C r yam ; m? Q ? L. a c E V Q X W u c a E 0. w U w O r � + 4 J R) V �n O 0 w r 2 WATER SUPPLY OUTLOOK FOR MONTANA � f IS 4 ��+• 'tit U. S. DEPARTMENT of AGRICULTURE SOIL CONSERVATION SERVICE ('Illl.ilml-ating, with MONTANA AGRICULTURAL EXPERIMENT STATION IIIIIIIIIIIIIIII AS OF IIIIIIIIIIIIIIII FEB. 1, 1977 lint:: included in this reparl dery obtained hN Ihr• agencies numvil 7bnvc in cooperulion I�I��IIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Willi Federal, Slale uod rrivale or anizaliuns li><Ird inside Ihr bark rover nl Ihih n part. TO RECIPIENTS OF WATER SUPPLY OUTLOOK REPORTS: Most of the usable water in western states originates as mountain snowfall. This snowfall accumulates during the winter and spring, several months before the snow melts and appears as streamflow. Since the runoff from precipitation as snow is delayed, estimates of snowmelt runoff can be made well in advance of its occurrence. Streomflow forecasts published in this report are based principally on measurement of the water equivalent of the mountain snowpock. Forecasts become more accurate as more of the data affecting runoff ore measured. All forecasts assume that climatic factors during the remainder of the snow accumulation and melt season will interact with a resultant average effect on runoff. Early season forecasts are therefore subject to a greater change than those made on later dates. The snow course measurement is obtained by sampling snow depth and water equivalent at surveyed and marked locations in mountain areas. A total of about ten samples are token at each location. The average of these are reported as snow depth and water equivalent. These measurements are repeated in the some location near the some dates each year. Snow surveys are made monthly or semi-monthly from January 1 through June I in most states. There are about 1900 snow courses in Western United States and in the Columbia Basin in British Columbia. Networks of automatic snow water equivalent and related data sensing devices, along with radio telemetry are expanding and will provide a continuous record of snow water and other parameters at key locations. Detailed data on snow course and soil moisture measurements are presented in state and local reports. Other data on reservoir storage, summaries of precipitation, current streamflow, and soil moisture conditions at valley elevations ore also included. The report for Western United Slates presents a broad picture of water supply outlook conditions, including selected streamflow forecasts, summary of snow accumulation to date, and storage in larger reservoirs. Snow survey and soil moisture data for the period of record are published by the Soil Conservation Service by states about every five years. Dale for the current year is summarized in a West-wide basic data summary and published about October 1 of each year. COVER PHOTO: SNOW COUR.SB RY A UURVEY TF;Ab1 IN UlAHIS WASATCH HANC11. ORC•2S4-10 PUBLISHED BY SOIL CONSERVATION SERVICE The Soil Conservation Service publishes reports following the principal snow survey dates from January 1 through June 1 in cooperation with state water administrators, agricultural experiment stations and others. Copies of the reports for Western United States and all state reports may be obtained from Soil Conservation Service, West Technical Service Center, Room 510, 511 N.W. Broadway, Portland, Oregon 97209, Copies of state and local reports may also be obtained from state offices of the Soil Conservation Service in the following sto tes: STATE ADDRESS Alaska Room 129, 2221 East Northern Lights Blvd., Anchorage, Alaska 99504 Arizona Room 3008, 6029 Federal Building, Phoenix, Arizona 85025 Colorado (N. Mex.) P. O. Box 17107, Denver, Colorado 80217 Idaho Room 345, 304 N. 8th. St., Boise, Idaho 83702 Montana P . O. Box 98, Bozeman , Montana 59715 Nevada P. O. Box 4850, Reno Nevada 89505 Oregon 1220 S.W. Third Ave., Portland, Oregon 97204 Utah 4012 Federal Bldg., 125 South State St., Solt Lake City, Utah 84138 Washington 360 U.S. Court House, Spokane, Washington 99201 Wyoming P. O. Box 2440, Casper, Wyoming 82602 SN T er r PUBLISHED BY OTHER AGENCIES oCc N p �f Water Supply Outlook reports prepared by other agencies include a report for California by the Water Supply Forecast and Snow Surveys Unit, California Department of Water Resources, P. O. or 11NSEAVA110N Of WAHit Box 388, Sacramento , California 95802--- and for British Columbia by the Department of Lands, le BEGINS w1rN rNE p SNOW SURVEY Forests and Water Resources,Water Resources Service,Parliament Building,Victoria, British Columbia oy sCRVATto� VOOA-fCB-OnMTLANO.OR 1070 WATER SUPPLY OUTLOOK FOR MONTANA and FEDERAL - STATE - PRIVATE COOPERATIVE SNOW SURVEYS Issued 1,'I, R.M. DAVIS ADMINISTRATOR SOIL CONSERVATION SERVICE WASHINGTON. D.CReleased b1% IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII VAN K HADERLIE STATE CONSERVATIONIST SOIL CONSERVATION SERVICE Bozeman, Montana In Cuuperutioll with J. A. ASLESON DIRECTOR Montana Agricultural Experiment Station Illllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll Report prepared 1,i PHILLIP E. FARNES, Snow Survey Supervisor DONALD J. HUFFMAN, Hydrologist GERALD A. BEARD, Civil Engineer CINDY L. JONES, Clerk/steno SOIL CONSERVATION SERVICE P.O. Box 98 Bozeman, Montana 59715 CONTENTS Page MONTANA WATER SUPPLY OUTLOOK . . . . . . . . . . . 1-3 PROSPECTIVE STREAMLOW FORECASTS . . . . . . . . . 4 SUMMARY OF SNOW MEASUREMENTS . . . . . . . . . . . 5 MOUNTAIN SNOW WATER EQUIVALENT . . . . . . . . . 6 SOIL MOISTURE . . . . . . . . . . . . . . . . . . 7 RESERVOIR STORAGE . . . . . . . . . . . . . . . . 8 STREAMFLOW FORECASTS . . . . . . . . . . . . . . . 9-1.5 SNOW . . . . . . . . . . . . . . . . . . . . . . 16-I.9 SNOW COURSES AND RELATED MEASURING SITES COOPERATORS . . . . . . . . . . . . Inside Back Cover MONTANA WATER SUPPLY OUTLOOK February 1 , 1977 * * * Except for the northern end of the Bighorn Mountains * * and some small mountain ranges in central Montana the * * mountain snow pack is poor. Snow deposition during * January continued the below average trend of recent * months. In general, the amount of water stored on * the mountain watersheds as snow is 20 to 60 percent * of average. Most deficient areas are the Kootenai, * Lower Clark Fork and Bitterroot River drainage west * of the divide and Beaverhead, Bighol.e and Upper * Yellowstone drainages east of the divide. Forecasts * * west of the divide are for streamflows only slightly * * higher than the low years of 1940 and 1941 east of * the divide in southern Montana, str.eamflow forecasts * are similar to flows that occurred in the low years * of 1960,. 1961, and 1966. In the more northern drainages low flows of the late 1930's and early * 1940's are expected. * * * With the lack of high elevation snow, streams are * expected to drop rapidly after the main snow melt period. Trrigation water supplies are expected to * be short during; July and August on streams without * reservoir storage. in many areas, irrigation with- drawls will be able to consume the entire river * flow. Extensive water conservation measures will * be necessary to counteract one of the lowest snow * packs and runoffs in recent time. * * COLUMBIA RIVER DRAINAGE Snow. Moisture laden storms from the Pacific have not materialized so far this season. Some weather from the north has brought a small amount of light density snow. The snow buildup in the mountains is less than one-half of normal. Some areas such as the Kootenai, Lower Clark Fork and Bitterroot have received only 20 to 40 percent of normal snowfall. Snow in the higher elevation that provides late season streamflow does not contain much more water than snow in the lower and middle elevations. Most snowpac.ks are still granular and -1- are less dense than usual. Many snow courses have near minimum water content of record for this date. Soils under the snow are drier than normal over most of the area and will require some recharge from snow melt before runoff can begin. Streamflow. Most streams are forecast to produce flows only slightly higher than the low runoffs of record set in 1940 and 1941. Stream- flow this season may be similar to more recent low flow years of 1966 and 1973. Most streams are expected to produce about one-half their average streamflow during the April through September period. Irri- gation demand will exceed July and August streamflow on most streams not having stored water. Farmers, ranchers and other water users should begin to evaluate their prospective water supply and begin to initiate alternatives that can reduce the impact of a low runoff year. MISSOURI RIVER DRAINAGE Snow. Except for fair to good snow pack in the smaller mountain ranges of central Montana, the water stored in the mountain snow pack is poor. Many snow courses show lowest snow pack percentages in the Jefferson River drainage and Madison River headwaters where the snow pack is only about 20 to 30 percent of average. Other areas have 40 to 60 percent of average. High elevation snow that helps hold streamflow up later in the runoff season is well below average and is lighter density than normal. Soils under the snow pack are generally drier than normal. More snow melt water than usual will. be required to recharge the soils before runoff can begin. -2- Streamflow. April through September runoff on most streams is fore- cast to be close to the lowest flows on record. In the area above Canyon Ferry Reservoir on the Missouri, runoff could be a little above the low years of 1961 and 1.966. In the Sun, Marias, and St. Mary's Rivers area flows will probably be like those Ln the early 1940's. Streamflow from the Big and Little Belt Mountains is forecast a little higher on a percentage, however still below average. Late season irrigation supplies will. be limited with the demands exceeding supply on many streams not having stored water. YELLOWSTONE RTVER DRAINAGE Snow. Snow pack in the headwaters of the Yellowstone River in Yellowstone National Park is about 30 to 40 percent of average. Other areas in the Beartooth, Bridger and Crazy Mountains and Gallatin Range are higher with 50 to 60 percent snow pack. Above average snow pack exists along the north end of the Bighorn Mountains. Soils under the snow are generally drier than normal. This will require some snow melt water for recharge before runoff can begin. Streamflow. Forecasts of runoff are near record low volumes on most streams. Runoff comparable to 1.941, 1961 and 1966 is expected. In contrast to the low year on most streams the Little Bighorn River is forecast to have near average runoff. . Late season water shortages are anticipated for most headwater streams not having stored water. Flow in the larger rivers will also be low, but the total flow should he larger than withdrawls. However, some lowering of pump intakes or raising of water levels at diversion points may be necessary. -3- Eq OR - _ N " yN 01 N 1 1 W CYN LL Wjjj Q H f � j r'� •. W w uj Ir 4r y � _D A71 ar: b d d/ k.,�, ,•Iv✓ � c w o c� o C" 3Q d ti z w M o > O O c ...» W o c°D cl ti O a C in on 0 -4- M7-0-2113BA-•I- 11•,Ill l•�NINI NI i 1 M.I�i,1�1 t,llll �i.l�,,11114111YL11pM•1(IIVIC(.N•w.�w.Nr.r.. SUMMARY of SNOW MEASUREMENTS (COMPARISON WITH PREVIOUS YEARS) Nvnlrb of 1 THIS YEAR'S SNOW WATER AS PERCENT OF� RIVER UA$IN -d/ar SUB&WATER_V1ED Cows*$ I — Aydajod Lau Yew _ Average COLUMBIA RIVER DRAINAGE Kootenai 22 42 41 Flathead 8 41. 35 Upper Clark Fork 22 37 47 Lower Clark Fork 4 33 31 Bitterroot 30 36 MISSOURI RIVER DRAINAGE Jefferson 20 28 32 Madison 11 28 32 Gallatin 11 43 50 Missouri Main Stem 7 49 57 Judith-Musselshell 4 66 69 Marias-Teton-Sun 1 34 26 Milk 3 68 52 YELLOWSTONE RIVER DRAINAGE Yellowstone (above Bighorn) 1.5 41 51 Big Horn 15 69 86 Little Big Horn 7 90 114 Tongue 1.1 80 96 Powder 6 4 6 57 SASKATCHEWAN RIVFR DRAINAGE St. Mary's 1 34 26 _5- 'DAKOTA 0. z z Y' J � O -r�•yr, -i\ M d W IM 5 x:, OC pipz ui ••:::irrt;a•.:• :7i`::�:!'. ,�:. '�':: a 0 1� W f� } r ' Il�ll�r r �.l''Ir'r ! b r q' r j° ;j r� y ••� ^��'�y�• '7 �,� O � Jl I r r/ ,! r 'M,w••n f yTb� � V � 1 uj kv. rl r. �Kf/,r, qr � rJr'r r 4 1u;i ,{� � �w :' � A;: '*y+ y► r�� , wh• n 1p !fr'+I• r �'�r�W � fJillr'r�f'r ,rr'. d r /rr �• W � � O � lr�t �lif rrrrlr r y N'r' C 0 z W 0 0 0 0, > ` 1T N lh; f f ilru'f/ 111 :• �. Lat Vr o O Q d v t/�d W ~ O O O FM F771 .1 t Ln 1 a -6- M7-0-21138B-L 11•r UI•'.MINI MI rY•I.Ilrr VI IUNI \11111 UMIMY.IIIW WA1•[(.Ir l,Iwv.0 u,uu.r• SOIL MOISTURE February 1, 1977 , DRAINAGE BASIN and/or STATION Profile(Inches) Doteof T Sall Moisturo(Inches) Name Elevation Depth Capacity "' This last Merolla+ Year I Year COLUMBIA RIVER BASIN Kootenai Baree Trail 3800 48 7.5 2-1 4.7 - - Murphy Lake R. S. 3000 48 22.6 2-1 19.0 19.5 19.4 Raven 3050 48 23.0 2-1 13.6 16.9 18.7 Flathead Desert Mountain 5600 54 8.4 1-26 5.3 8.7 7.1 Marias Pass 5250 54 6.5 1-19 3.6 6.2 5.1 Clark Fork Black Pine 71UO 48 10.0 1-28 6.5 8.4 7.5 Lubrecht Forest 4100 48 26.8 1-28 14.0 23.8 16.4 Seeley Lake R. S. 4030 48 11.9 2-1 4.8 11.7 7.9 Skalkaho Summit 7260 48 10.8 1-27 8.5 - - Bitterroot Gibbons Pass 7100 48 7.1 1-27 3.5 5.9 4.9 Lolo Pass 5250 48 10.6 1-27 7.1 7.3 6.0 MISSOURI RIVER BASIN Beaverhead Lakeview 6700 48 15.3 1-31 8.1 10.9 9.1 Madison West Yellowstone 6700 48 6.5 1-31 1.3 1.9 2.5 Gallatin Bridger Bowl 7250 48 17.0 1-27 15.6 15.0 15.8 College Site No. 2 4856 54 17.7 1-28 8.6 16.8 13.4 Lick Creek 6860 48 18.8 1-28 12.7 14.3 16.2 Twenty-One Mile 7150 48 10.0 1-31 2.2 3.8 4.6 Missouri Main Stem Kings Hill 7420 48 11.8 1-26 4.5 7.7 7.0 Stemple Pass 6350 48 5.9 1-28 3.5 5.3 4.1 Milk s Beaver Creek 3950 48 20.9 1-26 7.2 8.6 7.8 P Rocky Boy 4700 36 10.1 1-26 7.1 8.5 7.4 X Yellowstone Battle Ridge 6020 48 17.6 1-26 8.8 12.7 13.1 Northeast Entrance 7350 48 9.4 2-1 4.3 4.9 5.9 PMC Dryland 3700 48 20.7 1-24 5.8 5.9 - -7- I Average for period of record. RESERVOIR STORAGE (Thousand Acre Feet) END OF MONTH ❑a:n or tirre.n RESERVOIR U able Usable Scars • - Cap crry Trt.s Year Last Year Avn agr COLUMBIA RIVER BASIN Kootenai_ Koocanusa 5,694.0 3,157.0 3,734.0 - Flathead Hungry Horse 3,428.0 2,428.0 2,953.0 2,484 .0 Flathead Lake 1,791.0 897.8 1,462.0 1,246.0 Camas (4) 45.2 15.3 16.6 23.0 Mission Valley (8) 100.3 45.3 54.8 33.2 Clark Fork Georgetown Lake 31.0 29.8 30.7 27 .0 Lower Willow Creek 4.9 2.4 3.5 1.2 Nevada Creek 12.6 9.0 4.8 Noxon Rapids 334.6 269.1 295.5 320.8 Bitterroot Como 34.9 9.0 11. .0 Painted Rocks 31.7 2.0 23.2 22.0 MISSOURI RIVER BASIN Beaverhead Clark Canyon 328.9 158.7 153.0 140.6 Lima 84 .0 45.3 31.6 Ruby Ruby 38.8 21.6 23.4 Madison Hebgen Lake 377.5 221 .8 288.3 201.5 Ennis Lake 41.0 3.3.6 34.2 37 .7 Gallatin Middle Creek 8.0 3.1 3.6 3.3 Missouri Canyon Ferry 2,043.0 1,773.0 1,773.0 1,639.0 Hauser & Helena 61.9 57 .3 63.0 .58.0 Lake Helena 10.4 8.8 10.9 9.2 Holter Lake 81.9 81.1 78.6 61.8 Smith River 10.6 - 5.8 Bair 7.0 - 4 .2 Martinsdale 23.1 - 7.5 Deadman's Basin 72.2 - 43.6 Fort Peck Lake 19,140.0 16,260.0 17,540.0 13,220.0 Sun Gibson 99.0 64.1 67.9 39.1 Willow Creek 32.2 26.6 27 .6 18.9 Pishkun 32.0 16.4 17.6 .17 .5 Marias Lower Two Medicine 11.9 - - Four Horns 19.2 - - Swift 30.0 18.0 21.9 16.2 Lake Frances 111.9 78.6 93.3 78.0 Tiber 1,347.0 498.7 581.3 577.1. Milk Beaver Creek 3.5 1.5 1.3 Fresno 127.2 66.2 105.6 56.2 Nelson 66.8 47.1 50.6 42.6 e Lake Sherburne 66.2 14.8 30.2 18.5 $ Yellowstone Mystic Lake 21.0 3.7 7.2 10.9 Tongue River 68.0 34.4 27 .8 Cooney 27 .4 13.7 12.0 13.8 Bighorn Bighorn Lake 1 ,356.0 905.6 868.4 792.5 _ -8- Average based on 1958-72 period. - . STREAMFLOW FORECASTS THIS YEAR PAST RECORD FORECA5T FFORECAST THOUSAND ACRE FEET BASIN,STRtAM and hoand vi or CORFCAST POINT Tus Pcer1t of Last'I car qera e Acre Few A"erage PERIOD R COLUMBIA RIVER BASIN KOOTENAI RIVER Libby (near) (2) 4,750 64 Apr-Sept 8,012 7,456 Below Libby Dam 4,000 62 Apr-Sept 6,262 6,417 3,150 63 Apr-June 5,011 FISHER RIVER Libby (near) 110 38 Apr-Sept 286 100 37 Apr-July 269 YAAK RIVER Troy (near) 280 49 Apr-Sept 568 250 46 Apr-July 544 KOOTENAI RIVER Leonia (at) (2) 5,400 60 Apr-Sept 9,073 4,650 58 Apr-.July 7,957 3,800 59 Apr-June 6,431 FLINT CREEK Boulder Creek (Below) (3) 38.0 53 Apr-Sept 71.6 28.0 50 Apr-.Tuly 56.1 MIDDLE FORT( ROCK CREEK Philipsburg (near) 35.0 46 Apr-Sept 75.9 30.0 44 Apr-July 68.6 NEVADA CREEK Finn (near) 6.5 30 Apr-Sept 21.6 6.0 30 Apr-July 20.1 BLACKFOOT RIVER Bonner (near) 540 52 Apr-Sept 1,031 450 48 Apr-July 934 380 47 Apr.-June 814 CLARK FORK RIVER Milltown (above) (4) 360 45 Apr-Sept 792 300 43 Apr-July 690 240 41 Apr-June 590 9 G CLARK FORK RIVER Missoula (above) 900 49 Apr-Sept 2,649 1,823 4 750 46 Apr-July 2,389 1,624 620 44 Apr-.June 2,106 1,404 INFLOW LOWER WILLOW CREEK RESERVOIR Hull (Near) 5.5 34 Apr-Sept 28.0 16.2 5.0 32 Apr-July 26.7 15.4 (2) Adjusted for storage in Lake Koocanusa. (3) Sum Flint Creek at Maxville and Boulder Creek at Maxville. (4) Difference in observed flow Clark Fork above Missoula and Blackfoot near Bonner. -9- Average based on 1958-72 period. STREAMFLOW FORECASTS THIS YEAR PASI RFC.ORD FORECAST FORFc_A51. THOUSAN(J ACRF FFET BASIN,STREAM eml w FORECAST POINT Tho-d P.e,c-'1 oI VE RIpD Ln,vI Yeu Aver��c Au. Feat Ke WEST FORK BITTERROOT RIVER Conner (near) (5) 85.0 49 Apr-Sept 172 75.0 48 Apr-.July 156 BITTERROOT RIVER Darby (near) 280 48 Apr-Sept 836 584 250 46 Apr-July 758 542 220 46 Apr-.Tune 666 479 SKALKAHO CREEK Hamilton (near) 33. 5 59 Apr.-Sept 56.6 28.0 56 Apr-July 49.6 BURNT FORK CREEK Stevensville (near) (10) 23.0 65 Apr-Sept 35.3 20.0 64 Apr-,July 31.0 BTTTERROOT RIVER Missoula (at) (6) 720 47 Apr-Sept 1,527 650 46 Apr-July 1,412 600 48 Apr-June 1,236 CL.ARK FORK RIVER Missoula ;below) 1,620 48 Apr-Sept 3,350 1,400 46 Apr-July 3,036 1,220 46 Apr-June 2,640 CLARK FORK RIVER St. Regis (at) 2,050 45 Apr-Sept 6,119 4,507 1,800 44 Apr-July 5,504 4,087 1,600 45 Apr-,Tune 4,794 3,563 NORTH FORK FLATHEAD RIVER Columbia Falls (near) 1,200 60 Apr-Sept 1,99.1 1,000 55 Apr-July 1,813 880 57 Apr-June 1,551 MIDDLE FORK FLATHEAD RIVER West Glacier (near) 1,200 63 Apr-Sept 1,982 1 ,917 1,100 62 Apr-July 1,779 1,768 980 65 Apr-June 1,458 1 ,.514 SOUT14 FORK FLATHEAD RIVER Columbia Falls (near) (7) 1,500 63 Apr-Sept 2,489 2,378 1,450 65 Apr-July 2,345 2,240 s 1,250 63 Apr-June 2,038 1,984 (5) Adjusted for storage in Painted Rocks Reservoir. (6) Difference in observed flow Clark Fork above and below Missoula. (7) Adjusted for storage in Hungry Horse Reservoir (10) Adjusted for diversion into Sunset Highline Canal. -10- Averape based on 1 5©-72 period. STREAMFLOW FORECASTS THIS YEAR PASI RECORD F-- FORECAST EpRECAST THOUSAND AC.RI- FEET BASIN.STREAM And-or FORECAST POINT thuusand Perc e"I of Acre Feet Aver Age PF RIOD le,e Y�Ar Aver aLe FLATHEAD RIVER Columbia Falls (at) (7) 4,000 62 Apr-Sept 6,785 6,421 3,700 62 Apr-July 6,176 5,942 3,250 63 Apr-June 5,200 5,151 SWAN RIVER Big Fork (near) 430 60 Apr-Sept 717 380 60 Apr-July 630 FLATHEAD RIVER Polson (near) (8) 4,400 .58 Apr-Sept 8,187 7 ,648 4,130 58 Apr-July 7,343 7,082 3,700 61 Apr-June 6,160 6,113 CLARK FORK RIVER Plains (near) (8) 6,700 53 Apr-Sept 14,454 12,601 6,000 52 Apr-.July 12,967 11,523 5,200 52 Apr-.Tune 10,996 9,934 THOMPSON RIVER Thompson Falls (near) 95.0 34 Apr-Sept 277 80.0 32 Apr-.July 248 PROSPECT CREEK Thompson Falls (at) 55.0 37 Apr-Sept 147 50.0 36 Apr-July 137 CLARK FORK RIVER Whitehorse Rapids (at) (9) 7,400 53 Apr-Sept 14,336 6,700 52 Apr-July 1.3,086 5,800 52 Apr-June 11,325 N U �r a (7) Adjusted for storage in Hungry Horse Reservoir. (8) Adjusted for storage in Hungry Horse Reservoir and Flathead Lake. (9) Adjusted for storage in Hungry Horse Reservoir, Flathead Lake, and Noxon Rapids Reservoirs. Average based on 1958-72 period. STREAMFLOW FORECASTS THIS YEAR PAST RECORD FORECAST FOR6tn5I THOUSAND ACRE FEET HASIN,STREAM and,or FORECAST POINT Thousand Percent of La:['r ee. n�erae A,,e Fee[ Aver.rge PERIU Ci ; MISSOURI RIVER BASIN BEAVERHEAD RIVER Grant (near) (11) (12) 42.0 30 Apr-Sept 244 145 41.0 31 Apr-July 202 127 RUBY RIVER Alder. (near) 53.0 56 Apr-Sept 93.9 41.0 52 Apr-.July 79.4 BIG HOLE RIVER Melrose (near) 295 39 Apr-Sept 748 275 40 Apr-July 694 BIRCH CREEK Glen (near) 6.8 50 Apr-Sept 1.3.7 5.2 45 Apr-July 11.5 BOULDER RIVER Boulder (near) 44.5 50 Apr-Sept 1.45 89.5 42.5 50 Apr-.July 134 85.3 WILLOW CREEK Harrison (near) 5. 5 29 Apr-Sept 18.9 5.0 29 Apr-.July 17 .1 MADISON RIVER Grayling (near) (13) 335 70 Apr-Sept 575 480 255 68 Apr-July 449 374 MADISON RIVER McAllister (near) (14) 560 68 Apr-Sept 994 828 450 69 Apr-July 792 652 GALLATIN RIVER Gateway (near) 310 58 Apr-Sept 531 265 58 Apr-July 451 N l4 9 e xY 7 (11) Adjusted for storage in Lima Reservoir. (12) Adjusted for storage in Clark Canyon Reservoir. (1.3) Adjusted for storage in Hebgen Lake. (14) Adjusted for storage in Hebgen and Ennis Lakes. -12- Average based on 1958-72 period. STREAMFLOW FORECASTS THIS YEAR HAS1 RFC()RD FORECAST FOHFCASI THOUSAND ACRE FFFT D ASIN, STREAM and o, FORECASI POINT ThuutAn J He'c cni ul I_.r61 Year A�era e Aae Fee, Averaq. PE RI()p L HYALITE CREEK Bozeman (near) (15) 29. 7 67 Apr-Sept 44.2 25.7 67 Apr-July 38.2 GALLATIN RIVER Logan (at) 230 40 Apr-Sept 573 185 38 Apr-July 487 MISSOURI RIVER Toston (at) (16) 1,100 45 Apr-Sept 2,432 885 42 Apr-July 2,109 SHEEP CREEK White Sulphur Springs (near) 14.5 70 Apr-Sept 20.6 12.4 69 Apr-July 18.0 SUN RIVER Gibson Dam (at) (17) 345 58 Apr-Sept 703 590 315 58 Apr-July 643 541 BELT CREEK Monarch (near) 72.0 58 Apr-Sept 123 65.0 58 Apr-July 113 MISSOURT RIVER Fort Benton (at) (18) 1,700 46 Apr-Sept 3,690 1,300 42 Apr-July 3,12.3 TWO MEDICINE CREEK Browning (near) (19) 128 50 Apr-Sept 253 125 52 Apr-July 240 BADGER CREEK Browning (near) 72.0 55 Apr-Sept 130 60.0 53 Apr-July 113 MARIAS RIVER Shelby (near) (20) 180 32 Apr--Sept 599 170 32 Apr-July 538 r V .4 fV 3 5 (15) Adjusted for storage in Middle Creek Reservoir. Y (16) Adjusted for storage in Hebgen and Ennis Lakes and Clark Canyon Reservoir. (17) Adjusted for storage in Gibson Reservoir and diversions. (18) Adjusted for storage in Canyon Ferry Reservoir. (19) Adjusted for storage in Two Medicine Reservoir and diversions into Two Medicine Canal. (20) Adjusted for storage in Two Medicine, Four Horns, Lake Frances, and Swift Reservoirs. -13- Average based on 1958-72 period. STREAMFLOW FORECASTS THIS YEAR PAST RF CURO FORECAST FORECAST 7H0111,AN[] ACRF Fkt-I BASIN.STREAM and or FORF,CA$T POINT Tnous mid Perc nnl of Lis sr Yea, n„ers Aua Farr A°eray,r NE RIOG r' MISSOURI RIVER Virgelle (at) (21) 1,900 44 Apr-Sept 4,342 1,500 40 Apr-July 3,742 SOUTH FORK JUDITH RIVER Utica (near) 9.5 64 Apr-Sept 14.9 8.5 62 Apr-July 13.7 MISSOURI RIVER Landusky (near) (21) 1 ,950 41 Apr--Sept 4,739 1,500 37 Apr-July 4 ,068 NORTH FORK MUSSELSH.ELL RIVER Delpine (near) 4.3 69 Apr-Sept 6.2 3.5 65 Apr-July 5.4 SOUTH FORK MUSSELSHELL RIVER Martinsdal.e (above) 35.0 70 Apr-Sept 50.1 33.5 71 Apr-July 47.3 MISSOURI RIVER Fort Peck Dam (below) (22) 1,600 35 Apr-Sept 4 ,598 1,400 34 Apr-.Tilly 4,069 MILK RIVER Eastern Crossing (at) 250 87 Apr-Sept 286 MISSOURI RIVER Wolf Point (near) (22) 1,700 35 Apr-Sept 4 ,898 1,500 34 Apr-July 4,361 MISSOURI RIVER Williston, N.D. (near) (29) 5,200 44 Apr-Sept 11,778 4,600 44 Apr-July 1.0,437 SASKATCHEWAN RIVER BASIN ST. MARY RIVER Babb (near) (30) 320 65 Apr-Sept 489 270 64 Apr-July 421 0 f e 3 x (21) Adjusted for storage in Canyon Ferry and Tiber Reservoirs. (22) Adjusted for storage in Canyon Ferry, Tiber, and Fort Peck Reservoirs. (29) Adjusted for storage in Canyon Ferry, Tiber, Fort Peck, Buffalo Bill, Boysen and Yellowtail. Reservoirs. Sum Yellowstone River near Sidney and Missouri River near Culbertson. (30) Adjusted for storage in Lake Sherburne. -14- Averoge based on 195E-72 period. STREAMFLOW FORECASTS THIS YEAH PAST KF-cORD FORECAST FORECAST rHOUSANO ACRE FFFT 6AS1 N,STRFAM and or FORFCAST POINT I'h"'Wd Perrni o Las['Y r•.,� Avera Arre FSri Aver aGn PF RICE, Rr' YELLOWSTONE RIVER Corwin Springs (at) 1,240 62 Apr-Sept 2,453 1,996 YELLOWSTONE RIVER 1,020 61 Apr-July 2,089 1,662 Livingston (near) 1,300 56 Apr-Sept 2,317 BOULDER RIVER 1 ,070 56 Apr-July 1,926 Big Timber (at) 21.5 .57 Apr-Sept 379 STILLWATER RIVER 200 57 Apr-.July 350 Absarokee (near) (25) 340 58 Apr-Sept 591 280 57 Apr.-July 494 CLARKS FORK RIVER Belfry (near) 385 63 Apr-Sept 607 360 66 Apr-July 546 ROCK CREEK Red Lodge (near) 72.0 65 Apr-Sept 133 110 52.0 62 Apr-.July 104 84 .0 INFLOW COONEY RESERVOIR Boyd (near) 26.0 50 Apr-Sept 51.5 20.0 49 Apr-July 41.1 YELLOWSTONE RIVER Billings (at) 2,300 54 Apr-Sept 5,711 4 ,246 1,950 54 Apr-July 4,876 3,613 BIGHORN RIVER St. Xavier (near) (26) 850 46 Apr-Sept 2,077 1,849 750 44 Apr-July 1,846 1,706 LITTLE BIGHORN RIVER Lodgegrass (near) (28) 150 103 Apr-Sept 146 135 105 Apr-July 129 YELLOWSTONE RIVER Miles City (at) (27) 3,300 52 Apr-Sept 6,378 2,850 51 Apr-July 5,555 g YELLOWSTONE RIVER Sidney (near.) (27) 3,400 51 Apr-Sept 6,665 2,950 50 Apr-July 5,895 3 (25) Adjusted for storage in Mystic Lake. (26) Adjusted for storage in Buffalo Bill, Boysen, Bull Lake, and Yellowtail Reservoirs. (27) Adjusted for storage in Buffalo Bill, Boysen and Yellowtail Reservoirs . (28) Sum Little Bighorn below Pass Creek and Lodgegrass Creek near Wyola. -15- Average based on 1958-72 period. SNOW THIS YEAR PAST RECORD DRAINAGE BASIN and%or SNOW COURSE __ Data Snow Dw�th Water Content water Content(inche ) NAME rElwanrrt of S.rv.Y (In chat (Inched Eest Yanr T Avero gn ARCH FALLS 7350 1/213 18 3,9 12.3 8.7 RANFIELD MOUNTAIN 5600 1/27 18 3.6 15.8 19.1 BANFIE'L.D MOUNTAIN PILLOW 5600 1/27 SP 4.8 14.3 16. 0 HASIN CREEK 7180 1/27 it 106 - - BATTLE RIDGE 6020 1/26 18 3.8 6.7 6.5 HEAR PAW SKI AREA 5200 1/26 19 4.2 3.5 4.7 RIG COULEE 5100 1/25 21 6.0 2e5 - RIG SKY 7700 1/30 25 6,5 13.4 10.6 pIG SPRINGS ( I0) 6500 1/31 23 3.4 15.3 14.4 BLACK BEAR 7950 1 /28 33 Bel 34.0 - RLACK BEAR PILLOW 7950 1/28 SP 9. 1 2809 - BLACK PINE 7100 1./28 18 4,3 12.4 7.6 pLACK PINE PILLOW 7100 1/28 SP 4.8 111.6 9e4 pRIDGER BOWL 7250 1/27 36 11.2 23.7 2094 HRIDGER BOWL PILLOW 7250 1/27 SP 11.2 22. 3 18. 9 RRISTOW CREEK 3900 1/27 6 l .!i 5.6 - BULL MOUNTAIN 6600 1/28 11. 2.6 4.4 CALVERT CREEK 6450 1/27 17 3.3 - - CALVERT CREEK PILLOW 6450 1/27 SP 2,R 7.4 - CAMP CREEK ( ID) 6800 2/Ol 6 1.9 6.3 7e4 CANYON (WY' 7750 2/01 22 4. 1 13o8 10. 7 CARROT BASIN 9000 1/25 34 9.0 28.1 27. 9 CARROT BASIN PILLOW 9000 1/25 SP 7.6 21.2 19.9 CARTER CREEK 7400 1/28 7 .9 4.7 3.5 CEDAR GROVE 4100 1/28 10 3•0 7. 3 CHESSMAN RESERVOIR 6200 1/31 6 1.9 1 .5 2.5 CHICKEN CREEK 4060 1/21 27 6.2 w COLE CREEK 7850 1/28 27 7.0 13.4 - COLE CREEK PILLOW 7850 1/28 SP 6,9, 13.1 - COMBINATION 5600 1 /7_8 13 2,3 4. 8 5.6 COMBINATION PILLOW 5600 1/28 SP 3.2 4e7 - COOKE STATION 8150 1/25 32 8.6 2000 - COPPER MOUNTAIN 7700 1/31 14 2.A 11.6 8. 0 COYOTE HILL 4200 2/01 22 5.0 8.8 8.3 OALY CREEK 5780 1/28 171 3.4 9.4 - DAVIS CREEK 5400 1/26 18 3.4 15.8 - BEADMAN CREEK 64550 1/26 30 7.4 9.2 Bel DEAOMAN CREEK PILLOW 6450 1/26 SP 7.1 7.6 B. 1 z DESERT MiOUNTAIN 5600 1/27 21 5.2 9.1� 11.9 s nEVILS SLIDE 8100 1/28 35 9.8 19. 1 15.3 t oISCOVERY BASIN 7050 1/26 20 4.2 9.2 - FMERY CREEK 4350 1/27 23 8.4 9.1 x rMERY CREEK PILLOW 4350 1/27 SP 500 - FISH CREEK 8000 1/27 12 2.3 - FISHER CREEK 9100 1/25 52 1.5.1 33.0 2408 FISHER CREEK PILLOW 9100 1/25 SP 14.4 31.6 25e5 FLEECER RIDGE 7500 1/28 18 4.1 11.A - FOURTH OF DULY 3450 1✓28 8 1.4 - Average 6ased On 195©772 -period---A- Aerial o servotion; water content estimated. SP - Snow Pillow observation; water content only. SNOW THIS YEAR PAS' RECORD ItRAIN AGL BASIN And/or SNOW COURSE Dace Snow Donth Waco, Content Water Cun tent(inches) N/V�E tlavm ion of Survey finches) (Inches) Last Year Average FRIDAY HILL 4620 1/28 18 5s0 FROHNER MEADOWS 6480 1/2.7 15 3.8 6.4 FROHNER MEADOWS PILLOW 6480 1/27 SP 5.5 6.g GARVER CRELK 4250 1/26 9 1.i9 4.7 909 GARVER CREEK PILLOW 4250 2101 SP 3.4 6.2 8.6 GIBBONS PASS 7100 1/27 23 5.9 20.6 16.0 GRAVE CREEK 4300 1/25 16 3.A 1003 GRAVE CREEK PILLOW 4300 1/25 SP 4.9 10.4 GRIZZLY PEAK 8400 1/28 27 7.? 13.0 1106 HAWKINS LAKE 6450 1/26 22 5.7 25.4 23.2 HAWKINS LAKE 'PILLOW 6450 1/26 SP 6.2 2208 21.6 HEBGEN DAM 6550 1/28 23 5.1 11.4 8.2 HELL ROARING DIVIDE 5770 1/26 38 10.5 2.1 .0 23.3 HERRIG JUNCTION 4850 1/21 31 7.4 - - HIGHWOOD DIVIDE 5650 1/25 29 8.0 7.6 - HIGHWOOD STATION 4600 1/25 21 6.7 2.5 - HOOD MEADOW 6600 1/28 17 3.8 9.8 7.9 HO0000 BASIN PILLOW 6000 1/31 SP 9.7 35.4 36.1 TNTERGAARD 6450 2101 13 2.1 10.0 6.0 ISLAND PARK ( ID) 6310 1/31 21 3. 1 12.9 1106 KILGORE ( ID) 6200 1/27 12 1.6 7.9 7.9 KING CREEK SADDLE 4550 1/30 17 3.9 - KING SPRINGS 4150 1/30 16 3. 1 - KINGS HILL 7500 1/?6 28 7.2 11.6 - LAKE CAMP (WY) 7850 2/Ol 14 108 Be8 600 LAKE CREEK 6100 1/31 12 2.4 7.2 409 LAKEVIEW CANYON 6930 1/31 12 2.0 8.2 9.8 LAKEVIEW RIDGE 7400 1/31 10 1.s 7.6 868 LICK CREEK 6860 1/28 16 3.7 9. 1 6.8 LICK CREEK PILLOW 6860 1/28 SP 5.8 8.6 6. 1 LOLO PASS ( ID) 5230 1/30 27 6o6 24.7 22. 9 iOLO PASS PILLOW 5230 1/31 SP 5.6 - LONE MOUNTAIN 8880 1/30 30 7. 8 ?0.6 17. 0 LOOKOUT ( ID) 5250 1/31 29 7.0 2304 26. 7 LOST HORSE 5940 1/26 31 8.0 LOST SOUL 4800 1/27 14 3.2 9.0 - „ LUBRECHT FLUME 4800 1/28 13 2.0 6. 3 5.6 LUHRECHT FLUME PILLOW 4800 1/28 SP 2.6 4.5 LUBRECHT FOREST 4 3 5450 1/28 14 3.?_ 5.9 5. 6 LUBRECHT FOREST # 4 4650 1/28 7 1.2 108 3.2 s LUBRECHT FOREST 4 6 4040 1/31 8 10q 2.2 3.8 LUHRECHT HYDROPLOT 4200 1128 13 2. 3 6.0 501 LUPINE CREEK ( WY) 7300 1/31 14 2.6 9. 2 7. 7 MADISON PLATEAU 7750 1/28 21 405 19.6 15e4 MADISON PLATEAU PILLOW 7750 1/28 SP 6*6 19.6 16.6 MARIAS PASS 5250 2/02 14 3.4 9.9 1302 MAYNARD CRLEK 6210 1/27 26 6. 5 11.8 13.7 MAYNARD CREEK PILLOW 623,0 1/27 SP 6.7 7.A 8.8 MEADOW CREEK PILLOW 4000 1/31 SIP 4.7 3.4 - MISSION MOUNTAIN 5050 1/30 17 3.5 _ -17- Average based On 1958-72 period. A - Aerial observation; water content estimated. SP - Snow Pillow observation; wafer content only. SNOW THIS YEAR PAST RECORD DRAINAGE 13ASIN and/or SNOW COURSE -� De to Snow Ueoth Water Content WaNv Content Itnches) NAME Etevahon of Sur",, (Inches) (Inches) Last Ynut Average MOOSE CREEK ( ID) 6200 1 /31 21 4.0 14.1 11.8 MOULTON RESERVOIR 6850 1/28 11 1 .5 - - MOUNT LOCKHART A400 1 /31 24 662 19*6 - MOUNT LOCKHART PILLOW 6400 1/31 SP 6.3 15.6 15.6 NEW WORLD 6900 1/27 23 5.4 15.0 10.2 NEWTON MOUNTAIN 5600 1/28 25 6.,9 - - P.iE2 PERCE CREEK 6500 1/31 11 1.4 6.3 5.4 NOISY BASIN 6040 1 /28 64 21.0 27.9 - NOISY BASIN PILLOW 6040 1/28 SP .17.6 25.5 NOISY CREEK 3600 1/28 17 4.;3 2.4 - NORRIS BASIN (wy) 7500 1/30 :7 2.9 10,7 8.0 NORTH FK, ELK CREEK 6250 1/31 ?9 4.7 11.2 8e6 NORTH FKo L.LK CREEK PYLL 6250 1/31 SP 4.0 11.2 8.4 �tORTHEAST (ENTRANCE 7400 2/01. 19 4,0 10.6 6.6 OLD FAITHFUL(WY) 7360 1 /28 12 3,0 13.2 PETERSON MLADOWS T200 1/31 Ity, 3.1 11.1 6.3 PETERSON MLADOWS PILLOW 7200 1/31 SP 3.0 11 .2 - PICNIC GROUNDS 6200 2101 8 1.2 3.6 3.0 PIKE CREEK 5930 1/23 28 7.7 - • PIKE CREEK PILLOW 5930 1/23 0 8.0 - PIPESTONE PASS 7200 1/31 7 1.1 6.4 3.8 POORMAN CREEK 5100 1/28 30 1000 20 .7 26.8 POORMAN CRLEK PILLOW 5100 2101 SP 9.9 17.8 22.8 RED TOP 5260 1/28 23 5.8 - - ROCKER PEAK 8000 1/28 20 5.1 15.9 11. 1 ROCKER PEAK PILLOW 6000 1/28 SP 4,3 14.9 11 .4 ROCKY bOY 4700 1/26 16 3.4 2. 7 3.4 ROCKY BOY PILLOW 4700 1./2-6 SP 4.3 3.6 3.8 SADDLE MOUNTAIN 7940 1/27 25 6,4 9202 18.4 SADDLE MOUNTAIN PILLOW 7940 1/27 SP 6,9 22.8 19, 1 SAWTELL MOUNTAIN ( ID) (3710 1/31 26 5.1 22e2 26. 1 SHOWER FALLS (3100 1/?8 41 12.0 ?lei 16. 6 SHOWER FALLS PILLOW 8100 1/28 SP 11 . 2 20.4 16. 7 SILVER RUN 6630 1/28 11 1.9 - - SILVER RUN PILLOW 6630 1/28 0 1.9 - SKALKAHO SUMMIT PILLOW 7260 1/27 0 6.1 . - SPUR PARK 8000 1/26 36 9.8 17,0 16e7 SPUR PARK PILLOW 8100 1 /26 SP 11.9 17. 7 16.4 STAHL PEAK 6050 1/25 38 10.8 28.8 STAHL PEAK PILLOW 6050 1/25 SP 10.5 ?4.0 - s STORM LAKE 7760 1/31 18 4,8 13.8 9. 5 Y STRYKER BASIN 6180 1/21 38 10.4 - - y STUART MILL 6500 2/01 10 1.,9 5.6 4.8 ti SYLVAN PASS (WY) 7100 1/30 20 3.8 14.7 9.4 TARGHEE PASS ( ID) 7000 1/31 20 2.6 1.1.1 12. 0 TAYLOR ROAD 4080 1/26 16 4.6 1.2 - TEN MILE LOWER 6600 1/30 101 2.8 5*2 5•11 TEN MYLE MIODLE 6800 1/29 20 3.7 1103 8. 2 TEN MILE UPPER 8000 1/29 20 4.7 12.7 10. 1 TEPEE CREEK 8000 1/31 17 3„? t2.6 Ile7 -18- Avera9e as� ed On 1958-72 period, A - Aerialo servotion; water content estimated. SP - Snow Pillow observation; water content only. SNOW THIS YEAR PAST RF[UDKO DRAINAGE BASIN and/nr SNOW COURSE Dare Snow Depth Water Content Water eonrent Onchos! NAME El.vatfon or yurvey (Inches) (Inches) Last Year Avmneu TEPEE CREEK PILLOW 8000 1/31 SP 3.6 10.3 - THUMB DIVIDE (WY) 7900 1/31 16 2.8 15.4 15.4 TV MOUNTAIN 6800 2101 19 64.2 14.9 13.2 TWELVEMILE CREEK 5600 1/26 27 7.3 17.3 15.6 TWELVEMILE CREEK PILLOW 5600 1 /26 SP 5.5 15.5 13.4 TWENTY-ONE MILE 7150 1/28 21 4.4 15.5 12e7 TWIN LAKES 6510 1/26 39 11.1 - 30.0 TWIN LAKES WILLOW 6400 1/26 SP 1009 36.8 30.4 VALLEY VIEW ( I0) 6bOO 1/31 20 2.2 12.0 12. 3 wALDRON 5600 1./31 14 3.4 6.4 - WALDRON PILLOW 5600 1/31 SP 3.4 6.2 9. 9 WEASEL DIVIDE 5450 1./25 27 7.3 24.2 - WEST YELLOWSTONE 6700 1/28 15 2.8 il .l 8.2 WEST YELLOWSTONE PILLOW 6700 1/31 SP l .d 8.3 696 WHISKEY CREEK 6800 2/28 21 4.5 17.7 - WHISKEY CREEK PILLOW 6800 1/28 5P 4.1 14.7 - WHITE ELEPHANT ( I0) 7700 1/31 23 '4.1 18.6 - WHITE MILL 8700 1/25 30 10.8 27.0 - WHITE MILL PILLOW 8700 1/25 SP 9. 1 22.6 - WILLOW CREEK 6500 1/28 19 3,8 8. 1. - WOLVERINE (WY) 7650 1/30 19 4. 0 1.4.7 - LATE ARRIVTNG DATA Dix Hill 6400 1/29 18 4. 1 9.0 - Holbrook 4530 1/30 29 6.OA 8. 5A 8.0 Many Glacier 4960 2/1 21 5.0 - - Many Glacier Pillow 4960 2/1 SP 5.9 - - Northeast Entrance Pillow 7400 2/1 SP 3.5 9.9 7 .0 Ophir Park 7150 1/29 27 7.4 16.8 - Spotted Bear Mountain 7000 1/30 27 6.OA 11.0A 11.4 z X -19- Average 6nsed On 19 8-72 period. A - Aerio o servotion; water content estimated. SP - Snow Pillow observation; water content only. I O N V tl N 1 U O N L.-11�:•+Q-�� 1 �r' lt ��)r• ,A~ / / )1J� .�7' FBI �j I -f�� / �� \�/ � '��✓!` •{�'U �� rtT i ti �; ~ I/�.y� C-� g `'=ter �j ED Imp,: Nzi _ - � /��� fVia. 1/:•Z J '� - _ �` �,�,-,�- •-."��)���1 , �(-��.�h� ,�, ,//�, �,,,IT,/lam (y'� �I ;?�.� 'x'.Ll 1\ , Nil, 1 '�• �� ltl l �j .d ILY •: I -1 � "'7YJ ilk �y � ai .� r{ ���_ � fJ -/�'L,L�j`•', IT• •� _ - �� il���t,�,(ll�l,� l�,- ' -,� i:\f' a-tl,�'$�,•`A, -/'-t�i�• r �'. - l_ � .-.�f "L,� ; .14 I,-y � , ,,Il.� : —r • ' s � r.tr �aS�`�•,-t't �y 1°`^' 1. •�V�(h�r'�I i 11�\ •'- 1Z .1ry�^ cw-, w - .q,J. - 'C'!.• •�li r. � (•r 9. y���! IfiTTT,�I ��7?��yjy� ��; - (� ��r��(���C 7 '� �F, Ln '1.3 AC ti P HIE M I q Is M A 2 W N HAN FORr C MIMI Bill 80111 FRIEUMP 1; V. U 11 its T I F 113111 M5 VVITY0011-1i to 24 G! kill 1pip on,R99.101 WHO ik I- 1134 HIM dif rin V.1% 17, a A„ x r`; r' x .0 j!Vim miq"a n.Z A g A E. V.:. 5 ttw t;. x .,j, 14 0. Ir I'll 14 R! fl:;x r'wA_, 114.1 4�.R '�OHNHNHIIH HIM 11HUM151 101111 111HRINIIII p 111 H I I t 51 @1 I-T 4ar A!fir JA 6 pal R WHIMMIU 1 WHO— H UHR H didl I 110 111 MIN!! I H 11'11 H 1 1 1KHRIMIM lam"W. A i i MAN J! "WAIIII A"M 1 SO !,. , . 4 -1..;ran" 'r A rJJ .4.:j n 1a,.*.;..7.;'IAh: 3 sh Bid �Ynnuuv smut 4MUUMUrauut"ni luo"luunulumna jun� A1141 IT.;!14 1!1.*!A 1 1,ii 4 A ill 1.114 V!n,Vi 4 vnM MA-swMA 'T no n n I nusanna pum 1 mm Sig to 110MIRupp inwin MUOUBM 1 M 1i •kl �y° .:aRt�`x.FAE�lY4aC�ti.^ays'�r^a�_l..iryEY:i F,�r h7n by,$xS ,� -7 ;'- ; 9�1,.� I i.i# 2a'aa r rz'f n,3L Y�;�:.a�a�n>'�',' �aa,S.��s!.f such W. PAS p PHU, P 111UNI 1 ENHANCE, 1 i,�, MOR Agencies and Organizations Cooperating in Montana Snow Surveys GOVERNMENT AGENCIES Canada : Water Survey of Canada , Calgary , Department of the Environment Water Resources Service , Department of Lands , Forests and Water Resources , British Columbia Alberta Environment , Edmonton , Alberta Federal : Department of the Army Corps of Engineers U . S . Department of Agriculture Forest Service Soil Conservation Service U . S . Department of Commerce NOAA , National Weather Service U . S . Department of the Interior Bonneville Power Administration Bureau of Indian Affairs Bureau of Reclamation Fish and Wildlife Service Geological Survey National Park Service STATE Montana Association of Conservation Districts Montana Department of Fish and Game Montana Department of Natural Resources and Conservation Montana State University - Agricultural Experiment Station University of Montana - School of Forestry PRIVATE Montana Power Company Butte Water Company The Anaconda Company Other organizations and individuals furnish valuable information for snow survey reports . Their cooperation is gratefully acknowledged . J NE loxCO3 cma CO2 C= LLM O oc LL ?n D�t N N Q� a V 1 UN NN N I'. n V I-1 C r^ F-4 O 11 l 1-1 • C7 wITC c p v C Q 3• c ,o n > > v o Oa o >. `° o °' a 'o a a' CAu .' a 0. u c 0 Z — o 'c 0 o •- c u c Q U. ..- E N O N 0u F- s O p O Cl) kn > _ Lai �, a -° o 2Z m JD tA v� w aamc LU = y O — C �o d W � v w Q. ww o5 W U- p O E n. 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