AI3 ^M,. TC 425.S25A5"""'''"""'"-''"-^^ WnKSfin-^'h^Saranac River CORNELL UNIVERSITY LIBRARY FROM E.E.Haskell to The C.E. College The date shows when this volume was taken. HOME USE RULES APH 2 1959 AU books subject to recall All borrowers must regis- ter in the library to borrow books for home use. All books must be re- turned at end of college year for inspection and repaid. Limited books must be returned within the four week limit and not renewed. Students must return all books before leaving town. Officers should arrange for the return of books wanted during their absence from town. Volumes of periodicals and of pamphlets are held in the library as much as possible. For special pur- poses they are given out for a limited time. Borrowers should not use their library privileges for the benefit of other persons. Books of special value and gift books, when the giver wishes it, are not allowed to circulate. Readers are asked to re- port all cases of books marked or mutilated. Do not deface books by marks and writing. Cornell University Library The original of this bool< is in the Cornell University Library. There are no known copyright restrictions in the United States on the use of the text. http://www.archive.org/details/cu31924004689158 DEC 2- 1915 POWER POSSIBILITIES OF THE SARANAC RIVER STATE OF NEW YORK CONSERVATION COMMISSION ALBANY POWER POSSIBILITIES OF THE SARANAC RIVER STATE OF NEW YORK CONSERVATION COMMISSION ALBANY STATE OP NEW YORK CONSERVATION COMMISSION GEORGE D. PRATT. Commissioner ALEXANDER MACDONALD, Deputy Commissioner A. S. HOUGHTON. Secretary MARSHALL McLEAN, Deputy Attorney General DIVISION OF WATERS A. H. PERKINS, Division Engineer a SARANAC SURVEY E. S. CULLINGS, Assistant Engineer F. D. PORTER, Assistant Engineer THE POWER POSSIBILITIES OF THE SARANAC RIVER In accordance with the provisions of the Investigations Conservation Law which direct the syste- matic study of the water power resources of the State, a detailed investigation of the storage and power possibilities of the Saranac river was made during the field seasons of 1913 and 1914. The surveys included an accurate profile of the river from Lake Champlain, at Plattsburg, to Saranac Lake village, a survey of the proposed dam site near the foot of Lake Flower, and brief surveys of several undeveloped power sites. All existing power developments on the river were inspected, and data as to the wheel installation, head utilized and use of power were secured. Office investigations, made during the past winter, have included a critical study of all available i streamflow and rainfall data, approximate estimates of streamflow at various points on the river, a detailed study of all promising storage basins, an estimate of the cost of the proposed Saranac i Lake reservoir, and approximate estimates of the cost of develop- ing some of the undeveloped powers. Thanks are due the local power users for their courteous co-operation, and the use of their files of maps, plans and other data. The field work was done under the supervision of Mr. F. D. Porter, assistant civil en- gineer, and the office studies were made by Mr. E. S. Cullings, assistant civil engineer. The Saranac River has its headwaters in Watershed southern Franklin County in the lakes and ponds surrounding Upper 'Saranac Lake. Draining the three Saranac lakes, it flows northeasterly about 60 miles, and empties into Lake Champlain at Plattsburg. The total area of the watershed is 613 square miles. The upper reaches are mountainous and densely wooded with second-growth timber. The average elevation of the headwaters is about 1,600 feet above [3] sea level. Between Bloomingdale and Cadyville the descent of the river is precipitous and broken by numerous falls and rapids, having a total fall of nearly 1,000 feet in a distance of 40 miles. Below Cadyville the river flows through a rolling sandy plain, descending to Lake Ohamplain with an almost uniform grade of 26 feet per mile. Table III Drainage Areas, Saranac Watershed Square miles Plattsburg (mouth of river) 613 Plattsburg (U. S. G. S. gaging station) 607 Cadyville 576 High Falls 495 Clayburg (below mouth of l^orth Branch) . . 480 North Branch, at mouth. 128 Tefft Pond 347 Union Falls 330 Franklin Falls 293 Pyramid Eapids 280 Saranac Lake Village 185 Bartlett Carry 77 Lying on the easterly side of the Adirondack Plateau, the Saranac watershed receives a sdmewhat lower precipitation than those lying further to the west. The mean annual rainfall varies from 30 inches at Plattsburg to about 39 inches at Upper Saranac Lake, the average for the water- shed being 35 inches. The mean annual temperature at Platts- burg is about 44° F., and at Upper Saranac Lake, about 39°, with a mean of 41° for the vphole watershed. The prevailing wind is northwesterly. The annual run-off at Plattsburg during the past 11 years has varied from 12.3 inches (1907) to 20.7 inches (1905), with a mean of 16.4 inches. This amounts to 47 per cent, of the mean annual rainfall, or 1.21 second-feet per square mile of tributary drainage area. The maximum flood discharge recorded during the past 11 years amounted to 6400 second-feet, or 10.5 second-feet per square mile of drainage area. PLATE II STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS 5ARANAC WATERSHED JANUARV 19)5 SCALE OF MILES ^^-^ ^„. C Q ., in which A2E2 Qi = Discharge at the point under consideration. Q2 = Known discharge at some other point. Ai = Drainage area at the first point. A2 = Drainage area at the second point. Ri = Mean annual rainfall at the first point. Rj = Mean annual rainfall at the second point. The discharge may be estimated for daily, weekly or monthly periods, but the mean monthly discharge is most commonly used, and this has been used in the estimates following. The above foi'- mula is based on the assumption that the run-ofi^ at any two points on the same stream will be, directly proportional to their respective drainage areas and the mean annual rainfall on each. ^Yhile this may not be strictly true, the difference in rainfall on the various di^'isione of the Saranac watershed is not very great, and esti- mates of run-off so computed should be reasonably accurate. Seven rain-gaging stations in or near the Saranac watershed have been maintained for periods ranging from 4 to 57 years. Lines of equal rainfall, as shown by these records, have been plotted on the watershed map, Plate II. Stoeage Rbseevoies Saranac Lake Owing to the exteme fiuctuatiun of the Reservoir natural streamflow, artificial regulation is one of the prime necessities in the development of the Saranac River. This subject therefore has been given considerable study, 6 and in course of the surveys of 1913, all promising storage basins were examined. There appears to be only one site where any large quantity of storage can be obtained for a reasonable ex- penditure. This reservoir site is an irregular-shaped swampy basin above the village of Sananac Lake, including within its area Lake Flower, Oseetah Lake and surrounding swamp and flowed lands, Kiwassa Lake, Lower Saranac Lake, and Middle Saranac Lake and adjacent swamp lands. At the outlet of Lake Flower a dam with spillway crest at elevation 1,544 feet above sea level, or 17 feet above the low- water surface of the lake would permanently flood all the swamp lands surrounding Lake Flower, Oseetah Lake and Kay Pond. It would raise the surface of Lower Saranac Lake by 10 feet, and middle Saranac Lake by 8 feet, submerging all surrounding swamp lands. With a draft of 10 feet, the proposed reservoir would have a capacity of 4.0 billion cubic feet, sufficient to completely regu- late the tributary drain:i;:e area of isr> square miles, and yet leave at all times enough water in tlic reservoir to completely cover all the flowed lands surrounding Lake Flower and Oseetah Lake. During the entire navigation season there would be sufiicient water for uninterrupted navigation (without the use of locks) from the regulating dam to Bartlett Carry. Though, as yet, no borings have been made, the dam site ap- pears to be a favorable one; both banks of the river are of firm compact glacial material, and the bed is of gravel and small stones. The indications are that ledge rock lies at no great dis- tance below the bed of the stream. Owing to the fact that the rock surface has not been definitely located, a reinforced con- crete dam Avith cut-off wall extending to rock has been considered in the following estimate of cost. If ledge rock is found to be near the surface, a solid masonry dam can be built at about the same cost. , Property damage will not be excessive. A total of only about thirty-five cottages will be affected, and in many cases these cot- tages can, at no great expense, be moved back to higher ground. Boat houses will have to be rebuilt, taking into account the fluctuation which will occur during the navigation season. The total area included within the proposed flow line is 11,500 acres. I'l.ATK IV Bartlett Carry a V Proposed STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS PROPOSED SARANAC LAKE RESERVOIR Sta^e Land indicaied thus; state yyyyyyyyy Pnvaie JAN 1915 APPROVED- SCALE OF MILES '',t/Udia/i^A&*<^ ASST ENGR. _D1V. ENGR _CHIEF ENGR. Plate v STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS AREA AND CAPACITY CURVES PROPOSED SARANAC LAKE RESERVOIR JANUARY 19IS 1550 (^ I5A0 O > U '530 _<^?^yf^2-k^»,.*-v-a. DIV. EN6R. APPROVED /jl'^a2^'t***fi--»,_ -CHIEF ENGR. Proposed flow line, elevation 1544. Maximum depletion, 10 feet Capacily, ^.0 billion cubic feet. Area- Million Square Feet 500 400 300 200 100 S s s s ^ ■^ "s "S -o r^ ,— r- "^ ^ j:< t :i' i/< t- \ ^ £- 5» r ^ "* ■^ » 't^ - r Mi dd e sJ ra >a( L >k > r f fl '^ ^ s ^ y LC y»< r >o ■ar ac Lc ike J \ V ^ \ L y ^ L, Ike F lov biei •^ V r" \ T ■* ) 1 2 3 4 5 6 Capacity- Billion Cubic Tze\ of which nearly half (5,500 acres) is natural water surface. Of the 6,000 acres of land to be submerged, all but about 1,300 acres is the property of the State. It will be necessary to relocate or reconstruct about two miles of the Delaware and Hudson railroad, and about 2.5 miles of highway. The shores and all flowed land within the reservoir basin should be entirely cleared of standing timber, and all stumps and par- tially submerged " dead-heads,'' which now prove such a menace to navigation, should be removed. The cost of the proposed reservoir is estimated as follows : Land $42,000 Clearing and grubbing 140,000 Relocating highway and bridges 30,000 Relocating railroad 40,000 Damage to cottages and boat houses. . . . 150,000 Dam and outlet works 132,000 Engineering and contingencies, 15 per cent. 80,000 Total $614,000 Cost per million cubic feet $153 50 The creation of this reser\'oir is highly desirable for summer resort, health and pleasure purposes, as well as for power, but inasmuch as " business and pleasure " can here be so admirably combined, the needs of the water powers should probably receive first consideration, and the powers benefited should bear the greater part of the burden of financing the project. However, the value of all property in the vicinity of the reservoir will be ma- terially enhanced, and therefore this property should bear its proportionate share of the construction and maintenance costs. Upper At its outlet. Upper Saranac Lake has a Saranac Lake drainage area of 77 square miles. Suf- ficient storage for the complete regulation of this area is easily obtainable, but inasmuch as complete regulation is provided for in the proposed reservoir above described, the upper reservoir will be unnecessary. 8 Bloomingdale Between the villages of Saranac Lake and Swamp Bloomingdale, a distance of about six miles, the river flows' through an extensive swamp having an area of not less than 2,200 acres, which might be flooded to a depth of from 20 to 25 feet by a dam at the head of Pyramid Rapids, a short distance below Bloomingdale. Additional storage to the amount of about 2.0 billion cubic feet would be available, but the cost, from property damage alone, would be prohibitive. A large part of the business section of Saranac Lake village would be sub- merged, and about ten miles of new State road would have to be relocated. The project therefore is not considered feasible. A small amount of storage has already been Franklin Falls u. • j . .v.- i \> ■ • *i. obtained at this place. By increasing tne height of the dam by 10 feet, a total storage of about 0.35 billion cubic feet can be obtained without seriously interfering with the operation of the power plant. About 0.50 billion cubic feet of storage is now available at this place. This amount can be doubled by increasing the height of the dam by 8 feet, but this increase would interfere somewhat with the operation of the Frankling Falls plant. The amount of storage here available does not exceed 0.10 billion cubic feet, an amount so small that it can hardly be considered other than as " pondage " for the proposed power development hereinafter described. The Xorth Branch is almost entirely lacking Lake Kushaqua . . ., .,.^. ,, , ,, m reservoir possibilities, though a small amount of storage has been pri^'ately developed at Lake Kushaqua. The storage capacity of the lake does not exceed 0.15 billion cubic feet, and it cannot be materially increased. This storage is at present used chiefly for log driving in the spring, and under ordinary conditions, the reservoir is maintained at spillway level during the summer months. All of the small reservoirs above mentioned will be of some value in the regulation of the river, and collectively they can be so manipulated as to provide at least 1.0 billion cubic feet of storage. At present they are all under private control and they PLATE VI] I I/) I 1500 1000 500 LEGEND Heavy Black line indicates nafural flow of stream Heavy Red line indicates regulated ffow of stream Indicates water stored in reservoir Indicates wafer released from reservoir Mean monthly discharge shown in each case STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS HYDROGRAPH SHOWING EFFECTS OF PROPOSED REGULATION ON 5ARANAC RIVER JANUARY 1915 ew^ ___r>5rtSsAA^«.*.»^ ASST. ENGR . J^? (D ni-l Nl KKMJ.31d3a O ru ^ \» o S JJ3J Nl W0li31d3a O " 2i o 1 q: ^ 0. lis 4l 5 sis H / 33X3 AON XOO onv Ainr 3Nnr AVM ddV avw a^j Nvr 03a AOM J.0O Xd3S anv Ainr 3Nnr AVW MVW a3j Nvn 03a AON X30 Xd3S onv Ainr 3Nnr AWW adv a3j Nvr 030 AOM J.0O ld3S 9nv Ainr awnr AWW adv aww a3j Nvr 03a AON xoo Xd3S onv Annr 3Nnr AVW adw avw a3J Nwr 030 AON xoo Xd3S enw Ainn JL 3Nnr ■"i 1 1 ^ ^v. AVW (X- / i ^«« . adv ^ T avw i ' asj 00 / 1 Nvr 9) L 030 AON '"s r xoo N s, ^Z id3S rt y onv S ^ Annr 3Nnr I AWW / ^=. adw _y f ■ >j^ aww r- / 7 93J S / \ Nvr / 7 330 \ ,iS '"''' s i ' 5 " xoo \ r -I* ^3S J CM -Z~- S u onw r s ^ - i« r* AHfir ) t ? I , 3Nnf / ID ■B ^^- "3 AWW / \ i "^^s. Y ydw 1 lU t! 7 E J aww «. '' r* (• J i^ a3J o 1 7 ■S! i Nwr 8> :x . ^ 1 ? 1 030 >v J- ■^■* AON 9 / 1 -i-^o p g : ^ 5 ' Xd3S 2 in - T * snw S " a u S ^- 1 Ainr ^ ^ ^ ~ V 2 : 3Mnr UJ ^ J ^. £ AWW V _ V adw 1 £ \* J aww lO s! 5 7 a3j S ^ 1 ^ '~ Mwr 0> N 5 : ~ 7 030 1 lU ' AON <-* \ ^ U I xoo I Xd3S o o 7- onw / S L- Ainr -% / 3Nnr . , V . AWW tf) r ^s adw O / E ''sv aww r Q 7 a3j o / ^ ^ Nwr '^ 1 030 ^ ^ AON s h 7- 100 k <^ t Xd3S / S ? - 9nw / o f Ainr - V . 3Nnr ^=>. AVW o J. ^ «, bdW o r T aww ' "^ 93J 2 Nvr O <\J ^ Sft o 133J Nt N0IX3nc 130 o ^i ^ tfl © 2 X33J Nl NOIX31d3a have not been considered in the estimates of streamflow and avail- able power, shovm in Table IV. This table shows the benefits which will result from the proposed Saranac Lake reservoir only. However, vsdth these smaller reservoirs in use, even with present capacities, the total amount of power available will be somewhat higher than that shovsm in the table. Method of I^ t^^ ^se of stored water through a number Operating Reservoirs gf plants at various distances from a stor^ age reservoir, it is obvious that, due to the inflow of tributary streams below the reservoir equally good regulation cannot be secured at all points. Each reservoir must be so regulated as to provide, as nearly as possible, a uniform year-round flow at some definite point on the stream. Under ordinary conditions this point should be so selected that, within the economic wheel in- stallations at the various plants, a maximum amount of energy will be added to the stream as a whole. If, however, this plan is strictly followed, it may be necessary at certain times, while the reservoir is filling, to completely close the outlet gates, and thus entirely, or very nearly, shut off all flow from a plant located at, or near, the reservoir. Such would be the case with the power and pumping plants at Saranac lake. It will therefore be neces- sary to determine a just and equitable minimum flow which should be maintained at this point while the reservoir is filling, even though some plants at points further down stream have more water than they can use. At Saranac Lake, the average monthly flow for the lowest month each year for the past 11 years has amounted to about 100 cubic feet per second, and in 1908 the mean flow for the month of September amounted to only about 50 cubic feet per second. Therefore, for the purposes of this study, it has been tentatively assumed that the interests of all will be best served if a minimum flow of 100 cubic feet per second be maintained at this point while the reservoir is filling. This has the effect of shifting the period of low flow from the summer to the spring months. The following estimates of regulated flow are based on this method of operation. A careful study of the profile of the Saranac River, and of the power developments thereon, indicates that the proposed reser- voir should be so operated as to give, as nearly as may be, an 10 even flow at a point near the mouth of the North Branch. There- fore, in the following studies it has been assumed that the Saranac Lake reservoir will be operated for best results at the proposed Tefft Pond power development. On this basis, mass curves and the resulting " power-percentage-of-time " curves have been com- puted and plotted, and from these curves, the resulting benefit at each of the existing plants, and at all undeveloped sites has been deduced. Power Developments and Possibilities Basis of The economic development of a water power Comparison usually requires a wheel capacity consider- ably in excess of that required for the minimum flow of the stream. Depending somewhat on the purpose for which the power is used, a turbine installation of sufficient capacity to utilize the whole flow of the stream for from six to eight months each year is usually economical; and if continuous year-round power is re- quired, the deficiency during the low-water period is supplied by an auxiliary plant. For the purpose of reducing all plants and undeveloped power sites to a common basis of comparison in this discussion, a wheel installation which can run at full ca- pacity 60 per cent, of the average year (7.2 months) has in each case been adopted as the economic development for either natural or regulated flow. All estimates of .■^treamflow are based on mean monthly dis- charge.i. These flows will, of course, be subject to certain daily or weekly variations caused by the manipulation of pondage at plants further up stream, but in most cases, particularly at the undeveloped power sites, sufiicient pondage can be obtained to eliminate, to a great extent, the effects 'of such manipulation. Owing to the impossibility of making, within the time allotted to this work, a thorough sub-surface investigation at each of the undeveloped power sites, we have been able to prepare only very rough estimates of the cost of developing these powers, but liberal assumptions have been made, and it is believed that these esti- mates are sufficiently accurate to form a fair basis of comparison of the relative merits of the various projects. Hydro-electric ii ^^^^^^^^Ku^^iAu^yi^^sl^-^v^^^l^ ' ''. '!' «'-- .■^f'rUSyP '. '^^''^^H^^^^^H Swampy Shore of Middle Saranac Lake -.•n 1 _ 1 . ^fSiNws*?*-.. , -- \ pUfi \-w^- — ■•»5'. rJ* r-—^:S ■^. r- ■'. -^■n^^'i^.rKi;»r,-^- • . . ,1W> — '■• ife^''^ - ; t -'..ia 4»V 1,:J= ^^^^ " f Ir'' '^'' ^|M- 1 1 .?• ■ - Flowed Land, Oseetah Lake Present Shore Line, Oseetali Lake Present Shore Line, 'Lake Flower Proposed Dam Site — Saranac Lake Reservoir ^HHlift ^^^IHH^H^^^^^lHd L. 'v-.^jbpibHh^^^H ■■■j ft^ ^-^^^^mHIH ^^^^^^B^^^^^^HuESk^ .'^^^VHpnlKP«!il**VR^^^^ HhHII ^Hii^HH Pyramid Rapids Power Site 11 development has been assumed in each case, but the estimates for electrical apparatus do not include transformers or trans- mission lines. The cost of acquiring land and riparian rights is not included. The following statements briefly summarize the principal phys- ical conditions at each of the existing plants and at undeveloped power sites. The details of both present and proposed develop- ments are shown in Table IV, following page "17. Plattsburg In the vicinity of Plattsburg there are six dams creating an aggregate head of 128 feet. There is also one undeveloped site where a head of 21 feet can be obtained. The first of these dams is a crib structure about 12 feet high and 350 feet long. About half of the available flow under 15 feet of head is used by a paper mill, and most of the remainder, under 13 feet of head, is used by a pulp mill at the southerly end of the dam. Two small factories at the northerly end of the dam have rights to a part of the " surplus " water. There appears to be no physical reason why the whole flow should not be used through the maximum available head of 15 feet, and the entire power developed at a single plant. A considerable increase in power could thus be obtained. About one-half mile up stream is a timber crib dam having a height of about 9 feet and a length of about 190 feet. At the easterly end an electric power plant utilizes about 50 per cent, of the streamflow, while the remainder is divided between a grist-mill and a machine shop on the westerly bank. A slight increase in head might be ob- tained by the use of flashboards. This is a concrete structure located about two miles from the mouth of the river. A head of 22 feet is created and power is used in a paper mill on the southerly bank of the river. An electric power plant here utilizes a 14:-foot head created by a concrete dam. The United States Geological Survey has for the past 11 years maintained a stream-gaging station at this place. 12 „,^ , A crib dam about 30 feet hierh and 550 feet rifth Dam , ° long, with a 12-foot steel penstock about 400 feet long creates at this place a head of 42 feet. Power is used in a steel plant. „,_^^ „ At Treadwell Mills a concrete dam makea Sixth Dam available a head of 27 feet, power from which is utilized in the operation of a pulp mill. Undeveloped Just above the highway bridge between the ^*** second and third dams above described, is a favorable opportunity for the development of a 21-foot head. At this point the bed of the river is of solid rock, and the banks are partly of rock and partly of firm impervious soil. A concrete dam not over 20 feet high above stream bed, and about 400 feet long, with a canal or head race carrying the water about 500 feet down stream to the power house site on the easterly bank of the river, would create a gross head of 23 feet. The average net working head is estimated at 21 feet. With the regulated flow due to 4.0 billion cubic feet of storage in the proposed Saranac Lake reservoir, there would be available at all times a flow of about 405 cubic fee* per second, and for 60 per cent, of the average year, a flow of about G15 cubic feet per second. These flows, with the given head, would produce, at 80 per cent, efficiency, 773 and 1,175 horsepower, respectively. There are not sufBcient physical data at hand for an accurate estimate of cost, but based on an installation of 1,200 horsepower, the con- struction cost should not exceed $100 per horsepower. From the crest of the Treadwell Mills dam MorrisonvUle to the tailwater of the lower mill at Cady- ville, a distance of about 6 miles, the river has an even grade of [ 23 feet per mile, the gross fall being 139 feet. The only power i development in this section of the river is that at Morrisonville, where the streamflow is divided between a grist-mill on the southerly bank, using a 9-foot head, and a sawmill at the northerly end of the dam, utilizing about 7 feet of fall. At several points small heads, ranging from lOi to 12 feet might be developed, but owing to the great breadth of the river channel and the lack of suitable foundations, it is probable that under present conditions these powers would not be found economical. PLATE Vm STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS POWER- PERCENTAGE- OF-TIME CURVES SARANAC RIVER AT TEFFT POND JANUARY 1915 Z4J>JL£k.iAJ^A ASST EN6R APPROVED. .DIV. ENOR. -CHIEF EN6R- /vor£:- Regulafed flow line shows resulting regulation from 4.0 billion cubic feet of storage in proposed Saranac Lake Reservoir 100 c O uJ 80 o oo o T5 60 o cu X l+- o "o ,0 40 u Q> Q. I. 0) $ 20 o a (U 10 1. o X c ^™" ^^ — ~~" ^^ ^^ ^~ ^^ ~~ ~~" ~ ^^ -1000 c u (U - 600 V) Q. \ \ V \ - 600 l^ 15 -4.00 ' Q) CT> \- O -C u - 200 ."2 Q 1 V \ N V \ S, s ■^ \ \ \ s A ■^ \ — . / ?s G< /f ^ \ ^ -i O _/ ^i *H f '^< '?^. "^ ^ ^< ^ -4, k ^ ^ \ \ ) 20 40 60 80 IC Percentage of Time -Average Year )0 13 CadyvUle -^ concrete dam of multiple-arch type here Lower Mill diverts water into a steel penstock through which it is conveyed to a pulp mill about 2,200 feet down stream from the dam. The gross head is about 159 feet. This is the largest power development on the Saranac river. A rocky gorge at this point is closed by a Upper " M^l^ masonry dam about 60 feet high, and less than 200 feet long. The gross head of 65 feet is completely de- veloped. Power is used in a pulp mill near the northerly end of the dam. Undeveloped -^ third development has already been staited Head at this place. The dam is located at a point about one-half mile above the Delaware and Hudson railroad bridge, where a narrow rock gorge from 40 to 50 feet deep, with vertical banks, affords an ideal site for the masonry dam, which is already in place. With a steel penstock, or other conduit carry- ing the water to the pool of the upper mill above noted, a total head of 78 feet will be available. With the proposed regulation, a continuous power output of about 2,700 horsepower can be maintained, and for 60 per cent, of the average year, about 4,000 horsepower will be available. The next power devolopment is a grist-mill ' Saranac . ° i at the village of Saranac, where a head of I about 8 feet is created by means of a crib dam. By deepening and i enlarging the tailrace and using 12-inch flashboards during the low-water period, this head might be increased to 11 feet. Hieli Falls '^^^^ go^g^j ^ith its precipitous descent of 200' feet within a distance of less than half a mile, offers a remarkable opportunity for power development. A narrow gorge at the head of a series of falls and rapids with its almost vertical banks of solid granite rock affords an economical site for a dam. In the suggested scheme for development, a steel conduit, barely 2,000 feet long, would carry the water to a surge tank on the top of the high bank on the westerly side of the river nearly opposite the foot of the falls. This tank in turn would be connected with the power house by smaller steel penstocks about 500 feet long. The power house site is about 200 feet below the foot of the falls. With a dam 60 feet high, or to elevation 1,035 (above sea level), a working head of not less than 242 feet can 14 be made available. With the proposed regulation, a minimum flow of about 380 cubic feet per second can be maintained, and for 60 per cent, of the average year, about 520 cubic feet per second. These flows with the given head would produce 8,360 anji 11,440 horsepower, respectively. The approximate cost of this development, as outlined above, and based on an installation of 12,000 horsepower, is estimated as follows : Dam and headworks $116,000 Ten-foot riveted steel conduit 61,300 'Surge tank, penstocks, etc 44,000 Power house 32,000 Hydraulic and electrical machinery 120,000 Engineering and contingencies, 15 per cent. 56,700 Total $430,000 Cost per horsepower, exclusive of land and riparian rights $35 . 83 This development cost is extremely low; assuming so low a figTire as $100 per horsepower as the amount which can be eco- nomically invested in a water power development, it is seen that this plant alone could bear the entire cost of the proposed Saranac Lake reserv^oir. At the site of an old blast furnace near the village of Redford, a working head of 36 feet is available. The proposed scheme of development includes a masonry dam at a point near the site of the former blast furnace dam, and a short canal leading to a point near the northerly end of the highway bridge. Short steel penstocks would connect with the power house, immediately below the highway. This plan would make necessary the relocation of about one mile of the high- way between Bedford and Clayburg, but other property damage would be triflinff. Sufficient data for an estimate of cost of this High Falls Power Site — Upper Falls •-- i 'mm ^ k.>..'iliii£ik»>^^>«i>'...^^- ^ J f V :« ■ * '■" ' -**3SiKBWlHB """■^^^l P| w *r . -•,'* ■%,- ■> ■ ■'Sif ^^^s ^B^b1^b0 l'-^ ^.*. j3 Jv » ■■ ■A>.- ■"■■• - T > ^ ■ '■;'-^ #-?^' w 1 I ^ i 1 1 V^'^ ^W'-^ ^^^ .:^^:' :- '^^ High Falls Power Site — Middle Falls High Falls Power Site — Lower Falls PLATE rx lon STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS POWER- PERCENTAGE-OF-TIME-CURVES SARANAC RIVER AT HIGH FALLS JANUARY i9l5 . _ _ ./^::^©i*«£i<.^v^_ - . ASST. E N G R. APPROVED ^PvPCMM/VMAiL^ chief ENGR. note:- Regulated flow line shows resulting regulation from 4.0 billion cubic feet of storage in proposed Saranac Lake Reservoir c O ,^ o CO -♦- o -D60 cu X ;^ ,0 -40 I. a 0) $ 20 o a 0) in L. o I c \ - 1000 TS C O U 0) - 800 U) V. Q. -+- (U Q> -60O 11 o Id 3 u -400 ' Q> cr> u o X - 200 "^ Q \ \ V \ ' \ \ N k \ V \ \ \ s S \ s s\ s '^ ^ fV \ »v *-> ^\ '9 •r-r \ ^c •C ^ A y r s ^ V ^ ^ > ^ ■~^ ^ ^ ■^ ^ \, s. v S, \ ) 20 40 60 80 IC Percentage of Time - Average Year )0 15 project are not available, but with regulated flow and an installa- tion of 1,700 horsepower, the cost should not exceed $100 per horsepower. Between the crest of the present dam at Tefft Pond m «• 1 Tefft pond and the water surface at the mouth of the North Branch at Clayburg, there is a gross fall at 202 feet. There are, however, between these two points, few sites where dams can be economically located. Therefore, the most feasible scheme seems to be to raise the height of dam at Tefft pond by about 10 feet, providing additional pondage as well as head, and to convey the water under low head through a reinforced concrete or steel conduit about 14,000 feet long to the high bank on the north branch about one-half mile above the Clayburg bridge. This bank offers a practicable site for a surge tank, from which short penstocks would lead to the power house on the southerly bank of the North Branch. In this way a net working head of about 188 feet can be secured. With regulated flow, about 5,470 continuous 24-hour horsepower would be available, and for 60 per cent, of the average year, about 6,670 horsepower. The construction cost, based on an installa- tion of 6,800 horsepower, is estimated at $638,000, or $93.80 per horsepower. Shell Eock ^^ tbe foot of this rapids the river flows ^*P**® through a narrow gorge, less than 100 feet wide, with vertical rock banks to a height of from 35 to 40 feet. A dam 30 feet high above low-water level would back water to the tail-race of the Union Falls plant, about 3 miles up stream. A working head of 30 feet would be available. This head, with regulated flow, would produce about 850 horsepower of contin- uous all-year power, or about 1,000 horsepower for 60 per cent, of the average year. The estimated cost is $100,000, or $100 per horsepower. A masonry dam about 150 feet long and not over 15 feet high, vdth an 11-foot steel pen- stock about 1400 feet long, here creates a gross head of 57 feet. Electric power is developed for use in surrounding tovms and ,16 villages. This dam creates a small reservoir having an area of about 1500 acres, and a capacity of perhaps 0.50 billion cubic feet. At this place a head of 52 feet is created by Franklin Falls \. j- i . , means of a masonry dam about 35 leet high, and a 10-foot steel penstock about 300 feet long. Electric power is developed and used with the power from the Union Falls plant. A small amount of storage has also been secured at this plant. The reservoir has an area of about 450 acres, and a capacity of perhaps 0.15 billion cubic feet. Between the Franklin Falls reservoir and the foot of the Bloomingdale swamp, the river has a fall of 45 feet. Of this head, at least 34 feet can be developed by means of a masonry dam 24 feet high, located at a point near the middle of the rapids, with a reinforced concrete or steel conduit about 950 feet long, leading to the power house site. With the proposed regulation, about 750 continuous 24-hour horsepower would be available, and for 60 per cent, of the average year, about 1000 horse power. The estimated cost is $110,000 or $110 per horsepower. Saranac '^^^ ^o^ o^ the river is here divided be- ^^^^ tween the village pumping plant, located at the easterly end of the dam, and an electric power plant at the westerly end. The power plant is connected with those at Union Falls and Franklin Falls, and has been but little used since the construction of those plants. The pumping plant supplies the village with water, and is operated continuously. The average head is about eleven feet. TABLE IV — Summary of Effects of Proposed Storage on Saranac Rjver Present Conditions Conditions After Rbqulation bt 4.0 Billion Cubic Feet or STonAoa in Pbofosbd Sabanac Lake Reservoir, Regulated fob Tb location developed POWERS: Plattsburg, first dam. . . . FlattebuTg, first dam .... Plattsburg, first dam .... Plattsburg, second dam . . Plattsburg, second dam . . Plattsburg, second dam . . Plattsburg, third dam Plattsburg, fourth dam. . Plattsburg, fifth dam .... Plattsburg, sixth dam .... Morrisonville Morrisonville Cadyville, first dam Cadyville, second dam Saranac Union Falls Franklin Falls Saranac Lake Saranac Lake Nature of business Total — Developed powers. UNDEVELOPED POWERS: Plattsburg Cadyville High Falls Redford TefftPond , Shell Rock Rapids Pyramid Rapids Total — Undeveloped powers. Grand total . Paper and pulp mill Not in use (23i% of siirplus water) . . . Excelsior mill (10% of surplus water) . Power plant (50% of stream fiow) . . . . Grist mill (26% of stream flow) Machine shop (25% of stream flow) . . Paper mill Power plant Steel mill Pulp mill Grist mill (50% of stream flow) Saw mill (50% of stream flow) Pulp mill Pulp mill Grist mill Power plant Power plant Power plant (50% of stream flow) .... Pumping plant (60% of stream flow) . . Drainage area; Square mile.« III 613 613 613 613 613 613 608 607 607 606 684 684 576 576 520 330 293 185 186 612 676 495 486 347 336 280 Elevation of crest of dam or top of flash- boards (Above sea level) IV 112 112 112 121 121 121 183 206 249 281 362 362 579 648 758 1,408 1,462 1,527 1,627 Average working head; feet 14 10 9 9 9 9 22 14 42 27 9 7 166 66 8 67 62 11 11 486 21 75 242 36 188 30 34 620 Rated horse- power capacity of turbines VI 1,190 70* 100* 615 190 125 1,950 840 2,600 2,380 160* 160* 6,600 4,200 76* 1,500 1,760 460 215 26,060 1,111 Estimated minimum monthly flow in second-feet VII 160 78 37.6 37.5 150 150 ISO 160 70 70 140 140 130 85 75 25 25 160 140 120 120 85 86 70 Continuous 24-hour h.p. available at 80 per cent, efliciency VIII 191 61 31 31 300 191 573 368 67 46 1,986 827 95 440 364 25 26 5,699 286 966 2,640 393 1,460 232 216 6,172 11.771 Power available in average year with installation in Column Vl h. p.-years per annum IX 644 49 33 293 124 102 1,230 669 1.960 1,500 142 132 5,830 3,050 75 1,330 1,290 122 111 18,676 Estimated available flow for 60 per cent, of average year 400 60 25 243 121 121 485 486 485 485 236 235 460 460 420 276 246 82 486 460 406 395 285 276 235 Capacity of turbines at 80 per cent. efliciency for 24-hour power 60 per cent. of average year XI 510 55 20 199 99 99 970 618 1,850 1,190 192 160 6,520 2,720 306 1,425 1,158 82 83 18,246 Power available in average year with flow in Column X and in- stallation in Column XI h. p.-yeart per annum Power addeci to natural stream flow by proposed reservoir with present installation and head h. p.-yeart per annum XII XIII 485 39 14 176 88 88 860 648 1,640 1,050 171 133 6,860 2,440 272 1,265 1,040 73 73 77 14 7 17 16 16 150 103 308 185 8 16 690 518 166 308 10 926 3,136 8,910 1,290 4,870 760 720 20,607 38,853 16,305 2,607 825 2,810 7,870 1,150 4,370 675 646 18,346 34,661 Elevation of proposed crest of dam or top of flashboards XIV 112 122 183 206 249 281 362 579 648 759 1,408 1,462 1,527 148 726 1,035 1,102 1,318 1,350 1,608 Ultimate working head XV 15 10 22 14 42 27 156 66 11 57 52 11 491 21 76 242 30 188 30 34 626 1,117 Minimum regulated flow in second-feet , dryest year XVI 405 405 405 405 405 405 400 395 395 386 300 260 100 406 396 380 376 320 310 245 Continuou.'^ 24-hour h. p. avail- able, dryest year XVII 562 368 810 516 1,546 996 327 5,600 2,335 386 1,652 1,230 100 16,316 773 2,605 8,360 1,228 6,470 846 757 20,120 36,445 Regulated flow available for 60 per cent, of average year XVIII 616 616 016 615 615 615 696 690 590 540 376 340 235 615 600 520 610 390 375 330 Capacity oi turbines at 80 per cent efliciency for 24-hour power 60 per cent. of average year XIX 840 659 1,230 783 2,350 1,610 487 8,370 3,485 540 1,942 1,607 235 23,938 1,176 4,020 11,440 1,670 6,670 1,020 1,020 27,016 60,953 Power BuppUed by natural flow with installation in Column I XIX h. p.-yearf per annum XX 682 454 998 635 1,907 1,227 395 6,782 2,824 435 1,542 1,262 180 19,323 963 3,256 9,215 1,342 6,280 805 800 21,661 40,974 Additional Total power hydraulic afforded power by pro- available posed regu- in aver- lation in age year. average h. p.-years year, after per annum eeonomK- (Sum of develop- Column ment. XX and h. p.-years Column per annum XXI) XXI 105 70 164 98 294 189 62 ,082 450 75 348 296 25 3,248 147 620 1,020 240 1,164 181 190 4,062 7,310 xxn 787 524 1,152 733 2,201 1,416 467 7,864 3,274 610 1,890 1,568 206 22,671 1.100 3,776 10,836 1,582 6,444 986 990 26,713 48,284 * Estimated. Y OF Effects of Proposed Storage on Saranac River CONDITIONB ApTBR RBacIiATIGN BT 4.0 Billion Cubic Feet OF Storaqb IN Proposed Saranac Lake Reservoir, Regulated tor Tefit Pond Total Power Capacity of Power available in Power added to natural Capacity i>l Power supplied power aflTordcd hydraulic power Auxiliary I'owbr ItlcquiUED TO Maintain CoNTINUOoa 24-lioul{ available Estimated turbines at average year stream flow Rcgulatctl turbines al by natural flow with instaltntion by pro- available With n average year with available flow for SO per cent, efficiency with flow in Column by proposei! reservoir of proposed Ultimate Miniimini regulated Continuous 24-hmir flow available 80 per pent efficiency posed regu- lation in in aver- age year. Installation op Column XIX Qstallation 60 per for 24-lioiir X and in- with present dom or top of working flow in h. p. avail- for 60 per for 24-houi in Column XIX h. p. -year!- average h. p.-yenr^ in cent, of power 60 stallation installation head second-feet , able, dryest cent, of power 00 year, aftei per nnnuni. average per cent. in Column and head dryest year year average per cent. econonu.- (Sum of "■olumn V] , >. p.-years year of average XI h. p.-yeart year of average per develop- Column ' er annum year h. p.-year^ per year ment, XX and Horsepower- per annum annum h. p.-years Column horsepowe-^ years per X < per annuni XXI) aniturn IX XI XII XIII XIV XV XVI XVII XVIII XIX XX XXI XXII XXIII XXIV 644 400 510 485 77 . 49 00 55 39 14 112 15 406 562 615 840 6S2 105 787 288 53 33 26 20 14 7 . 293 243 199 176 17 124 121 99 88 16 [ 322 10 405 368 615 56i) 454 70 524 191 35 102 121 99 88 16 1,230 486 970 860 150 183 22 405 810 015 1,230 99S 154 1,152 420 78 659 486 618 648 103 206 14 405 610 015 781! 035 OS 733 267 50 1.000 485 1,850 1,640 308 249 42 406 1,640 615 2,350 1,907 294 2,201 804 149 1,500 486 1,190 1,060 185 281 27 406 996 615 1,510 1,227 180 1,416 515 04 142 236 192 171 8 > 362 9 400 327 596 4S7 396 62 457 160 30 132 236 150 133 16 / 6,830 4 GO 6,620 6,850 690 679 166 396 6,6C0 600 S,37tl 0,782 1,082 7,804 2,770 500 3,060 400 2,720 2,440 618 048 66 396 2,336 690 3,485 2,824 460 3,274 1,160 211 75 1.330 420 276 306 1,426 272 1,265 769 1,408 11 67 386 300 385 1,652 540 375 640 1,942 435 1,642 76 348 510 1,890 155 390 30 165 52 1,290 122 246 82 1,158 1,040 73 308 1,462 62 260 1,230 340 l,fi07 1,262 290 25 1,558 206 377 135 40 30 > 1,627 11 100 100 235 236 in 83 83 73 10 / 18,676 18,246 926 3,136 8,910 1,290 4,870 750 726 16,306 826 2,810 7,870 1,160 4,370 675 640 2,607 491 16,316 23,938 19,323 3,24S 22,571 7,622 1,307 486 460 406 395 285 275 236 148 726 1,035 1,102 1,318 1,360 1,608 21 75 242 30 188 30 34 405 395 380 376 320 310 246 773 2,696 8,360 1,228 6,470 846 757 618 690 620 610 390 376 330 1,176 4,020 11,440 1,670 6,670 1,020 1,020 963 3,260 9,216 1,342 6,280 805 800 147 620 1,620 240 1,164 181 190 1,100 3,770 10,835 1,682 6,444 9.S0 O'.IO 402 1,325 3,080 442 1,200 174 203 75 244 006 88 226 3t 30 20,607 18,340 626 1,117 20,120 36,445 27,016 60,063 21,061 40,974 4,062 26,713 0,880 1,302 38,863 84,651 7,310 48,284 14,608 2,069 Eapids Below TefiFt Pond PLATE X 100 U SO o (3 X SO o i2 CD Q. i- 10 u o X 40 20 STATE OF NEW YORK CONSERVATION COMMISSION DIVISION OF INLAND WATERS POWER -PERCENTAGE-OF-TIME CURVES SARANAC RIVER AT PLATTSBURG JANUARY 1915 <^*e^ _ASST ENGR. APPROVED ja OIV. CNGR. . _/CJUOjfiJ(SJktAiUM. CHIEF ENSR. NOT£:- Regulafecf flow line shows resulting regulation from ^.O billion cubic feet of storage In proposed Saranac Lake Reservoir \ \ \ \ \ \ \, \ s \ k \, s s ^ S s\ "" \ ^ s \ s > ■s. V V ■v. ■v, ^ -c» \ N "-V ^ 'O •r \ \ "^ '9 > N A r s'' <. \. ■5^ ^^ - s ^^ ^ ■V V. V > ^■4 > N \ ^ \ 1000 800 600 c o (U VI I. D U 200 W 20 40 60 80 Percentd^e of Time - Average Year 100 17 Explanation of Table IV This table shows the principal details of head, wheel installa- tion, estimated streamflow, etc., at each of the present plants and at all undeveloped power sites affected by the proposed Saranac Lake reservoir. The first six columns are self-explanatory. Column VII shows the estimated minimum monthly streamflow, based on the Plattsburg records as explained on page 5. Column VIII shows the amount of continuous 24-hour power available with the head in Column V and the flow in Column VII ; Column IX, the amount of power available with the given head and the present wheel installation, a turbine efficiency of 80 per cent, being assumed in each case. Columns X and XI show the estimated flow and wheel capacity available for 60 per cent, of the average year, and Column XII, the amount of power, in horsepower-years per annum, which would be produced with the given flow and the installation shown in Column XI. Column XIII shows the amount of power which the proposed regulation would add to the output of the natural flow of the stream with the present installation and head. It is to a certain extent a measure of the benefits which would result if the proposed reser- voir were to be built for the present plants only. It will be noticed that in one or two instances the apparent benefit amounts to little or nothing. This is due to a relatively high installation to take unusual loads for a short time, or to utilize flood flows during but a short period each year. In these cases, of course, the table does not represent the true benefit received from the more steady flow due to regulation. Columns XIV and XV are comparable with Columns IV and V, showing the elevation of crest of dam and working head at each point, after the entire available head shall have been com- pletely developed. It should be here noted that all heads which are wholly or partially developed are listed under " Developed Heads," and therefore that where the head shown in Column XV is greater than that in Column V, a portion of the increased power shown in succeeding columns is due to increased head, and should properly be considered as " undeveloped power." 18 C'oliiiiiu.s XVI and XVJl show tlie minimum flow and con- tinuous power available with the proposed regulation, and Columns XVIII and XIX, the streamflow and power for 60 per cent, of the average year (with heads shown in Column XV). Column XX shows the power supplied bv the natural flow of the stream with the head in Column XV and the installation in Column XIX; Column XXI, tie additional power afforded by regulations; and Column XXII, the total hydraulic power avail- able after regulation and complete development. As before stated, it has been assumed that an installation which can run at full capacity 60 per cent, of the average year represents "com- plete development.'' Column XXUI shows the auxiliary in- stallation necessary to maintain the full-capacity output shown in ( 'iiliuiin XlX, and (^olumn XXIV shows the amount of auxiliary power required in the ordinary year for continuous year-round power. At the foot of Column XXI, it is seen that after complete development the proposed reservoir would increase the total power output by 7,310 horsepower-years per annum. The esti- mated cost of the resei-voir is $614,000; therefore, the "storage investment" amounts to but $84 per horsepower for this in- creased power, which, in fact, replaces costly auxiliary power. ni^i-' •%3:y: