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AND l lNI ARTS LlhKAKN (111 I Ol Si ^ AlOl K I^. 1)1 KSI OI I) YOKK I.IMK \KN Digitized by the Internet Archive in 2013 http://archive.org/details/longislandsource01newy BOARD OF WATER SUPPLY OF THE CITY OF NEW YORK LONG ISLAND SOURCES Reports, Resolutions, Authorizations, Surveys and Designs Showing Sources and Manner of Obtaining From Suffolk County, Long Island AN ADDITIONAL SUPPLY OF WATER FOR THE CITY OF NEW YORK Volume 1 New York City I9I2 TABLE OF CONTENTS PAGE Reports, resolutions, authorizations, surveys, etc 1 Report of Cliief Engineer recommending Suffolk County sources 5 Report of Chief Engineer on surveys 7 A — Topographical surveys 8 B — Ground-water surveys 9 C — Stream gaging 9 D — Test-borings 10 Summary 10 Report of Chief Engineer on investigations 11 Topographical surveys 11 Stream gaging 12 Test-boring 13 Pipe crossing at The Narrows 14 Miscellaneous studies and office work 14 Report of Chief Engineer on i^lan for obtaining supply 17 Xeed for immediately beginning work 20 Source of supply for the proposed works 21 Type of diversion works proposed 22 Extent of work proposed 22 Future branch lines to interior valleys 23 Estimated cost of works 24 Concurrence of Consulting Engineers 26 Map, plan and profile forwarded to Board of Estimate and A])])orl ioninent. 27 Report of Chief Engineer on surveys, studies and plans 30 Yield of Queens and Nassau County supplies 34 Consumption of water in the Borough of Brooklyn 35 T'rgency of the need for relief of Brooklyn 35 Supply from Suffolk County ground-water sources 36 Area of and rainfall on Suffolk County watershed 36 Population on Suffolk Counly watershed 37 Method of collecting the ground-water 37 Reservoirs to prevent ingress of salt 37 Provisions to maintain supply during very dry jxTiods 37 DeveIoi)ment of the Peconic Valley waters 38 Conservation of surfac-e flood flows 38 Protection of Suffolk County interests 38 Present use of water 38 Maintenance of surface streams and ponds 38 PJffect on agricultural interests : 39 Effect on oyster industry 39 Resulting direct advantages 40 Value of damages due to lowering the ground-water 40 Transportation of the supply to New York City 41 Order of construction and cost of Suffolk County works 41 Resolutions of Board of Estimate and Apportionment 43 Petition to the State Water Supply Commission 46 Report on Water Supply, Long Island sources, by W. E. Si)ear 55 Conclusions in brief 55 Yield of present Brooklyn water works 56 Works now being constructed 56 Total yield of readily available sources in western Long Island. 57 Relief from new sources in 1912 57 Suffolk County ground-water sources 57 Works to be built first 58 Emergency supply from Suffolk coiiiity 59 Cost of Suffolk County supply 59 Aqueducts of full cni)af ity for dev('loi)in( nt of 250 M. G. D 60 cox TEXTS PACK Present supply of Brooklyn borough 60 The Ridgewood system 61 Area of watershed 61 Present yield of works 62 Table 1 — Yield of collecting works of Ridgewood system 63 Additional supply from staticns under construction 65 Total additional supply from Ridgewood system 65 Capacity of conduits 66 Capacity of pumping-plants 68 Other Long Island sources of supplj' for Brooklyn borough 70 Opportunities for further ground-water development 72 Origin of Long Island ground-waters 73 Relation of consumption to supply of Brooklyn borough 74 Total amount of supply 7-1 Consumption 74 Relation of consumption and supply 75 Urgency of relief for Brooklyn borough 76 Supply from Suffolk County ground-water sources 76 Sources in Suffolk county to be developed for New York City 77 Origin of Suffolk County ground-waters 77 Quality of ground-waters 77 Ground-waters of southern Suffolk county 78 Ground-waters of the Peconic valley 78 Amount of water to be ai)propriated from Suffolk County sources. . . 79 Area of ground- water catchment 79 Total yield of these sources 79 Net supply to be nppi-opriated for New York City 80 Method of collecting ground water 81 Wells and pumping system 81 Collecting works in southern Suffolk county 81 Fresh-water reservoirs on the salt-water estuaries 82 Branch lines for additional storage 82 Collecting works in the Peconic valley 83 Utilization of flood flows in surface streams 83 Removal of iron 83 Protection of Suffolk C ounty interests 84 Amount of Suffolk County water being utilized 84 Local water-supply 85 Surface streams 85 Maintenance of surface ponds 86 Agricultural interests 87 Other Suffolk County industries 88 Advantages to Suffolk county in the proi)ose(l works 89 Transportation of supply to New York City 89 Masonry cut-and-cover aqueducts S9 Capacity of proposed aqueduits 90 Construction of Suffolk County works 91 First works to be built 91 Emergency supply in 1910 92 Cost of Suffolk County Sui)ply 93 Comparison with other estimates and other works 9;> Summary of cost of Suffolk County works !> 1 Annual expenditures 95 Provisions for complete developnu iil of Suffolk County sources 96 DoveIoi)m('nt of 15(i million gallons i)cr day 97 Temi)orary (h vi'h)|iiiients ( omi)ariscn of annual charges and cost of water 9S Table 2— Comparison of costs and annual charges of water.... !>!• Details of investigations K'l Acknowledgments Appendix 1 Amount of groiiiid-waler available I'K; Itainfall i>n Loii'4 Ishind 1":'. CONTENTS III PAGK Character of Suffolk County watersheds 104 Surface geology 104 Table 3 — Summary of precipitation records, Long Island and vicinity 105 Character of surface soils and vegetation 106 Run-off from watersheds 107 Limits of catchment area 107 Surface drainage area 107 Ground-water catchment 108 Area of ground-water catchment 109 Yield of Suffolk County watersheds 110 Visible yield of water sheds 110 Surface run-off in 1907 Ill Large supply from surface streams impracticable Ill Volume of deep underflow 112 Table 4 — Gaging stations on Suffolk County streams, 1907.... 112 Table 5— Surface run-off of Suffolk County watersheds 113 Estimate of Suffolk County yield on basis of Ridgewood system 114 Table 6 — Yield of the Ridgewood system in Queens and Nas- sau counties, from 1897 to 1907 114 Comparison with watersheds of surface supplies.. 119 Comparison with other ground-water catchment areas 120 Munich 121 Amsterdam 122 The Hague 123 Tilburg 123 r3russels 124 Table 7 — Comparison of yields of Long Island and European ground-water works 3 25 Storage requirements for development of 800.000 gallons per day per square mile 126 Storage requirements for surface-water supplies 126 I'niformity of run-off in southern Suffolk county 127 Probable storage requirements in Suffolk county. . 128 Conclusions on unit yield 128 Yield of Suffolk County watersheds 129 Gross yield 129 Water to be approi)riatf(i by New York City 129 Appendix 2 — Location of proi)ose(l works 134 Quality of Suflolk County waters 134 Physical txamination 134 Table 8 — Analyses of ground-waters of SulTolk County water- sheds 135 Chemical examination 136 bacterial and microscopic examinations 137 Xormal ground-waters 137 Supi)]ies of local water-works 137 Waters from small domestic wells 138 Waters from off-shore islands and beaches 138 Surface-waters 138 Table 9 — Analyses of Suffolk County surface-waters 139 Waters of the Ridgewood supply 140 (oniparison with Suffolk County waters 141 Comparison with other supplies 141 Table 10 — Analyses of waters of the Ridgewood supply 142 Table 11 — Comparison of Ridgewood supply with waters of large cities 143 Inflow of sea-water 144 Chlorine in Ridgewood supply 144 Old Shetucket driven-well station 145 Other stations of the Ridgewood system 147 Location of ground-water works of Ridgewood system 148 IV cox TEXTS PAGE Equilibrium between fresh and salt water. 149 Studies in Holland and Belgium 150 Investigations of the Amsterdam dune supply 151 Long Island relations 152 Minimum fresh-water head 155 Location of Amsterdam works 157 Pollution from local population 157 Iron and manganese in Long Island waters 159 Amount of iron in Long Island waters 159 Occurrence of manganese 161 The Bayshore supply 161 Annoyance to Suffolk county residents 162 Conclusions on location of collecting works 163 Appendix 8- — General plan for Suffolk County collecting works 167 "Water bearing strata 168 Yellow gravels 168 Gray gravels 170 Table 12 — Mechanical analyses and classification of wells 171 Fallacy of Connecticut origin of Long Island ground-waters. . . . ISO Collection of ground-water in yellow gravels 180 Well system 181 Depth of wells 181 Grouping of wells 186 Type of wells 187 European well practice 187 Table 13 — Types of wells in European ground-water plants. . . . 188 American well practice 195 California stovepipe wells 198 Wells with artificial gravel filter 200 Clogging of wells 200 Infiltration galleries 203 Conditions favorable for galleries 20-4 American practice regarding infiltration galleries 206 European practice 208 Study of gallery for Long Island conditions 215 Relative cost and economy of operation of wells and infiltration galleries 215 Costs of infiltration galleries 215 Cost of stovepipe wells 216 Economy in first cost of constructing a well system 216 Cost of operation of wells and galleries 217 Time required for construction of wells and galleries 217 Table 14 — Relative cost of a supply from wells and galleries.. 218 Comparative merits of wells and infiltration galleries 219 Advantages of a sy.-tem of wells 219 Advantages of an infiltration gallery 219 Conclusions 220 Well system with gravity flow to aqueduct 220 Conditions in southern Sulfolk county 220 Land for collecting works 221 Width of right-of-way 221 Subsurface pollution 221 Relation of wells to aqueduc t 222 Improvement of right-of-way 222 Outline of collecting works 223 Method of collection 223 Type of wells 223 Pumping system 223 Table 15 — Geological classilication of test-wells and stovei^pe wells 224 Appendix 4 — Develoimunt of water for Ifrooklyii siipi'ly 257 History of Brooklyn works 2;)7 The Ridgewood system 257 COXTEXTS V PAGE Other water-works 261 Table 16 — Sources of water-supply for Borough of Brooklyn. . . 262 Description of Ridgewood system 263 Character of watershed 263 Collecting works 264 Surface supply 264 Ground-water supply 268 Well systems 268 Open wells 268 Driven v/ells 269 Comparative merits of several types of VN-ells 273 Table 17 — Driven-well systems 274 Cost of wells 276 Table 18 — Bids for sinking wells, received by Dept. of Y\'ater Supply in 1906 and 1907 278 Cost of water from driven-well stations 282 Infiltration galleries 283 Yield of galleries 28.5 Cost of infiltration galleries 285 Cost of water from galleries 287 Influence of collecting works on underground and surface-water levels 288 Amount of ground- water storage 288 Transportation works 290 Conduits •. 290 Pumping-stations 291 Millburn pumping-station 292 Ridgewood pumping-station 292 Mt. Prospect pumping-station 295 Distribution system 296 Reservoirs 296 Distributing mains 296 Other Brooklyn works 297 Yield of Ridgewood system and quality of supply 298 Cost of the Ridgewood system 298 Construction 298 Table 19 — Equipment of pumping-stations 299 Annual charges 300 Table 20 — Cost of construction, annual charges and cost per million gallons 300 Table 21 — Cost of water per million gallons from IJrooklyn system in 1906 300 Table 22 — Cost of water per million gallons from Brooklyn system, 1901 to 1906 301 Appendix 5 — Design of well system 307 Experiments on stovepipe wells 307 Description of wells and driving rig 307 Equipment for pumping experiments 308 Table 2.3 — Character of strata and depth of iierforations in wells at Babylon 309 Description of pumping experiments 310 Table 24 — Pumjjing experiments on Stovepipe Wells 1, 2 and 3. 310 Relative pressure in ground-water at various depths 311 Discussion of results 314 Spacing of wells 314 Size of wells and length of screen section 315 Depth of wells 318 Extent of influence of pumping 318 Storage in yellow gravels 319 Proposed well system 320 Table 25 — Preliminary layout of well system 321 VI cox TEXTS PAGE Appendix G — Pumping system for collecting works 329 System of electrically driven pumps 329 Types of pumps 330 The P. K. Wood propeller pump 330 Byron Jackson deep well pump 330 Turbine pump 331 Plunger pump 331 Pump efficiency 333 Estimates on electrical pumping system 333 Table 26 — Output of electric substations 335 Central power-station 336 Transmission line 338 Distribution system 338 Well equipment 340 Telephone system 340 Total cost 340 Cost of power 340 Cost of labor 341 Cost of coal 341 Maintenance and supply 342 Extraordinary repairs and depreciation 342 Taxes 342 Total cost of operation 343 Basis of estimates of cost 343 Cost of transmission line 343 Cost of distribution line 344 Engineering and contingencies 344 Air-lift system 344 Compressor stations 344 Table 27 — Cost of operation 345 Power transmission 346 Table 28 — Air-lift equipment 348 Pumping units 349 Cost of pumping system 349 Cost of operating works 351 Basis of estimates 351 Efficiency of air-lift 352 Comparison between the electrical i)umping and air-lift systems.... 354 Appendix 7 — Utilization of flood flows of surface streams 360 Amount of surface waste 3()1 Purification of surface-waters 362 Ground-water plants near surface streams 362 Artificial ground-water 363 Proposed infiltration basins 3()4 Location of infiltration basins 364 Outline of design for infiltration basins 3(>6 Cai)acity of infiltration basins 36() Clinton ex|)erinu'nts 367 ( ost of infiltration basins 3()9 Appendix 8 — Removal of iron from SulTolk County ground-water 370 Iron in the Ridgewood sui)ply 370 Iron removal plants in SutTolk county 371 (ierman iron removal plants .'!71 Table 29 — The removal of iron from ground- wa icr sM|>i)lies :'.73 Ai)pcndi.x — Frrsh-watcr reservoirs on salt-water csluaries .37S Limiting distance to salt water 37S Higlil of proi)os(>d reservoirs 37!) Location of reservoirs 3S0 Design of projjosed dam .'{SO Maintenance of dams and reservoirs 380 (^ost of reservoirs 381 Basis of cslinialfs ■3S1 CONTEXTS VII PAGE Appendix 10 — Proposed design of transportation works 383 Aqueducts 383 Location of aqueduct 383 Siphons 385 Capacity of aqueduct 385 Excess capacity of aqueducts 386 Size and grades of aqueducts 387 Profiles of aqueducts 388 Grade of aqueduct in Suffolk county 400 Grade of aqueduct in Nassau and Queens counties 401 Alternative location of aqueduct in Nassau county 402 Cost of aqueduct construction 403 Connections with Ridgewood system 404 Special structures 404 Gate-house and appurtenances 405 Culverts 406 Manholes 406 Railroad crossings 407 Aqueduct right-of-way 407 Width of taking 407 Improvement of right-of-way in Nassau county 407 Proposed pumping-stations 416 Ridgewood pumping-station 416 Type of machinery for station equipment 416 Station buildings 417 Progressive equipment of station 417 Estimated cost of station 418 Cost of operating plant 419 Table 30 — Data on direct-acting engines 420 Table 31 — Data on high duty crank and flywheel engines. Low station duty 421 Table 32 — Data on high duty crank and fly wheel engines. High station duty 422 Alternative site for station at Fresh creek 424 Table 33 — Cost of pumping in various cities 425 Riverhead pumping-station 429 Appendix 11 — Cost of supply from the proposed Suffolk County works.. 435 Cost of works for 250 million gallons per day 435 Cost of water from these works 436 Table 34 — Estimates of cost of Suffolk County works and annual expenditures 437 Basis of estimates 443 Interest 443 Sinking fund 443 Taxes 443 Extraordinary repairs and depreciation 443 Operation and maintenance 445 Cost of works for 150 million gallons per day 446 Extent of works 446 Cost of water from these works 447 Temporary works in Suffolk county 447 Table 35 — Estimates of cost of works and annual expenditures. 448 Project for supply of 50 million gallons daily 452 Project for sui)ply of 100 million gallons daily 452 Table 36— Estimates of cost and annual expenditures for su])- ply of 50 M. 0. D 453 Table 37 — Estimates of cost and annual exiiendilures for supply of 100 M. G. D 454 Appendix 12 — Effect of diversion of ground-water upon Oyster industry. 455 Introduction 455 The oyster 457 The shell 457 The organism 458 yiii COXTllXTS PAGE Conditions affecting growth 458 Commercial aspects 460 Quality of the oyster sold to the New York market 4G0 Great South bay 461 General description 461 Tides and currents 465 Table 38 — Results of current observations in the Great South bay 473 Temperature 474 Salinity of the water. Observations in 1907 474 Salinity of the water. Observations in 1908 479 Comparison of salinity determinations in 1907 and 1908 479 Salinity of the water over the oyster beds 486 Effect of the diversion of ground-water on the salinity of the bay 490 Microscopic organisms. Observations of 1907 490 Microscopic organisms. Observations of 1908 494 Distribution of diatoms 494 Laboratory experiments on the growth of diatoms 503 Chemical condition of the water 505 Physical condition of the watc:r of Great South bay 506 Quality of the water in the inflowing streants. Observations of 1907 506 Quality of the water in the inflowing stream.s. Observations of 1908 508 Table 39 — Analyses of samples from streams tributary to the Great South bay 508 Quality of the oysters in the Great South bay 509 Natural advantages of the Great South bay as an oyster ground 509 Table 40 — Results of analyses of samples of water from various streams discharging into Great South bay 510 Table 41 — Results of analyses of samples of water from certain inlets and basins of Great South bay 511 Table 42 — Results of analyses of samples of water (oUected at various places in the Great South bay 512 Natural changes that may take place in the bay 513 Moriches bay 514 Shinnecock bay 516 Jamaica bay 518 Appendix 13 — Agrictiliural interests of Suffolk counly 520 Character and distribution of Long Island soils 521 Moraine soils 521 Plains soils 522 Marsh soils 523 Comi)arison of soils in Suflolk, Xassaii. Queens ami Kiims coiiiitics 523 Physics of Long Island soils 524 Depth of soil 524 Texture of soils 525 Table 43 — Texture of Long Island soils 526 Movements of soil moisture 532 Percolation under influence of gravity 532 Movement of soil moisture by capillarity 533 Interior evaporation •">'^-'^ Maximum capillary rise of wait r in Loiii; Island soils 535 ( onservation of soil moisture 541 Extent of Suffolk County agricultural interests 515 l':tTc( I of o|)('ration of works on well supply 54(> l':i')cct of i)roi)osed works on soil moisture 547 Aliliciidix 11 Local uses of water in Suffolk »ounly 550 Public water-supplies •''•>1 Descri|)lion of water-works •>51 Ainityvillc ■'>!'>1 Uabylon •^'•'>2 cox TEXTS IX PAGE Bayshore 553 Patchogue 554 Quogue 555 Riverhead 556 Substituticn of local supplies by water from the proposed aque- duct 557 Probable future consumption of Suffolk county 557 Water for manufacturing purposes 558 Water-power 561 Babylon whip factory and sawmill 561 Doxsee s mill, Islip 561 Hawkins Lake paper-mill, Islip 561 Paper-mill at Canaan lake, Patchogue 562 Swezey s mill, East Patchogue 562 Sawmill on Mud creek, East Patchogue 562 Grist-mill and sawmill at South Haven 562 Saw and grist-mill at Yaphank 562 Saw and grist-mill at Speonk 562 Table 44 — Suffolk County water-powers 562 Tower grist-mill, Riverhead 563 Hallet Brothers' grist-mill, Riverhead 563 Riverhead Electric Light Company 563 Appendix 15 — Maintenance of surface ponds 565 Experiments at Massapequa 566 Table 45 — Seepage from Massapequa stream and lake 568 Possible seepage from Suffolk County ponds 569 Maintenance of ponds 569 Table 46 — Areas, elevations and distances of Suffolk County ponds. . 570 Appendix 16 — Legal decisions and amount of awards 572 Diversion of surface-water 572 Diversion of subterranean wate.-s 572 Actions against The City of New York for damages to lands. . . . 573 Other decisions 576 Actions due to operation of Ridgewood sy.stem 577 Amount of claims 577 Amount of damages awarded 578 Table -17 — Actions brought against The City of New York and Brooklyn 579 Location of cases 581 Probable damages from diversion of Suffolk County ground-water. . . 581 Api)endix 17 — Rei)ort on preliminary surveys 585 Trianguiation 585 Suffolk county 585 Nassau and Queens counties 586 Levels 586 Suffolk county 587 Nassau and Queens counties 588 Topographical surveys 588 Mapi)in? of surveys 588 Summary oT work 589 Appendix A — Trianguiation work 590 Method of measuring base-lines 591 Babylon division 591 Patchogue division 592 Moriches division 592 Standardizing of tapes 593 Method of turning primary angles 593 Calculation of trianguiation 594 Closures between the different divisions 595 Secondary trianguiation 597 Azimuth stakes 597 Summary 597 X cox TEXTS PAGE Triangulation work in Nassau county 598 Triangulation work in Queens county 598 Table 48 — Primary triangulation stations 601 Table 49 — Secondary triangulation stations 603 Table 50 — Primary triangulation stations 607 Table 51 — Secondary triangulation stations 609 Table 52 — Primary triangulation stations, Azimuth stakes 628 Table 53 — Secondary triangulation stations, Azimuth stakes.... 630 Table 54 — Primary triangulation stations, Patchogue section.. 632 Table 55 — Secondary triangulation stations, Patchogue section.. 633 Table 56 — Azimuth stakes, Patchogue section 634 Table 57 — Azimuth stakes, Eastport section 635 Table 58 — Azimuth stakes, Jamaica section 639 Conditions of coast survey stations investigated in Suffolk county 643 Conditions of coast survey stations investigated in Nassau county 644 Appendix B — Secondary levels 645 Primary bench levels 645 Secondary levels 645 Table 59 — Secondary levels 647 Table 60 — Primary circuit levels 649 Table 61 — Primary bench-marks, Babylon and Patchogue sec- tions 658 Table 62 — Secondary bench-marks, Babylon section 659 Table 63 — Secondary bench-marks, Patchogue section 668 Table 64 — Secondary bench-marks, Eastport section 683 Appendix C — Topographical surveys 695 Organization 695 Methods of work 695 Suffolk County surveys .- 698 Table 65 — Tabular statement of error in closure of stadia traverses, Suffolk county 700 Stadia surveys in Nassau county 705 Stadia surveys in Queens county 706 ILLUSTRATIONS PAGE Map and profile showing manner of obtaining from Suffolk county an additional supply of water for The City of New York — Sheet 4 26 Brooklyn water supply — Collecting works of the Ridgewood system and other municipal and private supplies — Sheet 1 60 Brooklyn water supply — Ridgewood system — Sheet 2 68 Brooklyn water supply — Urgency of additional supply from new sources —Sheet 3 76 Rainfall on Suffolk County watersheds— Sheet 5 104 Configuration of saturated sands and gravels and surface topography in Suffolk county— Sheet 6 108 Weir station on Santapogue creek, on Montauk division, Long Island railroad, about y, mile west of Babylon — Plate 1 112 Weir station on Carrl's river, West branch, about 11. mile north of Babylon — Plate 2 112 Weir station on Carrl's river, East branch, about 1{, mile north of Baby- lon—Plate 3 112 Weir station on Sampawam's creek, on Montauk division. Long Island railroad, between Babylon and Islip — Plate 4 112 Weir station on Penataquit river, on Montauk division. Long Island rail- road, Bayshore — Plate 5 112 Weir on Orowoc creek, Montauk division. Long Island railroad, Islip : dial gage shown as used on two weir stations — Plate 6 112 Recording weir station on Doxsee creek, y, mile west of Islip, showing fine rule scale for obtaining head of water on crest — Plate 7 112 Weir station on Champlin creek, on Montauk division. Long Island rail- road, Vj mile east of Islip — Plate 8 112 Weir station on Forge river. South Country road, Moriches — Plate 9.... 112 Weir station on Seatuck creek, at South Country road, Eastport — Plate 10 112 Recording gage at weir station on Seatuck creek. This type of platform gage was used at many of the stations — Plate 11 112 Brooklyn water supply — Yield of Ridgewood system from 1897 to 1907 — Sheet 7 130 Hydrographs of Suffolk County streams in 1907 — Sheet 8 131 Hydrographs of Suffolk County streams in 1907 — Sheet 9 132 Hydrographs of Suffolk County streams in 1907 — Sheet 10 133 Salinity of Ridgewood supply 1895 to 1907 — Sheet 11 144 Salinity of ground-water pumped at Shetucket driven-well station — • Sheet 12 146 Brooklyn water supply — Water levels and chlorine — Driven-well stations, Ridgewood system — Sheet 13 148 Ideal section of North Holland dunes showing equilibrium between fresh and salt water in homogeneous porous strata — Sheet 14 150 Relation of salt ;ind fresh ground-water on the coast of Belgium — ■ Sheet 15 150 Amsterdam water-works — Investigation of dune sources near Haarlem and Zandvoort — Sheet 16 152 Danger from inflow of salt water in lowering of ground-wat(>r by i)ro))Osed Suffolk County works — Sheet 17 153 Safe hight of ground-water at collecting works to i)rovent entrance of salt water — Sheet 18 156 Distribution of iron in ground-water — Sheet 19 160 Advantages of proposed location of collecting works in freedom from serious annoyance to Suffolk County residents — Sheet 20 164 Brooklyn water supply — Ground-water level and chlorine content at driven-well stations affected by salt water — Ridgewood system — Sheet 21 166 A7/ ILLiSTRATIOXS PAGE Typical sproulland between Lindenhurst and Babylon — Plate 12 166 Typical scrub oak and pine barrens between Islip and Oakdale — Plate 13. 166 Probable geological cross-section of Long Island from near Babylon to Xorthport and the Connecticut shore — Sheet 22 168 Geological section of southern Long Island on line of proposed SutYolk County aqueduct from Ridgewood. Brooklyn, to Quogue in Suffolk county — Sheet 23 168 Merrick driven-well station of the Brooklyn water-works — Effect of pump- age on ground-water in 1902 — Sheet 24 182 Agawam driven-well station of the Brooklyn water-works — Effect of pumpage on ground-water in 1902 — Sheet 25 183 Loss of ground-water flow through moderate pumping of shallow wells — Sheet 26 185 Lowering of ground-water — Continuous line wells vs. groups of wells — Sheet 27 186 Detail of wells at Tegelersee. Berlin — Sheet 28 189 Wells at Wannsee, Charlottenburg — Sheet 29 190 Wells at Naunhof, Leipsic — Sheet 30 191 Wells at Ursprung. Nuremberg — Sheet 31 192 W^ells at Erlenstegen, Nuremberg — Sheet 32 193 Wells at Tolkewilz, Dresden — Sheet 33 194 Dollard or tile well as originally made — Sheet 34 196 The Maury well of the Garden City water-works — Sheet 35 197 Stovepipe well, 24-inch, proposed for Suffolk County collecting works — Sheet 36 199 Suffolk County collecting works — Study of well — Sheet 37 201 Infiltration galleries— Muhlthal works of Munich — Sheet 38 205 Infiltration gallery at Los Angeles, Cal. — Sheet 39 207 Infiltration galleries — Dresden and Hanover — Sheet 40 209 Infiltration galleries — Munich — Sheet 41 210 Gallery at Brussels — Foret de Soignes — Sheet 42 211 Infiltration galleries — Serino works of Naples near Avellino — Sheet 43. . 212 Design for an infiltration gallery — Profile and sections of gallery — Sheet 44 213 Design for an infiltration gallery — Pumping-station for 2-mile section of gallery — Sheet 45 214 Test-borings in southern Queens and Nassau counties — Ridgewood pump- ing-station to Suffolk county — Showing water bearing sands and gravels on line of collecting works of Ridgewood system — Sheet 46. . 256 Test-borings in western Suffolk county — Oak island, near Babylon to Northport — Showing water bearing sands and gravels on transverse section of Long Island — Sheet 47 256 Test-borings in southern Suffolk county — Nassau county to East Patchogue — Showing water bearing sands and gravels on line of proposed col- lecting works — Sheet 48 256 Test-borings in southern Suffolk county — East Patchogue to Quogue — Showing water bearing sands and gravels on line of proposed col- lecting works — Sheet 49 256 Brooklyn water supply — Reduction in waste from easterly supply ponds by repairing the Millburn reservoir — Sheet 5() 268 Wells of Ridgewood system — Sheet 51 :503 Brooklyn water supply — Infiltration gallery — Sheet 52 304 Brooklyn water supply — Wantagh Infiltration gjillery EITeii of pumping on ground-water level — Sheet 53 304 Brooklyn water supply — Ground-wat<'r level in vicinity of Wantagh infil- tration galU'ry — Sheet 51 3(il Brooklyn water suiiply^Daily yiclil of Waiiiagli inliltraiioii gallery Sheet 55 ^05 Brooklyn water supply — Relation between pumping and ground- water level at driven-well stations — Sluct 5t; 306 Brooklyn water supply — Water profiles- Wantagh inii it rat ion gallery and Clear Stream (lriv<'n-w«'ll stat Ion — Sheet 57 306 ILLUSTRA TIOXS XIII PAGE Stovepipe well rig at Well 2, West Islip — Plate 14 308 General view of boiler and compressor house, showing Well 1 and flume from Wells 2 and 3 — Plate 15 310 Well 3, looking westerly along flume toward boiler-house — Plate 16 310 Well 3, looking easterly, showing measuring weir and instrument house — Plate 17 310 Well 2, looking westerly along flume, showing casing, air-lift equipment and measuring box — Plate 18 310 Pumping of stovepipe well — Experiment 7, Well 1 — Relative ground- water pressures at various depths 64 feet north of well — Sheet 58. . 312 Pumping of stovepipe wells— Experiment 7, Well 1— Lowering of ground- water in vicinity of well — Sheet 59 313 Loss of head in wall of stovepipe wells during experiments at the Babylon experiment station^ — Sheet 60 316 Pumping of stovepipe wells — Experiment 4, Wells 1 and 2 — Sheet 61 . . . 322 Pumping of stovepipe wells — Experiment 5, Well 3 — Sheet 62 322 Pumping of stovepipe wells — Experiment 6, Wells 1, 2 and 3 — Sheet 63 . . 322 Pumping of stovepipe wells at experiment station. West Islip — Sheet 64. . 323 Pumping of stovepipe wells — Experiment 4, Wells 1 and 2 — Sheet 65 . . . 324 Pumping of stovepipe wells — Experiment 4, Wells 1 and 2 — Sheet 66. . . . 325 Pumping of stovepipe wells — Experiment 5, Well 3 — Sheet 67 326 Pumping of stovepipe wells — Experiment 6, Wells 1, 2 and 3 — Sheet 68. . 327 Pumping of stovepipe wells — Experiment 6, Wells 1, 2 and 3 — Sheet 69. . 328 Deep well turbine pump for 16-inch casing — Sheet 70 332 Electrical pumping system — Location of substations — Sheet 71 334 Air-lift pumping system — Location of compressor stations — Sheet 72. . . . 347 Air-lift system for pumping Suffolk County wells — Study of well head, manhole and connections — Sheet 73 350 Air-lift system — Relation of lift and free air — Sheet 74 353 Proposed electrical pumping system — Power-house — Sheet 75 355 Proposed electrical pump system — Machine-shop — Sheet 76 356 Proposed electrical pump system — Substation — Sheet 77 357 Proposed electrical pumping system — Diagram of circuits — Sheet 78.... 358 Proposed electrical pumping system — Underground pump-house. Type B — Sheet 79 359 Artificial ground-water supply in Sweden — Sheet 80 365 Grouping of aerators — Berlin, Tegelersee works — Sheet 81 374 Details of aerators — Berlin, Tegelersee works — Sheet 82 375 Details of aerators — Charlottenburg, Wannsee works — Sheet 83 376 Filters of iron removal plant, Leipsic — Sheet 84 377 Studies of dams on salt-water estuaries to exclude sea-water from pro- posed ground-water works — Sheet 85 382 Proposed Suffolk County aqueduct — Profile from Ridgewood to Nassau County line — Sheet 86 389 Proposed Suffolk County aqueduct— Profile from New York City line to Suffolk County line — Northerly location from Rosedalc to Millburn — Sheet 87 390 Proposed Suffolk County aqueduct — Profile from New York City line to Suffolk County line — Alternative (southerly) location from City line to Millburn — Sheet 88 391 Proposed Suffolk County aqueduct — Profile from Nassau County line to Oakdale — Sheet 89 392 Proposed Suffolk County aqueduct — Profile from Oakdale to Bellport — Sheet 90 393 Proposed Suffolk County aqueduct — Profile from Bellport to East Moriches — Sheet 91 394 Proposed Suffolk County aqueduct — Profile from East Moriches to Quogue — Sheet 92 395 Proposed Suffolk County aqueduct — Profile of Peconic aqueduct — Sheet 93 396 Proposed Suffolk County aqueduct — Profile of Melville aqueduct — Sheet 94 397 Proposed Suffolk County aqueduct — Profile of Connetquot aqueduct — Sheet 95 398 A7F ILLUSTRATIOXS PAc;: Proposed Suffolk County aqueduct — Profile of Carman"s aqueduti — Sheet 96 399 Suffolk County transportation works — Sheet 97 40G Proposed Suffolk County aqueduct — Diagram of quantities and cost — Ridgewood to Great River — Sheet 98 408 Suffolk County aqueduct — Connetquot river to Carman s river — Sheet 99. 409 Suffolk County aqueduct — Carman's river to Forge river — Sheet 100.... 410 Suffolk County aqueduct — West branch Forge river to East Moriches — - Sheet 101 411 Suffolk County aqueduct — East Moriches to Quogue— Sheet 102 412 Six-foot siphon culvert — Sheet 103 413 Proposed Suffolk County aqueduct — Diagram of culvert capacities — Sheet 104 ; 414 Proposed Suffolk County aqueduct — Siphon under trunk sewer, Borough of Brooklyn — Sheet 105 415 Estimated costs of pumping 250, 145 and 70 M. G. D. — Proposed punip- ing-station at Fresh creek or at Ridgewood — Sheet 106 426 Estimated costs of pumping 210 and 105 M. G. D. — Proposed pumping- station at Fresh creek or at Ridgewood — Sheet 107 427 Proposed pumping-station at Ridgewood — General arrangement of build- ings — Sheet 108 430 Proposed pumping-station at Ridgewood — Sheet 109 431 Proposed pumping-station at Ridgewood — Coal storage building — Sheet 110 432 Proposed pumping-station at Fresh creek — General arrangement of build- ings — Sheet 111 433 Proposed electrical pumping system— Substation and pumping-station — Sheet 112 434 Location of samples and meter work in Great South bay — Sheet 113. . . . 463 Gaging of tide in Fire Island inlet — Sheet 114 • 466 Automatic tide gage records at Searles' boat house, Babylon — Sheet 115. 469 Automatic tide gage records at Searles' boat house, Babylon — Sheet 116. 470 Velocity curves, Great South bay — Sheet 117 471 Great South bay — Distribution of chlorine — Sheet 118 47 Diagrams showing the variations in the chlorine in the Great South bay in an east and west direction— Sheet 119 480 Diagram showing the daily variations in chlorine at various places in Great South bay and the mean tide level at Babylon — Sheet 120. . . . 483 Chlorine in Great South bay — Comparison of salinity of samples of water taken at Smiths point with hight and velocity of tide — Sheet 121. . . 484 Great South bay — Present distribution of chlorine, referred to high-tid.> conditions — Sheet 122 Great South bay — Calculated specific gravity of the water before diver- sion of ground-water — Sheet 123 Great South bay — Distribution of chlorine during those days wlien the mean elevation of tlic water was lower tlian the average during thai period — Sheet 124 Great South bay — Distribution of chlorine during those days when the mean elevation of the water was higher than th(> averag(> during that period — Sheet 125 Great South bay— Distribution of chlorine — Isochlors for all (leteriniiia- tions made during investigations of 1908 — Sheet ILM; 189 Great South bay — Oyster Investigation of 1908 — Specilic gravity of the water before diversion of ground-water — Sheet 127 Great South bay — Distribution of microscopic organisms — Sheet 12S Great South bay — Oyster investigation— Chronological disi rihul ion of rnicro-organisnts — Sheet 1 29 Great South bay — Oyster Investigation — Areas choscMi for study of chronological distribution of micro-organisms — Sheet i;!n Great Soulli bay— Oyster investigation— Relation l)etween number of diatoms and salinity of water — Sheet 131 Great South l)ay Oysler investigation — Relation between niiinber of diatoms and depth of water — Sheet l.'{2 ILLUSTRATIOXS XV PAGE Great South bay — Oyster investigation — Distribution of particular species of micro-organisms with regard to salinity of the water — Sheet 133 . . 499 Great South bay — Oyster investigation — Relation of wind and number of micro-organisms — Sheet 134 500 Great South bay — Distribution of turbidity — Sheet 135 506 Map of Moriches bay and Shinnecoclt bay showing the chlorine contents of the water at various points — Sheet 136 515 Location of samples of water taken in Jamaica bay — Sheet 137 517 Capillary rise of water in sands of different degrees of fineness and under different conditions with respect to moisture — Sheet 138 .... 536 Apparatus for tests on capillary action — Sheet 139 538 Suffolk County soil — Evaporation from cultivated land — Sheet 140 538 Suffolk County soil — Evaporation from cultivated land — Sheet 141 538 Suffolk County soil — Evaporation from scrub oak land — Sheet 142 538 Suffolk County soil — Evaporation from scrub oak land — Sheet 143 538 Suffolk County soil — Evaporation from corn field — Sheet 144 538 Suffolk County soil — Evaporation from corn field — Sheet 145 538 Moisture in soil at various depths at Floral Park, Hempstead and Elmont — Sheet 146 542 Moisture in soil — Daily variation in top-soil at Rockville Center and Floral Park — Sheet 147 543 Character of surface soils — Sheet 148 546 Relation of collecting works to cultivated and populated areas — Sheet 149 546 Diagram showing the present and probable future population in Suffolk county — Sheet 150 559 Amityville water-works pumping-station, Amityville — Plate 19 564 Sumpwam's Water Company pumping-station at Babylon — Plate 20 564 Great South Bay Water Company pumping-station at Bayshore — Plate 21 564 Great South Bay Water Company pumping-station at Patchogue — Plate 22 564 Patchogue Manufacturing Company lacemill on South Country Road at Patchogue river — Plate 23 564 Ice cream and whip manufactory at Sutton's pond, South Country road, Babylon — Plate 24 564 Hawkin's paper-mill on South Country road, at Orowoc creek, Islip — Plate 25 564 Paper-mill on Patchogue river at Canaan — Plate 26 564 Grist-mill on South Country road at Swan river, East Patchogue — Plate 27 564 Grist-mill and sawmill on South Country road at Carman's river, South Haven — Plate 28 564 Sawmill on Carman's river at Yaphank- -Plate 29 564 Grist-mill and sawmill on South Country road at Seatuck creek, Speonk — Plate 30 564 Maintenance of surface ponds — Drainage of Massapequa lake by the opera- tion of infiltration gallery and driven-well station — Sheet 151 570 Brooklyn water supply — Ridgewood system — Location of suits brought for diversion of water — Sheet 152 583 Brooklyn water supply — Lands in the vicinity of Spring Creek driven- well station and suits brought for the diversion of water — Sheet 153. 584 Triangulation system of Suffolk county — Sheet 154 600 Triangulation stations in Nassau, Queens and Kings counties — Sheet 155. 600 Station "Hospital," Long Island Home at Amityville — Plate 31 606 Station "St. Dominic" (water-tank), Amityville — Plate 32 606 Station "Welwood " at Lindenhurst — Plate 33 606 Station "Vulcanite" (water-tank) at Lindenhurst — Plate 34 606 Station "Belmont" (windmill) at North Babylon — Plate 35 606 Station "Sherman" at Babylon — Plate 36 606 Station "Keith" at Bayshore — Plate 37 606 Station " Bossert " (water-tank) at Bayshore — Plate 38 606 Station "Islip" (coal elevator) at Islip — Plate 39 606 Station "Central Islip" (Catholic Church spire) at Central Islip — Plate 40 606 XVI ILLUSTRATIOXS PAGE Station '•Cutting " (windmill) at Great River — Plate 41 606 Station " Ronkonkoma " at Ronkonkoma — Plate 42 606 Station •• Oakdale " (windmill) at Oakdale — Plate 43 606 Station '• Holtsville " (tower) at Holtsville — Plate 44 606 Station " Patchogue " (tower) at Patchogue — Plate 45 606 Station " Plainfield " (tower) at Plainfield — Plate 46 606 Station " Bellport " (windmill) at Bellport — Plate 47 606 Station " Yaphank " at Yaphank — Plate 48 606 Station "Mastic" near Mastic railroad station — Plate 49 606 Station " Raynor " (tower) at Manorville — Plate 50 606 Station " Farnsworth " (windmill) at Center Moriches — Plate 51 606 Station "Convent" (water-tank) at East Moriches — Plate 52 606 Station "Wilkinson" (windmill) at Westhampton — Plate 53 606 Station " Hallock " (windmill) at Quogue — Plate 54 606 Primary triangulation stations — Azimuth stakes — Sheet 15ei 613 Primary and secondary triangulation stations — Azimuth stakes — Sheet 157 614 Secondary triangulation stations — Azimuth stakes — Sheet 158 615 Secondary triangulation stations — Azimuth stakes — Sheet 159 616 Primary triangulation stations — Azimuth stakes — Sheet 160 617 Azimuth stakes, Eastport section — Sheet 161 618 Azimuth stakes, Eastport and Patchogue sections — Sheet 162 619 Azimuth stakes, Patchogue section — Sheet 163 620 Azimuth stakes, Patchogue and Eastport sections — Sheet 164 621 Azimuth stakes, Eastport section- — Sheet 165 622 Azimuth stakes, Eastport section — Sheet 166 623 Azimuth stakes, Eastport section — Sheet 167 624 Primary triangulation stations, ties; secondary triangulation stations, Azimuth stakes — Sheet 168 625 Azimuth stakes, Jamaica section — Sheet 169 626 Triangulation stations, ties — Sheet 170 627 Four-post triangulation tower — Sheet 171 640 Primary triangulation— Thirty-foot tower and signal — Sheet 172 641 Form for reinforced concrete monument — Sheet 173 642 Sample of field notes — Sheet 174 699 Tripod used in topographical surveys — Sheet 175 709 Plan of tripod platform — Sheet 176 710 Stadia party using 8 ^l- -foot tripod — Plate 55 710 BOARD OF WATER SUPPLY CITY OF XEAV YORK The water-supply conditions in Brooklyn became so bad in 1896 that an actual shortage of \vater was imminent and the Manufacturers' Association of that borough (then a city) ap- pointed a committee to investigate the problem of an additional supply of pure water. The results of thorough investigation by this committee are revealed in its report of ^Nlarch 15, 1897, wherein the fol- lowing three principal recommendations appear : That steps be taken to separate the water debt from the constitutional debt limit of the municipality ; that a special commission should be appointed to investigate all sources of water-supply for Greater Xew York ; and that plans for ultimate sources for the supply of Greater Xew York should contemplate a period of not less than fifty years so that the work of construction might be harmonious, intelligent, economical and always in the direction of the final plan. The ^Manufacturers' Association after continued investiga- tion and agitation caused bills to be prepared and introduced into the Legislature in 1901, 1902. 1903 and 1904 to carry out the above recommendations wliich finally resulted in the pas- sage, on June 3, 1905. of the act creating the Board of Water Supply and the appointment of tlic tliree Commissioners com- posing it on June 9, 1905. Chapter 724 of the Laws of 1905. comprised in this act, states: " It shall be the duty of the lioard to proceed immedi- ately, and with all reasonable speed, to ascertain what sources exist and are most available, desirable and best for an addi- tional supply of pure and wholesome water for The City of X'ew ^'ork. The B>oard shall make such surveys. * * * and investigations as it may deem proper * At a meeting of the Tioard of Water Supply, held August 2 BOARD Of WATER SCFPLY 8, 1905, following the consideration and adoption of the gen- eral plan for getting a supply for the whole City west of the Hudson river, the situation in Brooklyn was discussed and the following resolution, offered by Commissioner Chadwick. was passed : *' Resolved, That the Chief Engineer be and he is hereby authorized and instructed to prepare a special report upon the water situation in Brooklyn, to be submitted to the lioard of Water Supply as soon as practicable." Preliminary studies following the lines of investigation and suggestion of the Burr-Hering-Freeman report of 1903, were soon undertaken and under date of October 9, 1905, the Chief Engineer pointed out the availability of the sources on Long Island for affording quick relief to the needs of Brooklyn, which were more pressing even than the needs of ^fanhattan. On May 23, 1906, he recommended that extensive surveys and investigations be made' in Suff"olk county in order to de- termine the best plan for developing the water sources there, and also recommended that an opinion be obtained from the Corporation Counsel as to whether the Board had the right to carry on preliminary work in that county (see page 5). The Corporation Counsel rendered an opinion, on July 23, 1906, that the Board was justified in making survcNs and in- vestigations in restricted localities and in expending the funds appropriated for the Board on sucli investigations. Following this active work was begun and the' Eong Island department of the Engineering bureau was organized on October 19, 1906, with the appointment of Walter E. S]x^ar, Division Engineer in charge, to investigate tlic water resources of Suft'olk county and means iov rendering them available. As the studies and inxestigations progressed, reports in detail were submitted by the Chief F.ngineer on ?\iarch 15. October 1. and Octo])er 9, 1907 (see pages 7, 11 and KV) ; and on December 4, 1907, a complete outline of tlie entire worls, io- gether with the s])ecial studies then nearing completion, was sent to the I'.oard Criiis report is included in report beginning on page 17) . On May 21. l^DS. the ("liief h'nginet'r submitted a report with maj). plan and ])rolik' showing the soiu-ce and manncM- of obtaining an initial sujjply of 70,000.000 gallons of water daily, at .an estimati'(l cost of $21,700,000. and a comi)lete de- velo])ment from undt-rground sources of 250.000.000 gallronx. being more directly on the line of the aqueduct that will end in Brooklyn and Richmond, will, there- fore, be naturally the first to be benefited, it must be recognized that the present needs of Brooklyn arc even more pressing than the needs of Manhattan, and they have, therefore, already engaged the attention of your Engineers. The water shortage in ]jrook]\ ii during the i)ast season is almost without precedent in the history of a large American city." Your Engineer has constantly in mind the urgent needs of Brooklyn and studies have been progressing in this office and have reached a point where I am prepared to report that there is nothing for this Board to do looking to the alleviation of the present conditions except to obtain water from Suffolk county. To obtain the best results, this i)lan must be laid out in a broad, comprehensive way, looking to the development of all the available supply of the region to the east in Suf¥olk county. Tn order to determine what this plan should be, extensive 6 REPORT Of CHIEF EXGLXEER surveys and investigations will be necessary. The question arises whether the Board, in view of the restrictive legislation, has the power under Chapter 724 of the Laws of 1905. as amended, to carry on these extensive preliminary investiga- tions and to present a plan for supplying Brooklyn and to meet a possible shortage of water in ^lanhattan before the Catskill water can be delivered. Before a recommendation to repeal existing legislation is made, it is important that a comprehensive plan be outlined which will show clearly the best design of works and will make plain just what The City of Xew York desires to do. It is important, also, to determine, so far as possible, the basis for the opposition to the taking of this water and to secure by careful investigation full data upon which the reasonable- ness of The City's recjuest and the objections thereto may be fairly judged or methods sought for meeting such of the ob- jections as may appear well grounded. I would respectfully suggest to the r)oard that this matter be taken up with the Corporation Counsel and his opinion re- quested as to the rights of the Board to perform the prelimi- nary work necessary to prepare a plan for taking water from Suffolk county. Respectfully submitted. J. WALDO SMITIT. Chief Eiujlnccv. 7 BOARD OF WATER SUPPLY CITY OF NEW YORK ENGINEERING BUREAU 299 BROADW^\Y J. Edward Simmons Charles N. Chadwick Charles A. Shaw Commissioners J. Waldo Smith Chief Engineer New York, March 15, 1907. Board of W^vter Stpply, 299 Broadway, New York City. Gentlemen : The following brief report on the progress of the investi- gations of the Long Island source's, which were begun in October, 1906, is submitted for your information. The Long Island problems to be solved by these investi- gations are : (1) The determination of the amount of ground-water and surface-water available on Long Island for The City of New York. (2) That c^f finding the best location for the develop- ment of these waters, and the best method and cost of such development. (3) That of finding the means and probable cost of bring- ing this water to New York City. These problems in Suffolk county required : (A) Complete topographical surveys of the southerly por- tions of the county where it appeared feasible to make a ground-water development. (r>) Surveys of the surface of the ground-water within the area covered by the topographical surveys and, beyond, over much of the county to complete the work begun by the Burr-TTcring-Frceman Commission in 1903. These surveys required the driving of many additional test-wells, by which to determine the surface of the water-table. (C) Continuous gagings of the flow of all the important streams in Suffolk county. fD) The testing out of the volume and character of the ground-water resources by sinking and pumping large, deep wells. 8 REPORT OF CHIEF EXGIXEER A— TOPOGRAPHICAL SURA'EYS The great extent of territory to be covered, from Nassau county to Riverhead (about 50 miles in length and perhaps 3 miles in width) required for control a system of triangulation on which to base an accurate rectangular co-ordinate survey. One of the first pieces of work that was done in the first part of November was the selection of suitable primary sta- tions for a system of quadrilaterals on high buildings, towers, windmills and other structures. So fortunate' was the search for these stations that it has been necessary to build only six towers of any hight. Only one of these remains incompleted because of the delay in securing the lumber. The triangulation stations of the U. S. Coast Survey were, as far as possible, included in our system. From the geo- graphical position of one of them near Lindenhurst the co- ordinates of the station were computed from the Prospect Park water-tower in Brooklyn, which is the center of co- ordinates of the extensive co-ordinate surveys now being carried on by the topographical bureaus of the boroughs of Brooklyn and Queens. The selection of the same center of co-ordinates for our surveys will greatly facilitate the surveys from Suffolk county to Brooklyn and Queens boroughs. After the selection of the primaries, secondary stations were picked out along the most probable locations for the proposed development, at intervals of a mile or two. These have been cut in from the primary stations and will serve when their co-ordinates are computed as points of l)cginning for the stadia surveys. 11ie field work on the primary system is now complete exce])t near Oakdale, where it was necessary to change a I)rimary station, and near ^Mastic, in tlie ^Torichcs, where a tower lias not yet beeri built. The triangulation system from Nassau county to Babylon has been adjusted and the co-ordinates of the primary and secondar}' stations coinpuled and plotted on standard sheets of mounted white ])a])er on a scale of 200 feet to tlie inch. An index maj) covering tlie whole of Suffolk county, on a scale of 6,000 feet to an incli is l)eing ])reparcMl. The results thus far indicate that the accuracy of the primary triangula- tif)n work is perhaps 1 :400()(). As a basis for the tf)pogra])liical wor]< and tlie ground- water surveys a line of precise levels was run from the stand- ox SURFEVS 9 arc! bench-mark of the Brooklyn Water \\'orks at Smith's pond near Rockville Center to Eastport and return, along the Montauk division of the Long Island railroad. From the bench-marks established along this line closed traverses were run into the center and northerly portions of the island east of Babylon and Smithtown and as far as Riverhead. Alto- gether 258 miles of these levels were run. This work was done by a bench level party temporarily transferred from the Northern Aqueduct department. The results were very satisfactory ; the accuracy as indicated by the value of C in the equation E = C D (where E = error, D — the distance" levelled over) will average 0.013. Secondary levels are being run in short circuits between the precise bench-marks, for the purpose of establishing addi- tional benches for the stadia work and to determine the eleva- tions of the test-wells for the ground-water surveys. This secondary level work is well advanced. Except for a stretch of a few mile's near Islip, the work now covers pretty much all the territory that it is proposed to survey for the proposed ground-water development. B— GROLWD-WATER SURA'EYS Two-inch test- wells one-half to one mile apart have been driven along the southerly portion of Suffolk county as far as Quogue and at greater intervals over the north of the island east of Patchogue and Port Jefferson. The wells laid out over this territory have been recently completed, except for a few wells on the grounds of the South Side Sportsmen's Clul). where permission to do the work was refused. Altogether 307 wells containing 12,342 linear feet of pipe were driven under agreements with F. W. Miller and Roy S. Barker. These test-wells and others are being levelled upon in the secondary level work and the basis for a more accurate map of the ground-water surface is being obtained. C— STREAM GAGIXG Permission has been obtained to construct weirs on five important streams and bids have been received for the work. In the meantime gagings of flow of all the important streams have been carried on by means of a current meter. There have been made altr)getlier 83 of these measurements. 10 REPORT OF CHIEF EXGIXEER D— TEST-BORIXG The California stovepipe well rig is being- assembled at Babylon. ^luch of the material has arrived or is on the way. The expert driller, ]\Ir. George W. Catey, is inspecting all the tools and machinery and the men for his crew have been selected. Permission to occupy lands remote from habitation near Babylon for the proposed experiments with the stovepipe well is being secured and an alternative location is being looked into near Patchogue. SU^LMARY Briefly, the triangulation work and the levels are well ad- vanced ; the 2-inch test-wells are finished, and the stadia work will be begun the last of March, when the snow has disap- peared. These stadia surveys, as well as the proposed Cali- fornia stovepipe wells, will be started along the line's that the preliminary estimates, now being prepared, indicate to be most feasible for the aqueduct and the well locations. Respectfully submitted, I. WALDO SMITH, Chief Engineer. 11 BOARD OF WATER SUPPLY CITY OF NEW YORK EXGIXEERIXG BUREAU 299 BROADWAY J. Edward Simmons Charles N. Chadwick Charles A. Shaw Commissioners J. Waldo Smith Chief Engineer Xew York, October 1, 1907. Board of \\'ater Supply, 299 Broadway, Xew York City. Gextlemen : In accordance with your verbal request, I transmit the fol- lowing report regarding progress of the work in the Long Island department : " Since the organization of the work in late October, 1906, we have made topographical surveys of the most probable lines of ground-water development along the south shore of Suffolk county and of the proposed aqueduct from eastern Sufifolk county to Ridgewood ; gaged continuously the more important Suffolk county streams; driven 2-inch test-wells and made monthly observations by which to determine the surface of the ground-water within the watershed to he drawn upon by the proposed development ; and investigated the deep water bear- ing strata near Babylon by means of large, deep wells of the California stovepipe type. In addition to these investigations of the problems of col- lection and transportation of the Suft'olk County waters to New York, we have made preliminary borings and surveys for the proposed pipe crossing in the Xarrows. Xew York Harbor, from Bay Ridge, Brooklyn, to Staten Island, and have reconnoitered and surveyed several sites for distributing reser- voirs in Brooklyn borough. " Field offices have been established at Jamaica, Babylon, Patchoguc and Center Moriches. TOFOriRAPinCAL SURVEYS "Beginning the fir>t of last Xovember. we established dur- ing tlie winter a system of triangulation from the Xassau-Suf- 12 REPORT OF CHIEF EXGIXEER folk County line as far as Oiiogue, tying up to Coast Survey points and covering a strip about five miles in width along the south shore' of Long Island. " Having completed this work of control, we began in !May the survey of a location for the proposed ground-water devel- opment from Amity ville to West Hampton, two to three miles from the salt waters of the south shore bays. The field work of the first line on this location is now completed and mapped, with the exception of half a mile' on the grounds of the South Side Sportsmen's Club. Alternate locations are now being run south of the first line and these surveys are all but finished from Amityville to the Carman's river. " Branch lines into the center of the island in the valleys of the Connetquot brook and Carman's river have been sur- veyed above the bounds of the Sportsmen's Club and the Suf- folk Club. From the end of the main line at West Hampton, we have run about half way to Riverhead on the branch line proposed for the diversion of the Peconic river to the proposed south shore aqueduct. " In July we placed parties in Nassau county and Queens borough and have since surveyed a location for the proposed aqueduct line from Suffolk county to the Ridgewood puniping- station of the Brooklyn works. The field notes have been worked up and a portion of the line is plotted. " In brief, we have surveyed one complete line from Ridge- wood to West Hampton, 80 miles in length, 18 miles of alter- nate location near this line, and 10 miles of branch line into the center of the island. To accomplish this work. 155 miles of traverse have been run. STKI':.\M CACIXC " All imi)ortant streams in souUicrn Suffolk county and llie Peconic river at Calverton are l)eing gaged and the measure- ments of flow of tlie j\Iassape(|ua creek are l)eiug continued at tlie station estal)li>he(l in l'M)3 1)y the I'.urr-I leriiig-l''reeman ( *• »'nniission. " Weirs were erected in .Ma\- ami jnne on eleven Sullolk County streams and at each a recording gage has since been maintained. At six otlu-r streams, where weirs could not be erected, current meter measurements have been carried on. 'I'lie results of all tlie>e measurements have been worked up to the 1st r)f Sej)teinl)er. OA' IXVESTIGATIOXS 13 '* In connection with these stream gagings. three rainfall stations were established last year at Babylon, Center Aloriches and Lake Ronkonkoma, respectively, to supplement the obser- vations of the U. S. \\'eather Bureau. TEST-BORIXG " From November, 1906, to February, 1907, 12,342 linear feet of 2-inch test-wells were driven in the southerly portion of Suffolk county from Amityville to Ouogue and in the central and northerly portion of the island east of Port Jeft'er- son and Patchogue. These wells were driven to a depth of 30 to 100 feet into the yellow sands and gravels for the pur- pose of securing samples, defining the surface of the ground- water in this area and determining the ground-water catchment tributary to the development proposed. " After the location for the proposed aqueduct was defined with greater certainty than wa^ possible at the time of this early work, about 4,500 linear feet of 2-inch test-wells were laid out along the surveyed lines and of this amount about 1,000 feet have now been driven. In May of this year we completed the assembling of the California stovepipe rig, the most of which was ordered during the previous November and December. We then began the deep well investigations at the " Babylon experiment station " in West Islij) and have now completed two wells there, one 14 inches in diameter, 812 feet deep, and a second 12 inches in diameter and 170 feet in depth. \^ery nearly two months were lost in July and August awaiting deliveries on stovepipe casing. " The first of these wells showed no gravel or coarse mate- rial from which water could be drawn below a depth of 100 feet. Tlie lower strata apj)eared to ])e made up of fine gray sands and clays. The character of the strata at this point hav- ing been established, the second of the group of three wells proposed at the experiment station was driven only to a depth of 170 feet, as stated. The third well, 16 inches in diameter, has just been started and will not exceed a depth of 200 feet. " It is proposed to inimj) these three stovepipe wells, to de- termine the delivery of this type of well in the Pong Island gravels and the proper spacing of such wells in the proposed final development. Boilers, compressors and generator have been set up at this experiment station in a temporary house erected tliere. Air-lines have been laid and wooden flumes 14 REPORT OF CHIEF EXGLXEER constructed by which to discharge" the water pumped from the wells beyond the ground-water catchment tributary to them. Two-inch test-wells have been driven about the stovepipe wells in order to study the depressions and movement of the ground- water and the interference of one stovepipe well with another. These wells were driven from 25 to 73 feet in depth and aggre- gate 4.000 linear feet. " Studies and mechanical analyses of the sands and gravels found in the stovepipe wells have been made' at the experi- ment station and preparations have been made for the experi- mental filtration of the ground-waters there for the removal of iron. The iron contents of the waters appears, however, to be small and this work will not probably be carried out. " Other stovepipe wells have been laid out at intervals of three to five miles along the proposed line of development, be- ginning at Lindenhurst, where a jiortable building and casing pipe have already been placedT " ^Monthly observations have been made on representative test-wells in Suffolk county to learn the fluctuation in the sur- face of the ground-water. A ground- water map is in prepara- tion that will show the surface of the water-table on July 1 of this year. PIPE CROSS!. \(i AT Till-: XARROW'S " Three lines across the Narrows from T.ay Ridge, Ih'ook- lyn, to Staten Island, Richmond borough, for the proi)ose(l pipe crossing have been investigated. Two-inch test-wells aggre- gating 4,000 linear feet were driven on these lines to a maxi- mum depth of 100 feet. Rock was proba1)ly found on the Staten Island shore at a depth of S.- feel. i<:i-ewliere the borings showed only black silt, fine -and and clay. '* Surveys of the ap])roaches to these lines have l)ecn made on both sides of the .Narrow ■> and the re-nlls are now nearly in sha])e to ])resenl. Misci-d J..\.\i-:()i s STrnii'S wd oi'i-u i-: work " In ad ])r( •!)< .-I'd in form a> re(|nire(l slatnte. for submission to thi- I'.oard of I'.stiniate and .\i)])oi-tionnu-nl and to tlie State- Water Snp])ly Commission (See Sheet 4. Ace. ?(\i)2) 'IMiis report refers chieflv to B.rooklyn as the o1)ii'ctive jioint for this snp])l\-. Ixu-anse tlial Ix.rongh presents the most >erions prol)li-m for till- -olntion of wliirli the Long Lland sonrces are neces- PLAX FOR OBTAISIXG SUPPLY 19 sary. Although Que'ens can be temporarily supplied from local sources by new wells, it can be better supplied as a part of the comprehensive project herein outlined and any permanent future supply for Richmond must come through Brooklyn. The responsibilities of the immediate future being provided for by the Department of \\'ater Supply, there has been time for the engineers of your Board to carefully extend the studies of the ground-water conditions existing in the deep saturated sand of Long Island, begun under the Burr-Hering-Freeman Commission on Additional Water Supply, and set forth in its report of November 30, 1903, pages 619 to 886. . The Long Island department was therefore organized in your Engineer- ing bureau, and for 18 months past, a corps of engineers, assist- ants, and well borers, has been actively engaged in surveys of the water sources and in a study of the special problems of determining the quantity needed for the reasonable supply of Brooklyn, the safe' yield of the Nassau County sources, and the quantity and quality of the subterranean water available in Suffolk county and the best means and the ])robable cost of obtaining a water-supply from these new sources and transport- ing it to P>rookl\n borough. Special studies have also been made to meet any ]K)ssible objection-; in Su. ft'olk county to the' acquirement of these sources of supply. These studies indicate that as much as 250 million gallons per day could be collected from Suffolk county in a year of mininuim rainfall without directly tapping any of the surface streams or ponds and without serious injury to the interests of the Suffolk Count}- towns. These communities would have a prior right to all water sufficient for iheir needs, however rapidly their population might increase, and this water could be furnished them from the proposed aqueducts should the diversion of the subterranean waters interfere with their ])res- cnt sources of supply. The cost of this NUpj)l\- from Suffolk county delivered into the distribution reservoirs of Brooklyn borough would be about the same per million gallons as the water from the Catskill sources, and studies have been made on a comprehensive plan to eventu- ally acfjuire a large supply from Suffolk county. For the present, however, it is pro])osed to build collecting works suffi- cient only to .supply from 50 to 70 million gallons per day. These works would extend only 10 to 15 miles easterlv from the Suft'olk-Nassau County line. 20 REPORT OF CHIEF EXGIXEER The first supply from Suffolk county could, doubtless, be delivered to the City icithin four years from the time of actually beginning work and a portion might even be transported through the conduits of the present Ridgewood system in Nassau county within tico years, while, on the other hand, it now appears that with good fortune attending the progress of all parts of the 100 miles of aqueduct with its deep siphons and tunnels between the Catskills and the Brooklyn reservoirs, water from the Catskill sources cannot be delivered by tunnel under the East river to Brooklyn /// less than 8 years from the present time, and by that time a lanje part of tlie siip/'Iy from the northern sources zmll he needed to meet the f/rozviug con- sumption in the Boroughs of ManJniTtan and TJie Bronx. THE NEED EOR LAniEDLVfEEY BEGIXXIXG WORK EOR OBTAIXIXG A SUPPLY OE SUB- TERR AX EAX WATER EROM SUFEOLK COLWTV The entrance of sea-water to some of the ground-water collecting works in Queens and Xassau counties has shown that the sources now su])plying the Borough of Brooklyn are already overdrawn if a measure of their safe }ield is their maximum delivery during years of low rainfall. ( )nly tlie ample rainfall of the i)ast two years has ])revente(l a recur- rence of the incipient water famine which prevailed in the latter i)art of 1903. All water that could be secured for lirooklyn borough by additional works outside of Suffolk countv would noi ])rovi(le a safe sui)ply through the period which of necessity must elapse prior to the completion of the Catskill acpieduct to Brooklyn. In spite of the restraining inlluence of inadecpiate pressure in the street mains and the eff"orts of officials to ])revent w a^te. the consumption of water in I'rooklyn has increased in each year about eight million gallons per day o\-er that of the pi-cceding year. Doubtless the consumption will increase at a still more ra])id rate during the next 10 or 20 years with the increase of ])Opulation resulting from ihc completion of new bridges and tunnels to Manhattan and with a mori' lil)ci"al snp])]y of water than has been t'urnished in the past. In the \-ear 1007. the actual con>nm|)tion of I'.rooklyn bor- ough was 145 million gallons dail\- inclndini^ the water supplied by pri\'a1e water companies. A conservative estimate ol the PLAX FOR OBTAIXIXG SUPPLY 21 rate of increase indicates that in 1916, the earliest date for delivery of Catskill water into Brooklyn, the consumption will exceed 225 milhon gallons daily, in addition to the increased demands of Queens borough which might not be supplied from local sources and in addition to a supply for Richmond borough. The greatest possible development of the sources in Nas- sau and Quee'ns counties available for the supply of Brooklyn borough would not yield more than 170 million gallons per day in such years of low rainfall as occurred on Long Island from 1879 to 1883, and the yield would be still smaller if the rainfall should be as deficient as during the years from 1831 to 1849. During years of normal rainfall and with the largest reasonable development, the complete works could not provide a supply of more than 195 million gallons per day, but this cannot be con- sidered the safe supply from these works. There is even a probability that some of the present sources will have to be abandoned in the future because of infiltration of sea-water and the encroachment of population over the gathering ground. Early relief can only be secured from Suffolk county. If an ample suj)j)ly be secured from these source's, the aqueduct and tunnel from Ilill Y\t\\ reservoir across the East river to Brooklyn. j)roj)ose(l in the report of October 9, 1905, and esti- mated to cost S4. 344,000. can be deferred. THE SOnai- OF SUPPLY FOR THE PROPOSED \\T)RKS As already .elated, it is proposed to divert only the sub- terranean waters from Suffolk county and not t(j draw directlv from any of the existing ponds or streams. The test-borings have proved that strata of porous sand and gravel, saturated with water, extend substantially the entire length of Long Island, reaching from the so-called "backbone" of the island southward to the sea. The source of this water is the rainfall, i he character of the surface causes this to be absorbed more rapidly and in greater proportion than upon most watersheds in this part of the country, and it slowly percolates seaward, flowing underground at a rate seldom greater than one mile per year, so that by the time it reaches the proposed line of diversion it has received the most i)erfect filtration and purifi- cation from surface pollution. About 30 ])er cent, of the volume of sand or gravel is pore space, and the lowering of the plane of saturation in this deep REPORT OF CHIEF EXGIXEER gravel over many scjiiare miles of area gives a storage reser- voir of enormous volume within which tlie varying rainfall and absorption at different seasons is equalized and from which The City could draw, but from which one may not prudently take more than the average rainfall supplies. In addition to the underflow, there is at times, following heavy rainfalls, a considerable flow in various rivers and streams which now escapes to the sea unused, but which can ni part be restrained in its course by impounding dams and thus caused to soak into the porous ground and be thus added to the natural ground-water. A few such reservoirs are provided for in the proposed works. TYPE OF DRT.RSIOX WORKS PROPOSED It is proposed to divert this underground water in Suffolk county on a line nearly parallel to the south shore of the island, somewhat l)ack from the popuk)us villages and the salt waters of the south shore bays in country now but sparsely settled and covered to a large extent with low growths of scrub oak and pine. On this Hue a right-of-way 600 to 1,000 feet in width would be acquired for the proposed works by which the supply would be collected and transported to New York City. According to the present plan, the ground-waters would be gathered by means of wells about 100 feet to 200 feet in depth, s]:)aced 500 to 1.000 feet along the center of this riglit-of- way. !')}■ means of suita])lc ])um])s operated from one or more central power-station-, llie water collected in the wells would be delivered into the a(|ue(lnct through which it wor.ld he con- veyed to the City. It is proposed to transport the entire SulTolk County suppl\ to r>rooklyn borough in a continuous gra\it\- acjueduct of masr^nry having a nominal capacity- not exceeding 2?0 million gallons ])er da}'. At tlie westerl)' end ot* this a(|nednct in Brooklyn borough a ])um])ing-station is proposed to lift the water to a covered di>tril)Ution reserxoir al the ele\ation nec- e>>ary to gi\-e it the (le>^ii-e(l prc-ssnre in the distrihnlion pipes. I'.x ri-;.\ r ( )]■ \\ ( )KKS rk; )!'( )Si:i) .\s already stale(l. the intake work> proposed for constrnc- tion in the near fntnri- r«»mprise only the \\t>i-ks a])purtenant PLAN FOR OBTAIXIXG SUPPLY 23 to from 10 to 15 miles of aqueduct extending easterly from the Suffolk-Xassau County line approximately parallel with the south shore. Studies of the yield of certain Avells in Nassau county that have been operated many years for the supply of Brook- lyn, demonstrate that a yield of 70 million gallons daily may be expected from the proposed collecting work on this first 15 miles of line. This quantity is deemed sufficient for the imme- diate need of additional supply in the Borough of Brooklyn, but it is proposed to build the aqueduct all the way to the pro- posed pumping-station near Ridgewood of a capacity such that it could convey a volume of water of about 250 million gallons daily and thus be available for the extension of these works eastward from time to time to any required extent along the location shown on the accompanying map ( Sheet 4, Acc. 5602). And application should now be made to the State \\'ater Supply Commission for the appropriation of the waters for the entire length shown for the purposes herein described. The ground is exceptionally favorable for the cheap con- struction of a large aqueduct of concrete of the so-called " cut- and-cover " type, and after studies of aqueducts of various dimensions, it is found that tlie additional cost of Iniilding the aqueduct of the full size is much less than it would cost to build a 100-million or 150-million-gallon aqueduct at j^rescnt and su})])lement it 10 or 20 years later by a second ])arallel aqueduct. By having tliis aqueduct of the size proposed, it would greatl\- ^inij)lif\- tlie work of extension, corresponding to growth In population and. moreover, it would serve to safe- guard The City against the possible breaking of the present aqueduct, a part of which is now very old, and under present conditions cannot be shut off for a single day for nispection or repairs. The water from the present driven wells and infiltra- tion galleries of Nassau county could, in case of accident, be very quickly turned into the proposed new acjueduct through suitable connections. ])cnding repairs or reconstruction of the old conduits. FrTFRK r.RANCTT TJXES TO TXTERTOR VATXFA^S In order that the works now to l)e built may form part of a comi)rchensive system and be well adapted for future exten- 24 REPORT OF CHIEF EXGIXEER sion a comprehensive study has been made of all the sub- terranean water resources of Suffolk county. \\'ith a view to developing these resources to the fullest reasonable extent in the somewhat distant future, and in order to safeguard the supply in the case of the recurrence of years of exceptionally low rainfall, such as are of record in the past, without being compelled to pump the wells along the aqueduct line to an extent that would cause serious disturbance to local interests, or that would endanger the drawing in of salt or brackish water to the porous sands from which the sui)ply is to be drawn, provision has been made for certain branch lines, shown on the accompanying map (see Sheet 4, Acc. 5602), and extending up along several of the valleys to the interior of the island, from which a large quantity could be diverted by deep pumping and in eft'ect utilizing the interstices in these vast masses of saturated gravel as storage reservoirs to be drawn on during the ])eriod of low rainfall and left to hi! again during the years of abundant rainfall. ESTIMATED COST OE WORKS Vov the hrst installment; consisting of about 15 miles in length of collecting acjueduct and wells in the western end of Suffolk county, including costs of land, damages, legal ex- penses, construction costs for wells, j)()\vcr-])lant and acces- sories. Construction of the conveying acjueduct of mean cai)acity not exceeding 250 million gallons daily from Suff'olk county to Brooklyn borough, also the construction of the pumping-station there. l^Nlimated yield /"O million gallons daily Estimated cost complete $21,/ 42 .000 A. portion of this sunpl\ . perhaps 50 million gallon^ ])er day, might be delivered lo the City through the ])ropose(l 72- inrh ])ipe-line and the ])iimi)ing-stations ])ropo>ed in Nassau county by the 1 )epartmc-nt f)f Water Supply, 'i'his amount of water could be obtained by the construction of about 10 miles of till' collecting a(|ueduct and wells i)ropose(l above and by the extension of the main a(iueduct about 2 miles into Nassau countv to coiuuTt temporarily with tlu- r.rooklvn works. I he estimated cost would be $7.15.^.000. exclusive of the expendi- PLAX FOR OBTAIXIXG SUPPLY 25 ture for the 72-inch pipe and puniping-stations by the Depart- ment of Water Supply. The estimated rate of expenditure year by year would be approximately as follows : n 1- • 1 J c?i nnn c\c\f\ fSubstantial completion Preliminary, land, etc Sl.000,000 . ^irel'minarv staee 1st year of actual construction 2.500,000 for 50 mTlHoTeal ons 2nd year of actual construction 3.700.000 [ million gallons Total preliminary stage $7,200,000 3rd year of actual work §3,500,000 ] Completion for develop- 4th year of actual work 6.000,000 \ ment of 70 million oth year of actual work 5,000,000 J gallons daily Additional first stage $14,500,000 Total completion of first stage. . $21,700,000 Followdng this first stage, the collecting aqueduct could be extended eastward gradually to meet the growing demand and corresponding additions made to pumps and power-plants at 3-year or 5-year intervals as needed. Outline plans, surveys and estimates of cost have been made for the entire project shown in the plans and profiles submitted herewith. These show that for this complete" de- velopment of Suffolk County sources to be attained perhaps 30 years hence, and capable of delivering a volume of water not exceeding 250 million gallons daily exclusive of the branches to the interior valleys the total cost would be $40,- 479,000, making this water cost delivered in Brookhn borough $39 per million gallons. Adding the branch lines in order to avoid lowering the water-table so severely near the aqueduct line in case of a series of years of very low rainfall, the total cost would be increased to $47,173,000, making tlie water cost delivered in Brooklyn borough $44 per million gallons. In considering the expenditure for collecting works in Suf- folk county on a comprehensive scale, it should be remembered that the cost per million gallons is ultimately about the same as for the Catskill water and that its use will serve to postpone the date for the Catskill extensions, and that by a connection between the main arteries of Manhattan and Brooklyn the two boroughs would be better safeguarded than if all the additional water mu.st come from the north. Respectfully submitted, J. WALDO SMITH. Chief lliKjinccr. 26 REPORT OF CHIEF EXGIXEER W't have given careful study to the subject matter of the above report and concur fully in the" statements and conclu- sions presented therein. JOHN R. FREE.AIAX, Consulting Engineer. H. BURR, Consulting Engineer. 27 BOARD OF WATER SUPPLY CITY OF NEW YORK 299 BROADWAY Commissioners J. A. Bexsel Charles X. Chadwick Charles A. Shaw Thomas Hassett, Secretary Xew York, June 8, 1908. Hox. George B. McClellax, ^Iayor, Chairman of the Board of Estimate and Apportionment, Citv Hall Xew York. Sir : Under date of October 9, 1905, we sent you in accordance with Chapters 723 and 724 of the Laws of 1905, a report upon certain sources of additional water-supply for The City of Xew York, the development of which was therein estimated to cost $161,857,000. These' sources were the Esopus, Schoharie, Rondout, Catskill and certain minor watersheds in the Cat- skill mountains. This report was accompanied by a map, plan and ])rofile of the ])r()])osed works, and said report and map were dul}- ap])ro\ ed 1)\- \-our Board October 27. 1905, and with the exception of the Schoharie watershed and except also in certain minor respects, by the State Water Supply Commission ^lay 12, 1906. Work is now ])roceedin<^^ i)ursuant to the authority thus granted. Since August 8, 1905. this Uoard has been investigating carefully the situation of water-sui)ply on Long Island and the necessary development of this supply for the purposes of sup- plying the r)f)roughs of Brooklyn and Richmond. We here- with present the plan for submission to the State Water Supply Commission for approval, which plan is for the development of the underground water sources of Suffolk county, these being additional sources not included in the general ])lan of October 9, 1905, or in the estimate of the money recpiired to carry out the same. In carrying out this plan the studies made by this Board show the following : 28 MAP, PLAX AXD PROFILE FORWARDED Time of delivery of first water to conduits of Ridgewood system at Suffolk Count}- line.. . . 2 years Cost of said two years' work S7, 200,000 Time of delivery of first water to I Brooklyn with- out use of conduits of Ridgewood system. ... 4 years Cost of said four years" work $16,700,000 Time of development of first installment of 70,000,000 gallons daily 5 years Cost of said five years' work, including full size concrete cut-and-cover aqueduct to Urooklyn and pumping-station in Brooklyn $21,700,000 The country is exceptionally favorable for the cheap con- struction of this type of aqueduct, and the best economy dic- tates that the aqueduct shall be constructed of full size rather than to be constructed in the hrst instance of smaller size and later sui)])lemente(l by another acjueduct. Outline plans, surveys and estimates of cost have been made for the entire project shown on the plan and profile submitted herewith. These show that for the complete develop- ment of the vSuffolk County underground sources, yielding about 250,000,000 gallons ])er day, the cost will be $47,173,000. In considering the expenditures for collecting works on a comprehensive scale, it should be remembered that the cost per million gallons is ultimately about the same as for the Cat- skill water and that its use will serve to postpone the date of the Catskill extensions, and that by a connection between the main arteries of Manhattan and I'.rooklyn, the two boroughs will be better safeguarded than if all the additional water must come from the north. The land to be taken is sparsely settled and covered with low growths of scrub oak and pine, and will consist of a right- of-wav from to 1,000 feet in width along which will be driven the neccs->ary wells. These wells will be oi)erate(l from one or inon- in-ntral ])ower-stations and will deliver their water into the aqiu-dnci which will conduct the sup])ly to the r.ro( )klyn ])umi)ing-station. Since our investigations on Long Isl.md i^onimenceil, the ncces>itv for tlu- di-vi'lopmcnt of Suffolk i-ounly has become acute on acconnl of llu' increasing shortage of water in TO BOARD OF ESTIMATE AND APPORTIOXM ENT 29 Brooklyn and Queens and on Staten Island. The entrance of sea-water to some of the ground-water collecting works in Queens and Xassau counties has shown that the sources now supplying the Borough of Brooklyn are already overdrawn if a measure of their safe yield is their maximum delivery during years of low rainfall. If your Board and the State Water Supply Commission approve the plan herewith presented, it is our purpose to take and divert only the subterranean sources in Sufifolk county with due regard for the rights and interests of the inhabitants of said county and not to divert into the City aqueduct water from any surface streams or natural ponds. We forward to you herewith a general map, plan and pro- file of the proposed works (Sheet 4, Acc. 5602), and re- spectfully request that in accordance with Section 3 of Chapter 724 of the Laws of 1905, as amended by Section 1 of Chapter 314 of the Laws of 1906, your Board will appoint a day for a public hearing and give at least eight days' public notice thereof as directed l)y said statute. We respectfully recjuest that when and if said map shall be ap|)roved by your Board, the same be signed and certified and forwarded to tlic State Water Su])])ly Commission as soon as practicable, and that the Cor[joration Counsel be requested by your Board to prepare the necessary petition and other papers and to take the other ste])s necessary for submission of this apj)lication to said Commission. Respectful)}', J. A. BEXSI'L. ( l!.\RLh:S X. CFLADW ICK, CHAR Lies A. SHAW. Coiniiiissioncrs. Board of Water Supply. 30 BOARD OF WATER SUPPLY CITY OF NEW YORK EXGIXEERIXG BUREAU 299 BROAD\\'AY J. A. Bexsel Charles X. Chadwick Charles A. Shaw C()m:\iissioxers J. Waldo Smith Chief Engineer Xcw York, June 12, 1908. Board of \\\\ter Si pply, 299 Broadway, Xew York City. Gentlemen : At a meeting of the Board on August 8. 1905, the following resolution was ])asscd : Resolved, That the Chief Engineer be and he is hereby authorized and instrueted to prepare a special report upon the water situation in Brooklyn, to be submitted to the Board of Water Su])ply as soon as practicable.'' As legislative restrictions prevented the taking of water from Suffolk county, it was considered that the above resolu- tion applied ])articularl\- to Xassau countw l)y conferring wit!i the Chief luigineer of the Department of Water Supply, Gas and Electricity for the Borough of Brooklyn, it was learned that plans were already under way in that department for the development of the sources of Nassau count\ to the largest extent practical)le. I'or this reason it seemed unwise and un- necessar\' for tliis lioard to formulate any i)lans for obiaining watdr from that county and it w;'.s so reported. Tile legislati\e restriction on Suffolk county wa> set forth in the hearings before ihe State Water Su])pl\ Commission on the Catskill plan, inchiding llie statement that sup])lies from botli tin- Catskills and SnlVolk connt\- would be a(lvisal)]e, if The ('it\ were free to take the latttT. It was also stated in tlie ri-port (d' ( )ctober 0, l');)5. iliat lirookhii must look for immeiliate relief to the water in the deep sands of L( >ng 1 sland. I'l-oni the investigations and report of the T.urr-I lering- Frec-man ( 'ommis^jc m, it app<'ars ])lain that if the prt'sent rate SURVEYS, STUDIES AXD PLAXS 31 of increase in consumption continues, Brooklyn cannot be properly asked to wait for the new supply from the north. From the studies of the ground-water supply presented in the report of John R. Freeman, Civil Engineer, to Bird S. Coler, Comptroller, in the year 1900, and particularly from the more elaborate investigation of the Long Island under- ground sources made by the Burr-Hering-Freeman Commis- sion, it is plain that the additional sources most quickly avail- able for relieving the great need of Brooklyn for more water, are to be found on Long Island, and no effort should be spared to make all those sources available. Xevertheless, Brooklyn must also be in part supplied from the Catskill sources, and, as already mentioned, a branch aqueduct for this purpose is shown on the accompan} ing map (Sheet 4, Acc. 5602). Your Engineering Department has already begun studies directed toward the further exploration of the deep under- ground sources of Long Island, and, purely as a matter of obvious and prompt relief as well as of good engineering, re- gardless of present legislative limitations, feels it incumbent as a matter of engineering to record the fact that while Brook- lyn should be given connections to the new supply from the north with all possible promptness, this relief is probablv eight years off, and that its quickest and cheapest source of relief is in the ground-waters of Long Island — particularlv those of the region farther to the east than that yet drawn upon for the City supply. From these more easterly sources a large surplus that now runs to waste into the sea could be taken for the use of Brooklyn, Queens and Richmond Avithout real in- jury to the local communities, and it would for a long future remain one of the cheapest and purest sources, too valuable to be disregarded, even after water from the Catskill sources is delivered to Brooklyn and Queens. Fortunately the structures required for securing this ground-water and delivering it into Brooklyn are of a simple cliaracter, permitting very rapid construction and therefore early relief, providing existing complications can be met and overcome. Tlie responsibility for the temporary relief of Brooklyn being immediately provided for by the Department of Water Supply, Gas and Electricity, there was time for the engineers of your Board to carefull}- consider the problem of obtaining a permanent supply from the region cast of Xassau county. 32 REPORT OF CHIEF EXGIXEER During the latter months of 1905 and the early part of 1906 this was kept constantly in mind, and studies progressed in this office so that on May 23, 1906, a report was made to the Board recommending that extensive surveys and investigations be made in order to determine the best plan for developing the water sources of Suffolk county and so as to be able to show just what The City proposed to do. This report also sug- gested that the Corporation Counsel be reciuested to give an opinion as to whether the Board, in view of the restrictive legislation aft'ecting Suffolk county, had the right to carry on the preliminary work necessary for the preparation of a plan for taking the water from that county. This recpiest was made, and on July 23, 1906, an oi)inion was rendered stating that the Board was justified in making surveys and investiga- tions in restricted localities and spending the funds ai)pro- priated for the Board on such investigations, so far as might be deemed necessary. Steps were immediately taken toward the organization of the Long Island (le]:)artmcnt and outlining plans for a complete investigation of the Suft'olk county sources. On September 19, 1906, yir. \\'alter E. Spear was appointed division engi- neer and on October 19 he reported for duty, being ])laced in charge of the work on Long Island, with instructions to make the surveys and investigations necessary for the prepara- tion of a ])lan which contemplated the eventual development of all the readily available supply of water in southern Suft'olk county. On Alarcli 15, 1907, and Oct<)1)er 21, 1007, I made special reports regarding the progress of these investigations to those dates. ( )n December 4, 1907, I gave you a very comi)lete outline of the entire work, togetlier with the special studies then near- ing c()mj)letion. On Mav 21, 190S, I submitted a report and plan {lescril)ing the source of and manner of ()l)taining a supply of water from Suffolk coimt)'. 'I1ie preliminary work now being completed. I beg to submit the detailed report of the investigations, surveys, studies and plans, made under my direction, looking to the development of a water-supply from Snff(-»lk county and con- veying it to the l*)orongb of Ilrooklxn. 'Hie jiresent investigations. snj)plement ing those carried on SURVEYS, STUDIES AXD PLAXS 33 by the Burr-Hering-Freeman Commission in the year 1903, have been very thorough and comprise among others inquiries into the amount of ground-water available and the best method of developing it; the effect on vegetation of a possible lower- ing of ground-water level; the effect of the reduction of the ground-water flow on the oyster industry; a thorough study of the maximum yield from both Nassau and Suffolk counties ; the general design of the necessary works for developing this supply, including pumping-stations and other equipment, and an estimate of the cost of the entire project, made in detail for the successive stages of the development. The work of the Long Island department was begun on October 19, 1906, and immediately following this date, a corps of engineers was collected and organized into three sections. The office of the department was established at Babylon, Long Island, and field offices were secured at Patchogue and East- port. As a basis for the topographical surveys a triangulation system was established and careful lines of levels run over the entire area to be covered by the examinations. In order to supplement the rainfall stations maintained by United States \\'eat]icr Bureau three other gages were estab- lished, one each at Bab\lon, Lake Ronkonkoma and Center Moriches. The flow of twenty of the larger streams in Suft'olk county has been continuously measured and careful observations have been made on some of the smaller ones. On eight of these larger streams tlie gaging has been done by means of weirs especially constructed for this purpose. In order to determine the ground-water levels 504 test- wells, 2 inches in diameter, averaging from 30 to 100 feet in depth, were driven in the territory between Amityville and Quogue, and Port Jefferson and Riverhead. In addition to these wells, observations were made on the water of practically all ponds, lakes and existing wells within Suffolk county. In connection with this work about 2,600 samples of the sands and gravels penetrated by these wells have been preserved and in order to determine the period and amount of fluctuation of the ground-water surface, monthly measurements of its hight have been made on representative test-wells. For the purpose of determining the best means of securing the deep ground-waters as well as to aid in the design of the 34 REPORT OF CHIEF EXGIXEER well stations, it was deemed advisable to drive a number of large deep wells and pump from them for a sufficient length of time to establish, for this purpose, the extent to which the ground-water may be locally developed. An outfit for driving California stovepipe wells from 12 to 16 inches in diameter was obtained and 8 test-wells have been put down. Three of these wells, in \\'est Islip, were fitted up with air-lift systems and the pumping experiments carried out on them. The other five wells served the purpose of delimiting the extent and showing the character of the deep sands and gravels. ^lany other collateral studies bearing on the question of obtaining these waters together with estimates of cost and design of structures were also made. YIELD OF QUEENS AND NASSAU COUNTY SUP- PLIES The Jjorough of P>rooklyn is now supplied with water from the works of the Ridgewood system in Queens and Nassau counties and from several small municipal and ])rivatc water- works located within the borough limits. The Ridgewood system, which furnishes about 85 per cent, of the entire present supply, has a catchment area, which could easily Ije developed, of 159 scjuare miles. The calcula- tion of the yield of this system for the years 1905, 1906 and 1907 (below, e(|ual, and 12 per cent, above the average rainfall respectively ) shows that the total safe present yield may be estimated at 117 million gallons daily. A complete develop- ment of the entire 159 square miles would give a total safe yield, during years of normal rainfall, of 155 million gallons daily, but in a j^eriod of dry years the safe yield would not be in excess of 138 million gallons dailw The sources now supplying lirooklyn, other than llie Ridge- wood system are estimated to have a safe yield during years of average rainfall of 32 million gallons daily, and a complete development within the limits of the borough would \ield a total of 40 million gallons daily during the \ears of average rainfall, but not more than 30 million gallons daily during a peril h1 of dry \ ears. It is evident, therefore, that the ])resent area (levelo])ed t(^ its fullest capacity camiot be depended upon to yield conliu- uousK inoiH- ilian 17r) million gallons daily. Tliese cajjacities are clrarly >ho\\ii in tlu- following table: Su KVt Yb, O -/ L UlhS A A JJ I LAA S 35 YIELD IX MlLLiCJA LiALLOAb DAILY Catchment Ix A Year In a Year Area OF Deficient OF Average Square Miles Rainfall Rainfall Ridgewood Svstem 1.39 Present 105 117 Under construction s 10 Possible 2.3 28 Total 138 155 All other works within Borough limits. . . . Present 'l5 'is Under construction 12 15 Possible 5 7 Total 32 40 Grand total *170 195 *The low rainfall yield in this table represents the probable delivery of the works during the next few years should they be dry ones. The high rainfall of the past few years has filled the ground-water reservoirs and this storage will be drawn upon for several years to come. Should the rainfall continue below the normal for say five con- secutive years, the total yield from these sources might not be over 150 million gal- lons daily THE CO\SL\MPTI(;X OF WATER 1\ THE BOROUGH OF BROOKLYN The i:oj)ulatinn of Jirooklyn is estimated at 1,470,000, and the average sup])ly from all sources in 1937 was 145 million gallons daily. The per capita consumption of 98.6 gallons per day during that year was low. due to the fact that the supply had been in>ufficient for some years and to the reduced jM'es- surcs which were maintained in the distrilmtion system. Since 1902 the consumption has been greater than the su])ply which the present works would have yielded had the rainfall during the intervening years been normal : but, inasmuch as dur- ing this period the rainfall was about 3 inches in excess of the normal no particular trouble was had. In the case of a fu.ll development of all the supj^lies in western Long Island and in the event of a ])eriod of low rainfall, the total available supply will harflly be sufificient for the needs of Brooklyn through the year 1910. URGEXXY OF THE NEED FOR RELIEF OF BROOK- LYX BOROrOH It is evident, therefore, that an additional supply of water from sources outside of western Long Island should be made available at the earliest possible time as some water from them may be needed by the year 1910. Xo relief can be obtained from the Catskill sources for it will be impossible to complete 36 REPORT OF CHIEF EXGLXEER these works to the extent necessary to deHver water to Brook- lyn, at the earhest, before 1916. The only source which can, within a reasonable time, be made available after the full de- velopment of the present supplies lies in the ground-waters of Suffolk county and steps should at once be taken to develop them. The works necessary to collect and transport these waters to the City cannot, however, be completed for several years, and, in the meantime, the present available sources in western Long Island should immediately be developed to their full capacity in order to prevent the possibility of the occurrence of a serious shortage before relief can be obtained from the Suf- folk County sources. SUPPLY FROM SUFFOLK COUNTY GROUXD- \\\\TER SOURCES The ground-water from the south side of Long Le sands and gravels in the iV'cnnic valley. Area of and 1\ \im \i.i. ox Sr i"1"oi.k Cotxtn W a i i:ksii kd The total water>hed area ])r(ti)ose(l to be so made avail- able is 332 s(|uare miles, of which 3S s(|uarc miles arc inchided in the I'econic area. The average annual rainfall on this area is estimated to he 4^ inches, and otiniating that 37 per cent, of this can reasonably be made available, a total of 2(6 million galU)ns daily could 1)e obtained, ])rovide(l that an ade(|uale amount of ground-water storage is available. During extremely dry jx riod^ ample storage can be f)l)tained from the inti-rior of the inland h\- means of branch a(|Ueducts and welL to he used onlv during such dry periods as can>e luuisual deple- tion (tf the gronnd-waters along the ^onth shore. SURVEYS, STUDIES AND PEANS 37 Population on Suffolk County Watershed The resident population on this watershed is 39,000, of which number only 17,000 are within the area which would be affected by the operation of the works. It is not probable that 50 years hence the population will exceed 150,000, and if this number were to be provided with water they would probably require not more than 15 or 20 million gallons daily, and this amount, in making an estimate, should be reserved for the uses of the resident population. It is safe, therefore, to say that for many years New York City can secure 250 million gallons daily from these Suffolk county source's. METHOD OF COLLECTING TLIE GROUND-WATER A line of deep wells at intervals along the center of a right- of-way 600 to 1,000 feet in width would be put down. Such a width of right-of-way would be necessary to prevent en- croachment of buildings and the conse(juent danger of pollu- tion. This right-of-way would be located in a sparsely settled and but little cultivated country, consisting as it docs, largely of scrub oak and pine barrens. This location would be north of the large \ illages and some distance from the ponds on the south shore, and also sufficiently distant from the sea to cut down to a minimum the possibility of the infiltration of salt. The water would be pumped into the collecting aqueduct by means of deep well pumps and electric motors, each motor being operated independently from substations located at in- tervals of about 4 miles, the central power-station being located on Great South ba}' near Patchogue. Reservoirs to Prevent Ingress of Salt In order to be jjositively sure that no salt would be drawn in from the ocean 12 dams would be built on the estuaries of the 12 larger south shore streams for the purpose of creating reservoirs of fresh water, which would tend to hold back and prevent the ingress of the salt. Provisions to Maintain Supply During Very Dry Periods In order to offset the continuous drain upon the ground- water which would be necessary during the periods of low rainfall, three branch aqueduct lines would be run to secure 38 REPORT OF CHIEF EXGIXEER the water stored in the deep strata in the center of the island. Deep wells would be driven along these lines, but pumping from them would only be done during periods of extreme drought. Development of the Pecoxic \'alley A\'aters Tlie ground- waters in the Pcconic valley would be devel- oped by means of a line of wells along the south bank of the river from Riverhead to Calverton, and a ])umping-station at Riverhead would deliver the water over the divide into a gravity aqueduct which would connect with the main a(|ue- duct near Ouogue. COXSERVATIOX OF SlKFACE FlOOD FlOWS The flood flows of four of the larger streams would be caught in small storage reservoirs above the main line of the; collecting works and wells driven around their niargins so that the water contained in these basins would be drawn down through their sandy bottoms and thus jnirified. These wells would be in operation only when the flow of the streams is in excess of their normal discharge. PROTECTION OF SUFFOLK COl'XTV INTERESTS Present use of Water 'J'he amount of water now l)eing used for the purpose of the resident and transient population is relatively small, being about 6 million gallons daily for d(~)mestic and connnercial uses, and al)out 80 million gallons daily for waler-jiower. The waters of most of the surface streams arc now running unused into the' sea. The water necessary for domestic and commercial uses, would, in case of the development of these sources, be supplied by New York C"it\' at a reasonable price should tlie proposed works interfere with tlu' present >npply. and assur- ance should be given to all of tlie towns and villages that New Xovk will always provide for them in the futun- as their popu- lation increases. Maintexance of Surface Streams anu Poxds Surface streams and ponds would ])ossil)ly be slightly lowered b\' the draft on the ground-waters ])Ut in this e\ent the SURVEYS, STUDIES AND PLANS 39 water-power could probably be replaced by steam or electric plants at small expense, and the ponds maintained at their present spillway elevation by delivering to them sufficient water to accomplish this purpose, just as Brooklyn is now doing in the case of the lower Alassapequa pond. Little of the water so used would be lost because most of it would be drawn back to the collecting works through the' bottoms of the ponds, thus establishing a beneficial circulation. The cost of thus caring for these ponds would be that of pumping the amount of water necessary to keep them full, but this would be, to some extent at least, offset by the beneficial influence which they would exert toward protecting the collecting works against the entrance of sea-water. Effect ox Agricultural Interests The elevation of the water in the wells of the few farms located north of the south shore villages would be lowered somewhat but the total resulting damages to crops would be very small. Investigations have shown when the ground-water level is over 5 feet below the surface of the coarse Suffolk County soil that no moisture reaches either the surface or the roots of vegetation through capillary action. Xinety-three per cent, of the entire catchment area now receives all of its moisture from above, none of it coming from the ground-water. The Suffolk County catchment area proposed to be de- veloped is 212,000 acres. Of this total area, that within which the surface of the soil is less than five feet above the ground- water and within a mile of the main collecting works aggre- gates only 10,100 acres or 4.8 per cent, of the wliole. Included in this 10,100 acres are 4,000 acres of water surface and swamp area which latter would be benefited by any lowering of the ground-water level. Of the remaining 6,100 acres it is esti- mated that only 850 acres or only 0.4 per cent, of the entire watershed area are under cultivation. Effect ox the Oyster Industry The oyster industry of the Great South bay is one of con- siderable importance, and in order to show that the diversion of the ground-waters would not cause great damage to it, a careful study of the question was made. The results obtained indicate that about 85 per cent, of the present oyster-beds 40 REPORT OF CHIEF EXGIXEER would, after the diversion of the ground-waters has been ac- compHshed, still be within the limit of salinity favorable for oyster culture; that about 6 per cent, might be slightly injured but that over 9 per cent, of the area of the bed suitable for this purpose would actually be improved. The net result of the diversion would, therefore, be a substantial improvement of the conditions necessary for successful oyster culture, in both Great South bay and Shinnecock bay. Resulting Direct Advantages Among the direct advantages to be gained by Suffolk County residents may be mentioned the building of new high- ways parallel to the south shore, and the resulting increased accessibility of the large areas of the island ; much money will be expended in the county for property, for labor and for material ; the quality of the water supplied to the villages from the proposed works will be materially better than that which they now have and many improvements will be made by The City on its right-of-way and in connection with its works. Here, also, should be mentioned both the improvement in the appear- ance and navigation of the estuaries, the mouths of which are to be closed by dams, for the purpose of forming fresh-water ponds. VALUE OF THE DA^^I AGES DUE TO LOWERING THE GROUND-WATER The damages resulting from the' lowering of the ground- water level would be smaller, the wider the right-of-way taken, since the depression of the water-table outside a wide right-of- way would be comparatively small. On account of the operation of the present well systems in Queens and Nassau counties, many actions for damages have been brought against The City. The amount of the award in particular cases has been inlluenced by the location of the proj)erty with reference to the puni])ing-slati»-)n, by the relative elevation of the water-ta])k', h\- the data availal)le to The City for tlie (K-fense by the \va\- in which the case was presented and by the judge before whom it was tried. iM'om 1902 to IW) most of the cases were settKd without formal trial, and the awards made during the period were greater than tlio^t' in previous years. SURVEYS, STUDIES AND PEANS 41 So far as possible all suits against The City and their dis- position have been brought together and compiled. This study shows that 133 suits have been brought; that 30 of them are still pending; that the total amount claimed was $1,508,061 and that the awards in 103 cases aggregated $201,486 on a to- tal amount claimed of $1,285,279. TRAX SPORT ATIOX OF THE SUPPLY TO NEW YORK CITY The plan contemplates the construction of a concrete cut- and-cover aqueduct having a capacity of 250 million gallons daily from Great River to Brooklyn borough at a point near the present Ridgewood pumping-station. East of Great River the aqueduct would diminish in size approximately in propor- tion to the drainage area above it until at a point near Quogue its capacity would be 50 million gallons daily. This aqueduct woukl convey the entire supply by gravity and for nearly its entire length would be on the hydraulic gradient, there being only three comparatively small siphons. The ca[)acity of the Peconic aqueduct would be 50 milli(rn gallons daily, and that of the three branch ac|ue(lucts to the center of the island would also be 50 million gallons daily each. Aside from the lift over the Peconic divide, the entire supply after being delivered from the wells into the aqueduct would flow freely to the Borough of Brooklyn, there to be either pumped into a i-eservoir or directly into the distributing mains. ORDER OF COXSTRCCTIOX AXD COST OF SUF- FOLK COUNTY WORKS The first step in this development should be one looking toward the delivery of 50 million gallons daily by the year 1910, if possible. This could be done at a cost of about $7,153,000 or about $37.80 per million gallons, by slightly in- creasing the slope of the hydraulic gradient of the 72-inch steel pipe which the Department of Water Supply plans to extend from Clear stream to Massapequa, and by constructing the first ten miles of the Sufifolk County collecting works and building the necessary conduits to conduct this supply to the pumping-stations, which the Department of Water Sup])ly pro- poses to build at Massapequa and Wantagh. The next step in the development of this supply would in- 42 REPORT OF CHIEF EXGIXEER elude the construction of the main aqueduct, full size', from Ridgewood in Brooklyn to Great River, together with the further development of these 15 miles in Suffolk county. This can be done at a cost of about 821,742,000 and would result in a supply of 70 million gallons daily at a cost of about v%2.20 per million gallons. The next stage would include the development of the 15 miles between Great River and South Haven from which, to- gether with the works already completed, a yield of 150 mil- lion gallons daily could be obtained, at a cost of about $30,262,- 000 or about S44.50 per million gallons, while for an estimated cost of about $38,355,000, 220 million gallons daily at a cost of about $40.10 per million gallons, can be obtained by developing the remainder of the south shore, 19 miles in length, to a point near Ouogue. The collecting works necessary for developing the Peconic valley would raise the cost of the development to about $40,479,000 and the total supply to 250 million gallons daily during average years at a cost of about ^^3^.20 per million gallons. To this latter figure, however, must be added the cost of the three branch a(|ueducts to the center of the island, which are necessary, in order to maintain the supply of 250 million gallons daily during a period of dry years. The total cost of the entire development is therefore estimated at about $47,173,000, or at a cost of about 844.20 per million gallons, delivered into the distril)ution system of 1 Brooklyn borough. The results of these investigations, which are generally stated in the foregoing, are given in great detail in the report of Division Engineer \\'alter K. Spear and the numerous plans, tables and diagrams transmitted herewith. In order that these data ma\- be preser\e'd and iiia\- be (|nickly available for those to whom it will be useful, 1 respect fnllx' re(|uest that the\- be properly edited and printed. Kt'spcci I'nlK- submitted, T. W ALDO s.Mi rir, ( 'liirf F.ii(/iiirrr. 43 BOARD OF ESTIMATE AND APPORTIONAIENT CITY OF XEW YORK AA'hereas, The Board of AA'ater Supply of The City of New York, pursuant to Chapter 724, Laws of 1905, as amended, have made such surveys, maps, plans, specifications, estimates and investigations as they deemed proper in order to ascertain the facts as to what sources where an additional supply of pure and wholesome water for The City of New York exist and are most available, desirable and best for the said supply ; and Whereas, The said Board of \\'ater Supply have reported to the Board of Estimate and Apportionment, under date of June 8, 1908, recommending the development of the under- ground sources of water-supply in Suffolk county. Long Island, New York, and have presented to the Board of Estimate and Apportionment, with sajd report, a map, plan and profile dated February 25, 1908, and entitled Board of \\'ater Supply of The City of New York. Alap and I'rofile Showing Manner of Obtaining from Suffolk County an Additional Supply of Water for The City of New York " ; and \Micrcas, The lioard of Estimate and Apportionment, upon the receipt of the said report and the said map, plan and pro- file, and on the 12th day of June, 1908, adopted a resolution that June 26, 1908, at 10.30 o'clock in the forenoon, at Room 16 in the City Hall, Borough of Manhattan, City of New York, be fixed as the time and place for the public hearing upon the said re])ort, ma]), ])]an and profile, and that notice be given of such public hearing by publication in the City Record and the corporation newspapers published in Kings county, and in two newspapers published in each of the Counties of Suffolk, Nassau, Queens, Richmond, New York and Westchester, such publication to commence Tuesday, June 16, 1908, and to be continued in each issue of each of said papers to and including June 26, 1908, such notice being by said resolution declared to be reasonable public notice of such hearing; and Whereas, The Board of Estimate and Apportionment, in order to afford to all persons interested a reasonable oppor- tunity to be heard respecting the said report, map, plan and profile, have given reasonable public notice of such hearing, and in addition have given notice of such hearing by mailing to the Chairman and Clerk of each of the Boards of Super- visors of the Counties where real estate to be acquired is situ- ated, a notice of such hearing at least eight days before the 44 APPROVAL OF PLAX 26th day of June, 1908, namely, to the Chairman and Clerk of the respective Boards of Supervisors of the Comities of Suffolk, Nassau, Westchester, and to the President of the Board of Aldermen of The City of New York, and to the City Clerk of The City of New York for the Counties of Xew ^'ork. King's, Queens and Richmond ; and \\'herea5. The said notice of said hearing was published in all of the papers specified and referred to above, being the Citv Record and the B>rooklyn Daily Eagle, the Brooklyn Citizen, the Brooklyn Standard Union, the Brooklyn Free Press and the Brooklyn Times, being the corporation news- papers published in Kings county, and in the Xew York Herald and Xew York Times, being two newspapers published in Xew York county, and in the Democratic Register of Os>ining, and in the Eastern State Journal. l)eing two news- papers pul)lislK'(l in \\\\stclicster county, inid in llie Staten Lsland \\'orl(l and ivichmond County ] lerald. l)eing two news- ]:)a])ers ])ublis]ied in Richmond county, and in the Long Island City Star and the Lon«;- Island Farmer, being two news])apers ]ni1j]ished in Oueens county, and in the Xorth 1 lempstead Record and tlie Rei)u1)lican, being two newspa])ers ]niblished in Xassau count}', and in the Riverhead Xews and the County Review, being two newspapers ptiblished in Suffolk county ; all of which is evidenced by tlie affidavits, certificates and docu- ments filed in the office of the Secretary of the I'oard of ICsti- mate and Apjiortionment ; and \Miereas, On tlie 2r)tli day of June, PJO«*^. at 10:3{) o'clock in tile forenoon, in l\oom 16 in tlie City PTall, Porough of Man- liattan. City of Xew York, the Hoard of Estimate and .\i)])or- tionment met jnu'suant to said notice and a ])ublic hearing was given to all persons interested and a reasonable opportunity to be heard respecting the said report, ma]). i)1an and ])rohle was afforded to such persons, at whicli hearing the said report, ma]). ])l.an and profile were considered and due deliberation was liad ; and inan\- liaving appeared in opp()sition t(^ said re])ort, map. ])lan and j)rofi]e, and also many in faxor tliereof; now. there- fore, be it Resolved. Tliat llie I'nard of l\-tiniate and Apportionment hereby aj)pr<)ves and adopts the said rei)ort, dated June S, P)()8, and the said niaj), ])lan .and profile, dated I^'ebruary 25. 1^08, an(l lierel))- directs that said map, plan and profile be exe- cuted, si^iicc], eerlificd and filed as direi'ted in Stniion of BY BOARD OF ESTIMATE AND APPORTIONMENT 45 Chapter 724 of the Laws of 1905, as amended, and hereby declares the same to be the final map, plan or plans and profile approved and adopted by the Board of Estimate and Appor- tionment as provided for in said section ; and be it further Resolved, That the said Board make application by petition in writing to the State Water Supply Commission as speedily as possible for the approval of the said report, map, plan and profile, pursuant to Chapter 723, Laws of 1905, as amended, and that the Corporation Counsel be and he hereby is requested to prepare such papers and to take such steps with that end in view as may be proper. Affirmative — The Mayor, the Comptroller, the President of the Board of Aldermen and the Presidents of the Boroughs of Manhattan, Brooklyn. The Bronx, Queens and Richmond— 16. 46 BEFORE THE STATE WATER SUPPEV CO^r^FL^SIOX L\ THE ^Iatter of the application of The City of New York to the State Water Supply Commission for the ap- proval of the report of the Board of Water Supply of The City of New York to the Board of Estimate and Apportionment of The City of New York, dated June 8, 1908, recommending the development of the underground sources of water-suppl}' in Suffolk county, Long Lsland, New York, and for the approval of the map, plan and profile accompanying said report and dated February 25, 1908, and entitled: "Board of Water Supply of The City of New York. Map and Profile Showing ^Manner of Obtaining from Suffolk County an Additional Supply of Water for The City of New York." To the State Water Supply Cotn))nssio}i : The City of New York hereby respectfully makes applica- tion by petition in writing to the State Water Supply Com- mission, pursuant to the provisions of Chapters 723 and 724 of the Laws of 1905 and the acts amendatory thereof and sui)ple- mental thereto, and shows as follows : (1) The City of New York is a municii)al cor])oration organized and existing in the State of New York by virtue of its ancient charters and the Laws of the Colony of New York and the Laws of the State of New York. (2) Pursuant to Chapter 724 of the Laws of 1905, and on or about June 9, 1905, the Mayor of The City of New York apjKjinted J. Edward Simmons, Charles N. Chadwick and Charles A. Shaw to be a Board or Commission to be called Board of Water Supply of The C'ity of New York. The said Commissioners duly qualified and entered upon the perform- ance of their duties on or about the said date and have since continued to hold their said offices and to perform the duties thereof except that on January 28, 1908, the said J. lid ward Petition STATE WATER SUPPLl COMMISSION 47 Simmons resigned his said office and on January 30, 1908, John A. Bensel was appointed by said Alayor to act as such Commis- sioner, and on January 31, 1908, said John A. Bensel duly qualified and entered upon the discharge of his duties and has ever since continued to hold said office and perform the duties thereof. (3) The Board of Water Supply proceeded pursuant to said statutes and made such surveys, maps, plans, specifica- tions, estimates and investigations as they deemed proper in order to ascertain the facts as to what sources for an additional supply of pure and wholesome water for The City of New York exist and are most available, desirable and best for the said City, and under date of June 8, 1908, reported to the Board of Estimate and Apportionment of The City of New York recommending the development of the underground sources of water-supply in Suffolk count}', l^ong Lsland, New York. A copy of said report is hereto annexed, marked " A," and is made a part of this i)etition. Accompanying said report was a map, plan and profile dated February 25, 1908, entitled " Board of Water Supply of The City of New York. Map and Profile Showing Manner of Obtaining from Suffolk County an Additional Supply of Water for The City of New York." Said map, plan and profile was duly signed by said Commissioners and their engineers. Said map, plan and pro- file and the other papers and documents accompanying this application form an exhibit of maps of lands to be acquired and profiles thereof showing the sites and areas of the ])roposed reservoirs and other works, the profiles of the aqueduct lines and the flow lines of the water when impounded, also plans and surveys and abstracts of official reports relating to the same, showing the need of The City of New York for the de- velopment of the underground waters of Suffolk county as a source of supply for The City of New York and the reasons therefor. This petition is accompanied by proof as to the char- acter and purity of the watcr-sup])ly proposed to be actpiired. (4j The Board of Estimate and Api)ortionment, upon the receipt of said report, map, ])lan and ])rofile and prior to the adoption thereof, difl afford to all persons interested a reason- able opportunity to be heard respecting the same and did give reasonable public notice of such hearing whereat testimony might be produced l)y the i)arties appearing in such manner as the TVrard of F^stimate and Aj)i)ortionnient might determine. AS PETIT! OX TO THT On June 12, 1908, the lioard of Estimate and Apportionment adopted a resolution in the following terms : " Whereas. The l)oard of Water Supply of The City of New York, pursuant to Chapter 724 of the Laws of 1905, and the acts amendatory thereof and supplemental thereto, have made such surveys, majis. plans, specifications, estimates and investigaticns as they deemed proper in order to ascertain the facts as to what sources i(^r an additional supply of pure and wholesome water for Tlie City of Xew York exist and are most available, desirable and best for the said City ; and " Whereas, The said Lk:>ard have reported to the Board of Estimate and Apportionment, under date of June 8, 1908. recommending the development of the underground sources of water-su])ply in Suffolk county. Long Island. Xew York; and *■ Whereas, The l^oard of Water Supply have submitted with said report a map, j^lan and ])rohle, dated February 25. 1908, and entitled ' Board of Water Supply of The City of Xew York. Map and IVohle Showing Manner of Obtaining from Suffolk Coimty an Additional Su])ply of Water for The City of Xew York ' ; now, therefore, be it "Resolved, That the 2r)th day of June, 1908. at 10:30 o'clock in the forenoon, at Room Xo. 16, in the City Ilall. I»orough of Manhattan. City of Xew ^^)rk. be fixed as the time and place for a ])ublic hearing ui)on the said re]X)rt. map. plan and profile, and that notice be gi\ en of stich ptiblic hear- ing by ])ublication in the City Record, the corporation news- papers (published in Kings county), and in two newspapers ])ublished in e'ach of the cotmties of Suff'olk. Xassau. (Jueens. Kichmnnd. Xew ^'ork and Westchester, said ])ul)licati( >n to commence 'J^iesday, Jime U). 1908, and to be continued in each issue of each of said pai)ers \o and including June 26, 1908, the date hereby hxed for said hearing; such notice being hereby declared to be reasonable public notice of such hearing; and be' it further " Resf)lve(l, That the Secretary of this l^oard is hereby di- rected to give stich notices as are jjrovided for in said statutes and as he may be advised by the (Corporation Counsel, with whom lie is directed to confer in regard to this matter." (S) Pursuant to the terms of said resolution a notice of .•^aid public hearing on June 26. 1908. was duly published in the City Record, and in the T.rooklyn Daily I'-agle, the P>rook- Ivn Citizen, the i^.rooklyn Standard-Cnion. the P.rooklyner STATE WATER SUPPEY COMMISSION 49 P'reie Presse and the Brooklyn Times, being the corporation newspapers piibHshed in Kings county, and in the Xew York Herald and the Xew York Times, being two newspapers pub- lished in X^ew York county, and in the Democratic Register of Ossining and in the Eastern State Journal, being two news- papers published in \\'estchester county, and in the Staten Is- land World and the Richmond County Herald, being two news- papers published in Richmond county, and in the Long Island City Star and the Jamaica Farmer, being two newspapers pub- lished in Queens county, anfl in the Xorth Hempstead Record and the Republican, being two newspapers published in X^assau coimty, and in the Riverhead Xews and the County Review, being two newspapers published in Suffolk county. Xotice of said public hearing on June 26, 1908, was also duly given pur- suant to the provisions of Section 3 of Chapter 724 of the Laws of 1905. as amended, by mailing to the Chairman and Clerk of the Board of Supervisors of each county, where the real estate to be acquired is situated, a notice of such hearing at least eight days before the tinie named in the said notice, the said counties being Suft'olk, Xassau and Westchester; said notices being also mailed to the President of the Board of Aldermen of The City of Xew ^'()rk. and lo the City Clerk of the City of Xew York, in behalf of the counties of Xew York, Kings, Queens and Richmond, there being no Board of Super- visors in any of said four counties. All of said facts will more fully appear from the" records on file in the office of the Secre- tary of the Board of Estimate and Ap])ortionment. all of which the |)etiti()ner lierein begs leave to refer to and to produce. (6) Said hearing before the Board of Estimate and Ap- portionment was duly had on June 26. 1908, at 10.30 o'clock in the forenoon, at Room 16. in tlie Cit\- Ilall, P>orough of Manhattan. City of Xew York, being the time and place duly set therefor. At said liearing the Board of Estimate and Ap- portionment, liax ing lieard all who ap])eared in opposition to the a})proval of the said report, ma]), ])lan and profile, and all who appeared in favor thereof, after due deliberation adopted a resolution approving and adopting the said report, map, plan and profile*. Said resolution is as follows : " Whereas, The I'oard of Water Supply of The City of Xew York, i)ursuant to Chapter 724, Laws of 1905, as amended, have made such surveys, maps, plans, specifications, estimates and investigations as they deemed proper in order to 50 FETITIOX TO THE ascertain the facts as to what sources where an additional sup- ply of pure and wholesome water for The City of New York exist and are most available, desirable and best for the said supply ; and ** Whereas, The said Board of Water Supply have reported to the Board of Estimate and Apportionment under date of June 8, 1908, recommending the development of the underi^round sources of water-supply in Suffolk county, Long Island, New York, and have presented to the Board of Estimate and Ap- portionment, with said report, a map, plan and profile dated February 25, 1908, and entitled ' lioard of Water Supply of The City of Xew York. Maj) and Profile Showing ^Manner of Obtaining from Suffolk County an Additional Supply of Water for The City of Xew York and " Whereas, The Board of Estimate and Api)ortionment upon the receipt of the said report and the said map, plan and profile, and on the 12th day of Jime, 1908, adopted a resolution that June 26, 1908, at 10.30 o'clock in the forenc^on at Room 16 in the City Hall, l)Or()ugh of Manhattan, Ciiy of Xew ^^)rk. be fixed as the time and place for the public hearing upon the said report, map, plan and ]:)rofile, and that notice be given of such ])ublic hearing by publication in the City Kect^rd and the corporation newspapers published in Kings comity and in two newspapers published in each of the comities of Suffolk, Xas- sau, Queens, Richmond, Xew ^'ork and Westchester, such pub- lication to commence Tuesday, June \(\ 1*)08, and to l)c con- tinued in each issue of each of said pai)ers to and including June 26, 1908, such notice being by said resolution declared to be* reasonable public notice of such hearing : and " \Miereas, The r)oard of Estimate and .\])i)ortionmeut in order to afford to all persons interested a reasonable o])])or- tunity to be heard respecting the said rep;)rt. map. plan and profile, have given reasonable public notice of such hearing and in addition have gi\en notice of such hearing by mailing to the Chairman and Clerk of each of the T.oards of Super- visors of the counties where real estate to be accjuired is situated, a nut ice of such hearing at least eiglit daxs before the 26lh da\' of Juni-. l'H)S. namely, to the Chairman and Clerk of the respective lioards of Supervisors of the Counties of Suffolk. Xassau. Westchester, and to tin- rresidenl of the P.oard of Aldermen of The City of New N'<»rk, and to the City Clerk ..f '|"lie City of Xew York for the Counties of New York. Kint^s. ( jueens and Kichmond ; and STATE WATER SUPPLY COMMISSION 51 " Whereas, The said notice of said hearing was published in all of the papers specified and referred to above, being the City Record and the Brooklyn Daily Eagle, the Brooklyn Citizen, the Brooklyn Standard-Union, the Brooklyn Free Press and the Brooklyn Times, being the corporation news- papers published in Kings county, and in the New York Herald and New York Times, being two newspapers published in New York county, and in the Democratic Register, of Ossining, and in the Eastern State Journal, being two newspapers published in Westchester county, and in the Staten Island \\^orld and Richmond County Herald, being two newspapers published in Richmond county, and in the Long Island City Star and the Long Island Farmer, being two newspapers published in Queens county, and in the North Hempstead Record and the Republi- can, being two newspapers published in Nassau county, and in the Riverhead News and the County Review, being two news- papers published in Suffolk county, all of which is evi- denced by the affidavits, certificates and documents filed in the office of the Secretary of the Board of Estimate and Appor- tionment ; and " Whereas, On the 26th day of June, 1908, at 10:30 o'clock in the forenoon in Room 16 in the City Hall, Borough of Manhattan, City of New York, the Board of Estimate and Apportionment met, pursuant to said notice and a public hear- ing was given to all persons interested and a reasonable oppor- tunity to be heard respecting the said report, map, plan and profile was afforded to such persons, at which hearing the said report, map, plan and profile were considered and due delibera- tion was had ; and many having appeared in opposition to said report, map, plan anrl profile, and also many in favor thereof ; now, therefore, be it " Resolved, Tliat the I)oard of Estimate and Apportionment hereby approves and adopts the said report, dated June 8, 1908, and the said map, i)lan and profile, dated February 25, 1908, and hereby directs that the said map, plan and profile be executed, signed, certified anrl filed as directed in Section 3 of Chapter 724 of the Laws of 1905, as amended, and hereby declares the same to be the final map, plan or plans and profile approved and adopted by the Board of Estimate and Appor- tionment as provided for in said section ; and be it further " Resolved, That the said Board make aj)plication by peti- tion in writing to the State Water Supply Commission as 52 PETITIOX TO THE speedily as possible for the approval of the said report, map, plan and profile, pursuant to Chapter 723, Laws of 1905, as amended, and that the Corporation Counsel be and he hereby is requested to prepare such papers and to take such steps with that end in view as may be proper." (7) After the approval and adoption of said report, map, plan and profile, the said map was duly executed in quadrupli- cate. One thereof accompanies this petition and is intended to be filed herewith and made a part hereof. A second remains on file witli the Clerk of the Board of Estimate and Appor- tionment. A third is placed on file in the office of the lioard of W'ater Sup])ly. A fourth is filed in the office of the Commis- sioner of W'ater Supply, Gas and Electricity of The City of X"ew York. A certified copy of said map is filed in the office of the Count}' Clerk or Register of each of the counties in which the real estate affected thereby is situated. A copy of the said rejjort of the Board of W'ater Supi)ly of The City of Xew York to the Board of Estimate and Apportionment, dated June 8, 1908, is also herewith presented, together witli an abstract of official rei)orts relating to the (levelo})ment of the underground waters of Suffolk county, and showing the need for the development of said sources for The City of Xew York and the reasons therefor. In addition. The City of Xew ^'ork herewith presents a plan or scheme to determine and provide for the pa}inent of the proper compensation for any and all damages to persons and property, wdiether direct or indirect, which will result from the ac(|uiring of said lands and the execution of said j)lans. All of said matters will be more fully shown in ihe j)rocee(lings, ])apers and documents which will l)e produced at the hearing before the State W'ater Sup])ly Com- mission. (8) 'j'hc j)r()posed development of the underground s(^urces of water-sup])ly in Suffolk county and the execution of the plans herewith presented are justified by public nece>-ity and are jn^t and ecjuitable to the other mnnici])alities and c'wW divi- sions of the Stale afi'ected thereby and to the inhabitants tliere- ()f, particular consideration being given to their j)re>ent and future necessities for sources (d* waler-suppl\ . (9) The plan or scheme to determine and provide for the pavment of proper compensation for any and all damages to ])ersoiis or j)roj)C'rtv. whether direct or indirect, which will result from the actjuiring of the said lands .'iiid the execution STATE WATER SUPPLY COMMISSION 53 of the said plans, is to purchase the said lands and to secure conveyances and releases thereof if the amount can be agreed upon, and if not to acquire the same by condemnation proceed- ings, as provided in Chapter 724 of the Laws of 1905 and the acts amendatory thereof and supplemental thereto. The City of Xew York is of abundant financial responsibility to pay any and all of the aforesaid damages and the Board of Estimate and Apportionment of The City of Xew York has unanimously approved the report of the Board of Water Supply of The City of Xew York setting forth the estimated cost of the whole project of developing the underground sources of water-supply of Suffolk county, in order to provide means for paying all just claims which may arise against it, growing out of the construction of the necessary works and the acquisition of the necessary lands. It is proposed to pay all such claims from the proceeds of Corporate Stock to be issued from time to time by the Comptroller when thereto authorized by the Board of Estimate and Apportionment. Wherefore, The City of X'^ew ^'ork hereby makes applica- tion by petition in writing to the State Water Supply Commis- sion for the approval of the said report, map, plan and profile, and has caused this petition to be subscribed by its acting Mayor and by its City Clerk and its seal to be affixed hereto this 28th day of July,' 1908. P. F. McGOWAX, ( s.) Acting Mayor. P. T. SCULLY, Citx Clerk. W^r. p. BURR, Acting Corporation Concise!. 54 State of Xew York, ^ County of Xew York, [>ss. : City of Xew York, J On the 28th day of July, in the year 1908, before nie per- sonally came P. J. Scully, with whom I am personally ac- quainted, and who is known to me to be the City Clerk of The City of Xew York, who being by me duly sworn did depose and say : I reside in the r)Orough of Manhattan, City of X^ew York. I am City Clerk of The City of Xew York, the corporation described in and which executed the foregoing petition. I know the seal of said corporation. The seal affixed to said petition is such corporate seal. It was thereto affixed by due authority of said corporation, and I signed my name thereto as City Clerk by like authority. I know Patrick F. ^IcGowan and know him to be the person described in and who as Actinc^ Mayor of The City of Xew York executed said petition. I saw him sub- scribe and execute the same, and he acknowledged to me, the said P. J. Scully, that he executed and delivered the same, and I thereupon subscribed my name thereto. JOllX H. CA.MALDl, Notary Public. AVtc York Couuty. 55 Babylon, X. Y., February 25. 1908. J. Waldo Smith, Esq., Chief Engineer, Board of Water Supply, 299 Broadway. Xew York City. Sir: In accordance with your instructions, the following report is submitted on the water-supply sources of Long Island, with particular reference, first to the immediate need of an addi- tional supply for the Borough of Brooklyn ; second, to the amount of water available from tlie present sources of supply; and third, to the yield and the probable cost of developing the Suffolk County ground-waters. The needs of Queens borough have not been considered in detail in this report. While this part of the City is, in some districts, imperfectly supplied with water, there appears to be sufficient area within the borough from wliich to draw all the water that may be required during the next few years, until a large supply can be introduced from the Catskill or from the Suffolk County sources. This report embodies the results of studies and investiga- tions that have been made under your direction since the or- ganization of the Long Island department in October, 1906. CDXCLLSIOXS IX B.KTLF If the present annual increase in the consumption of water in Brooklyn continues, this borough, the second largest in X^evv York City, must soon face a serious water famine. Frequent shortages in supply have indeed taken place since the intro- duction of a public water-supply in 1(S58, notably in the fall of 1905, when the higher portions of the borough suffered severely from lack of water. All efforts made at such times to curtail the waste in the distribution system have not pre- vented a steady increase in the use of water. Prompt meas- ures must therefore be taken at once to increase the water- 56 REPORT Of Jr. E. SPEAR supply of Brooklyn if great hardship or even disaster is to be averted. Yield of I'resext Brooklyn Water-Works The average daily supply of water furnished the Borough of Brooklyn in 1907 from all municipal and private sources was 145 million gallons, of which 85 per cent, was supplied by the Ridgewood system from southern Queens and Nassau county and 15 i)er cent, by small private and municipal works within the borough limits. The estimated population of Brook- lyn borough is 1.470.000. so that the per capita consumption is now 98.6 gallons per day. This is less than that of the other large boroughs of the City, and may be accounted for by the relatively smaller tran- sient population, the insufficient water-sup])ly of the past years and the reduced pressure tliat has been maintained in the mains of the distributing system. The present municij)al and ])rivatc water-works cannot safely \iel(l during a period of years of even normal rainfall more than 135 million gallons ])er day. // tlic nr.vt fcz^.' years be a period of deficient rainfall, these works sJioiild not he expected to proz'ide over 120 million (/allons per day. The term " safe yield." as ai)plied to the collecting works of the Brooklyn system in southern Long Island, is intended to mean that portion of the natural seaward flow of the water from the upland watersheds that may be intercei)ted without overdrawing storage or pumj)ing in sea-water from the ad- jacent ba>s through the ])()roiis sands and gravels. The yields given on this and succeeding l)ages are intended to be con- servative; larger vields may be obtained, but at the ex])ensc of reducing tlie ftiture yiehl and ini])airing the (|uality of the su])])!)-. Works \ow r.i-.ixc C'oNSTRrciKi) W ith the additional works whicli are now under construc- tion by tlie I)ei)artment of Water Sup])ly. and whicli should be completed before the end of the present year, tiie total sup- ply of iirooklyn borough for years of normal rainfall will be increased to U)() million gallons i)er daw Purina xears of loze raijifall. hozeerer. the entire system, inclitdina the nezc zeorks. can)iot he depended upon to supply more than 140 million (/allons per day. This is evidently less than the consumption of T.rooklyn borongh in 1^K)7. COXCLUSIOXS IX BRIEF 57 Total Yield of Readily Available Sources in Western LoxG Island By the more complete development of the ground-waters of the Ridgewood system and the construction of three addi- tional driven-well stations in Brooklyn borotigh, it would be possible to so increase the present supply that there would be available, during years of normal rainfall, a total supply of 195 million gallons per day. This supply would provide for the natural increase in the consumption of Brooklyn borough up to the year 1913, if this increase continues at the present rate. Should, hoivever, a period of lozv rainfall now ensue, the complete zvorks might not yield more than 170 million gallons per day, which at the present rate of increase in consumption would not suffice beyond the year 1910. Relief from New Sources in 1912 Under the most favorable circumstances that may reason- ably be expected, with a normal rainfall and the immediate construction of works to develop the entire yield of the avail- able sources in western Long Island, the continued increase in consumption at the present rate demands the introduction of an additional supply of water into Brooklyn borough from new sources by the year 1912. If, however, a series of dry years should occur, soiue additional water must be supplied by the year 1910. The Catskill sources cannot be made axailablc in time to avert this impending shortage of water, since the first supply from the works now under construction can hardly be deliv- ered to the llorough of r)rooklyn before 1916. and, perhaps, not until several years later. Suffolk County Ground-Water Sources If the ground-waters of Suffolk county were available, they could be cheaply and quickly developed to provide an emergency supply for the relief of Brooklyn borough, and they could be made to eventually furnish to New York City a large permanent suj)ply of excellent water for domestic and com- mercial uses. An average supply of 250 million gallons per day could safely be obtained from a catchment area of v332 square miles 58 REPORT OF jr. E. SPEAR in southern Suffolk county and the Peconic valley. This sup- ply could be appropriated from the large volumes of ground- water now running- to waste there, without material injury or annoyance to local interests. The total cost of the works to obtain this supply, delivered into the distribution system of Brooklyn borough, is estimated at $47,173,000. The works in southern Suffolk county would be built from Amityville to Quogue on a line nearly parallel with the south shore of Long Island, somewhat back from the populous villages and the salt waters of the south shore bays, in country but sparsely settled, and covered to a large extent with low growths of scrub oak and pine. The ground-waters would be gathered on this line by means of suitable wells. 100 to 200 feet in depth, and 500 to 1,000 feet apart, which would be driven in the center of a right-of-way 600 to 1.000 feet wide. The supply from the Peconic valley would be similarly collected on the south bank of the Peconic river between Riverhead and Calverton. This supply would be pumped over to the south shore and conveyed to the City, mingled with the waters of southern Suft'olk county, in a continuous gravity acjueduct of concrete masonry. A large pumping-station at the end of this aqueduct, near the present Ridgewood pumping-station, in Brooklyn borough would deliver the supply into a covered distributing reservoir or directly into the City mains. When these works are completed and the demand for water in the City approaches the average yield of the Suffolk County watersheds, it is proposed, later, to construct three branch lines into the center of the island to secure storage from the deep gravels there, in order to avoid pumping the wells deeply on the main south shore line, during ])erio(ls of deficient rain- fall. Works to P)K I'i ii.t Imrst The complete works outlined above, for the development of the entire water-supply need not be built for some years. For the present, it is proposed to construct only tlie first 15 miles of the collecting works in Suffolk county as far as (ireat River to secure a supi)ly of 70 millii»n liallons per (la\-. and the transj)ortation works by which to deliver this supi)ly to the distril)uli()n system of P>rooklyn borough. The works at this first stage of construction, including the large masonry a(|ueduct of full capacity for the final development, are esti- mated to cost $21,742,000. and could be completed within three COXCLUSIONS IN BRIEF 59 or four years after beginning work. The remainder of the works would be built by successive stages at intervals of five or six years, as the supply is needed to meet the increasing consumption of the City. Emergency Supply from Suffolk County A portion of the first supply of 70 million gallons per day might even be delivered to Brooklyn borough within two years from the time of beginning work in Suffolk county, if, at the end of that period, the Department of Water Supply has com- pleted the proposed extension of the 72-inch pipe-line and built the proposed pumping-stations at Alassapequa and Wantagh. By first building the Suft'olk County aqueduct from the new gathering grounds to Massapequa, and utilizing from Alassa- pequa to Brooklyn the surplus capacity of the new transporta- tion works proposed by the Department of Water Supply, for which plans are already made, an emergency supply of perhaps 50 million gallons per day could be delivered from Suffolk County two years before the long masonry aqueduct to Brook- lyn could be finished. It is estimated that the Sufl'olk County works, at this preliminary stage of construction would cost, exclusive of the proposed expenditures of the Department of Water Supply, $7,153,000. Cost of Suffolk County Supply The estimates on the amount of water that would be avail- able, the total expenditure at each stage of construction, and the cost of the water per million gallons delivered into the mains of Brooklyn borough are shown below : Cost of Water Per Average Supply Total Estimated Million Gallons Stage of in Million Cost of Works Delivered in Construction Gallons Per Day at this Stage Brooklyn Borough Preliminary 60 87 153.000 *$37.78 1 70 21.742.000 **62.21 2 150 30,202,000 44.53 3 220 38.355.000 40.12 4 250 40.479,000 39.24 5 250 47,173.000 44.18 ♦This cost does not include fixed charges on the pumping-stations and the steel- pipe line proposed by the Department of Water Supply ♦*The high cost of the water in the first stage of the complete works is due to the large fixed charges on the masonry aqueduct of 250 million gal'ons daily capacity, from Suffolk county to Brooklyn borough 60 REPORT OF W. E. SPEAR Aquedl'cts of Full Capacity for Development of 250 ^^Iil- Liox Gallons per Day The future supply of Brooklyn, as well as that of Queens borough and other portions of New York City, may be best safeguarded by constructing the aqueducts in the first Suf- folk County works of full capacity as suggested above so that they may be extended as required, to collect and transport to the City the entire available supply in Suffolk county. Neither a smaller permanent development nor temporary works in Suffolk county should be considered. The amount of money that might be saved in fixed charges by now building an aqueduct of only 150 million gallons daily capacity, would not be sufficient at the end of 20 years to build another of a capacity of 100 million gallons per day. Neither would it pay to build temporary works in Suff'olk county for the delivery of 50 million gallons per day through the conduits of the Ridgewood system, unless only a temporary supply is to be drawn from Suffolk county. If the population and water consumption of New York City continues to increase at the present rate, the entire supply from existing works and the additional 500 million gallons per day from the Catskill sources will be required in about 20 years. If not developed now. the Suffolk County sources would nat- urally be drawn upon at that time. Some water, however, must be secured at once from Suffolk county to relieve the imminent shortage in the supply of Brooklyn borough. In view of the inadequacy of the water-suj^ply of this ])art of the City for many years, and the large resident poj)ulation that is likt'lv ti) develop in the Long Island boroughs of The City during the next ten years, as a result of the imi)roved transit facilities now being provided, it seems very likely that, even with tlie water from the ("atskill sources, the lirsl sup])ly of 70 million gallons per day from Suffolk county would be needed continuously until an additional sui:)i)ly for the City was re(|uire(l. 'I'his is rendered more pro1)abk' l)y the likeli- hood of some of the grour.d-water and surface sui)i)lies in western T.ong Island bi-ing abandoned in a few years in conse- (jiience of the inliltrati« of sca-waler and tlie increase in the l)iipnlation on their gathering groinids. I'ki'.si'.xT sn'^L^' oi- r.R()()KI.^'X lu )i>:()i'(in 'I hf r.(. rough of ih-ooklyn is supi)lie{l with water from the works of the Kidgewood system in Queens and Nassau coun- RIDGEWOOD SYSTEM 61 tie?, and from several small municipal and private water-works located within the borough limits. THE RIDGEWOOD SYSTE^I The Ridgewood system furnishes about 85 per cent, of the present water-supply of Brooklyn from the streams and the ground-water works along the south shore of Long Island in yueens and Nassau counties, between the limits of Brooklyn borough and the Suffolk County line. Area of Watershed The watershed of the Ridgewood system, defined by the limits of the ground-water catchment, is shown on Sheet 1, Acc. 5530. This watershed, which represents the total catch- ment that might, by a complete development, be made tribu- tary to the Ridgewood system, has an area of 159 square miles, of which 67 square miles may be apportioned to the " old watershed," and 92 square miles to the " new watershed." The southerly limit of the catchment area represents the greate>t safe inflection of the ground-water surface during long periods of heavy draft at all driven-well stations, with a complete development of the system. Where there are no ground-water collecting works, the limit of the catchment area is at the spillways of the supply ponds, and. for the greater part of the time, the existing ground-water works do not or- dinarily inflect the water-table as far south as shown. The flow of all but a few unimportant streams within this catchment area has been made tributary to the system. It is estimated that the total surface drainage area of these streams, south of the ground-water divide, is 117 square miles, (^f this area, the streams in the " old watershed " drain 52 s(|uare miles, and those in the " new watershed " 65 scpiare miles. The ground- water underflow on the line of collecting works lias not }et been entirely deveIo])ed by The City. Eor a distance of slightly les'; than eight miles along the conduit line, as >liown by the l)and of red on Sheet 1. Acc. 5530. only surface-waters are collected. Upon the completion of the new driven-well stations at Lynbrook and Millburn reservoir, aboiu 1 '/j mile^ more of this line will have been developed. \\'ater can hardly be drawn from about miles of the re- maining line, within the villages of Rockville Center and F'ree- 62 REPORT OF [f. E. SPEAR port, but there will still be about five miles along which ground- water may be collected. Present Yield of A\\irks The yield of the collecting works of the Ridgewood sys- tem for the past three years is shown in Table 1, which has been compiled from the records in the office of the Depart- ment of Water Supply at Ijrooklyn. The year 1905 was one of low rainfall, only 36.8 inches being recorded at Hempstead storage reservoir. The next year, 1906, in which 44.1 inches fell at the same station, was one of nearly normal rainfall, while during the past year, 1907, a rainfall of 49.4 inches, something over 5 inches in excess of the normal precipitation, occurred in western Long Island. The period of operation of the driven-well stations during these years was dependent upon the consumption and the yield of the surface streams. During the early part of 1905 and the greater part of 1907, the surface-waters formed a large proportion of the total supply, but during the greater part of 1906, it was necessary to utilize tlic maxinuun availa1)le yield of the ground-water stations. The last column of this table gives the jirobalile safe yield of each driven- well station and infiltration gallery of the Ridge- wood system and the probable delivery of each tributary sur- face stream when the ground-water collecting works are oper- ated at these rates, during the summer and fall of normal rainfall years. The total safe yield of the watershed is estimated as follows : New Watershed, 92 square miles. . 62 million gallons per day. Old Watershed. 67 " " .. 55 " " " " Total yield of system 117 'I'lu' relatively smaller yield of the new watershed is due to the incomi)lete development of the gnnmd-waters, as already noted. 'J'hese estimates of yield of each source of >upi)ly have, so far as possil)le, been corrected for the loss of surface- water that takes place in leakage from tlii' brick conduit's and which appears in the pumj)ing records as gronnd-water I 63 TABLE 1 YIELD or COLLECTING WORKS OF RIDGEWOOD SYSTEM. 1905 1906 1907 Estimated Approx. Average /Approx Average Approx Average Safe Yield Surface Period Yield Period Yield Period Yield of Each and of Drofr Ourinq of Draft During of Draft During SourceOur- Driven Well in This i n This 1 n This inq Yeors Sources. Months. Time in Months Time in Months. Time in of Normal Mil.Gals.DIv Mil.GolsDIy mil.ual5.Ui y Roi^foll^^G.C NEW WATERSHED Massape o^ua Galley 0.5 7.7 9.5 12.7 10.5 15.7 15.0 Stream* 3.0 D.W5. 6.5 36 10.0 2.5 7.0 2.7 2.0 Wan tog h Stream* 3.0 Gallery 7.5 7.1 12.0 11.5 8.0 12.1 10.0 D.W5. 5.5 2.6 10.0 2.8 6.0 2.8 3.0 Matowa D.VV-S 7.5 3.3 10.0 e.8 G.O 2.6 3.0 Newbridge Stream* 2.0 MerricK D W. S. ^ 5.5 3.8 8.5 3.6 7.0 3.6 4.0 ETast Meadow Streom 9.0 Agowom D.WS. 5.0 3.1 8.0 2.7 G.O 2.5 3.0 Millburn Stream* 5.0 Srovity Supply from New V\tofer5hec HO, 2 26.7 — 34.6 — Totol New Watershed 62.0 OLD WATERSHED riorse DrooK II. 1.4 10.0 1.2 10.0 I.I II. 10. 1 1 1 .0 9.0 1 l.O e.9 > lU.U Hempsttod Storage SchodacK t^rooK"*" Pine^Streom J woTis rona uvvo ^ Streom / 12.0 5.0 11.5 4.4 \ 1. 4.7 4.0 Volley Stream* Olcar oTreomUWO- 12.0 2 A II. 2.3 \ 1.0 2.7 3.0 Porest 5^r&arn 0VV(5 If. 5 5.5 12.0 3.6 \0.5 4.3 3.0 Simonsons Stream 10.0 3.5 9.5 2.8 e.o 3.1 3.0 Rosedole DW5 6.0 1.5 II. 3.4 30 Springfield DW5 12.0 E.9 11.5 2.6 II. 2.7 2.5 Stream 9.5 2.6 6.0 2.8 5.0 2.1 10 5t.Albons D.W.5. 6.0 2.5 1 1.5 2.6 2.0 Jameco DW.5. 12.0 3.3 lE.O 5.3 11.5 7.7 5.0 Baisefeys Sfream 11.5 4.5 10.0 4.0 11.5 2.8 2.0 D W. S. II. 1.6 11 .5 1.7 10.0 0.8 1.0 Morris PorK 8.0 3.9 2.0 Oconee II. IX) II. 3.3 9.0 39 3.0 ShetucKet 6.0 0.5 5.0 3.9 2.0 Aqueduct 6.0 4.4 11.5 4.2 2.0 Wood ho ven 3.5 3.8 2.0 Spring CreeK 11.0 4.6 II. 6.7 11.5 5.1 4.5 Srovitij Supply froK Old \M3ler3hed 13.2. 3.0 -1.7 Totol Old Watershed 55.0 Total c/Old ^ New Watersheds 117.0 ♦ Included in grov-ity Supply from new watershed pumped at Millburn Pumping Station + \nciuded in grovity supply from old wotershcd pumped at Ridgewood Pumping Stalion. 64 Rf.PORT Of JV. n. SPEAR yield. All errors of pump displacement and leakage from conduits are charged in the records of the Department of Wa- ter Supply against the gravity surface su])ply. and. in general, the surface gravity yield given in the records is above the true yield for the new watershed, and is below that fc^r the old watershed. The probable error in the estimates of the yield of the Ridgewood system is between 5 and 10 ])er cent, and is generally within the smaller figure. A larger sup])ly than is here shown may sometimes be drawn from the surface streams in winter and spring, but as the system has no storage for surface-waters, such as is ordi- narily provided for surface-water supplies, except that in the ITcmpstead storage reservoir and in the shallow supply ponds, some waste occurs. The large winter stream flow of wet years cannot, therefore, be considered in the estimate of the safe summer yield, e.\cei)ting as this llow at times permits the draft on the ground-water to be diminished, and the stor- age in the pore spaces of the sands and gravels to be replen- ished for the heavy draft of summer and fall. Tf the ground-water stations of the Ridgewood system are operated continuously during years of normal rainfall, only a small ])()rtion of the rainfall, on even the largest streams, appears as surface flow. During the winter and s])ring it has been the i)ractice to reduce the rate of puniping at the ground-water stations, in order to utilize this surface flow as far as possible without pumping and to replenish the ground-water reservoirs. With an increase in the pollution of the surface-waters of the Ridgewoml s\-stem. it will be necessary to filter them, and this cannot be better accmn- ])lished than b\- o])erating the ground-water stations continu- ously at a rate that will develo]) these surface-waters as arti- ficial gr< )un(l-water. The normal (leli\ery of some of the driven- well stations has been estimated in the table as less than the average draft during the past few years, because it is believed that these stations will not safely deliver contimiousl)- their ■|)resent vields. This a])i)lies ])articularly to l^j)ring ("reek (shallow well). Uai.slex's and lameco (shallow well) stations, the sup- plies from which have, at times, contained a com])aratively large amount of salt water. The amount of sea-water, as re])rcsented by the chlorine in the water pumi)e(l at the A(iue- duct and Morris Park stations, is not \'et higli enough to RIDGEJVOOD SYSTEM 65 increase materially the salinity of the whole supply, but it is very likely that some reduction must eventually be made in their present rate of pumpage. Additional Supply from Stations under Construction It is estimated that the two additional driven-well stations which are now under construction by the Department of Wa- ter Supply, the " *Lynbrook station " and the " Baldwin sta- tion " at the Millburn reservoir, will each yield a safe supply of five million gallons per day, which will make the safe normal yield of the Ridgewood system 127 million gallons per day. During a period of low rainfall years, the amount of sur- face and ground-water reaching the system will diminish, and the pumpage of some of the stations affected by salt water might necessarily be reduced. With all the ground-water storage available, the system would n(^t probably su])ply more than 115 million gallons per day. The safe normal yield of the Ridgewood system, as given above, upon the completion of tlie two additional stations, is shown in a mass curve on Slicet 2, Acc. LJ 147. The red shading sliows tlic probable reduction in the yield during years of low rainfall. Total Additional Suppta' from RiD(;i:wof)D System By the construction of eight additional stations at points on the conduit line where the ground-water is now unde\'el- oped, a further daily supi)ly of 27 million gallons of ground- water might be obtained, as follows : Probable \'iel(l Location of stations in million gallons per day Between l*"orest stream and Clear stream **Between Watt's ])on(l and Lynbrook. . *'''Between Lynbrook and Smith's pfind. At Smith's pond * I'Ollowing a lU-risiini of the .Supreme Court noted in foot-note foliowinK, an agreement was mafle witli tlic Queens Cotinty Water ("ompany, limiting the yield of the I^yiiljrook station to L5 million gallons per dav. **. Since this rejiort was sul)mitted, ;i decision of tlie Ai)pellate Division of the Snpreme Co\irt, Second Department, on March 5, 1907, has given the watershed between Watts Pond station and Smith's i)ond to the Queens Coimty W^ater Comf)any and excluded 'J"he City from further development, so that the above stations proposed between Watts pond and Lynbrook and Lynbrook and Smith's pond cannot be constructed. 2 3 2 5 66 REPORT OF jr. E. SPEAR Location of stations Probable yield in million gallons per day Between Rockville Center and ?^Iillbnrn reser- voir 4 Between Millburn reservoir and ]\iillburn station 4 The operation of these stations would doubtless decrease the surface yield of Pine stream, Hempstead stream and Mill- burn stream, so that the net additional supj:ily from the new stations would only be about 22 million gallons per day. The cost of these stations, including land and water damages, is estimated at $900,000. By driving addilional deep wells and connecting up the existing ones at Wantagh and Massapequa, and by driving shallow wells at Springfield, a further supply of 6 million gallons per day could be obtained. This, with the additional supply of 22 million gallons per day from new stations, would increase the yield of the Ridgewood system by 28 million gal- lons per day. These new stations would intercejn the ground-water movement along the entire line of collecting works from Spring creek to the Suffolk County line, except for a short distance in the villages of Rockville Center and Freei)ort. and a total supply could l)c drawn from the system during years of normal rainfall, of 155 million gallons per day. This would l)robably be reduced, after several years of low rainfall, to a supi)ly n(jt greater than MO million gallons per day. The total safe yield of the entire Ridgewood system during years of normal rainfall, after the completion of the eight new stations and the additional wells here suggested, is shown in the mass curve on Sheet 2. Acc. IJ 147. The blue shad- ing indicates the probable reduction in the yield of the system during periods of low rainfall. C.M'ACI'IN' OF ("oNDl'irS The construction of additional ground-water pumping-sta- tions on the Kidgeu'(j()d system has been governed somewhat. At ^lillburn pumping-station Between bVeeport and Agawam station 5 2 Total 27 RIDGEJVOOD SYSTEM 67 in past years, by the location and capacity of the conduits through which the water could be delivered to Brooklyn bor- ough, and the relation of the yield of the watershed to the present conduit capacity should be understood. The conduit system in the " new watershed " consists of a brick aqueduct from the Alassapequa pond to the Millburn pumping-station, in which the yield from the four supply ponds and the ground-water collecting works of the new wa- tershed is delivered by gravity to the ]\Iillburn pumping-sta- tion. At this point the supply is pumped into three 48-inch mains, of which two are laid directly to the Ridgewood pump- ing-station. The third goes to the west gate-house of Mill- burn reservoir where it is reduced to a 36-inch main, which continues to the brick conduit at Smith's pond. This is the " old conduit " originally constructed between Hempstead pond and the Ridgewood pumping-station, to carry, by gravity, the surface and underground waters col- lected on the old watershed. A 72-inch steel-pipe line, designed to be operated under the full distribution pressure, has been laid from a point about 3000 feet west of the Ridgewood station to the Clear Stream jnunping-station. A 48-inch main connects this 72- inch line with the Ridgewood pum])ing-station and a 20-inch branch line has been laid to the Xcw Lots station. The W'ater Department j^roposes to extend the 72-inch pipe, full size, to the Suffolk County line. It is proposed to utilize the 72-inch line, which has a ca- pacity of 50 million gallons per day, on a pumi)ing gradient of 2.2 feet to the mile, to convey the water from the infiltra- tion galleries and other sources in the new watershed, and it is planned that ]nimps would be installed at ^Massapequa and Wantagh to deliver the water directly into the distribution system. The extension of this 72-inch line to Massapequa would relieve both the old and the new brick conduits of ap- proximately 30 to 50 million gallons per day. The cost of the extension of this pipe-line and the ])ump- ing-st'ations proposed is estimated by the Department of \\'ater Supply as follows : 68 REPORT OF U\ E. SPEAR 72-inch pipe-line, 15.7 miles in length $3,000,000 Rig'ht-of-way 100 feet wide through the villages and 200 feet wide elsewhere, including dam- ages 1.000.000 2 pumping-station.s of 70 million gallons total daily capacity 850,000 Total S4.850.000 Sheet 2, Acc. I.) 147, shows the normal cai)acities of all the aqueducts and pipe-lines of the Ridgewood system and the relation of the total conduit capacity to the i)rescnt and the possible future supply. I'^rom this diagram it appears that east of Clear stream, the present easterly end of the 72-inch pipe line, some additional conduit capacity is necessary for the safe operation of the s}'stem when comi)lctel\' devel- oped. The large capacity that would be provided in the new watershed by the extension of the 72-inch pipe-line, would i)er- mit of carrying to the City a volume of water from the surface streams and the ground-water stations in the easterly i)ortion of the system, nuich in excess of their average yield, when it is de- sired to reduce the delivery of the old watershed iov the pur- pose of making re])airs or Idling the de])leted ground-water reservoirs. The masonry acjueduct of 250 million gallons dail}- capac- ity, here proposed for the Suffolk County works, could not be built from Ridgewood, or even from Clear stream, to the Suf- folk CiHuUv line by the year VHO, when the full yield of the Ridgewood system may be needed. There is, therefore, no possibilit}- of safely omitting the extension of this 72-inch steel pipe, if the full yield of the Ridgewood system is to be made available in 1910. This conduit and the proposed ])umping- stations at Massapeciua and Wantagh should, therefore, be con- structed immediately. C.\r.\riTV ()!■ 1 *i M I'l WTS The pinnping-plant^ of the Ridgewood system ma\ be di- vided into three groups, i.e.. ground-water and pond stations, intermediate stations, and main stations. .\t the ground walci- and jxHid stations in the watershed. RIDGEirOOD SYSTEM 69 there is sufficient pumping capacity to deliver the available supply from each station. At Millburn pumping-station, the only intermediate station, the entire yield of the new watershed is raised about 50 feet to give the necessary head to deliver the water to Ridgewood station and to the old conduit. The equipment consists of five pumps, each delivering 10 million gallons per day, and two of 12^ million gallons daily ca])acity, which can readily handle the full discharge of the new brick conduit, about 60 million gallons daily. The water pumped at the proposed ^lassapequa and W'an- tagh stations into the extension of the 72-inch pipe-line would be delivered directly into the distribution system. The entire supply drawn from the old and new watersheds is now pum])ed at the Ridgewood station, the main pumping- station of the system. This station is divided into two plants, one to the north and the other to the south of Atlantic avenue. The north side plant, or the " old station." is at present being- remodeled. AX'hen this work is completed, it will contain three pumps having a daily capacity of 15 million gallons, three of 20 million gallons and two of 23 million gallons, a total of 151 million gallons ])er day. 'J'he south side station, the so- called " new station." has an e(|uipment of live pumps, each of 10 million gallons daily ca])acity, and one of 20 million gallons ])er (lay. giving a total of 70 million gallons daily. The pumps of the south side station are frecjuently in need of repairs and the safe capacity r)f the station should not be estimated above 50 million gallons ])er day. Tlie north side station i> planned to pump against the Alt. J'rosjject Reserv(Mr and Tower services as well as the Ridgewood Reservoir head and because of this arrangement, its safe capacity, when re- modeled. cannf)t be ])laced above 113 million gallons per day. lender the most economical conditions of operation, however, this would not be <)vcr 105 million gallons ])er day. so that the total safe capacity of the entire Ridgewood station may be placed at 155 million gallons per day. The total ca])acity of the conduits feeding the Ridgewood station is now 125 million gallons per day, exclusive of the 48-inch pipe from the end of the 72-inch steel-pipe line. The safe pumping capacity at this station after remodeling will, therefore, be 30 milli<')n gallons per day in excess of the con- duit capacity. 70 REPORT OF ]V. E. SPEAR The yit. Prospect station has two pumps of a total capacity of 9 million gallons per day for the Reservoir service, and three pumps of a total capacity of 13 million gallons per day for the Tower service. These pumps draw their supply from the distribution mains of the Ridgewood Reservoir service and should be abandoned when the new pumps are completed at Ridgewood, and the necessary additional force mains are in- stalled. The plans of the Department of Water Supply include new pumping-plants for the ^lassapequa and Wantagh infiltration gallery stations. These plants would consist of high duty pumps, capable of delivering the water into the distribution system against the head of the Ridgewood service. The sup- ply would be drawn from the infiltration galleries and also from the new brick " conduit, through suitable connections. The water would be discharged into the 72-inch steel-pipe line, through which it would be carried to the distribution mains. Assuming these proposed stations to have a combined safe pumping capacity of 50 million gallons per day and adding this amount to the safe pumping capacity at the Ridgewood station, the sum would represent the total safe capacity of the Ridgewood system to deliver wafer to the distribution system as follows : Ridgewood station, when remodeled. . 155 million gallons daily Proposed l\lassapc(|ua and Wantagh stations 50 Total 205 As the estimated safe supj)ly from tlic Ividgcwtuxl water- shed during years of normal rainfall is only 155 million gal- lons ])cr dav, there would be an excess of 50 million gallons per (la\- in the saft- i)iiniping cai)acily. ()Tiii-:k Lox'c ISLAM) S()riu'i':s oi' si imma' i-or r,K( )( )Ki A'X lU )R( )r(il 1 About 15 per cc-nt. of tlu- water now coii>nnu'(l by Brook- lyn borough is supplied by several driven-w ell stations in the borough limits, belonging to The ("ity and to jjrivate water OTHER SOURCES OF SUPPLY 71 companies, which are shown below with their probable safe normal yield : Safe Normal Yield Present and Proposed Sources in million gallons per day City stations New Lots 5 Gravesend 3 New Utrecht 1 Canarsie (under construction) 5 Private stations Flatbush AVater Works Co 5 Blythebourne Water Co 3 German- American Improvement Co 1 Total City and private stations 23 ]n addition to the ab(jvc plants, a station has been par- tially constructed by S. W. Titus in Brooklyn borough in the vicinity of Sixth .street and lM)urth avenue, near the Gow- anus canal, under a contract with The City, calling for the delivery of not less than five million gallons per day. A sec- ond station is being constructed by Titus under the same con- tract and with the same stipulation of mininuim yield at a location in Queens borough north of Forest park, as shown on Sheet 1, Acc. 5530. The first station is so near the salt water of New York bay that it does not seem probable that more than two million gallons per day can be pumped continuously without the infil- tration of salt water, even if the drainage from the densely populated watershed surrounding the station does not so in- crease the mineral content of the suj)])ly as to render it unfit for use. The station north of Forest park is on the summit of the water-table where the magnitude of the tributary catchment area depends upon the depth of pumping. After the storage of years has been abstracted from the pore spaces of the underlying material, it is not believed that this station will yield more than eight million gallons per day. 72 REPORT or ir. E. SPEAR Allowing a safe average yield of 10 million gallons per day from these two stations of Titus, the total delivery from sources outside of the Ridgewood system, including the 23 million gallons per day from those stations now in operation or under development will normally be about 33 million gal- lons per day. OPPORTrXITIES FOR FURTHER GROUXD-WATER DEVELOPAIEXT Referring to the map of western Long Island, Sheet 1, Acc. 5530, it will be seen that the opportunities are limited for cheaply developing still more water in sparsely settled por- tions of the island beyond interference with existing water- works, and at a safe distance from the salt water. It would be possible, however, within the borough limits, to construct three additional stations and obtain, for a few years, a supply of about 7 million gallons per day. One of the proposed stations might be located in the vicin- ity of Parkville ; a second station in the Pay Ridge section, and a third station in Flatlands. The territi^-y in which these stations would be constructed is either wholly or partially undeveloped, and the (juality of the supp]\- would be satisfac- tory for some time. The cost of the tliree stations, including land and water damages, would be about $1,000,000. These i)roj)ose(l stations would make the total normal yield of all the works outside of the Ridgewood system, inchuling the existing stations, those luider construction and others that might be built, 40 million gallons per day. This yield would, however, be reduced, in periods of low rainfall, to not o\er 32 million gallons per day. If additional sources outside of western Pong Nland should not become available, it would be possible to construct tem- porary driven-well i)lants in central Nassau county, near the Main line of the Long Island railroad that wt)uld draw ui)on the stored rainfall in the deep sands and gravels there. A sui)i)lv of 25 million gallons i)er day could ])robably be o])- tained in tliis way for several years, which mi^ht be enough to relievf tin- C ity from the danger of water famine uiuil water from dther and i)ermanent sources could be secured. These waters are. however, at some disiance from the CRIGIX OF GROUND-WATERS 73 City and from the present conduit lines, their development would be expensive, and the operation of such works would eventually decrease the yield of the Ridgewood system in southern Xassau county. Such a project should only be con- sidered when other means to secure an additional water-supply have failed. ORIGTX OF LONG ISLAND GROUND-WATERS The success of the proposed stations in western Long Island in securing an emergency supply for Brooklyn borough should not encourage The City to believe that an unlimited supply of water may be obtained from this part of the island by increasing the number of i)umping-stations, nor should the man}' theories suggested to explain the presence of water in the deep gravels be allowed to conceal the true origin of the underground waters of Long Island. No more water can be drawn from the sands and gravels of Long Island than results from the rainfall on its surface. If any further proof of the origin of these underground wa- ters cjn Long Island is needed than that provided by the known direction of ground-water movement shown by the slope of the surface of the water-table, it may Ix' found in a cross- section of Long Island and the Coimecticut shore. The hard, imj)crvi()us gneiss, and the igneous rocks that outcroj) on the C"onnecticut shore and the impervious clays that cover them on the mainland and in the sound, cannot ])ossibly carry any water to Long Island. The porous strata do not reach the Connecticut shore, and shcnild any disturbance in the present ecjuilibrium of the fresh and salt water occur on the north shore of Long Island, and any water come from the north, it will not be fresh ground-water but the salt water of Long Island sound. The rock formations of Manhattan island and of the New Jersey >hore just a> surel\- cut off any flow of fresh water to Long Island from the west. The fallacy of a Connecticut or mainland origin for Long Island ground-waters has been shown by all competent geolo- gists who have considered this (juestion ; notably by Professor W. O. Crosby of the Massachusetts Institute of Technology, Boston, and by Mr. A. C. \'eatch of the V . S. Geological Survey. 74 REPORT OF Jl'. E. SPEAR RELATIOX OF COXSUAFPTIOX TO SUPPLY OF BROOKLYN BOROUGH Total Amount of Supply The total present and prospective supply of the Borough of Brooklyn from available sources in western Long Island, is summarized in the following; table : Safe Yield in Probable Yield in Million Gallons Per Million Gallons Per Source Day During Years Day Di ring Years OF Normal Rainfall of Deficient Rainfall Present works of Ridgewood system. ... 117 105 Other works now supplying Brooklyn borough 18 15 Total present supply 135 HO Additional works in Ridgewood system now under construction 10 8 Other works now being constructed for the supply of Brooklyn borough 15 12 Total supply that should be avail- able during the year 1908 160 140 Further supply from the Ridgewood sys- tem that might be secured from eight additional driven-well stations, and the completion of well systems at Wantagh. Massapequa and Springfield 28 25 Additional supply that might be obtained from three new stations in Brooklyn borough 7 6 Total supply for Brooklyn borough that may be made available. . . . 198 170 The low rainfall yield in this table represents the probable delivery of the works during the next few years sliould these years be dry. The high rainfall of the past few years has filled the ground-water reservoirs and this storage will be drawn upon for several years to come. Consumption The present population of Brooklyn borough is estimated at 1,470.000, and the average supply from all sources in V)07 was 145 million gallons per day, of which the Ridgewood system furnished 124 million gallons per day and (.ther .sources in the borough limit's 21 million gallons per day. The per capita consumption of 9S.6 gallons per day is low compared with that of the P.oroiighs of Manhattan and The ]'>ronx, and is due largely to residential character of most RELATIOX OF COXSUMPTIOX TO SUPPLY 75 of the borough, to the borough having been insufficiently sup- ph'ed with water for some years, and to the reduced pressure that has been maintained in the mains of the distribution system for much of the time since the shortage of water in the summer of 1905. The experience of the past offers Httle hope of any substantial reduction in the consumption below this figure. Relation of Coxsumptiox and Supply The relation between the estimated yield of the Brook- lyn works under conditions of normal rainfall and the con- sumption since a public water-supply was installed is shown graphically on Sheet 3, Acc. L 678. It should be noted that under these conditions the safe yield as il is termed in this report has generally been less than the consumption since 1870, and that only an ample and favorable rainfall distribu- tion has saved the borough from longer periods of water short- age than have occurred. Since the year 1902, the consumption of the borough has been greater than the safe supply that the works would have yielded had the average rainfall of these years been normal. The present works could not have met the consumption dur- ing the past year had not the rainfall in western Long Island been considerably above the normal. Even with the additional stations now under construction in the Ridge wood system and in the Boroughs of Brooklyn and Queens, there will hardly be enough water to supply the increasing consumption after the year 1909, if a normal rain- fall occurs for the next two years, and probably not enough water to meet the present consumption of the borough if a period of low rainfall ensues, assuming, as we must, that the present rate of increase in consumption continues. The precip- itation has been at or above the normal since 1896, with the exception of the year 1905, and it is not unreasonable to ex- pect now a period of low rainfall. The total supply of 195 million gallons per day from a complete development of all readily available sources in west- ern Long Island will not probably be sufficient to meet the present increase in consumption after 1913. Should a period of low rainfall set in, the total safe supply would very likely be reduced to 170 million gallons per day, which would hardly supply T>rooklyn borough through the year 1910. 76 REPORT OF JV. E. SPEAR rRGE.\XV OF RELIEF FOR BROOKLYX BOROUGH It is evident that if the present rate of increase in con- simiption continues an additional supply of water from new- sources outside of western Long Island should be made avail- able for the Borough of Brooklyn in 1912, and that some wa- ter may be required from new sources by 1910 should a period of low rainfall occur. Xo immediate relief can be obtained from the Catskill Mountain sources, for it will be impossible to complete the works from I'lster county to Xew York City, including the proposed pressure tunnel under the East river, and deliver water from the north to I'rooklyn borough before 1916, and perhaps not even before 191S. The only sources of supply that can be made available within the next five years, to provide a large supply of water to r)rook- lyn borough, are the ground-waters of Suffolk county, and steps should be taken at once to develop these sources and bring a large supply to the City. The works necessary to collect and transport these waters to the City cannot, however, be comi:)leted for several years. In the meantime, the present sources in western Long Island should be immediately developed to their full capacity to pre- vent a serious shortage of water in Brooklyn borough. SL^PPLY FROM SITH^OLK COrXTY GROrXD- \\'ATh:R SOURCh:S Suffolk ccMuity ()ccui)ies the central and easterly portion of Long Island and makes up about two-thirds of the entire area of the island. It^ westerly boimdary is only v^O miles from City Hall and but 16 miles from the limits of Xew ^'ork City. The broad i)lains of Suffolk countw with their coarse, open soils, j)rovide one of the most remarkable opportnniiies known for the collection of a large watcr-su])p]\-. If these sources were made available, they could not only be (juickly and cheai)ly (leveloi)e(l to provide an emergency supply for Brook- lyn borough within the time in which it will ])rol)al)ly be re- (|uired. but the>e M.urces could also be maiK- lu furnish a large ])ermanent supply of eNcellent water for r.ronklyn. as well as ( tlier l)onni<;hs of Xi-w N'ork City. i'.v skillful development, this Suffolk t tmiity snpi)|y could be api)ropriated from the large volumes of watc-r now miming SOURCES TO BE DEVELOPED 77 to waste there, without material injury to Suffolk County residents and without interfering with the growth of the county. SOURCES IX SUFFOLK COUNTY TO BE DEVEL- OPED FOR NEW YORK CITY The Suft'olk County sources that would yield by far the best supply of water, and of which the development would cause the least disturbance to Suft'olk County residents, are the ground-waters found in the deep sands and gravels of which the soils and substrata of Long Island are made up. Ortgix of Suffolk County Ground-Waters Like the ground- waters of western Long Island, the Suf- folk County waters have their origin in the rains and snows that fall upon the surface of the island. A large percentage of this precipitation sinks quickly through the loose, porous soils, into the deep strata of coarse sand and gravel, beyond the reach of vegetation and surface evaporation. The ground- waters thus collected in the deep porous strata move very slowly toward either the northerly or southerly sliore of Long Island and finally escape into the sea. Tlic dee]) wells driven during the ])resent investigations confirm previous conclusions that these Long Island ground- water sources are fed only by the rains and snows that fall upon the surface of the island, and are not supplied, as popu- larl\- supposed, by waters from the Connecticut shore. Quality of Grouni)-Water.s Tlie waters fr(jm the Suft'olk County sources would, on the whole, be better than the ground-waters of the Ridgewood system because of the more favorable location proposed for the collecting works and the smaller population on the pro- posed Suffolk county watershed. The normal ground-waters in Suffolk county that are gath- ered outside of the villages, and at some distance from habita- tion, are remarkably soft, and all the ground-waters are nat- urally clear, colorless, and free from any pollution or infec- tion, because of the perfect filtration of the rain-water that takes place in ])assing through the surface soils, and the suf- fr)cation and starvation of organic life that occur during the 78 RliPORT OF ir. E. SPEAR months and years in which these waters remain in the earth. Altogether, these ground-waters are wonderfully pure, and in appearance, taste and temperature, are most attractive for domestic or industrial use. Grouxd-W'aters of Sol'tiiekx Si FFoLK County The most favorable of the ground-water sources are the yellow water bearing strata forming the broad plains of south- ern Suffolk county. Large volumes of water could be made available from these sources, and their nearness to New York City, and the surface topography of the south shore, would permit both a rapid and an economical development. It is proposed to appropriate for New York City all the deep ground-waters that are not needed for local uses in south- ern Suffolk county, from the Nassau County line to Shinne- cock bay. The yellow gravels in southern Suffolk county are gen- erally deeper and more favorable for the collection of a large water-supply than the corresponding strata in Nassau county. The gray, cretaceous gravels below the gray and black clays, from which considerable water is drawn in the Ridge wood works of the Brooklyn system, are altogether absent in Suf- folk county, or, if they do exist, occur at such depths as to prohibit the (lcvel()])ment of any considerable supply from them. The north shore of Suff'olk county is much less favorable than the southerly portion of the island as a gathering groimd for a large water->u])i)l\-. 'I1ie siuTace soils and substrata (jf the glacial moraines are. in general, finer, more compact and therefore more imperxious; and the nnich greater de])t]i to the groimd-waters. the >maller ealeliment area and the more irregular to])ography of the surface wiaild make an e\le!i-i\e develo])ment <»f the ground- waters there more dithenlt and expensive. ( Ikoi ND-W \ ri:KS oi- rill". ri:c o.\ ic A cnmpleti- development ot" the a\ailal)le Sultolk County ground-water sources should, however, inehide the surplus ground-waters in the C(.arse sands .-md graxi'ls of the Peconic valley. Tiiis valley lic-s at tlu- liead of tlu- ( ireal Teeouic b.iy. between the tw<. morainal liilN, into whieh the main ridge, or "back bone" of the i-land. divides in eastrrn Nassau conntv. WATER TO BE APPR0PRL4TED 79 The amount of water to be obtained from these Peconic \^alley sources would not be large, even without any reserva- tions for local uses, but the collection of the water should not be expensive, and it could readily be delivered to the main south shore works. A^IOUXT OF WATER TO BE APPROPRLATED FROM SUFFOLK COUNTY SOURCES Area of Ground- Water Catchment The total catchment area of these Suffolk County sources amounts to about 332 square miles. Of this, 294 square miles represent the drainage area of the south shore ground-water sources and 38 square miles the catchment area of those in the Peconic valley. Total Yield of These Sources The average annual rainfall on the Suttolk County water- sheds is estimated as 45 inches. It is safe to estimate that 37 per cent, of this rainfall, or 16.7 inches depth, which is equiva- lent to an average daily yield of 800,000 gallons per square mile, can be secured from these Suft'olk County catchment areas if an adecfuatc amount of ground-water storage is made available in years of extremely low rainfall. This estimate is based upon the amount of water now being obtained from the sources of the Ridgewood system of the Brooklyn works in western Long Island, and upon the yield of other similar drainage areas. The normal yield of the ground-water catchment area of the old watershed of the Ridgewood system is about 900,000 gallons per day per ^fjuare mile, or 43 per cent, of the average rainfall of 44 inches in western Ltjng Island. It appears tliat both the old and the new watersheds, if fully devehjped. will yielfl nearly 1,000,000 gallons j)er dav ])er square mile during years of normal rainfall. European watersheds of similar character, on which the rainfall is nuich less than on Long Nlanrl, have delivered for some years from 40 to .^0 per cent, of the rainfall, and it would be reasonable to expect an equally la^ge or even greater percentage of collection from these Long- Island catchment areas because of the larger rainfall here. On the basis of a unit yield of SOO.OOO gallons per day per square mile, the total average collection from the catchment 80 REPORT OF JV. E. SPEAR area of 332 square miles in southern Suffolk county and in the Peconic valley would be 266 million gallons per day. Xet Supply to bk Appropriated for Xew York City If the complete development of these deep ground-waters should, in the future, deprive the Suffolk County people of their sources of water-supply, seriously lower their ponds and streams, or in any way prove detrimental to their interests, sufficient water for all real nee(is should certainly he reserved to them. Xew York City must recognize the priority of right of the Suffolk County towns to sufficient water to satisfy all reasonable demands for domestic water-supply. Even if it appears that the collection of the deep ground- waters might possibly interfere with local sources of supply, it would seem best that Xew York City should completely de- velop these ground-waters and reserve, if necessary, ivom the total yield the water required for local needs. This plan would be preferable to the alternative of setting aside portions of the catchment area for local uses. The amount of water that need be thus reserved in Suft'olk county for the su])plv of the local papulation and for the uses of the few manufacturing interests, or that might be lost in maintaining the levels on some of the south shore streams, would be a small ])art of the whole, and would not for many years greatly dimini>h the net su])ply that could be conveyed to Xew York City. The present resident ])(i])ulati()n in the waterslu'd is about 30,000, of which it is estimated that only l/.OOO are within the area that would be affected 1)\ the operation of the i)ro- j)osed collecting works. The larger number re])resents. i)er- ha])S, more nearl\- the population that wonld be supplied from the propose(i work-, and this number is increa-ed for a lew months of the xcar b\- tlie >ninmer \isitors. It >eeins \ery unlikeh- that .^0 \ears hence, say in VHi), the total i)opulation to be supplied would exceed lOO.OOO. It this entire jxtpula- tion were provided with water, they would not probably reipiire more than 1.^ to 20 million gallons per day. With the ])rol)ability of a larger unit \ ield from the Suf- folk CouiUv water'^heds than has bc-en adopted in these esti- mates, there would be no diniculty for many years in ap])ro- l)riating for Xc-\\ N'ork Cit\ a net sn])pl\ of 2.^0 million gallons ])er da\ . COLLECTING GROUND-WATER 81 METHOD OF COLLECTIXG GROUXD-WATER It is proposed, in general, to collect these Suffolk County ground-waters before they escape into the sea, on lines that would permit of a maximum yield of the catchment area, con- sistent with a reasonable security against any pollution or im- pairment of the quality of the supply. On the lines of development in Suffolk county that are suggested on the general map. Sheet 4, Acc. 5602, page 26, it is proposed to acquire a right-of-way, 600 to 1000 feet in width, in order to prevent the encroachment of dwellings on the col- lecting works, and thoroughly protect the groimd-waters from pollution. This width of right-of-way would also permit of securing pleasing landscape effects and of constructing high- ways lengthwise of the island leading to and from Xew York City. These improvements would add much to the attractive- ness of the project and greatly facilitate the efficient operation of the pr()])osed works. Wfjj.s axd PuMi'iXG Syste:\[ The ground-waters could best be collected on these loca- tions by means of a continuous line of dec]^ wells constructed at intervals along the center of the right-of-way. It is pro- posed to pump the water from these wells by means of suitable deep well pumps and electric motors, each of which would be operated independently from substations at intervals of about four miles. All would l)e driven froui a central power-station to be located at tide- water on the ( ireat South bay. CoLLKCTixc, Works ix Soi tiiicrx Si'KFoi.k Couxtv Tile location proj)()sed for the collecting works in sr)Uthern .Suffolk county is. for much of its length, in the scrub oaks and pine bnrrens, f)nly sparsely settled and but little farmed. The works wouKl be everywhere north of the large villages and the scattered farms and summer residences, and at some distance from the many ponds along the south shore. The land on this location should not be ex]x'nsive, nor the consefjuential damages large. The collection of the ground- waters on this location would disturb onlv a few residents of .southern Suffolk county, and would hardly affect the water- levels in many of the streams and ponds. This location wouhl furthermore provide an insurance of 82 REPORT OF JV. E. SPEAR the continued purity of the supply. There would be little danger of pollution of the ground-waters by the local popula- tion, ^lore important still, the distance from the south shore bays to the collecting works would be sufficient, under reason- able conditions of operation, to protect the proposed works from the infiltration of sea-water which, because of its greater specific gravity, fills th(^ deep strata at some distance from the shore. If this salt water were permitted to reach the wells of the proposed works, the mineral contents of the ground- water would be greatly increased and the supplv would become extremely hard and (|uite undesirable for both domestic and commercial uses. Fresh-Water Reservoirs ox the Salt-Water Estuaries To further safeguard from the sea-water the supply col- lected on the above location, it is proposed, on the estuaries of the larger south shore streams, to construct low earth dams and create reservoirs of fresh waters that would crowd out the sea-water in the underlying sands and gravels and minimize the danger of the salt water reaching the wells of the proposed collecting works. Reservoirs are proposed on the Connetciuot river, Brown's creek, Patchogue creek, Swan river, ^lud creek. Carman's river, Forge river, Terrell river, Scatuck creek, Spe- onk river, Beaverdam creek and Ouantuck river. These dams and reservoirs, with the proposed rollways and locks on the larger estuaries, would im]:)rove boating and navi- gation on these streams and greatb- increase their natural beaut\'. l)K.\.\cif Tj\i:s for AiM)rno\Ai. Stokace Even with these protecting works there would, at times, be danger from sea-water, if large volumes of ground-water storage were drawn on this south shore location during long periods of ext rt'nielv low rainfall to maintain the normal yield of tlu- catchment area. It i^ pro])ose(l. therefore, to construct colk-cting work> on three branch lines, to Melville. Lake drove and Middle Island, resi)ectively, by which to secure additional ground-water storage from the deep water bearing strata in tlu- ccntrr of tlu- island. I )c"C'p Wflls live pi-oj)()Scd within a w ide right-of-way as (Ml the main south sjiori' line. It would br possible on these COLLECTIXG GROUXD-JVATER 83 branch lines to pump large volumes of ground-water during periods of extreme drought, without danger from sea-water. CoLLECTixG Works ix the Peconic Valley The ground-waters of the Peconic River valley could be developed by means of a line of wells along the south bank of the Peconic river from Riverhead to Calverton, on a strip of undeveloped land averaging perhaps a thousand feet in width. A transmission line would be constructed from the central power-station on the south shore, to furnish power foi pumping these wells. Utelizatiox of Fl(k)d Flows ix Surface Streams In order to avoid the loss of the flood flows which occur in the larger surface streams of Suffolk county, it is proposed on the Carll's river, Connetquot brook, Patchogue river and Carman's river, to construct small storage reservoirs or infil- tration basins above the main line of the collecting works. The existing ponds on the Peconic river would serve to im- l)ound tlie Hood flows of that stream. I'v means of wells driven about the margins of these basins, the surface-waters would be drawn through the coarse sandy bottoms, and de- livered completely purificfl to the transportation works as " artificial ground-water." These reservoirs are planned to be in operation only at times when the flow of the streams is in excess of their normal summer discharge. They would not be used to regulate the delivery of the deep ground-waters, and the present surface ponds would be equally valueless for this purpose in the sys- tem of ground- water collecting works pro])ose(l. The ground- water storage in the deep sands and gravels could be made am])le in volume to meet the fluctuations in the ground-water yield, and would be preferable to any surface storage. Ri:mov.\l ()!• Tkox The present investigations indicate that it would not at first be necessary to treat these Suffolk County waters for the removal of iron. Should the iron contents increase, and such treatment be refpiired after some years of operation, the works necessary for tlie treatment of the water could readily be con- structed in the sections where the amount of iron is high. 84 REPORT OF IV. E. SPEAR PROTECTIOX OF SUFFOLK COUXTY INTERESTS One of the first steps toward the acquisition of the Suffolk County waters should be that of safeguarding local water- supplies, and providing ample protection to all Suffolk County interests. The people of Suff'olk county fear that the diversion of any of their water to X^ew York Citv would interfere with the growth of the county and be detrimental to their agricultural interests and other industries. The owners of large estates and members of the clubs on the south shore believe that the appropriation of Suff'olk County waters would reduce in volume the flow of their streams, lower the surface of their jjonds, and thus greatly detract from the beauty and enjoy- ment of their property. The ground-water works of the Ridgewood system in X^assau county were hastily constructed in times of severe water shortage in Brooklyn, and for reasons of economy were placed near existing conduit lines that had been originally located to secure only a surface-water supply. Because of the methods of collecting the ground-water adopted, and the un- fortunate location of these works near the south shore towns, their operation has caused some annoyance to local residents and has given the ])eoi)le' of Suff'olk county some reason for their fears. 1 1 is believed, with the more favorable location pro])osed for the Suffolk County works, north of the south shore villages, and the better methods of collection that are here suggested for the new Suff'olk County system, that much of the annoyance, that has occurred in Xassau C(nmt\', may be avoided. A\ior\T oi' Sri-i'Oi.K dn'STw W \'n:i< Ili-ixc 1' ri i.i/.i:n The Suffolk Connt\- w.'iters are now l)eing utilized only t(^ a limited extent for the -^^ppl\ of llu' rc-Mdc'nl and transient ])o])nlation. for street and lawn sprinkling, boiler feed, wash wate;- and water -pow c-r. The .'inioniil of gronnd-water n-^ed for domestic and eon iniei-eial purposes is rt'lati\'el\' small, and the uaters of inan\- of the surface strt'anN at pi'esent run to waste and serve no Usefnl purpose. 'I'he total amonnt of water that is now used within the w .'itershe(ls that it is |)ro|)ose(l to deN'elop is estimated as fol- lows : PROTECTION OF SUFFOLK COUNTY INTERESTS 85 Million gallons per day Public water-supply (maximum ground-water pump- age of local water-works in summer months) .... 5 Steam-power, wash water and other small commer- cial uses (surface and ground-waters) 1 Water-power (average flow of surface streams that may be utilized for power) about 80 Total amount of water used 86 Local WATER-Sin-rrA' \\'ater for domestic supply, steam-power, wash water and similar uses would need to l)e supplied by Xcw York City from the proposed works, at a reasonable price, in the event of the proposed collecting works interfering with the present sources of supply. Tlie Suffolk County towns should receive positive assurances that New York City will make good to them the ground-water of which the proposed collecting works might deprive tlicir local works, and tliat in tlic future The City would always provide these towns witli an ample supi)1y of. water, as the population increases. Si RFACE Streams \\ liilc any ])]an to a])propriate the surface streams should be frankly disclaimed, it is hardly conceivable that a com- plete development of the deep ground-waters would not even- tually result in some lowering of the surface ponds and m some decrease in the flow of the streams that are near the location of the proposed collecting works, unless the works are planned, as now proposed, to properly maintain these nat- ural features. Many of the small ponds and streams along the south shore are, however, so far from the proposed works that their surfaces would be maintained by the rainfall on their imme- diate watershed and would be but little affected by any lower- ing of the ground-water on the location proposed. A small amount of water-])ower is (levelo])ed on the larger surface streams. If the normal flow of these streams should 86 REPORT OF W. E. SPEAR be decreased by the operation of the ground-water works, the power could be replaced at comparatively small expense by steam plants or perhaps by electric power from the proposed central power-station for the operation of the w^ell system. The total hydraulic equipment now in use on the surface streams is estimated to aggregate only 220 horse-power. ^NTatxtexaxce of Surface Ponds The objections of the owners of the streams and ponds which form such an attractive feature of southern Sutfolk county should not be difficult to meet, if the owners are ap- proached in a spirit of fairness and good will. These people do not care to sell their ponds and streams, or the lands adjacent to them, nor do they wish to have the surfaces of their ponds lowered to an extent that wtnild expose unsij^iitly banks. The large volumes of water now running to waste over the spillways of many of these ponds do not, however, appear es- sential either to the attractiveness of these ponds or to the wholesomeness of their waters. A reduced flow would answer in most cases equally as well, and little complaint sliould ari^e as long as the ponds remained full. If, however, the operation of the prt)posed works lowered the water in any ])()nds below their spillways, sufficient water should be delivered to these ])onds from the proposed col- lecting works, to maintain the surface of the ponds at or \ er\- near their spill\\a\- le\el. as the lirooklyn department is now- doing at .Mas>aj)e(|ua lake, a pond just below their collecting works. r>ut little of the water thus diverted to these ponds would be really hxst as long as the ponds were kept at the level (^f or slightly below the crest of the spilhva\s. because most of the water would ])e drawn back to the collecting works th.rougli the bottoms of the ponds and the pore spaces of the earth. A com])lete and continuous circulation throngli tlie ponds would thus be created, and the wholesomeness of their waters and their original volume and ai)])earance would be preserved. If it were not feasible to divert water from the a(|ucduct, a (•( »ntiiui< )Us circulati soils. Damage could not possibly occur on more than 6.100 acres, or 2.9 per cent, of the catcliment area, and of this only 850 acres, or 0.4 per cent', of the whole watershed is now under cultivation. OTFfi-R SlTFOLK CoTXTV TXDrSTKlKS ]\rany of the o1)jections raised in Suffolk county tlie opposition to the a])propriation of tlie sur])]us waters of Suf- folk county are not well founded, and it should not be dilticult to show this to those who presc-nt them. .Much has been said, for example, about the dan.^er to the ox'ster induct rw of divert- ing from the south shore bays any portion of the tresh water that now enters. it can be shown tliat the fre>h water that it is proposed to ap])roj)riate for .\ew \'ork City could he dixerted from the Creat South l)a\' without nuieh hai'ui to tlu' oyster in(lu>tr\'. .\ small portion of tin- I)imK uiighl \)v slightly iujiire(l by the increase of the salinity of the watt-r. but this iiijnr\- would be offset by tin- increase in salinity of the water in other ijortions of the l)a\'. wlieic the watir is now too fresh for the pr()i)er growth of the o\ sier. 'fhe slight increasi- in salinity in [\\v ( ireat .Sontli bay would uoi affect the food ^u])ply of llu' o\ster. TRANSPORTATION TO CITY 89 change the character of the bottom of the bay, nor materially increase the growth of the starfish and other enemies of the oyster. The conditions for the culture of oysters in Shinne- cock bay, after the proposed diversion of the ground-waters, would be more favorable than at present, because the waters of this bay are somewhat too fresh for the oyster, even with the salt water that enters through the canal from Peconic bay. Advantages to Suffolk County in the Proposed Works The residents in Suffolk county should not overlook the many advantages to be gained by them in the construction of the proposed works. While a few v;ould doubtless be incon- venienced during the period of construction, the building of new highways parallel with the south shore would make large areas of Suffolk county more accessible, and the improvements proposed on the right-of-way tliat The City ])urchascs would add much to the attractiveness of the country tlu-ougli wliich the works would be constructed. The money that would 1)c expended here by Xew York City in land purchases, and tlie amounts that would ])e disbursed for labor and materials, would mean much to the material prosi)erity of the county for man\- xears. The water-sup]:)ly that would be furnished the residents of Suft'olk county from the proposed aqueducts would be ample in volume, and of a better (jualit\- than that now .su])])lie(l from some of the pump- ing-stations within the village limits. TR.WSI'ORTATIOX OI^^ SUPPLY TO NEW YORK CITY A I . \ s o x in ■ C " r t - A X n - C o \ ■ I -: K A ( j i ; i-: i ) u c t s Jt is i)ro})osed that the ground-water collected in Suft'olk county be convcNed to Xew York City in cut-and-co\'er aque- ducts of concrete masonry similar to that being constructed on the Catskill works. For a large ])crmanent supply that is to be transported some distance, this character of construction is cheaper, both in first cost and in f)])eration. than steel-pipe lines, and is much more durable. The waters in southern Suffolk county could l)e conveyed entirely by gravity in this type of masonry aqueduct, from the easterly limit of the collecting works to a pumping-station in Brooklyn, where the waters would be raised to a distributing reservoir or delivered directlv to the Citv mains. 90 REPORT Of JV. E. SPEAR The Peconic \^alley waters could be similarly conveyed in a cut-and-cover aqueduct to a puniping-station near River- head. From this point, it is proposed to pump these waters throug^h cast-iron pipes over the divide separating the Peconic valley from the southerly slope of the island, to the main south shore aqueduct at W'esthampton, through which they would flow by gravity to lirooklyn borough, mingled with the waters of southern Suffolk county. The general location of these Suft'olk Count}- aqueducts are shown on Sheet 4, Acc. 5602, page 26. Cai'acitv of Proposed Aqueducts It is proposed to make the nominal capacity of the main ac|ueduct through Nassau county. Queens borough and Brook- lyn borough, by which to transport the proposed supply from Suft'olk county, 250 million gallons per day. The cai)acity of this aqueduct from Smith's pond to Brook- lyn may be readily made 300 million gallons per day by in- creasing the slope between these |)()ints. ddiis additional cai)ac't\- would ])ermit inspection and repairs on the old brick conduit of the Ridgewood system, which now cannot be put out of service for this i)urpose without imperilling the supply of r»rooklyn borough.. The main aqueduct in Suffolk county need not be con- structed of the full cai)acity beyond dreat River, which is 15 miles from Xassau countw II is planned to provide lor the acjueduci in an\- section a carr\ ing ra])acil\ proportional to the tribntar\- catchnu'iil area, and to make the aipiednct sufti- cientlv large to permit the transportation ol" tlie maxinnini j)nmpage ot' all ]> :)rtii/.e ot tlu- a(|uednct would be >uccessi\ ely reduced b\- amounts corres- ponding to cai)acities of 25 to 50 million gallons daily, until at tlu- junction of the Teconic a(|ue(liict, east of \\'esthain])ton. its capacit\ would be oiiK 100 million gallons per (la\. The last few miles <,f the main line need not lia\e a daily capacity in excess of 25 million gallons. The I'ecopic \ alle\- a(|ne(luct. the foi\-e main and a(|Uednct from l\i\-erhead to West liampton, and the \]\vvc hranch con- duits to the ceiUer of tlu- island, are each planned to liave a nominal ca])acit)- of 50 million gallons i)it dax. COXSTRUCTIOX OF WORKS 91 CONSTRUCTI(3X OF SUFFOLK COUNTY WORKS With the introduction of the Catskill supply within the next few years, the needs of New York City would not require immediately the entire supply of 250 million gallons per day from the Suffolk County sources. The small margin between the consumption and supply in Brooklyn, the exhaustion of available sources in western Long Island and the impossilMlity of securing immediate relief from the Catskill sources, make it imperative, however, to complete at an early date such por- tions of the proposed Suffolk County works as would supply sufficient water to place this portion of the City beyond any danger of a water famine. First A\'orks to be Built The first stage of construction of the Suff'olk County works would naturally include the main aqueduct of full size from Ridgewood in Brooklyn borough to Great River, about 15 miles from the Nassau-Suft'olk County line, the collecting works of this first section in Suffolk county and as much of the central power-station, transmis>ion works and the ])umping-station in Brooklyn as v;ould be necessary for this development. The south shore of Long Lsland presents no obstacles to the most raj)i(l construction of the pro])osed works. Under favorable circumstances, the great part of this first section of the Suff'olk County works might be com]:)leted by the year 1912, and would ])ro\ i(le a normal supply of 70 million gallons per day. This amount of water w(juld probal)ly be sufficient for both P>rook]yn and Queens l)oroughs for six or eight years after its introduction without any water from the north. 'i'he next stage in the construction of the aqueduct lines and collecting works in Suffolk countv would be the section of 15 miles from (ireat River to South TTaven, which, with the first, would yield 150 million gallons per da}'. lM)llowing this, the remainder of the south shore works, about 19 miles in length, would be built to a i)oint near Ouogue, when about 220 million gallons per day could be obtained from the entire works. The Peconic ^^allcy collecting works, about four miles in length, and the force mains and a(jueduct from Riverhcad to the south shore, a distance of about six miles, would next be constructed to secure the entire supply of 250 million gallons per day, after which the three branch lines, aggregating about 24 miles, would be built to make available the storage neces- 92 REPORT OF Jl\ E. SPEAR sary to maintain this supply during- periods of deficient rain- fall. Emergency Supply ix 1910 An emergency supply from Suffolk county nearly as great as that from the first stage of construction could, perhaps, be delivered to Brooklyn borough by 1910 if the Department of Water Supply begins at once the extension of the 72-inch steel-pipe line from Clear stream to ^lassapequa and constructs the two pumping-stations at ^lassapequa and W'antagh, as now proposed. The 72-inch pipe-line is designed to carry 50 million gallons per day on a gradient of 2.2 feet per mile when pumping from Massapequa and W'antagh against the full distribution pressure in Brooklyn borough. At times of low rainfall, when the Suf- folk County supply would be most needed, there W'Ould be an excess capacity in this pipe-line of 40 million gallons per day. By increasing the gradient slightly, doubtless 50 million gal- lons of Suffolk County w-ater could be delivered through this line against the full City pressure. The excess capacity that would be provided at the Alassapequa station should be ample to pump this amount of water. The first Suffolk County works should, therefore, be- so planned that the construction necessary to deliver this amount of water could be com])]eled, if possible, by 1^)10. The de- velopment of this emergency supply would require only a por- tion of the works included in the first stage of construction and would post])one a large e.\j)en(lilure on T.ong Island until a much larger suppl\' was recjuired. The first 10 miles of the Suffolk County collecting works and a(|Ue(lnct, and about two miles of the main acpieduct I'roni the Suffolk Count \ line to Massai)e(iua supply ])on(l would be built first, and a ^teel or concrete ])ipe constructed on the City l)roperl\' from tht- (.-nd of this a(|ue(luct along the c':i>t side of Massapef|ua nond lo tlu- new pumping-station proj)ose(l by the DenartuR-nl of Watt-r Sn|)])l\-. The Snffolk County a(|ne- duct would be high enough to delixrr the water b\ gravity to this ])ninping -statii »n. To avoid the immediate purchasr of the right-of-way be- yond the first H) niiV-s of the colK-cting works and the con- struction of tlie proj)ose(l central power-station at ratchogue. a temporar\' power-house could be l)nilt on the right-of-way at COST OF SUPPLY 93 the Hempstead branch of the Long Island railroad near Baby- lon, to furnish power for the operation of the well system. Only a small part of these preliminary works need be aban- doned on the completion of the main aqueduct to the proposed pumping-station in Brooklyn. ]\Iuch of the equipment of the temporary power-house could become a part of the permanent central power-station, and the pipe-line to the proposed ]\Iassa- pequa pumping-station could well serve to deliver a portion of the Nassau County supply into the main Suffolk County aqueduct, when it should be necessary in the future to make repairs on the Ridgewood conduits. COST OF SUFFOLK COUXTY SUPPLY The estimated cost of the complete works by which a total supply of 250 million gallons per dav would be available is $47,173,000. The cost of this Suffolk County water for each million gallons delivered into the distribution system of Brooklyn borough would be about v$44.18. This includes ample allow- ances for operating expenses and depreciation, for the payment of interest at four per cent, on 50-year bonds, and for a sink- ing fund drawing 3 ])er cent, interest to pay off bonds when they mature. Xo allowance is made, however, for interest payments during the period of construction. COMPARTSOX WITH OtHKR l^ST F .M ATI- S AXD OtiIKR \\^)KKS In the report on the future extensions of Water Supply of Brooklyn. Mr. I. .M. dc X arona, in 1896 (see Tables 46 and 47 of his report ), it was estimated that the cost of a supply from Suffolk county of 100 million gallons per day would be $39.03 per million gallons. Mr. de \'arona's plan was to de- velop about the same territory as here suggested at Stage 2. It was proposed, however, to use steel-pipe lines instead of masonry aqueducts and to make a much less extensive de- velopment of the ground-waters than now estimated upon. (See pages 23 and 24 of the Brooklyn Report. ) Mr. (le X'arona's estimate of 1896 of $39.03 per million gallons for the Suffolk County water, should probably be in- creased now by $2 or $3 and perhaps more, to make: it com- parable with the present estimates, because of the present 8-hour day, tlie increase in wages, the higher rate of interest, and the larger allowance for depreciation and taxes that has 94 REPORT OF JV. E. SPEAR been made. (See Mr, John R. Freeman's report on New York's Water Supply, Appendix 15, page 532.) The present cost of the supply from the Ridgewood sys- tem, delivered at the Ridgewood pumping-station into the dis- tribution system, is estimated at $45.69 per million gallons, but this includes the interest and sinking fund charges on some bonds that have been retired. The actual cost today does not probably exceed $36 per million gallons. The estimated cost of the Catskill supply delivered in Brooklyn borough, including fixed charges and operating ex- penses, is about $45 per million gallons, which is practically the same as that of the Suffolk County water. A\'hen, however, the works are paid for 50 years hence and the bonds retired by the operation of the sinking fund, the water from the Catskill works would be cheaper to the next generation because of the larger operating expenses of the Long Island works. Summary of Cost of Suffolk Couxtv Works The total expenditure on the proposed Suft'olk County works at each stage of construction, the probable safe yields of the works, and the cost of the water per million gallons. are shown below : Cost of Probable Water Per Yield of Estimated Million Stage of Works at Total Cost Gallons CONSTRUCTION DESCRIPTION this Stac.e OF Con- Delivered Million Oal- struction into City LONS Daily Mains Preliminary. . Ten miles of collecting works and aqueduct to $37.78 50 $7,153,000 1 Complete works, Brooklyn to (ireat River 02.21 70 21,712.000 2 Additional, (ircat River to !.-)() ;{0,2r>2.0()0 44.53 3 Additional. South Haven to 220 ;is,;{55,0()0 40.12 4 Pi'conic Vallev works, Wcst- hampton to Riverhcad 39.24 and Calverton 2.")0 JO,47i).00() 2r)0 47,173.000 44. IS The cost of each million gallons of water delivered to the ( iiy on the C()ni])leti()n of the first slai^e of construction is seen to be $Ct2.21. including allowances t'i>r interest and sink- ing fund. This is much greater than the tiiial unit cost of the water when the entire works are linislu'd, bet-aiise this lirst eo-t includes the charges on the large niasoiirN' a(|iie(liict to i'.rooklyn ])orough and on portion^ of the collecting works and pumping-station. which should he hiiilt, at first, of full COST OF SUPPLY 95 capacity for the complete development. The branch lines add materially to the cost of the supply, but they are essential to the most complete development of the flood waters of the larger surface streams as well as an insurance against the reduction of the yield during long periods of low rainfall. They may, however, be deferred for several years after the completion of Stage 4, until the demand for Suffolk County water ap- proaches the average yield of the watershed, and the water- table has been depressed near the south shore through the operation of the collecting works. Ax X UAL Expenditures The Suft'olk County works would not require a large ex- penditure for several years. Of the cost of the preliminary stage of development, the entire sum of $7,200,000 would not probably be needed until sume lime after the first 10 miles of the collecting works were in oi)eration, because only at that time would there be any claims for water damages, and much of the work of improvement of the right-of-way could not be completed until the works were built. The entire cost of the works, comprising the first stage of construction would be likewise deferred. The sums that might be re(|uired each year until the first stage of construction was completed and water was being delivered through the large masonry aciueduct to Brooklyn, are estimated as follows : Preliminary, land, etc $1,000,000 First year of construction 2.500,000 Second year of constructirm *3, 700,000 Total j)reliminary stage 7.200,000 Third year of work 3.500.000 Fourth year of work 6,000.000 Fifth year of work 5,000,000 Additional first stage $14,500,000 Total on completion of first stage of con- struction $21,700,000 * Completion of preliminary stage 96 REPORT or W. E. SPEAR If it were decided, on the completion of the preliminary works, to defer the first stage of construction, which includes the large masonry aciueduct to Brooklyn until perhaps 100 or 150 million gallons per day were needed from Suffolk county, the final expenditure in the third year would be only the cost of the preliminary works, S7, 153,000. The above figures are based upon a more ra])id rate of progress than is ordinarily attained on public work of this magnitude : ])ut the work is of the easiest description and the needs of Ih-ooklyn are so urgent that the works should, if ])ossi1)le. be finished within the time here estimated. PROMSIOXS FOR COMPLETE DEVELOPMENT OI^^ SUFFOLK COUNTY SOURCES The diagram of consumption, Sheet 3, Acc. L 678, brings out clearl}- the fact that the water-su])])ly of I'rooklyn borough has been inadecjuate for nuicli of the time since a public water- su])])ly was introduced tliere in 1S5*^. The ])resent works are, for tlie most ])art, of a temporary character, and were built piecemeal, year by year, to meet the lu-gent needs for addi- tional water-supply. It wotild ■>ecm bin fair to lirooklyn borough, when fnrther con>trtiction is ])lanne(l on Long Island, to la\- out tlie new works of full capacity for the complete (levclopmciU of Snl- folk Countv sotirces. in order that there ma\- 1)e, in the tnture. no cliance for the rectirrence of another shortage of water. It would l)c to tlie adxantage of the entire Cit\' to have another large indvprndc-ni >np])ly in addition lo those from the Kidge- wiwxl. Crotou and ("atskill sources. The ground- waters of tlie .*^u(Tolk County sources are of excellent (|ualit\'. The w atei->lie(L from w hich tlii^ w atei" may be obtained aic too near the and llu- axailable -^npply is of t<'o i^reat a \-oinn)e to be neglected b\ .\ew ^'n^k C ity in prM\iding for it^ future population. At ihe i)re-ent rate of iiu-rea-e in the CMii^nnipl ion of water in .\e\\ N'ork ( "it\ . the entire \ ield of all the sources of water- su|)])l\'. including the de\elopment of 500 million gallons per da\' from the ("atskill sonrt-es. will bi- nei-ded within about 20 vear.s. The .Suffolk ( onnly sourct-s would pi-obablx fnrnish the cheajX'St suppl\- at llie expiratinii of lliai time, and if not developed now. would be re(|niri'(l tlun. ."^ince a poiiion of the siippK from these sources is now necessary loi" the reliel PROVISIOXS FOR DEVELOPMENT 97 of Brooklyn, the future may be best provided for by building the main aqueduct of full capacity to ultimately carry the entire yield of the Suffolk County sources. Development oe 150 ^Iilliox Gallons Per Day A less complete development than that proposed might be made of the ground-waters from Nassau county to South Haven, which are included in the first two stages of the works for full development. With the Melville and Connetquot branches, this project would provide a supply of 150 million gallons per day at a cost of $30,565,000. Except in the small size of the main aqueduct, these works would be identical with those for the complete development of 250 million gallons per day. These works could be built in the same time as the larger development and could be similarly developed to furnisli an emergency supi^ly of equal amount to Brooklyn borough. Tem pokarv Developments If it were deemed inadvisable to secure at this time a per- manent su})ply from Suffolk County sources, a temporary dc- vek>j)ment of 50 million gallons ])i'r (la\- could be made at a much reduced cost, 'iliis development would correspond to the preliminary stage of the permanent works, and would in- clude a masonry aqueduct with a nominal ca])acity of 50 million gallons per day, from the proposed Massape(|ua pump- ing-station to T^ialjylon, about 10 miles from the Xassau County line. This temporary sup])ly would be delivered to the City, as before, through tin- pro]:)()sed extension of the 72-inch steel- pipe line. For these temporary works, eight dri\en-w(.'ll plants of the same character as those of the present i)rooklyn ])lants would be built about a mile apart, along the line proposed for the per- manent works. The full width of right-of-way for the con- tinuous development would only be purchased where the wells were driven, and the highways and other public improvements previously suggested would be omitted. The cost of these temporary works would be about $2,091,000. 'Hiis does not include any ]jrovision for securing storage from the center of the island, as estimated u])on in the perma- nent works. As the highways and other improvement's are 98 REPORT OP J]\ P. SPPAR also omitted, the total cost of the works and the annual charges are not exactly comparable with the other estimates. It is assumed that these temporary works would have a life of 10 years, at which time there would be an ample supply of water from the Catskill sources to meet the needs of the Long Island boroughs of New York City, and that Suffolk Count}' waters would no longer be needed. The equipment, much of which would have greatly depreciated at the end of 10 years, would then be disposed of. By increasing the pumping capacity at the Massapequa station and providing additional pumi)s at or near Ridgewood to pump against the distribution pressure, the proposed 72-inch pipe-line could be made to deliver to the City from Massa- pequa 100 million gallons per day in excess of the amount of water from the Ridgewood system that would be pumped through this pi])e during periods of low rainfall. A temporary development of 100 million gallons per day similar to the first temporary project has, therefore, been esti- mated upon. This supply could l)e obtained from the hrst 20 miles of the Suffolk County line from Nassau county to Say- ville by temporary driven-well stations as before. The cost of the works, including additional ])ump^ at .Massapc(|ua and Ridgewood would be about 86.737.000. CoMl'ARI.SON OF AXXUAI. Cll.\R(ii:S AXD CoST OF W'aTFR The fixed charges and operating expenses of the temporary works and also the ]X'nnanent i)roject for 150 million gallons ])er day are compared in Table 2 with those t'or the comi)lete development of 250 million gallons ])er daw The fixed charges include interest paxnients at four per cent, on 50-\ear bonds, and an al'owance of 0.SS7 per ccu\. a >ear for a sinking fund ])a\'ing three per cent. The- operating expenses include liberal anioinits for taxes, operation, maintenance and depreciation. it is e\ident that between the two projects for permanent de\'eli tpment of the .Suffolk County soin-ces. the economy of the second one for 150 million gallons per day does not offer a sufficient saving, either in tlie j)reliminary or the fmal stage oi Const nu-l if )n. to offset tlii' adxantages of the larger a(|ne- duct in ])ermitting a rapid extension of tlu- works in the future lo seciu'e the entire Suffolk Comity snppl\. Stage 2 of i-arh of the i*rojects 1 and 2. may best be com- pared. 99 £ ION .ONS in CO CSl in CO in tsl CVJ CVj it «o m' <0 6 C) If) — * vd po c£> m »o ;^ ui •>;j- o o o o o o o o o o o o o o K ) *~' 0^ vO cu VJ CO < r— o CO H OO OO to tu (VJ CO rO •s]- O to CVJ in o CO in CO co z f- CV) lO to CNJ cvJ o u. ^ J o ^ o in lO in — o in to CO o RKS o to § in (VJ (U a (VJ (vi to to (VJ to CVJ CO <£) oJ z O z o o o o a o o o o o o o o o °^ in in OD (VJ CM cn CO 1^ CVJ r~- CO 00 00 in (T) to in in 3 o r- 5^ (O r- 0^ rO o 0^ CVJ tO CVJ E iZ o o o o o O o o o 1- O o o o o o o O o o o o o o a o o CD o o O o o o o (J (VJ tn (Ti >n lO cn in 1^ (O lO 1^ ^ ? rO CD o5 >o N (O "«t CO CVJ CO m (T) r- r~ o 00 O i£) (T) in o (VI CO O *~ »o lO (VJ to o 2 Q o o Q o o o o a o u - o o o o o Q o o o o o o o o o o o O O o o o o o OO rO r- CP 00 o to CD CO OO in o UJ t— (D in OO o (7) in co o O CO O in (VI to to o tO rt refer to datum 0.39 foot above mean sea at Sandy Hook (= B. W. S. datum for Catskill aqueduct ) and 1.72 feet below the zero of the I Brooklyn Water Dc^:)artmcnt's levels. AC K X OWL LDc; ^ I E X T S To Mr. John I\. Freeman, Consulting Engineer, under whcjse general >uiJervision the Long Island investigations have been carried on. is due the main features of the plan for the devclojjment of the SutYoIk County supply, here proposed. .Acknowledgments should be made to the Department of Water Supply for their co-oj)eration in the studies that have been made of the I>rooklyn water-works during the past year. Their records have been open to the inspection of the engineers of this Hoard, and every facility has been given in the field to fully -tudy the ()j)erati()n of their works. Much assistance has been rendered by lleadcjuarters de- partment of the Engineering bureau of this Board in com- pleting the final maps and diagrams for this report. Mr. Alfred D. Flinn, Department Engineer at Headquarters, has himself given many valuable suggestions and much encouragement during the entire j)rogress of the investigation and. in tem- porarily assigning several of his assistants, notably Robert W. Steed. Mechanical Engineer, Horace Carpenter, Electrical Engineer, and Roger W. Armstrong. .Assistant Engineer, to special problems and estimates, he has made possible the early completion of this work. The studies of Mr. George C. \\']ii])i)le. Sanitary T^xpcrt and liiologist, on the physics of Long Island .soils, and his report on oyster culture in the Great .South bay, which is ])re- 102 REPORT OF JV. E. SPEAR sented as one of the appendices of this report, have been of the greatest importance in rounding out the Long Island investigations. The zeal and efficiency that have been displayed during the past year by L. B. Stebbins, Francis S. Pecke, Charles W. Tarr, John L. Hildreth, Jr., Assistant Engineers, and others in the Long Island department should be here recorded. Particularly is the work of ^Ir. William W. Brush gratefully acknowledged. Mr. Brush's long familiarity with the Brooklyn water-works and his understanding of the ground-water problems that were being studied, made his services invaluable during these Long Island investigations. In addition to Appendix 4 on the Brooklyn works, he prepared under my direction the material on the yield of the Brooklyn watersheds, which is given in the main report and in Appendix 1, also the maps and esti- mates on damages that have been i)aid on account of the operation of the Brooklyn works, which are included in Appen- dix 16. Respectfully submitted, WALTER E. SPEAR, Division Eiu/inccr. 103 APPEXDIX 1 a:\iount of ground-water available from suffolk county sources BY WALTER E. SPEAR, DIVISION ENGINEER All investigations have shown that the source of both the surface and underground waters on Long Island is to be found in the rains and snows that fall upon its surface. The amount of this precipitation, or the magnitude of the ultimate source of water-supply should, therefore, be determined in any study of the yield of the Sufifolk County watersheds. RAINFALL ON LONG ISLAND Rainfall obscrvati(jn.s have been made on Long Island since 1826, when the records of the New York Academy stations were begun. The design and manner of exposure of the early rain-gages used at the Academy stations, as well as those later adopted at the Army I'ost stations, must have resulted in an underestimation of the amount of rainfall. Not until 1854, when the observations of the Smithsonian Institution began, were instruments and methods of observation ad()])ted that gave results com])arable with the rainfall records of the present day. The work of the Smithsonian Institution was continued by the U. S. Signal Service and later, in turn, by the U. S. Weather Bureau. In addition to the records made by the State and the National Government, the Brooklyn Water Department has maintained a rainfall station at Llempstead storage reservoir since 1879 and has secured other valuable rainfall records elsewhere in western Long Island. The lUirr-Hering-Freeman Commission established some stations in 1903, and the Board of Water Supply began observations at others in 1907, but the records of these stations cover too short a period to be of much value. Descriptions of the rainfall stations established ])rior to 1903 are given in the report of the Burr-IIering-Free- nian Commission, pages 681 to 703. 'i'he rainfall stations that have been maintained on Long Island and the adjacent shores are tal)ulat'ed in Table 3, to- 104 APFEXDIX 1 gether with the periods of observation and the average rain- fall during these periods. From these data the normal rain- fall at each station for a term of 71 years has been computed. These normal rainfalls have been plotted on the map of Long Island, Sheet 5, Acc. 5035, and iso-hyetals, or lines of equal rainfall, have been drawn, giving due weight to the length of the record and to the character of the observations at each station. The records of precipitation within the proposed Suffolk County watersheds are meagre, but the records from the sta- tions on the north shore and in eastern Suft"olk county are sufficient to fix the lines of equal rainfall within these water- sheds. It appears from the rainfall map that the normal precipi- tation on the proposed Suff'olk County watersheds averages al)out 45 inches depth per year, while that on the watershed of the Ridgewood system in western Long Island averages only 44 inches. The lower rainfall in western Long Island may 13erhaps be explained l)y the lower elevation of the ground there and the abstraction during easterly storms of some of the moisture from the westerly moving rain clouds in j^assing over the higher hills of Suff'olk county. These estimates of normal rainfall may possibly be in error two or three per cent., but the evidence surely ])oints to a greater j)recij)itation in Suffolk county over that in western Long Island. This is most imj:)ortant in estimating the prob- able yield of the Suff'olk County sources from tlie present deli\-ery of the Ridgewood s\-stem in Xassau and Queens couiUie^. c ii.\K.\cTi-:k ()!• sri'i'oLK coi'S'iy w a'iM'Rsi ii-.ns I laving (k-terniined the amount of rainfall on these Suf- folk Count\- waterslicds. it i^ important to understand the char- acter of the surface soils and substrata on which depends the percentage of the rainfall that reaches the water bearing strata ;ind l)C'C()mes available as «' rt )nn(1-water. Sl KI" ACI'. Cii:( )!.( n ,\ The surface soils and snbstrata in SnffMlk connlv. with littU- cMH'ption. arr <»f ,L;l'u-ial ori.L^in. altli«>ngli the deci)er strata "U whii-li depend tlu" main outlines of the island are said 106 APPENDIX 1 to be much older than the glacial epoch. The principal fea- twes of the topography of western Long Island are the two well-marked ranges of hills, the so-called " backbone " of the island, which represent terminal moraines of the Great North American glacier. Only the southerly morainal ridge comes within the Suf- folk County watersheds that are being considered. This range of hills has an average elevation of 100 to 200 feet and is made up of irregular summits separated by deep ravines and kettle holes. The latter frequently contain small ponds and the ravines are often occupied by rivulets during wet sea- sons. This southerly moraine is evidently older than the north- erl}' one and its slopes appear to have been somewhat covered by the outwash of sand and gravels from the retreating ice sheet. This outwash filled and leveled up the depression be- tween the two moraines, and much escaped with the water to the south over the broad plains of southern Suffolk county. These sandy outwash plains make up 75 per cent, of the area of the proi)ose(l Suff'olk County watersheds and have, on the whole, a wonderfully smooth and uniform sloi)e of about 15 feet to the mile southerly from the moraines. The only considerable depressions in tlicsc outwash plains are the valleys that a])pear to have been ()ccu])ied during the glacial epoch by the larger streams made u]) of melting ice from the face of the glacier. The present streams tliat arc found in these valleys — the Carll's river. Connettiuot brook, ratchoguc river, Carman's river and Peconic river — are evidently insig- nificant com])ar'jd to the great volumes of water that once occu])ied them, although these streams are, nevertheless, the largest now on Long Island and the (^nl\- water surfaces in the outwash plains far from the l(nv marshy sliores near the sea. Cir \K AfTi-.R oi- Si Ri-ACK SoH.s WD A' i:( avr Al io \ The snrface of the southerlx morainal ridge is covered by ston\' loams somewhat compact and onl\- moderately well un- derdrained. Tlu- general appearance of tlie snrface of the>e hills differs little from tliat of northern Xew ^'ork or New Lngland districts of similar glacial orii^in. and the pi-rcentage of surface rnn-off is doubtless much the sanu-. The soils of the (.utwash plains, on the- otlier liand. are ^andv and porons. With the exi-eplion «»f the more loamy soils along the south sjiore, and in tlie narrow valleys of the GROUND- IV A TER A VAIL A BLE 107 larger and longer streams, these plains support only thin and stunted growths of scrub oak and pine. Hardly more than 15 per cent, of the whole area has ever been cultivated. Fre- quent forest fires have prevented the accumulation of the humus necessary to the growth of crops, and these soils are consequently very open and leachy, and are not productive unless the natural deficiencies are artificially supplied. RUX-OFF FROM W^VTERSHEDS This leachy, porous soil covering of the Sufi:'olk County plains make them an ideal catchment for a ground-water sup- ply. The surface run-off is ordinarily almost negligible and the evaporation is small ; a large portion of the rains and snow sinks quickly through the scanty layer of vegetable mold, per- colates rapidly through the coarse soil below and quickly reaches the deep porous substrata beyond the reach of vege- tation and surface evaporation. AFost of the surface run-off from the more impervious morainal hills is necessarily deliv- ered in the out wash plains that surround them and is similarly conserved in the deep sands and gravels. It will be shown that only at very infre(|ucnt intervals do floods occur from rains and snows on frozen ground that are at all comparable with those on the watersheds of many sur- face-water supplies. Ordinarily, the frost docs not penetrate into these sandy soils over 12 or 18 inches, and this remains only a few days in the comparatively mild winters of southern Long Island. In the scrul) oak and pine barrens, that cover a large part of the outwash plains, standing water is seldom seen on the surface, even in midwinter or spring, except, per- haps, in the hitrh\va\ s wlicrc the gravels have been ground up and consolidated under the traffic. LlAiri'S OF CATC ILMFXT AREA Surface Drainage Area The surface drainage area tributary to the collecting works along the south shore of Suffolk county and in the Peconic valley amounts to 370 square miles and comprises the entire surface of the island south of the summit of the northerly moraine, with the exception of the drainage area of the Nisse- quogue river, a deep, northerly sloping valley tributary to Long Island sound. Much of the area between the northerly 108 APPEXDIX 1 and southerly moraines is in the surface watershed of the Car- man's river, the largest stream in Suffolk county. Ground- Water Catchment It has been pointed out, however, that surface run-oft' ordinarily takes place from only a small portion of the Suf- folk County watersheds within the limits of the morainal hills, where the soils are somewhat impervious. The rains that per- colate through the coarse soils and substrata of the outwash plains are collected as ground-water in the deep strata below, and thence tiow away to the sea in the saturated sands and gravels. The direction of this ground-water movement has not, necessarily, any relation to the slope of the ground sur- face which governs the direction of the surface run-oft". Sheet 6, Acc. 5596, exhibits the configuration of the water- table or the surface of the saturated sands and gravels in Suft'olk county as determined by the test-borings and surveys during the past year. The slope of the water-table, which is shown by the ground-water contours, indicates the direction of the ground-water movement in the pervious strata, and the summits of the ground-water surface in central Suft'olk county represent the divide from which the ground-water flows in a general northerly or southerly direction to the sea. The ground-water contours shown here deline, however, only the main surface of saturation. Tn the moraines, U)cal beds of clay and Ixnilder till maintain elevated water-tables that are much higher and (|uite indejjendent of the main sur- face of saturation. Ik'tween these elevated or " jierched " water-tables, as termed 1)\ llie 1'. S. (leological .^nrxcw and. tilt' main water-table l)el<)\v, llie strata are only ])artiall\' satu- rated. It is a coninio]! e.\])cdient in draining ele\ated swamps in tlie hills to i-onnecl the i)oscd Suffolk County collect- ing works. This agrees with the natural unit run-off of the surface streams in the " new watershed " of the Ridgewood system. Large Supply from Surface Streams Impracticable The estimate of average surface run-off of these Suffolk County streams includes the comparatively large flows of win- 112 APPEXDIX 1 ter and spring; the minimum discharges are much less than this, although immensely greater than the minimum discharge from watersheds of equal area having little ground-water storage. The gagings of 1907 indicate that the lowest flows aggregated 82 million gallons per day and were therefore somewhat over one-half the average as shown in Table 5. The stream measurements of 1894 made by the 1 Brooklyn ^^'ater Department at the end of an extremely dry summer show on most of these streams, somewhat smaller flows than measured in 1907. ljut other streams apparently yielded more than the lowest flow of the ])ast year. The total of 90 million gallons per day agrees very well with the results of the gagings of 1907. The water-table has been sustained by an ample rainfall since 1885 and the measurements of 1894 and 1907 do not probably re|)resent the minimum discharge of the Suf- folk County streams. During a long ])eriod of deflcient rain- fall, when the ground-water surface would be lower than during the last twenty years, the minimum flow of all these Suflfolk Count}- streams might be only 50 million gallons per day. or even less. It is evident that works in southern Long Island for the collection of a sii])pl\- of surface-water alone, would i)rovi(le at times onl\- a com])arati\ely small yield unless large storage reser\-oirs were provided. These are not practicable because of the imfavoral)le to])ogra])liy of southern Long Island, the ])ervious cliaracter of the surface and substrata, and the growths that occur in open reservoirs of mixed surface and ground-water. Large covered reservoirs are not ])ossil)le be- cause 'of their cost. In s])ite of the wonderfull\ sustained dry weather flows of these .^uflOlk County streams, tbe\- could not. in the absence of storage reser\ ( lir■^. l)e made to yield a con- tinuous supj)l\ greater than (nu'-lliird the axerage run-ofl' of tlie streams, and this surface- run-olT re])resents ouly a poiliou of the entire xield of the watc-rsbed. Tbt- ground-water under- llow promises a Larger, more uniform, and a l)elter System With the full knowledge of the o])eration and the yield of the Kidgewood system in western Long Island, large and expensi\-e pumping experiments in Suffolk county appeared entireK- uimecessary during the i)resent investigations, because the character of the surface and the climatic conditions in western Long Island arc almo-i identical with tho>e in the eastcrh- portion. The small di (Terences that exist between the conditions in the wt'sterly and the easterl\- portions ol the i.sland affecting the ground- water \ield appear to indicate a larger vield fr(.in llie Suffolk Count \- watersheds than from those of the Kidgewood system. The -nrfacH' soils in Nassau and (jueens counties are ])rob- abl\' tiner than thos^ in eastern Cong Island, because of the greater areas under cultivation in the \ icinit\ of New N ork Citv. so that the pei-cenlage of collection on the Suffolk Counl\ w atersheds should be greater than . .u the w alershrd of the kidgewood system. I'ui-lhermore. ihr rainfall in Suffolk county may i)(>ssil)ly average one inch greater than on the i\idgew\\n in Table 1. \y.\'j,v the i^round- water works are not generallx (»perate(l eoutinuouslx . but are shut down one to two months or more during the wet months of the year, wlic-n the llow of the sinfare streams is large, 'i'hese intervals each \ear duriuL^ the months when the perco- lation to the water bearing strata is greatest allow the ground- water re-ervoirs to till up for the next summer's draft. GROUXD-WATER AVAILABLE 117 The size of the reservoirs that the Ridgewood works are able to draw upon is not large, however. Neither the driven- well stations nor the infiltration galleries can lower the ground- water surface in their immediate vicinity much more than 10 feet, and this depression about the driven-well stations, which in some instances are a mile apart, and from which most of the grotmd-water supply is obtained, decreases rapidly with the distance from the groups of wells in all directions, so that with the intermittent operation of these stations the average lowering of the water-table over the gathering ground is small (See pages 288 and 289.) Some ground-water ob.^ervations in the si)ring of 1907 in the westerly ]:)ortion of the Ridgewood system, when compared with the survey of 1903 of the Burr-Hering-Freeman Com- mission, indicate an average lowering of about two feet over an area of about 35 square miles of the old watershed, from which a ground-water supply of about 30 million gallons has been drawn daily. W'liile some of this difference in the ele- vation of the water-table was due to the operation of the ground-water works, the greater ])ortion was the result of the smaller rainfall in 1904 and 1905. Continuous observations of the normal ground-water surface at Milll)urn reservoir, not far from the south shore, showed that during this period the water-table had dropped about two feet. Whatever the cause of the lower level of tlie water-table over the 35 .square miles of the old watershed, the difference meant a total loss of ground-water storage, supposing the sands yield 30 per cent, of tlieir volume of 4380 million gallons, which corresponds to an average draft of three million gallons per day, or 15 per cent, of the average supply. The large rainfall of 1907. however, raised the normal ground-water very nearly to the level of 1903, as shown by the ^lillburn Reservoir observations and by a few measurements in the old watershed this spring. The abstraction of the ground-water by the works of the Ridgewood system has not, therefore, prevented the re- covery of the ground-water reservoirs on their gathering grounds. The amount of fresh-water storage that has been drawn from the deep water bearing strata through the inshore move- ment of the salt water since the driven-well systems of the Ridgewood system were operated, cannot be estimated accu- rately, but it is not probably as much as the amount of surface 118 APPEXDIX 1 storag-e. In the first place, there is no evidence that the ad- vancing sea-water entirely replaces the fresh ground-water in the interstices of the sands and gravels; rather it appears that the salt water is greatly diluted as it approaches the wells, and replaces only a small portion of the fresh water. For example, the highest chlorine in the Shetucket deep wells, the most se- riously afifected station, was 500 parts per million, which is only three per cent, of the amount of chlorine in normal sea-water. The evidence does not furthermore point to more than a limited movement of sea-water in a narrow width toward the center of the cones of depression about each station, because the water-table has not been sensibly depressed at points mid- way between the stations, and the seaward motion of this water must prevent the encroachment of the salt water be- tween the stations and greatly dilute the salt water approaching the wells, thus minimizing the amount of fresh water replaced by salt. The rate of advance of the salt water toward the ground- water works of the Ridgewood system was doubtless greatest during the years of low rainfall, but a recession must have taken place during the years of high rainfall, so that, on the average, the amount of fresh-water storage re])laced by salt water was small. The Spring Creek station was in operation 14 years before it was seriously affected by sea-water, and then the water contained only 300 parts i)er million of chlorine at the maximum. Other driven-well stations have been in service quite as long without being aft'ected by salt water at all, and some are equally near the shore. To show how small the stor- age drawn at Spring Creek from the deep strata nnist have been, the following computation is made on the probable ad- vance of the sea-water at Spring Creek. 11iis station is only \?00 feel from salt water in the creek l)el()\v. Suppose that the salt water in the gravels l)cl()w was originally oOOO feet away, and ni(»vi'(l inland on the average during 14 years 2\A feet each \ear. and tliat in tlie lengtli of line tributary to this station, which nia\' be assnnied t«> be a mile, the salt water rc- l)laced each yviw H) per cent. (.1 the pore spact-, or three i)er cent, of the volume of the sands in a len-tli of 2000 feet and a depth of 100 feet. The amount of fresh water abstracted wa^ then 2000 x 210 x 100 x .03 x 7.4S 0.420.000 gallons, or an average for the vear of 26.000 gallons per (la\ . wliich is about 0..=^ l)er cent, of the vield of the station. GROUXD-WATER AVAILABLE 119 The proportion of surface-water in the Ridgewood supply has decreased materially during recent years as a result of the increasing number of ground-water works and the greater volume of ground-water pumped. Ten years ago 60 to 70 per cent, of the whole visible yield of the Ridgewood system (in- cluding surface, but not ground- water waste) was surface- water. During the last two years but little more than 40 per cent, of the yield has been accounted for in surface-water at the intakes of the supply ponds and in the surface waste over the spillways. Judging from the surface run-off of the " new watershed when little or no ground-water was drawn, the streams have an average natural flow in years of nomial rainfall of about 40 million gallons per day, which corresponds to a yield per square mile of the ground-water catchment area of roughly 450,000 gallons per day. The natural surface flow of the streams in the southern Long Island watersheds may there- fore be considered to represent about one-half of the total available yield of the entire ground-water catchment area. Comparison with Watersheds of Surface Supplies The yield of the Long Lland watersheds should not be compared with the delivery of the catchment areas of the large surface-water supplies in this vicinity, without taking into con- sideration the dissimilarit}- in the character of the surface soils and substrata and the resulting difference in the uniform- ity of the run-oft'. The surface of the Croton watershed, for exam])le, is un- derlaid by almost im])ervious hard ])an, and there is practi- cally no ground-water storage. The Long Island watersheds, on the other hand, have loose, jjorous soils, overlying strata of pervious sands and gravels. Perhaps not more than one- half of the entire yield naturally appears in the surface streams, and the minimum flow seldom drops below 50 per cent, of the average because of the large ground-water storage. Floods of 20 or 25 times the average volume of run-off, which have occurred on the Croton watershed, are unknown on I^ng Island. The greatest discharge of one of the largest of Long Island streams in the past two winters, with frozen ground, was only three times the ordinary summer flow, and this lasted only a few hours. Even with the small amount of storage in the sliallow sup])lv ])onds on the new watershed of 120 APPEXDIX 1 the Brooklyn works between ^Nfassapequa and ]\Iillbnrn. onlv 1.3 per cent, of the rainfall was wasted over the spillwavs in the last two years. The average run-off from the Croton watershed duriiii^- the last 40 years, has been about 2-4 inches in depth, which is something over 1,000,000 gallons |)er (la\- per scpiare mile, or about 50 per cent, of the average rainfall. It is estimated on the completion of the Croton Falls reservoir when the storage volume will amount to 290 million gallons per s(|uare mile, that an average supply of Z?>G million gallons ])er day or 930,000 gallons per day per square mile can be drawn dur- ing a long period of low rainfall, and 1.000.000 gallons per dav per square mile during normal rainfall years. If an ample volume of storage could be made available on the Suf- folk County watersheds, without doubt a larger proportion of the rainfall here should be obtained. Comparison with ()thi:r ( iRoi'xd-W'ater Catchment Areas There is no area in the eastern part of this country similar to Long Island, where the ground-water has been developed to such an extent as to afford a comparison w ith the )-icld of the Long Island watersheds. In our southwestern states, dec]) water bearing strata of sand and gravel exist, and have been extensivelv dexeloped to sup])ly water for irrigation, l)Ul little has been done there to determine the yield from a given water- shed area, and the climatic condition^, the distribution of the rainfall, the tem])erature and the amount of evaporation dif- fer so much from those on the Atlantic coast, that the yields, if known, wonld afford no basis for estimating the supply from the I J )ng 1 sland s< )iu'ce>. Tlie conditions that most clearly resemble tlio>e on Long Island are fonnd in northern lun-ope. allliongli the rainfall is nnich •>maller there, exct-pt in the mure nionntainons re- gions. .Man\- of the large i-ities in (ieniianx. 1 jolland and Lelgium are supj)lied w ith gronnd-w ater de\ elo])ed in tlie deep sands and gra\'el of glacial and alhu ial origin, and tlu >e su])plies have been in\e>tigated witli nincli care. Lstimatcs of the ground-water \ields lia\e been made in Ccrmanv, on tlie basis of collecting .^0 per rent, of tlu' rainfall, and tlie perceiUagcs schmuxmI on soim- of tlie existing works ap])roach the->e fignres. GRO UXD-JVA TER A VAILABLE 121 In 1904, the writer had the good fortune to study many of these European ground-water suppHes, and the results of the studies of yield are presented here. Uncertainties exist in the rainfalls and watershed areas of several of the supplies, but not enough to affect the general conclusions that may be drawn from them. MUNICH At ^lunich some interesting data w^ere secured on the yiela of the deep galleries of the municipal water works in the Alangfall valley about v30 miles south of ^lunich. The water- shed tributary to the works is a flat table-land, covered with a thick brown soil which overlies deep strata of coarse sand and gravel. Perhaps 30 per cent, of the watershed is wooded ; the remainder is for the most part grass land, and a small l^art is under cultivation near two or three small hamlets. Or- dinarily, there is no appreciable surface run-off. The seepage in this watershed is collected in galleries in the Mangfall val- ley near ]\Juhlthal and Gotzing. The ground-water flow is intercepted over an impervious cla\' floor near its emergence in the valley at a depth of 100 feet or more below the surface of the watershed. The area of the catchment above the Mulilthal galleries as given by the Director of the Royal Hydrotechnic Bureau, is 14.7 s(juare miles, but investigations have not been made to establish this area beyond question. The catchment area above the entire system, is given as 26.3 scjuare miles, and the engineers of the water-works state that this is more accurate than the area given for the Muhlthal system. From the records of the water-works, the yield of the ^luhlthal galleries during the 10 years from 18(S5 to 1894 (at which time the works were extended) averaged 21.31 million gallons ])er (la\ or 30.42 inches depth per year on the watershed. The average rainfall during these years was 47.10 inches, and from the above yield it appears that on the average, 64..-^ ])er cent, of the ])recipitation was collected. The largest collection was 70 ])er cent, in 1(S93, following a high precipi- tation of 54 inches during the ]:)revious year. Some of the engineers of the water-works believed that ])erhaps a portion of the flow in the Afuhlthal galleries came from the area tributarv to the Gotzing system, but the yield from the whole water>hed tributary to both the Muhlthal and the riotzing galleries api)ears to be (|uite as high as from the 122 APPEXDIX 1 Muhlthal galleries alone. The extremely high yields must, however, be accepted with considerable reserve. AMSTERDAM The water-supply of Amsterdam is in part obtained from the dunes along the North sea, near Haarlem and Zandvoort. Deep canals were excavated there in the fine white beach sand. Except for a very few trees and some coarse grasses and heather, no vegetation exists on the catchment area. The dunes are comparatively level and the surface run-off is negligible. On the whole, the surface of the dunes is more favorable than that of southern Long Island for a large ground-water yield. The limit of the catchment area tributary to the canal sys- tem, has been very carefully determined, and extensive studies of the movements of the ground- water have been made, so that with a climate and watershed surface analogous to con- ditions on Long Island, the yields of the dunes furnish perhaps the best comparison with the delivery of Long Island sources. The greater rainfall on Long Island should give a larger per- centage of ground-water yield, all other conditions being e(|ual. The ground-water catchment area in the dunes varies with the rainfall, and the general level of the water-tal)le from 10.4 square miles to 12.3 square miles; the average is 1L6 square miles. During the 14 years from 18cSQ to 1903 inclusive, this area furnished an average su])ply of ().\2 million gallons per day which is equivalent to a de])th of 11.1 inches on the wa- tershed. It was believed that this was al)out all that the watershed would supply, until I. M. K. Tennink. Director of the Mu- nicii)al Water Sui)ply. showed that some water was 1)eing lost through the cla\- l1oor underlying the ui)per water bearing sands. (See transactions. American Society of Civil luigin- eers. \ olume LI\'. Part D. ])age 160, or Transactions of Royal (Dutch) ln>titutc' of bjigineers. hAbruary 1. P)04.) Tennink estimated this loss amounted to three or four million cubic meters per year, which is e(|nivalenl I.. 2.2 \n 2:^ million gal- lons per (lav. lie i)lanne(l alter the ompleticu of his investi- gations, to draw down tlie w ater-ta1)le in the dunes to pre\ ent some of the percolation thn)U«;h the clay ll 2 i ^ - O •1 e1 JS -o -= " I ^ g E - t: o X -O .-!: c ^• - §0 8.^ ? f ^ «J E o « o J <« „ 5 T a. 1 V - S i til c h ° t i ^_ E O I'l I ^1 o <0 1 '<3 water works are not designed to secure much storage, and their yields fall below the average given above during years of deficient rainfall. STORAGE REOriRE^IEXTS FOR DE\'ELOL\M EXT IX SrFFOLK COE^XTY OF 800,000 GALEOXS PER DAY PER SQUARE MILE Provisions for adequate storage have seemingly been neglected in the construction of large ground-water works, although such provisions are never omitted in works designed for the development of surface-waters when the draft exceeds the low-water flow of a stream. The reason for this neglect of one of the \ ital features of good water-works ])ractice in the case of ground-water works has doubtless been the belief of the designers in the inexhaustible character of the ground- water sources, the conviction that the minimum su])ply was safely in excess of the maximum draft. Such is the case in works of small capacity supplying small communities which represent the majority of ground-water installations but on ground-water works like those of the Ridgewood system and the proposed Suffolk County project, where the draft is nearly ecjual to the available su])pl\'. the problem of am])le storage cannot be neglected. StoRACK RKnriRKMKXTS FOR S I K FACE-W ATER SurPI.lES Tlic (leliverv of the Eong Island catcliment areas is so much more uniform than that of the watersheds of surface su])plics that the storage re(|uirements for the proposed Suffolk County works should l)e much less than have been found necessary, for example, on tlie Croion and Su(ll)nry watersheds for a gi\en unit \ ield. 'I'he \'o]nnie of storage provided on the Cro- ton and Su(l])nry watersheds is given ])elo\\ : 126 APFEXDIX 1 VOU MK OK EsTIMATICn Sr()KA(;i-; Sai-k Viki.d Rkskkvoiks Willi This Million Siokack in (iALLONs Million PKR Sot AKK OaLLONS Milk Per Day in Squark Milk Croton (oriRinally) Croton on completion of ("rot on Falls dam Sudbury 150 700.000 290 !)()(). ()()() 181 700. <)()() Storage Requirements Estimated by J. R. Frkkman in ■■ H Ki'OK r ON Xkw Vouk Watkk Sri'i'LY" TO Provide Daily Vikld ok soo.OOO (Gallons Per Syi'ARE Mile With no Water Surface 160 200 GROUXD- WA TER A VAIL ABLE 127 On the basis of the storage requirements on the Croton and Sudbury watersheds, it would be necessary for a uniform draft of 800,000 gallons per day per square mile from the proposed Suffolk County works, to provide a storage volume from 160 to 200 million gallons per scjuare mile. The normal rainfall on the Suffolk County watershed is about the same as that on the Sudbury, and the amount of storage based upon the requirements found necessary on this drainage area is perhaps a better basis for estimating the Suffolk County needs than those of the Croton, because the average rainfall on this water- shed in the Xew York uplands is several inches greater than in eastern Long Island. The amount on even the Croton basis of 160 million gallons per square mile is, however, considered an excessive requirement in Suffolk county because the Long Island streams are fed largely by the ground-water inflow from the shallow water-table tributary to them, and the rate of run-off here is consequently so much more uniform than the run-off of the Sudbury or Croton watersheds. I'XfFORMITV OF Rf.V-OFF IX SoL'THERX SUFFOLK CoUXTV l>y constructing a ma>s curve of the flow of 11 of the Suf- folk County streams in 1007. which are shown on Sheets 8, 9 and 10, Aces. L 609. L 610 and L 611. it is estimated that a storage of 4,500 million gallons would have equalized the delivery of these streams, which had an average flow of about 100 million gallons per day. Assuming the other streams would have required a proportional amount of storage, all the Suffolk County streams summarized in Table 5. ])age 113. would have required, say, 7,000 million gallons of storage. This represents a storage of 21 million gallons per square mile on the whole watershed of 332 sc|uare miles to maintain a uniform flow of 150 million gallons per day, equivalent to over 450.000 gallons per day per square mile. The minimum flows of the Suffolk County streams in 1894 (see Table 5, page 113) were, on the whole, less than in 1907, although the estimated total was greater because of a large flow of the Patchogue river recorded in that year. It is pos- sible that much smaller minimum flows may have occurred, if tradition may be accepted, so that during a long period of dry years, a storage niuch in excess of 21 million gallons per square mile would be needed to maintain, say, a continuous supply of 400,000 gallons per day from the surface streams. 128 APPEXDIX 1 The deep ground-water underflow which makes up fully half of the run-off of the southern Long Island watersheds is much more uniform than the flow of the surface streams, and prohahly varied Init a few i)er cent, during the year 1907. It was shown in the report of the Burr-Hering Freeman Commission (pages 816-829) that the water- table in the center of the island had not fluctuated more than 12 feet during the last 60 or 70 years. Considering that the hight of the ground-water in the center of the island above sea-level represents the head upon which depends the rate of flow of the ground-waters, the volume of the deep underflow at the south shore has not varied over 20 per cent, in this time. Probable wStorack Reoi^tremexts ix Suffolk Couxtv It is shown on page 290 of this report that the total amount of storage on the Ridgewood watershed does not exceed 30 million gallons per square mile, \\hich has ])roven inade(|uate during dry years. For the proi)Osed Suffolk County works, a .-toragc of 50 nu'llion gallons per «^c|uare mile is proba1)ly ample to maintain a yield of 800,000 gallons per day per square mile. k\illy half of this should be developed ak^ng the main line of the pro])osed works at the south shore and in the Peconic valley. The re- mainder can easily be obtained on the branch storage lines ])ro- posed for the complete development. Indeed these lines ma\- be made to provide a still greater amoimt of storage, e\ en to 75 or perhaps 100 million gallons per s(|uare mile, if the opera- tion of the works shows this amount necessarw COXCLCSK )\S ( ).\ rXlT WVAA) Vrom the al)o\e coiLsiderations of the present yield frt)n^ the watersheds of the Ridgewood system in Nassau and ()ueens counties, the deliveries of other similar catchment areas and the storage \-olunie that may l)e made a\;iilal)le dur- ing periods of low rainfall, tlie ^afe a\erage yield per s(|uare mile of .Suffolk County \\atcTslu been taken as 8()().(XH) gallons per day. This estimate i> believed to contain a factor of safety to ])rovide for more se\ere conditions of drought than ha\c been recorded in the i)a>t 40 \ears. Muring \cars of ani])le rain- fall it is bc'lii'\('E .Xi'I'Roi'rt.kthd vo\i Xew York City It is shown in a subsecjuent a])])endix that the amount of water that is at present refjuired for domestic and industrial uses in Suffolk county outside of that utilized for water-power does not exceed 6 million gallons per day. Probably not over 10 million gallons per day need be lost at any time in main- taining the levels in the ponds near the acjueduct line. This 130 APPENDIX 1 would leave as the net supply that could be appropriated lor Xew York City, without material injury to Suffolk County interests, 250 million gallons per da}'. With the probability of a higher unit yield than assumed for these estimates, the needs of a population of 150,000, fifty years hence, could still be supplied without diminishing the supply of 250 million gallons per day for New York City. This estimate of a net supply of 250 million gallons per day from the Suffolk County sources, is larger than hitherto made. Xo previous project, however, has contemplated an ex- tension of the works to Ouogue and to the Peconic river, as estimated upon in this plan, nor have the branch lines into the center of the island been considered in other projects. Mr. 1. M. de A^arona, as Chief Engineer of the Brooklyn Water Works, proposed in 1896 to develop a supply of 100 mil- lion gallons per da}' in Suft"olk county. Mr. de A'arona planned, however, to go only as far as the Carman's (Connecticut) river, and supplement the flow from the larger streams be- tween this river and Nassau county, by four intermediate driven-well stations along the proposed conduit line near the Montauk division of the Long Island railroad, ^iost of this supply was to be surface-water ; only 20 per cent, was to be pumped at the driven-well stations, to maintain the supi)ly in dry periods. The Commission on Additional Water Supply eslimated in 1903, on the basis of a yield of 800.000 gallons per day, that 175 million gallons could l)e seciu-ed from a ground-water catchment. The data available at tlie time on tlie area of catchment was less complete than now, and tlic watershed east of Moriches and in the Peconic valley was not considered. /907 — ^ It < O Q ^ ^ ^' T O Q V < ^ iT««J< on/y one year /905 tvos /he prec/p//o/ton /jic/cf> Ae/otv f^e norma/. Co/np/e/e recorc/s of *vas/e oyer 5p///^t?ys or sc/yop/y ponces tvere /to/ Ae/>/ c/ur/nff f/7c cfry years preceec/fn^ /39^, oncf no es/f/y^o/e or //?/s ef/o^rom shoivs f/>e r>ormo/ /eye/ of //}e ivoferfoi>/e und/sforie^f £>y pumping near //>e soc///> sftmre of /or?p /s/or7cf^ 0/0/7^ f/>e //he of f/>e ff/c/getvooc/ Cof/acf/n^ iVorfrs. Vf?/s /eye/ /> o meosc/re of omounf of grourrc/ yt^ofer ayaZ/oi/e of yyor/fs The Oi/era,fe monm/u yie/c/s o,' '^c- s.^r/'tice supp//es ana' or r/re ^roc/ncf i^a/e/ yyor-A.s ore s^o^vn separore^y /n /Ae ct^fi^^s a/ //>e Af^/am a/ r^/f ^/tj^^rc/m for eo/fj //,£ o/£^ a.ic/ //je /Jen rya/erj^e-ir . //* j/iou/iT />e /x/e£/ ///a/ u/7/// /90S //te ^/-ocy/>a' no/er yy^r^Al iTre /teiv iya/e/-s/rec/ n-ere a/7/y opero'e^ fo iupp/e/ne/j/ //re sur/oce fcipp/Zes ifur/hg Wre /T/o/?//rs or /on ro//?ra//. The /a/-^e consu/np//on //? ihe /oj/ ///ree yeorj /ws /natTe // /jeceisory to ri^/j ///e ^roi/n/e o/) ^>o^ f/}e 9/c/ orrcf f/>e r>atv yyofersfteef cfur/>?y //7e /asf f/iree yeors. The fo/c// y/e/c/ of eoc/? of ///e yya/c/- s/zec/s anc^ //re sa/n or r/K o/cf ana' /,eiy ore s/7onn /n ifre curves " 7b/a/ y/e/c/ of //re /f/c^etyoo/T Sys^/n' T/te fjo/chea/ area f>e/oiy fo/of y/e/ef ff?e sys^/n rapraser?fs orr/our>/ of si/rftrca yi-ofer /fiof yyos tvas/ecf oyer f/re sp///yvays of /f?e supp/y por>c/s /n £>of/^ yyofersfrec/s, 77>/s e/aei /jef /hc/uife /ar^e i^o/ames ^ro^yr?cf yyofar c/nc/erf/oyy /fjof escape fo //re sea . Tfre ///fe be/?eorA //r/s fro/c/r/rj^ p/'yes ff?e ocfc/a/ ConjL//77pf/or? of //re ff/c/^e*yooc/ SL/pp/y //? droo^r/yn 3aroc/fff7. /n years of norma/ ra/r}/a// //re armoun/ of yiras/e /s no/ more //yan 3 or 4 per cen/ of //>e so/p/j/y t:rr}cf cf/ /7?ore cor>a/ir/f copoc/fy, eyep /A/s sma// yvos/a m/ff/?/ froi^e />ean raeftycea/ yfre fo/h/ cone/i/// oopoc/fy ej(c/osiy« of 7^ /r?cf} p/pe /s /^S A/f// <5o/s./xr- a'ay. T/7e Ci/rye ^/'y/'nff 'esf/znafac/ foArf y/'e/c/ /f>af /J7/gf>f f?aye ^een o6fB//ret/ iy a co/np/e/e cfeye/op/nanfosso/nes Me co/?jfrc/cf/or> of oe/c//f/o/?o/ sfo//b/?s fo oifa/'o ey?f/ra ffrounef yyofer y/e/cf oafs/ia/e of y///offes of /?oc/r>r///e Cenfer ancf freeporf . Tfie effecf of yroc/r>^ yyo/tr sfo/-offe corr/ecf oyer froTj yye/ j/ean a frere jAety/) From //i/s c//arffrer/n crnaf o//>er ss//ma//es // /s Ae//'eirffc/ //ta/ e/ur/nff cr per/oaf of f7or/77C7/ ra/rj/o'// yec/rs //7e /o/a/ safe suop/y //laf may J>e o/>/o//7ee/ from f/}e /?/c/ffei/\roocf sys/em yvoc//c/ r7o/ercee<:f /SS Aff/A Ga/s. /ser c/ay. T/te curyes of yte/cf par square m/7e of yyo/erj/tad y/ere compu/ec/ from /he /efo/ oc/uo/yia/c/ of surface one/ grouncf yvafar iy c//'yi'c//hg by /fie fofo/ area of ffrounef yyofar co/ehman/ iitc/uc/in^ por//ons of tyofara/iac/ yy/iare grourref rvo/ar is no/ deye/opea/ These curires s/iovy /ha/ //te navy kva/ershec/ /s noyy y/e/e^/ng abou/ TOO OOO gra//ons per cfoy per st^uore m//& , erne/ /he o/c/ yvcr/ershecf near/y 9OO0OO gto//ons per c/ay per square m//e. /f /he grounc/ yyo/ers in /he /J/c/gewooc/ wa/ershec/ shou/': ■■ .-I . . >0 -I :0 -t -t ^0 -H C^l ■ -t O O ■ -I 'M -M !N • 0JC^)C0 I I 136 APFIIXDIX 2 The deterniination of turbidity is not important for ground- waters, because such waters are always clear except as there may be some iron in suspension. Turbidities less than three or four on the empirical scale, by which they are measured, are hardly noticeable. The color of a water is also determined bv comparisoii with empirical standards. A colorless water, as distilled wa- ter, has a color of and a color less than 20 or 30 is hardly perceptible. Color results from organic matter or " leaf tea " in solution. Ground-waters are generally colorless, except those drawn near swamps or sources of organic pollution. ''Apparent color " in unfiltered ground-waters may result from finely divided particles of iron oxide. Chemical Examixation The amount of nitrogenous organic matter in a water is ordinarily determined in parts per million as albumenoid am- monia. Free ammonia re]:)resents the first products of decom- position, and nitrite and nitrate are the successive steps in the change to the final mineralized condition. Excepting su])- plies near sources of subsurface pollution, ground-waters con- tain but little organic matter because it has been entirely oxid- ized to nitrate in the natural filtration that takes place in pass- ing through, the surface soils. The total solids represent all the organic and mineral con- tents of the water left after evaporation. Chlorine, which occurs as common salt, or otlicr chlorides, is found everywhere. If the amcnuit of chlorine is in excess of the normal in any locality it is an index of pollution or evidence of intillralion of sea-waler. The normal chlorine on Long Island generally varies from three j^arts per million in the center of the island, to about six parts near the shores. Outlying bars and the easterly flukes of the island, which are more exposed to the sea breezes, have much higher normals. Hardness is a measm-e of the destroying effect of the wa- ter on soaj). When the hardness is less than 10 it is not no- ticeable, and waters having a hardness less than 25 are not ob- jectionable. The alkalinity repre-enls that portion of the hard- ness that is made tip of carbonates and bicarbonates. The re- mainder of the hardness consists of sulphates nitrates, etc. 11ie LOCATION OF PROPOSED WORKS 137 normal ground-waters from the siliceous sands of Long Island are soft. A hardness in these waters much greater than 10 is evidence of sewage, animal wastes or the presence of sea-water. The occurrence of iron is considered later at some length. Bacterial axd ^Itcroscopic Examinations Xo bacterial and microscopic examinations of these Suffolk County waters have been made. The work of the Burr- Hering-Freeman Commission showed that deep ground-water in its natural state is sterile. It is unusual, however, to find a ground-water supply without a few organisms and great numbers occur in wells when conditions are favorable for their growth. While these organisms are harmless, from a sanitary point of view, they sometimes give rise to offensive tastes and odors, and fill up the wells and the pipes of the dis- tribution system. Normal Grouxd-\\\\ters The first four samples in Tal)le 8 come from the undevel- oped scrub oak lands, and are representative" of the normal Suf- folk County ground-waters unaffected by pollution from the resident population. These waters are uniformly cool, generally clear, colorless and contain but little organic matter or mineral salts. The amounts of chlorine, which in other localities might be intcr])retcd as evidence of pollution, arc normal for water- sheds so near the sea, and represent the salts carried inland by moisture-laden ocean winds. The slight hardness of these waters, which lia> a like origin, is caused, for the most part, by sulphates. Carbonates, of which the sea-salts contain a relatively small proportion, are naturally low, as there is no limestone rock or other calcareous matter on Long Island. The amount of iron in these waters from the yellow, water bearing sands and gravels is not sufficient to give any trouble. Altogether, these natural ground-waters of Suffolk county are most attractive for a public supi)ly, absolutely safe for domes- tic use and satisfactory for all commercial purposes. The comparatively high tur1)i(lity and color of the water at the Lindenhurst well was due to scale from the well casing. Si pPLiL.s OF Local Water-Works The larger public water-supplies which are situated in the outskirts of the south shore villages, are of satisfactory qual- 138 APPEXDIX 2 ity. but they show in the -larger amounts of nitrates, chlorine and in greater hardness and alkalinity, the effect of subsur- face drainage from the local population. These villages have no general drainage system ; where the most primitive methods of sewage disposal are not still in use, the house drains are connected with cesspools and the ground-water in their vicinity is consequent!}- much polluted. \\'ati-:ks from S.mali, Domestic Wells .Many of the waters from dug- and driven wells at farm houses, country residences and railroad stations are as pure as the normal ground-waters first shown in this table. Others taken from wells near points of disposal of sewage and house- hold wastes contain much dissolved mineral matter and are noticeably high in hardness and alkalinity. A bacterial exami- nation would doubtless show these waters to be free from organic life, as a result of their filtration through the sub- strata of sand and gravel. AMiilc they may be perfectly safe to drink, such waters cannot be considered satisfactory for domestic or industrial uses. W aters from Off-Siiore Islands and Beaches The last three samples in Table S are of interest in show- ing the character of the waters obtained on the small islands and sand beaches that separate the Great South bay frc^m the Atlantic ocean. llie sam])le from Aluncie island was taken from a flowing well 240 feet dee]), and exhibits only a slight seepage of sea- water to the stratum in which this water flowed fn^m the main Long Island shore, 3.3 miles away. 'I1ie water from ( )ak island was drawn from a shallow well, and that from Fire Island 1)each from an open in the beach sand, lioth waters represent rain-water that has I'allen ni)()n the>e island^, and it is not suri)rising, therefore, that they are liigh in mineral salts, because of their pro.\imit\- to the sea. .\ote. however, the greater amouiU of chlorides in ])ro])( >rtion to the total solids than in llu' \\ater-> of domestic wells polluted b)' human wastes. Si Ki" \( i:-\\'a'i i'-ks The anaK>es of the sur face-water^ in SulVolk count \- are presented in 'i'able These waters represent ground-waters 140 APPEXDIX 2 that have drained into the surface streams, and they show somewhat greater turbidity and color and slightly more or- ganic matter than the normal ground-water, because of some surface washings and their passage through swamps. The surface streams north of the south shore villages in Suffolk county now drain but sparsely populated watersheds, and would doubtless be reasonably safe for domestic use for some years without filtration. Eventually they would become polluted by the increasing population on their watersheds, as have many of the surface-waters in Nassau and Queens coun- ties, which have been abandoned or in some instances have been filtered before delivery to Brooklyn. Aside from the inexpediencv of appropriating some of these surface-waters in Suffolk county, there is certainly no merit in collecting them and filtering out the organic matter and surface washings, when it is possible to intercept nnich of the same water in the ground before it reaches the streams. WATERS OF THE RTDGEWOOD SUPPLY It is interesting to compare the Suffolk County waters with those of the Ridgewood supply of Brooklyn borough, which is obtained in southern Nassau and Queens counties. The fol- lowing analysis of the supply taken at the Ridgewood reser- voirs represents averages of two weeks in October, 1907, coinci- dent with the collection of many of the Suft'olk County waters: Temperature 62^ F, Turbidity 3.5 Color 15.0 Albumenoid ammonia .030 Free ammonia .018 Nitrites 003 Nitrates 1 .38 Total solids Fixed solids 81.0 Chlorine 9.0 Hardness 31.0 Alkalinity 15.0 Iron .. . .' 0.58 Bacteria per cnl)ir ci-ntinu'tcr ( 48 lionrs at 20 ' C.) . 207 Total microscopic organisms 62 LOCATIOX OP PROPOSED WORKS 141 COMPARISOX WITH SUFFOLK COUXTY WaTERS It is evident that the normal ground-waters and even the waters of the pubhc suppHes in Suffolk county are better than the water now furnished the City by the Ridgewood system. It is important to explain, however, that the general quality of the Ridgewood supply is impaired by the water from some of the surface streams and by the high mineral contents of the waters delivered by a few stations on the " old watershed," in the westerly portion of the system, as shown by the analysis of the water from each station in Table 10. It is the purpose of this discussion to show that the high mineral contents of the waters of these stations result from their proximity to the salt water of Jamaica bay, and from the existence of a large population on a portion of the trilnitary watershed. It is in- tended to suggest, also, that the solution of the large amount of iron in some of the supplies may be occasioned by the agency of organic matter near the stations. Doubtless only the great need of water in Brooklyn borough prevents the abandonment or reduction in j)um])age of the stations now }-ielding an unsatisfactory sui)ply. As soon as new sources are developed a great imj^rovement can be effected. The surface character of the Suffolk County watersheds and the im(lerl\ing water bearing strata are much the same as in western Long Island, and a thorough understanding of the causes of the deterioration of portions of the Ridgewood su])ply is necessary, in order that in constructing the ])roposed works in Suffolk county the original purity of the sup]:)ly may be maintained. CoMP.\RISf)X WfTH OtIIKR StPPUKS The waters of the Ridgewood s}stem compare favorably with the other large supplies in this country and abroad, both in tlie amount of organic matter and in tlie dissolved mineral content. This is shown in Table 11, page 143. The (juality of a water-supply is. after all, ])urely relative; a water that occasions no complaint in one city would not be tolerated in anf)ther. Still, the public is being educated all the time to higher standards in water-supply, as well as in business ethics, and works cannot be laid out to-day to provide a supply that is not in every way attractive and al)-r)lutely safe for domestic use. 142 TABI,E 10 Analyses of Waters of the Ridgewood Supply Parts per Million Source of Sample XlT- Total Chlor- Hard- R.\TES Solids ine ness Iron SURFACE-WATERS Baislevs' filters 0.50 111 7.1 39 0.10 Springfield filters 1.60 137 10.4 53 0.40 1.00 137 10.1 43 0.85 Smith's pond 0.35 70 6.2 17 0.00 1.50 80 7.4 23 0.55 1.05 77 7.1 21 0.30 Shodack brook 0.65 62 5.2 17 0.20 Hempstead pond 0.20 67 6.4 10 0.55 Hempstead storage reservoir 0.30 00 5.4 18 0.15 2.10 82 10.3 23 0.20 0.75 82 6.6 20 0,20 0.40 58 5.4 14 0.35 0.35 55 5.6 8 0.25 0.35 5.0 14 0.15 0.25 ■70 5.8 10 0.15 Millburn pumping-station 0.40 66 5.4 17 0.25 GROUND- WATERS 1.45 322 13.0 200 0.70 Spring Creek shallow wells . . . . 4.00 402 79.0 105 0.30 9.10 187 11.3 42 0.15 3.10 139 7.8 72 0.40 8.40 198 23.8 70 0.05 Baisley's 3.30 165 26.0 0() 0.10 0.05 119 5.1 (>8 0.55 2.70 201 32.0 ()S 7.50 St. Albans 1.05 117 S.l 38 7.40 0.05 07 4.2 14 2.40 0.25 107 6.0 34 5.80 1.20 / •) 6.4 29 0.55 1 .<)() 90 6.9 30 0.20 0. 10 5S 4.0 13 l.<)5 Watt's Pond shallow 3.00 90 0.9 1.40 0.40 5.0 13 0.35 0.55 54 5.3 IS 0.15 0.15 45 4.0 11 0.10 0.50 42 3.1 10 0.40 0.20 48 4.9 17 0.20 Wantagh infiltration gallery . . 0.65 62 5.5 •)•) 0.10 Seaford Station infiltration gallery 1.10 49 7.0 20 0.10 Massapequa infiltration gallery 0.55 50 0.1 17 0.10 Carman's infiltration gallery . . 0.50 46 5.9 16 0.10 143 q X q q — ' ~i i> ~ 5 u O lO X ^ (m' L-i d x' rc o X -M 3 ^ — ^4 M CO 1- X c: ~ P 3 CO Q to O HJ ( o s: ■ O — 'J 2 3 > u > S J O u -C ^ -C ^ pq CLi ci< o u c/3 50 S • ^ ^ ■ 0) OJ i> w3 (J 1° 144 APPEXDIX 2 IXFLOW OF SEA-WATER One of the most serious sources of the impairment of the Ridgewood waters is tlie hrackish water that reaches some of the stations nearest the south shore hays, and which accounts for most of the chlorides and some of the hardness and alka- linity in the supply. The amount of the dissolved sea-salts in the Ridi^'ewood supply has never heen sufficiently g-reat to he sensible to the taste, hut the water has sometimes been too hard for domestic use and unfit for some manufactiu-inq- pvir- poses. The following- ])artial analysis from ])age 519 of the ]')urr- Hering-Freeman report, shows the ])rincipal mineral ingredi- ents of sea-water : Parts per million Sodium chloride 26,430 ^Magnesium chloride 3,150 Magnesium sulphate 1.7S3 Calcium sulphate 1,330 Silica 120 Calcium carbonate ."^6 Magnesium carl)()natc trace Oxide of iron trace Total 32,S60 l-'vidcntly, about 00 ])er cent, by weight of the salts dis- soh'ed in sea-waler arc chlorides; over nine ])ci- cent, arc sul- phates, and less than 0.2 per cent, is car])nnate. A high chlorine content and comparatix'cly low hardness and alka- linitx' in an\- gr< )nnd-\\ attM- t. therefore, the presence ol sea-water. Ci I i.oKi x I". IX l\ in-'^ Consumption 3>l YIELD OF RIDGEWOOD SYSTEM A/or ma/ C/?/or//7e c7/?ou/ S,5' par/s per m////on J I __SALINrTY OF SUPPLY AT RIDGEWOOD RESERVOIR 8951 18961 18971 1898 1 )899 1 1900 | I90t | I902|>903| I904| I9Q5 | t906 1 1907 1 4^ The high sa/ini/y of /he ^ ^ R/'dge^yooc/ System comes pr/ncipa//y from /he water pumpec/ by /he 5pr/ng CreeA f^hoZ/otv) dhefuc/fef fc/eepj ^ ^ Bo/se/ey one/ Jo/neco ^ ^ (5ho//oiyJ S/o//ons //?e y/eJc/ fro/n iy/?/c/? ^ is shoivn /has one/ shoc/ec/ rec/ SALINITY OF •0 RIDGEWOOD SUPPLY \ 1895 - 1907 4 2 F£B.Z0.I908 B. RROWN PRINTING A BINDING CO., N Y. /^^^ |_ g|5 LOCATION OP PROPOSED WORKS 145 The original Brooklyn supply from surface streaiiis con- tained from five to six parts of chlorine per million, which is the nornial chlorine in southern Long Island. A large increase came with the development of the ground-waters. That shown on this diagram, in 1895. was occasioned bv the pumping of the wells at the old Agawam station, which was soon after abandoned for the present site. In 1897, following several years of low rainfall, the heavy draft upon the Spring Creek, Baisley's and Jameco stations raised the chlorine to a high ligure, arid in 1899 th.e water from the deep wells at Shetucket station contributed a large amount. The stations delivering brackisii water were shut down froan time to time and parts of their well e(|ui])ment cut out; but only temporary relief was secured until when the high rainfall increased the seaward niDvement of the fresh water, and the construction of additional ground-water col- lecting works permitted the sources of objectionable water to be abandoned or the pumpage greatly reduced. By this means the clilorine was reduced in D04 to six ])arts ])er million, which is but slightly above the normal. Since that time the amount has. however, slowb.- increased as a result of the heavy draft u])on the watershed, until, durini;- the fall of the ])ast year, it reached at one time 12 i)arls per million. Old SiiExrcKET 1)rivi-:.\-\\ i-:i.i. Station The record of the \ ield of the old Shetucket station fur- nishes one of the mo>t interesting exam])les of the danger re- sulting from collecting ground-water near the sea. This sta- tion was situated iu>t soulli of the conduit on the edge of the salt marshes about three miles from l^iflgewood ])mnping-sta- tion and originally cf)m])ri>cd twelve 8-inch wells. U)7 to 180 feet in depth. These wells drew their su])])!y from water bear- ing sands below a clay stratum 125 feet beneath the surface. Sheet 12, Acc. L 608, which is an extension of that on page of the I Uu r-I k riui'-b^reeman re])ort, shows tlie o])er- ation of this station from 18^)/ to 1905, inclusive. The i)lant was first operated ;)t a rate of nearly four million gallons ])er day for the last few months of 18')/. and yielded a satisfactory su.])])l\-, liaving only 4.5 ])yrts of clilorine ])er million. In the following March, 1898. when the rate of i)mni)ing was in- creased to six million gallons per dav. the chlorine showed a slight increase anrl tlie amount continued to rise, aitliough the SHEET 12 LOCATIOX OF PROPOSED WORKS 147 yield of the station was reduced to four million gallons per day, and later, as the salinity continued to increase, to one mil- lion gallons per day. The chlorine in 1902 rose to 500 parts per mihion. In 1903 the pumping was further reduced to an average of 0.5 million gallons per day. and continued at this rate until August, 1905. The chlorine did not decrease materially with this low rate of pumping and the deep wells were then ahan- doned. Investigation in 1903 showed that the brackish water came from the bay through the strata beneath the clay bed. The sands above this clay contained only 6 to 20 parts of chlorine, and in 1907 shallow wells were driven at the She- tucket station to replace the deep ones. One important fact is brought out by the operation of the Shetucket station, w liicli is confirmed elsewhere, that the orig- inal freshness of the ground-water in the sands is not restored at once by shutting down the plant and permitting the ground- water to rise to its original level. \Mien the sea-water once reaches a system of wells tlie only remedy is to abandon them. Probably only in the course of many years will the salt water be entirely washed from the sands by the slowly moving fresh waters escainng into the sea. Otiti:r Stattoxs of the Ridcewood System The shallow wells of the Spring Creek, luiiselcy's and Tamcco (Iriven-wcll stations have also yielded brackish water. The studies upon the operation of these stations by the De- partment of \\'atcr Supply are given in the report of the lUirr- Hering-Freeman Commission, pages 410 to 420. At each of these ]:)lants the brackish water seemed to reach the wells froni Jamaica bay in a coarse stratum that perhaps re|)rescntc(l an old surface channel. The yield of Spring Creek station has been reduced during the past three years, and the yield of IJaiselcy's station has been cut down to but little over 0.5 million gallons per dav. The new Morris Park and A(|ucduct stations are ]:)ro\-iding water fpiite high in chlorine, and it is probable, in a year of low rainfall, that their delivery would bave to be considerably curtailed. The only station on the " new watershed " cast of Freeport which has yielded brackish water was the old Agawam sta- tion. This was located a short distance north of the head of 148 APPEXDIX 2 the salt-water creek at the ^lerrick road, and when placed m operation yielded a supply so high in chlorines as to increase the salinit}- of the whole Ridgewood supply during- the latter part of 1895. The station was moved 700 feet north to the present location, where no difficulty has heen experienced. It should he noted that the water-tahle at the present site is. to some extent, sustained hy the overtiow and seepage from the East Meadow pond, a few hundred fe'et above. (Seethe lUu-r- Hering-Freeman report, Plate XIII, page 836). The amount of chlorine in the supplies from the Shetucket, Jameco, S])ring Creek and Baiseley's driven-well stations, with the corresponding ground-water elevations at these plants, are shown on Sheet 21, Acc. LJ 195. LocATiox OF Grouxd- Water Works of Ridgewood System The stations of the Ridgewood system that have not been affected by the sea-water evidently owe their imniunitv to the distance from the sea, the hight of the water-table and the lack of free movement of the ground-waters where thev are situated. The amount of chlorine at the driven-wcll stations of the Ridgewood system are shown on Sheet 13, Acc. L J 188, with the distance of each station from the salt water in the south shore l)ays or estuaries tril)utar\- to ihcm. the general hight of the normal ground-water surface, the i)umpage, the maximum salinity and the corresponding depth of pumping. This diagram shows that brackish water has not reached the wells of anx- station that is situated o\er 2.000 feet from the salt water. Se\-eral other stations within this disiance, and some l)Ut little farther awa)', notal)l\- the Oconee station, would doubtless have j)umped brackish water but for tlie fine- ness of the water bearing strata, the low ])unipage and the small area of inlluenee ai)ont the wells. More ground-water has been developed on the "old water>lied " and the dri\en- well stations have been pumped nioi-e continuously than on the new. Several stations of the r.rooklyn works in Xassau county, particularh- the Agawairi, Matowa and oilier (li-i\en-well sta- tions ill the " nt'w watersluMl," are l;ul little farthei" from the salt watei' than tliese stations where sail water has been ob- tained, and not one of them is located where tlie normal grou.nd-water surfaiH' was originally highei- than 10 or 12 feet aboN'c mean sea. It ap])ears \er\ pmhable. llierefoiH', that salt or brackish water would ha\e U'cn obtained at man\' of SHEET 13 WaUs Pond ShaJ/ow- >0 >• N «9 IJ> S il-i i Forest stream ShaJlow 1— '> |/ ^ lO « t\ 0» s the max- ■mum shown by analyses made from I Q 97 to 1907 both inclusive. for ^^afr?eco shallow, the chlorine is ""-y-^ 1 1 j 1 1 , 1 1 1 1 1 'he rate ^iven for mixed supplies m eludes both deep and shallow >source.s. I I I I I I I I I I I I I MAXIMUM SALIN/TY Maximum Chlorine in Parts per Million LONG I5LAND SOURCES BROOKLYN WATER 5UPPLY WATER LEVELS AND CHLORINE DRIVEN WELL STATIONS, RID6EW00D SYSTEM From Records of the Dep in the cliaracliM- of the saturated strata, and llie freedom of coninnuiicat ion iu a x'erlical direction near tlie line of contact, as shown in the SHEET 14 FIGURE NO.I NORMAL RELATION BETWEEN FRESH AND SALT WATER 0- Sea Le^el \W!m of Tr/iuhr/ Wahrsh^^ FIGURE N0.2 RELATION BE rWEEN FRESH AND 5ALT WATER AFTER ■.XCAVATION OF CANAL s^ND LOWERING OF WATER TABLE From proceedings of Royal (Dutch) Institute of Engineers. IDEAL SECTION OF NORTH HOLLAND DUNES SHOWING EQUILIBRIUM BETWEEN FRESH AND SALT WATER IN HOMOGENEOUS POROUS STRATA Jan. 28, 1908 ACC.L339. M. B. BROWN PRINTING & BINDING CO.. N. Y. SHEET 15 Norfh 6eo X Sa/t mter /res/? H/ofer Obsen/ed houuncfory ^\ i)ef\//een -fres/? (7nc/sa//' wafer ^- SECTION OF COAST WHERE SUBSTRATA ARE UNIFORMLY PERVIOUS SHOWING OBSERVED DIFFERENCE BETWEEN THEORETICAL AND ACTUAL BOUNDARY BETV/EEN SALT AND FRESH WATER DUE SEAWARD MOVEMENT OF FRESH WATER Nor i-h Sen >5o/f Wafer Fresh 60 ft Wafer SECTION OF COAST WHERE POSITION OF SALT WATER fS MODIFIED BY IMPERVIOUS STRATA RELATION OF SALT AND FRESH GROUND WATER ON THE COAST OF BELGIUM Frum "Journal fiir Gasbeieuchtung unci Wcfsserversorgung \Aa\i 9, 1903 Jan. 24. i9o8 Acc LSdZ M. B. BROWN PRINTING & BINDING CO., N. Y LOCATIOX OF PROPOSED WORKS 151 second figure on Sheet 15, Acc. L 592, where impervious clay beds exist. IXVESTIGATIONS OF THE A^ISTERDAM DuXE SuPPLY The most thorough investigation of the hydrology of fresh and salt waters has been made by the Amsterdam A\^ater Works, which were briefly described in the Transactions of the American Society of Civil Engineers, \'olume IA\ , Part D, page 169, and more fully in the Transactions of the Royal (Dutch) Institute of Engineers, February 1, 1904. A cross-section of the dune works near Haarlem and Zandvoort, from the Xorth sea to the Haarlemermecr, Sheet 16, Acc. L 5(S0, which has 1)een taken from the latter pa])er, shows the canals from which the ground- waters are collected, the geology of the substrata and the movement and salinity of the ground-waters. The normal relations between the fresh and salt waters, which must have 1:!ecn originally as shown in the ideal section of the dunes. Sheet 14, Acc. L 339, have been mcdified Ij}- the ])um])ing out of the ])()ldcrs behind the dunes. In spite of the rain- tliat ha\ e fallen on the surface of this polder for hundreds of \ear>, tlie waters in the polder arc l)rackisli l)ecausc, lacing lower than the Xorth sea, the salt water flows inland to tliem l)cneath the dunes. The ground-water sup])ly for Amsterdam is, for the most part, gathered by the canals from the sands above the first clay stratum. Deep wells have, however, been driven into the second water horizon below this upper clay stratum which to collect the fresh waters tliat have slowly ])ercolate(l from the surface. These wells are onl\- intcndcrl to furnish a tem- porary supi)ly to meet the city's demands until >uc]i times as new sources east of the cit)- ma\- be developed. The engineers of the works know lhal the su])pl\- is small that comes from the surface to these lower sands through the semi-impervious stratum, and they reali/.e that as soon as the stored water is drawn at a greater rale than that of the downward movement from aljfjve and the fresli-water pressure there is reduced, the salt water will enter and the wells mu>t l)e abandoned. There is much of interest in this diagram in the relative pressures in the several water horizons, and in the direction of ground-water movement and the methods employed during the Amsterdam investigations that could be profitably ap|)lied to Long Island problems. \\ the ground-water in southern Suffolk county were lowered kj a depth of 15 feet below sea- 152 ArPEXDIX 2 level by means of deep wells driven at a distance of five miles from the shore, and a continuous stratum of clay separated the upper and lower water horizons, the conditions would be identical with those shown in this diagram at the westerlv edge of the Haarlemermeer polder, and salt water would just as surely, in the course of time, enter the wells as it does the polder canals. Long Island Relations On Sheet 17, Acc. L 105, two ideal sections of Long Island similar to those of the Holland dune have been constructed from the available data on the hydrostatic conditions of the deep ground-waters, assuming in this diagram that there exists homogeneous and pervious material down to bed-rock. The first section represents roughly the present normal relation in Suffolk county between the fresh and the salt water in the unconsolidated strata. It has been found that the hydrostatic head on the deep waters in the center of the island is 10 to 20 feet below the surface of the main water-table, and there are artesian heads on both the north and the soutli shores from 5 to 15 feet above sea-level. From these data, the deej) jjressure gradients have been drawn and the lines of contact between the fresh and salt waters estimated. Tile arrows indicate the downward movement of the ground-waters in the center of the island from which results the observed loss of head between the surface and the deei") waters; also the lateral movement of the waters irom the middle of the island, in both directions, t;) the sea. and the u])\var(l movement and the emergence of this dec]) water be- yond the shores. This general movement has been well con- firmed bv the character of the water found in dee]) wells near tlie shore. These deep waters ha\e generall\' much less chlorine than the surface-waters in the >ame locahtx', but (|uite the same as the siuTace-waters in the center of tlie island. In (b-awing the arrows, sliowiiig the general direction of the ground-water movement, their kMigtlrs liave l)een made i)r()- ])f)rtional to tlie ])ro1)ab]e \elocities of tlie ground-water just to illustrate how exceedingly slow i-> the nioti(»n of these waters, and, eonse(|nently. how ])erfect is their ])nritication. The magnitude of the movement of the ground-water in the lowest strata is doubtless greatl\- exaggerated, as most ol the seaward tlow is believed to take ])lace in the }-ellow gra\els in tlie lir^t 100 to 500 fet't of tlie water bt'aring sands. SHEET 16 1^ — Pressure //he of fresh )/yafer in ^econc/ /?or/zon. Elevfftion in Feet. GROUND WATER PRESSURE LINES AND CANALS OF COLLECTING WORKS 20-, 15 10 sH -SH n-/7.9 IS-- 6 Miles -4 /^orih Sea /^/?-3e<:/Ley^ ^ ^ Surface of dunes //oor/emmer- meer po/der -T" f^AKT-- — /OOopoH-s per mi ///on S •100- -200- -300- -400- GEOLOGICAL CROSS SECTION OF THE DUNES SHOWING DIRECTION OF MOVEMENT AND SALINITY OF GROUNDWATERS AMSTERDAM WATER WORKS INVESTIGATION OF DUNE SOURCES NEAR HAARLEM AND ZANDVOORT From Transactions of Royal (Dutch ) Institute of Engineers , Feb. 1 , 1904. M. B. BROWN PRINTING & BINOINS CO., I Acc. L580 SHEET 17 154 APPEXDIX 2 The second or lower section of this diagram shows roughly the effect on the nornial line of contact between the fresh and salt water of pumping down the ground-water on the south shore. The salt water would naturally flow inland and rise as the ground-water surface was lowered until, if this lower- ing was continued for some years, brackish water would be obtained in the wells. This section brings out th-C interesting- fact that when the water-table is lowered under these condi- tions, storage is drawn not only from the surface of the ground-water reservoirs, but some fresh water is evidently abstracted from the bottom, as salt water advances toward the collecting works and partially Alls the space previously occupied by the fresh water. The amount of this storage, in any year, from some considerations of the Ridgewood works, does not appear to be large because of the slow advance of the sea-water and the mixture of salt and fresh waters that occurs. It would not be difficult to detect the advance of salt water to the proposed collecting works if test-wells were driven along the shore and samples taken at intervals for chlorine examination. Such wells should be driven before the Suft'olk County works are placed in operation. If we assume, as in this sketch, a well 500 feet in depth, it is evident that the salt water would enter the bottom when the fresh-water head is drawn to the level of 12.3 feet above sea-level, providing the brackish water has the assumed specific gravity of 1.025. If the brackish water in the ])orous sands were diluted bv a large proportion of fresh water and its s])ecific gravity were onh- 1.015, brackish water wotild not enter this well until the fresh- water pressure head at the bottom were less than 7.5 feet abo\e sea-level. The higher value would onlv be oljtained after many years of operation of collecting works that interce])te(l the entire fresh-w^iter movement towards the sea. h'rom Sheet 17. .\cc. L 105, it appear.s that where there are no im])er\'i( )us cla\' l)eds l)(.'t\\een the tipper and lower water l)earing strata, the greatest safety against the entrance of sea-water wouhl l)e secured l)y constructing the works in the center of tlie island and by maintaining on either side, between the>e works and the sea. a fresh-water summit of at least 20 feet or more al)ove sea-level. Such a development would. liowc'X'er, l)e ver\- expensixe, both in first co-;l and in o])eration, and it would be im])()ssil)le to lower the water-table LOCATIOX OF PROPOSED WORKS 155 at such wells sufficiently to draw upon as large a tributary watershed as may be obtained by the proposed works on the south shore. As far as the deep water bearing strata have been investi- gated, it is very improbable that any wells would be driven as deep as 500 feet. The maximum depth of the wells is not likely to exceed those of the Ridgewood works, about 200 feet, and, from present indications, they may not, perhaps, be greater than 150 feet in depth. These considerations of the equilibrium of the fresh and salt waters show the advantage of the shallow wells in protecting the supply from the sea- water. Minimum Fresh -Water Head On Sheet 18. Acc. L 599, is shown graphically the niini- mum hight of the fresh ground-water that will exclude from wells of various depths in the saturated sands, sea-water vary- ing from 1.005 to 1.025 in specific gravity. The density of the sea-water off this coast is about 1.025, but the waters of the south shore bays vary in specific gra\'ity from 1.015 to 1.020. Moriches bay has, however, a density of about 1.005. After the operation of the proposed collect- ing works, the density of the south shore bays will increase slightly, but it i> unlikely, from the known density of the wa- ters in Jamaica bay south of the Ridgewood collecting works, that any of these bays in SuA'olk county will ever have a greater specific gravity than 1.020. and many portions will never exceed 1.015. Referring to this diagram, it is evident that in wells from 100 to 200 feet in depth, the ground-water should never be reduced during long periods of operation below four feet above sea-level. As the south shore bays are about 0.8 foot above the !>. \\'. S. datum plane of 1907. which is used in this report, the safe minimum ground- water elevation, on our scale of bights, would be at Elevation 5. A ground-water suj)])ly cann;yt l)e collected without depress- ing its surface, and if, furthermore, the pro])ose(l works in southern Suffolk county were designed to secure enough stor- age to maintain the estimated \icld. the amount of lowering of the ground-water surface corresponding to the storage required must be added to the minimum elevation of the ground-water shown by this diagram, in order to find the normal hight of ground-water above sea-level where it would be safe to locate wells of any given depth. SHEET 18 ^1 1.030 1.025 1.020 1.015 1. 010 1.005 1.000 Socj/h 5/7ore Bays yv/// probab/y vary be^een /bese //m/'/s I o//er dj vers ion of porb'on of fresh ^a/er /b/Zof /~or yi^e//s /OO fo ^00 feef /n cfepfb kvb/cb ore proSob/y fbe ts'eepesf fhaf fvoo/cf be c/r/i/er? or? //7tf Sao/ber/? Suf/oZ/r Coanfy Co//ecbh^ JVorAs . // ei^/aZen/ f/?af f/ye ^rourpc!^ i^o/er sboc//G/ nei^er pumped for any /engffb of f/me be/oiv f^/e^^ 2 /o 5 feef on /be Fresh Water ffeod necessary fo exc/ucfe Brock /sb Wafer of any Specjfic Gravify from Wafer of ^/\ren depfh. ^dof fo /bese beads fhe n7ean f7e/ghf of yyafer '/n fbe 5ouf/? 5bore ^C3y5 - O.Sff. fo obfoJn so/e e/eh^af/on of ground looter on fhe B.l^S . cdofum SAFE HEIGHT OF GROUND W^TER AT COLLECTING WORKS TO PREVENT ENTRANCE OF SALT WATER Jan. ae, 1308 . B.WS. .'.24 AccL599 LOCATION OF PROPOSED WORKS 157 In Appendix 1 it was pointed out that a storage correspond- ing to about 50 million gallons per square mile should be ob- tained and that of this it was suggested that about half should be obtained on the main line of the collecting works. To make available this volume of storage, it would be necessary to pump down the water-table at the wells on the main line about 15 feet. If the ground-water surface were not to be drawn for any great period lower than Elevation 5, the original level on the line of the works should be 20. It is evident then, for wells from 100 to 200 feet deep, that a location for the pro- posed Suffolk County derelopnient should be selected zvhere the ground-water is at least a^s high as Elevation 20 feet on the B. W. S. datum. Location of Amsterdam Works The on]_\- large ground-water >n])pl\- near the sea with which tlic location of the Long Island works ma\- l)e com- pared, is tliat of the dune works of Amsterdam, near Maarlem and Zandvoort, a section of which is shown on Sheet 16, Acc. L 580. The so-called West canal of these works is the nearest to the North sea, and is only y'^ mile from the sliore. The surface of the water in tliis cliannel in wliicli the ground-water is collected is, however, five to six feet above mean sea-level, and the bottom of the canal is over a foot above tliis level, or evidently higlier than portions of the Wantagh infiltration gallery of the 1 Brooklyn works. Some of the other canals two to three miles from the sea are lower than the West canal. 'Idle bottom of the lowest of these, the Sprenkel canal, i> three feet bekjw mean sea-level; its water surface, however, is two feet above, so that the works arc safe from the entrance of sea-water, 'idle normal ground-water level near the dnne canals was 10 to 15 feet above sea-level. LOLLITIDX I' ROM LOCAL POITLATION The sea-water from the south shore bays is not the only source of dissolved mineral matter in the Long Island ground- water>. In the anal\>es of tiie Suffolk County waters, atten- tion has already been called to the large amount of chlorine and nitrates, and to the great hardness and alkalinity of the 158 APPEXDIX 2 ground-waters from wells adjacent to points of disposal of house drainage and domestic wastes. The mineral contents of some ground-waters from the more thickly populated portions of western Long Island, given for 1902 in the Burr-Hering-Freeman report, are shown below: Population per Square Mile of Parts per Million Watershed Esti- StATION , MATED ON PaGE 565 Nitrates Chlorine Hardness of Report of Burr-Hering- Freeman Commission Pfalzgraf Water Supply Co. . 9.60 14.3 192.0 5.25 7.4 126.3 3,000 2.49 9.1 131.4 3,600 Montauk Water Co 5.60 19.9 119.0 2,200 7.40 15.7 88.0 Flatbush Water Co 6.72 14.1 172.0 7,000 14.18 22.1 191.9 10,000 Spring Creek deep wells 0.10 6.9 131.3 2,600 It should be noted that these are much harder than some of the waters of the Ridgewood system, containing the same percentage of chlorine. This excess in hardness, which is due to the local drainage, distinguishes these waters from those of the Ridgewood system which arc more affected by sea-water, and, therefore, contain a larger proportion of the chlorides of salt water and less sulphates and carbonates. While the l)actcrial examinations show these waters to be per- fectly safe, they are not altogether satisfactory for many uses because of their hardness. As the population still further increases on the watersheds of these stations, some of them will doubtless be abandoned. L^nlike Nassau and Oueens counties, most of the po])ulation in southern Suff'olk county is located in the villages close to the south shore, and the subsurface drainage containing a large amount of dissoKed mineral matter could readil)' be axoided bv locating llu- proposed line of collecting works north of these south shore villages, where the wastes from the more thickly ])o])ulate{l areas would not drain toward the works. The ground-waters collected on the line that is here j)roposed should not show a much higher mineral content for many years than that of the normal ground-waters shown in 1\'ible 8, i)age 135, which were reVentl\' collected there. The- present population within the watershed in ."^ulti^lk connt\- north of the .south shore \illages is estimated a< 17,000, LOCATIOX OF PROPOSED WORKS 159 which is an average of 51 per square mile. This is hardly a third, or a quarter, of the present population per square mile of the Ridgewood watershed, and explains the better quality of the Suffolk County ground-waters. IROX AND MAXGAXESE IX LOXG LSLAXD WATERS The yellow water bearing sands and gravels of Long Island owe tlieir distinctive color to the film of iron oxide with which they are coated. This oxide is readily soluble upon deoxida- tion in contact with organic matter, and all ground-waters gathered from the yellow gravels contain more or less of the oxide in solution. The solubility of the iron oxide is well illustrated in the scrub oak country of Suff'olk county, where ])atches of clean, white (juartz sand are seen here and there, adjacent to areas of dark loam. The sand below the soil covering is quite yellow, but the iron stain on the surface particles, in contact with the vegetable humus, has l)een dis- solved and washed away. It is not alone, however, the surface humus that serves as the deoxidizing agent by which the iron is dissolved. It is recognized that a large amount of iron is dissolved from deep, iron-bearing gravels, near beds of peat or lignite. Amoi'xt of lRf)X IX Loxr, Ist-axd Waters On the whole, the ground-waters in southern Suft'olk county are low in iron. Among the widely distributed sam- ples taken in a survey of Suffolk County waters, the iron ranged from 0.05 to 0.9 ])art per million, being, except in one or two localities, less than 0.2 part. The waters in the Peconic valley are. however, noticeably high in iron, and the samples from several domestic wells are probably a1jnormall\- large because of their proximity to cesspools, or privies, the drain- age from which ])rovided the organic matter for the deoxida- tion and solution of the iron. The available data on the di>tribution of iron in the Eong Island ground-\vater> have been ])laced on Sheet 19. Acc. L 568. It is evident that the ground- waters along the south shore of the island, from Massa])er|ua to Spring creek, contain larger amounts of iron than in southern Suffolk countv. and that, in general, the iron contents increase toward the westerlv limits of the Ridgewood system. On the other hand, the 160 APPEXDIX 2 ground-waters back from the shores in the central and extreme western parts of Long Island contain but little iron. It seems significant that the ground-waters highest in iron are, in general, found in the western portion of the Ridgewood system and in the Peconic valley, where large areas of the surface are low and swampy, and are naturally covered with a considerable depth of organic matter, as indicated by the red shaded areas on this map. It should be noted that the ground- waters of the Woodhaven, ?^Iontauk and Jamaica stations, which are immediately north of the zone of highest iron contents in western Long Island, have less than 0.2 part of iron per million. It is quite likely that the high iron contents of the waters from the deep wells of the Ridgewood stations in Queens county are the result of the deoxidizing effect of the deep beds of peat through which the ground-waters j^ass on their way to the wells. This map suggests that the stations of the Ridgewood sys- tem, from Springfield to Jameco, would not, perhaps, yield waters so high in iron if they had been located a little farther north in the direction of the W'oodhaven and Jamaica ])iimi)- ing-stations and awa}- from the swampy valleys of the south shore. The greatest amount of iron that is ]XM-missi1)lc in a sup- ])ly is considered to be 0.4 to 0.5 ])art per million. A larger amount is sensible to the taste and gives trouble in tlie laun- dry and in some industrial i)rocesses. The iron in the Ridge- wood su])])ly did not exceed these figures until, during the last few years, a larger suppl_\- lias been drawn in the westerly ]>ortion of the old watcrsbed where the iron is bii^h. as st.'Ued aboxe. Tbc anaK'ses of the Suffolk ( ount\- ground-waters do not indicate thai a suppl\- from ihoe sources would contain more iron than waters of the Uidgewood s\stem. 'Hie swamp areas in s(?ulhern Suffolk county are smaller and the surface soils throughout the southerl)' portion of the county are gen- erally freer from organic matter than those in the Ridgewood watersln-d. Wells (li-i\en into the \ellow graxels al)o\-e the lignitt' bc-ds of the cretaceous (le])osits and on the line ])ro- ])osed for the collecting works in southern Sufh)lk county would not. ])robabl\-, provide enough iron to occasion any trouble in the distribution system, or ;ui\ ;uinoyance as a LOCATIOX OF PROPOSED WORKS 161 domestic supply, or for ordinary manufacturing use-^. since the supply of water in these yellow gravels is not probably drawn to any appreciable extent from the cretaceous forma- tion below. The iron in the swampy valley of the Peconic river is higher than elsewhere in Suffolk county, and it does not appear that the collecting works can be located to avoid it. A discussion of the treatment necessary for the removal of iron in these ground-waters is given in a subsequent appendix. Occurrence of ^Manganese Representative samples of the Suffolk County ground-wa- ters have been taken to determine the amount and distribu- tion of manganese, the salts of which are much more to be feared than those of iron, since they cannot be readily removed from the water. The results are shown in the following table, with the cor- responding amount of iron, and are plotted on Sheet 19, Acc. L 568. Parts per Million Samples . ■ . Iron Manganese Babylon water-works 0..30 0.07 E.xperimental station. West Islip 0. lo 0.27 Bayshore water-works 0.15 0.37 Great River (well) at railroad stations 0.90 0.08 Patchogue water-works 0.30 0.20 Brookhaven (domestic well) 0.90 0.04 Calverton (domestic well) 3.50 0.30 There a]jpears to be no relation between tlie (;ccurrence of iron and manganese, although it is very likely that the conditions favorable for the solution of irf)n may also dissolve out the manganese. The n.wsiioRE Suppi.n' It will be noted that while the iron is higher in the l>aby- loii su])ply. the water of the l>ayshore water-works shows more manganese. The latter supply has a noticeable *' iron " taste, and it is but natural to suppose this is due to the small per- centage fjf manganoe that the water contains. Much trouble occurred at the original P>ayshore pumping- statir)!! ju>t iKjrtii of the South Country road, where the stand- 162 APPEXDIX 2 pipe still stands. The supply was drawn from shallow^ wells about the foot of the swampy pond on the Penataquit creek. It is reported that the amount of iron and the attendant growths in the water became so great as to fill the pipes and give the consumers much trouble. When the station was moved to its present site on comparatively high ground, mile northwest of the original Icx^ation, no further difficulty occurred. There is a suspicion that this trouble came not so much from iron as from manganese, although no samples of scale from the old pipes have yet been obtained. Much less attention has been given to manganese in ground- waters than to iron, and its determination is more difficult. A smaller amount of nianganese is, perhaps, noticeable to the taste, and a supply should not contain, at the most, a larger amount than the greatest allowable percentage of iron. The weight of evidence, however, points to a still lower limit for the manganese. AXXOYAXCE TO SUFFOLK COUNTY RESIDENTS Besides the advantages to be gained in the quality of the Suffolk County supply by placing the collecting works on com- paratively high ground back frt)m the south shore villages, this plan ofi^ers still another advantage quite as important as the others, in that the operation of the works on this location would disturb the ground-water surface but little in these vil- lages and in the zone of settlement along the shore, and. there- fore, would give little annoyance to the residents there. If the line were placed well back, one-half mile to a mile north of the south shore villages, the lowering of the ground- water in the villages would not, under tlic most severe condi- tions of operation, i)robably amount to much over five feet, and would ordinarily be less, 1)ecause the distance between the ])ropo>L'd collecting works and the south shore bays, or tlie large inlets from them, would be such that the rainfall on this strij) south of the collecting works, woidd maintain there a water-table at least two feet above the mean sea, independent of an\- How from the upland watershed. This water-tal)lc would, no doubt, furnish sufficient water for all but the more thickly ])oi)ulate{| i)arts of the largest villages, so that but few diversions of wwWx need be made from the proposed collect- ing works to su])])ly lot-al needs. LOG AT 10 X OF PROPOSED WORKS 163 This advantage of the location proposed is ilhistrated on Sheet 20, Acc. L 583, which exhibits two sections of the south shore of Snfifolk county on a somewhat exaggerated vertical scale. It is evident, from a comparison of the two sections, that the Suffolk County residents need not fear the same annoyance from the operation of a line of collecting works wxll north of their villages as the people of the south shore towns in Nassau county have experienced. The depression in the surface of the ground-water result- ing from the pumping on a location well back from these vil- lages would not be noticeable beyond a distance of ^ mile from the works, and the lands within a zone ^ mile either side of this location are now covered, for the most part, with scrub oak, small pines and brush, as seen on Sheet 149, Acc. 5334, and on Plates 12 and 13 following this a])pendix. Even were there now, or likely to be in the future, many farms in this zone where the soil is, on the whole, very thin and poor, it is shown in Appendix 13 that the ground-water is generally so far below the ground surface that no water can be drawn up by capillarity for the uses of vegetation. COXXLUSIOXS ON LOCATION OF COLLECTING WORKS The only advantage of a line as near the shore as the works of the Ridgewood system appears to be that of obtain- ing the maximum drainage area. The loss of ground-water catchment m choosing a line well back from the shore need not, under average conditions of operation, be more than 10 per cent, of the whole area. The sacrifice of the small additional yield obtained would seem to be entirely justified by the insurance of a permanent supply of good water, free from the salts of sea-water, from the drainage of the towns and from high percentages of iron. By pumi)ing deeply the wells on a location several miles from the shore, during brief periods of large demand, a counter slope might be established toward the wells that would, for a short time, make tributary to the higher line quite as large a drainage area as could safely be drawn upon by the works nearest the south shore. Another consideration that cannot be overlooked in choos- ing a location far from the shore, in the scrub oak country, is the advantage of cheaper land. SHEET 20 ^ t '0 M//es -from Great South Boy — CM I 1 I 1 A/ofe t/?e ^r&T^ar c//sfurhonce //? ^oufh 6/?ore '/'Owns Secouse of co/?sfruc7^on of worAs oncf ^reo/er /o^er/r?^ of wofsrSy /ocof/or? . i ^ ^nun^^ _ A/c/e (?/so ■//?e ^reo/er . wafer kv/f? s^/p?e omounf ^f- Mox/mum JoiYer/ngi grouncf yvafer c/ur/ng /one. per/'ocfs of pumping fhrt/jer /oiA/er/ng of groan cf ^ofer c/ur/no jbr/er per/oc/s /;ec?yy c/rc^fr on sforoge 1 1 LOCATION OF COLLECTIMG WORKS ONE MILE FROM 5H0RE FOLLOWING PRECEDENT OF RIDGEWOOD SYSTEM _ Zone of greafesf _ c/ens/-/y of popc//cr/-/on /n ore /ocafecf q// y/Z/oges <7rc/ 7¥?e /c?rge. esT^fss on T^e soi/f/?s^ora — ^one of unc/eve/oped /onds Except for smo// oreos in fi?e y/c/n/'fy of y^mi-iyy/Z/e, BoZ?yZon ond ZZ?e ZZor/cZ?es Zn/6 zone Zs coi^ered mZZi scruib oo/r ^sZunfecZ p/r?e oncZ 6rusZ7. l/ery ZZZf/e Z?os been cZeorecf for formes. /oi/vering of inouncZ yiraZer — fur/hg Zong per/ods of pump/nq m?fer dar/ 'ng Z)r/€f par/ocis //eoyy pumpZng . PROPOSED LOCATION OF COLLECTING WORKS TO AVOID UNNECESSARY DISTURBANCE IN SOUTHERN SUFFOLK COUNTY LEGEND V////////, Depress/on of ground v^xiZer Zf?roug/7 ord/nory pump/ng ZZ?af yvou/o senous/y offecf SuffoZk Counfy inZerests. Depress/on donng hnef perwds of a^eep pumping- LONG ISLAND SOURCES ADVANTAGES OF PROPOSED LOCATION OF COLLECTING WORKS IN FREEDOM FROM SERIOUS ANNOYANCE TD SUFFOLK COUNTY RESIDE^^■S Jan 21, 1908 n.w.s. 336 Acc L583 LOCATION Of PROPOSED WORKS 165 The location now proposed for the collecting works in southern Suffolk county is one that provides the largest drain- age area consistent with reasonable safety from the entrance of sea-water. It may be seen on Sheet 6, Acc. 5596, that this location fulfills the condition of being above the 20-foot ground-water contour, so far as economy in construction per- mits. The proposed line diverges southerly from this ground- water level at some points, to avoid excessive excavation in high ground, and again to shorten the aqueduct at river cross- ings. These points may be made reasonably safe by construct- ing fresh-water reservoirs in the larger streams below the works to exclude the salt water from the surface strata, as proposed in Appendix 9. On Sheet 149, Acc. 5334, showing relation of cultivated areas and villages to the proposed line of collecting works, it may be observed that the works would be north of most of the south shore villages, and that the probable limit of inflection of the ground-water surface towards the works would be north of the more thickl\- ])()])ulated areas. This map shows also that, but for the valleys of the largest Suffolk County streams, the collecting works avoid the low, swampy lands of the south shore. The location of the collecting works must, of course, be made where the water bearing strata are most favorable for the collection of a sui)|)ly. 11ie borings have shown more coarse material in the direction of the center of the island than near the south shore, and this fact is still another argu- ment for the scrub oak location. SHEET 21 PLATE 12 PLATE 13 167 APPENDIX 3 GENERAL PLAN FOR SUFFOLK COUNTY COL- LECTING WORKS BY WALTER E. SPEAR, DIVISlOX ENGINEER So far as may be consistent with the greatest possible de- velopment of Suffolk County waters, the method of collecting should, in general, be one that offers the greatest economy in construction and operation, with the least disturbance to local interests and with no impairment of the quality of the supply. The design of the collecting works to meet these con- ditions must depend primarily upon the character, depth and distribution of the water bearing gravels, and upon the strata that separate them from the source of all water-supply, the rains that fall upon the surface of the island. The deep strata in Suft'olk c(3unty have been thoroughly investigated by deep test-wells during the past year. The results of the borings are given in Table 15, pages 224 to 255, and in the large scale sections. Sheets 46, 47, 48 and 49, Aces. 5592, 5595, 5593 and 5594. The large stovepipe wells driven by the Board of \\^atcr Sup])ly from which most of these data were obtained, provide the most accurate samples of the strata penetrated, because the material is brought to the surface in large masses by the sand buckets, 10 to 12 inches in diameter, without the separa- tion of the coarse and the fine particles that takes place in wash borings, and samples of strata are secured with even greater certainty than by dry sampling in smaller wells. The 2-inch test-borings give less accurate samples, but they con- firm in general the results from the larger wells. It would be interesting to have learned the total depth of the unconsolidated sands in southern Suffolk county, but there was little likelihood of finding any considerable supply of water beyond 400 or 500 feet in depth, and only two borings of greater depth than this were made. One near Brookhavcn reached a depth of 940 feet and stopped in superfine sand and gravel. Among these tables are given the log of a test- well driven by wash boring methods by the Department of Water .^nppl\- at .Seaford, Tabic 15. page 224. This well was driven 168 APPEXDIX 3 to a depth of 1050 feet without striking bed-rock, so that these sand and gravel strata on the south shore in Suffolk countv may have a thickness of 1100 or 1200 feet. WATER BEARING STRATA The i)rincipal water horizons recognized in southern Long Island arc the upper or yellow glacial gravels, and the deep gray gravels of cretaceous origin. Only the yellow gravels are of importance in a large development of ground-water in southern Suffolk county. The general location of the yellow gravels and their relation to the nuich deeper beds of gray sands and clays in which the gray gravels occur, are shown in the cross-section of Suffolk county. Sheet 22, Acc. L 601. This section is typical of eastern Long Island, which dif- fers somewdiat from the extreme westerly end, where there are surface outcrops of the consolidated bed-rocks which, in Suffolk county, are probably 600 to 1100 feet or more below the surface. Yellow^ Gravels The yellow (juartz gravels which owe their distinctive color to their coating of iron oxide, make up the upper strata in Long Island, and except in a few localities, entirely cover the gray sands and clays beneath. The longitudinal section of southern Long Island. Sheet 23. Acc. L 602, shows that these yellow sands and gravels have a depth of 80 to 200 feet, and that these beds arc, on the whole, thicker in Suffolk county than in western Long Island. Fro-m this diagram and the large scale sections. Sheets 46, 48 and 4<), Aces. 55<>2, .^30.3 and 5504. it ap])ears that not only are the vellow gravels in Suffolk count)- of greater depth, but they are (juile as coarse as those in .\a>sau and (jueens coun- ties, from which the greater part of ibe waters of the Ridge- wood >n])j)l\- is drawn, and the Suffolk ("ount_\- strata ar?, therefore, more favorable for the dexelopmeni of a large groiuid-water su])pK- tlian the >ame strata in western Long Island. 'I'liere is no evidiT.ce in the Suffolk County borings to show that there are any imper\ious beds of clay in the yel- low gravel strata, yet it is important in C( Misidering the designs for the i)roposed collecting works to note that there are layers of line and medium ^and here and tlu-re that must in some measnre interrupt the free vertical movement of the ground- water. SHEET 22 MILES FROM SOUTH SHORE I ' ' ' CONNECTICUT /iigh/y fo/ded sed/menhry and igneous rocks jmperi//ous /o /r?oyep7enf of ground ivafer 500 500 1000 PROBABLE GEOLOGICAL CROSS SECTION OF LONG ISLAND FROM NEAR BABYLON TO NORTHPORT AND THE CONNECTICUT SHORE FEB 7 I908 1500 . e. BROWN PRINTING & E ACC.L60I MILES rROM RID6 E1W00P I I I I I T 1 1 I I I I I I I I I 1 1 I I I ' I I n 200- 300- Or ay Sonds OF PROPOSED SUFFOLK one/ COUNTV and Gravel I ' ' 3/tye C/ays COLLECTING WORKS Crysfo///'ne bed roc/r 900 ft or more be/ot^ surface /n sot/Zhern Saffo/A County JOO zoo \0 line: of RID6EW000 COLLECTING WORKS 7' MOST OF SUPPLY DRAWN FROM VE.LLOW GRAVELS GEOLOGICAL SECTION OF SOUTHEIRN LON© ISLAND ON LINE OF PROPOSED SUFFOLK COUNTY AQUEDUCT FROM RIDGEWOOD, 8ROOKLVN JOO TO QU06UE IN SUFFOLK COUNT" Y FE.B. T, 190e 400 500 " ACC.L602 PLAX FOR COLLECTIXG WORKS 169 Table 12 shows the mechanical analyses of the yellow sands and gravels taken from the large stovepipe wells that have been driven along the line of the proposed collecting works. This table sfives the effective size and uniformitv coefficients of the coarse water bearing strata and of the finer sands that separate them. The effective size of the coarse material that would be drawn upon by a well system ranges from 0.3 to 10.0 milli- meters with fairly large uniformity coefficients, indicative of the gravel which they contain. The finest of the yellow sands in these wells have an effective size of 0.2 millimeter, and these are generally uniform and therefore pervious. It is interesting to compare these sands with water bearing strata from which other ground-water supplies are drawn: Effective Uniformity Sample Size Coefficients Millimeter El Monte well near Los Angeles, Cal 0.17 7.1 Burbank wells of Los Angeles water-works 0.20 6.5 Erlenstegen wells. Nuremberg works 0..H.') 2.3 Dune sands near Amsterdam 0.18 1.4 The finer strata in the >'ell()w gravels of southern Suff'olk county are as favorable for the general movement of the ground-water as any of these materials from the California wells or from those abroad. There appears to be no reason why some form of well may not be designed to collect water from any or all of the yellow gravels that have been found in these borings. The sands from the two stovepipe wells near I.os Angeles, re])rcsent strata ojjposite which perforations were to be made in these casings to admit the sui)i)ly. As indicated by the large uniformity coefficients, there was sufficient gravel mixed with the finer sands to form a filter about the well. It is interest- ing to note that the El Monte well, which was 14 inches in diameter. 1020 feet deep, and perforated for 324 feet of its length, yielded three million gallons per day. The wells of the Xuremberg works (see Sheet 32. Acc. L SI) were ])laced in the material here shown. The sui)ply from the dune works of Amsterdam is collected in open canals, but The Hague sui)])ly is drawn from iiffiltration galleries in the same lua- terial. The transverse section, Sheet 47. Acc. .^595, brings out the 170 APPEXDIX 3 interesting fact that the yellow gravels are coarser in the center of the island than on the line where it is proposed to collect the supply, and that these beds are still finer close to the south shore. This is but to be expected, as the material was de- posited by southerly flowing water from the face of the glacier, and the coarser material was naturally dropped first and the finer material carried further seaward. The coarse soils and substrata of the center of the island make these out wash plains an exceedingly favorable collecting ground, and the de- position of the finer material near the shore protects, to some extent, the proposed collecting works from the entrance of brackish water from the south shore bays. Gray Gravels The great mass of unconsolidated material underlying the yellow gravels throughout Long Island is made up of fine gray and white sands and black clays. ]\Iuch lignite and iron sulphide are found at all depths. Some of the gray sands arc not much finer than the finest of the yellow sands above them and are generallv more uniform. The coarser gray sands have an efifective size of 0.25 to 0.35 millimeter and a uniformity coefficient from one to two, but all contain more or less clay with which they are interbedded, and it was found that this clay cuts down the rate of ground-water movement through them. The many thick beds of clay with which the gray sands are interstratified prevent the free moxement of water in a vertical direction and interfere with the supply of rain-water from the surface. These gra\- sands are too fine for tlie screen of an ordinarx- well and there is no gra\-cl in them as in the yellow gravels to form a natural filter to exclude the finer material. They cannot, therefore, be considered as water bearing in the sense thai they would readily give up iheir water, although the\- would (l()ul)tless yield a small amount of water if wells hax ing fine strainers of the Gook or Johnson type were drixen in tliem. Tlie depth of the gray sands is such, liowexer. llial the developiiieni of the water in tliem would be expensixc" aiid (|uile unnecessary, as ihe proposed sui)])l\- can be intercepted more economically in the yellow gravels. The borings thus far made in southern SulTolk coinit\- have not rex'ealed an\- beds of coarse water bearing gra\el in these grav sands, although the larger wells were driven to depths 171 TABLE 12 ^lECHAXICAL AXALYSIS AXD CLASSIFICATION California Stovepipe Well 1, Experi^iext Statiox, West Islip, LoxG Island, 14 Ixciies in Diameter. Elevation, }]. W. S. Datum : Surface of Ground, 33.4; Ground-water, 23.9 Depth Below Sam- Surface PLE Feet No., ■ From To Kind of Sampling Character of Material Color Mechanical Analysis EflFec- Uniform- tive ity Co- Size efficient 1 3 Dry 2 3 9 3 9 12 Sand bucket 4 12 17 5 17 26 7 26 38 8 38 54 9 54 60 10 60 70 11 70 75 12 75 80 13 80 88 14 88 94 15 94 97 16 07 98 Coarse and fine gravel; coarse sand Coarse gravel; coarse sand. . . . Coarse and fine gravel; coarse sand Coarse and fine gravel; coarse sand Coarse, medium and fine sand . Gravel; medium and fine sand. Medium sand Coarse, medium and fine sand. Medium and fine sand Gravel; coarse and medium sand; organic matter Coarse and fine gravel; sand. . Coarse and fine gravel; coarse sand Coarse and fiije gravel; coarse sand Light brown .... 0.35 2.28 0.47 4.68 White and yel- lowish brown.. 0.73 39.70 0.51 21.56 Brownish yellow. 0.66 23.18 0.29 1.75 0.33 1.85 0.28 2.00 White and light yellow 0.36 1.36 Brownish yellow. 0.35 1.48 White and light 0.31 1.55 0.36 2.22 Brownish yellow. 0.39 23.07 1.30 5.23 2.20 13.60 172 TABLE 12 (Continued) MECHANICAL ANALYSIS AXD CLASSIFICATION California Stovepipe Well 2, Experi.mext Station, \\'est Islip, Long Island, 12 Inches in Diameter. Elevation, B. S. Datum: Surface of Ground. 30; Ground-water, 23.9 Depth Below Sam- Surface PLE Feet No. . . Kind of Sampling Character of Material Mechanical Analysis Color From To Eflfec- TTnif r»rm - \J iilL\Jl III- itv Co- :ze efficient 0.43 3.72 *0.51 0.59 6. 01 0.(50 4.(j6 0.45 2.44 10.5 2.G() L35 12.22 0.33 1.78 LSO 5.27 0.90 3.()0 ().()3 12.3 0.54 4.81 0.32 1.05 0.37 2.38 0.37 4.05 0.34 1.70 0.40 1.87 0.32 1.50 0.28 1.78 0.30 1.73 0.29 1.72 0.29 1.75 0.32 2.18 0.30 2.50 0.2S 1.71 0.3() 2.22 0.25 1 (Is 0.30 1.00 0.22 1.03 0.2ti 1.05 0.23 1.78 0.23 l.()9 ().2f) 1.57 0.19 2.00 0.19 2.00 0.22 1.77 0.19 1.94 0. 1 S 2.05 0.(10 IS. 3 3 1 3.0 2 3.0 4.5 3 4.5 0.0 4 0.0 7.1 oA 7.1 10 5B 10 12 12 13 7 13 10 8 10 17 9 17 18 10 18 19.5 11 19.5 21 12 21 23.2 13 23.2 25.2 14 25.2 20.9 15 20 29 10 29 30 17 30 33 18 33 38 19 38 42 20 42 40 21 40 48 22 48 50 23 50 52 24 52 54.5 25 54.5 50 20 5() 58 27 58 02 28 02 04 29 (i4 00.5 30 00.5 08 31 OH 70 32 70 72.0 33 72.() 74 34 74 78.3 35 7S.3 80 37 S2 84 38 84 8() 39 A 80 88 393 8() 88 40 88 89.5 41 89.5 91 Dry Sand bucket Gravelly loam Yellowish brown. Clay; sand Blue-gray Fine gravel; coarse and med- ium sand Yellowish brown. Fine gravel; coarse and med- ium sand Coarse and medium sand Brownish yellow. Coarse gravel Coarse and fine gravel; coarse sand Coarse, medium and fine sand. Coarse and fine gravel; coarse sand Coarse and fine gravel; coarse sand Coarse and fine gravel; coarse sand Coarse and fine gravel; coarse sand Coarse, medium and fine sand . Gravel; coarse and fine sand. . Fine gravel; coarse and med- ium sand Coarse, medium and fine sand. Coarse and medium sand Coarse, medium and fine sand. Fine gravel; coarse, medium and fine sand Fine gravel; coarse, medium and fine sand Coarse, medium and fine sand. Coarse and medium sand Medium and fine sand Light yellow .... Brownish yellow. Fine gravel; medium and fine sand Medium and fine sand Coarse and fine gravel; sand. . Rich yellow Sandstone; pyrites; gravel. . . . Dark brf)wn . . . . clay Blue, gray and dark brown. . . Coarse and fine gravel Brownish yellow. 7.58 ♦60 per cent, finer than 173 TABLE 12 (Continued) MECHAXICAL ANALYSIS AXD CLASSIFICATION California Stovepipe Well 3, Experiment Station, West Islip, Long Island. 16 Inches in Diameter. Elevation, B. W. S. Datum: Surface of Ground. 30; Ground- water, 23.9 Sam- ple No. Depth Below Sl-rface Feet From To Mechanical Analysis Kind of Sampling Character of Material Color Effec- Uniform- tive ity Co- Size efficient 1 Drv 2 2 4 3 4 6 4 6 12 5 12 13 Sand bucket 6 13 15.5 7 13 15.5 " 8 15.5 17 9 15.5 17 10 17 19 11 19 21 12 21 23 13 23 25 14 25 27 15 27 29 16 29 31 17 31 33 18 33 35 19 35 37 " " 20 37 39 " 21 30 41 22 41 43 23 43 45 24 4') 49 25 49 5 1 26 51 53 27 53 55 28 55 57 " 29 57 59 30 59 61 31 61 63 32 63 65 33 65 67 34 67 69 35 69 71 3 50 106 108 51 108 110 Effec- Uniform- ity Co- sYze efficient 0.26 2.08 0.33 2.00 0.34 1.62 0.40 33.75 0.30 2.03 0.58 6.03 0.32 5.62 0.41 5.61 0.34 2.35 0.34 2.65 0.32 1.81 0.34 1.85 0.33 1.67 0.35 2.51 0.37 2.97 0.36 1 58 0.35 2.11 0.36 1.89 0.33 2.18 0.34 1.74 0.36 1.78 32 1.66 0.34 1.56 0.24 1.79 0.33 1.70 0.28 1.64 0.18 2 06 0.25 L88 0.26 1.85 0.28 1.64 0.34 1.35 0.24 1.20 0.25 1.68 0.25 1.64 0.24 1.79 0.27 1.74 0.31 1.77 0.24 1.75 0.29 2.00 0.24 2.79 0.24 1.96 0.27 1.96 0.30 1.90 0.32 1.53 0.34 1.62 0.28 1.90 0.28 1.79 0.25 1.68 0.28 1.71 0.28 1.79 0.19 2.21 Sand bucket . Sandy loam Light brown . Coarse and medium sand " Coarse, medium and fine sand. " yellow. " " Coarse and fine gravel; sand. . " Gravel; coarse and medium sand " " Coarse and fine gravel; coarse sand Gravel; coarse and medium sand " Coarse and fine gravel; coarse sand " Gravel; coarse and medium sand " Gravel; coarse and medium sand Yellow " " Gravel; coarse and medium sand " " Coarse, fine and medium sand. " Coarse gravel; coarse and medium sand " Gravel; coarse and medium sand " Coarse and medium sand " Coarse, medium and fine sand. " Gravel; coarse and medium sand " Gravel; coarse and medium sand " Coarse, medium and fine sand. " Gravel; coarse and medium sand " Coarse, medium and fine sand. Rich yellow Gravel; coarse, medium and fine sand Medium and fine sand Coarse, medium and fine sand. Medium and fine sand Coarse, medium and fine sand. Medium and fine sand Dark yellow . Dark brown . Light brown Dark brown . Dark vellow ("oarsc, medium and fine sand. Medium and fine sand Gravel; coarse, medium and fine sand Coarse, medium and line sand. Gravel; coarse, medium and fine sand Coarse, medium and fine sand. Coarse gravel; medium and fine sand '' Coarse, medium and fine sand. Medium and fine sand Coarse, medium and fine sand. Dark l)r()wn Medium and fine sand Coarse gravel; medium and fine sand 177 TABLE 12 (Continued) MECHANICAL ANALYSIS AND CLASSIFICATION California Stovepipe Well 7, North of Patchogue, and Easterly Side f)F Patchogue Lake, Long Island, 12 Inches in Diame- ter. Elevation, B. \\\ S. Datum : Surface of Ground, 25.7; Ground-water, 18.2 Sam- ple No. Depth Below Surface Feet From To Kind of Sampling Character of Material Color Mechanical Analysis EfFec- Uniform- tive ity Co- Size efficient 1 1. 2 1.5 5 3 8 2 1 5 11 15 6 15 19 7 19 23 8 23 27 y 27 10 32 35 11 35 40 1 o •lU A A 13 44 47 14 47 51 15 51 55 16 55 59 17 59 63 18 63 67 19 67 71 20 71 75 21 75 79 79 83 23 83 87 24 87 91 25 91 95 26 95 99 27 99 103 28 103 107 29 107 111 30 111 117 31 117 121 32 121 125 33 125 129 34 129 35 133 137 36 137 1 n 37 141 145 38 145 149 39 149 153 40 153 157 41 157 161 42 161 167 43 167 170 44 170 174 4.-> 174 176 1.5 Sand bucket . Sandy loam Light brown ... . Coarse, medium and fine sand. Light yellow. . . . Gravel; coarse and medium sand " " . . . . Coarse gravel; coarse and medium sand " " . . . . Coarse gravel; coarse and medium sand " " . . . . Coarse, medium and fine sand. " " . . . . Coar.se gravel; coarse and medium sand " " .... Coarse, medium and fine sand. " " . . . . " " Brownish yellow. Medium and fine sand Medium and fine mica's sand Light brown . . Light yellow. . Rich yellow. . . Brownish yellow Medium, fine and sup:;rfine micaceous sand Medium, fine and superfine micaceous sand Coarse, medium and fine sand. Coarse and medium sand " " Coarse gravel; coarse and medium sand Coarse gravel; coarse, medium and fine sand " Fine and superfine sand and clay Brownish black. Coarse, medium and fine sand. Dark brown . . . Hard clay Black Coarse, medium and fine sand. Dark yellow. . . Light yellow. . . 0.32 1.97 0.33 2.27 0.30 1.67 0.32 1.78 0.37 1.89 0.375 2.24 0.35 2.28 0.335 1.82 0.32 1.69 0.35 2.48 0.35 1.77 0.29 1.'79 0.28 1.78 28 1 86 0.32 l'.75 0.28 2.00 0.255 2.08 0.24 1.96 0.255 1.80 0.28 2.28 0.32 1.75 0.32 1.75 0.205 1.80 0.19 1.97 0.18 2.14 0.18 2.33 0.21 1.93 0.225 1.82 0.225 1.77 0.23 1.74 0.13 2.31 0.12 4.0!) 0.10 3.3f) 0.15 2.77 0.25 2.20 0.37 1.89 0.42 1.89 0.39 1.79 0.42 2.21 0.26 3.1 1 *0.25 0.20 2.70 0.26 2.27 0.165 3.09 *60 per cent, finer than 178 TABLE 12 (Continued) .MECHANICAL ANALYSIS AND CLASSIFICATION California Stovepipe Well 8, at Road Ixtersectioxs One Mile North of Brookhaven Railroad Station, Long Island, 12 Inches in Diameter. Elevation, B. W. S. Datum : Surface OF Ground, 35.5 ; Ground-water. 22.7 Depth Mech.\xic.\l Below Analysis S.\M- Surface Kind of Character of , . • . PLE Feet Sampling AL\terial Color EfTec- Uniform- Xo. , , tive ity Co- From To Size efficient 1 2 Dry Light brown .... 0.10 6.25 2 2 3 Clay Light yellow. . . . *0.13 3 3 4 Coarse and fine gravel; coarse White and light 0.54 25.93 4 4 8 Coarse gravel; coarse and White and light medium sand 0.43 2.09 5 8 12 Sand bucket . Coarse and medium sand White and light vellow 0.42 1.81 6 12 15 " " Coarse gravel; coarse and White and light medium sand vellow 0.43 2.79 7 15 18 Coarse, medium and fine sand. White and light 0.33 2.24 8 IS 22 Gravel; coarse and medium White and light sand vellow 0.39 3.08 9 22 20 Coarse and fine gravel ; coarse White and light sand vellow 0.04 43.75 10 2() 30 " " Gravel; coarse and medium White and light sand vellow 0.30 1.89 11 30 34 Coarse gravel; coarse and White and light medium sand yellow . 0.39 123.00 12 34 38 " " Coarse and fine gravel; coarse White and light sand vellow 0.78 20.92 13 38 42 Coarse, medium and fine sand. White and light vellow , , 0.32 1.92 14 42 40 Coarse gravel; medium sand . . White and light vellow. . 0.42 0().7 15 40 50 Coarse, medium and fine sand. White and light vellow . . 0.34 l.SS If) 50 54 Gravel; coarse and medium White and light yellow . . 0.30 2.14 17 54 58- Gravel; coarse and medium White and light sand vellow . . 0.35 2.77 18 58 02 Gravel; coarse and medium White and light yellow . . 0.37 2.43 10 i\2 (;o Gravel; coarse, medium and White and light fine sand yellow 0.2S 2.14 20 (iO 70 Coarse, medium and fine sand. White and light vellow 0.24 l.SS 21 70 74 White and light vellow 0.2S 2.00 22 74 70 White and light vellow 0.24 2.00 23 70 SO White and light vellow 0.20 1.92 24 SO S4 While and light vellow 0.21 2.17 25 84 88 White and light \i-llow 0.21 2.05 20 HH 91 Medium and fine sand White and light vellow 0.24 2.00 27 91 95 Coarse, medium and fine sand. White and light vellow 0.27 1.86 2S 95 99 White and light vellow . 0.29 1.02 29 99 103 While and light vellow 0.20 1.07 TABLE 12 iConchided) Well 8 (Concluded) 179 Depth Mechanical Below Analysis Sam- Surface Kind of Character of PLE Feet Sampling Material Color Effec- Uniform- Xo. , . tive ity Co- From To Size efficient 30 103 105 • 31 105 109 32 109 113 33 113 117 34 117 121 35 121 125 36 125 128 37 38 39 40 128 132 136 138 132 130 138 142 41 142 140 42 140 150 43 150 155 44 155 158 45 158 102 46 47 102 100 100 170 48 170 173 49 173 177 50 177 181 51 181 185 52 185 189 53 54 55 189 193 197 193 197 202 Sand bucket. Coarse, medium and fine sand. White and light yellow Coarse gravel; coarse and White and light medium sand yellow Gravel; medium and fine sand. White and light yellow Coarse, medium and fine sand. White and light yellow White and light yellow Medium and fine sand White and light yellow " White and light yellow Fine and superfine sand Light brown .... Coarse, medium and fine sand. Gravel; coarse and medium sand Coarse and fine gravel; coarse and medium sand Coarse and fine gravel; coarse sand Compacted clay and sand intermixed Gravel; sand; trace of clay.. . . Coarse and fine gravel; coarse sand Coarse and fine gravel; coarse sand Gravel; medium and fine mica- ceous sand Coarse and medium micaceous sand Medium and fine sand; sand- stone Gravel; coarse, medium and fine sand Coarse, medium and fine sand. White and light vellow White and light yellow White and light yellow White and light yellow White and light yellow Yellowish green.. White and light yellow White and light yellow Light gray 0.225 0.33 0.28 0.27 0.19 0.185 0.14 0.07 0.085 0.21 0.285 0.315 0.32 0.72 0.43 0.57 0.38 0.32 0.285 0.24 0.29 0.25 0.32 0.37 *0.15 1.84 56.10 2.11 1.91 2.00 1.73 1.96 3.29 2.82 2.50 2.03 2.03 10.00 36.11 4.42 42.11 2.16 7.81 1.84 2.17 1.89 2.20 1.50 1.46 * 60 per cent, finer than 180 APPENDIX 3 of 400 to 500 feet; one was driven to 820 feet and another to 940 feet below the surface. There have been no indications of the clean water l^earing- gravels below the upper clay beds at depths of 150 to 200 feet, which form an important water horizon at some of the stations of the Ridgewood system in western Long Island. As indicated in the probable cross-section of Long Island, Sheet 22, Acc. L601, the blue or black clays do not form con- tinuous layers that could be considered anything like an im- pervious floor. Thev evidentlv lie in lenticular masses, irregu- larlv interstratified with the fine gray sands. Even without an impervious clay floor at any depth, it is evident that the supplv of fresh water to the deep beds of gray sands must come from the surface through several hundred feet of fine sand and clay above them. Fallacy of Coxnecticut Origin of Lon'G Island Ground- W' ATERS The impossibility of fresh ground-waters reaching Long Island from the mainland has been discussed on page 73 of this report. The coarse gravels, if they exist in continuous beds in the lower portion of these gray sands beneath the south shore of Long Island, cannot possibly receive any water from the Connecticut shore. Sheet 22, Acc. L 601. shows that no fresh water can reach these strata through the imjuTvious bed-rocks or the equally im])ervious blue clays or boulder clays which cover these bed-rocks in Connecticut, and form a more or less continuous mantle over the cretaceous beds. The grav sands and gravels found (^n the north side of the island do not extend as far as the Connecticut shore and are without doubt filled with salt water under the sound. COLLI'CTIO.V ()1< (iKOL'XD-WATl'.R L\ Yia.LDW GRAVELS Considering the absence of the gray gravels at moderate depths in southern Sufl'olk county, and the obstacles to the movement of ground- water in the fine gray sands that are pre- sented bv the tiiick inter>tratified cla\- beds, the greater part of the southerly llowing ground-water that it is proposed to collect in Suffolk county nnisl How in the coarse yelhnv sands and L-ravels. and should he Leathered in them. PLAX FOR COLLECriXG WORKS 181 Both wells and infiltration galleries have been adopted for large ground-water deA'elopments on Long Island, and these types of construction will now be considered for the proposed Suffolk County collecting works. WELL SYSTEM Except as the ground-waters reach the surface in springs, which were one of the earliest and purest sources of domestic supply, the waters in the earth have generally been obtained from wells of one form or another. On Long Island and elsewhere in similar formations, the collection of even large supplies of ground-water by other means is still exceptional. From the many types of wells that have been designed it is essential to determine that which best meets the conditions imposed by the Suffolk County conditions, and find the proper size, depth and spacing. Depth of Wells The" geological sections of southern Suft'olk county show that layers of fine and medium sand separate the coarser yellow gravels from which it is proposed to draw the supply. These strata of fine sand are not impervious and do not pre- vent the vertical movement of the ground-water, but the flow of much water through them transverse to their beds, results in considerable loss of head. Shallow wells in the upper strata of the yellow gravels would only intercept the entire ground- water flow by a lowering of the ground-water surface at the wells, suflicient to give a difference in head between the deep yellow gravels and the surface strata, equivalent to the fric- tion losses through or around the semi-impervious layers. The interference to free vertical movement of ground- waters by strata of medium and fine sand, is illustrated in diagrams. Sheets 24, 25 and 26, Aces. L 342, L 343 and L 616. which are taken from the report of the Rurr-Hering-Freeman Commission. The first diagram. Sheet 24. Acc. L v342. shows the effect of pumpagc at the Merrick driven-well station of the Brooklyn works. Although the water in the upper gravels where the service wells are located, was depressed 8 to 12 feet, the head in the deeper strata where there were no service wells, was lowered only three to four feet. The difference in the amount of depression represented the friction loss be- tween the upper and lower strata. rcf|uircd for the movement SHEET 24 degr£:es inches e.levationof water in test wells daily pumpa&e fahrenheit depth above brooklyn water dept base in feet million gallons DE.GRtES INCHES ELEVATIONOF WATERIN TEST WELLS DAILY PUHPAtE FAHRENHEIT DEPTH ABOVE BROOKLYN WATER DEPT BASE IN FEET MILLION GALLONS . ^ r c ... n .cr. MERRICK DRIVEN WELL STATION Depth of Service Wells -45f op jhe Depfhof Deep Test Well- 105ft BROOKLYN WATER WORKS Depth of Stiallow Test Wells-45ft. EFFECT OF PUMPAGE ON GROUND WATER IN 1902 From Plate XII App.Vllof Report of feb. 3 leos Burr-Hering- Freeman Commission n.w.s. ■»;■> acc. l 542 SHEET 25 Depth of Service Wells - 55 ft to 91ft. AGAWAM DRIVEN WELL STATION OF the: BROOKLYN WATER WORKS EFFECT OF PUMPAGE ON GROUND WATER From Plate XI App VII of Reporf of 'N 1902 Burr-Merinq- rreemon-Commission b w.s. 3C4 f£b. a \so& AccLMS 184 APPEXDIX 3 of the water upward to the wells. In like manner, the second diagram. Sheet 25, Acc. L 343, shows how little the surface- waters at the Agawam station were effected by pumping of the deeper wells. The diagram, Sheet 26, Acc. L 616, makes still clearer the reason for the faihire of a shallow well to intercept the entire ground-water movement. This diagram is intended to indicate the conditions found in southern Suffolk county, supposing the " impervious clay floor " represents the top of the fine gray sand and black clays. The normal pressure lines in the deep strata represent the artesian heads that exist aU)ng the south shore. The pumping down of the water in the well which is repre- sented here as penetrating only the upper gravels, most aft'ects the pressure lines nearest the surface and may not sufficiently lower the pressure lines in the deeper strata to divert the entire flow to the well. If the well were pumped deep enough, however, the line of pressure in even the deepest strata would, of course, be lowered and inflected in l^oth directions toward the well. Then the entire yield of the watershed would be collected. Aside from the greater lift on which the pumps would work and the resulting larger cost of operatitMi, it has been seen that a great lowering .of the water-table in southern Suffolk countv is not desirable, because it may result in draw- ing sea-water into the collecting works, and ])()ssi1)l\- cause much annoyance to the local residents. It is e(|uall\' undesiral^le to drive deep wells that draw only the lower strata. If, in the example here ])resenle(l. a well were driven to the clav floor and only perforated or i)rovide(l with screen sections in the lower gravels, the surface slope of the groinid-water in the up])er gravels would n.)t be greatly affected bv a moderate lowering of the ])ressure in the deep strata and the flow in the upper strata would not be inter- cepted. In this instance, a lowering of the deep pressure gradient sufficient to intercept the surface llnws would more likely draw in sea-water than if the surface groinid-waters were lowered to the same depth. if wells are driven to the full deplh of tlie \ell.)\v gravels and screen sections or i)erf()ralion.s are provided at all (lej)ths where the gravels are sufficiently coarse to be water bearing, the lines of pressure at the wells will be coincident at all depths, and the entire ground-water tlow can be collected SHEET 26 /Vormo/ d/recf/on of groi/nc/ ivo^r /7?ot^e/nenf /n ye//okv ^ray^e/s yv/fh //nes of pressure Limjl?^--'' Moyemen/^ of ^ - - B - - " (^roi/nc/ y/afer resu/f/n^ 'loafer ^ - Pump/nff of C/pper Qrai/^e/s H \V S. n2S LOSS OF GROUND WATER FLOW THROUGH MODERATE PUMPING OF SHALLOW WELLS Acc. L 616 186 APPEXDIX 3 with a minimum lowering of the water-table, a minimum loss of head in the wall of the well, and a minimum lift for the pumps. Grouping of \\'ells Just as it is essential to the safe and economical operation of the collecting works, to draw water directly from all strata in which it is flowing, it appears preferable, under conditions that exist in southern Long Island, to intercept the ground- water l3y means of a continuous line of wells at frequent intervals along the proposed aqueduct line, rather than by groups of wells at stations one to two miles apart. The de- pression of the water-table that is necessary to collect the entire ground-water flow and obtain adequate storage would naturally be less at each of a continuous line of wells from 500 to 1.000 feet apart, than at widely separated groups of wells. This is brought out on Sheet 27, Acc. L 614, which shows typical transverse and longitudinal sections of the proposed collecting works in southern Suffolk county. In order that no water may escape to the sea between the gr()U]:)s of wells, the ground-water surface and the deep pressure gradient must, at every point on the line of the collecting works, be inflected away from the ocean towards the wells. The greater lowering of the ground-water near the groups of wells to effect this result is evident. Aside from the danger of drawing in salt water in pumping deeply at each group of wells, the greater efficiency of the pumps at the central sta- tions is likely to be more than oft'set 1)y the greater lift re- quired bv the greater depression of the water-lable that is necessary at the central pumping-station. It can be stated that, with few exceptions, the water has never been lowered siifflciently at any of the old driven-well stations of the IJrooklyn works to i)rcvcnt the loss of some water between them. Had attempts been made to prevent the esca])e of water between many ot" the existing stations by deeper ])nm])ing. the inflow of salt water could hardly have been avoided. l-'nrtliermore, nuich more annoyance would have been gi\en the local residents in Nassau and Queens counties by the greater disturbance in the surface of the t^round-water near these puniping-stations. PLAN FOR COLLECTING JJ'ORKS 187 Type of Wells So important to the Long Island investigations has the selection of the proper type of wells appeared, that the well systems of all the important ground-water works both in this country and abroad have been studied with a view of securing the well most suitable for the collection of a large ground- water supply in the loose sands and gravels of Suffolk county. European \\'ell Practice In Table 13 are tabulated statistics of wells that have been designed in the European ground-water works, and sketches of many of these are shown on Sheets 28 to 33, inclusive, Aces. L 76 to LSI, inclusive. The material shown here was collected by the writer in 1904, in studying many of the Euro- pean water-works, and it is submitted here because it has been suggestive of many new ideas for the proposed Suffolk County works. It is apparent, however, from these sketches, that they have designed nothing abroad that differs very much from the types of wells that arc in use here. For shallow wells up to 40 feet in depth, there is probablv nothing better than the " Dollard " or " tile " well, that was designed some years ago by a liabylon well driver to meet Long Island conditions, and which has since been used witli success on the Brooklyn works. With the additional layers of graded gravels that have been placed around the Xuremberg wells (Sheets 31 and 32, Aces. L 80 and L81), tliis ty])e of well could be ])laccd in fairlv fine material. A well after the style of those in the W'annsec ])lant of the Charlottenl)uro- works. Sheet 29, Acc. L 79, in which a screen section is placed at each water bearing stratum, or the smaller well of similar construction designed by Halbertsma at Weisbaden and 'iHburg (not shown) answers the require- ment of permitting each water bearing stratum to be drawn upon. .Sections of the ordinary wrought-iron pipe with ^/^-inch to ^-inch holes, common in tlie screen section of some of the Long Island plants, would answer fully as well as the more elaborate and expensive cast-iron sections shown in the Char- lottenburg wells, which, it is interesting to note, are some- what similar to wells that were used on the Brooklyn works in the early days. 188 (0 H Z < J a. (C ui H < ^ a z tH o cc < uJ s SHEET 28 Copper Screen No.ZS rvire mesh. !3creen remo i^ec/ J Brass sir/ps ^crei^ecf and casing. ^a/ var?/^ ^d /kO n 8 Ouier Cas/n^ 3^ cs^/a. is f/'rs/- a/fjk'en orfca/ /han rv/^hcJrat^n io some a//s/a/7ce he/o>v //re /oyi^esf frou/iaf a/'/er p/ac/r?^ ^he /j^tf // //je/f. T/7e /op o/ //?e /v*?// Js //ter? re/ryo^&a/ /$ f/. oSoye ho:^/o/n o/ ou^er casjr?^ su ch'on of s-ame £7'/c:?/7?e/'er we// Sf /'s JO ser/ed cy/ Top Well Casinq /ns/c/e Coup>/in^ T/'^h^ rjrpt^ ^/ /o/3 /fo/a/) Screen /r? p/ace lVe//s construc/ec/ /n /90/ . //d tVe/Zs //? jo/an-^ 7b /a/ c/eZ/y^ery ^c'.S M//. ^c?/. per i:/en/3hon pinned Css-h Iron Pipe Screen Secfion Cas-t Iron i -frame., coy^red v^iHi t>ress Screen . '/s^ W i/^'nresh. -A holes in Cross se,c^-hon M/e// h(2.3d in dossed in meson ry nian hole To Suchon ma/h, Flew is Confrolle^ by ^^1-^ y3l\/e, 3H3C^cd he,r&, 1 ^ 3u r 1^3 ce^ Of^ ground ~^rirsf secHon ob-h. 20 fi. in lengf-h , ^ighl- copp&r ixjbe y'd/^m. Hound rubber pao/ung rings 3 re plaae-c^ in each joint above. +he kv^/^ -hahle,. ^^^^mx^^ CBSf- Iron pipe.. 6^ fse^Hy dism. All pinne^d '^ff-) i-o-h iron ^ pipe. be-l-yv<2-^ Sore&n secH'orrs 03pp(^d Screen Se/iJion (same, as ^bov^.) One. of H-rese. /s- placed oppo si he- each ryal-er-besfincr ^■f-raf-utrj . Some ^ yve^l/s a-h )^^3trr73€^e, have Hiree SecHon^ ///re this of- ground wsl-er There, are OS t/ve^/s of f/h/s /y/oe af i^onnsee f ran-? SO /o /oofeef (deep^ Average G/eht/cry of pMr?t JS /3.2 Af/'/ Ga/.per £;/ay, Z?ey/i/ery o/ one ive // = /J3 ^f //?£> yve// /'fse/f. yVc/Zs cons/rc^c-^cc/ 0/ l^r^^ri/rfc^ //? /Se^ : eJ ^c//s £:i/e//yer -^.J /y?, '/ /:fer a^cpy . Afi^^x//^/ cj/77 y/e/a' LJ. — Concrete. BfocK by whi'oh -ho Spackz. i-h<2. -t\.rnpor<^ry hjk^> 3nd tfxi^. ^r<^<^. Wells at Ur sprung, Nuremberg L8C SHEET 32 ^ur fa of ^7/-^^/^^ Vl tc SuoHon 6 "ixD " d/am. '/3 5>^ ExcQva^/on mode in open pit down to ground v^oter /eye/ . Caisson ossemb/ed and /ooded, /hen ma/erio/ removed ui/itti orange - pee/ Jt>uc/ret Ti/ve/ve ~ days rec^u/red /o s/nA caisson in water from dep//? of FOft /o 62 ft Max /mum /ood - //O fons egu/vo/ent to /30 /ds per s^cvare foot of surface : . £ij(caya//on finished and i f: ptotes removed from ; ir?s/de of s/ra/ner shett „.,'^t2S under air pressure Fme gray sond y^^^^ portion of wett or ^ith ctay^da//s^ ^^^^ ^^^^ ^^f^^ ^ £/^ Z3 //^/^t to at to yy pump to K^^'^^^^Jt^ be p/oced beto^ ground kYater and /n order to /otver ground water %^ ■ Coarse -.■i jf'^^f- ■ , , , ^ 9 © Offfc/ot pufr}pfnq test not ■'. 5on d and • ?^ ."^coarse ^ °.oravet -o C'.ty of New York ^ \ ^ -^T . . . 'o . BOARD OF WATER SUPPLY Vo^o" ^ " 3 LONG ISLAND SOURCES k . \««.'o° >'o'^ THE MAURY WELL o 'o 3^ VERTICAL SECTION £/,4^ OF THE GARDEN CITY WATER WORKS 2 2 4 6 FEB 25 I908 ACC.L643 198 APPEXDIX 3 have been constructed and seem well adapted for small public supplies. For a large continuous development, such as pro- posed in Sufifolk county, they are too expensive and cannot be driven as deeply as the water bearing gravels in Sufifolk county demand. This well bears some resemblance to those of the Tolkewitz plant of the Dresden works. Sheet 33, Acc. L 76, and is in line with the tendency in favor of large wells, which is noticeable both in this country and abroad. California Stovepipe Wells With the amount of iron that exists on Long Island and the readiness with which it precipitates, it is c[uite likely in the course of time that most any well will become clogged beyond the ordinary methods of cleaning, and must be replaced. The cheapest well for any given diameter that will yield a large supply of water is, therefore, the most desirable, and the California stovepipe well promises to be the least expensive and perhaps the best well for the proposed Suffolk County works. This w^ll, which was described in a report of the writer dated November 10, 1905, has been tried out in Sufifolk county during the past year, and the results of the cxi)eriments have justified the high opinion in which this type of well is held in California. A well of this kind, 24 inches in diameter, which is now proposed for the Suffolk County works, is shown on Sheet 36, Acc. L641. Details of the experiments made u]^on the stovepipe wells near l>abyl()n and the conclusions as to their proper size and spacing for the Suffolk County works are given in A])pendix 5. It is estimated that 24-inch wells r.f the sto\epi])e type, 100 to 200 feet in depth, if driven on a large scale, may be completed for $7 per foot, which is but little greater than the cost of the much smallcM- wells of the UrookKn work^. This cost compare's favorab]\- with those of wells tabulated in Table 13, page ISS. A stove])ipe well 100 feet deep would rcadiK- yield 700 gallons per minute, uhicli would make the cost in terms of one gallo]i per min- ute $1. As noted on this sketch, it is essential that there be a cer- tain amount f)f gravel, fine or coarse, in the sands where the perforations in the casings are made in order to form the necessary filler to exclude the finer material in the water beai"- ing strata. Where sufficient coarse material is not found w ithin the first 30 or 40 feel of the well, screened gra\-el may be SHEET 36 g-Q N0I1D3S Q P < 1^ J; 5 o w (O a : s— o •I <0 \ ■8? ^ ^ c: «ii ^ ■si ^ li; 5 •0 c^ ■ 1- Oo'^o'^gPoOpO- 200 APPEXDIX 3 placed about tlie casing- at the surface and allowed to settle down to cover the perforations as the sand is pumped out. It is believed that the stovepipe well can be adapted to all conditions found along the line of the proposed collecting- works in Suffolk -county. Liberal estimates have, however, been made on the number of wells and in the unit price, in order to cover the cost of a more expensive type of well should this be found necessary in some localities wliere the strata may be found unfavorable for perforating the stovepipe casings. Wells with Artificial Gravel Filter The drawing-, Sheet 37, Acc. L 559, shows a studv of a well with a graded gravel filter like those of the Xurembcrg wells to exclude finer material than that in which the stove- pipe well can be perforated. As shown in the drawing, tliis well is designed to be placed wathin a large, speciallv designed stovepipe casing which can afterwards be withdrawn and used again. A well of this type can l)e constructed to a depth of 100 feet or more. It is estimated, however, to cost about $20 per foot, which is much more expensive than the largest well of the stovepipe type, that has l)een considered. Clogging of Wells One of the most serious difficulties that has been met in the operation of ground- water collecting works on Long Island has been the clogging of the screens of the wells. This has seriousl}- reduced the delivery of many stations in sj)itc of efforts to keep the screens of the wells clean. The character of the sediment found in some 2-inch shallow wells of the Ridgewood system is shown below, which is taken from the annual report of the City Works Department of Ih'ooklyn for 1806, and represent.^ ; some analyses by Professor Peter T. Austin. Forest Forest Clear Clear Jameco — Stream — Stream — Stream- Stream — Well 24 Well 14 Well 41 Well 42 Well 9 West East East West Per cent. Per cent. Per cent. Per cent. Per cent. Silica 10 1.27 S.IS 2.40 0.20 Present 7.S.();{ 74.07 4."). 00 7.i;{ 1.11) I.'LIO o.4r) Trace Present Present Present Phosphates Present Trace Present 10.33 ir).71 29.18 14. i 5 SHEET 37 202 APPEXDIX 3 The report accompanying these analyses stated that " The sediments * * * consist of clay, sand and ochre in various proportions. The tubes are not sufficiently corroded to make it possible that the sediments have formed to any extent by the corrosion of the iron. The cake from the outside of the tube differs from the sediment in the inside of the tubes, chiefly in the greater content of silica or sandy matter. This difference is doubtless caused by the filtration eff'ect of tlic strainer, the sandy matter not being able to pass through." After several years' use, these well points become quite filled inside with this loose reddish sediment and the fine sandy material immediately outside ([uite cements together, filling the small holes in the casing outside of the screen so tightly as to almost exclude the passage of water. So hard is this ma- terial that it cannot be removed by washing out die wells, and the original yield of the well can only be restored by replacing the screen section. The suggestion of Professor Austin that this sediment, which is from 50 to 75 ])er cent, iron oxide, did not arise from the corrosion of the iron casing, would ap])ear to be borne out by the recent examinations of the tile wells of the Brooklyn works. Although there is no iron whatever in these casings, yet one at tlic Jameco station, which was examined this spring, was c|uite filled with the same reddish sediment found in the small iron wells. This is an 8-inch tile well constructed in Januar)-. 1^)06; is 50 feet in depth, and is jier- forated in tiie lower 40 feet. The bottom of this well for 35 feet, was t'ound to be com])letely filled with llie reddisli deposit of iron clay and fine sand, and some was found in the horizontal suction pipe leading from the well. An anal\sis (d' this sediment showed it to contain among oiher material : Siliceous matter 7.6 per cent. Oxide of iron 41 . 1 ahiniiniiin 10.6 " " manganese 0.7 The yield of the four tile wcIN .-ii this station has male- riallv decreased during tlie last four \cars. Another tile well at the Spring ( Veek station was also e-vaniined. This wc-ll was constrneted at about the same tinu' as that at the lanieco station, but only clean sand with bnl FLAN FOR COLLECFING WORKS 203 a trace of iron was found. The difference in the conditions of the wells at these two station.s is apparently due to the greater amount of iron at Jameco. In October, 1907, there were 7.5 parts per million in the water from the shallow wells at the Jameco station and only 0.3 part in the shallow wells at Spring creek. The deposits in the wells are evidently made up of iron contained in solution in the ground-water which is precipi- tated there, and mixed with the tine sand and clay drawn in from the material surrounding the casing. Some crenothrix was found in the sediment from the Jameco well, and it is quite likely that some of the material in this well resulted from the active growth of this and other forms that thrive in waters impregnated with iron and manganese. It is of interest to note that some of the large wells of the Tolkewitz plant of the Dresden works have contained some crenothrix, and the novel expedient of dosing these wells with potash was adoj)ted because the crenothrix would not grow in an alkaline solution. The wells aff'ccted in this i)lant were those nearest the I'Jbe aiid in \\hic]i the most iron oc- curred. Where iron is aljundanl, a tyi)e (^f well should be chosen that has large openings to give freedom from clogging, if these iron deposits are formed. 'Hie ( iermans have generally used screens with a larger mesli tlian is common in this coun- try, and have avoided some f)f the clogging experienced here. Still they have to clean their wells and a sim])le but effective device was adopted in the Leii)sic wells for this ])urpose. A cylinder of wood about ng island in tlic W'antagh galleries SHEET 38 F/of /oh/e hnd yyhere supp/y /s gathered (ground wafer col/ecfed £?y kvorks or/g/no//y oppeored springs of fh/s SECTION OF MUHLTHAL WORKS These go/Zer/es /nfercep/ fhe dra/noge from f/of /ad/e /o/7C< /n on o/d ^a//ey }n //?e c/oy f/oor nohv f///ed y\^/fh pen^/ous sonds ond gro^G/s. 7b /of /en^f/j of go//er/es=4585ft Ai^eroge yJe/d 'F/.5 M/7. 60 Js. per Day PLAN OF GALLERIES For DefoHs of Oof/enes INFILTRATION GALLERIES MUHLTHAL WORKS OF MUNICH FEBRUARV 25 1908 see Acc. L 64 J.W.S 206 APPEXDIX 3 of the Brooklyn works that were constructed only three or four years ago. The ground-water near these Wantagh gal- leries has been drawn down to such an extent after months of operation in 1906, that the deliveries of the galleries were reduced 25 cent., as shown in Appendix 4 where this gallery is described. A\'ith continuous operation during a series of dry years, the yield of the Brooklyn galleries might readily be cut down 50 per cent, or more. Time will, perhaps, show, furthermore, that the Brooklyn galleries will encourage cren- othrix growths and clog up to a large extent, because of the pumping down and exposure of the gravels about them to the air. Similar conditions in the undcrdrains of a filter have been most serious. The advantages of an inhltration gallery for the condi- tions existing in Suffolk county should not, however, be over- looked. An infiltration gallery, if well designed, is perhaps safer from surface contamination than a system of wells. Furthermore, a gallery could be placed in southern Suffolk county at an elevation slightly above sea-level so as to exclude any possibility of drawing in brackish water from the south shore bays. On a location, however, as far from the south shore as that now proposed for the Suffolk County collecting works, there is little danger from the salt water, and this advantage of the gallery is not important. Americwx T^^\cttck Rrc.ardixc TxFii/rRATiox Galleries Many infiltration galleries have been constructed in this country, but most of them have been built, not so much to intercept ground-water as to collect surface-waters naturally filtered through the beds of the streams beside which they are built. The most notable examples of large infiltration galleries are those near Wantagh and Massapequa. of the I'rooklyn works, the construction and oj)cration of which are fully described in .\])i)en(Hx 4 of this rej^ort. These galleries have yielded a large amount of water, but their construction is not of a permanent character and mneh lime was re(|uired in building tliem. A more satisfactory, though more expensive, type of gal- lery than those of the I)rookl\n de])artment is that constructed reeentK- by the ("itv of Los Angeles, wliieh is shown on Sheet 3<), Arc. L 146. This is the only gallery on the Los Angeles works, and was built because the conditions of the site were SHEET 39 tr -J < CD (0 U < < -I o t 2 -5 208 APPEXDIX 3 not favorable to the construction of wells, from which the remainder of the municipal supply is drawn. The gallery is located beneath the bed of a dry run at the sources of the Los Angeles river. In the rainy season this run is filled with surface-water, to which cattle come to drink. Had wells been constructed there, they would be filled at such times with polluted surface-water from which the cover of sand protects the supply that is gathered in the infil- tration gallery. European Practice Infiltration galleries have been successfully operated in several European ground-water works, where there are great depths of sand and gravels similar to the Long Island forma- tions. AIan_\- of these galleries are located, however, just as in the American works, near surface streams and ponds, and the water-table above them does not naturally fall nuich below the levels of the surface-water. Alost of the water obtained in the dry seasons from these galleries is necessarily surface- water, naturally filtered by its passage through the sand composing the bed of the river. The galleries at Naples, Dresden, and Hanover are thus located. The galleries at Brussels furnish an example of works in sand and gravel where the fiow is not sustained by surface streams or ponds. These galleries were driven some years ago into a hillside near the city, at a depth below the water- table, which was originally 20 to 25 feet. The yield from these works is small, but the ground-water has been lowered over a large area since the works were built, and it seems quite probable that the present yield will in time be greatly reduced. During the writer's study of European supplies in 1904, no new galleries were under construction. The new plants were all being equi])])ed with wells, and in one instance, at Lnna in Westphalia, the old gallery was being removed and rei)lace(l by a well system. Sketches and descriptions of sev- eral types of infiltration galleries now in service in luu-opean works are shown on Sheets 40 to 43, inclusive, .\ccs. L 72, L 64, L 83 and L 617. The galleries at Dresden and Hanover, Sheet 40, .\cc. L 72, are comparatively old structures and have little recommend tliem. Those at .Munich, Ih-ussels and Naples, Sheets 41, 42 and 43, Aces. L 64, L 83 and L617. are of better design. Like the Los .^ngeles galler\ , they are sufficientK' large to permit ot' entrance and inspection, and ma}' be readily cleaned and repaired. SHEET 40 ^3Ue,ry gj- Ssfoppe. oons-truched m 1875 LengHi of g3//&ry = 4-7oa fe^h Avera^^ r^-he^ of de/fvery correspond3 •hj 5.G Mil. Gals. pGr mile, mosl-ly 111^^^3^1011 from •/-he> E/b(2. , No-h^ -hhs-h ne,\/^ plan I- Of Hie, Ot^^dz^n ^yor-ks 3-h TbI kinalk'r fixed cliargcs. would furnish a cheaper supply than a gallery of even the l)rooklyn type. If a more permanent type of gallery were Iniilt, the cost of a supply from the well system would be cheaper, even if operated contin- uously. The final estimates of cost of collecting the Suffolk County water have been increased to alxDUt $20 per million gallons delivered into the af|ue(luct, because of the allowances for infiltration basins and reservoirs on the salt-water estuaries, highways and f)tlier improvements on the right-of-way. TiMK Kb:gnRb:i) i^ok coxstructiox of wells AXD GALLERIES 'Idle construction of an infiUration gallery in a depth of ground-water from 10 to 20 feet takes much more time than required to put down the necessary wells in the same length of lii]e. Tlie Wantagh infiltration gallery, 12,300 feet in length, was 1)uilt in two years, not including time lost in wait- ing for land. Construction was carried on at two points at a rate of about 200 feet per week. The Massapequa gallery, 218 TABLE U Relative Cost of a Supply from Wells and Galleries Infiltratiox Gallery Two Miles ix Length Item Based upon Bids on Massapequa Infiltration Gallery with Permanent pump- ing-station Based on Suggested Design of Large Concrete Gallery System of Stovepipe Wells Spaced 700 Feet Apart in Section Two Miles Long With Complete PUMPING- System Cost, without land or w^ater damages. . . Gross lift Average pumpage in million gallons daily Annual expenses: Fixed charges, including interest, sinking fund and taxes Operating expenses, repairs and maintenance Extraordinary repairs and depre- ciation Total Cost of water per million gallons de- livered into aqueduct, without charges for land and water damages. Liberal estimate of cost of land for 1 ,00()-foot right-of-way, and damages amounting altogether to $L50,000 per mile Additional fixed charges for interest, sinking fund and taxes on this sum. . . Total cost of collecting water per million gallons, with charges for land and water damage !B260,200 $403,000 $66,600 43 feet 43 feet oO feet 10 10 10 $13,160 $19,800 $3,254 19,120 22,000 29.050 4,701 2,400 3,375 $36,981 $44,200 $35,679 $10.13 $12.10 $9.78 $300,000 $300,000 $300,000 $!(), ()()() $!(•), 000 $l(i,00() *$14.51 *$16.48 *$I4.16 ♦These prices include no charges for highways, fencing or other improvements proposed for the Suffolk C^ounty works, or any allowances for infiltration basins or reservoirs on the salt-water estuaries PLAN FOR COLLECTING WORKS 219 which was begun in 1905, is not finished yet, after 2^2 years. Work has generally been carried on at three points, although at times five gangs have been at work. Each gang has averaged about 60 feet per week. An increase in the number of gangs means an increase in the cost of pumping, and it would not perhaps be reasonable to expect a contractor working on a section of gallery two miles in length to work at more than two points. Assuming a progress of 200 feet per week at both points and a w^orking season of 40 weeks, two miles of gallery could not be com- pleted in less than 1^ years, whereas the 15 wells proposed in the same length of line could be driven and completely equipped inside of six months. Considering the great need for water in Brooklyn and the short time in which the works in Suffolk county would need be built, when such works should be authorized, the greater speed of constructing the wells be- comes a most important consideration. COMP.\RATl\'K MERITS OE WELLS AND TXFTL- TRATION GALLERIES The relative advantages of wells and infiltration galleries for the proposed Suffolk County collecting works, that have been stated in the preceding pages, may be briefly summarized as follows : Advantages of a S^^STE.^^ of Weees (1) Larger portion of entire yield can be collected. (2) More ground-water storage readily available by deep pnmj)ing during periods of drought. (3 ) Smaller cost of construction and fixed charges, which is important for \vork> that may be idle a portion of year. (4) Economy in first cost if only part of wells constructed. (5) Greater speed of construction. (6) More elasticity in operation and maintenance. AdVAXTAOES of ax Ixi-Il-TKATJOX (iAELERV n ) Xo danger from inflow of sea-water when placed above sea-level. (2) Economy in continuous operation at central pumping- station. (This is offset by high fixed charges on a gallery of permanent construction.) 220 APPENDIX 3 Conclusions The doubtful advantage of an infiltration gallery in pro- viding greater safety from sea-water and the slightly lower cost of operating a gallery of the Brooklyn type, are more than outweighed by the advantages of a system of wells in providing a larger and more uniform supply, and the saving effected in time and in cost of construction. A system of wells is, there- fore, proposed for the Suffolk County development. WELL SYSTEM WITH GRA\7TY FLOW TO AQUE- DUCT To avoid the high operating expenses in pumping- a system of wells, it has been suggested that the masonry aqueduct be placed sufficiently low to permit the water from the Avells to flow directly into it without pumping. This plan was adopted in 1884 on the Ursprung works of Xureml^erg (Bavaria) and has now been in successful operation for 24 years. These works are situated, however, in a narrow and elevated moun- tain valley with a tight rock bottom where the conditions were favorable for this kind of construction. It is of interest to note that the works constructed later by the same city at Erlenstcgen in the low valley of the Pegnitz were equipped witli a ])umping system. Conditions in Southern Suffolk County In western Suffolk county, where the conditions would be more favorable for a deep acjueduct than farther east, the general elevation of tlie ground-water on the line of the pro- I)osed colk'cting works is a1)out I^lcvation 20 on tlic B. W. S. datunu To secure sufficient ground-water storage to maintain the suppl}', the ground-water would be drawn down to at least I^levation 5. ?^iaking a fair estimate of the loss in the wall of the well and in the connections to the aciuedud as five feet, the surface of the water in the a(|ue(luct. where running full, should not be abo\e I'Jevation 0. This would re(|uire the invert of the section ])roposed in western Suffolk county to be at l''Jevation — 13.5. and the subgrade at about Elevation —15. The surface of the ground in western SulTolk count}- will average 30 feet in elevation, and the total depth of excavation for the a(|ueduct would therefore average about 45 feet, of PLAX FOR COLLECTIXG WORKS 221 which 35 feet would be in saturated sands. If, on the other hand, all wells were to be pumped, an aqueduct can be located in western Suffolk county, with the grade of the invert 30 feet above that required by a gravity inflow system. In the easterly portion of the proposed line of collecting works and in the valleys of the larger streams, the ground- water is below Elevation 20, and unless the aqueduct w^ere placed still lower than suggested, the wells on portions of the line would necessarily be pumped. Preliminary estimates have been made on a continuous gravity aqueduct with its invert at the Xassau-Suffolk County line at Elevation 0. 13.5 feet above that just proposed. The estimates indicated that the fixed charges on the additional cost of placing the aqueduct at even this depth over that of con- structing the aqueduct at the higher elevation recommended in this report, in connection with a pumping system, would be much greater than the saving in operating expenses effected by not pumping on portions of the line. The gravity inflow plan is, furthermore, open to one of the chief objections to the in- filtration gallery in that it would be impossible with such a system to draw dcejjly upon the ground-water storage during brief ])eriods of large demand. Altogether, this plan has no advantage to recommend it and has not been further considered. LAND FOR COLLECTIXG WORKS W'lDTJI OF RtGIIT-OF-WAV It is proposed to acquire on the entire line of the proposed collecting works, a strip of land 1,000 feet wide. The wells would be placed in the center of this right-of-way for the pro- tection of the ground-water supply from subsurface pollution. Possibly a width of 600 feet would be sufficient where the property is expensive, but the greater widtli is believed to be desirable. Subsurface Pollution It is necessary to j^rotcct the works against the contamina- tion that might come from cesspools and privies constructed near the proposed taking. Filth that is placed in the ground beyond the oxidizing action of the bacteria in the surface soil is uoi readily destroyed and if below the water-table may be carried some distance in coarse sand and gravel by the moving grr)und-water. 222 APPENDIX 3 The incomplete experiments of the Burr-Hering-Freeman Commission near Ehnont were not conclusive as regards the maximum distance through which pathogenic organisms may be carried to the wells of ground-water collecting works, since the subsoils where these experiments were made were fairly fine and the slope and velocity of the ground-water small. The experience at some of the German ground-water plants near the surface streams indicate that the collecting works should not perhaps be less than 200 to 300 feet from the river to secure complete bacterial purification of the surface waters. The right to dispose of household wastes in the ground is one that has been established by age-long usage. While it has been ruled in several states that a ground supply may not be pol- luted, it might not be so easy to remove such sources of pollu- tion, as those mentioned above, as it is to protect a surface supply from contamination, and it would doubtless be ex- pensive. The cost of a right-of-way 1,000 feet in width would not be proportionally greater than one 600 feet if purchased now, and it is believed the greater width should be adopted. Relation of Wells to Aqueduct The center of the aqueduct would be laid out 25 feet away from the wells to avoid disturbing the foundations of the aque- duct when constructing new wells or cleaning up old ones. On the main line in southern Suffolk county, the aqueduct would be placed north of the wells in order to give access to them from the highway proposed on the south side of the taking. The same relation of wells and highways would, of course, be adopted elsewhere. Vov the I'cconic Valley collecting works, it is proposed to ac(juirc a strip of land along the south side of the Pcconic river from Rivcrhead to Calverton, averaging 1,000 feet in widtli, and possi1)ly later, if considered desirable, to purchase a stri]) on the north side and the river itself, in order to utilize the river as a natural infiltration basin for the development of the surface-waters as artificial ground-water. Improvement of Riciit-of-Wav It is proposed to improve all the lands purchased for the collecting works, to soil and seed all highway and aqueduct ^Inpc'^, both to protect the work as well as to make the right- FLAX FOR COLLECFING WORKS 223 of-way attractive. A neat wire fence with iron or concrete posts is estimated about all the property to be acquired. In all the villages through which the w^orks pass and where active real estate developments are being made, allowances are made in the estimates for grading, seeding, planting shrubs and trees, constructing gravel walks, and giving the right-of-way an appropriate landscape treatment. These sections would receive the same care as given park property within the City limits. Throughout Suffolk county it is further proposed to build a wide macadam road on the south side of the right-of-way for convenience of operation of the works and the use of the public. This highway would give access to large areas now far from trunk highways and would add greatly to the attract- iveness of the project. This highway is estimated to cost $10,000 per mile, exclusive of the grading, much of which could be done during the construction of the aqueduct by borrowing from the higlnva}- cuts and spoiling on the fills. It is also pro- posed to surface with macadam all public road crossings within the right-of-way. ouTiTXb: or collectixg works The conclusions reached in the above considerations on the methods of gathering the proposed Suffolk County ground- waters, permit the following outline of the collecting works to be made : ^^fETIIOD OF Cor.LF.CTION The ground- water would be gathered by means of a con- tinuous line of wells from 100 to 200 feet in depth, placed at short intervals in the center of a wide right-of-way 1,000 feet in width. Tvi'E OF Wells The water would be collected in tu1)ular wells of fairly large diameter, probably of the stovepipe type, penetrating the full depth of the yellow gravels, and provided with screen sections in all coarse strata. Pl'.mpjxg SvsTE.\r The water would be drawn from these wells by some suit- able form of deep well pump operated from one or more cen- tral i>ower-stations. 224 TABLE 15 Geological Classification of Seaford Deep Well 10' Near Seaford Station, Long Island Railroad. Elevation, B. W. S. Datum : Surface of Ground, 24 Sam- Depth Character of Material Yellow top-soil - " sand; small gravel Coarse light yellow sand; gravel Gray sand; fine gravel; traces of clay; some Muscovite (white mica) Dark gray clay; traces of gravel Coarse gray sand; shells and gravel; shells abundant Fine gray sand; Muscovite Light gray sand; some lignite Shells; clay and fine gravel; shells abundant; lignite Dark gray clay; fine gravel; some shells White sand; Muscovite; much lignite Coarse white sand; Muscovite " lignite Finer " " " much lignite traces of lignite fine gravel with frags; shells Fine " " Muscovite traces of lignite some lignite Coarse white sand; traces of clay and lignite Fine white sand; traces of clay; some lignite Coarse white sand; Muscovite; some lignite Very coarse white sand; Muscovite Gravel; white clay; lignite; purite Coarse white sand; traces of clay; lignite; Muscovite Fine white sand; fine gravel; traces of lignite Coarse white sand; traces of clay and lignite Coarse gray sand; fine gravel; traces of clay and lignite; Muscovite Fine white sand; traces of clay and lignite; Muscovite Fine and coarse gray sand Very fine white sand; traces of lignite; Muscovite White sand; fine gravel; traces of lignite; Muscovite Light gray clay; some gravel Very fine white sand; traces of lignite; Muscovite Gray sand and gravel; some gray clay; lignite Fine white sand; white clay; lignite; Muscovite traces of lignite Coarse white sand; trace of lignite and clay; Muscovite Gray gravel; sand; clay; no lignite " coarse sand; trace of clay and lignite " some clay; no lignite no clay; no lignite white sand; no clay; no lignite trace of white clay; white sand White clay; some sand Gray gravel; some gray clay; lignite I'^ine gray gravel; fine sand; lignite White clay with some gravel and lignite Medium and fine white sand; abundant lignite; Muscovite " traces of " " Very fine white sand; traces of lignite; Musrovilc Fine white sand; some lignite; abundant Muscovite Very fine white sand; trace of lignite; abundant Muscovite PLE Feet 1 - 3 2 3 - 7 3 7 - 20 4 20 - 25 5 25 - 40 6 40 - 52 7 52 - 65 8 65 - 68 9 68 - 72 10 72 - 82 1 1 82 - 91 12 91- -113 13 1 13- -120 14 120- -135 15 135- -154 16 154- -167 17 167- -173 18 173- -179 19 179- -205 20 205- -245 21 245- 328 22 328- 23 535- -538 24 538- -589 25 589- -605 2() 605 608 27 608 608.6 28 608.6 ()20 29 620 -()30 30 (i.3() 640 31 640 ()50 32 6.50 ()60 33 6()0 -()71 34 671 -681 35 (iSl -685 3(i 685 (i86 37 ()8(i fi*»2 38 692 700 39 700 710 40 710 -714 41 714 -720 42 720 730 43 730 742 44 742 752 45 752 -772 4fi 772 -782 47 782 -792 48 792 803 49 803 805 50 805 807 51 807 813 52 813 -820 53 820 -830 54 830 885 55 885 945 5(1 9t5 972 57 972 980 5H 9S() 985 59 9S5 995 (iO 995 1012 Continuous bed of gravel from about 715 to 805 = 90 feet. The white clay probably occurs in occasional thin layers or partings and is not disseminated through the gravel. Hence, the gravel is highly w itcr bearing, and while passing through this gravel the well gave a continuous artc-si;in flow. ♦Classification of this well by Proft ss<.r W. O. Crosby. 225 TABLE 15 (Continued) Classificatiox of Samples from Test-well 537. Amitv- viLLE, Long Island. Well 101 Feet in Depth, 2 Inches ix Diameter. Elevatiox, B. \V. S. Datum : Surface of Grquxd, 33.5 ; Bot- tom. — 66.3 ; Ground-water, 20.7 Sam- Depth Character of Material Fine gravel 20 per cent.; yellow sand: coarse 45 per cent.; medium .30 per cent.; loam 5 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 10 per cent.; yellow sand: coarse .30 per cent.; medium 40 per cent.; fine 20 per cent. Fine gravel 10 per cent.; yellow sand: coarse 30 per cent.; medium 40 per cent.; fine 20 per cent. Fine gravel 10 per cent.; yellow sand: coarse 30 per cent.; medium 40 per cent.; fine 20 per cent. Fine gravel 10 per cent.; yellow sand: coarse 30 per cent.; medium 40 per cent.; fine 20 per cent. Fine gravel 40 per cent.; yellow gray superfine sand 60 per cent. 5 " " " " " 9.5 Yellow gray sand : medium 20 per cent.; fine 30 per cent.; superfine 50 per cent. Yellow gray sand: medium 20 per cent.; fine 30 per cent.; superfine 50 per cent. Yellow gray sand: coarse 40 percent.; medium 40 per cent.; fine 20 per cent. Fine gravel 20 per cent.; yellow sand: medium 20 per cent.; fine 60 per cent.; trace of peat PLE Feet 1 0-12 2 12-19 3 19-25 4 25-31 31-38 38 - 44 7 44-51 8 51-57 9 57 - 62 10 62 - 67 1 1 67 - 72 12 72-78 1.3 78 - 83 14 83 - 88 15 88 - 93 16 93-101 Cl.\ssifjc.\tiox of S.xmples from Test-well 574, Lixdex HUR.ST, Long Isl.vxd. Well 101 Feet ix Depth, 2 Inches ix Diameter Character of Material Fine gravel 40 per cent.; white sand: coarse 40 per cent.; medium 20 per cent. Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Fine gravel 80 per cent.; yellow sand: coarse 20 per cent.; trace of peat Gravel : coarse 60 per cent. : fine 20 per cent. ; coarse sand 20 per cent. Yellow sand: coarse 20 per cent.; medium 40 per cent.; fine 40 per cent. Yellow sand: medium 60 per cent.; fine 40 per cent. 60 ' 40 " " 60 40 " Yellow sand: medium 20 per cent.; fine 40 per cent.; superfine 40 per cent. Fine gravel 40 per cent.; brown sand: coarse 40 per cent.; medium 20 per cent. Trace of clay; black superfine sand; trace of peat Trace of clay; gray sand: coarse 20 per cent.; medium 20 per cent.; fine 60 per cent.; trace of peat Trace of clay; gray superfine sand Hard blue dry clay Blue clay and rock-flour " 50 per cent.; superfine sand 50 per cent. " 80 " " sand 20 per cent. Sam- Depth ple Feet 0-7 2 7 13 3 13 - 20 4 20 - 26 26 - 33 6 .33 - 38 7 38 - 43 8 43 - 47 9 47 - 53 10 .53 - 58 1 1 58 - 63 12 63 - 68 13 68 - 73 14 73 - 78 15 78 - 83 16 83-87 17 87-93 18 9.^101 226 TABLE 15 (Continued) Classification of Samples from California Stovepipe \\'ell 4, Experiment Station^ Lindenhurst, Long Island, 14 Inches in Diameter. Elevation, B. S. Datum : Surface of Ground, 30; Ground-water, 22.3 Sam- ple Depth Feet Character of Material 1 - 2. 2 2.5 — 5 3 5 - 6 4 6 - 9 5 9 - 11 6 11 - 13 7 13 - 15 8 15 - 17 9 17 - 19 10 19 - 21 11 21 - 23 12 23 - 25 13 25 - 27 U 27 - 29 15 29 -31 16 31 -33 17 33 - 35 18 35 -37 19 37 -39 20 39 - 41 21 41 -45 22 45 -47 23 47 -49 24 49 -51 25 51 -53 26 53 - 55 27 55 - 57 28 57 -59 29 59 -61 30 61 -63 31 63 - 65 32 65 - 67 33 67 -69 34 ()9 -71 35 71 - 73 36 73 -75 37 75 -77 38 77 - 79 39 79 -84 40 84 - 90 41 84 - 90 42 90 9(i 43 96 102 44 102 lOH 15 I OS 1 It 41) I It 120 47 120 126 48 126 135 Brown clay intermixed with sand and vegetable matter Gravel 5 per cent.; loam 75 per cent.; sand 20 per cent. 12 " " sand 88 15 " " " 85 " Gravel: coarse 10 per cent.; fine 5 per cent.; sand 85 per cent. 10 " - '• 85 20 '• '• 10 '• " 70 70 " " " 10 " " 20 30 " " " 20 " " 50 60 " " 20 " " " 20 50 " " " 30 " " 20 25 " " 60 " " 15 20 " " " 30 " " " 50 30 " " " 30 •• " 40 20 " 20 " '• 60 50 " •• 30 •• " 20 20 " '• " 20 '• " 60 5 " •• 50 '• " 45 20 " '• 25 •• " 55 Gravel 5 per cent.; sand: coarse 20 per cent.; medium 50 per cent.; fine 25 per cent. Gravel: coarse 5 per cent.; fine 15 per cent.; sand 80 per cent. 40 " " '• 50 10 " •• 10 " " '• 15 " " 75 " Gravel 10 per cent. ; sand: coarse 10 per cent. ; medium 40 per cent. ; fine 40 per cent. Gravel: coarse 10 per cent.; fine 10 per cent.; sand: coarse 40 per cent.; medium 20 per cent.; fine 20 per cent. Gravel: coarse 10 per cent.; fine 10 per cent.; sand: coarse 40 per cent.; medium 20 per cent.; fine 20 per cent. Gravel 10 per cent. ; sand: coarse 30 per cent. ; medium 40 per cent. ; fine 20 per cent. Gravel: coarse 20 per cent.; fine 30 per cent.; sand: coarse 30 per cent.; medium 15 per cent.; fine 5 per cent. Gravel: coarse 20 per cent.; fine 30 per cent.; sand: coarse 30 per cent.; medium 15 per cent.; fine 5 per cent. Gravel: coarse 30 per cent.; fine 30 per cent.; sand 40 per cent. 25 " '• " 15 10 " " " 5 ■■ " sand cent.; medium 25 percent.; fine 50 per cent. Gravel: coarse 5 per cent.; fine 5 per cent.; sand cent.; medium 40 per cent.; fine 30 per cent. Gravel: coarse 5 per cent.; fine 5 per cent.; cent; medium 40 per cent.; fine 30 per cent. Gravel: coarse 20 per cent.; fine 30 per cent.; ironrust Sand: coarse 20 per cent.; medium 20 per cent.; fine 10 per cent.; gravel 10 per cent.; brown clay 40 per cent. Gravel 5 per cent.; sand 85 per cent.; brown clay 10 per cent. 10 80 " " sandstone 10 per cent. Gravel 5 per cent.; sand 45 per cent.; clay 30 per cent.; peat; sandstone Fine gray sand ; i)eat " " " ijlack clay " " black clay 60 coarse 10 per coarse 20 per sand: coarse 20 per sand: 50 per cent. ; Hard black clay peat black clay ; peat pe.'it; mica ill TABLE 15 {Continued) Well 4 (Concluded) bAM Depth lharacter of -Material PLE Feet 49 135-141 Fine gray sand; peat; mica 50 141-147 51 147-153 52 153-159 '■ " [\ |] '■ 53 159-165 54 165-171 55 171-177 95 per cent.; clay 5 per cent. 56 177-183 peat; mica 57 183-187 58 187-189 59 189-199 Hard, black clay 60 199-205 Fine gray sand; peat; mica 61 205-209 62 209-215.5 Hard black clay 63 215.5-221 Fine gray sand; peat; mica 64 221-227 65 227-233 !! !! !! !! !! 66 233-237 67 237-243 68 243-251.5 69 251.5-255 Hard black clay 70 255-261 Fine gray sand; peat; mica 71 261-268 Hard black clay 72 268-274 Fine gray sand; peat; mica 73 274-280 74 280-287 75 287-293 76 293-297.5 77 297.5-304 Hard black clay 78 304-310 Fine gray sand; peat; mica 79 310-315 80 315-321 81 321-327 Black clay intermixed with lignite 81a 321-327 Fine gray sand; hard black clay; peat 82 327-333 peat; mica 83 333-339 84 339-345 85 345-351.5 86 351.5-354.5 Hard black clay 87 351.. 5-360 Fine gray sand; peat; mica black clay ; sandstone 88 330-370 228 TABLE 15 {Continued) Classification of Samples from Test- well 576, Wyan- DANCH^ Long Island. Well 125 Feet in Depth, 2 Inches in Diameter Sam- Depth Character of Material ple Feet 1 - Fine gravel 80 per cent.; yellow sand: coarse 10 per cent.; loam 10 per cent. 2 6 - 12 Fine gravel 80 per cent.; yellow sand: coarse 20 per cent.; trace of loam 3 12 - 19 Fine gravel 40 per cent.; yellow sand: coarse 40 per cent.; fine 20 per cent. 4 19 -25 Fine gravel 80 per cent.; yellow sand: coarse 20 per cent. 5 25 -32 Gravel: coarse 40 per cent.; fine 40 per cent.; yellow coarse sand 20 per cent. 6 32 -38 Gravel: coarse 40 per cent.; fine 40 per cent.; yellow coarse sand 20 per cent. 7 38 -44 Fine gravel 40 per cent.; vellow coarse sand 00 per cent. 8 44 -50 40 " " •• " ■• 00 " 9 50 -57 40 " " " " " 00 " 10 57 -02 Fine gravel 10 per cent.; yellow sand: coarse 40 per cent.; 50 per cent. medium 11 02 -08 Fine gravel 20 per cent. ; yellow sand: coarse 00 per cent. ; 20 per cent. me'dium 12 OS -73 Fine gravel 20 per cent.; yellow sand: coarse 00 per cent.; 20 per cent. medium V.i 73 - 78 Fine gravel 20 per cent. ; yellow sand: coarse 00 per cent. ; 20 per cent. medium 14 78 -83 Fine gravel 80 per cent.; yellow coarse sand 20 per cent. 40 " " " " " 60 " 15 83 -88 K) 88 - 93 Fine gravel 20 per cent.; yellow sand: coarse 00 per cent. ; 20 per cent. medium 17 93 -97 Blue clay IS 97 -100 Yellow sand: coarse 40 per cent.; medium 00 per cent. 19 100 -105 Light gray superfine sand; trace of peat 20 105 -110 21 I 10 -115 22 115 -120 White fine sand 100 per cent.; trace of peat 2.1 120 125 100 229 TABLE 15 {Continued) Classification of Samples from California Stovepipe Well 5, Experiment Station, Wyandanch, Long Island, 12 Inches in Diameter. Elevation, B. S. Datum : Surface of Ground, 56; Ground-w ATER, 51 Sam- Depth Character of ^L\TERIAL PLE Feet 1 0-1 Loam 80 per cent.; gravel 20 per cent. 2 1-4 Gravel: coarse 75 per cent.; fine 15 per cent.; sand 10 per cent. '.i 4-6 Gravel 15 per cent. ; sand: coarse 20 per cent. ; medium 20 per cent. ; fine 45 per cent. 4 6-10 Gravel: coarse 30 per cent.; fine 15 per cent.; sand 55 per cent. 5 10-15 Gravel 25 per cent.; sand: coarse 30 per cent. ; medium 25 per cent. ; fine 20 per cent. 6 15- 18 Gravel: coarse 10 per cent.; fine 10 per cent.; sand 80 per cent. 7 18-20 " " 25 25 50 " 8 20-22 " " 20 10 ' 70 " 9 22-24 " " 40 " " •• 20 40 " 10 24-26 " " 30 10 60 " 11 26-28 " " 10 5 85 " 12 28-30 " " 15 10 75 " 13 30-32 " " 10 10 " " •' 80 " 14 32-34 " " 20 30 " * " 50 " 15 34 -36 Gravel 25 per cent. ; sand: coarse 10 per cent. ; medium 35 per cent. fine 30 per cent. 16 36-38 Gravel: coarse 5 per cent.; fine 40 per cent. ; sand 55 per cent. 17 38-40 " " 60 30 10 " 18 40-42 " " 30 " " " 40 30 " 19 42-44 " " 10 30 60 " 20 44-46 " " 50 5 45 " 21 46-48 Gravel 25 per cent. ; sand : coarse 25 per cent. ; medium 35 per cent. fine 15 per cent. 22 48-50 Gravel: coarse 30 per cent.; fine 30 per cent.; sand 40 per cent. 23 .-)0-52 " " 50 40 10 " 24 52 -.54 " " 30 30 40 " 25 54 -56 Gravel 30 per cent.; sand: coarse 30 per cent. ; medium 30 per cent. fine 10 per cent. 26 56-58 Gravel: coarse 10 per cent.; fine 10 per cent.; sand 80 per cent. 27 58-60 " •' .50 .30 ' 20 per c^t. 28 60-62 " " 80 20 " 29 62 -64 " " 70 " " " 25 " " brown clay 5 per cent 30 64 -66 Gravel 30 per cent. ; sand: coarse 50 per cent. ; medium 15 per cent. ^ fine 5 per cent. 31 66-68 Gravel 25 per cent. ; sand : coarse 60 per cent. ; medium 15 per cent. 32 68-70 Gravel 20 per cent.; sand 70 per cent.; clay 10 per cent. 33 70-72 Sand: coarse 10 per cent. ; medium 50 per cent. ; fine 40 per cent. 34 72-74 Sand: coarse 30 per cent. ; medium 30 per cent. ; fine 1(3 per cent. gravel: coarse 20 per cent.; fine 10 per cent. 35 74 - 76 Brown clay; few small pebbles 36 76 -78 Hard black clay 37 78-81 38 81 -83.5 Fine grav sand 39 83.5-86 Hard black clay 40 86-88 Sand: medium 75 per cent.; fine 25 per cent. 41 88-92 Fine gravel 5 per cent.; sand 25 per cent.; sandstone 10 per cent. brown clay 60 per cent. 42 92-94 Brown clay stratified with peat and mica 43 94 -96 Brown clav .50 per cent.; fine brown sand 50 per cent. 44 96 -98 Sand: medium 60 per cent. ; fine 40 per cent. 45 98-99.5 Brown clay 46 99.5-100.5 Peat mixed with fine sand 47 100.5-104 -Brown clay 48 104-108 Fine brown sand 49 108-112 ' .50 112 118 51 118 124 Brown clay 10 per cent.; fine brown sand 90 per cent. .52 124-130 Sandstone 10 per cent; fine sand 50 per cent. ; brown clay 40 per cent 53 130-136 Fine brown sand .54 136-142 230 TABLE 15 {Continued) Well 5 {Concluded ) Sam- Depth Character of Material PLE Feet oo 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 100 101 102 142-148 148- 149 149- 152 152-159 159-164 164-170 170-176 176-180 180-184 184-190 190-196 190-202 202-208 208-214 214-220 220-226 226-232 232-238 238-242 242- 243 243- 249 249-251 251-254 254-260 260-266 266-272 272-278 278-284 284-290 290-296 296-302 302-308 308-314 314-320 320-327 327- 328 328- 331 331-336 336-342 342-348 348-356 356-361 361-367 367-373 373-379 379 385 385-391 391-400 Sandstone 10 per cent.; fine brown sand 90 per cent. Hard brown clay Hard black clay Soft brown clay; pyrite Fine gray and brown sand mixed Fine brown sand Sandstone; fine sand Fine brown sand 90 per cent.; brown clay 10 per cent. Red and gray clay stratified Fine brown sand Brown clay mixed with fine sand Hard black clay Fine brown sand Black clay stratified with peat; pyrites Hard black clay; peat Blue gray clay Fine gray sand; mica flakes Soft black clay intermixed with peat • Fine gray sand; peat " " " mica flakes peat Hard black clay 231 TABLE 15 (Continued) Classification of Samples from Test-well 511, Babylon, Long Island. Well 102 Feet in Depth, 2 Inches IN Diameter. Elevation, B. W. S. Datum: Surface of Ground. 17.8 Sam- Depth Character of Material PLE Feet 1 - 7 - 13 :i 13 - 19 4 19 - 26 o 26 -33 6 33 -38 7 38 -44 8 44 -.50 9 .50 -56 10 ofj - 63 1 1 1)3 -69 12 69 -73 Vi 73 - 81 14 81 -85 15 85 -90 16 90 -93 17 93 - 95 18 95 -99 19 99 -102 Fine gravel 60 per cent.; gray sand: coarse 30 per cent.; medium 10 per cent. Fine gravel 60 per cent.; gray sand: coarse 30 per cent.; medium 10 per cent. Yellow sand: coarse 10 per cent.; medium 60 per cent.; fine 30 per cent. Yellow sand: coarse 20 per cent.; medium 60 per cent.; fine 20 per cent. Yellow sand: medium 60 per cent.; fine 40 per cent. 60 " '• " 40 " 60 " " " 40 " Gray sand: coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. Gray sand: coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. Gray sand: coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. Gray sand: coarse 10 per cent.; medium 30 per cent.; fine 40 per cent.; superfine 20 per cent. Gray superfine sand 100 per cent.; trace of peat Light gray superfine sand 100 per cent.; trace of peat " 100 " 100 " Dark gray superfine sand 70 per cent.; peat 30 per cent. Light gray sand: fine 70 per cent.; superfine 30 per cent. 30 " " " 70 " " superfine sand 100 per cent; trace of peat 232 TABLE 15 {Continued) Classification of Samples from California Stovepipe A\'ell 1. Experiment Station^ West Islip, Long Island. 14 Inches in Diameter. Elevation, B. W. S. Datum : Surface of Ground, 33.4; Ground-water. 23.9 Sam- Depth Character of Material PLE Feet 1 0-3 Top-soil; medium and fine sand mixed with fine clay and fine gravel 2 3-9 Gravel: coarse 20 per cent. ; fine 10 per cent. ; coarse sand 70 per cent . 3 9-12 Coarse gravel 50 per cent.; coarse sand 50 per cent. 4 12-17 Gravel 70 per cent. ; sand 30 per cent. 5 17-21 " 80 " " sand: coarse 10 per cent. ; medium 10 per cent. 6 21 -38 Fine gravel 10 per cent.; yellow sand: medium 65 per cent ; fine 25 per cent. 7 21 -38 Fine gravel 10 per cent.; yellow sand: medium 65 per cent.; fire 25 per cent. 8 38-54 Fine gravel 10 per cent; yellow sand: medium 65 per cent.; fine 25 per cent. 9 54-60 Coarse gravel 15 per cent.; yellow sand: medium 55 per cent.; fine 30 per cent. 10 60-70 Coarse gravel 5 per cent.; yellow sand: medium 45 per cent.; fine 50 per cent. 11 70-75 Fine gravel 5 per cent.; yellow sand: medium 60 per cent.; fine 35 per cent. 12 75-80 Fine gravel 5 per cent.; yellow sand: medium 60 per cent.; fine 35 per cent. 13 80-88 Yellow sand: coarse 5 per cent.; medium 50 per cent.; fine 40 per cent.; organic matter 5 per cent. 14 88-94 Gravel: coarse 25 per cent. ; fine 10 per cent.; yellow sand: coarse 10 per cent.; medium 55 per cent. 15 94 -97 Gravel: coarse 30 per cent. ; fine 40 per cent. ; yellow sand: coarse 20 per cent.; medium 10 per cent. 16 97- 98 Gravel: coarse 70 per cent.; fine 20 per cent.; coarse yellow sand 10 per cent. 17 98-102 Mixture of fine gravel, sand and clay with iron-coated pyrites 18 102-104 Dark blue clay with pyrites 19 104-106 Sand: fine 70 per cent.; superfine 30 per cent. 20 106-113 " " 40 " " " 60 " 21 113-115 " medium 70 per cent. ; fine 30 per cent. 22 115-116 Black clav well compacted 23 116-117 24 117-119 Sand: fine 60 per cent. ; superfine 40 per cent. 25 119-131 " medium 75 per cent.; fine 25 per cent.; pyrites; peat 26 119-131 " 75 25 " 27 119-131 •' " 75 ' 25 " 28 131-135 Dark clay stratified with fine sand and peat 29 135-136 30 136-138 31 13S- 146 Sand: medium 70 per cent.; fine 30 per cent. 32 146 -147 Mixture of organic matter, gray clay and fine sand inter-stratified 33 147 149 Coarse sand mixed with light gray clay; layer of pyrites with sand 34 149 156 Mixture of dark blue sand with peat and medium sand 35 149 15(i 36 156-1<)0 Sand: coarse 30 per cent.; medium 70 per cent. ;}7 160 161 Slimy mixture of ijray clay with peat 164 170 Sand: medium 80 per cent. ; fine 20 per cent. :{<) 170 173 " " 90 10 " 40 173 174 Medium grav sand mixed with pyrites 41 174-175 Peat 42 175 182 Sand: medium 30 per cent.; fine 70 per cent. 43 182-187 Medium and fine gray sand with small layer of stratified peat 44 187-205 Sand: medium 25 per cent.; fine 75 per cent. 45 205 207 Mixture of gray sand, clay and peat 46 207-208 Fine gravel 3 per cent. ; sand: coarse (iO per cent . ; medium 30 jut cent.; clav 7 jjer cent. 47 207 208 Fine gravel 3 per cent. ; sand: coarse (iO per cent . ; nn-dium 30 per cent.; clav 7 per cent. IS 207 20S Fine gravel 3 per cent.; sand: coarse 60 per cent.; meduiin .50 per ( ent. ; clay 7 per cent. 4«> 208 209 Mlack clav with traces of sand ,50 209 210 TABLE 15 {Continued) Well 1 (Continued) 233 Sam- Depth Character of Material PLE Feet 51 210-212. o Black clay 20 per cent.; sand: coarse 60 per cent. ; medium 10 per cent.; fine 10 per cent. 52 212.5-214 Black clay with fine sand and peat 53 214-217 Medium and fine sand with pyrites 54 217-221 Sand: coarse 10 per cent.; medium 70 per cent.; fine 20 per cent. 55 221-224.5 " medium 60 per cent. ; fine 30 per cent. ; peat 10 per cent. 56 224.5-228 Soft stratified gray clay 57 224.5-228 58 224.5-228 59 225.5-228 ' ' " " 60 228-230 Soft and fine gray clay ; pyrites 61 230-234 62 230-234 '• " 63 234-236.5 Grav clav 64 236.5-238.5 ' 65 238.5-240 66 240-243 67 243-244.5 Sand: medium 70 per cent. ; fine 30 per cent. 68 244.5-246 Medium sand, peat and pyrites 69 244.5-246 70 246-249 Dark gray and white clay with pyrites and medium sand 71 249-253.5 Gray clay mixed with sand, firmlv compacted 72 253.5-254.5 73 254.5-256.5 ' 74 256.5-258.5 Black fine clay 75 258.5-259 with peat 76 259-260 Dark gray clay and pyrites 77 260-261 Black clay, pvrites and peat 78 261-264 Sand: medium 60 per cent.; fine 35 per cent.; clay 5 per cent, 79 264-267 ■• • 60 40 " 80 267-270 " " 60 40 " 81 270-271 Stratified laver of peat and clay 82 271-274 Sand: medium 70 per cent.; fine 30 per cent.; pyrites 83 274-281 Medium and fine light gray sand with peat and clay 84 274-281 85 281-285 Medium sand; pyrites 86 285-287 Gray clay; medium sand; peat; pyrites 87 287-292 Sand: medium 70 per cent.; fine 30 per cent. 88 292-300 '• 70 30 " 89 300-305 " '• 70 30 " 90 .305-314.5 " " 70 " " " 30 " 91 314.5-317 Peat with medium gray sand 92 317-323 Sand: medium 85 per cent.; fine 15 per cent. 93 323-326 Layers of black soft clay and fine sand 94 326-327 " ' ' 95 327-330 Light gray clay inter-stratified with fine sand and peat 96 327-330 ' " 97 330-332 Medium sand 90 per cent.; clay 10 per cent. 98 332-339.5 Soft black clay inter-stratified with peat and sand 99 339.5-342 Clay; pyrites; peat 100 342-344.5 " 101 344.5-345.5 Clay; peat; medium sand 102 345.5-353 103 353-355 Clay 85 per cent.; fine sand 15 per cent. 104 355-358 Soft black clay mixed with peat and fine sand 105 355-358 ' ' 106 358-364.5 Sand: medium 70 per cent.; fine 30 per cent.; traces of clay 107 364.5-369 Medium and fine sand mixed with clay and pyrites 108 369-370 Pyrites and micaceous sandstone 109 370-372 Medium sand and impure pyrites 110 372-379 Sand: medium 70 per cent.; fine 30 per cent. 111 379-382 " " 40 " " " 40 " " clay 20 per cent. 112 382-388 " " 40 " " " 40 " " 20 " 113 388-394 " " 40 40 " 20 with pvrites . 1 14 388-394 Sand: medium 40 per cent.; fine 40 per cent.; clay 20 percent, with pyrites 115 394-400 Medium sand 70 per cent.; clay 30 per cent.; pyrites; peat 116 394-400 " " 70 30 " " '' 117 400-401 Small fragments of pyrites and peat with traces of clay 118 401-405.5 Clav 70 per cent.; pyrites 20 per cent.; peat 10 per cent. 119 401-405.5 " ' 70 " " " 20 10 " 120 401-405.5 " 70 " " " 20 10 234 TABLE 15 (Continued) Well 1 {Continued) Sam- Depth Character of ^Laterial PLE Feet 121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 405.5-408 405.5-408 408- 409 409- 410 409- 410 410- 411 411- 412 412- 413 413- 416 416-418 418-421 421-426 426-431 426-431 431-434 434-440 440-444 444-450 450-455 450-455 455-461 461-466 466-469 469-473 473-476 476-481 147 481-486 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 1 f,3 164 165 166 167 16S 169 170 171 172 486-489 489-492 492-497.5 497.5-.508 .508-510 510-512 512-515 515-517.5 517.5-.520 .520-524.5 524.5-529 529-5.30.5 .530..-)-.'}34 534 537 537 510 540 542 542 545 545 5.'')0 5.50-554 558 564 564 5(;5 565 567.5 567.5 568 5 568.5 572 Medium sand 80 per cent.; clay 20 per cent. ; peat Clay Peat; sand; clay Clay 95 per cent.; sand 5 per cent. Pyrites 15 per cent.; clay 70 per cent.; sand 15 per cent. Clay with fine sand peat; fine sand Clay 60 per cent.; fine sand 30 per cent.; pyrites 5 per cent.; peat 5 per cent. Medium sand and peat inter-stratified; pyrites Medium sand 60 per cent.; clay 30 per cent.; pyrites 5 per cent.; peat 5 per cent. Medium sand 60 per cent.; clay 30 per cent.; pyrites 5 per cent.; peat 5 per cent. Medium sand 80 per cent.; fine sand 15 per cent.; clay, pyrites and peat 5 per cent. Medium sand 80 per cent.; fine sand 15 per cent.; clay, pyrites and peat 5 per cent. Clay 60 per cent.; fine sand 30 per cent.; peat 10 per cent. " 60 " ' 30 " " " 10 " Gray soft clay; medium sand; pyrites; peat Medium sand and pyrites " " light gray clay; peat; pyrites Sand: medium 60 per cent.; fine 35 per cent.; pyrites and peat 5 per cent. Sand: medium 30 per cent.; fine 40 per cent.; clay 25 per cent.; pyrites and peat 5 per cent. Medium sand 80 per cent.; clay 20 per cent.; pvrites " 80 " " " 20 " " with peat Sand: medium 75 per cent.; fine 20 per cent.; pyrites and peat 5 per cent. Sand: medium 75 per cent.; fine 20 per cent.; pyrites and peat 5 per cent. Sand: medium 75 per cent.; fine 20 per cent.; pyrites and peat 5 per cent. Sand: medium 60 per cent. ; fine 40 per cent. ; traces of pyrites Sand: medium 30 per cent.; fine 55 per cent.; hard gray clay 15 per cent. Fine sand 80 per cent. ; soft gray clay 20 per cent. ; pyrites Medium sand 60 per cent.; fine gray sand 40 per cent. Fine sand and pyrites Gray clay 60 per cent.; medium sand 40 per cent. Large pieces of pyrite and clay Sand: medium 50 per cent.; fire 40 per cent.; gray clay 10 per cent. Sand: medium 50 percent.; fine 40 per cent.; gray clay 10 per cent. Sand: medium 70 per cent.; fine 15 per cent.; gray clay and peat 15 per cent. Sand: medium 70 per cent.; fine 15 per cent.; gray clay and peat 15 per cent. Peat interlaid with mica and clay, with medium sand Sand: medium 30 per cent.; fine 60 per cent.; clay and mica 10 per cent. Sand: medium 30 per cent.; fine 60 per cent.; clay and mica 10 per cent. Sand: medium 20 per cent.; fine 75 per cent.; light gray clay .) per cent. Gray and brown and white clay; fine sand Hard gray clay; pyrites Hard gray clay; pyrites " " " peat 235 TABLE 15 (Continued) Well 1 (Continued) Sam- Depth Character of ^L\TERIAL ple Feet 173 572-573 Dark and light gray claj- stratified; peat; medium and fine sand 174 573-575 ' 175 575-579.5 Coarse and medium sand; traces of fine gravel and clay 176 579.5-582.5 Sand: medium 30 per cent. ; fine 50 per cent. ; gray clay 20 per cent. ; peat; mica 177 582.5-584.5 Sand: medium 20 per cent.; fine 70 per cent.; dark gray clay 10 per cent. 178 584.5-587 Particles of peat 70 per cent.; fine sand 25 per cent.; mica and clay 5 per cent. 179 584.5-587 Particles of peat 70 per cent.; fine sand 25 per cent.; mica and clay 5 per cent. 180 587-591 Fine gravel 5 per cent.; sand: coarse 60 per cent.; medium 20 per cent.; gray clay 15 per cent. 181 587-591 Fine gravel 5 per cent.; sand: coarse 60 per cent.; medium 20 per cent.; gray clay 15 per cent. 182 587-591 Fine gravel 5 per cent.; sand: coarse 60 per cent.; medium 20 per cent.; gray clay 15 oer cent. 183 591-593 Gravel 10 per cent.; sand: coarse 20 per cent.; medium 40 per cent.; fine 30 per cent.; peat; clay 184 593-600 Fine gravel 10 per cent.; sand: coarse 60 per cent.; medium 20 per cent.; clay, peat and pyrites 10 per cent. 185 600-605 Gray clay 85 per cent.; sand 15 per cent. 186 605-607 Fine gray clay; sand 187 607-608 White clay; fine sand 188 608-611 Sand: medium 30 per cent.; fine 70 per cent. 189 611-616.5 " " 30 70 " 190 616. .5-617 Hard gray clay well compacted 191 617-619 Fine sana 80 per cent.; gray clay 20 per cent, 192 619-623 " " 80 20 " 193 623-624.5 " " 80 " " " " 20 " 194 624.-5-626 " " 80 ' 20 " 195 626-628 Sand: medium 40 per cent. ; fine 50 per cent.; clay 10 per cent. 196 628-631.5 Sand: medium 40 per cent.; fine 45 per cent.; clay 12 per cent.; peat 3 per cent. 197 631.5-642.5 Sand: medium 40 per cent.; fine 45 per cent.; clay 12 per cent.; peat 3 per cent. 198 642.5-646 Sand: medium 50 per cent.; fine 40 per cent.; clay 10 per cent.; peat 199 646-650 Sand: medium 40 per cent.; fine 50 per cent.; clay 10 per cent.; peat 200 6.50-652.5 Sand: coarse 2 per cent ; medium 60 per cent.; fine 15 per cent.; clay 5 per cent. 201 652. .5-653. 5 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 50 per cent.; clay 5 per cent.; peat 202 653.5-655.5 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 50 per cent.; clay 5 per cent.; peat 203 655. .5-658 Traces of coarse and fine gravel; coarse and medium sand; clay and peat 204 658-660 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 40 per cent.; clay 15 per cent. 205 660-670 Sand: coarse 50 per cent.; medium 40 per cent.; fine 10 per cent.; trace of gravel 206 670-678 Sand: medium 30 per cent.; fine 60 per cent.; clay 10 per cent.; peat; mica 207 678-682 Sand: coarse 20 per cent. ; medium 40 per cent. ; fine 25 per cent.; clay 15 per cent.; peat; mica; trace of gravel 208 682-688 Sand: coarse 20 per cent. ; medium 40 per cent. ; fine 25 per cent. ; clay 15 per cent.; peat; mica; trace of gravel 209 688-692 Fine gravel 5 per cent.; sand: coarse 15 per cent.; medium 50 per cent.; fine 20 per cent.; clay 10 per cent. 210 692-693 Medium sand 30 per cent.; clay 70 per cent. 211 693-694 Clay 60 per cent.; medium sand 35 per cent.; peat 5 per cent. 212 694-695.5 Fine gravel 10 per cent.; sand: coarse 50 per cent.; medium 30 per cent.; clay 10 per cent. 213 695.5-700 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 45 per cent.; clay 10 per cent. 214 700-705 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 45 percent.; clay 10 per cent. 215 705-708 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 4.) per cent.; clay 10 per cent.; with peat 216 70S 710 Sand: coarse 20 per cent.; medium 40 per cent.; fine 35 per cent.; clay 5 per cent. 236 TABLE 15 {Continued) Well 1 {Concluded ) Sam- Depth Character of ^L\TERIAL PLE Fekt 217 710-713 Sand: coarse 15 per cent.; medium 60 per cent.; fine 25 per cent.; traces of peat; pyrites; fine gravel 218 713-717 Compact mixture of clay, fine gravel; coarse and medium sand; peat 219 717-721 Fine gravel 5 per cent. ; sand: coarse 25 per cent. ; medium 30 per cent.; fine 30 per cent.; clay 10 per cent. ; traces of peat; pyrites 220 721-723.5 Sand: coarse 40 per cent. ; medium (50 per cent. 221 723.5-728 Sand: coarse 5 per cent.; medium 80 per cent.; fine 15 per cent.; trace of gravel 222 728-731 Fine gravel 20 per cent.; sand: coarse 60 per cent.; medium 20 per cent. 223 731-733.5 Fine gravel 15 per cent.; sand: coarse 65 per cent.; medium 20 per cent.; traces of clay 224 733.5-734.5 Fine gravel 5 per cent.; sand: coarse 15 per cent.; medium 70 per cent.; clay 10 per cent. 225 734.5-742 Sand: coarse 30 per cent.; medium 60 per cent.; clay 10 per cent ; trace of fine gravel 226 742-747 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 40 per cent.; fine 10 per cent.; peat and clay 5 per cent. 227 747-750 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 40 per cent.; fine 10 per cent.; peat and clay 5 per cent. 228 747-750 Fine gravel 5 per cent.; sand: coarse 40 per cent.; medium 40 per cent.; fine 10 per cent.; peat and clay 5 per cent. 229 750-752 Fine gravel 25 per cent.; sand: coarse 45 per cent.; medium 20 per cent.; fine 10 per cent. 230 750-752 Fine gravel 25 per cent. ; sand: coarse 45 per cent. ; medium 20 per cent.; fine 10 per cent. 231 752-754 Sand: coarse 20 per cent.; medium 50 per cent.; fine 20 per cent.; clay 10 per cent.; trace of gravel 232 754-757 Fine gravel 10 per cent. ; sand: coarse 60 per cent. ; medium 25 per cent.; fine 5 per cent. 233 757-758.5 Fine gravel 20 per cent.; sand: coarse 60 per cent. ; medium 15 per cent.; gray clay 5 per cent. 234 757-758.5 Fine gravel 20 per cent. ; sand: coarse 60 per cent. ; medium 15 per cent.; gray clay 5 per cent. 235 758.5-760 Medium sand 30 per cent.; fine 70 per cent.; trace of gravel 236 760-762 Hard gray clay 237a 762-766 Sand: medium 20 per cent. ; fine 70 per cent. ; clay 10 per cent. 237b 766-768 Hard gray clay 238 768-771 Peat; clav; sand 239 771-773 Clay; fine sand 240 773-775 Sand: coarse 30 per cent.; medium 50 per cent.; fine 15 per cent.; gray clav 5 per cent. 211 773-775 Sand: coarse 30 per cent. ; medium 50 per cent. ; fine 15 per cent. ; gray clay 5 per cent. 242 775-780.5 Clay mixed with gravel and pyrites; peat 243 780.5-786 Gravel: coarse 5 per cent. ; fine 50 per cent. ; sand: coarse 20 per cent.; medium 20 per cent.; clay 5 per cent. 244 786-787.5 Sand: medium 40 per cent.; fine 55 per cent.; clay 5 per cent.; traces of fine gravel 245 787.5-788 Gravel 25 per cent. ; sand 70 per cent. ; clay 5 per cent. 247 788-789 " 50 40 10 " " pyrites 248 789 790 " 70 30 pyrites 249 790-791 " 50 " " " 45 5 per cent. 250 791-798.5 Gravel: coarse 5 per cent.; fine 15 per cent.; sand: coarse 40 per cent.; medium 30 per cent.; fine 10 per cent.; trace of clay 251 798.5-800 Gravel 40 per cent. ; sand 60 per cent. ; trace of clay 252 800 802 " 45 50 " " clay 5 per cent. 253 H02 S08 Fine gravel 1 per cent. ; sand: coarse 20 per cent. ; medium 40 i)er cent.; fine 30 per cent.; traces of clay and peat 254 808-809 Gravel 50 per cent. ; sand 50 per cent. 237 TABLE 15 [Continued Classification of Samples from California Stovepipe Well 3, Enperiment Station, West Islip, Long Island. 16 Inches in Diameter. Elevation, B. W. S. Datum: Surface of Ground. 30: Ground-water. 23.9 Sam- Depth Character of Material PLE Feet 1 - 2 2 2 - 4 3 4 - 6 4 - 12 5 12 - 13 oa 12 - 13 6 13 - 15 7 13 - 15 8 I0..5 - 17 9 l.'i.O - 17 10 17 - 19 11 19 -21 12 21 -23 13 23 - 26 14 26 - 27 1 .5 27 - 29 1 n 29 -31 17 31 -33 18 33 - 35 19 3.5 - 37 20 37 - 39 21 39 -41 22 41 -43 2.3 43 -45 24 45 -49 2.5 49 - 51 26 .51 - 53 27 .53 - 55 28 .5.5 -57 29 .57 -.59 30 .59 -61 31 61 -63 32 63 -65 33 6.5 -67 34 67 -69 3.5 69 - 71 30 71 - 73 37 73 -75 38 7.5 -77 39- 77 - 79 40 79 -81 41 81 -83 42 83 -86 43 86 -87 44 87 -89 89 - 91 4 a 91 -93 Brown clay 75 per cent.; sand 20 per cent.; gravel 5 per cent. Clay 50 per cent.; gravel: coarse 10 per cent.; fine 5 per cent.; sand: coarse 10 per cent.; medium 10 per cent.; fine 15 per cent. Gravel 15 per cent.; sand 85 per cent. Fine gravel 5 per cent.; sand 95 per cent. Gravel: coarse 50 per cent.; fine 25 per cent.; sand: coarse 15 per cent.; medium 10 per cent. Sample of largest gravel brought up Gravel: coarse 60 per cent.; fine 20 per cent.; sand: coarse 10 percent.; medium 10 per cent. Gravel: coarse 60 per cent.; fine 20 per cent.; sand: coarse 10 per cent.; medium 10 per cent. Gravel: coarse 30 per cent.: fine 35 per cent.; sand 35 per cent. 30 35 •' " 55 30 •• 45 " " " 10 '• 55 '• '• •• 15 •' 10 ■• 20 " 2 " sand: coarse 50 per cent. 35 " 15 " '• 45 " •' 30 " " 60 " " 20 " 88 " medium 30 per cent. 60 medium 30 per cent.; 30 60 10 Gravel 5 per cent.; fine 15 per cent. Gravel: coarse 35 per cent.; fine 15 per cent.; sand 50 per cent. 25 ' 15 " Gravel 10 per cent.; sand: coarse 30 per cent. fine 30 per cent. Coarse gravel 5 per cent. ; sand : coarse 25 per cent. ; fine 70 per cent. 5 15 80 5 10 85 2 10 •• " " 88 5 10 85 5 10 85 2 10 88 3 10 87 ^ " "1 5 '• " " 94 Sand: coarse 20 per cent.; medium 40 per cent.; fine 40 per cent. 10 •• " " 30 " •• " 60 " 5 " '• " 25 70 " 5 " " " 25 " " " 70 " traces of mica Gravel 1 psr cent.; sand: coarse 4 per cent.; medium 20 per cent.; fine 75 per cent.; traces of mica Sand: coarse 5 per cent.; medium 15 per cent.; fine 80 per cent.; few small pebbles; traces of mica Sand: coarse 5 per cent.; medium 15 per cent.; fine 80 per cent.; few small pebbles; traces of mica Sand: coarse 5 per cent. ; medium 15 per cent. ; fine 80 per cent. ; few small pebbles; traces of mica Sand: medium 25 per cent.; fine 75 per cent.; traces of mica 25 75 25 " " " 75 " 25 75 25 75 " " •' " " Coarse gravel 10 per cent.; sand: medium 20 per cent.; cent.; struck gravel at 85.6 feet Gravel: coarse 35 per cent.; fine 15 per cent.; sand: per cent.; medium 20 per cent.; fine 20 per cent. Gravel: coarse 20 per cent.; fine 55 per cent.; sand 25 per cent. " 30 " " " 30 " *• " 40 •' Gravel: coarse 60 per cent.; fine 20 per cent.; sandstone 10 per cent.; sand 10 percent. fine 70 per coarse 10 238 TABLE 15 [Continued) Well 3 {Concluded) Sam- Depth Character of ^L\TERIAL PLE Feet 47 93 -95 Gravel: coarse 15 per cent ; fine 5 per cent.; sand 65 per cent.; clay 2 per cent.; sandstone o per cent. 48 95-97 Fine gray sand 98 per cent.: clav- 2 per cent.; mica 49 97-99 •' " " 98 ' 2 50 99-101 Sand: coarse 3 per cent.; medium 20 per cent.; fine 75 per cent.; mica; clay 2 per cent. 51 101-103 Fine gray sand; clay; mica 52 103-10-2 Fine gray sand 98 per cent.; clay 2 per cent.; mica 53 105-107 Fine gra\ sand; traces of clav and mica 54a 107-109.5 clay 54b 107-109.5 " " " " lignite 55 109.5-112 Fine sand intermixed with lignite 56 112-113 Fine sand; sandstone; pyrite; lignite 57 113-115 Hard blaek elav 57a 115-117.5 Fine gra\- sand mixed with lignite 58 117.5-120 ' ' 59 120-122.5 " " " traces of lignite; mica; clay 60 122.5-123 ' 61 123-125 " " " " " " 62 12.5-127 ' 63 127-129 64a 129-133 64b 131 Pieces of lignite 65 133-135 Fine gray sand; peat; soft sandstone; mica 66 135-138 " " " clay mixed with sand 67 138-141 Hard black clay 68 141-144.5 " " " mixed with lignite and sand 69 144.5-147 Fine gray sand mixed with peat 70 147-148 71 148-151 Hard black clay 72 151-153 73 153-155 74 155-157 75 157-159 Fine gray sand 76 159-162 77 162-165 " " " 90 per cent.; clay 10 per cent. 78 165-167 " " " sandstone; clav; lignite 79 167 169 80 169-171 " " " black clav; sandstone; lignite 81 171-173 82 173-175 " " " clay; lignite; mica 83 175-177 ' lignite; mica 84 177-180 85 180 -183 " " " hard black clay at 182 feet 86 183-186 mixed with peat and mica 87 186-190 " " 88 190 192 ' 89 192 194 90 191 196 91 196 198 92 198 200 239 TABLE 15 (Continued) Classificatiox of Samples from California Stovepipe Well 2, Experiment Station. West Islip, Long Island. 12 Inches in Diameter, Elevation, B. ^^^ S. datum : Surface of Ground, 30: Ground-water. 23.9 Sam- Depth Character of Material PLE Feet 1 - 3.6 Yellowish brown clay 70 per cent.; sand 20 per cent.; gravel 10 per cent. 2 .3.6 - 4. .5 Blue clay with traces of sand and gravel 3 4.-5 - 6.6 Coarse and fine gravel; coarse sand 4 6.6 - 7 Gravel: fine 50 per cent.; coarse 20 per cent.; coarse sand 30 per cent. 5a 7-10 Sand: medium 90 per cent.; coarse 10 per cent. 5b 10- 12 Coarse and fine gravel 6 12-13 Gravel: coarse 85 per cent. ; fine 10 per cent. ; coarse sand 5 per cent. 7 13-16 Sand: medium 60 per cent.; coarse 38 per cent.; gravel 2 per cent. 8 16-17 Gravel: coarse 85 per cent.; fine 10 per cent.; coarse sand 5 per cent. 9 17-18 " •• 20 75 " " " " 5 " 10 18-19.5 " " 80 " " " 15 " " " " 5 " 11 19.5-21 Coarse sand 40 per cent.; coarse gravel 60 per cent. 12 21 -23.2 13 23.2-25.2 Sand: coarse 20 per cent.; fine 75 per cent.; fine gravel 5 per cent. 14 25.2-26.9 •• '• 60 " " fine gravel 40 per cent. 15 26.9-29.2 " medium 75 percent.; coarse 25 per cent. 16 29.2-30 •• " 85 " " " 15 '• 17 30-33 " 85 " " " 15 " 18 33-38 "85 " " " 15 " 19 38-42 •' " 75 " " " 22 " " fine gravel 3 per cent. 20 42-46 *' •' 38 " " fine 60 " " gravel 2 per cent. 21 46-48 •' 27 " " " 70 3 " 22 48-50 " " 25 " " " 70 " " " 5 " 23 .50-52 " " 30 " " " 50 " " coarse 18 per cent.; fine gravel 2 per cent. 24 52-54.5 Medium sand 25 .54.5-56 Sand: medium 75 per cent.; coarse 25 per cent. 26 .56 -.58 Fine sand 27 58-62 Sand: fine 75 per cent. ; medium 25 per cent. 28 62 - 64 Fine sand 29 64-66.5 Sand: fine 85 per cent.; medium 15 per cent. 30 66.5-68 " " 85 " " " 15 " 31 68-70 " " 85 " " " 15 " 32 70-72.6 Fine sand 33 72.6- 74 34 74 - 78.3 " 35 78.3-80 36 80-82 Sand: fine 85 per cent.; medium 15 per cent. 37 82 - 84 Fine sand 38 84-86 39a 86-88 Coarse and fine gravel; pyrite 39b 86-88 40 88 -89.5 " Brown sandstone; medium sand cemented by iron 41 89.5-91 Sandstone with gravel 42 91 -92.7 Clay and pyrite 43 92.7-93.5 Clay, sandstone and sand 44 93.5-95.5 Peat, clay and sand 45 95.5-98 Sand: coarse 75 per cent. ; medium 25 per cent. 46 98-100 " •• .50 " " " 50 " 4 7 100-102 " " 65 " " " 35 " 240 TABLE 15 [Continued) Well 2 (Coiichidcd ) Sam- Depth ple Feet 48 102- 104 49 104- 106 50 106- 108 51 108- 111.5 52 1 11.5- 113 53 1 13- 115 54 1 lo- 117.5 55 ll 7.5- 119 5G 119- 121 57 121- 128.6 58 128.6- 134 59 134- 136.8 60 136.8- -138 (U 138- 145 62 145- 147 63 147- 150 64 150- 154 65a 154- 158 65b 154- 158 66 158- 162 67 162- 164 68 164- 165 69 165- 167 70 167- 168.5 71 168.5- -170.5 Character of Materl\l Coarse and medium sand sand Sand: coarse 65 per cent.; medium 35 per cent. Medium sand, clay and peat Coarse and medium sand Medium sand, clay and mica and clay with mica and organic matter Medium sand pyrite; organic matter clay Clay; medium sand; pyrite Black compact clay Medium gray sand; pyrite and peat sand; trace of clay " " with peat Coarse and medium sand; trace of clay Cl.\SSIF1C.\TI(JX of S.\MPLES FRO.M 'rKST-WFI.I. 565. P)AV- SHORE, Long Isi.axd. W'vaa. 101 1m:et Dffi'. 2 I.xciies IX Diameter. I^levatiox. !>. W. S. Datim : Sl'KFACE OF (iROL'M). 30; l)t)TT().M. 71 Sam- ple Depth Feet 1 - 6 2 6 12 3 12 - 18 4 18 24 5 24 - 30 (> 30 - 36 7 36 -42 8 42 - 48 9 48 54 10 51 (•)() 1 1 til) fi5 1 2 t;.') 70 13 70 It 79 15 79 S4 16 St HS 17 ss 9.3 IS 93 97 111 97 100 Character of Material Fine gravel 20 per cent.; white sand: coarse 40 per cent.; fine 40 per cent.; trace of loam Fine gravel 70 per cent.; white sand: coarse 20 per cent.; fine 10 per cent. Fine gravel 70 per cent.; white sand: coarse 20 per cent.; fine 10 per cent. Fine gravel 20 per cent.; white sand: coarse 20 per cent.; medium 40 per cent.; fine 20 per cent. Fine gravel 20 per cent.; white sand: coarse 20 per cent.; medium 40 per cent.; fine 20 per cent. White sand: coarse 60 per cent.; 'medium 20 per cent.; fine 20 per cent. , White sand: coarse 20 per cent.; medium 60 per cent.; fine 20 per cent. Fine gravel 10 per cent.; white sand: coarse 20 per cent.; medium 50 per cent.; fine 20 per cent. White sand: coarse 20 per cent.; medium 60 per cent.; fine 20 per cent. White sand: medium 30 per cent.; fine 40 per cent.; superfine 30 per cent. Yellow sand: fine 70 per cent.; superfine 30 per cent. 70 •' " •' 30 •• ■• White " " 40 " '• " <»0 '• Fine gravel 10 per cent.; white sand: coarse 30 i)cr cent . ; medium 40 per cent.; fine 20 per cent. Light gray sand: medium 50 per cent. ; fine .)0 per cent . ; trace ot peat Light gray sand: medium 50 per cent.; diu' .)() per cent.; trace of peat Light gray sand: medium 50 per cent.; fun- 50 per cent.; trace of peat ,. . . r Light gray sand: coarse 30 per cent.; mediuiii .X) i)er cent.; line 20 per cent.; trace of peat _ ^ a !>ight gray sand: coarse 30 per cent.; medium uO per cent.; tine 20 per cent; trace of peut 241 TABLE 15 (Continued) Classification of Samples from California Stovepipe Well 6, Corner Grand Boulevard and 44th Street, North of I slip, Long Island, 12 Inches in Diameter. Elevation. B. W. S. Datum : Surface of Ground. 37.6; Ground- water, 24.8 Sam- Depth Character of Material ple Feet Q _ 3 2 Ssrid * cosrsc 20 per ccrit.i medium 60 per cent.j fine 20 per cent. ■i _ 7 GrsveL course 10 per cent.j fine 10 per cent.j p3,le yellow S3.iidr cOcirse 60 per cent.j medium 20 per cent. _ -10 Gra.veli coarse 20 per cent.; fine 10 per cent.j pa,le yellow sand; coarse 50 per cent.; medium 20 per cent. _ 5 10 — 14 Oravel J coarse 10 per cent.; fine 10 per cent.; pale yellow sandc coarse 20 per cent.; medium 40 per cent.; fine 20 per cent. 14 — 17 GraveL coarse 30 per cent.; fine 20 per cent.; sandi coarse 40 per cent. ; medium 10 per cent. 7 17 - 20 Gravel J coarse 20 per cent.; fine 10 per cent.; sand; coarse 30 per cent.; medium 40 per cent. 8 20 - 23 Gravel I coarse 20 per cent.; fine 20 per cent.; sand; course 20 per cent.; medium 40 per cent. 9 23 - 24 Gravel; coarse 10 per cent.; fine 10 per cent.; yellow sand; coarse 20 per cent.; medium 60 per cent. 10 24 - 26 Gravel; coarse 5 per cent.; fine 5 per cent.; yellow sand; coarse 15 per cent.; medium 50 per cent.; fine 25 per cent. 1 1 26 - 28 Gravel; coarse 5 per cent.; fine 5 per cent.; yellow sand; coarse 20 per cent.; medium 50 per cent.; fine 20 per cent. 1 2 28 - 30 Gravel; coarse 10 per cent.; fine 10 per cent.; sand; coarse 20 per cent.; medium 40 per cent.; fine 20 per cent. I o 30 - 32 Sand; coarse 15 per cent.; medium 50 per cent.; fine 3o per cent. 14 32 — 34 Ciravel ; coarse 5 per cent.; fine 10 per cent.; sand: coarse 20 per cent.; medium 40 per cent.; fine 25 per cent. 1 o 34 — 36 Fine gravel 10 per cent.; sand; coarse 30 per cent.; medium 40 per cent.; fine 20 per cent. 10 36 — 38 Gravel 5 per cent.; sand; coarse 5 per cent.; medium 00 per cent.; fine 30 per cent. 1 7 38 — 40 Gravel 5 per cent.; sand; coarse 5 per cent.; medium 60 per cent.; fine 30 per cent. 18 40 — 42 Gravel 5 per cent.; sand; coarse 5 per cent.; medium 60 per cent.; fine 30 per cent. 1 9 42 — 44 Gravel; coarse 5 per cent.; fine 5 per cent.; sand; coarse 20 per cent.; medium 40 per cent.; fine 30 per cent. 20 44 -46 Gravel 1 per cent.; sand; coarse 10 per cent.; medium 70 per cent.; fine 19 per cent. 21 46 -48 Gravel 1 percent.; sand; coarse 10 per cent.; medium 70 per cent. ; fine 19 per cent. 22 48 - 50 Gravel; coarse 10 per cent.; fine 10 per cent.; rich yellow sand; coarse 30 per cent.; medium 50 per cent. 23 50 - 52 Gravel; coarse 10 per cent.; fine 10 per cent.; rich yellow sand: coarse 30 per cent.; medium 50 per cent. 24 52 -54 Gravel: coarse 5 per cent.; fine 5 per cent.; yellow sand: coarse 10 per cent.; medium 40 per cent.; fine 40 per cent. 25 54 -56 Dark yellow gravel 5 per cent.; sand: coarse 15 per cent.; medium 50 per cent.; fine 30 per cent. 2fi 56 -58 Dark yellow sand 0; sand: coarse 5 per cent.; fine 45 per cent.; medium 50 per cent. 27 58 - 60 Dark brown sand: medium 60 per cent. ; fine 40 per cent. 28 60 - 62 Light brown sand: coarse 10 per cent.; fine 40 per cent.; medium 50 per cent. 29 62 -64 Dark brown sand; medium 60 per cent.; fine 40 per cent. 30 64 - 68 " " coarse 5 per cent.; fine 30 per cent.; medium 65 per cent. 31 68 - 70 Dark brown sand; coarse 0; fine 50 per cent. ; medium 50 per cent. 32 70 - 72 medium 50 per cent.; fine 50 per cent. 33 72 - 74 yellow " " 50 " " " 50 34 74 - 76 " 50 ' 50 " " 3'> 76 78 '• 50 50 " " 30 78 - 80 ■' 50 " " " 50 " " 37 80 - 82 '• 50 50 " 38 82 -84 " 50 50 " 39 84 -86 " 50 50 " 40 86 -88 " " " coarse 20 per cent.; medium 50 per cent.; fine 30 per cent. 242 TABLE 15 (Coutiuucd) Well 6 {^Continucd ) Sam- Depth Character of -\L\teriai. PLE Feet Dark yellow sand: medium 40 per cent.; fine 60 per cent. " : coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. Dark yellow sand: coarse 10 per cent.; medium 60 per cent.; fine 30 par cent. Dark yellow sand: coarse 10 per cent.; medium 50 per cent.; fine 10 per cent. Dark yellow sand: coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. Dark yellow sand: coarse 5 per cent.; medium 45 per cent.; fine 50 per cent. Dark yellow sand: medium 50 per cent.; fine 50 per cent. 40 60 •' Dark brown sand: coarse 10 per cent.; medium 60 per cent.; fine 30 per cent. Dark brown sand: medium GO per cent.; fine 40 per cent. Coarse gravel 5 per cent.; sand: medium GO per cent.; fine 35 per cent. Gray and brown clay; sandstone and pyrite Soft gray clay Gravel: coarse 10 per cent.; fine 5 per cent.; sand: coarse 30 per cent.; medium 30 per cent.; fine 25 per cent. Fine gravel 1 per cent.; sand: coarse 5 per cent.; medium 60 per cent.; fine 34 per cent. Medium yellow sand White and brown clay stratified 40 percent.; fine yellow sand 60 per cant. Fine and superfine sand; brown clay 30 per cent.; sandstone 10 per cent. Gray and red clay stratified Fine and superfine sand 80 per cent.; brown clay 20 per cent. Fine orange yellow sand 2 per cent. 2 " Orange yellow sand; fine nodules iron cemented Yellow sand: medium 50 per cent.; fine 50 per cent. White clay, plastic Yellow sand: medium 60 per cent.; fine 40 per cent. Dark sand: medium 60 per cent.; fine 40 per cent. Fine white sand; peat and sandstone White plastic clay ; nodules of sand cemented with iron White plastic clay; white and pale yellow sand, fine and superfine below White sand: medium 70 per cent.; fine 30 per cent. coarse 10 per cent.; medium GO per cent.; fine 30 percent.; micaceous Yellow sand: coarse 60 per cent.; medium 40 per cent.; nodules of iron Hard gray clay White and pale yelhjw sand: medium (U) per cent.; fine 40 per cent.; nodules of iron White and pale yellow sand: medium 60 per cent.; fine 40 per cent.; nodules of iron White and pale yellow sand: coarse 50 per cent.; medium 50 per cent. Blue and brown clay stratified with i)eat White and yellow sand: medium 60 per cent.; fine 40 per cent. Pale yellow and white sand: medium (iO per cent.; fine 40 per cent. Stratified vellow clay and peat Pale yellcjw sand: medium GO per cent.; fine 40 per cent.; nodules f)f iron rust Pale gray sand: fine 60 per cent.; superfine 40 per cent. Peat and fine white sand interini.xed Pale yellow sand: medium GO per cent . ; fine 40 per cent. ; iron rust " •• 1,0 •• •• " 10 " " nodules of iron rust Pale yellow sand: medium GO per cent.; fine 10 per cenl. (iron rust): (im- NO per cent.; yellow elay 20 per cent, niue-black clay and peat Pale yellow sand: coarse 50 per cent.; medium 30 per cent.; clay 20 per cent. 41 88- 90 42 90- 92 43 92- 94 44 94- -96 45 96 - - 98 46 98- 100 47 100- 102 48 102- 104 49 104- 106 50 106- 108 51 108- 109 52 109- 112 53 112- 114 54 114- 116 55 116- 118 56 118- 122 57 122- 124 58 124- 126 59 126- 128 60 128- -130 61 130- -134 62 134- -140 63 140- -146 64 146- -151 65 151- -156 Gf) 156 -IGO 67 KiO 1G3 68 IG.'i 1 G7 69 1 G7 I 7 71 •JO 71 75 21 75 79 22 79 83 23 83 87 24 S7 91 91 ■ 95 2fi 95 - 9f» 27 99 103 28 1 03 107 20 107 1 I 1 30 1 1 1 I 17 31 I 17 121 32 121 1 25 33 1 25 129 3) 12't 1 33 3') 133 137 3r, 137 1 1 I 37 1 1 1 1 1.") 3^ 1 1 5 119 39 1 »9 1 53 1.5 Light brown sandy loam Pale yellow sand: medium 60 per cent. ; fine 40 per cent. coarse gravel 5 per cent.; sand 55 per cent.; fine 40 per cent. Gravel: coarse 10 per cent.; fine 5 per cent.; sand: coarse 40 per cent.; medium 45 per cent. Pale gravel: coarse, 25 per cent.; fine 10 per cent.; sand: coarse 30 per cent.; medium 35 per cent. Gravel: coarse 15 per cent.; fine 5 per cent.; sand: coarse 30 per cent.; medium 50 per cent. ; pale Gravel 5 per cent. ; sand: coarse 40 per cent. ; medium 55 per cent. ; pale Gravel 5 per cent. ; sand: coarse 30 per cent. ; medium 50 per cent. ; fine 15 per cent.; pale Pale gravel: coarse 25 per cent.; fine 10 per cent.; sand: coarse 20 per cent.; medium 35 per cent.; fine 10 per cent. Pale coarse gravel 2 per cent.; sand: coarse 30 per cent.; medium 50 per cent.; fine 18 per cent. Brownish yellow sand: coarse 10 per cent.; medium (lO per cent.; fine 30 per cent. Brownish yellow coarse gravel 5 per cent. ; sand: coarse 10 per cent.; medium 50 per cent. ; fine 35 per cent. Brownish yellow sand: coarse 30 per cent.; medium 50 per cent.; fine 20 per cent. Brownish yellow sand: coarse 10 per cent.; medium (iO per cent.; fine 25 per cent.; gravel 5 per cent. Brownish yellow sand: coarse 40 per cent.; medium 40 per cent.; fine 15 per cent.; gravel 5 per cent. Brownish yellow gravel 5 per cent.; sand: coarse 30 per cent.; mcrlium 40 per cent.; fine 25 per cent. Brownish yellow gravel 1 per cent.; sand: coarse 10 per cent.; medium (iO per cent.; fine 29 per cent. Brownish yellow gravel 5 per cent.; sand: coarse 10 per cent.; medium 50 per cent.; fine 35 per cent. Brownish yellow gravel 5 per cent.; sand: coarse 30 per cent.; medium 50 per cent.; fine 15 per cent. Brownish yellow gravel 5 per cent.; sand: coar.sc 30 per cent.; medium 50 per cent.; fine 15 per cent. Brownish yellow gravel 5 per cent.; sand: coarse 40 per cent.; mcflium 50 per cent.; fine 5 per cent. Brownish yellow gravel 1 jier cent.; sand: coarse 4 per cent.: meflium 50 per cent.; fine 45 per cent. Fine light brown sand; mica flakes I)ale yellow sand; mica flakes c mica; traces of l)rnwii and medium yellow sand; mica flakes rich N'cllow sand superfine " Dnrk yellow fine sand; mica flakes Oravfl: coarse 2 per cent. ; fine 3 per cent. ; sand: ciarsr 5 jxt leiit . ; tJifdium ()0 per cent.; fine 30 j)er cent. Imiic gravel 5 i)er cent.; sand: coarse 00 per crnl.; medium 35 I)er cent. '"'<,-irse gravel 5 per cent.; sand: coarse 75 i)cr icnt.; medium 20 I)er cent. I-'ine gravel 5 per cent.; sand: coarse 75 per cent.; medium 20 |)er cent. Coarse gravel 10 per cent.; sand: coarse 70 per cent.; medium 20 jxT (flit. 247 TABLE 15 {Continued) Well 7 (Concluded) Sam- Depth ple Feet 1 n ■iU 153- -157 4 i 157- -161 A 9 161 -167 4o 167- -170 i ± 170- -174 174- -176 Af\ lyj 176- -178 A7 178- -182 4o 182- -185 457 185- -191 ou 191- -197 - 1 O 1 197- -203 203 -209 - •> DO 209 -215 54 215 -218 5o 218- -221 -c oo 221- -225 ^7 Oi 225- -230 Oo 230 -231 Of 231- -235 oU 235 -238 238 -243 243 -247 bo 247- -248 64 248- -256 65 248- -256 f]f> 256- -259 o/ 259- -263 68 263" -267 69 267- -271 70 271 -275 7 1 278 72 278- -284 73 284- -290 74 290- -296 7.5 296- -302 76 302- -307 77 -309 78 309- -3 1 5 79 3 15- -321 80 32 1 - -327 81 327- -333 82 ooo -339 83 .Jow -344 84 344- -347 85 04 / -353 86 353- -359 87 359 -360 88 360 -365 89 365 -371 90 371- -377 91 377- -383 92 383 -389 93 389 -395 94 395 -401 95 401- -407 96 407 -413 97 413 -419 98 419 -425 99 425 -430 100 430 436 101 436 -441 102 441 -442.5 103 442.5 444 lot 444- -445 105 445 -451 106 451 -457 107 457- -463 Character of ^L\TERIAL Yellow graveL- coarse 25 per cent.; fine 10 per cent.; sand: coarse 35 per cent.; medium 20 per cent.; pyrites 10 per cent. Hard black and brown clay stratified Sand: coarse 5 per cent.; medium 55 per cent.; fine 40 per cent.; dark brown Hard black clay Dark yellow sand: coarse 20 per cent.; medium 40 per cent.; fine 40 per cent.; pyrites Pale yellow medium sand 75 per cent.; blue clay 15 per cent.; pyrites 10 per cent. Hard black clay Medium and fine gray sand; mica flakes Fine gray sand; mica flakes; peat " and superfine gray sand Hard brownish black clay; lignite Fine gray sand ; mica flakes; peat and medium gray sand Soft blue-black clay; pyrites Fine gray sand; mica flakes Hard " clay black " pyrites blue-gray clay; pyrites '' gray clay brownish black clay Fine gray sand; mica; traces of clay peat Fine gray sand ; mica; traces of clay ; peat Soft blue-gray clay; pyrites Fine gray sand; traces of clay; mica; peat " pyrites gray clay and peat intermixed Soft black clay ; peat Fine gray sand; mica; peat Soft gray clay; peat; pyrites Fine gray sand ; peat; mica gray clay gray clay traces of clay mica peat " peat 50 per cent.; soft gray clay 50 per cent. Hard black clay Soft light gray clay black clav mixed with peat; pyrites Fine gray sand 75 per cent.; soft black clay 25 per cent. 90 10 " " " 80 " " " " " 10 " " pyrites 10 per cent. 248 TABLE 15 (Coniinucd) Classification of Samples from Test-well 182, East Patchogue, Long Island. Well 99 Feet in Depth, 2 Inches in Diameter. Elevation, B. W. S. Dati'm : Surface of Ground. 27 Sam- Depth Character of Material ple Feet 1 - 0.5 Medium yellow sandy loam 2 0.5 - 4 Yellow sand: coarse 40 per cent. ; medium 60 per cent. 3 4 - 10 Fine gravel 20 per cent. ; yellow sand: coarse 60 per cent. ; 20 per cent. medium 4 10 - 17 Fine gravel 20 per cent.; yellow sand: coarse 20 per cent. ; 60 per cent. medium 5 17 - 23 Fine gravel 20 per cent.; yellow sand: coarse 20 per cent ; 60 per cent. medium 6 23 -30 Yellow sand: medium 40 per cent.; fine 60 per cent. 7 30 -35 40 60 ■• •' 8 35 -42 80 '• " •' 20 " " 9 42 -49 Brown " " 60 40 " " 10 49 - 55 60 40 " " 11 55 - 58 Fine gravel 20 per cent.; brown sand: coarse 60 per cent.; medium 20 per cent. mediu m 12 58 -G5 Fine gravel 20 per cent.; brown sand: coarse 60 per cent.; 20 per cent. 13 05 - 71 Fine gravel 20 per cent.; brown sand: coarse CO per cent.; 20 per cent. medium 14 71 - 75 Yellow sand: coarse 40 per cent.; medium 40 per cent, per cent. fine 20 l.j 75 - 81 Yellow fine sand 100 per cent. 10 81 -88 100 •• 17 88 -94 100 " " 18 94 -99 White medium s;ind 100 per cent. 249 TABLE 15 (Continued) Classtficatiox of Samples from Califorxia Stovepipe Well 8, at Road Ixtersectioxs Oxe ]\Iile Xorth OF Brookhavex Railroad Statiox. Loxg ISLAXD, 12 IXCHES IX DiAMETER. ElEVA- Tiox. B. W. S. Datl'm : Sl'rface OF Grol'xd. 35.5 ; Grol'xd- water, 22.7 Sam- Depth Character of Material Light brown gravelly loam Light yellow clay 90 per cent.; fine gravel 10 per cent. Gravel: coarse 50 per cent.; fine 30 per cent.; dark yellow sand 20 per cent. White and light yellow gravel: coarse 20 per cent.; fine 5 per cent.; sand: coarse 10 per cent.; medium 5.5 per cent.; fine 10 per cent. White and light yellow gravel: coarse 3 per cent.; fine 4 per cent.; sand: coarse 50 per cent.; medium 38 per cent.; fine 5 per cent. White and light yellow gravel: coarse 30 per cent.; sand: coarse 35 per cent.; medium 25 per cent.; fine 10 per cent. White and light yellow gravel: coarse 5 per cent.; fine 5 per cent.; sand: coarse 40 per cent. ; medium 35 per cent. ; fine 15 per cent. White and light yellow gravel: coarse 20 per cent.: fine 10 per cent.; sand: coarse 35 per cent.; medium 30 per cent.; fine 5 per cent. White and light yellow gravel: coarse 55 per cent.; fine 10 per cent.; sand: coarse 20 per cent.; medium 15 per cent. White and light yellow gravel 10 per cent.; sand: coarse 30 per cent. ; .Tiedium 45 per cent.; fine 15 per cent. White and light yellow coarse gravel 55 per cent.; sand: coarse 15 per cent.; medium 25 per cent.; fine 5 per cent. White and light yellow gravel : coarse 70 per cent. ; fine 10 per cent. ; sand: coarse 10 per cent.; medium 10 per cent. White and light yellow gravel 5 per cent. ; sand: coarse 30 per cent. ; medium 50 per cent.; fine 15 per cent. White and light yellow gravel: coarse 50 per cent.; fine 5 per cent.; sand: coarse 20 per cent.; medium 20 per cent.; fine 5 per cent. White and light gravel 10 per cent.; sand: coarse 30 per cent.; medium 50 per cent.; fine 10 per cent. White and light yellow gravel 1 per cent. ; sand : coarse 40 per cent. ; medium 40 per cent.; fine 10 per cent. White and light yellow gravel: coarse 15 per cent. ; fine 10 per cent. ; sand: coarse 35 per cent.; medium 30 per cent.; fine 10 per cent. White and light yellow gravel: coarse 5 per cent.; fine 10 per cent.; sand: coarse 45 per cent.; medium 30 per cent.; fine 10 per cent. White and light yellow coarse gravel 10 per cent.; sand: coarse 2.5 per cent.; medium 4.5 per cent.; fine 20 per cent. White and light yellow coarse gravel 2 per cent.; sand: coarse 13 per cent.; medium 50 per cent.; fine 35 per cent. White and light yellow coarse gravel 10 per cent.; sand: coarse 20 per cent.; medium 45 per cent.; fine 25 per cent. White and light vellow sand: coarse 20 per cent.; medium 50 per cent.; fine 30 per cent. White and light yellow coarse gravel 5 per cent.; sand: coarse 15 Dor cent.; medium 50 per cent.; fine .30 per cent. White and light yellow sand : coarse 20 per cent. ; medium 45 per cent. ; fine 35 per cent. White and light veliow coarse gravel 5 per cent.; sand: coarse 10 Der cent.; medium 40 per cent.; fine 45 per cent. White and light yellow sand: coarse 20 per cent.; medium 50 per cent.; fine 30 per cent. White and light yellow coarse gravel 5 per cent.; sand: coarse 15 per cent.: medium 50 per cent.; fine 30 per cent. White and light yellow sand: coarse 10 per cent.; medium 60 per cent.; fine 30 per cent. White and light yellow sand: coarse 10 per cent.; medium 50 per cent.; fine 40 per cent. White and light yellow fine gravel 2 per cent.; sand: coarse 10 oer cent.; medium 45 per cent.; fine 43 per cent. White and light vellow gravel: coarse 50 per cent.; fine 5 per cent.; sand: coarse 15 per cent.; medium 20 per cent.; fine 10 per cent. Feet 1 - 2 2 2 - 3 3 3 - 4 4 4 - 8 5 8 - 12 6 12 - 15 7 15 - 18 8 18 - 22 9 22 - 26 10 26 - 30 11 30 - 34 12 34 - 38 13 38 - 42 14 42 - 46 15 46 - 50 16 50 -54 17 51 - 58 18 58 - 62 10 62 - 66 20 66 - 70 21 70 -74 22 74 - 76 23 76 -80 24 80 -84 25 84 -88 26 88 -91 27 91 -95 28 95 -99 20 99 -103 30 103 -105 31 105 -109 250 TABLE 15 (Continued) Well 8 {Contiiiiicd) Sam- Depth Character of ]\L\terial PLE Feet 32 109-113 White and light yellow graveL coarse 15 per cent. ; fine o per cent. ; sand: coarse 15 per cent.; medium 45 per cent.; fine 20 per cent. 33 113-117 White and light yellow gravel: coarse 5 per cent.; fine 5 per cent.; sand: coarse 15 per cent.; medium 45 per cent.; fine 30 per cent. 34 117-121 White and light yellow ^^ravcl 5 i)er cent.; sand: coarse 10 per cent.; medium 30 per cent.; tiru' ■')■'> per cent. 35 121-125 White and light yellow sand : c c <:irse 5 per cent. ; medium 25 per cent. ; fine 70 per cent. 30 125-128 White and light yellow sand : coarse 5 per cent. ; medium 10 per cent. ; fine 85 per cent. 37 128-132 Light brown sand: fine 05 per cent.; superfine 35 per cent. 38 132 130 " " sand: medium 10 per cent.; fine 70 per cent.; super- fine 20 per cent. 39 130-138 Light brown sand: medium 10 per cent.; fine 75 per cent.; super- fine 15 per cent. 40 138-142 White and light yellow sand: coarse 25 per cent.; medium 50 per cent.; fine 25 per cent. 41 142-140 White ami lik'ht yellow sand: coarse 30 per cent.; medium 50 per cent. ; fiiu' 20 per cent. 42 140-150 White and light \cllow gravel: coarse 5 per cent.; fine 5 per cent.; sand: coarse 35 per cent.; medium 50 per cent.; fine 5 per cent. 43 150-155 White and light yellow gravel : coarse 35 per cent. ; fine 10 per cent. ; sand: coarse 20 per cent.; medium 20 per cent.; fine 15 per cent. 44 155-158 White and light yellow gravel : coarse 75 per cent. ; fine 10 per cent. ; sand: coarse 10 per cent.; medium 5 per cent. 45 158-102 Yellow green clay mi.xed with sand and gravel compacted, heaty odor 40 102-100 " " gravel: coarse 25 per cent.; fine 10 per cent.; sand: coarse 35 per cent.; medium 20 per cent.; fine 10 per cent. 47 100-170 White and light yellow gravel : coarse 00 per cent. ; fine 20 per cent. ; sand: coarse 10 per cent.; medium 10 per cent. 48 170-173 White and light yellow gravel: coarse 40 per cent. ; fine 20 per cent. ; sand: coarse 20 per cent. ; medium 20 per cent. 49 173 177 Grav fine sand; mica flakes; traces of clay 50 177 181 " ' ' ' *• 51 181-185 " " and medium sand; sandstone; traces of clay 52 185-189 Light gray gravel 5 per cent.; sand: medium 00 per cent.; fine 35 per cent. 53 189-193 Light grav medium and fine sand 54 193-197 " "' 55 197-202 50 202-204 Black peat mi.xed with soft black clay 57 201-200 Dark gray medium and fine sand; peat 58 200-211 Steel gray hard clay 59 211-215 Gray medium and fine sand; mica flakes; nearlv white when dry fiO 215-219 61 219-223 02 223 228 (53 2 28 -23 2 fi4 232 23() 05 230 240 00 240 245 07 245 250 •' 08 250 253 " gravel 5 per cent. ; medium and fine sand ; sandstone; peat ()9 253 257 " sand : coarse 10 per cent. ; medium 70 per cent .; fine 20 per cent. 70 2.57-201 " " " 10 •• " •• 70 20 " " 71 201-205 " " " 10 ■• •' " 70 20 " 72 205 209 " " " 10 • " " 70 20 " " 73 209 274 " " '• 10 • •' " 70 20 " 74 274 270 " " 10 " " 70 20 " " 75 270 280 Hlack hard clav 70 280-289 77 2H9 2!)3 C.rav fine ;md medium sand 78 293 29H 79 29S 301 50 301 30H 51 30S 312 52 312 3 10 ni.-K k h.ird elav S.3 310 .{22 TABLE 15 (Continued) Well 8 (Continued) 251 Sam- Depth Character of Material PLE Feet 84 322-328 Gray medium and fine sand 85 328-334 Fine grav micaceous sand 86 334-337 87 337-338 Bluish gray hard clay 88 338-340 • " " " peat 89 340-343 Fine gray micaceous sand 90 343-349 91 349-355 Medium gray sand ; pyrites; peat 92 355-361 Fine and medium gray sand; peat 93 361-367 " gray micaceous sand 94 367-373 95 373-379 " " " " traces of gray clay 96 379-384 " " " " " " " 97 384-390 Grayish black clay stratified with sand and peat (compact); pyrites 98 390-396 Fine gray sand; plastic grav clay; peat 99 396-402 " " " traces of clay 100 402-408 " " micaceous sand 101 408-414 102 414-420 " " " " peat 103 420-426 104 426-432 " " " " traces of clay 105 432-440 " " " " peat 106 440-447 Hard black clay 107 447-452 Fine gray sand ; peat; pyrites 108 452-458 traces of clay 109 458-461 110 461-468 Hard black clay 111 468-474 Fine gray sand 112 474-480 113 480-486 " and medium gray sand 114 486-492 ' 115 492-498 116 498-504 " gray sand; soft black clay ; peat; pyrites 117 504-510.5 " " micaceous sand 118 510.5-517 Hard black clay 119 517-522 Fine and medium gray sand 120 522-528 121 528-536 122 536-541 Hard black clay; pyrites 123 541-546 Grayish black clay stratified with peat and sand, compact; pyrites 124 546-552 Fine gray micaceous sand 125 552-558 " and medium gray sand ; pyrites 126 558-564 " gray sand; peat 127 564-570 " " micaceous sand 128 570-576 129 576-586 130 586-588 " " " " traces of clay 131 588-594 " " " ' " 132 594-600 " " " " peat 133 f)00-606 " " " " traces of clay 134 606-610 " " " • 135 610-613 Soft light gray clay stratified with peat; peat and pyrites 136 613-618 " brownish gray clay; pyrites 137 618-622 Hard " " " peat and pyrites 138 622-628 Fine gray micaceous sand 139 628-634 140 634-640 " " " " traces of clay 141 640-646 142 646-652 " " " " traces of clay 143 652-658 " '• " 144 658-663 Hard black clay; peat and pyrites 145 fi63-668 Fine gray micaceous sand 146 668-075 " " .. .. 147 f)75-680 " " " " traces of clay 148 fJ80-685 •• " " " pyrites 149 685 691 " " .... 150 691-695 Grav clav .stratified with peat and sand; pyrites 252 TABLE 15 {Continued) Well 8 { Concluded) Sam- Depth PLE Feet Character of Material 151 152 15i 154 155 156 157 15S 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 192b 193 194 195 H)6 197 198 199 695-702 702-708 708-715 715-721 721-727 727-733 733-739 739-745 745-750 750-756 756-762 762-768 768-774 774 -780 780-785 785-790 790-795 795-800 800-805 805-810 810-816 816-820 820-825 825-830 830 835 835-840 840 845 845-851 851-855 855-860 860-868 868-873 873-876 876-882 882-885 885 -887 887-889 889 -891 891 -897 897-900 900-904 904-906 904-906 90(i -909 909 914 914 917 917 919 919 926 926-930 930-931 ne gray sand pyrites traces of clay peat peat; traces of clay pyrites soft gray clay 10 per cent, pyrites traces of clay " gravel; pyrites " clay pyrites; peat pyrites " soft gray clay 10 per cent, and medium gray sand pyrites " traces of clay .gray sand; soft gray clay; pyrites peat " pyrites Medium hard light gray clay and fine gray sand hard light gray clay; same as No. 199 Fine gray sand; traces of clay Hard light gray clay mi.\ed with sand and fine gravel Fine gray sand; soft gray clay; pyrites Hard brownish black clay Medium hard light gray clay mixed with sand and fine gravel Hard brownish gray and brownish black clay Fine and superfine gray sand; traces of clay '• 90 per cent.; coarse gravel 10 per cent. Coarse gray gravel Fine and superfine gray sand; traces of clay gray sand; soft gray clay 10 per cent, and medium gray sand; traces of clay gray sand; traces of gravel Mi .xture of soft light gray clay with sand and fine gravel 253 TABLE 15 {Continued) Classification of Samples from Test-well 192, West South Havex, Long Island. Well 100 Feet ix Depth, 2 Ixches ix Diameter. Elevatiox, B. W. S. Datum : Surface of Ground, 36.7 Sam- Depth Ch.\racter of Material Gravelly loam Gravel: coarse 30 per cent.; fine 30 per cent.; yellow rock flour 40 per cent. Gravel: coarse 30 per cent. ; fine 30 per cent. ; yellow medium sand 40 per cent. Fine gravel 60 per cent.; yellow coarse sand 40 per cent. 10 " " " sand: coarse 50 per cent. ; medium 40 per cent. Yellow sand: coarse 60 per cent.; medium 40 per cent. 60 " " " 40 " " Fine gravel 60 per cent.; yellow coarse sand 40 per cent. 60 " " " " " 40 " " Fine gravel 20 " " " sand: coarse 40 per cent. ; medium 40 per cent. Yellow sand: coarse 50 per cent.; medium 50 per cent. PLE Feet 1 0-0.5 2 0.5-5 3 5-12 4 12-19 5 19-21 6 21-33 7 33-40 8 40-47 9 47-54 10 54-59 11 59-66 12 66-72 13 72-79 14 79-83 15 83-89 16 89-95 17 95-99 50 " 50 coarse sand 100 sand: medium 50 coarse 50 medium 50 50 50 fine 50 medium 50 fine 50 Classification of Samples fro.m Test-wli.l 342, Xortii ^roRiciiEs, LoxG Island. W ell 99 Feet ix Depth, 2 Txc iiEs IX Diameter. Elevation, B. W. S. D.\TUM : Surf.\ce of Ground, 29.2; Ground-water. 15.1 Sam- Depth Character of Material ple Feet 1 -0.5 Rich yellow fine sandy loam 2* 0.5 - 7 Yellow sand: coarse 40 per cent.; medium 60 per cent. Fine gravel 40 per cent.; yellow sand: coarse 40 per cent. ; 3* 7- -14 medium 20 per cent. 4 14 -21 Yellow sand: coarse 40 per cent. ; medium 60 per cent. 5* 21 -28 Fine gravel 40 per cent. ; yellow sand: coarse 40 per cent. ; medium 20 per cent. 6 28 -31 Fine gravel 40 per cent.; yellow sand: coarse 40 per cent.; medium 20 per cent. 7 34 41 Yellow sand: medium 60 per cent.; fine 40 per cent. 60 40 " 8 41 -48 9 48 -55 coarse 60 per cent.; medium 40 per cent. 10 .55 -62 Brown sand: medium 60 per cent.; fine 40 per cent. 11 62 -69 coarse 20 per cent.; medium 60 per cent.; per cent. fine 20 12 69 -75 Yellow sand: coarse 20 per cent.; medium 60 per cent, per cent. fine 20 13 75 81 Yellow sand: coarse 20 per cent.; medium 60 per cent, per cent. fine 20 14 81- -87 Yellow sand: coarse 60 per cent.; medium 40 per cent. 15 87- -94 fine 40 per cent.; superfine 60 per cent. 16 94- -99 Yellow sand: coarse 20 per cent.; medium 60 per cent.; fine 20 per cent. ♦Samples 2, 3 and 5 missing; material of these samples classified from "Boring Record " 254 TABLE 15 {Continued) Classification of Samples from Test-well 332, East Eastport, Long Island. Well 100 Feet in Depth, 2 Inches in Diameter. Elevation, B. W. S. Datum : Surface of Ground, 52.4 Sam- Depth Character of Material PLE Feet 1 - 0.5 2 0.5 - 6 3 - 12 4 12 - 18 5 18 -25 6 25 -32 7 32 -38 8 38 -45 9 45 -52 10 52 -58 11 58 -64 12 64 -70 13 70 -76 14 76 -82 15 82 -88 16 88 -94 17 94 -100 Rich yellow sandy loam Yellow sand: coarse 40 per cent.; medium 60 per cent. Fine gravel 40 per cent.; yellow coarse sand 60 per cent. 40 " " " sand: coarse 30 per cent.; medium 30 per cent. Yellow sand 40 per cent.; medium 60 per cent. White with pale yellow sand: coarse 50 per cent.; medium 50 per cent. White with pale yellow fine sand 100 per cent. 100 •' " sand: medium 50 per cent. ; fine 50 per cent. 50 50 " coarse sand 100 per cent. " sand: medium 50 per cent. ; fine 50 per cent. " 50 50 " " 50 ' 50 50 ' 50 50 50 50 50 Classification of Samples from Test-well 337, North Westiiampton, Long Island. Well 100 Feet in Depth, 2 Inches in Diameter. Iu.evatiox, Vy. W. S. Datum: Surface of Ground. 57; Ground-water. 15.5 Sam- Depth C'HARAC TI' R OK Material ple Feet 1 - 0.5 (iray medium sandy loam 2 0.5 6 Yellow sand: medium 50 per cent.; fine 50 per cent. 3 6 13 Fine ^{ravel 10 per cent.; pale yellow sand: coarse 50 per cent.; medium 40 per cent. 4 13 1!) Pale yellow and white sand : coarse 50 per cent. ; medium 50 per cent. 5 19 26 '• 50 •• " " 50 " *• 6 26 - 31 '• 50 " " " 50 " 7 31-42 50 " •' •• 50 " " 8 42 48 Fine gravel 10 per cent.; white with pale yellow sand: coarse 60 per cent.; medium 30 per cent. 9 48 -55 White with pale yellow sand: coarse 50 per cent.; medium 50 per cent 10* 55 61 " 50 " •• •• 50 " " 11 61 67 " ' " 50 " " " 50 " " 12 67 72 Fine Kravcl 30 per cent. ; white and ncIIow sand : coarse 30 per cent.; medium 40 per cent. 1.3 72 80 White with pale yellow sand : nu'diuin 50 i)er cent . ; fine 50 per cent. 14 80 - H6 coarse 50 per cunt. ; medium 50 per cent. If)* HC, !».3 " 50 '• '■ " 50 " Hi 93 100 I'inc Kravcl 20 per cent.; white with pale yellow sand: coarse 10 per (( lit.; medium 40 per cent. ♦Samples 10 and 15 are missing; claBBification made from "Boring Record " 255 TABLE 15 {Concluded) Classification of Samples from Test-well 341, North QuoGUE, Long Island. Well 89 Feet in Depth, 2 Inches in Diameter. Elevation, B. W. S. Datum: Surface of Ground, 69; Ground- WATER, 15.7 Sam- Depth PLE Feet Character of Material 0-0.5 2 0.5 - 6 3 G-12 4 12-19 5 19-25 6 25-34 7 34-38 8 38-45 9 45-52 10 52-58 11 58-64 12 64-70 13 70-76 14 76-82 15 82-88 Yellow medium sandy loam " sand: coarse 40 per cent. ; medium 60 per cent. ; trace of loam Fine gravel 20 per cent.; yellow sand: coarse 40 per cent.; medium 40 per cent. Yellow sand: coarse 40 per cent.; medium 60 per cent. 40 " " " 60 " " Fine gravel 40 per cent.; yellow coarse sand 60 per cent. Yellow sand: coarse 60 per cent.; medium 40 per cent. 60 " " " 40 " " " 60 " " " 40 " " Fine gravel 40 per cent.; yellow coarse sand 60 per cent. Yellow sand: medium 60 per cent.; fine 40 per cent. 60 " " " 40 " " coarse 60 per cent. ; medium 40 per cent. " 60 " " " 40 " " Fine gravel 40 per cent.; yellow coarse sand 60 per cent. SHEET 46 257 APPEXDIX 4 DEVELOP.MEXT OF SURFACE AND GROUND- WATERS OF WESTERN LONG ISLAND FOR THE SUPPLY OF THE BOROUGH OF BROOK- LYN. WITH HISTORICAL NOTES ON THE RIDGEWOOD SYSTEM! AND OTHER WORKS BY WILLIAM W. BRUSH, ASSISTANT EXGIXEER In making the investigations on Long Island for an ad- ditional water-supply for New York City, the existing works now sup|)lying the 1 borough of r)rooklyn have been carefully studied. These works represent the largest development of ground-water in this country, and the experience that has been gained in their construction and ojjeration is invaluable in clesigning the pro])osed Sufifolk Count v system. Much of the data tliat has been collected is set forth in the following pages, with a brief lii^torical ^kelcli of tlie UrooklNU works. All this inf(jrmation has been obtained through the courtesy of the De])artment of \\'ater Supply, whose engineers have freely given access to all tlieir records and i)lans. nisTom' ()!• r.RooKLWx works The construction of a pul)hc water->uppl}' s_\slciu for J'rooklx'u was commenced in 1^56. and tlie works were put in (Operation in the latter part of 1H5(S. IVior to the installation of the water-works, a water-sup]dy was obtained from domes- tic wells and cisterns within the cit\- limits, which drew their sup])ly from the underlying sands and gravels. The construc- tion of the new works was the outcome of agitation covering many years, and several formal reports were made on the (juestion of a water-supply ])rior to the commencement of work in 1856. TiiK ]^ii)(;i:w()oi) S^■STE.M The Nassau Water Com])an\- was formed to construct and operate the new works, the citv beini,^ a stockholder in the company. In \^S7 the entire rights and interest of the com- I)any were acfjuired by the city, and tlie work was completed 258 APPENDIX 4 by the municipality in general acccrdance with the original plans. The system was built under one contract, which included the distribution system, distributing reservoirs at Alt. PVcs- pect and Ridgewood, the two pumping-stations to deliver water into these reservoirs, a brick conduit from Ridgewood to Baise- leys pond and the extension of the conduit as an open canal east of Baiseleys for a sufficient distance to insure a daily sup- ply of 20 million Xew York gallons. This system, together with sul)se(|uent extensions, is now known as the " Ridgewood system." During the construction of tl:e works it was decided to change the open canal east of Baiseleys to a closed brick con- duit, wdiich is now designated as the " old conduit " of these works. The collecting w'orks as originally constructed consisted of the Baiseleys, Simonsons, Clear Stream, \^alley Stream, Pines and ITem])stead ponds, with branch brick conduits con- necting these ponds wdth the main brick conduit built between Ridgewood engine-hotise and Hempstead ])ond. These i:)onds all delivered their waters 1)\' gravity into tlie main a(|ueduct, the surface of the ponds having been raised to six to eight feet above the original stream bed. Low earth embankments were built with clay core-walls across the valleys of the streams. The works were completed sufficiently to allow water to be turned into the city mains in December, 1S58, although the easterly end of the line was not finished until isr,i. The population of the cil\- was 2C-0,000 at the time the works were constructed, and the increase in consumption was very rajud. Tn 1867. when the demands of tlie cit\- a])proaclied the ca])acity of the original works, the (piestion of an in- creased suppl\- was agitated. I^-om this time on the water- suj)pl\' of r.rookhn has seldom been more than sutV'cient to meet the actual rt-cpiirements of the consumers, and fr(.'(|uently the amount of water available has been seriously inadec piate, necessitating reduction in pressure to curtail tlie t-onsumptiou. Tn 1870 the construction of the llempstead storage reser- voir was commenced, and this work was practicallx conii)leted in 1874. Before the reser\(>ir was fmislu-d. ]'o\\e\-er. it was frmnd necessary to establish emergi'ucv stations at Smiths pond and Watts pond to lift the waters of these ponds into the acpudnct. Tbe^e stations wre in -er\ice in 1872. The BROOKLYX SUPPLY 259 Smiths Pond plant was made a permanent station in the fol- lowing year, but the \\'atts Pond station did not form a part of the permanent works until 1881, when this station and a similar one, constructed at Springtield pond, were placed in operation. The Spring Creek and Baiseleys driven-well stations, which were the hrst ground-water plants to be used in connection with the system, were commenced in 1882 and completed in 1883. In 1884 the construction of the Forest Stream and Clear Stream driven-well stations were begun, and these were put into operation in 1885. The Jameco driven-well station was built in 1892, south of the Baiseleys pond, under a con- tract made in 1888. In 1889 the extension of the Ridgewood system, includ- ing new collecting works east of Rockville Center, was author- ized. The plan adopted included the enlargement of the Ridgewood reservoir by constructing P)asin 3 ; the building of a new pumping-station at Ridgewood, located on the south side of Atlantic avenue; the laying of a 48-inch cast-iron pipe conduit from Ridgewood pumping-station to Millburn engine- house, and a 36-inch cast-iron ])i])e conduit from the brick conduit at Smiths pond to the Mill1)urn reservoir; the con- struction of INlillburn reservoir, the Milll)urn engine-house, and a brick conduit from Millburn engine-house to Massape- qua ; and the construction of five supply ponds, designated as Millburn, East Meadow, Xewbridgc, W'antagh and Massa- pequa. The Millburn pond was ])lanned to deliver its waters directly into the pumj:)-well at tlie Millburn station, the other four ponds were to deliver their suj)ply bv gravity into the brick conduit which carries llic water to the Millburn station, where it is ])umi)ed to Ridgewood. These works were com- pleted sufficiently to be utilized in 1891. While this extension of tlie water-works added approx- imately 30 million gallons daily of surface-water to the sup- ply, this addition was only sufificient to meet the demands of the city up to 1894. In this year an additional driven-well station was constructed at the Spring Creek site and driven wells were put in at Watts pond. In this year also a con- tract was made for an additional supply of not less than 25 nn'llion gallons daily of ground-water from not more than five driven-well stations east of ^lill1)urn, and a station east of Frccport. ^outh of tlie East Meadow pond, was constructed at 260 APPEXDIX 4 once. Pumping- was commenced in January, 1895, but the sta- tion had to be abandoned in the early part of 1896 owing to tlie infiltration of salt water, and was relocated about 600 feet north of the original site. In 1894 tlie increase in population on the drainage area of Baiseleys stream made it necessary to abandon this source of supply. During the same year the }^It. Prospect Tower service, for the high-ground around Prospect park and Greenwood cemetery, was put into operation. It had been decided that it would be necessary to estab- lish four stations, in addition to that at the East ^Meadow pond, in order to furnish the 25 million gallons daily of ground-water called for from the new watershed. The fiye stations, known as Agawam, ^Ferrick. ATatowa. W'antagh and ]\lassapcqua, were all in operation in 1896. These stations were all located a little south of the supply ponds on the new watershed, with the exception of the ^lerrick station, which was about niidwa)- between the East ^Meadow and Xewbridge ponds. In the same year, a deep well plant was installed at Spring creek and an- other at Jameco station. In 1897 the increase in pollution of the Springfield stream necessitated its abandonment, and a system of deep wells was constructed at this ])oint and \)\\{ into service at the end of the year. In the same year, the Shetucket and Oconee deep well plants were also cc^istructed. It was decided, in 1900, to construct filter ])lants to utilize the polluted waters of Baiseleys and Springfield streams, and these plants were rcadv for operation in l^^Ol, but were not finally completed and acce])ted until 1003. In 1903 the contract for the W'antagh infiltration gallery was let. and also a contract for filter-beds to purify the waters of Horse brook, the feeder of the I lein])stea(l storage reser- voir, which had Ix'cn cut off in 1902 on account of the ])olln- tion of the stream. In l'K)4 a contract was made for the con- struction of fillers for tlu' Simonsons stream. In 1*H)5 the contract for the .\I assape(|ua infiltration gallei-y was let. and work was commenced on the emergency (lri\-en-wt'll stations at .\(|ueduct, St. .Albans and Rosedale. The^e stations were rcHjuired to increase the snpplx'. wliicli was seriously deficient in the summer and fall of that \ear. 'Hie Shetucket deep well ])lant. which, since 18<)<), had shown high chlorine from infil- tnition of salt water, was abandoned in l')()5. The three i-mergenev stations in the old watershed, together with one at Sea ford which drew its sui)ply from the C()mi)leted BROOKLYX SUPPLY 261 section of the ^^lassapequa infiltration gallery, were completed in 1906. In the same year, a new deep well plant was estab- lished at the Xew Lots station, and a contract was made to increase the deep well supply at Jameco by means of the air lift system. The contracts for the Canarsie driven-w^ell plant were also let this year, but the station has not yet been com- pleted. In 1907. the W'oodhaven, Shetucket and ^Morris Park shal- low well plants were completed, and work was started on the Lynbrook and Baldwin stations. A contract was also made with S. Titus for 10 to 20 million gallons of water per day, from two driven-well plants located within certain limits in or near the Borough of Brooklyn. Work on these plants has been commenced, and one of them, which is located on Sixth street between Third and Fourth avenues, is in operation. The second plant, at the junction of Metropolitan avenue and Trot- ting Course lane, near Glendale, Long Island, is under con- struction. Other Water-Works In addition to the supply from the Ridgewood system, water is delivered to Brooklyn borough from several small driven-well stations in the 26th, 29th, 30th, 31st and 32nd wards, which were originally separate municipalities known as the towns of Xew Lots, Flatbush. Xew Utrecht, Gravesend and Flatlands. The X'^ew L^trecht Water Company supplied a part of both Gravesend and Xew Utrecht, their works being constructed in 1(St both the surface flow of the streams and the southerly mov- ing ground-waters in the water bearing sands and gravels. SrRFAC"!-: Sri'i'i.N All strc-ams on ihc walc'r^hed ha\ ing a dry weather tlow of over a million gallons a da\- have bet'ii utilized. Small snp])l\' ponds ha\c' been constrneled on these streams and the water ha- been delivered inti) the conduit lines either by gravit\- or b\- means of pumping plants. The ele\ation ot the waste-weir of each of these ponds, ihe area and storage ca- BROOKLYX SUPPLY 265 l)acity at this elevation, and the area of each tributary water- shed, are given in the table below : SUPPLY PONDS AND STREAMS OF RIDGEWOOD SYSTEM Elevation Available Elevation OF Lowest Area of Capacity Stream OF Waste - Point of Pond at OF Pond Area of OR Pond Weir Draft Elevation AT This Tributary Feet Feet of Waste- HiGHT W^atershed B. W. S. B. W. S. Weir Million Square Datum Datum Acres Gallons OLD WATERSHED Baiseleys pond 11.3 6.1 40.0 41.9 8. .3 Springfield pond 6.8 1.7 7.3 7.2 3.8 Simonsons pond 18.7 13.1 8.8 9.9 6.4 Clear Stream pond. 14.9 10.2 1.1 1.0 1.5 Valley Stream pond. . 16.3 10.6 17.8 20.9 9.5 Watts pond 8.3 2.8 3.4 3.8 Pines pond 15.4 9.6 8.0 9.0 5.4 Schodack brook Hempstead storage. . . 32.2 13.2 2.37.6 860.6 Hempstead pond. ... 13.9 8.4 23.5 26.9 17.6 Smiths pond 6.8 0.3 27.3 41.6 Total 1,022.2 51.9 new watershed Millburn pond 8.3 4.0 13.6 11.1 3.5 East Meadow pond . . 9.4 3.8 16.2 18.8 19.5 Newbridge pond 10.2 4.2 8.9 11.4 3.3 Wantagh pond 11.4 4.9 10.1 15.0 17.6 Massapequa pond 12.9 7.4 14.6 17.0 20.7 ■ Total 73.3 64.6 1095 . 5 The total surface storage corresponds to ~9.4 million gallons per square mile 116.5 The pollution of the .surface-water.s, due to increase in population on the watershed, necessitated the temporary aban- donment of five streams, viz., Baiseleys, Springfield, Simon- sons, Clear stream and ITorse brook, of which all but Clear stream, the smallest supply, have been subsequently utilized by filtering the water. The flow of Clear stream was indi- rectly utilized by the Clear Stream driven-well station. Hcm])stead pond will not deliver water at sufficient eleva- tion to flow into the conduit at the hydraulic gradient usually maintained at the east end of the conduit, and the water from this pond flows into Smiths ])()nd below and is ])umped at the Smiths Pond .'jtation. Xo continuous gagings of these surface streams have been made, but several series of measurements have been taken during periods of drought. C)n the new watershed, the gag- ings were made prior to any ground-water development ; but on the old watershed the ground-water had been ])artially 266 APPEXDIX developed prior to 1888, although not to a sufficient extent to materially aft'ect the surface flow. The subsequent collec- tion of a large ground-water supply has reduced the flow of the surface streams, and this flow will be still further reduced by the proposed additional ground-water works. The dry weather yield of the streams and ponds, as shown by the gagings, is given in the table below : MINIMUM FLOW OF STREAMS, IX MILLION GALLONS DAILY Stream 1856 .■v.nd OR Pond 1857 June 1 September 19 August 30 TO TO TO October 15. October 12, October 5, 1883 1885 1894 old watershed Baiseleys Springfield Simonsons Clear stream Valley stream and Wat ts \ pond ; Pines pond Schodack brook Hempstead pond ] Hempstead storage res- , ervoir [ Smiths pond j Millburn East Meadow Newbridge Wantagh Massapequa 2.9 0.6 1.8 0.7 2.3 2.5 7.3 NEW WATERSHED 1.9 5.2 1.2 3.4 3.1 1.3 1.9 1.1 0.7 4.2 2.0 0.2 1.3 O.G 1.0 8.0 The estimated yield of the surface streams during periods of normal rainfall, with continuous operation of the ground- water stations, has been shown in Table 1. page 63. and the actual yields of the surface streams for 11 years arc shown in Ap])endix 1, in discussing the yielif— /ase * ) < lass >k laoo-^*^ 1901 >K 1902 * i * 1903 Waste Ihot mi^ht haye been stored in M///burn Reservo/r, co/ored red. >K t90^ >K iQ Unpreyentabfe waste. BROOKLYX SUPPLY 269 surface. By lowering the water-level in the well, it was expected that water would be drawn in from the sur- rounding sands and thus increase the yield at these stations. It was found, however, that as the water-level was lowered, the fine sand entered the well, undermining the sides and en- dangering the stability of the ptimping-station building. The amount of water obtained, therefore, by the construction of these large wells has been very small. DRIVEX WELLS The first tubular wells used in connection with the Brooklyn supply were 2-inch wells, driven by Andrews & Co., in groups or gangs, under a patent covering this type of construction. The wells which were driven in the old watershed consisted of 2-inch iron pipe in 5-foot lengths, with a 2-inch strainer and a drive point. The strain- ers were about seven feet in length and were covered with a slotted brass gauze. The average depth to which the wells were driven was about 35 to 40 feet, a small hand rig being used, having a 150-pound hammer with an effective average drop of about five feet. The wells were located about 12 feet apart along the line of the suction mains, and were driven in jjairs, on opposite sides of the main suction line, and about 12 feet from the center on either side. The top of the well had a 2-inch by 3-inch head, with a 3-inch pipe connecting the well with the main suction, a valve being provided on each suction ami so that any individual well could be cut out of service. The number of wells driven at each station varied from 100 to 180. The general arrangement of the wells, to- gether with details of the point and strainer used, are shown on Sheet 51, Acc. LJ 187. The Spring Creek, Baiseleys, Jameco, Forest Stream and Clear Stream plants were origin- ally efiui])ped with these wells, the first contract for the wells being made in 1882 and the last in 1888. To replace the worn out 2-inch points and strainers driven by Andrews & Co., the city purchased 2-inch points and strainers, made of galvanized-iron pipe, with holes punched in the pipe, covered by a thin slotted brass sheet or gauze The details of these strainers and points are shown on Sheet 51, Acc. LJ 187. In 1894. three contracts were made for new driven-well plants, in both the old and new watersheds. The well in- 270 APPENDIX 4 stalled under these contracts consisted of to 6-inch strain- ers and casings, sunk with open ends by means of washing or sand-bucketing the material from the interior of the pipe and allowing the well to sink by its own weight, turning the well to reduce the friction. The wells were provided with various lengths of strainers, in general being about 10 feet, and they were connected to the main suction pipe by a branch suction pipe about lj/2 inches smaller than the well casing, with a drop suction of the same size within the casing. The main suction was laid approximately at right angles to the line of flow of the underground waters, and in both directions from a central receiver. Wells were driven alternately to the north and south, at intervals of from 30 to 40 feet, and approximately 10 feet from the main. At the Spring Creek station the wells were placed about 40 feet on either side of the central main. Sheet 51, Acc. LJ 187, gives a typical plan of these well systems and the details of strainers used by Edwards & Company in installing the Agawam, ]\Ierrick, Matowa, Wantagh and Massapecjua stations. At these sta- tions the strainers were of cast phosphor bronze, ribbed type, as shown on the plan, with the exception of a few wells which had the brass pipe strainers. At Watts Vo\u\ station. Edwards & Company used perforated iron pipe with counter- sunk holes, the pipe being covered with brass gauze. The five stations east of Millburn, together with the Watts I'ond sta- tion, were included in two of ihe three contracts made in 1894, the third being for wells at the Spring Creek station, where an iron strainer from 7 to 14 feet in length, cov- ered with brass gauze and surrounded with gravel, was used. The location of the wells at Spring creek is also shown on Sheet 51, Acc. LJ 187. About 1896 the I)ei)artmcnt of Water Supply commenced sinking wells with its own men and put in the deep well plants at Jameco, Springfield. Oconee, Shetucket and Spring creek. Tlie material found below the clay bed was generally coarser than that above, and the wells were driven with 8-inch casing and iron strainers. The strainers were of standard wrought-iron i)ipe. provided with a cutting shoe, made up oT a standard coupling cut to form \'-shaped teeth, and were perforated with holes drilleing and filling in with gravel to a dei)th of about two feet; a cast-iron bottom plate with a wooden cover is attached to a rod, and perforated tile pipe placed on the wooden form. Tlie joints of the tile pipes are run with meltefl sulphur, and the ])ipes are cen- tered around the rod hy means of small wooden braces. The rod is made in sections, with joints about every 10 feet, so that it can be Icjwered into the well and additional sections attached as re(|uired. The perforated tile is usually carried up for a distance of from 20 to v30 feet above the bottom plate, and the well is then com])leted with a standard tile pipe. When the tile pipes have 1)een built up to a length slightly greater than the depth from the surface to the gravel at the 272 APPEXDIX 4 bottom of the casing, the well is lowered until It rests on the gravel at the bottom. Additional gravel is filled in around the casing and the well is carried up to about the ground- water level. As this gravel is filled in, the casing is with- drawn, and finally the rod is taken out by unscrewing it from the nut which is held in a socket in the bottom plate. The small wooden sticks used to center the tiles are loosened and fioat to the surface of the water. An iron drop suction with a T-head completes the well. X\ \i\\ a 12-i!ich outer casing, AYz-'mch. slotted pipes enlarging at the top to 6-inch standard pipes are used to form the wells. With 14 and 18-inch outer casing, 6-inch and 8-inch pipes, resi)ectively, are used for the full length of the well. Sheet 51, Acc. I.J 187. shows details of the casing, the vitrified strainer, and the method of con- struction of the tile well. A solid brass strainer, manufactured under the Johnson patent, has been used since 1905, both for deep and shal- low wells. This strainer is made up of a narrow perforated brass ribbon, rolled up spirally, the inside edges of the ribbon being rolled together. The width of slot can l)e varied as desired, the slots used by the department ranging from .017 inch to .025 inch. The strainers are made up in 10-foot lengths and two strainers cou])led together. This strainer is not strong enough to be sunk with the casing, as is done witli the pipe strainers. The casing for deep wells is, therefore, sunk to the full depth of the well, the strainer inserted, the casing pulled up to api)roximately the top of the strainer, and the space between the strainer and the well closed by means of a well i)acker. The casing is left in place and fornix the u])per part of the well from the strainer to the ground surface. A number ol" these strainers have also been used for >hallo\v wells. In such wells they have been placed within a 12-inch outside casing and surrounded b\ gravel, after which the outer casing is removed. ( )n Sheet 51, Acc. IJ 187, are shown details of this strainer. In the latter ])art of 1*H)5 and the earl\- part of 1906, six tile wells were sunk by Messrs. I- Hint .K: .Nfarren. V'wQ of these wells were located at ten)porary stations along the line of the Mass;ipe(|ua gallery and were only in service for a .short time. One well was sunk at the Matowa station and has since been used with the other wells at this station. The Klliot Marrc-n well consists of 18-lneli vitrified tile pipe with BROOKLYX SUPPLY 21Z the lower 8 to 12 feet of tile perforated with circular or rectangular openings, thus forming a strainer. The tile is placed on a cast-iron shoe, which extends about three inches outside of the tile pipe, and as the well is sunk the gravel is placed around the well, it being expected that the gravel would follow the well as the sinking progresses. The mate- rial from the interior of the well is removed by sand-bucket- ing and the well is sunk by placing weights on a timber lever pressing on the top of the pipe. Only a comparatively small wxight is required in addition to its own weight, to sink the well. The preceding description of the wells used by the De- partment of Water Supply covers all types in general use, but the records of the department do not give a full descrip- tion of all the wells, and there are probably some forms of strainers used that have not been described. Table 17 gives a summary of the wells in use at the various stations in 1906. Comparative Merits of Several 'J^tes of Wells As has already been stated, the open wells yielded an extremely small amount of water for their size and cost, and they were soon abandoned for the driven or pipe type of well. \\"iih the 2-inch wells, as installed b\- Andrews & Co., it was possible to obtain between four and five million gallons daily from 100 to 150 wells where the location was fa- vorable. These wells lasted about six to eight years without serious clogging, when a continuous draft was maintained. If the draft froni the wells was fre(|uently interrupted, the wells would fill with fmc sand and iron oxide, and show a consequent reduction in the yield. 11ic 2-inch ])()ints ])ut in by The City to replace the Andrews wells had a much shorter life, the wells clogging in one or two years' time, necessitat- ing pulling and cleaning or replacing of the wells. An indi- vidual well when first driven would yield, with hand pump, from 35 to 75 gallons per minute. The average yield of the stations w^here these wells were driven has been about three million gallons daily, or about 15 to 20 gallons per minute per well. The 4j/< and 6-inch wells ])ul in by Rdwards & Co. re- quired frefjuent cleaning in order to maintain their yield. Statifjns consisting of from v30 to 60 wells yielded about five million galloiLs dail\'. ( )n the basis of 40 wells to a station. 274 If their clay c Si 11 norma •n the s III ■0 Q Q to -ft c JJ ci ° ^ I >^ \ ^ O a ' t ill u gj Xjj III !; s. !; .1 Lai ift 'x"* ',M« M« "il* * •^^ •* BROOKLYN SUPPLY 111 this would be equivalent to between 80 and 90 gallons per minute per well. A number of these wells failed after about eight years' intermittent use, by the breaking of the brass sheet metal covering the openings, and the perforations in the: covering were worn in some cases to nearly double their original diameter. The brass slotted screens which were used to re-cover the strainers placed on wells surrounded by gravel lasted only from one to two years before breaking. The deep wells driven by the department yielded freely at first, 12 wells giving from three to five million gallons daily. These wells, however, filled with sand, the yield de- creased materially after about a year's use. After the wells were cleaned by removing the sand, it was found that the original yield could not be obtained. This type of strainer has not, on the whole, been successful. The 6-inch iron strainer covered with perforated brass has also failed, even when surrounded with gravel. The openings in the brass become clogged, and after one or two years' use the yield of the wells is reduced so that wells have to be pulled. Among the different types of wells used by the department, the tile well and the solid brass strainers, with gravel, have given the best results. The yield of these wells, when pumped separately, has been from 250 up to 700 gallons per minute, and 15 to 20 wells would yield from four to five million gallons daily. The tile well has given S()me difiicultv in construction, owinq- to the weakness of the perforated tile. In 20 per cent, of these wells, the tiles have probably had to be replaced during construction, because of breakage during the building up of the wells i)rior to the filling in of the gravel. The only loss occasioned thereby has been the value of the tile and the time spent in placing the same. An examination made of a tile well at the S])ring Creek station, after it had been in use about two years, showed it to be entirely free from any material that would tend to clog the well or reduce the How. An inspection of another tile well at the Jameco station, which had been in use slightly over two years, showed it to be filled to a depth of about 35 feet with a deposit of iron oxide, clay and fine sand, which has some- what reduced the discharge of the well. The iron in the waters at the Jameco station has, however, always given trouble, and has caused wells of other types to fill up and clog much more rajjidly than at other stations. 276 APPEXDIX 4 Tliere has been no apparent diminution in the yield of the wells using the solid brass strainer, but these have not been in service sufficiently long to determine whether this type of strainer will give permanently satisfactory results. The strainer is not structurally strong enough to allow it to be removed and replaced without danger of destroying it. Cost of \\'ells The wells put in under the Andrews' patent were paid for on the basis of the yield obtained, at the rate of $36,000 per million gallons daily. This price included the wells, suction mains and pumping-plant, complete. As the yield of the P)aise- leys and Spring Creek stations coml3incd was determined, under test, to be over eight million gallons daily, and the yield of the Forest Stream and Clear Stream stations over 10 million gallons daily, the cost for each station was from $150,000 to $180,000. The pumping-stations consisted of a small brick building, with two pumps and two boilers, the total value of the stations probably not exceeding $30,000, making a very high cost for the well system. The well plants installed at Spring creek and Watts ])ond were also contracted for on the basis of the yield, but the price was $5,000 for the first million gallons and $4,000 for each additional million gallons. The resulting cost of the Spring Creek system of wells was about $19,000, while the \\'atts Pond plant cost about $14,000. These prices did not include any i)umping-p]ants. The five stations on the new watershed were const ructeil at a contract price originally fixed at $167,500. The contractors guaranteed a }'ield of 25 million gallons daily, based on a year's continuous test, during wliich the yield was to he de- termined by the minimum average shown for an\- live consecu- tive days; and agreed t<^ furnish and run the necessary pump- ing-plants, with connections to the conduit, and remove the same at the end of the test. As the stations failed to fulfill the contract re(|uirements, the contract was terminated by re- ducing the ])aynu'nl to about SI 12,000, which included the pumi)ing-plants installed 1)\- the conlract<»r. the (li>charge mains and all appurtenances, and the operation of the plants lor about (MK- yvAV. The paxuicnl made was little, if an\-, in excess of tlu- cost of operation during the tt-st together wilh the cost of the punij)ing -plant s and appurtenances. 1'he yield of the BROOKLYN SUPPLY 277 five stations, as shown by the test, was shghtly under 20 milhon gallons daily. The land used for the well systems, including ground for the stations and discharge mains, was furnished by The City to the contractors. The deep wells installed by the Department of Water Supply at Spring creek, Shetucket, Oconee, Jameco and Spring- field, cost about $6,000 for each station, including suction main complete. The plants consisted of twelve wells each and the average yield of each station was about three million gallons daily. In the latter part of 1905 and the early part of 1906, the department installed three shallow well stations, at Aqueduct, St. Albans and Rosedale, at a cost of about $15,000 for each station, complete with frame buildings, pumps and boilers. The work of sinking the wells at these stations was done in part by the department, and the remainder by contractors on a percentage basis. Two of the stations had 20, and one 15 wells. These wells were all six inches in diameter, and were surrounded by a 12-inch cylinder of gravel ; they yielded from 2.5 to 4.5 million gallons daily. The cost of the wells complete was about $4 per linear foot, exclusive of suction mains and appurtenances. In 1906 and 1907 contracts were prepared for sinking deep and shallow wells at various points on the watershed. The prices bid are given in Table 18. In the bids for sinking wells, received July 25, 1006. the price for the 8-inch pipe included all the labor and material necessary to sink the wells to a depth of approximately 175 feet. The price for the droj) suctions included about 30 feet of 6-inch pipe, the T or well head, and a 6-inch valve. All wrought-iron or steel pipe was to be of standard weight. The 6-inch pipe was to be used on top of the strainers in making the joint between the strainer and the casing. The brass strainers were to be 20 feet^ and equal to the Johnson or Cook type. The wrought-iron pipe strainers were to be slotted pipe, galvanized, and not covered with gauze. lender Section II the connections with the gallery called for making a connection with the infiltration gallery, the vyork involved costing approximately v$250 for each connection. It is evident from the prices bid that the lowest l)idder sub- mitted an unbalanced bid. In the bids received on .April 10, 1907, for deej) and shallow 278 TABLE IS Bids for Sixkixg Wells, Received i;v the DErARTMEXT of Water Supply in 1906 axd 1907 BIDS FOR DEEP WELLS. RECEIVED JULY 25, 190G TT P. H. & G. W. Phillip S T. B. H.XRPER J. CONLIN SECTION I 83 07 $3.75 $3 50 30 6-inch drop suctions 0.01 40.00 60.00 200 feet of 6-inch pipe 0.01 0.70 25.00 20 brass strainers 160.00 80.00 118.00 10 wrought-iron pipe strainers . 0.01 90.00 120.00 Total bid $21,623.00 $26,340.00 $31,360.00 SECTION II 6000 feet of 8-inch pipe $3.38 12 6-inch pipe suctions 0.01 600 feet of 6-inch pipe 0.01 18 connections with gallery . . . . 0.01 KiO.OO Total bid $25,086.30 SECTION III 4500 feet of 8-inch pipe $3.07 $3.75 $3.12 25 6-inch drop suctions 0.01 40.00 60.00 260 feet of 6-inch pipe 0.01 0.70 25.00 155.00 80 00 118.00 Total bid $17,692.85 $20,057.00 $24,990.00 BIDS FOR DEEP AND SHALLOW WELLS, RECEIVED APRIL 10. 1907 Gr.\nt P. H. & ROIIRER J. CONLIN I. 1I.\RR1S Co. SECTION I 8900 feet of 8-inch pipe. $3.63 40 6-inch suctions 50.00 420 feet of 6-inch pipe 2.00 40 brass strainers 150.00 Total bid,... $41,147 00 si;c HON II 6000 feet of 6-inch pipe. 75 6-inch Ijrass strainers 75 6-inch well heads. . Total bid $1.75 4 4.85 0.92 85.50 $47. 875. ■10 $4.25 .S5..M) 2L90 $33,566.00 $5.30 48,1)0 3.00 100.00 $04,300.00 $4. SO 100,00 2U.50 $38,612.60 279 TABLE 18 [Concluded) BIDS FOR SHALLOW WELLS. RECEIVED APRIL 10, 1907 McHaig- I. Harris Co. Barton Co. SECTION I 1 steel receiver $3,077.00 $9,400.00 2000 feet or 8-inch pipe 3.95 6.40 200 feet of 24-inch flanged pipe 0.49 7.00 1.500 feet of 16-inch flanged pipe 0.39 0.70 150 feet of G-inch flanged pipe 0.19 2.50 3 stop-cock chambers 269.00 600.00 Total bid $12,495.60 $26,815.00 SECTION II 1 Steel receiver $3,575.00 $14,350.00 1200 feet of 8-inch pipe 3.95 6.40 60 feet of 30-inch flanged pipe 0.69 15.00 6.50 " " 16-inch " " 0.39 0.70 450 " " 12-inch " " 0.29 0.60 100 " " 6-inch " " 0.19 2.50 1 stop-cock chamber 120.00 600.00 Total bid $8,879.40 $24,506.00 SECTION III 2000 feet of 8-inch iron or steel pipe $5.20 10 suction pipes ." 48.00 120 feet of 6-inch iron or steel pipe 2.76 10 brass strainers 100.00 Total bid $12,211.20 Unit prices given in all bids 280 APPEXDIX 4 wells, under Section I the contractor was to sink approximately 40 deep wells, and under Section II approximately 75 shallow wells. The wells under Section I were to be 8-inch wrought- iron pipe wells, sunk to a depth not over 220 feet. The strainers were to be 20 feet in length, with an outside diameter of not less than Sy% inches. After the well was sunk the strainer, with a 10-foot piece of 6-inch i)ipe, was to be placed in the well, the casing drawn to approximately the top of the strainer, and the space between the 6-inch pipe and the 8-inch casing sealed. The drop suctions were to consist of alxnit 30 feet of 6-inch pipe, with a flanged T or well head and a 6-inch stop-cock. Under Section II the wells were to be sunk to a depth of from 55 to 80 feet by first sinking 12-inch casing, then placing a foot of gravel in the bottom of the casing. On this gravel was to be placed a solid brass strainer about 6 inches in diameter and at least 20 feet long, the well above the strainer being made up of 6-inch wrought-iron pipe. The space be- tween the well and the casing was to l)e filled with gravel and the casing withdrawn. The well head was to consist of a flanged T. with a 6-inch stop-cock. On A|)ril 10, 1906, bids were also received for shallow and deep wells, the bids being called for in three sections. The wells under Sections I and II were to be shallow 8-inch tile wells, from 48 to 65 feet deep, while under Section III they were to be deep wrought-iron pi])e wells. I'nder the specifications tlie tile wells were to l)c sunk with an 18-inch casing and constructed in a similar manner to the typical well shown on Sheet 31. Acc. L J 1S7. The C ity w as to furnish the contractor with all the slotted and standard vitrified pi])e for the wells, and the pipe and fittings for the (lr<)]) suctions, but the contractor was to furnish the gra\el. lr under Sections 1 and 11 was to be fur- nished l)v 'i'he Cilv and laid 1)\ the contractor. BROOKLYN SUPPLY 281 Under Section III the contractor was to furnish all his material, the wells to be similar to those called for in the con- tract previously referred to, for which bids were also received on April 10, 1907. The depth of these wells was to be from 165 to 180 feet. In the cost of all the wells was included the cost of pump- ing the wells for from 8 to 24 hours. The estimated cost of sinking wells, using the department men, without making any allowance for office supervision and general administration, is given in the following table : ESTIMATED COST OF SINKING WELLS BY EMPLOYEES OP DEPARTMENT OF WATER SUPPLY Item Diameter of wells 2 inches 4 inches 5 inches 6 inches 8 inches 4 inches 8 Inches Type of well iron iron iron iron iron vitrified vitrified pipe pipe pipe pipe pipe tile tile Cost per linear foot of well exclusive of strainer Material $0.20 $0.3o $0.45 $0.fiO $0.90 $0.22 $0.40 Labor 0.25 0.(iO 0.05 0.75 1.60 2.00 Total $0.45 $0.90 $1.05 $1.25 $1.65 $1.82 $2.40 Strainer Material iron brass brass brass brass slotted slotted pipe tile tile brass gauze Length in feet 5 5-20 5-20 10-20 10-20 20-30 20-30 Cost per foot for Material $0.50 $2.40 $3.10 $4.00 $7.00 $0.30 $0.50 Labor 0.25 0.55 O.fiO 0.(55 0.75 l.fiO 2.00 Total cost perfoot, in place $0.75 $2.95 $3.70 $4.65 7.75 $1.90 $2.50 Cost of well 50 feet deep $24.00 $05.50 $79.00 $130.50 $204.50 $93.00 $122.50 In 189.^ and 189^ a large numl)er of 5-inch tcst-wclls were sunk by tlie department In determine tlie stratification at various points along the conduit line. The wells consisted of 5-inch wrought-iron pii)e, with a cutting shoe, but no perforated ])i])e i)V otlier ffjrm of strainer was used. The cost of the two derricks, witli their pumps and other equipment, was about S.-^OO eacli. The cost of these wells for labor and material is given in the following table: 282 APPEXDIX 4 COST OF SINKING 5-INCH TEST-WELLS, 1895 AND 1896 Well Depth OF Well, Feet Cost Per Foot Setting up Machinery Labor for Sinking Well Material for Well Total Cost 1 $1.41 $0.44 $0.25 $2.10 2 257 0.40 .68 .37 1.45 3 277 .32 .37 .31 1.00 4 148 .77 1.29 .44 2.50 5 284 .42 1.64 .45 2.51 6 406 .77 2.04 .76 3.57 7 419 .34 .94 .52 1.80 8 2!)5 .31 .41 .39 1.11 9 271 .29 .72 .44 1.45 10 357 .35 .44 .50 1.29 11 198 .63 .34 .63 1.60 12 406 .23 .69 .40 1.32 13 412 .37 .65 .50 1.52 14 390 .15 .39 .42 0.96 15 190 .41 .44 .49 1.34 16 154 .81 .42 .46 1.69 17 191 .54 .67 .49 1.70 18 192 .42 .35 .44 1.21 19 208 .40 .41 .45 1.26 20 242 .37 .40 .45 1.22 21 410 .20 1.05 .45 1.70 Well 6 — At 304 feet below the surface the 5-inch pipe broke and the well was continued with a 33^-inch pipe Well 12 — A coupling on the 5-inch pipe broke at 302 feet below surface of ground, and a 3-inch pipe was continued to a depth of 400 feet Well 13 — The 5-inch pipe to 330 feet below the surface; from 330 feet to 404 feet a 3-inch pipe was used; the remainder was drilled without casing off the bore Well 21 — The 5-inch pipe was sunk 398.75 feet and the remainder was drilled Co.sT OF Water from Drivfn-W'fli. St.\tions The cost of the .suppK- from (h-iven-well .stations is depeiul- ent iij:>on tlie fixed charoe.s on the cost of conslruction, the amount of the su])pl\' that can he ol^tained from a sinj^ie sta- tion, and tile cost of 0]:)eration. With present methods of development, a su])])lv of at least four million iL^allinis daily should he ohtained from each driven-well station. i'he cost of such a supply may be estimated as follows : Cost of construction Land, including grading $25,000 Wells, including suction mains 10.000 Engine and boiler house 15,000 Pumps, boilers and appurtenances 8,000 Total $58,000 Land and water damages .")0,(tOO 'r.t.ii $108,000 Annu.'il f h.-irk't's Interest. 4 per cent, on »1().S.00() $1,320 Taxes, 1 percent, on $25.000 250 Sinking fund on bonds, 0.SS7 per cent, on $108,000 958 Extra'jfflinarv repairs and depreciation 863 Operation and maintcnanro 11,479 Total $17 920 (-ost per million gallons .. $12.27 BROOKLYN SUPPLY 285 As compared with this cost, it may be noted that the cost of the supply from the driven-well stations on the old water- shed during 1906, exclusive of land and water damages, was $28.92 per million gallons. The greater cost is due to the high first cost of existing plants and the comparatively low yield. IXFILTRATIOX GALLERIES (See Sheets 52 and 55, Aces. L J 185 and L J 197) The unsatisfactory results and the large depreciation and repairs on the driven-well systems of the Ridgewood works led to the development of the subsurface supply by means of the infiltration gallery system. Contracts have been made for two infiltration galleries of similar design, with central pump- ing-stations, the first system, the Wantagh gallery, 12,600 feet long, at Bellmore and Wantagh, and the second, the Massa- pequa gallery, about 18,200 feet in length, between Seaford and Amityville. Because of the greater length and yield of the IMassapequa gallery, larger pipes than those of the \\'an- tagh gallery have been laid to conduct the water to the cen- tral well and pumping-station. The galleries have been constructed in a sheeted trench, excavated from 10 to 15 feet below the normal ground-water level. In this the vitrified tile sewer-pipe is laid on a bed of gravel, leaving the joints of the pipe open and then surround- ing them with coarse gravel. A layer of fine gravel is placed over the coarse surrounding the pipes, and the trench is refilled with sand. The lower line of sheeting is usually left in place. These pij)cs are laid in Ix^th directions from the central ])ump- well and api^roximately at right angles to the direction of the underground flow. The gradient of the gallery towards the central well is sufiicicnt to carry about double the estimated normal yield of the gallery. To facilitate construction, and also to collect any sand which may enter the gallery, manholes with sumps or sand catchers are placed about every 250 feet. The galleries were designed to carry two million gallons daily per thousand linear feet, although the estimated yield during pe- riods of normal rainfall was only one million gallons daily. The water was pumped from the central well bv means of centri- fugal pumps. 284 APPEXDIX 4 Plan and profiles, with details of construction of the Wan- tagh and Alassapequa galleries, are shown on Sheet 52, Acc. L J 185. Cast-iron pipe was laid in a portion of the Wantagh gallery, within the village of Wantagh, where the gallery was under a public street. The cast-iron pipe was laid with prac- tically water-tight joints so as to prevent any possible contami- nation of the supply from future sewerage systems. In designing these infiltration galleries, thev were planned on the ])asis that construction would l^e carried on in both di- rections from the central well, the pumps at the central well station keeping the water-level down, thus reducing the cost of excavation of the trench and laying of the pipe. I'pon the completion of one or two sections of the gallery, a bulkhead was to be placed in the end manhole and the w^ater from the gallery allowed to flow to the central well. The A\'antagh gal- lery was constructed in accordance with this general plan. The Alassapequa gallery was started from several points, but the contractor abandoned this method owing to the relatively high cost of handling the water, and has continued the work from onlv those points where a central station could remove the water from the trench. Owing to the necessity for an additional suppl}', two temporary central stations have l^een established on the Massapequa gallery in additic^i to the sta- tion provided for in the contract. The W^antagh gallery was commenced in 1903, but very little work was done prior to the s])ring of 1905, owing to delay in acquiring the necessary right-of-way. The gallery was completed in the fall of 1006. requiring practically two working seasons after the contractor's ])kun liad l)een assembled. The rate of progress on this gallery, during the working season, was 109 feet per week for the west branch, and 96 feet for tlie east l)rancli. The contract for the Massapc(|ua gahery was let in tlie summer of 1905, but practically no work was done until 1*H)(). It will i)robably re(|uire abont three months' time to eomplete this gallery, making the entire ])erio(l. from the letting of the contract to the completion of the same. nearl\ three \ears. The rate of progress on this gallery has been nineh less than that on the W antagh gallc-ry. the average work done i)er week fur each gang being abont 57 linear leet. BROOKLYN SUPPLY 285 Yield of Galleries Sheet 55, Acc. L J 197, shows the amount of water pumped from the \\'antagh gallery during 1905, 1906 and 1907. As this gallery is slightly over 12,000 feet in length, it will bc seen that the yield per thousand feet has averaged somewhat above one million gallons daily since the gallery was com- pleted, although this rate would doubtless be reduced if op- erated continuously. The ^lassapequa gallery has not been operated at a suffi- ciently uniform rate to enable deductions to be made as to what will be the ultimate yield of the works, but it can rea- sorably be expected that the yield will be proportionately equal to that shown by the \\'antagh gallery, where the pumping was carried on for a sufficient period to eliminate the ordinary fluctuations that would be caused by draft on the ground- water storage. Cost of Ixfiltratiox Galijcriks The following is a summary of the unit prices of the bids received on June 16, 1903, and July 19, 1905, respectively, for the construction of the Wantagh and Massapcqua galleries: WAXTAGH ixfiltratiox GALLERY Estimated J. J. CUSHMAN, CoNT. Item Amount X. Y. Jewell Filt. Co. Earth . . . . 700 cubic yards $0.00 $2.00 250 " 8.00 10.00 1 3500.00 3500 00 . , 1 .'iOOO.OO 3000.00 1 SOOO.OO 10,000.00 1 50 feet Lj.OO 12.00 . , , 150 " 17.00 12.00 1 30f)0.00 2000.00 13.00 9.00 33 1070 " 12.00 9.00 30 , , 2700 " 10. 5f) 8.00 27 1070 " 0.50 6.50 24 HiOO " 8.00 5.00 20 , . 1000 " 7.00 4.00 30 " cast-iron flanged pipe 1800 " 15.00 12.50 10 Mft.B.M. 30.00 25.00 3.00 1.00 Sump boxes 40 00.00 100.00 30-inch foot valves 2 303.00 500.00 Total bid $163,951.00 $130,285.00 286 APPENDIX 4 MASSAPEQUA IXFILTRATIOX GALLERY Item Amount Borough ^L J. Dady Construc- tion Co. Engine and boiler-house 1 SIO.000.00 S9.600.00 Coal-shed 1 7.500.00 (i. 000. 00 Engines 3 20,000.00 17.500.00 Boilers 3 12,000.00 (l. 000. 00 Steam fitting 5,000.00 1,700.00 36-inch suction pipe 75 feet 30.00 14.00 48 '• delivery pipe 750 " 30.00 18.40 Pump- well 1 10,000.00 5,970.00 36-inch vitrified pipe 8100 feet 10.00 14.00 33 single 1600 " 10.00 14.00 33 double 4300 " 18.00 23.63 30 single 1600 " 10.00 12.58 27 550 " 10.00 12.24 24 1100 " 10.00 10.56 20 ' 1100 " 10.00 9.85 Sump bo.xes 52 150.00 100.00 •• double 17 200.00 150.00 36-inch foot valves 2 1,000.00 800.00 Wagon road, including bridge 1 5,000.00 750.00 Brick masonry 20 cubic vards 20.00 15.00 Hemlock lOMft.B.M. 40.00 25.00 E.xtra gravel 1000 cubic vards 0.50 1.50 " concrete 100 " " 10.00 10.00 " earth 100 " " 2.00 2.00 Total bid $327,850.00 $361,690.00 The difificulty of con.struction \va.s undercstiniated when the bids were made for tlie Waiitagh ^allcrv, and the co.st of thi.s gallerv is .said to have been materially in excess of the contract price. Even the ])rices for the Massapeciua gallery were probably too low to allow the contractor a fair profit, under the present .system of construction. Assuming the yield from the galleries to be one million gallons (l;iil\- per thousand feet, the cost for couslruction ])er milliim gallons daily, based on bid prices, would be as follows: W'antagh gallery $10,300 Massape(iua gallery 17.800 The cost of a driven-well plant like those of the Ridgewood system, with a >iiiiilar ty])e of building for the ])unii)ing-sta- tion. would be about SS,3()() i)er million g;illon> ])er da\ . as- suming a \iel(l of four million gallons dail\. The co^t per million gallon> for cousiruction of ihe galler\ i>, theretore. about doublu thai fur a dri\en-well system, on the basis of the Ma«.>ape(|ua ])rices. The rate of construction of the gal- leries, if carried on economicall\ , i> moreover exceedingly slow. BROOKLYX SUPPLY 287 Cost of \\'ater from Galleries The cost of water obtained from the ^Massapeqiia gallery, assuming that the total land and water damages would amount to SI 50,000, would be as follows: COXSTRLXTIOX CoST Land $150,000 Fencing 20,000 Grading 20,000 Land and water damages L^0,000 Galleries 335,000 Pump and boiler-house and coal-shed 20,000 Equipment and pumping 45,000 Total $740,000 In the above estimate a rather liberal allowance has been made for engineering contingencies in each of the estimates. In the cost of the gallery, allowance has been made for addi- tional cost due to leaving the sheeting in i)lace. AXXUAL OPERATIXG EXPEXSES FIXED CHARGES Interest 4 per cent, on $740,000 $29,r500 Sinking fund 0.887 per cent, on $740.000 fi..5«4 Taxes 1 per cent, on $170.000 L700 Total $37,864 OPER.\TING, INCLUDI.NG REP.\IRS AND MAINTENANCE Salaries $11,180 Supplies and minor repairs I..i00 Coal O.022 Total.. $17,70t E.XTRAORDINARY REPAIRS AND DEPRECIATION Buildings and fence .33^ per cent, on $40.000 $1,400 Equipment 33^ per cent, on $4.5,000 1..57.5 Gallery 1 3^ per cent, on $33.5,000 5.025 Total $8,000 Total annual expenses. . . $63,566 The total cost of water per million gallons, assuming that the Massapequa 6 3.. 56 6 gallery will furnish on an average 17.2 million gallons dailv = — $10.12 0,279 288 APPEXDIX 4 This cost of water per million gallons is evidently much lower than the average cost of water obtained from the driven- well stations on the watershed. ixfluexce of collecting w'orks ox underground and Surface-Water Levels Sheets 53, 54 and 57, Aces. L J 196. L J 223 and L J 225, show the effect of the operation of the infiltration galleries and wells at Wantagh and at Massapequa on the levels of the surface and ground-waters. (See also Sheet 151, Acc. L 644). It will be seen that there is a decided depression of the water-table in the immediate vicinity of the wells and gal- leries, and that the amount of this lowering decreases rapidly as the distance increases south or north of the collecting works. The lowering of the water-table near the infiltration galleries results in the drying up of the ponds and the small streams south of the galleries, and in a reduced fiow of the larger streams that enter the brick conduit as a part of the surface supply. Amount of Gr()Und-\\'ater Storage The numljcr of ol)servations of the ground-water surface about the works of the Ridgewood system is not sufficient to compute accurately the amount of steerage that these ground works are aide to draw, but a rough apin'oximation ma\- ])e made at several stations. Sheet 56, Acc. LJ 1^)3 shows the depth of pum])ing at the dri\'cn-well stations, lielow the normal ground-water suriace, corresponding to the total dail\- yield of the stations, corrected roughlv for storage draft. The-e depths were measured in test-wells driven close to tlic service wells. l-'xce])t in two in- stances, these curves have a point of inllection l)e\ou(l which anv further lowering of tlie water-table does not xield a cor- resj)on(ling volume of water. 'I'his critical depth is lonnd trom 8 to 12 feet below the normal surface of the gr( tnnd-waler and doubtless corresponds to the depression at which the finer strata in the gathering ground seriously interfere with llie Inr- thcr extension of ibe cone of depression. .\ station like Jameco (dee]) wells) which draws upon beds of coarse gravels extending back into the watershed, has not this limitation on the extent ^f gathering ground and the curve on this diagram is \er\' nearK a sti-;iig]it line. BROOKLYX SUPPLY 289 The observations at the Clear Stream driven-well station in 1906 (See Sheet 57, Acc. LJ 225) show that in about 100 days of pumping, from April 23 to August 6, the ground- water surface was depressed for about one mile north of the works. During this time, 223.6 million gallons of water were pumped, at an average rate, when pumping, of 3.1 million gal- lons daily. Rough estimates show that about 80 million gal- lons of storage were drawn, assuming the somewhat fine ma- terial there would yield 20 per cent, of their volume in this time. The ground-water surface at the station was lowered 13 feet, which represents about the maximum lowering that is possible, with the equipment there. If pumping were contin- ued, therefore, the amount of storage in the following three months would not be as much as that from April 23 to August 6. Of the volume of water pumped during this period some- thing over one-third was storage. If the plant had been op- erated continuously until April, 1907, it is very likely that the storage draft would not have been over one-tenth of the total pumpage. If 100 million gallons of storage could be drawn at this station, it would correspond to something like 25 mil- lion gallons per square mile on the catchment area. The influence of pumi)ing at the W'antagh infiltration gal- lery from December, 1905, to December, 1906, is shown on Sheet 57, Acc. LJ 225, to have extended some distance inland, but the amount oi depression was not api)recia1)le nuich over a mile north of the works, and not enough at a distance of ]/> mile to be noticeable to an unskilled observer. The average yield of the gallery during this year of operation, shown on Sheet 55, Acc. IJ 197, was one million gallons per day per 1000 feet of gallery, and the storage drawn per 1000 feet of gallery, supposing 20 per cent, of the saturated strata were drained out, is estimated at 24 million gallons, which corrc- sponcls roughly to 14 million gallons per square mile of tribu- tary watershed of 1.7 square miles. This storage is evidently less than seven ])er cent, of the average yield during the year. The lowering of water at the gallery during the year was about nine feet. The amount of ground-water storage that the Ridgcwood works can furnish may be roughly estimated at 20 million gallons per square mile, and does not greatly affect the rate of draft from the watershed. With the 9.4 million gallons 290 APPEXDIX 4 per square mile of storage in surface storage, the total storage does not exceed 30 million gallons per square mile. TRAXSPORTATIOX WORKS The transportation works comprise the combined gravity and pumping system by which the waters collected in the watershed are conveyed to New York City. Conduits The waters gathered cast of the Milll)urn pumping-station are delivered through a Ijrick conduit having a grade of 1 in 10,000. At its easterly end, at ^lassapequa, this conduit, the " new brick conduit." so called, has a horse-shoe section. 5 feet 11 inches high and 7 feet 4 inches wide and has a capacity oi 40 million gallons daily. The size increases at each supply pond, and at its downstream or westerly end at Millburn pump- ing-station the section is 6 feet 1 1 inches liigh l)y 9 feet 4 inches wide and has a capacity of 60 million gallons daily. h'rom the ]ylillburn station the water delivered b\' tliis l)rick conduit is pum])ed through three 48-inch cast-iron pipe-lines. One of these goes to the eftkix gate-house of the Milll)urn re>- ervoir, where it is reduced to a 36-inch cast-iron i)ipe, wliicli continues to the old l)rick conduit at Smillis pond. The other two 48-inch lines extend directly to the Ridgewood ])umping- station. the northerl}- line l)eing reinforced an additional 48-inch main between Spring creek and Ridgewood. The original brick conduit in tlie old waterslied trans])orts tlie surface and ground-waters collected from llempstcad pond to Ridgewood ])nm])ing-station. It has a horse-shoe -eclion () feet 4 inches by 8 iVt't 2 inches at llempstcad i);ind. and in- creases to 8 \vv[ 8 inches b\- 10 feet at Ridgewood. The capacity of this conduit, the invert of which ha^ a grade of 1 in 10,41 1. is 40 million gallons dailv at its easterly end and 7? million gal- lon> up])ly ponds. .\ 72-inch steel-pipe line, designed to be opei-aled under the full distribution pressure.', has been laid froui a point alout 3000 feet west of thi- Ridgc'wood statinn to the Clear Stream j)umping-stati< »n. .\ 48-inch main connects this 72 inch line with the Ridgi'wo m1 pumping-station and a 20-incb branch line has bt'cn lailrong machines. l)eing fre(|uentl>' in need of repairs. The JO-milbon-gallon cen- trifugal i)unip i^ a new niaehine, and il sliDiild be p t^^sible !<-) o])erate il almost continuously. It wtmld not be safe, how- ever, to e-tiniate the capacil\' of this .st;ition al)o\e 50 million gallons dail\ . BROOKLYX SUPPLY 295 The total safe capacity of the two stations would be as follows : Xorth Side station 113 million gallons daily South Side station 50 *' " " Total 163 To obtain the above capacity, it would be necessary to allow the surplus water delivered by the Alt. Prospect Tower and Reservoir pumps to discharge into the Ridgewood system. Under normal economical operation, the capacity of the Ridge- wood station would be about 155 million gallons daily. The total capacity of the conduits feeding the Ridgewood station is now 125 million gallons daily, exclusive of the 48-inch pipe from the end of the 72-inch steel pipe. The safe pumping capacity at this station, after remodeling, will there- fore be 30 million gallons daily in excess of the conduit ca- pacity. MT. PROSPECT PUMPIXG-STATIOX This station has two pumps of a total cai:)acity of nine mil- lion gallons daily for the Reservoir service, and three pumps of a total capacity of 13 million gallons daily for the Tower service. These pumps draw their sujoply from the distribution mains of the Ridgewood Reservoir service, and may be aban- doned when the new pumjxs are completed at Ridgewood and the necessary additional force mains are installed. Tlie plans of the Department of Water Su])ply include new pumping-plants for the Massapeqiia and W'antagh infiltration gallery stations, in connection with the proj^osed extension of the 72-inch pipe-line. These plants would consist of high- dutv [nunps with a coiubined capacity of 50 million gallons daily, capable of delivering the water into the distribution sys- tem against the head of the Ridgewood Reservoir service. The combined safe puiuping capacities of the Ridgew^ood puiuping-station and the two new stations proposed at Wan- tagh anrl Massapequa, when these stations are completed in accordance with the plans of the Department of Water Sup- ply, would be 205 million gallons daily, which is greater than the total yield of the entire system when completely de- veloped. 296 APPEXDIX 4 DISTRIBUTION SYSTEM! Reservoirs The distribution system of the Brooklyn municipal supply is divided into three levels. The highest is that of the 'Sit Prospect tower or stand-pipe, the flow line of which is at an elevation of 280 feet; the intermediate service is supplied from the level of the Mt. Prospect reservoir, which has a normal high-water line of 200 feet; the low level, wdiich includes 85 per cent, of the supply, is fed from the Ridgewood reservoir, which has a high-water line at an elevation of 172 feet. These elevations refer to the datum of the Board of Water Supply. The Ridgewood reservoir is divided into three independent basins, and is provided with a 60-inch steel by-pass pipe through which the water can pass from the force mains around the reservoir directly into the efflux pipes. The Mt. Prospect reservoir and the three Ridgewood basins are uncovered, and are constructed with earth embankments lined with clay puddle and with the side slopes protected by masonry. The following table gives elevations, areas and caj^acities of the stand-pipe and the reservoirs : Elevation in Feet on Area at Capacity B. W. S. Datum Normal at Normal . High- High- Reskrvoiks Normal Water Water High Top of Line Line Water Bank Bottom Acres Million Gallons Mt. Prospect stand-pipe. . . . 2S0.(J reservoir 200. .'i Rld^rewood Reservoir basin, 1 171.9 2 171. () 3 172.(5 Total 2S1.1 2{).').7 Ki-fcct diameter 0. 12 204..-) 180.0 3. .31 19.2 17r).7 151.9 U.S.-) 7i.r) 17.^). 7 If) 1.9 i;}.7;{ S.3.0 17r).() 1.12.() 24.19 HO.-) 323.3 .\ small reser\'()ir was (»riginall\- ci )nslrucU'(l in coniu'ction with tlie Xew Lots s\'sk'ni. bnl tlii^ rc-scrxoir wa-^ a1)an(lone'l in \Wk I )ls TRi iirii xc, .Mains 'IIk- main fee(k'rs from 1\ idgcwood reservoir consist of 48-incli and .^f) incli mains. TIuti- arc fnnr 4S-inch mains and tw'd 36-ini li mains which CMinurt with thr smaller distribution mains. In additinn tlirre is (.lu- 4S iiu-]i main laid directly from the l\id.i;fw ( )( »(1 pumping stat ii )n to tin- Mt. rrnspcrt res- BROOKLYN SUPPLY 297 ervoir. A 30-inch and a 24-inch branch main supphes the Mt. Prospect pumping-station, and a 20 and a 30-inch force main leads from this pumping-station to the tower and res- ervoir, respectively. The standard thickness of the various sizes of pipe and safe working pressure, based on the Metropolitan Water Works formula, are as follows : Safe Working SizB OF Pipe Thickness Pressure Inches Inches Pounds per Square Inch 48 76 36 li 85 30 1 85 24 27 35 78 20 75 16 80 12 f 96 8 hi 112 6 155 The following- table gives the length of mains, number of gates and hvdrants in the distribution system on December 31, 1907: DISTRIBUTION' MAINS LAID AND GATES AND HYDRANTS SET, UP TO DECEMBER 31. 1907 DfAMETER Mains Laid Gates Set Inches Miles 60 0.7 .... 64 48 '28.0 20 42 0.7 1 36 14.0 42 30 l.'i.O 75 24 7.. '5 69 20 .'■)7.fi 507 16 2."). I 273 14 o.n 12 no.. 3 996 10 .3.7 8 8 200.1 2.816 6 388.2 7,017 4 10.5 101 Total 848.8 11,927 11. 814 OTTII-R r.ROOKT.YN WORKS The I'^latbush. lilythebourne and German-American sta- tions within the limits of Brooklyn borough, which are owned anrl operated by private companies, draw their supply of 298 APPEXDIX 4 ground-water from driven wells and pump directly into the distribution system. Stand-pipes and elevated tanks are used to equalize the pressure in the mains and rate of pumpinj;- These works have been constructed in much the same man- ner as the driven-well stations of the Ridgewood system, and merit no special description. As the population becomes more dense upon their watersheds, the supplies now furnished by these stations must be secured from other sources. Table 19 gives all the stations utilized for the supply of the Borough of Brooklyn, with date of construction, source of sup- ply, equipment and estimated amount of water pumped daily. YIELD ()]< RIDGEWOOD SYSTEM AXD QUALITY OF SUPPLY The extent of development of the Ridgewood system is shown in the main report, pages 55 to 102. The yield of the surface and ground-water collecting works arc given in tHe main report, and in Appendix 1, pages 103 to 133, in connection with a discussion of the safe yield of the proposed ground- water collecting works in Suffolk county. The quality of the waters of the Ridgewood system is presented in Appendix 2. ])ages 134 to 166. where a compari- son is made with typical surface and gmund-water supplies in large cities in this country and abroad. COST OF Till' RinGI'W'OOD SN'STI-M CoxsTurcTiox To determine the cost of ihc Kidgewood system, it \va< been neces.sary to com])ile the data given in the annual re])orts of the Water Department and of the ComiUroller. and, in addi- tion, tlu- cu>l well presented in the Ili^tory ot" the I'.rook- Ivn Water \\■«irk^. While the co-t li:is l)een ilelermined as accuratelv a> the data available would permit, there are probably some slight errors, which, however, are not large enough, if thev exist, to materially affect the resulting cost of the water. Tal)le 20 gives a sninmarx of the cost of the works up to lannar\ 1. 1*^)7. and the co>l of operation and maintenance including inten-M and sinking fund ^-barges. In estimating the cost of the works deductions have hem made for w.irn out 299 >- to 10 10 to O O olo: j> 5 5 -5^ i i i S i 5 i * i» -J .V ^ f\ r«f '-=; s ;? -^I uJ >. - ^ I i I ^ > V-J . i ^ ^ -5 >, 0| O. O; O ol Oi O] O )l va fTi n' , o o o c Q LjJ CL > ^ -5 S S 5 V I it :vi(0|OiojQ|0(oi ^ Q ,L 01 f '^ c c i ^QB J^^^S^^^ ^> 30 T, ~, 2 •Tv 3> 3> 5 3) <5 5 illl $ ^ $ <> S> ^ ^> 3? $ S ^ S § ^ ^ ^ , 5} ^ ^ ill ■o -Si, ^Uj I (0 I P|0;0| o Cv^ !) t -t! I Q — ^ - \ -SI ^ ^ JO J J. ra 5 , _ ^ ..,.,.-,■>. cf» ^ <5 ' ^^^^^ IliiiiMi S ^ 1> ^ ^ b ^ ^' ^ III C Mr 300 APPEXDIX 4 and abandoned equipment. The total cost has been subdivided into works for collection, transportation, pumping and distri- bution. The annual charges are based on the recorded ex- penditures for operation and maintenance during 1906, and to this has been added interest on the total estimated cost to date of works at present in use, and estimated extraordi- nary repairs and depreciation on these works, based on their probable life. Annual Charges The cost of the water per million gallons supplied during the year 1906 has been estimated in Table 21, on the basis of the annual charges given in Table 20. The cost of collection has been subdivided into ground-waters and surface-waters. The cost of transportation has also been divided into the cost of transporting the water from the new watershed to ^Nlillburn pumping-station, and then transporting this water through the pipe-lines from the Millburn pumping-station to the Mill- burn reservoir and Smiths pond. It was assumed that 45 million gallons daily of the supply from the new watershed would go through the two 48-inch pipes and the pr(^})osed 72-inch steel-pipe line, and the cost of transportation has been based upon the charges on the cost of these lines. The cost for transporting the remainder of the sup]:)ly from the new watershed through the brick conduit in the old watershed is based on the charges on the cost of this conduit, allowing for the supply fr(jm the new watershed a proportional part of the total volume of water carried in this a(iucduct. which in 1906 amounted to 58 million gallons daily from the old watershed and 14 million gallons daily from the new. In determining the cost of distribution and collection of water rates, the entire supply furnished both by the Ridgc- wood system and bv the drixen-well stations outside of this system, in the borough limits, has been taken. The cost of water thus determined is n(^t the actual cost at the jirescnt time, as the estimates have been made on a basis similar to that used for the estimates of cost of water from i)roposed works in Suffolk county and are, therefore, comjiarablc with them. To determine the actual cost of water \n the consnmcr. the total annual expenditures made for interc>>t on bonds and maintenance- of works, inelnding the eolletiion of the ri'vcnuc, have been taken, from DOl to V^Of). and to the-e has been TABLE 20 Cost oi-- Construction, Annu , Jharges, and Cost per Million Gallons for Brooklyn System Cost or COKMR Iii.-j OF Brooklyn &Y5Tsm Cost pbr Million Gallons INIBKEST. Sinking Fund. Extraobd NARY VaoH To DURINc'lWO CALtONS AVBRACB RiDCSWOOD SVSTRM AND Operating Expbnses Supply im „ Toi^il Ti Million Collection Transportation port.aioi j.^ '"Iy"!,".";""- Srillo^KS o"l^<£J. Collection Transportation portaUon^and a^nd Total Total .. $304,300 $63,300 $367,600 $367,600 $14 00 82 93 $17 02 mi6 »1 748 000 »1 826 000 'i:?ii:E 'i:5J?:E 1;1 .joCtoo 184,100 4|8.|00 25.54 Through Ridacwood pumps ll?:"!' "IJiooo "jllioSo u'Si solo BStribSuoS ^^^^^^^ : : !° $12,497,660 ''■^■iii 73:31 i 4 523.400 6.00 8.9 3.362 17 4 16 17H 989,000 7.61 8.6 ... 16 20 726.100 6.10 10.5 28.791 18 2 3M .... 2 m 1.014.150 10.78 .5.72 , . ... 2.171 28 10 11 10 OX 827,690 6.56 7.1 9 18M 877.030 12.24 5.93 10 41.' 710.460 6.07 9.4 24.300 700 350 2,323.000 4 SHEET 55 I til ^ to ^1 to 6 (X) '5- fvj O ^ nipre>sor. purchased by tlu' T.oard, and another, a Kand IS-inrh 1)\- IS-inrli by 30-inch inacliine, hired i»n a niMiithK- rt-nlal t'<»r the pumping experiments. To- gether thcsi' mat-liini-s had a rapai-it\ nf abnut 700 rnbie teet of free air per minute. Slean: for thesi- e( )inpre>sors w as tin-- PLATE 14 stovepipe well riu, at Well 2. West I slip. 309 TABLE 23 CHARACTER OF STRATA AND DEPTH OF PERFORATIONS \A/est IN WELLS AT BABYLON EXPERIMENT STATION East Well No. No. 1 No. 3 No. 2 D i a m e te r 14 i n ch e ■=> 16 i nc l^>eb 12 i n c he s Notes Surface of ^ 1) N 1 5 II lb ^ N II ^1 G rou nd 5 - 1 35 2- t 2 0-3? 0-31 30 A 8 ' 043 0- 3 7 51 Ground 2 047 ^0P3~^ 51 4 7 3 4 -055- 066 —4 2 — 2 5 3 5 A 59 0-60 045 6 6 4 7 2-4 -Wafer "10 ■ 15 - 3 39-7 21-6 11-5 13.9 5B 10-5 1 35 -^0-33- 2-7 12 2 — 1 8— 4 2 00 6,7 1.30 -4 7 -20- 25- 9,9 17.9 6 '5 1 80 m -D-54- 32 Q-?i7 5 3 a? 12 3 5 1 o 200 -0 50- 062 051 10 66 232 1 1 12 -38 0- 322 25 5 II 12 4 8 — 16 24 -■V.- ■V. lb 13 13 7 14 060 042 -0-47- 52 037 30-8 2-4 -5 9- 326 35 1 i 14 0-37 34 rt-40 4 16 1 .q i ^ 15 1 5 -% 30 - o %> Oe£7 V 29 1 7 o 16 \? 1 7 0-32 -0 28- -0 30- 0-29 1 6 -| 8 -d 18 ^ 40 - 45 ■ J; 50- 19 36 42 -0 3?- 35 35 2 1 a- 1 18 8 20 -0 33- £1 22 2 5 26 20 < 19 17 1-7 _> 23 20 — 18 — 24 0-34 - 33- 29 35 2 2 — 19 21 22 29 32 17 2 2 25 26 19 19 23 30 28 0-36- 25 -030- 22 -0 26- 23 0-23 2 5 1 y -2 2 — 1-7 2^ 24 o 60- 9 028 SO 28 ^ ^ 26 0-29 -0 32- 023 026 /a 18 26 27 10 -0 36- — 14 — 30 31 - 15 — 1 18 16 -16 — 16 -16 - 1-8 18 32 28 ^ 65. 33 34 27 28 -0 26- 34 24 18 1 5 29 S6 31 75- 1 1 35 1-5 35 36 15 — 1 1-3 IT 32 26 0-20 16 2 37 33 80 ■ l£ 31 15 38 39 40 23 22 -0 26- 27 27^ 1 8 1-7 -16 — 34 35 19 015 20 21 65 - 13 0-36 22 41 42 1 5 _L5 36 37 22 019 -0 18 - 60 -2 9- 18 1 9 -20 — 16-3 -7-6 — ~& urface. lOl 2-inch test-wells were driven about the stovepipe wells within a radius of 2.(K)() to o.OOO feet and levellcl up;in for daily observations of the bight of the ground-water surface. Six serie-> of i-.\])eri:nents were made during the two months in wiiich the experiment statihown grai)hicall\' on Sheet (A, Aee. L. f)0/. The last lln-ee scries of experiments. 4. 5 and (), have been worked up in gri'ater di-tail. and are exhibited (.n Sheets ()? to Aces. I.. .>.U to I. 33S. inclusive, and on Shec-N ()1. ()2 and \c. s. .-.-S<). and .^.=^SS. PLATE 15 PLATE 16 J PLATE 17 PLATE 18 Pumping Experiments on Stovepipe Wells 1, NOVEMBE Well 1, 14 Inches in Diameter Experi- ment Date 1907 Prom To Total Duration OK Experiment Actual Time of Operation Days Hours Days Hours Avekagk Delivery During This Time Oallons Per Day Lowering OF Ground- Water G inches From Well at Close ok Loss of Head Cor- responding Experiment to Average Corrected Delivery FOR Change IN Water- Table Feet OK Well IN Wall OF Well Feet T Op Dayi Nov. 4 Nov. 13 9 21K 865.170 1.99 5.1 Nov. 13 Nov. 20 Nov. 20 Nov. 22 1 is 468.430 7.21 ' 6.1 Nov. 22 Dec. 9 17 4 16 17H 989.660 7.51 8.5 Dec. 16 Dec. IS 3f$ Dec. 18 Dec. 28 10 11 io OH 827.690 6.56 ' V.i *At this time the 2-inch test-well 6 inches from casing was choked. Observations wore mndr in 2-|jli(e, these two wells under similar conditions at other times TABLE 24 U AND 3, AT Babylon Experiment BEil TO December 31. 1907 Station, West Islip, Long Island, from ' Well 3, 16 Inches in Diameter Well 2, 12 Inches in Diameter Lowering Lowering OF Ground- OF Ground- Water Water 6 Inches Loss OF 6 Inches Loss OF Total From Well Head Cor- From Well Head Cor- Average at Close ok RESPONDINt; at Close of responding Pumping AdlAL Average Experiment TO Average Actual Average Experiment TO Average Total OF Station Ti: OF Delivery Corrected Delivery Time of Delivery Corrected Delivery PUMPAGE During JP^TION During FOR Change OF Well Operation During for Change OF Well OF Station Entire This Time IN Water- IN Wall This Time in Water- in Wall During ] SXPERIMENT Gallons Table OF Well Gallons Table OF Well Experiment Gallons H lours Per Day Feet Feet Days Hours Per Day Feet Feet Gallons Per Day 8 975.200 10.5* 7.1* 7 12H 372.480 3.99 5.45 11.745.400 1.297.000 7 1.113,690 12.0* 8.5* 7,795,850 1,113.700 1 20H 1.036,290 11.7* 8.4* 1 4 523,460 5.06 ' 8.9 3,362,700 1,700,000 16 20 726,160 6.10 10.5 28.791,950 1.676,900 2 1,014,150 10.78 5.72 2,171.950 1.012.100 9 877,030 12.24 5.93 io '4H 710,460 6.07 ' 9.4 24,300,230 2.323,000 }-ifi test-well 20 feet away. These values shown are worked up from curve of relative lowering of ground-water existing between I I I I DESIGN OF WELL SYSTEM 311 Relative Pressure ix Grouxd-\\\\ter at A'arious Depths Tlie 2-inch test-wells driven to map the surface of the ground- water during these experiments just described, wxre from 40 to 50 feet in depth; a few near the stovepipe wells were somewhat deeper. These wells had open ends without screen sections and the hight of water in them represented the ground-water head or pressure in the sands at the bottom of the well. The restilts of the first six series of experiments suggested that perhaps the pressure gradients in all the yellow sands and gravels were not coincident, during the experiments, with the slopes of the surface of saturation or surface pressure gradi- ents that had been so carefully mapped by means of these test- wells. Accordingly, a group of four test-wells was put in at a point 64 feet north of Stovepipe Well 1. at depths of 35, 56, 80 and 93 feet respectively, and the hight of water in them observed during the ])um])ing of this stovepipe well on May 14, V )()>•. The results of ilicsc ground-water observations, of Ex- ])eriment 7, are shown gra])hicall\- on Sheet 5S. Acc. L 679 and Sheet ~?'). Acc. L 680. The test-wells 35 and 93 feet in depth were in the coarser material in which W ell 1 was perforated and the\' responded c|uickl\- when ])umping began. The test- \\ell> 56 and 80 feet deej) were in the finer strata between the ui)per and lower perforated sections of the large well, and the lowering of the water in tliem, which re])rcscnted the ground- water ])res>ure at these de])ths, lagged six inches or more behind the other \\ell> during the first few h(jurs. At the end of the da\ "> ])um])ing, the test-wells indicated that the groimd-water was about three inches lower in tho>e >trata opi)osite the ])er- forations than in the finer >and> and gravel between them. There was evidently abotit three inches greater loss of head in the water flowing t"rom the intermediate strata to the well than in the strata that were ])erforate(l. The pressure in the deep gravels was nearly coincident with the surface of the ground-water as shown by the shalhiw well. The bight of ground-water in all the wells was practi- callx' the same before ])timping. and the results of the subse- f)uent o1)ser\'ations indicated that the slopes of the ground- water approaching the wells that were determined during the previous six ex])criments represented the pressure gradients in all the \ ellow water l)earing strata without sensil)le error. SHEET 38 Perforated CL □ z O h (T z o u 5 _ Q. ^ _l o ^ J O) UJ ^ L. rr o I O < > < c\i CM f /e^afio n of ^ ro u nd Wafer B Dafum S i ^ ^ V. 0.$ k ^ ^ ^ i <4) kp) 5^ ^ ^ ^ ^ LOWERING OF GROUND WATER IN VI CINITY OF WELL ^ ° 200 ft. MAY 14,1908 /^cc.L 660 314 Apriisnix 5 DlSL l SSK ).\ ( )l- K1-:SI LTS Spacini; of W kli.s Jt appears from the cxpcriiiK-iUs, Scries 1 lo 0, thai Wells 1 and 2. which arc l.(X)0 feel ajjarl. did noi interfere niatcrially with each uther. W hen all three \\ell> were in ()i)cralion. h(j\vcvcr, the (lischar<;e of the middle well. 3, was evidenll\- reduced from 20 to 25 per cent, hclow the yield that was oh- taincd when lacing pumped alone to the same deplh. That i>. with the strata cxistin";- at this station, there would l)c thi> amount of interference hetween the units of a coiuimious line of wells spaced 5U0 feet ai)art. Some interference, perhaps 10 or 15 per cent.. i> necessary between wells spaced a> in these experiments, alon^" a line at right angles to the ground-water moxement in order that the entire How may l)c intercepted. The wells should not, how- ex'cr. he ])laced an\- nerj-er logelher tlian is nccosary to cllect this result. 1)\ a moderate lowering of the water-table. The inl]ecti(jn of the ground-water surface midwax l)ctwecn two wells is the surot index of c.\i->tence of an\ loss of water between tliem. Kcferi-ing lo ."^hecl Acc. L o.->5. h'x-periment 4 on Well- 1 and 2. which arc 1.000 feet a])art. the tran>\cr>e -t'ction through Well 3. which wa- uoi being l)Uinpt'd. and which i> half-\\a\- bclwecn Well- 1 and 2. >hows that the water surface below or south of this well. v\ sloped slightK- toward the cones of dcpressidn. The slope was. how- ever, small, and il is barely ])os->ibU' that ihc ])i-cssiire lines in s(_)me stratum liner than that penetrated by the test-wclls was not equally (le])ressed and ])erhaps some llow to the south took place. A greater lowering of the water in 1 and 2. would surel\ haw prexentcd an\- loss between these wells, bnt it would aj)pear to be bettci- prat'tice. uncU'r the local geo- logical conditions, to place the wells somewhat nean-r together than 1.000 feel. The results of tlu- last i'\pc-riment . (\ w hich are exhibited on Sheets OS and ^»''. \ci-s. I. .vv and L .v^S. and Sheet <>5. Acc. 55SS. indicate that a sp.icing of 500 feet is unueci'ss;u"il>" small in the material in which wills are drixen. I'A'!- denlK a sp;u-ing inteiinediate between 500 and 1.000 Ici't. l)erhaps 700 feet, wonld answer at this location. The proper distance betwcin sni'b wills wonld \ary along the line ol the collecting works with the dc-pdi and coarseness of the water DflSIGX OF WIILL SYSTliM 315 bearing strata, and llic area and ])r()l)al)k' of the tribu- tary watershed. In Init few locaHlies would it ])robal)l)- l)e safe to space these large wells over 1.000 feet, and it seems unlikely that it would be necessar}'. e\en where the material i^ tine, or in the valle\'s where the groinid-waters from the upland are concentrated, to place these wells nuich nearer to- gether than 500 feet. Size of Wells and Ij:.\(iTii oi" Screex Sectiox One important conclusic^n to be drawn from these ex- periments on the stovepipe wells is that the losses of head through the wall (jf the wells and the gra\'el filters out->idv. were too great and should be reduced in the wells of the tinal dex'elopment. This lo.^s of head varied in these experiments with the diameter of the casing, and the yield of the well, as shown on Sheet 60, Acc. L 047. It was also affected by the length of ])erforate(l section; for example, the losses of head in W ell 1. were comparatively small l)ecatLse the length of perforation, or the -creen section i^ greater in this well tlian in the other two. The hjsses in Well 1 were large because of the small depth of perf(^ratecl sectiou. and because the material >urrounding it is somewhat liuei- than about the other two wells. The losses c()rresponding to a uniform draft of 1.000,000 gallons ])cr day may be estimated from this diagram for each size of well as follow^: Size of Well Loss OF Head Inside in Well Diameter OK Casing 2 13 feet 8 " 6.2 " 1 3 16 " It apj)ear> that the losses of entrance to the 12-inch well occurred ff)r the most i)arl, in the tiltc-r about the casing, be- catisc the losses were directly proportional to the velocity or to the discharge; whereas, a larger pro])ortion of the losses for the larger yields in WelK I and .\ which were surrounded b\- coarse gravel, evidently took place in the ])er foratiou< of the casing where the flow would corresj)on(l more nearlv to the discharge through orifices, and the loss would vary with the sfjuare of the velocity. The results show that there sIkjuUI have been more i)erforations in the casings of Wells 1 and 3. SHEET 60 Loss of head in feet Loss of head in fee f DESIGX OF WELL SYSTEM 317 The loss of head in even the 16-inch well, corresponding to a discharge of 1,000,000 gallons per day, was 6.2 feet, or about 20 per cent, of the total lift during the experiment, and this would not be far from 25 per cent, of the lift into the proposed full aqueduct at this point. The additional lift occa- sioned by their loss would represent a constant and unneces- sary expense in the operation of the proposed works, and means should be taken to avoid it. The loss of head in the wall of a well is often overlooked in operating ground-water works. The normal losses of head in the casings of the wells on the Ridgewood system is from 6 to 8 feet, and in- creases to 12 feet and more when the screens of the wells be- come clogged. One of the causes of this clogging of the screens is believed to be the large unit yields and the resulting high velocities of approach to the wells. This has been avoided in some of the ground-water plants abroad. (See Table 13. ) The loss in entrance to the Tilburg wells is only one to two feet. While the danger of clogging the stovepipe wells would be small because of the large perforations, it would be unwise to create velocities outside these wells that might continually draw in the fine sand and eventually destroy any pump that might be used. The probable velocity in the gross area of the gravels about the 16-inch stovepipe well during the above ex- periments, for a yield of 1,000,000 gallons daily, was about 800 feet per day. The actual velocities in the pore spaces of the gravel were, of course, greater than these figures. This greatly exceeds the ordinary rate of mechanical filtration, which ranges from 300 to 400 feet per day. In order to keep down the velocities and minimize the losses of head, larger stovepipe wells should be adopted tban those chosen for these experiments, and a larger proportion of the casing should be perforated, if the volume of 1,000,000 gallons each were to be drawn daily. The velocity of entrance for a well 24 inches in diameter, perforated for a length of 50 feet for this maximum yield, would be 420 feet per day, and the loss of head in the wall of the well would be only three to four feet. Ordinarily, only 700,000 or 800.000 gallons per day should be drawn from these wells, and the loss at en- trance would be only two to three feet. By improving the perforator that has been used on these experimental wells, cuts could doubtless be made where the gravel is small and 318 APP2XDIX 5 scanty, and a greater length of screen section secured. Per- colation experiments show that the sands containing too small an amount of gravel to permit of perforating with the tools now available, carry water quite as readily as the material in which perforations were made. The problem is to get the water into the well without the sand. It would hardly be pos- sible, however, to perforate much over half the depth of the well, and the largest well that can be economically driven should be adopted. It would be perfectly feasible to drive stovepipe wells 24 inches in diameter, or perhaps even larger, to the bottom of the yellow gravels, 100 to 200 feet below the surface, and this size is proposed for the Suffolk County works. The addi- tional cost of driving these wells would not be proportionately greater than the smaller wells, and the added cost would be more than offset by the lower lifts and the smaller deprecia- tion. Another advantage in a larger well than those which have been experimented upon, would be a somewhat greater free- dom from sand in the water pumped, because even should sand be drawn into a well by service pumping, the upward velocity would be insufficient to carry it up to the pumj^s and it would drop down to the bottom to be removed later. Depth of Wells The pro])()sed wells should be drix en on!)- through the yellow gravels and stopj^ed in a clay bed sufficiently below the deepest ])erforations to allow of some filling in at the bottom of the well without covering these perforations. A depth of 20 to 25 feet would probably be enough if the wells were ]nimped deepl> and thoroughly cleaned out in the first place. Doubtless once a year it would l)e necessary to visit each well with a light sand bucket and a portable rig and nniove the accumulations of sanrl at the bottom. I^X I ENT OE IXELrEXCE oi" ri'MlMXC The ground-water maps. Sheets ()1. (>2 and fo. Accs. .-^^S''. 55'X) and .^.^SS, show roughly the exU-nt of influence of the ])umping in the surface of the ground-water at the experiment station. It appeared in lCxi)eriment that Well 3 aloiu- drew U])on the southerly moving ground-water for a width of about 2.000 feet, when i)uniping on the average one million gallons j)er day. which corresponds to a draft of 500,000 gallons per (lay from each 1.0()() feet of the line. W hen all three wells were DKSIGX OF WELL SYSTEM 319 in operation, they apparently drew from a width of Hne about 3,800 feet. The average draft was 2.32 mihion gallons per day, which corresponds to a yield per 1,000 feet of 610,000 gallons per day. The above figures represent a very fair estimate of the amount of ground-water flow at the location of the experiment station, where the slope of the ground-water is less than 10 feet to the mile. Such figures should not, of course, be applied to the whole line because the yield per unit of length would be much greater in the vicinity of the streams. Storage ix Yellow Gravels Studies of the yield and the volumes of the cones of de- pression indicate that these yellow gravels did not yield more than 10 or 15 per cent, of their total volume during any ex- periment. The storage draft can, however, only be approxi- mated from these experiments, because of the amount of ground-water added to the surface of saturation by frequent rains. The pumping records indicate that the delivery of the three wells fell oft in Experiment 6 from 2,800,000 on Decem- ber 1 ])cr da\ from each well IJex'ond ( I'nler Abiriches. the drplh of walcT'^hed i^ >niall. and the yield ])er mile of the c-ollccting works would be less than in the westerly jMulion of the main line, h'or this east- erl\- ])ortion. b)-iiu-li wells with an axiTage yield of 3(K).(KH) to 400,(K)() gallons per da\ are proposed. Table 25 show s tlu- depths, spacing and \ ield of well- :i(l(.pted in this report for tlu- pn-liininary eslimato ol cost. The line is divided into sections <.f thn-e to four miles each, in which it is proposed to o|)c-rale the wells from cer.lral electric substations, as explained in the snb>e(|ut'nt appi'udices. 322 C U S6 ^ J > O H < S o (d Q H - - • :l. i: p X ii J. - . - 1- c $ ^ c lump 7| •> c ^- > -; o oos < a. i ^ ■ ■ TH AND SOUTH P ^L GROUND WATE ■LJDip Ql 0- €«N-TWM ~--jr : •- a It, c ;5 9 ? o OOOl • •> ?! X., 1 1 -C 1' J If U ^ HI ^ ^ Q ^ ? 1 ^ ». R ^ ^■^^ ^ •"^ V: . • G0S2 • ^ "si ■ ' « 1 SHEET 66 SHEET 68 SHEET 69 iiJ. J - : g ^ ^ 3^2 urn < CO _J li- ~ C3 < « Z (0 « < of ~ '£1^ f 1.1 X ^ 5 - ; ' ^9 2 tr T " UJ - o ^ oc la 1 ^1 3? 5 3 ? i c 3 z a ill $ -^-ooes CL 1^ O Q -W) Z 2 OC ^oooa oost » 0003 o