The Colum bia basin irrigation project, = * - WITH APPENDICES Columbia Basin Survey | Commission ? State of Washington = 192000 =e Ce Pau fee ———— YA Sando y = - 2S : ally, ——— “& ! ———— dace INGHAM ® : A. : 5 COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 WATERSHED ABOVE ALBANY FALLS PROJECT AREA CONTENTS. Chapter Te ‘GENERAL: INTRODUCTION: gc $565 ed Be aed eet be dg blew thee Gere does wee ce 1 FOrEWOrd isc die anak enh aee sawead Ae we Aa ane ae 2 General) gnc peice pith iataped anaes 5 evans ee See eee hase : AUCH OTTEY” si cicbins cress de Beha eR ada ear acne SB andndced. wale ented 4 Organization of Commission ..............0ceceeeeeeee 5 Personnel of Stall’ o.4 2s-sed vey ae be Sawa He NEw be HER aes 6 Acknowledements 4. sisced 2 ows gagheeccaals a4 sbalode weenie II. LANDS COMMANDED BY SYSTEM............0005 nana D aoetahiod Ste ine areces 1 Geographic Situation, -«sed.26 wie nse wke veaeeee ne eRe eae s 2 Transportation Facilties ........... ccc cece eee eens 8 Local Development ........ 0.0.0. cece cece e eee eee eens 4 Crops. and Markets? es. cnsehiewwarasle da sat. eae wile pew amaeyse 5 Geology is sissies eine § sae vig Rates Sab ead te wadtarss. ae ESS 6 Climate and Growing Season .............. eee ce ee eeee 7 Value Of Anidity a.eccnciataca ince ede gaa ss Sema dma Ree 8 Soil and Classification .......... 0... ce cee eee eee eee 9 Productivity of Similar Areas............ 0.00 cee ee eee 10 Preparation of Land for Irrigation..................... 11 Avid aud Irrigated Valueé.<.44 005 404 e554 veer eae eevee eee EET, ESAS Dy SIT DEE MR ING che die-gsciesctseches esspek diag. duseadl deesirsuge Held Supe el Ba heeohalSvouan apna kes IV. FINANCIAL AND ORGANIZATION... 0.00000 cece eee eee ne eeee peace Spa tavanaacane 1 General Considerations .......... 0... cece ee eee eee eee 2 MethodsGf Pay Mento eos giiiess a5 Saeed 8-99 Guess © dusransesraned boeupace 3 ARAGON screw ietwcnee madres dowseane Resear) wane aneds gee deed V.. ENGINEERING SYNOPSIS: .<5.c0 ces eae 050 perv ee Geass Eee es wEs.dos Dek as 1 General Outline of Studies.................. 0.000 e cues 2 AILTEPAATE ROUWtES oc cisieie sacsrele see sncee 8 asain dale iinet we Hees 3 Synopsis of Engineering Data................... 42 eee APPENDICES. A. WATER REQUIREMENT OF THE LAND... 2.1... eee ec ee eee eee e eee neces 1 Water DULY sicciscat dn acta ts ales wants fort aGes sities sawn Wears 2 Water LOSSEB: 25 earls accinle tis niend Aa Brae a org inlets etal 3 Seasonal Use of Waterie iscsi vodeces o% susie, » ccacldues eg anne g 4 Gross: Water Required i240 ceseosacnweec aad ane eames B. WATER SUPPLY AVAILABLE... 2.0... ccc cee tee cence ewes een een eenes 1 Runofl: Records) sistas awa ea Gland goes eaaid'sadsea es ogie 2 Regulation by Storage ........ 0. ccc ee eee cree e eee eees C. CONVEYANCE OF WATER FROM SOURCE TO USE.......... eee e cece eens Design and Cost of— 1 DAMS eso y6 cuss couaces ae ee Sid Sa acns le eons Oia ialeiaule: tee lo iomiense a aneun aeons 2 Head and Waste Gates............-.e eens Sisley ea ceeehaens 3 Canals e:ccc vee vad Gee ee Se 24d has ee Bese Meee es eeRE eee 4 HTMUTATISIS: shi 52s asdiiolss 24 Sd aed Sores n Deardun’s bad Guade stele dated, Sia lela Sonate 5 Inverted Siphons ........... cece eee cee ees Lon Jaen Seas 6 Spokane River Aqueduct ............ cc ewe cece cece eee - 7 Railroad Underpasses ......... ccc c cece cece eee n eee ecee 8 Miscellaneous ..........-.-.eeeaee eee eau F 12 13 13 15 15 15 16 16 17 18 22 23 25 28 28 30 a oO 34 34 36 37 37 41 50 54 54 54 55 56 57 57 60 69 4 Contents Appendix Page D. DRAINAGE AND WASTEWAYS... ccc cece eee cece een tenner ee eeeenne 116 1 Wasteways on Supply Canal ........ 06. eee eee eee eee 116 2 Wasteways on North Main ............ 0-0 e eee eee eee 117 3 Wasteways on South Main ........... cee eee eee eee eee 119 4 Wasteways on Central Main .......... 0.00. cece e eee ee 120 Ez ‘SECONDARY: STORAGE: <5 pci igus ages, bated eee nares aed owe oa Wiens ae RS etn ged ergo 122 al Along: Supply Canal: 24 se 52 ce8 passa cuea ee oumee waaay 122 2 On the: Project, jcc khe ped was bag chads tenes wae ae yew Rule ee 123 BY (POWER: POSSIBILITIES! .: sacnnaccnc-adulnd aeaos ce HMla ace hie Ree Raina reaieate oes 126 1 At Drops'on: the: Project aces a cungvige tyes see ew Ge wae aR g 126 2 On Flathead and Clarks Fork Rivers............+.0eee5 127 G;, RECAPITOLATION OF ESTIMATHS.. coc0 05 5 ee sae rece e eed he need bog ee ees 129 Maint Supply asacined canard tea te cay eae and taw alam 130 North; Division. 9 sccec gonniens cause ene te aan ge sale nope 181 Central, DIVISION. v2.03 2060 Seay ees oe4 wens es FS See eB EX 132 SOUR: DIVISION: « c.aduharene as aa 8.6 lowes, Quid Sable dm denisenawed 133 Simmary OF All Divisions ». a0. cccenean cee adaweae va 133 H. CoLUmBia RIVER PUMPING PROJECT. ..... 0.0 cece eee ee cence ner eteeee 134 General DISCUSSION: i scicec die shaved aceet basa Ha. Siend Gudde Bibi BOR te +1384 aL Area of Land Covered............: cece cece tence te enen 135 2 Water Requirement for Land.............. 0 ccc cee eeu 185 3 Water Available from Columbia River.................. 136 4 Columbia River Dam ........... cece eee een 186 5 Bitrn pIne PLAC vc yaa ves we hay needs Sanaa haa Sew Sainte aah Ee 13% 6 Conveyance of Water from Diversion to Use............ 13 7 Summary of Estimated Costs............ 0.0... cee eee 140 8 Comparison with Pend Oreille Supply.................. 151 9 International Treaty Obligations....................0.. 152 I, WENATCHEE LAKE—QUINCY PROJECT. ........ 0000 cece ee cece eee enaeue 153 General Discussion ........... 0.00.0 c cee cee cee seen es 153 1 Area of Land Covered.......... 0.0.0 c ccc cece cece enue 153 2 Water Requirement for Land.....................0005. 164 3 Water Available from Wenatchee River................ 155 4 Storage Required .............cc ec ccc cee ccc e cee eee e aes 156 5 Conveyance of Water from Storage to Use............. 161 6 Summary of Estimated Costs.......... 00.0... cece ecuue 164 . Comparison with Pend Oreille Supply................. . 174 Je UNPUBLISHED, DATA, so:os.c0.canee dae quecncdouse 4 Salle Ate stan Ub Saale ke a elas em Hee 176 K. Acr Creatine CoLuMBria Basin SURVEY COMMISSION.................. 177 Full Text of Chaper 60, Session Laws of 1919. IV x secede ae eines fsa a ehisaglibvds wistiae B50 A lobia dhe AAS otemuctatet wo eka 178 ILLUSTRATIONS. Opposite Page Mlathedid) Taal): cscssnocsaingey veaawianen sais rade gsnic eee We as eae een ALES 12 Pend! Oreille Lake: «9 cages ed dae kee e Sie We oe AOE A HRS Le Rew ete 12 AIDEN Y. AMA 5s. cca te Gudeted sae. e Seals & eGR UU & a cen ect mbun ten eed 12 Pend Oreille River, near Newport, Washington............22...---0 eee 42 Bonnie ake s.< saii-g woos eed aiaw sce Gah aes Wed eae 8 eee eee ces nee 14 FROG Tha S Peis ase sicssttecst Saas Saeco) Sodan oe Ries anaes yank yete alae ig eae dg dua nec steered cake 14 Relief. Map. Of States sss scave ci dees sae eae ates ead aie idee sige matin cena 16 View from Saddle Mountans, North ........... 00 ccc eee esse teen ee neee 22 View from Saddle Mountains, Northeast ...............-.. cee ee eee 22 View from Saddle Mountans, Hast ............ 0.2 cee cece cee cere eens 22 CONTIEHMOAT CA: 2 sresaiae Sac toe ese ad bas ery ee alga wees lor addnae sean a wal beet 22 Quincey Area’ ss 55 420 wa hes Fe Se Owe Sed Sa GR OS a RRs SERS) RE OE ew eee 22 SHEED IN SASCOPUSMs, osc 55% govern nd eausianna cad ane Qaceuene eM Sane ae wie as Aenea. eA 24 SHES Pel AALS. sects teins Saunas ee Redick ane, od eae eaLT Te OR ee Was abe Spears 24 Unirrigated Columba, Basin. as+6 de%0% eee sated Sade soa KS Oe ERR RS 26 Irrigated Yakima Valley..... 0... 0... ccc cc eee cent eee eee eeeene 26 Irrigated Corn, Yakima Valley.......... 0.0... cece cece cece teen een eee 28 Chaimelaa Kes as. ccss ty ars ies susneaas ta Gado. alae aw Goat beats eye a see Ges BEE & 38 MAPS Page Te hOGA EY MaDe acs cigudarce tate ata Oe baaanh oa Opposite 2 II. Topographic Map of Project Area................2.000- a 2 JI; Rainfall Map si.c0c 4.68 easiices cp creas eae earas shes Susuexanenacan e 18 IV. Supply Canal from Pend Oreille River.................. oe 3 Vs. SIndexs Map: vexdad cesee-u ca vies x Ros cated eek ee eeoe ess a 42 VI. Distribution and Drainage ................ 0.02.0 ee eens us 116 VII. Columbia River Pumping Project...............00 000 eee a 134 VIII. Wenatchee Lake Project........ 00... c cece cee ene en eeee ms 154 Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Tigure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure Figure No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. SP OO ET OP SR RBS es NYY NHYNNNHYNHEPHHE HEHE EEE Ue OU RO BE SOE OO) Oa OA HS G9 NOt: I 28. 29, 30. a ol, 32. 33. 34. 35. 36. 37. 38. 39. 40. 41. 42. 43, INDEX TO FIGURES. Graph of Rainfall and Temperature............--+-50-- Comparative Crop Yields........... 0... cee e ee eee eee Supply Canal Profile, Flathead to Hillcrest....... Face Area of Plan Wine cea h oF See Soe Roe EARNING AES ERE ERE DE ACS OF BIAN TD ccd: csnaoncadncetaaie aus doatale ncblipigs sua araas S A ieranar ec Area. of Plan. QD ss.sccusea wane ya ceed pe ROS Gs inn Aa SKS Area: of .Plam: DV oceans rain ded date ged Bos ee Roe WE Pee ACG Of PIAT) Wes csccdin pawn 16 edge Rade cera Na SSIS Area Of Plat V1 icdcus ce eg eyed ns dew su Vew eRe ee o Area. of Plan Vilees sees cadias ¥ yas ma ede rae le ha eee Sales Flathead Reservoir, Area and Capacity Curves......... Pend Oreille Reservoir, Area and Capacity Curves..... Mlathead Dan ‘pnt wegerwiecelerac hse ge cia vaewnyens wait es Face Albany Falls) Datiiss. soos. 2 dees cas tenes cee wens CATA S TA DIN 5a aces sac. ctrtrn once Qvsere Rca eeaydiagd He Geese aceite ese OS ale Dry Crege GW ves dag cea eke dee ea weds Kee Ee ee Ee OD Deep: Creek Dam sycsea white eves qeis seis wis, pleat lamy Ble gaceeed swe Deadman; Creek Dam: ..ie5 ci4.0 50s sd est aad te van eeas Vaatah Creek “Damm. pesos noses vg a de Mea nauey ew lees Face ROCK LEAKS DAM agus Sis seid acta iar ew wigeo wie eka ae ater Supply Canal, Headgate..................-2-00 ee Canal LY WES: Toss x-s-cicssa cos aewtds i ey wise dws lene ge wteeand: Sareceee oS Catal DVO: 23s cesidit css tanh el Ra OG TAA Ke FaRAe res Canal LY D6 Biseradacdaie aaan Wiese a aie aele ines Gis ee agin anal Te Ag ook eed ae eee DEEL RE LER ORE ON 6 RES Catal Dy pe: Since eaeccom gaat sei hedia st Wane s Be Sounds plgasarativaugeed Canal: “BY D6 Givac a vues ewan ewowae Rad Gee 8e cantare mance Canal TY Pe. (sists paw ees Ries Mae aie aa aad oa ewe Tine Tv pe OA cv aes pay Rav ieee 2 oe RES 444 ee eee ow Turinel Types “Be sets: di Waudus sae dees oe alaeie asd alias aes Supply Canal Inverted Siphon....................0005 Snake River Inverted Siphon..................... Face Spokane River Aqueduct................00 cece eee Spokane River Aqueduct...............c0ceeceeee COLUMBIA RIVER PUMPING PROJECT. Columbia River Damsite..................0. 0c. ecu Supply Canal Profile................ 0c. cc ee ee aes Face 58 88 90 90 90 91 v1 91 $9 99 106 106 112 112 138 138 Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table Table No. No. No. No. No. No. No. No. No. No. No. : No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. No. hag re a se OS 10. 12. 13. 14, 15. 16. 17. 18. 19. 20. 21, 22. 23. 24, 25. 26. 27, 28, 29. 30. 31. 32. 33. 34, 35. 36, 37. 38. 39, 40. 41, 42, 43. 44, 45. INDEX TO TABLES. Page Length of Growing Season............. 0 cece cence eee 19 Mean ‘Temperature vi ssisaccnee ees Anan de aany oo eae eeu 20 Crop’ Yields) x:.va8 000494005 sas. eee pas em pruee seo aaes 25 Acres Ownership—Columbia Basin Lands............... 31 Percentage Distribution of Ownership—Columbia Basin Lands ee ss sswwrs che ne a Mae es Mates ee Ra erie ees 31 Itemized Costs, all plans under Pend Oreille Supply..... 49 Cost of Structures, Pend Oreille Maximum Development.. 50 Water Required: sacd sxe new nee 205 HO Ye Deke oes WER EEO ex 56 Water Supply Study ....... 0... ccc cece cee cee eee 62 to 68 Cost of Flathead Lake Storage............ 0... c eee eeee 1 Cost of Pend Oreille Lake Storage.................00005 74 Cost of Camden, Dam iss:cecscga sce aie toa dawg eia ea baw 76 Cost of Dry Creek Dam.......... 00... cece ee ees 76 Cost of Deep Creek Dam........... 0. cece ete eee 78 Cost of Deadman Creek Dam................00 eee eueee 18 Cost of Latah Creek Dam.................. 02-0002 eee 81 Cost of Rock Lake Dam........... 0... cece eee eee eee 82 Cost of Four Minor Dams...............0 20 eee eee eee 83, 84 Recapitulation of Dams.......... 2.0... cee eee eee ee ee 85 Secondary Storage Reservoirs..............--02 ee ee eee 87 Supply Canal Headgates at Albany Falls................ 89 Hydraulic Properties, Supply Canal Sections............ 91 Capacity of Laterals........... cece cence eects 94 Concrete Linings +o. copie ce ekn tawend vie eek eeewesan de 95 Canalization of Little Spokane River................... 96 Supply Canal, Camden Dam to Hillcrest................ 97 Recapitulation of Canals...........- 00... eee eee cece eee 98 Dimensions and Properties of Tunnels.................. 99 Cost of Tuntiels: «cece tsade cvs tees es dens yee tes Hake 101, 102 Recapitulation of Tunnels............ 0. cece eee eee eee 103 Cost of Great Northern Change..................-.000- 104 Cost of Inverted Siphons ...............- cee ee eae 107 to 110 Recapitulation of Inverted Siphons.................... 111 Cost of Spokane River Crossing.................eeeeeee 113 Railroad Underpasses: ss. . ssises sdsey es ceue rea ake ees wnn eas 114 Cost of Spillways and Wasteways............0.e cee eeee 121 Secondary Storage on Supply Canal..................... 122 Capacities and Cost of Secondary Storage Dams......... 124 Theoretical Power From Canal Drops................... 126 Power Possibilities, Flathead Lake to Montana-Idaho State Line .scececs dane s wee eae de iain es eed ess Marys 127 Recapitulation of Items of Main Supply Canal.......... 139 Recapitulation of Items of North Division ............. 131 Recapitulation of Items of Central Division ........... 132 Recapitulation of Items of South Division ............. 1383 Recapitulation of All Divisions ...................0008- 133 8 Index to Tables COLUMBIA RIVER PUMPING PROJECT. S age Table No. 46. Cost of Pumping Plant ........... 2 cece eee eee eee eee 139 Table: No.-47, -Cost: (Of DAMS: . rscisanwiaccasn ect ya wae geen ead ates 141 Table No. 48. Recapitulation of Dam Quantities asistbrts ge ranted a GO. nr arta 142 Table No. 49. Cost of Canals... ... 22... 22 cece ce eee ener ne eee 143 Table No. 50. Recapitulation of Canal Quantities..........-....--.005- 144 Table No. 51, Cost of Tunnel ss oasis died occu aig cegne rece eee ee ie 145 Table No. 52. Recapitulation of Tunnel Quantities................---. 146 Table No. 58. Cost of Inverted Siphons.............. 2c eee eens 147, 148 Table No. 54. Recapitulation of Inverted Siphon Quantities........... 149 Table No. 55. Main Supply Canal........... 0... ce cee cee cee nee eens 149 Table No. 56. West Main Canal............. 002: cece eee ee eee teen enee 150 Table No. 57%. BWast Mair Canals iiccccccc.ieusiece cpus tad eee ao de OE Gare gia HE 150 Table No. 58. Recapitulation, Columbia River Pumping Project........ tat WENATCHEE LAKE PROJECT. Table No. 59. Water Released for Wenatchee Canal.................-5 154 Table No. 60. Water Required from Wenatchee Lake.................. 155 Table No. 61. Wenatchee Lake Storage Capacity ..............-...... 156 Table No. 62. Wenatchee Lake Runoff, Demand, and Storage...... 157 to 160 Table No. 63. Cost of Wenatchee River Dam................. 00-00 eee 161 Table No. 64. Cost of Canals and Flumes....................00 esse eee 166 Table No. 65. Canal and Flume Quantities....................0 0.005. 167 Table No. 66. Cost of Tunnels......... 0.0.00: cccee cece eee eee eens 169 Table No. 67. Tunnel Quantities ......... 0.0... cece cece een eens 170 Table No. 68. Cost of Inverted Siphons............... 0.00 eee e eee nee 171, 172 Table No. 69. Inverted Siphon Quantities............. 0.2.0 ec ee eens 173 Table No. 70. Recapitulation of Costs........... 0.00 cee cece ee eee eens 173 Cuaprer I, GENERAL INTRODUCTION. (1) Foreword. The Columbia Basin Irrigation Project proposes to irrigate 1,753,000 acres of land, using a gravity supply of water from the Pend Oreille River.* This source is ample to meet any irrigation demand. The average require- ment of the project for water is equivalent to thirty-three inches of rain. Depending upon the size of individual owner- ship, from 20,000 to 40,000 farms will be developed. The cost of the completed project is estimated at $171.40 per acre. The four major problems presented by the project are: (1) Quality of lands under project. (2) Will competent and sufficiently numerous persons ‘settle on the land to insure successful develop- ment? (3) Can the lands be adequately watered? (4) Can the cost of reclamation be provided? (2) General. The Columbia Basin is in southeastern Washington, easily accessible to cities and the Pacific Coast. A network of transcontinental and local railroads and a well- developed system of state highways afford ample means of transportation to the markets of the nation and the world. The crops which will predominate under irrigation are such as find a ready and wide market. The application of water to this great arid area will yield agricultural, horticul- tural, dairy and livestock products which will add greatly to the wealth of the state and nation. In past ages the Columbia Basin was a vast inland lake, the floor of which became covered with a deep, rich and abun- dant soil. As the waters of this great lake receded to the Pacific it left a heritage of rich but arid land for agricultural development, but so deficient in moisture as to make it more of a liability than an asset to the state. The climate is mild, without storms or extreme conditions of heat or cold. The growing season averages seven months, of which six months are frost-free. The rainfall averages six to seven inches on much of the region, and this does not come during the growing season. Lack of adequate rainfall upon the greater portion of the Columbia Basin is the only factor which has prevented it becoming a thriving agricultural re- *The local name “Pend Oreille River” is used throughout this report. The National Geographic Board, U. S. Geological Survey, and some government maps designate this stream as “Clarks Fork.” — 2 10 Columbia Basin Irrigation Project gion, for in soil and climate it is probably unequaled by a similar area in the country. The long days of continual sunshine, warm soil, and no rainfall during the summer, make for ideal growing conditions after irrigating water is available. The dry air and lack of storms enable harvesting to be done at the right time and without extra cost or damage due to adverse weather. The soils are in three classes, a smooth surfaced silt-loam, a smooth surfaced lighter sandy soil, and a rougher surfaced silt-loam which by cultivation can be made equal to the first class. These classes total 1,753,000 acres of irrigable land. Adjoining these areas there are one and one-fourth million acres of land which is not suited for intensive cultivation, but which will be largely available for grazing. An additional 91,000 acres may be irrigated by pumping less than 150 feet in height, and 317,000 acres by a higher lift. Pumping areas are not included in the present estimates. Irrigated arid areas in the West are producing crops greatly in excess of those grown in humid regions. This ex- cess is sufficient to justify an expenditure of several hundred dollars per acre for construction of works to water these lands. The irrigated lands of Washington now reclaimed from the desert prove the value of irrigation. For a number of years the annual irrigated crop in the State of Washington has been greater in value than the entire capital cost of irri- gation construction to date. From the viewpoint of state and national prosperity, irrigation would be justified if it returned in gross increased annual output but four or five per cent of its construction cost. Unimproved lands are at present worth $3 to $5 an acre for grazing. The carrying of water to the land will not in- crease that value, excepting as development and tilling pro- duce crops which of themselves justify a higher value. The purchase of water privileges will cost $171.40 per acre, plus long time interest payments. Preparation of the land for irrigation will average $15 per acre. An acre ready to plant will therefore cost about $190, of which but $5 or less repre- sents the value of the raw land. This land should not be pur- chased by the prospectwe settler until the water is ready for delivery on the land. This land will be comparatively easy to prepare for irri- gation. It lies in nearly level prairies, with gentle slopes toward the south and practically free from the minor irregu- larities which would prevent efficient distribution of water. Large areas were planted to wheat during the wet cycle some Columbia Basin Irrigation Project a years ago and will now require very little leveling before watering. These favorable conditions will tend also to lower the annual cost of irrigation. The project will be settled as rapidly as water is available for the several units. Largely in private ownership now, with local development well advanced, transportation available throughout, agricultural conditions which will equal or excel those in the Yakima Valley; these lands will return to the settlers every year a substantial profit over all costs. The settlement of the available humid lands of the United States compels the reclamation of other lands to provide for the increased need for food. The natural increase in farm population, aside from the immigration from abroad, requires 100,000 new farms each year. Without the provision of such farms, these prospective farmers are forced into the cities. The Columbia Basin area could be settled in a single year by the people who are now unable to obtain raw land capable of sustaining them. No such land exists in the United States except it be reclaimed by expenditure of capital in advance of settlement. The cost of construction and operation of the irrigation system may be so apportioned as to favor the rapid develop- ment of the lands, and apply economic pressure to compel cul- tivation of the idle and speculatively held lands. Public super- vision will be given to control prices at which settlers acquire farms and to prevent an unregulated settlement, far in ad- vance of the distribution of water. The following facts have been established in the study of the Columbia Basin project: (1) There is an abundance of water that can be taken onto these lands by gravity. (2) There are no adverse engineering features. (3) The irrigable land is of excellent quality. Much of it has been tilled and will require small ex- pense to prepare it for irrigation. (4) The topography of the Columbia Basin lands lends itself to an economical distribution of water. (5) The productivity of the land has been amply proven by results obtained from irrigation on small _ tracts within this area. (6) The splendid climate, abundance of sunshine, long growing season, and the fertile lands assure abundant and dependable yields. (7) Under present conditions, the construction cost is estimated at $171.40 per acre. 12 Columbia Basin Irrigation Project (3) Authority. This report upon the feasibility of irri- gating the Columbia Basin is the result of many years of demand that an effort be made to place water upon the arid lands lying east of the Columbia River. The earliest ex- plorers in the region mention the garden-like appearance of the land in the early spring and its desolation after the heat of summer has sapped away the moisture. After frequent mention on the floors of Congress and in reports upon the West, of the desirability of reclaiming these vast plains and literally creating within the State of Washington another state of equal productivity and wealth, the United States Reclamation Service in 1903 began an investigation of the engineering features involved in bringing the waters of the Spokane River and possibly of the Pend Oreille River upon these lands. After several years of preliminary examinations the Reclamation Service made an adverse report because the route then examined was not feasible. In 1918, a proposal to carry water of Pend Oreille River to the Columbia Basin by an entirely different route was pre- sented. In January, 1919, Governor Ernest Lister in his mes- sage to the State Legislature recommended that measures be taken to determine the merit in this project. Shortly there- after, on March 1, 1919, Governor Louis F. Hart approved an act of the Legislature (set out in full, page 177), creating the Columbia Basin Survey Commission. The commission was directed to make suitable surveys and studies and prepare a report upon the feasibility of reclaiming the Columbia Basin. One hundred thousand dollars was provided for the expense of the work. (4) Organization. The Columbia Basin Act named the State Hydraulic Engineer, ex-officio, as chairman of the com- mission and directed the Governor to appoint four additional members. This was done on March 4, 1919, and on March 20, 1919, the commission completed its organization by naming one of its members secretary. Throughout the entire work, the organization has remained as follows: Chairman—Marvin Chase, M. Am. Soe. C. E., State Hy- draulic Engineer; Secretary—O. L. Waller, M. Am. Soc. C. E., Head of the Department of Civil Engineering, State College of Wash- ington; E. F. Benson, State Commissioner of Agriculture; Peter McGregor, Director Spokane Federal Reserve Bank; Arthur D. Jones, Investments. ‘VNVLNOW ‘€AMWI GVEHLVIS quop ‘uosjod ‘LahaweyUyos “A fiq parybriidod 004d ‘OHV! ‘AMV ATIIGUO ANd ALBANY FALLS, IDAHO. PEND OREILLE RIVER, NEAR NEWPORT, WASHINGTON. Columbia Basin Irrigation Project 13 (5) Personnel of Staff. The members of the staff who carried on the field operations and the office studies and de- signs were as follows: Arthur J. Turner, M. Am. Soc. C. E., Chief Engineer in direct charge of the work; J. C. Ralston, M. Am. Soc. C. E., Consulting Engineer ; Fred A. Adams, Educational Director ; Ivan E. Goodner, Office Engineer ; Lars Langloe, Field Engineer, canal location, secondary storage and the Columbia River Pumping Project; T. H. Judd, Field Engineer, overflow and wasteways, gen- eral estimates; O. A. Pearson, Field Engineer, canal location; Guy C. Finley and F. W. Welch, Field Engineers, land cruising and soil classification; Irving Worthington, Field Engineer, Wenatchee Lake Project; J. C. Sharp, Designing Engineer; A. D. Robinson, computations of excavation and concrete quantities. The United States Reclamation Service assigned D. C. Henny, M. Am. Soc. C. E., and James Munn as consulting engineers to cooperate in the study of general features of the work. A. J. Wiley, M. Am. Soc. C. E., was called in consulta- tion by the commission upon questions of general design, and A. C. Dennis, M. Am. Soc. C. E., upon tunnel construction methods and costs. F. E. Weymouth, chief engineer of the United States Reclamation Service, met twice with the com- mission for the discussion of general methods of procedure. Henry Landes, State Geologist, dean of Department of Geol- ogy, University of Washington, and Dr. Solon Shedd, head of the Department of Geology of the State College of Wash- ington, collaborated in an examination and report upon the proposed dam sites on the main canal and for the Columbia River pumping project. (6) Acknowledgments. The commission and its staff are under a heavy debt to a large number of engineers, manufac- turing and construction organizations, and others who have generously responded to requests for informaticn, maps, re- ports, ete. Among those who have so favored the commission are the Quiney Valley Irrigation District of Quincy, Washington; the United States Indian Reclamation Service; L. T. Jessup, drainage engineer of Yakima, Washington; Wm. Ashley, civil 14 Columbia Basin Irrigation Project engineer, Sandpoint, Idaho; the various railroad and: public utility companies of the State; all county engineers within the project or along the line of the canals; the state engineers of Oregon, Montana, Idaho, California and Colorado; the city engineers in connection with all the large aqueduct construc- tion throughout the country, and chambers of commerce in the state. The designs and estimates furnished by the several manufacturing and construction companies have required a considerable amount of work on their part and have been of material assistance. The United States Reclamation Service has been generous in supplying the commission with full sets of reports, stand- ard plans of structures and detailed construction drawings of important existing structures constructed by the Service. The Water Resources Branch of the United States Geological Sur- vey furnished the commission with a great deal of unpublished data regarding stream flow. The western offices of the United States Forestry Service and United States Weather Bureau have also furnished much information. ‘NOLONIHSVM ‘HSV’ GINNOG ‘NOLONIHSVM ‘AMWI MOOU Cuaprer II. LANDS COMMANDED BY SYSTEM. (1) Geographic Situation. The Columbia Basin lies east of the Columbia River and within the area inclosed by the great curve of that river as it sweeps westward from its junc- tion with the Spokane River to the mouth of the Okanogan, southwest to the Chelan and Wenatchee rivers, thence south- east past the Yakima to its confluence with the Snake. It is tributary to all the larger cities of the Northwest—Portland, Tacoma, Seattle, Vancouver, Spokane—northern Idaho, north- eastern Oregon, and western Montana, and is in the direct path of the great tides of immigration flowing to the North- west. (2) Transportation Facilities. (See frontispiece.) In the area which has been found suitable for the proposed project, there are remarkably well developed transportation facilities. In general, successful development of other large areas has been seriously handicapped by the necessity for creating transportation, rapid communication, and establishments for meeting the ordinary wants of the incoming settlers. The Columbia Basin is traversed by five main line rail- ways, numerous branch lines, and several state highways. Along the west and south boundaries, flow long navigable reaches of the Columbia and Snake rivers, down which it will be possible to transport the products from the land directly to Pacific ports. Four great transcontinental railways — Northern Pacific, Great Northern, Union Pacific, and Chicago, Milwaukee & St. Paul—afford direct transportation to the east and to all Pacific Coast ports. Portland, Astoria, Ta- coma, Seattle, Everett, Bellingham, Victoria, and Vancouver, as well as a number of less well developed ports, are all within 200 miles of some portion of the Columbia Basin irrigable area. The Spokane, Portland & Seattle Railway connects the coast cities with the Columbia Basin and with the rail gate- way at Spokane. The Connell Northern (N. P.) between Connell, Adrian and Schrag, and the Moses Lake and Mar- cellus lines (C., M. & St. P.) also tap the present settled por- tions of the project. There are 498 miles of railway now in the district. All the main lines named connect at Spokane with the Spo- kane International (Canadian Pacific System) and at Seattle, 16 Columbia Basin Irrigation Project \ Tacoma or Portland, with the Canadian Pacific Railway to the north or the Southern Pacific Railway to the south, and the extensive lines of ocean steamships operated in connection with those roads. At all the coast cities, modern docks afford excellent connection between rail and water. All lines to Alaska, the Orient, Australia and the Pacific Islands are avail- able, as well as the coastwise steamers through the Panama Canal to the Atlantic. These numerous routes afford direct means of transporta- tion between this district and the great markets of the world. The question of markets has sometimes been inadequately considered in planning the development of a large area, re- sulting either in the production of a crop which is already grown in excess of demand or in the growth of crops which are not susceptible of transportation to distant markets. With the direct service to foreign and eastern markets, and the large nearby city markets, neither of these adverse conditions can affect Columbia Basin producers. (3) Local Development. The state and county highway improvements have already progressed far enough to provide a satisfactory farm service through a large portion of the area to be watered, and the comprehensive program now un- der way should keep pace with other road developments in the West. The Western Union, Postal Telegraph, and Continental Telegraph systems serve the district, having a total of 2,330 miles of wire service. A dozen or more telephone exchanges in the project oper- ate approximately 1,900 miles of line. Numerous farmers’ lines cover the rural districts. Three high tension electric transmission lines supply present needs for power and light and have capacity sufficient for a largely increased demand. There are numerous small towns, fifteen of which support prosperous banks. Incoming settlers will have no difficulty or delay in obtaining all necessary supplies and implements. (4) Crops and Markets. The logical agricultural develop- ment of this great area will yield products for which there will always be a profitable market. Wheat, now the predomi- nating crop, can be augmented many times without producing noticeable effect on the world’s market. Alfalfa, clovers, grasses, potatoes, corn, sugar beets, wheat oats, barley, seeds and fruits are all well adapted to the cli. mate and soil of this region and would produce heavy yields of high quality. Livestock products, primarily dairy and ‘oHUM UT eUTTINO Jooford ‘uoIZuTYSeM JO eSo1109 93¥1g ‘Ppeus ‘Ss ‘id Ad ‘NOLDNIHSVA JO HLVLS JO dVW ARITHU Columbia Basin Irrigation Project 17 pork, would logically accompany this kind of crops and would make a well balanced intensive type of farming with staple products, a very important consideration in developing a per- manent system of agriculture. Fruits, berries, honey, and vegetables produced on the project can be marketed through growers’ associations simi- lar to those of Yakima, Wenatchee, Spokane and other irri- gated districts of the Northwest. Sales may therefore be made in accordance with established methods and the entire output handled as a unit, thus eliminating the uncertainties of marketing. The large cooperative organizations in the fruit districts of the South and West have proved that suc- cessful marketing may be accomplished on any desired scale. They have gone further and shown how to create a new de- mand where the old was not sufficient to absorb an excessive output. Dairying should be an important industry on the Columbia Basin Project. It is likely that a large percentage of this area will be seeded to grasses. An abundance of forage and grains and the mild climate are conducive to the promotion of a great dairy industry. (5) Geology.* In pre-historic times these lands consti- tuted the bottom of a great lake, which covered all of central Washington, Yakima, Ellensburg, Wenatchee, the upper Co- lumbia Valley, the Spokane Valley, and the wheat country of eastern Washington, and eastern and northern Oregon. Later the water broke through the Cascade Mountains and the lake gradually receded. During this era there was deposited on the floor of this lake a deep, very rich and abundant soil. It was laid down from the disintegration and decomposition of the basaltic rocks which formed its floor and shores. This is not a series of river benches underlaid with gravel and overlaid with sand but a great blanket of fine fertile soil. During the glacier period that followed, the Columbia River was dammed by glacial drift and was forced from its channel through the Grand Coulee. At the same time, other glaciers from the east were formed and as this great body of ice and snow melted, a splendid drainage system was opened up. The natural drainage channels then scoured out generally lead to the south and west to the Snake and Columbia rivers and provide a satisfactory and ample drainage system through * Russell—U. S. G. S. Bulletin 108. “A Geological Reconnaissance in Cen- tral Washington.” 18 Columbia Basin Irrigation Project which the waste waters from irrigation may find their way to the rivers without doing damage to tilled lands. (6) Climate. Map III, ‘‘Rainfall in the State of Wash- ington,’’ was compiled at the State College and represents graphically the most complete information available. It will be noted that the great central area is deficient in precipita- tion, which ranges from six or seven inches in the arid locali- ties, to eleven or twelve inches as the higher areas are ap- proached on the west, north and east. Practically all of the rain reaching the Columbia Basin area is brought by winds from the west and southwest and these winds, while saturated with moisture when they reach the western slopes of the Cascade Mountains, lose the greater part of this moisture there on account of cooling as they ascend the mountains. As they pass the summits, they are greatly depleted in moisture; and as the winds descend the eastern slopes, they are warmed and their relative humidity decreased. This results in scant precipitation over the great central area. The Columbia Basin, therefore, has many desert characteristics which are not due to soil and surface condi- tions, but to lack of rain. These conditions exist on the west side of the Columbia River in the Yakima and Wenatchee valleys, which are geologically the same in formation and soil as the lands east of the river. Wonderful prosperity has come to these regions through irrigation. Water alone has caused the valley soils to produce abundantly, as well as to support a livestock industry of great value. Several small irrigation projects with local water sup- plies have been developed in various places throughout the Columbia Basin. These raise abundant crops, which prove that the entire Columbia Basin, given an adequate water sup- ply, will produce as well as the parts of the state already watered. The soil and climate of the Columbia Basin are so similar to those of the Yakima region, that the productivity of the former, given the necessary water, cannot be doubted. Tables 1 and 2 illustrate this point. The two points of importance brought out by the tables* are—first, the similarity of tem- perature in the Yakima and Columbia Basin regions; and sec- ond, the two weeks’ longer season in the Columbia Basin area. This longer growing season is of much importance to pro- ducers of forage crops, corn and tree fruits. * United States Department of Agriculture, Weather Bureau, “Cli i Data,” section 20 on Eastern Washington; also Annual Summary icine ey io! a a "ANNUAL RAINFALL COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 , lo I s SCALE OF MILES MAP III. Columbia Basin Irrigation Project 19 Table No. 1. LENGTH OF GROWING SEASON WEST OF COLUMBIA RIVER. Average | Average Average Date Last | Date First] Variation Length of STATION Years Killing Killing in Length Growing Record} Frostin | Frostin | Over Period | Season in m Spring Fall Recorded Days Wena tchetyenagauie gi.ct sex disiseemins onan 16 Apr. 24 Oct. 24 | 152 to 224 183 Yakima..... 1 May 19 Oete 20) | sacicseairaincisiass 163 Moxee.. siiareudhau iors 23 May 17 Sept. 21 82 to 175 137 Sunnyside........ 19 May 4 Oct. 5 86 to 188 154 Kennewick............ 18 Apr. 23 Oct. 15 144 to 203 175 AVEE ABO. 5 ca as surccainiain s dale sue vice heise | Caiearerdacaieiecs|Gale'ts w Na aeenmied ee aaa 162 days LENGTH OF GROWING SEASON EAST OF COLUMBIA RIVER. Average Average Average Date Last | Date First| Variation Length of STATION Years Killing Killing in Length Growing Record] Frost in | Frostin | Over Period | Season in Spring Fall Recorded Days ACCOM aS ciscd nines na oipiniaaeistee balelcaieranies 10 May 19 Sept. 16 65 to 191 120 Bind ses vee 6 May 21 Sept. 4 106 to 170 186 Walla Wall 29 Mar. 30 Nov. 8 176 to 273 222 Trinidad. . 9 Apr. 7 Oct. 25 176 to 225 201 Wahluke.. see aatciniae 1 Apr. Oct. 22 157 to 223 201 EPhrata siscciiseriars a srergncsriagl aioe sinters ois 6 Apr. 22 Oct. 14 132 to 197 175 Average........ Si wieaedeserslaemiet 176 days Columbia Basin Irrigation Project 20 9L'TS sect eea eee eee ee lense eee ese ceereleceeenenfeeeenaee veereesfeeeeeeed aoa o seeeeeleneees peeeeelenes strteses-gngeladuay, welaaAy ¥'09 01s se BSS 8°99 6°99 LGh 0°89 gag OF POP Gas oss L ceeeeerss ss“ OULAZUY esa 9°6s oP 8°8S 8° 9 6°SL 69h 8°89 8°19 BSS v'OF gag g°8s cas i “oOTGB A 4°84 | F98 | Sep | srg | oreo | gee, | ge, | sco | oeg | oes | gop | one | Tee | 98 “BTBM BIBAL 870g 9°08 9°68 4°19 °39 48h 4°8L, "9 "8g 6°0g LTP Gos 1°08 6 "purr 4°04 ¥'08 3 0F 4°08 0°19 169 8°SL 9°79 8°8g gts OFF Ors GL tL “00978 uve pi0say [enuuay| ‘oq | “AON | "990 | ‘gdeg | ‘3ny | Aine | sung | sew | ‘dy | ‘IeW | ‘qaa | ‘uBe | sIBax NOLLV.LS “HOAIY VIGWOI0N AO LSVO ‘oa ‘SHYALVHEdNaEL NVR UB IG [rortetee fetes EERE So sayeicie sxe [ bvarsvioprare lle oc [ ayaa ata tala a caceveae cl eaves doe fo ge aed bemen panted |aewen terereee-ginqeredatay, oS BIeAV oss | Tse | FOR | FE | O'F9 | GFL | O'LL | L'69 | S'z9 | BFS | Tye | Pus | o'Te ¥ Peer yormauueay o°Ig 6°28 v'0F 8°0g ¥°09 8°69 PL ¥g9 9°8g 9°Tg Lop Pcs 0°08 CO) ee ek pe oer me aah aprsduung 0°0g 1°08 8°68 0°0S 6°6S g°69 St. 9°49 68S ¥°0S 9° GF 8°88 "8s ¥ 8" 9aXOW BGS "88 68 GSS F'L9 B19 08h ¥'0L O'Lg: | 9's SP 88s 0°Ss L “*BUIETBX 6h | 62 | O18 | FEF | Gee | BZ9 | 4°69 | O79 | 2°cG | TSP | Aes | 86s | G'Gz 4 “904 BTaM ues piosay jenuuy| ‘vq “AON “490 ‘qdag | ‘sny Arne aune AV adv ‘IVA "qa ‘UBer | SIBVaX NOLLV.LS “HUAI VIEWNION JO LSAM ‘4 ‘SHHALVUAIWaAL NVOW “SON PGB L Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. nw = OF 09 08 aNIT NOLLVH QMNTHVM “(M018q) oa ‘AUNLVUAIWAL ATHLINOW NVGW GNV (24048) TIVANIVU IVONNV NVGW Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep Oct. Nov. Dec. Jan. Feb. Mar. Apr. May June July Aug. Sep. Oct. Nov. Dec. INCHES -_ FIG. 1. nw E = Be = OF WATER. ww ro ‘aNIT ‘NOLLVH ‘AMNTHV MM ‘SO.LOTHVS 22 Columbia Basin Irrigation Project The rainfall map (Map III) shows that the country east of the Columbia River receives a lower precipitation than obtains west of the river. The growing conditions on the east side are practically the same as the growing conditions on the west, which insures equal opportunities for crop pro- duction. It is evident that the lands east of the Columbia will be as much benefited by an adequate water supply as were the Yakima lands to the west of the river. There are no destructive storms throughout the Columbia Basin. Hurricanes, tornadoes, cyclones, blizzards—all fre- quently encountered in much of the United States east of the Rocky Mountains—are unknown in this great northwest basin, lying between the Cascades and the Rocky Mountains. There are winds in summer and fall, typical of all arid regions. These characteristics of climate result in an abundance of sunshine and a warm soil throughout the season of crop growth. The prevailing slope of the land is toward the south- west. This tilt toward the afternoon sun enables the soil to receive more heat than it could if lying horizontally or sloping to the north. This factor in crop growth is frequently dis- regarded, although irrigation experience has proven that southern slopes sustain a much more uniform crop growth than do the northern slopes. (7) Value of Aridity. Only persons who have farmed in irrigated regions have a true conception of the great value of an arid climate in promoting successful agriculture. The almost continual sunshine accelerates plant growth. The soil, constantly warm, prevents any cessation of root activity which would follow night chilling. An arid climate reduces harvest- ing costs and insures a higher quality of products, harvested without delay or spoilage by rain. The foregoing rainfall chart shows the negligible amount of moisture received during the growing months. This con- tributes largely to maximum efficiency of growth, as there is no wetting of plants at wrong periods of development. It is possible to apply irrigation water at exactly the time when it is most effective. This may be expressed as 100 per cent control of the rainfall. Publications of the United States Department of Agriculture, of the state agricultural colleges and experiment farms, and the accumulated experience of all practical irrigators, show very closely the exact time and amount of water needed by any particular kind of crop. Any departure from this need is reflected by lessened crop output. While the amount of water needed is largely determined by ‘HLMON DNIMOO' ‘SNIVINNOW GIGdvVs WOUd MATA ‘LSVEAHLYON DNIMOOT ‘SNIVINOOW @IddvVS WOUd MAIA ‘LSVA DNIMOOT ‘SNIVINNOW ATIGCGVS WOUd MAIA ‘VGUV TIANNOD Vl “be LE ‘VGUV AONINO Columbia Basin Irrigation Project 23 the character of the soil, yet the time of watering is potent in the growth of any crop. Control by irrigation also permits any desired crop rotation, which assures perpetual fertility of the soil. The scant rainfall of the Columbia Basin area has been very beneficial for the future irrigationist. There has not been sufficient moisture to leach away the stored plant food. At the same time, adequate drainage has prevented the ac- cumulation of alkali salts, which are the most soluble of the earth’s constituents and frequently are found in poorly drained arid regions. (8) Sods. In determining the suitability for irrigation of the various soils found within the Columbia Basin area, a thorough study was made of the publications of the United States Department of Agriculture Bureau of Soils; and of the United States Department of the Interior Geological Sur- vey Reports.* These soil surveys covered some portions of the proposed district in great detail and the descriptions and maps accompanying the reports should be of great value to the actual settler on the land. Since, however, these publications do not include the entire area covered by the project, and also do not treat the subject from the standpoint of irrigability, it was decided that the entire area should be cruised and every section classified— first, as to whether its value would be materially increased by irrigation; and second, those lands which it was decided should be irrigated were classified into three grades, depending upon the responsiveness of the soil to irrigation. Nearly 3,000,000 acres of land were examined and mapped, in the course of which work over 5,000 miles were traveled, exclusive of the transportation by railway. Seven hundred and sixty thousand acres were classified as non-irrigable be- cause of scab-rock, shallow soil, pot-holes, broken surface, or because too high to reach with a gravity water supply. Three hundred seventeen thousand acres, while of good soil, were found to require a pumping lift of more than 150 feet. This land was classified as non-irrigable. The area considered as justifying irrigation is 1,753,000 acres by gravity supply and 91,000 acres by pumping lift of less than 150 feet; or a total of 1,844,000 acres. The water demand has been figured upon the basis of 1,753,000 acres under gravity irrigation. * Soil surveys of Walla Walla area, Quincy area, Stevens County and Franklin County; and United States Geological Survey Bulletins Nos. 118 and 316, Geology and Water Resources of east-central Washington and south-central Washington. 24 Columbia Basin Irrigation Project This area under gravity irrigation was subdivided into three groups as follows: Class ‘‘A’’ lands, 882,000 acres; Class ‘‘B’?’ lands, 446,600 acres; and Class ‘‘C’’ lands, 424,400 acres. Class ‘‘A’’ lands are defined as a silt loam soil and are superior to Class ‘‘B’’ with regard to soil, surface topog- raphy, and drainage. This class of lands, in general, will require very little preparation for cultivation. Class ‘‘B’’ lands are defined as those that under final de- velopment will be somewhat inferior to the lands in Class ‘‘A”’ because of rough topography, stony or thin soil, or inferior drainage. Class ‘‘C”’ lands consist, in the main, of lighter soils which would ordinarily require more than the average amount of irrigation water, but with topography as good as that of the Class ‘‘A’’ lands. This soil contains a larger proportion of sand and will require more water than will Class ‘‘A’’ or Class ‘‘B.’? Under proper cultivation, however, Class ‘‘C”’ land will produce as profitable a crop as the ‘‘A’’ Class. But Class ‘‘B’’ will never be quite as satisfactory in production as either the ‘‘A’’ or ‘‘C’’ classes. In determining the value of soils under irrigation, com- parison was made with crop returns from similar irrigated lands. Results obtained from irrigated lands in central Wash- ington afford ample justification for the expectations placed on the Columbia Basin area. (See page 27.) It should be understood that parts of the area classified as non-irrigable are good grazing lands and with a small amount of irrigating water may be made to yield profitable pasturage. This will assure a larger livestock production than could the irrigated farms alone. Such areas have not been counted in computing the size of canals or water storage re- quired, since these grazing areas can be watered at times in the season when the canal is not called upon for its full capac- ity. In normal years, the water remaining in storage will be sufficient after the maximum demands to permit of fall irri- gation of the grass areas. There are 30,000 acres of irrigable land along the supply canal in the northern portion of Spokane County. This area was classified as 16,000 acres Class A, and 14,000 Class B. An additional 30,000 acres were examined and rejected, be- cause not suited to irrigation. The irrigable lands have a growing season of about 100 days and could use an average water supply equal to 20 inches of rain. This quantity of ‘NISVA VIAWNIOO ‘HSNUEEDVS NI daaHS at By A a aa ‘VAITVATV NI daaHs Columbia Basin Irrigation Project 20 water could be furnished from the main canal without requir- ing an increase in its capacity. Since some of these lands are now producing fair crops and the owners may not want to be included in the Columbia Basin Project the area has been omitted from all estimates. It can be included at any future time upon payment of its proportion of costs. (9) Productivity of Similar Areas. Arthur P. Davis, di- rector of the United States Reclamation Service, is authority for the statement that western irrigated areas reclaimed by the government have averaged returns valued at $64.40 per acre as compared with average returns in humid regions of $32.10 per acre.* He states: ‘‘Out of these uninhabited and worthless deserts has been carved an empire, intensively cul- tivated, producing crops whose average annual gross returns per acre are about double those for the rest of the country— in other words, the average crop production of the irrigated lands of the United States is more than double the average crop production on non-irrigated lands.”’’ Of the twelve western states showing the greatest return in value of crops per acre, Washington now leads. The irri- gated areas of the state show conclusively the value of re- claiming its arid and semi-arid lands. The following table showing crop values per acre for 1918 and 1919 in twelve arid or semi-arid states demonstrates the wealth producing capacity of these lands under irrigation: Table No. 3.— CROP YIELDS. (From official reports of United States Reclamation Service.) STATE PROJECT 1918 1919 ATIZONG sctcmsnaascestetne re os ete os: VU Gixiarececait fies waeseeies ait 113.32 184.01 AAT IZOD Bs bcscsaypalarsictcinlsionestrorteaans ais'sreisataieleiois are Salt River..............ee. eee 98.70 126.27 Oalifornia............... .-| Orland.......... 58.73 71.90 Colorado. . ..| Grand Valley. 64.87 64.12 Colorado .-| Uncompahgre 57.62 56.76 Idaho .-| Boise......... 56.80 63.12 Idaho ..| Minidoka 52.64 59.95 Montana .-| Huntley.... rd 39.00 49.14 NeDrask@s sssssvexicineessais 3 gan adan D AL = ‘i a 4 | ak. L _|— 900'001 © av GNv Wva Aaauo = hh Re: i & ] aK) em ! zZ ENNNL 4aaY9 dasg —— Th"! 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Aud pet | | Piers ol | | S i E \\I oti ah | | ' TANNN INV \\ iy - ® | | wy | =e | | | | zZ | ASNNAL waaug da3q = | i es | 1 —=—+ i | BWV Wage aad ow Ziey - WVO MaauoD d330 < | TENN yaaa NvWavad Ss | Z | + | ———_—_____j | | S94 saaHS NVW al S) | | wWyd WaauD nvwavad | | | | ie 4 | | ee L ia | | | (eet | — ® | TENNOL Balvad invsyina \ \ | ac he | | LONGENOV NSAI ANVNOdS P= @) | | | \ | | =) __ | ak | | | | | KL | TANNNL OLINV I S) | sl | : ante | | | | | | WVO 4Wa389 HVLY —_ | | | | | | | c | | | | | | | | pp eoenee | | aMv1 MaSYS HVLVI | | | | | | (3) | | | ail | | 4 4 TANNNOL AMV1 AINNOG -————+—000'00b 2) CuHaprTer V. ENGINEERING SYNOPSIS. (1) General Outline of Studies. The structures named on the map opposite indicate the wide range of studies that were necessary in connection with the designs and estimates. The unusually large volume of water to be diverted and con- trolled (equaling in seven months the average total annual flow of such rivers at the Rio Grande, Spokane, Feather, Snake, Androscoggin, or Merrimac) makes necessary the use of structures of the highest possible reliability and safety. The volume of running water requires a capacity of aque- ducts, tunnels, and inverted siphons greater than any ever built. The weight of water imposes an unprecedented loading on flume floors and inverted siphons. The excessive pressure head at coulee crossings makes it impossible to carry the entire flow in a single structure. These problems were theoretically solved after mathemat- ical studies had indicated the proper treatment for each situ- ation. The tentative designs were then discussed with suc- cessful contractors, construction engineers, and manufactur- ing companies. The adopted designs are adequate and satis- factory, although it is recognized that more elaborate and detailed analysis of the several types of structures may result in a more economical solution. So far as stability is con- cerned, no greater strength is needed, but it is probably pos- sible to lower costs in some of the plans without impairing safety. The time and funds available would not permit of - complete study of every alternative that might be presented. In the technical studies, it was early found that the designs which apparently gave the most satisfactory hydraulic con- ditions were not always practical. For instance, pipes twenty- three feet in diameter would be highly satisfactory from the hydraulic standpoint, but in several of the locations the hy- draulic pressure would be so great that the thickness of steel plate and amount of riveting required were beyond present- day practice. It, therefore, became necessary in designing the structures to sacrifice some of the desirable hydraulic features to attain a structure that could be built within the limitations of current practice. In the appendix each type of structure is discussed in detail, only the net results as to quantities and costs being carried into the body of the report. 38 Columbia Basin Irrigation Project Since all topics, other than those which are strictly engi- neering, are thoroughly discussed elsewhere, it is necessary here to give only an outline of the work which is reported in the several appendices, the conclusions of which have been brought forward. In arriving at the amount of water required by the project, there was determined the quantity of water necessary for each class of soil, the area of each class, and the various losses between the points of diversion and of use. A study of the seasonal use of water on similar irrigated areas furnished a basis for estimating the monthly demand. From these data, the gross diversion was determined. A record of water supply at several points on Pend Oreille River, extending over a number of years, showed that the available water supply was far in excess of the amount re- quired. A comparison of the monthly demand with the monthly flow demonstrated that during the latter part of each irrigating season, the demand will be in excess of the normal flow of the river. Storage of a portion of the excess earlier flow is therefore necessary. The usual tables, hydrographs, and mass curves were constructed to determine the amount of storage advisable and after estimating the cost of creating such storage in Pend Oreille Lake and Flathead Lake and the amount of damage which would accrue to overflowed lands, the Ns proportions of storage in each lake were deter- mined. An examination was made of water filings on the streams and sufficient investigation given the various claims, inelud- ing navigation and Canadian interests, to demonstrate that no serious conflicts will exist and that the provision made for maintaining the normal low water flow of the river during the winters, and at other times not less than 7,000 cubic feet per second, will be ample to satisfy all existing rights to the water of the streams. The various structures necessary to store and convey the water are considered in order. Concrete dams will control Flathead Lake and Pend Oreille Lake. (See illustrations opposite page 13.) These dams will be provided with large regulating gates so that the maximum flood at each point may be freely passed or any portion desired may be held in stor- age. At thirteen other places along the main or distributing canals, dams will be necessary. In each instance these have been designed to fit the requirements of the site. ‘NGHCWVO UVAN ‘SHSMVI NIVHO Columbia Basin Irrigation Project 39 At all of the dams, headgates will regulate the diversion of water into the irrigation canals. At the junctions of all canal lines, gates will be placed to control the division of water flowing into each branch. The design of these gates involved some difficulty owing to the enormous volume of water to be passed at many points, the unusually high head under which gates of such size will be required to operate, and the difficulty of providing adequate gate structures with- out either retarding the velocity in the canals or incurring ' unjustifiable expense. In the design of the supply canal, it was evident that if the usual velocities of but two or three feet per second allow- able in earth canals, were assumed, the resulting canal would be of enormous cross-section and would be practically impos- sible of construction or maintenance. It is also evident that with the fall available between the several controlling points —Albany Falls, Spokane River crossing and Rock Lake—it would be necessary either to introduce a large fall in drops or absorb the difference in elevation in the canal gradient. All considerations, therefore, point toward a smaller section of lined canal, a steeper grade and a higher velocity as being preferable to an unlined earthen canal. ; Wherever the supply canal traverses rough country, the hexagonal section was used for the basic design. This gives the minimum quantity of excavation for a given cross section, the maximum hydraulic efficiency for a given amount of exca- vation, and the minimum internal surface for protection by concrete lining. As the line leaves the hills and enters the prairie regions, the section was changed to a broader and more shallow type, the ratio of breadth to. depth being in- creased as the smaller sizes are reached. The supply and distributing systems include the location, design and estimate of cost of all canals having a capacity of 100 second-feet or more. The material to be excavated in the supply canal from Albany Falls to Latah Creek is nearly all earth, gravel or loose rock. From Latah Creek to Hillerest it is practically ‘all rock. This is evident on the surface and from the forma- tions encountered. Funds were insufficient for sinking test pits to determine the materials. that will be encountered in the distributing mains and laterals. Thorough examination of the numerous wells, road and railway cuts near these lines enabled a satis- 40 Columbia Basin Irrigation Project factory classification of materials to be made without test holes. Concrete lining, adopted for all the canals, will maintain the banks true to the designed section and permit the use of high velocities without erosion. It also prevents burrowing animals penetrating the banks, and largely stops the seepage loss of water. The amount of tunneling to be done is due to two con- ditions—first, topography of the land, making tunneling nec- essary; and second, the economy of a tunnel instead of an open canal at places between two adjacent canyons where the tunnel eliminates several miles of expensive canal construc- tion along the steep mountain sides and saves the loss of grade. The grade thus saved may be utilized at some other place or it may be absorbed in the tunnel to decrease the sec- tion and cost. There are nineteen places where tunnels are either necessary or show an economy over an open canal. A concrete-lined tunnel section, having low frictional resistance, is more economical and more satisfactory than an unlined section of larger size, having a high resistance to flow. At many of the canyons and coulees inverted siphons are the most feasible and economical crossing. On some of the large canals, where inverted siphons are under high pressure, from four to ten pipes are necessary. This multiplicity of units in each siphon is likely an advantage. The possibly greater cost and the greater loss of head, due to the smaller pipes, is partially offset by the saving in interest by making only a partial installation at the start and adding more units in later years as the demand arises for additional water. Due to the sizes and pressure heads, all-steel siphons are more economical than reinforced concrete. Under heads of more than 90 or 100 feet, the latter requires as much metal for reinforcing as the total weight of steel pipe. This rela- tionship is altered as the smaller capacities and lower heads are reached and under such conditions reinforced concrete may be used. Where the canal crosses the Spokane River, a reinforced concrete aqueduct carried on concrete arches was adopted. The gradient of the canal where it crosses the river provides sufficient clearance for the passage of floods. At the railway crossings in the Spokane Valley, the design provides for an under-pass or very short and low head in- verted siphon, carrying the canal beneath the track. These structures will be of reinforced concrete and will absorb only Columbia Basin Irrigation Project 41 a small amount of head. They can be easily installed and maintained without interfering with railway traffic. Field and office studies were made looking to the develop- ment of secondary storage of water within the area to be irri- gated. Such storage can be filled at times when the main canal is not otherwise carrying the full irrigation load. Such storage also acts as a catch basin to prevent waste which, due to the needs of regulation, may be turned out of the canals at a higher elevation. The water in these secondary reser- voirs can be drawn on to supply lower distribution systems during the season of maximum use without adding anything to the demand on the main canals. A satisfactory develop- ment of secondary storage will enable the main canals to be built of smaller capacity with a consequent saving in cost. A correspondingly smaller primary storage in Flathead and Pend Oreille lakes is required to meet the peak load. If sec- ondary reservoirs can be placed—as they can on this project —to pick up the wasteway water from the main canals and prevent damage in the lower water course, it is evident that from every standpoint secondary storage is highly desirable and should be as extensively and as widely distributed as the topography and nature of the land will permit. In order that the greatest amount of land might be brought under the project, it was found necessary when locating the main canals, to save every possible foot of grade. Conse- quently they cross the valleys and ridges more or less at right angles. Both for economy in construction and for efficiency in reaching the maximum amount of land, the distributing canals have generally been located along the ridges. This in a number of places has resulted in an accumulation of excess grade and necessitates the use of chutes or drops. So far as possible these drops have been located to facili- tate their use for power purposes. At some of the drops eco- nomical power may be developed for pumping onto irrigable areas which are too high to be reached by gravity. The de- mand for water from such pumping plants will fluctuate with the demand for gravity water and the variation in power needed for pumping will be met by the corresponding changes in gravity flow at the drops. This will make the combined gravity and pumping systems self-balancing. (2) Alternate Routes. The topographical sheets of the United States Geological Survey cover a portion of the Co- lumbia Basin area. From these the general routes of the supply canal and main distributing canals were determined. 42 Columbia Basin Irrigation Project Reconnaissance surveys in the field confirmed the feasibility of such routes. Transit and level parties were then started from the controlling points—Albany Falls and Rock Lake— and careful surveys were made to determine which of the routes is the most desirable. Profiles and topographic maps were plotted, the quantities computed and estimates made of the cost of each alternate line. The index map (Map V) shows in outline the areas covered. Among the more important alternate lines which are feas- ible but probably more expensive to construct than those adopted are the following: Between the diversion at Albany Falls and the Little Spo- kane River, a canal might be constructed instead of the New- port tunnel. This route would not be chosen unless borings along the line of the latter should discover some condition which renders the tunnel construction impracticable. At Camden, instead of following the east side of the Little Spokane Valley, the canal could be carried on the west side, past Elk, west of Chatteroy, Buckeye and Dartford. This line would pass through the northwest city limits of Spokane, through an inverted siphon at the Spokane River near Fort Wright and reach the Latah Creek damsité at a somewhat lower elevation than the line coming in from the east. On account of the loss of head, it would be necessary to increase diameter of the bore of the Bonnie Lake tunnel. This west side line does not solve the spillway problem as easily as the east line, as no lakes will be formed. Inverted siphons would be necessary in four locations. The cost of this line, however, would be practically the same as the one chosen. Another alternative would substitute a canal from Dry Creek past Milan to Deer Creek, instead of the Milan tunnel. The crossing of Cow Creek and the two railroads near Marengo may be accomplished by three different routes. At nearly all of the damsites the surface conditions indi- cate that more than one site is possible. Furthermore, at each of the places where there is any question concerning the foundation conditions, open canal may be substituted for the dam and lake if further testing proves, the site unsuitable for a dam. The majority of the distributing canals can be placed on other suitable routes if further studies show economy in mak- ing such change. For example, the east side main canal under the Columbia River pumping project was located according to three differing grades, the highest canal or one with the least grade being estimated as the cheapest per acre watered. INDEX MAP COLUMBIA BASIN PROJEC STATE OF WASHINGTON 1920 4 wal oO o TOPOGRAPHIC SHEETS, U. S. G. S. o v a bes r UNPUBLISHED SHEETS. COMMISSI Oh iP OP SCALE OF MILES Columbia Basin Irrigation Project 43 Three sources of water supply for Columbia Basin lands —Pend Oreille gravity, Wenatchee gravity, and Columbia River pumping—were surveyed and studied according to the same methods, and the estimates afford a fair comparison of the relative cost per acre. The Pend Oreille project in- volved the estimating of seven plans, differing only in size, all using the same locations and types of structures but vary- ing in the acreage of land covered and the amount of water required. The variations in acreage are due to the possibility of certain areas obtaining an independent water supply and therefore not requiring consideration as a part of the main project. Figures 4 to 10 outline the areas to be included in the main project with different combinations, excluding independ- ently watered areas. These several plans are.as follows: Quincy ‘Y HILLCREST: aes v7 Pw7709 “vER RIVER PASCO FIG. 4. Pian I. Area, 1,753,000 acres. Cost per acre, $171.40. Maximum development, covering all areas that it is practical to reach from the Pend Oreille source of supply. 44 Columbia Basin Irrigation Project FIG. 5. PLAN II. Area, 1,656,700 acres. Cost per acre, $172.30. Omits Five Mile area. The Five Mile Project contemplates watering areas in Franklin and Walla Walla counties adjacent to the confluence of the Snake and Columbia rivers. It is proposed to construct a dam at the Five Mile Rapids on Snake River and install hydraulic turbines to operate pumps for lifting water to an area which will probably be less than 100,000 acres. This report designates as ‘‘South Five Mile Project’? that area lying south of the Snake River below an elevation of from 600 to 550, this area being estimated at 33,000 acres. ‘‘North Five Mile Project’’ designates that area lying north of the Snake River and below an elevation of from 600 to 500 feet, depending upon its distance from the Snake River, this area being estimated at 62,300 acres. These areas may be too large, but there are no definite data available at this time. Columbia Basin Irrigation Project Pian ITI. HILLCREST FIG. 6. Area, 1,639,300 acres. Cost per acre, $170.55. Omits Eureka Flat and South Five Mile areas. 46 Columbia Basin Irrigation Project A portion of Eureka Flats may be watered in connection with storage of Touchet River water in Wynett Canyon. If this is done, the South Five Mile Project alone would not justify the expense of crossing the Snake River with the Columbia Basin canal. 8 rn = & >} FIG. 7. Pian [V. Area, 1,577,000 acres. Cost per acre, $173.05. Omits Five Mile Project (both north and south sides) and Eureka Flat. Columbia Basin Irrigation Project FIG. 8. Pitan VY. Area, 1,328,000 acres. Cost per acre, $172.10. Omits Quincy area, which may obtain water from Wenatchee Lake. (See Appendix I.) Columbia Basin Irrigation Project HILLCREST PASCO FIG. 9. PLAN VI. Area, 1,215,300 acres. Cost per acre, $170.65. Omits Quincy, South Five Mile, and Eureka Flat areas. HILLCREST FIG. 10. Puan VII. Area, 1,153,000 acres. Cost per acre, $173.25. Omits Quincy, Five Mile, and Eureka Flat areas. 49 Columbia Basin Irrigation Project 98° SL1$ G9" OL1$ OL AT$ 80°SL1$ 89° OLS 66° SLT$ Tr L$ ore ae gent eng Geo dad 4809 gge‘S91‘G61$ | IZ9‘Tes‘L0z$ | TOL’sPS‘szz$ | cLP‘S9B‘ales 600'8FS‘612$ | 600‘ezr‘sgzs | suo‘ap‘oos$ JU yoslorg JO 4S0D [8}O.L 000‘ 0F8‘T 000‘0#6‘T 000‘ 021‘ 000‘0%e°S 000‘0z9'Z 000‘0g9'2 O00085G: | [HAR prasiememaains woroniysu0d Sujinp Sasuadxe [eiaues puB [BFe_ ‘UO1WBIySIUIWIpY 008‘ 169 O81 ‘634 008'964 002 ‘96 08S ‘886 020‘66 008‘TS0'T *ToWonI4su09 SuIpsoaid ‘sesusdxo [Bsa] Dp UOI4VISIUIWUPB ‘ZULMLIUIsUs [BIDUsH 000 ‘86F 00002 000‘89¢ 000°229 000‘ 102 000‘802 000‘ 0S4 : sosnoy [o1yed Surpnyour ‘surey SsnosUus[[sosiar ‘s[@}Ueploul [eileusy) 999 ‘28a 689‘ S08 812° SFE OFS‘ 188 298‘ 20% SEL‘ ILF 296‘ FHP “*q89101H MOTeq SBUISSOI POY 906‘'S9% 989 ‘616 ech‘ S08 281398 290‘ 118 790‘TSe TetOn: flee eee Meee: See * soquspvey [819487 000‘Zes 000‘ LS 000‘ 628 000‘0SF 000‘ 19% 000‘ 37 000‘ 00g **Uraqys4G UOING!I4sIq UO shVme{seM JOUIA AUP‘ 661‘ 290'806°T 199 ‘989‘T. $06 6FS'T 79829) 'T 799° T99'T $9 988'T {*9S8I0[TH AO[aq ‘shBMoISBM PUB sceatidg 000‘ G62 ‘LT 009°62 ‘81 000‘066 61 000‘sg9‘sz 00968 ‘FZ 009‘088‘FZ 00046292 A£y~oedeo s 429J-PU0IsS QOL AMOTEQ UleyshS UOIQNQII4sSIC - 28S ‘S88 ‘ST 99F'918°FL STL‘ 041'96 Bee‘ Sss*sl GIO‘FI8 ‘FT U8 ‘2813 Q0'OFOTOS «opt ttre essere: UOIsIaId YWNog TPL ‘608'1S 16L,‘866‘S% PSG ‘8828S TPL‘ 608‘ TS SPS‘ 108 ‘8S 885‘ 108‘ 1S Ge8‘09T' SS . UOISIAIG [813089 99911 ‘ST 899191 ‘ST 899° LST‘ GT 106‘899‘1¢ L06°899°29 LOP‘S99°1S SOL‘ OF‘ LS ‘+ WOISIAI( GWON- 929'EIS‘9cI$ | Fes‘ece‘osT$ | OFE‘TOS‘LEI$ | 9TE*TL6‘SPIS e86°SIS‘TST$ | Bec‘soo‘ssT$ | sce‘ou0‘ESTS [oT “+ A[ddng urepl 000°SeT‘T ‘00g ‘e12‘T 000‘R28'T 000°228°T 08‘6g9'T 002‘9¢9°T OOOSSELT | free tettctceceerteetneee te teee estan ncaa aseeroy TIA IA A AL Ul I Lo [rrrerreetereeseseeneeeeeeeeeeeeeeae anaes NVTa ‘AIddNS ATITGNO GNHd WAGND SNVI1d TIV ‘SLSOO GEZINALI "9 ON PIQUL 50 Columbia Basin Irrigation Project The estimates given in this report contemplate supplying the area designated as ‘‘Plan I.’’ The six other plans have been estimated with the same detail but only the totals are published herewith. The differences in the estimates are due to the smaller capacities required for the storage reservoirs, canals, tunnels and inverted siphons. The cost of dams and rights-of-way would be practically the same. It will be ob- served that the reduction in area coincides so closely with the reduction in total cost, that the charge per acre shows but little variation between the seven plans. Table No. 7. COST OF STRUCTURES—PEND OREILLE MAXIMUM DEVELOPMENT. Milait head, FESEr VOI ic iscsi deduei Sciiee Gusnalioneleuse a Livan Roe aabotek Lid tre hh aad $2,090,933 Pend, Oreille Reservoil..cas242 0630 aaeanein se 2 Bade cea D a WER eee ae 1,194,368 Albany Falls: Headieatesin.,.icccnawee « ecrsea wins sea 08 Bp SEWERS 8 440,841 Newport Tunnel 4 csanuccy a nae cack Paedamamey ketone eee Se keke ae 18,394,255 Canal, Newport Tunnel to Chain Lakes........... 0.0... cee eeeeeee 2,370,290 Canal, Chain Lakes to Hillcrest......... 0... cece cee eee eee eee ae 25,191,161 Cai MO Th ALIN case segp5- ay aunyesceorce evn gi eiete wy las ids eduaidencs Beaten Scere Reto aon aaeotegtina 1,437,788 Dry! Cre ee: Daring cccasivsttscaeiiesies sais ane ra al aa ana sa dea lesan boi A weaspadlae an teapeew aieed 1,149,905 Milan Tunnel ..... is 8,568,410 Deep Creek Tunnel 3,856,821 Deep Creek Dam..... 731,807 Deadman Creek Tunnel.......... ccc ccc eee eee eee 5,396,817 Deadman Cre ells SD aims a acrwiaade «si Babs wie des animaeiehc: Wh teeireceapele aealals be aves 8,804,747 Pleasant Prairie: Tuntiel cccccccasie eases ad ewagi sas heen Gs Le Bae ek wets 10,083,948 Spokane River ‘Crossings cwess de syed a4 54 cashes. © de se eet epee os ween 1,267,539 Manito TUNME] sos we x24. 4 amie AGE WEe oa ws & abeosimuegace od dunce a Aieeetelech ea wowed 10,628,080 Tuaitath “Creede, VIM ysis x seidusccasistsianedca hbo liesid-ry de tm GelcatSecvese ede te Dogs uprs Grabow Madre ih 2,487,754 Bonnie Lake Tunnel... ivicecwm obo ie cae 954 am Dinu ee FH iRw Rh yRee NE YES 46,081,166 VOC: Tiel LO p TAIT aye ecco 25 oa ny cudhcect tcc santa scat gearyeoa ate ok haltarosedle Sie Sea. resk Eo Me See alesse & saves 2,407,471 Wassun Creek Inverted Siphon aie Laecac IN ha hentia de Mobaees 782,588 Dragoon Lake Dam........... ou 17,659 McCall Dam and Dike....... F 401,402 Patterson, MUNN!) 5 oe ew eee eves wupieie d a08 3 2,498,344 Cow Creek Inverted Siphon.................00000- s 2,469,286 Hillcrest Inverted Siphon and Gates........... 00... cece eee acct eee 666,718 Fenees, Albany Malls to Hillcrest... .icsi4 i evceeceseesnessabaueaacus 106,200 Telephone Lines, Albany Falls to Hillerest........................ 91,206 Distioution, NG DIViGied |. ssnescee sia e acued Mame de KE Re Ka oH (a) 57,461,163 Distributian, Central Division 24 cacwceeseeneda baw eeeeebieaacns (a) 23,160,325 Distribution, South Diviston «..vsye ces toe 4664445 ORG os ado ne oun one (a) 26,646,606 Distribution, Gateral “MD? asics ong seis e 4 oa conices bp auetecers 48 C8 Gade When 178,080 Distribution System below 100 Second-feet Capacity............... 26,295,000 Spillways and Wasteways...........ccc vee eeeee es 3,027,345 Lateral Head eates: i yin .e ae aks csakseaudne nesseaedbaend oor nea nee "403,213 Railroad and Highway, Changes and Crossings.................. (c) 4,084,648 General Incidentals, Miscellaneous Items, including Patrol Houses. . "750,000 General Engineering, Administration and Legal Expenses, preceding COMSLDUCHION ip iea.d a aus. tries a catns ative 50 2 sunie f aida omaendistis Sac one aia aeaa 1,051,800 Administration, Legal and General Expense, during Construction... 2'800,000 Total Cost Maximum Development........................ $300,475,678 (a) Does not include highway changes, which are grouped under (ec). (3) Synopsis of Engineering Data. (a) The water re- quired ranges from 18 to 48 acre-inches delivered on the land the average being 33 inches. The maximum delivery in one month will be 7 to 10 acre-inches per acre. The water loss allowed for is 5 per cent in the concrete lined canals and 15 per cent in the farm laterals. The diversion of water for the completed project will be 6,228,200 acre-feet during the Columbia Basin Irrigation Project 51 months April to October inclusive. The maximum diversion, at the rate of 20,000 cubic feet per second, will probably occur in July or August. (b) The average flow of the Pend Oreille River at Albany Falls during the past 16 years has been 19,690,000 acre-feet per year. The minimum flow in that period was 11,000,000 acre-feet and the maximum was 29,000,000 acre-feet. Com- parison of the flow of the Columbia River, to which the Pend Oreille River is tributary, with the recorded flow of the latter, shows a nearly constant percentage relationship. Applying this percentage to the Columbia River flow at The Dalles, the record of the past 41 years indicates that 11,000,000 acre-feet is the least amount the Pend Oreille has carried in any year of the 41. The water supply is therefore from two to five times the maximum required. (c) Storage of water will be provided to equalize the flow of the stream and conserve the flood waters of the early sum- mer for use later when the maximum demand arises from the irrigated lands. Storage can be provided in Flathead and Pend Oreille lakes. Flathead Lake will store 1,506,000 acre- feet at a cost of $1.39 per acre-foot, of which $1.02 is for overflow rights. Pend Oreille Lake will store 1,180,000 acre- feet at a cost of $1.01 per acre-foot, of which $0.36 is for overflow rights. Storage in Flathead Lake will add largely to the power possibilities in the Flathead and Clarks Fork rivers. The height of floods in these rivers will be reduced and the average flow through the irrigating season will be very largely increased. Both lakes will be prevented from reaching the usual low water elevations, but the high water elevations will not be increased. In only one year during the 16 years’ record would the stored water be all used and in that year, the reservoirs would not have been completely drawn down until the last day of the irrigating season. (d) In estimating the cost of the various portions of the work, the unit costs have been calculated under present prices of labor and materials. The size of structures and quantities of materials to be handled will permit the use of highly specialized labor-saving equipment with a consequent economy in unit costs and time. The estimate of each of the larger structures is based upon a design fitted to each par- ticular location and the quantities have been very closely com- puted. Changing economic conditions may alter the estimated cost, but will not change the quantities involved. 52 Columbia Basin Irrigation Project (e) The Flathead and Albany Falls dams will be of con- crete carrying large steel gates which will be opened to pass flood waters and closed to create storage. Rock fill or earthen dams have been designed for 12 to 15 other sites. (f) Conerete lining will be placed in all canals having a capacity of 100 or more cubic feet per second. The lining will be reinforced with sufficient steel to resist the tempera- ture stresses. Additional reinforcement will be used at the transition between cut and fill. The velocity in the main supply canals will be approximately 12.5 feet per second. (g) All supply canal tunnels will be constructed as twin bores, concrete lined, of horseshoe section and will carry water at a velocity of 12 to 14 feet per second when running 85 per cent full. The tunnels may be constructed in sections of such length that they will be completed as soon as the other portions of the work. (h) Canyons will be crossed by inverted siphons. Those on the main canals consist of four steel pipes each 23 feet in diameter. Reinforced concrete pipes will be used for smaller capacity and low head inverted siphons. (i) Many special structures have been designed. The Spokane River will be crossed in a reinforced concrete flume supported by arches of the same material. Short inverted concrete siphons will pass the water under railroad crossings. Reinforced concrete or steel bridges will span the canal at all public highway crossings. Complete independent dupli- cate telephone systems will afford communication between all parts of the project. At many of the drops in the distributing canals, it will be possible to install power plants for pumping to areas above the gravity supply. (j) An extensive drainage system now exists through the area to be watered. The slopes of the land are such that excess water will be immediately carried to the drainage courses, eliminating the possibility of water-logging any por- tion of the area with the exception of two basins near Moses Lake, which will require the early construction of small drain- age ditches. Wasteway gates will permit discharge of sur- plus water from any of the canals into the coulees. In gev- eral of the coulees, dams may be constructed to create reser- voirs. This storage of water on the project would lighten the load on the main canals during the season of greatest use of water. The lakes created along the main supply canal will Columbia Basin Irrigation Project 53 give excellent control of and prevent wasting any of the water in that canal, due to regulation or shutting down of the flow. (k) The construction of the longer tunnels on the main supply canal is the governing factor in the time required to place water on the project. It is estimated that it will re- quire four years to drive them. The foregoing resume affords a general view of the con- ditions governing the technical studies. Those interested in the engineering work are referred to the edition of this report containing a series of appendices, where details of design and quantities are given covering the following topics: Water requirement of the lands. Available water supply. Conveyance of water from source to use. Designs and estimates of structures. Drainage and wasteways. Secondary storage. Power possibilities. Recapitulation of estimates. Columbia River pumping project. Wenatchee Lake-Quincy project. Reference to and index of unpublished studies and maps. Apprenpix A. WATER REQUIREMENT OF THE LANDS. (1) Water Duty. In estimating the quantity of water re- quired by the lands, each township was divided into the three irrigable classes of land (page 24) and a duty of water derived for each of such areas. The average figures show that from 18 to 24 acre-inches* per irrigation season will be required on class ‘‘A’’ lands; 24 to 36 acre-inches on class ‘‘B’’; and 36 to 48 acre-inches on class ‘‘C.’’ The above are averages of the net water actually required by alfalfa, which makes the highest demand of any growing crop. Wide variations from these figures occur in certain small areas where unusual con- ditions are found, as much as 60 aere-inches of water being there necessary. The average of all areas was found to be 33 acre-inches. The figures used represent an adequate supply of water for diversified farming, which it has been assumed will constitute the bulk of the development. (2) Water Losses. Generally loss of water from an irri- gation canal is a serious matter. At the usual rates of seepage from earth canals, eight to twenty thousand acre-feet of water per day might escape along the system. This would depend upon the character of the materials through which the canals are constructed. Such an amount of water entering the irri- gated areas uncontrolled would seriously damage much of the tillable lands by raising the water table so as to injure growing crops. The canal lining provided for in the plans, for reasons discussed in the chapter on ‘‘Canals,’’ will serve the additional purpose of preventing the seepage which normally would escape from the large and numerous ditches of an unlined system. An extensive study of reports upon water losses from canals of many sizes has resulted in the adoption of the fol- lowing estimate of losses: 5 per cent of the diverted flow in canals of 100 second-feet capacity and larger; 15 per cent of the remaining flow in the canals below 100 second-feet capacity. The net water delivered to the farms averages 80.75 per cent of the gross diversion. : * An acre-inch is that amount of water which will cover one acre of land one inch in depth. The number of acre-inches placed upon one acre is equiva- lent to the same number of inches of rainfall, i. e., three acre-inches on one acre is an application equal to three inches of rain. Columbia Basin Irrigation Project 59 The evaporation from the canals is a small item in com- parison to the total quantity carried. Since no storage will be created in Flathead Lake until after the development of the first half of the irrigable area, no allowance has been made for losses due to the water dis- tribution. Experience during the development of the first unit irrigated will supply information upon such loss. It can then be provided for in the final design for storage in Flathead Lake. (3) Seasonal Use of Water. The periods during which water is delivered to the irrigated areas of the state during the growing season have been recorded for many years. From these data, together with the weather bureau reports, the aver- age irrigation requirement for the entire district has been set at 214 days. That is, irrigation should begin in the latter part of March and continue during October. Any given locality may differ considerably in a particular year from this length of season; but experience has demonstrated that if a water supply is adequate to meet the average demand over a large area, the greater or less than average demand of any locality is offset by reverse conditions in other localities under the same system. In a similar way, the specialization of one locality in a particular type of agriculture which may create an earlier demand for water, is offset by some other area that specializes in a crop of later water requirement. It was found that in regions having climate and soil con- ditions similar to the Yakima and Idaho areas, a correspond- ing use of water is made. Furthermore, an extensive study failed to reveal any irrigation practice of greater value to the Columbia Basin than is the practice now being followed in the adjoining Yakima district. Three hundred thousand acres in the Yakima project are now under intensive, diver- sified cultivation and, as discussed elsewhere; are favored with practically identical soil, climatic, topographic and eco- nomic conditions. The average use of water in the Sunny- side* unit of the Yakima Project has been adopted in the design of works for the Columbia Basin Project. In the aren referred to, some irrigation takes place in March. But since the March and April demands are relatively small, they have been added together and are considered as if occurring in April. The flow in either case is so small that it can be sup- plied directly from the river flow, and so it does not affect * Etcheverry, Irrigation Practice and Engineering, Vol. 1, p. 88. 56 Columbia Basin Irrigation Project the computations for reservoir storage; the reservoirs being filled from the May and June floods. (4) Gross Water Required. The following table shows: (1) The percentage of water used each month. (2) The average use per month in acre-inches. (3) The gross diversion in acre-feet to supply the net demand plus all losses. (4) The gross diverted flow expressed in cubic feet per second. Table No. S— WATER REQUIRED. Gross Flow in MONTH Per Cent. Acre- Diversion Second- Inches Acre-Feet Feet 7.65 2.5 475,700 7,994 14.92 4.8 927,800 15,088 16.00 5.2 994,900 16,720 18.68 6.2 1,161,600 18,890 see 20.42 7.0 1,269,700 20,650 HED COMP electorate nihiavarscersasviese: ba: 88 oy aenptougine ec wat 13.80 4.5 858,100 14,421 OChODER so: 03 sexcaerieies vi 2a i4 Suna iseere ee oS! 8.53 2.8 530,400 8,626 ORAISS sn aeamirac nick seat ich ou enaker oie | 100.00 | 38.0 6,228,200 |.cecccseeeese Two factors modify the foregoing table. First, wheat development in the Columbia Basin is probable. This will bring the maximum water demand earlier in: the season than the August peak indicated by the Sunnyside records. Sec- ond, between the northern and southern parts of this project, there is a difference of several weeks in the maturity of crops. This will result in spreading over a period of several weeks the maximum water demand which occurs within a few days on any smaller area. Advancing the season’s maximum de- mand will have a favorable effect upon storage. It will enable a larger portion of that demand to be supplied from the direct flood water of June and early July. This will maintain full storage in the reservoirs until later in the season. If it were possible to determine more closely the exact area which will produce wheat, the provision for storage might be somewhat decreased. Appenpix B. WATER SUPPLY AVAILABLE. (1) Runoff Records. Stream flow gagings at Newport, Washington, from 1903 to 1919, inclusive, are available. These gagings are continuous except during the winter months when ice prevents reading the gage. This record is maintained by the United States Weather Bureau as a part of its flood forecasting service. Since the stream is not usually subject to winter floods, no effort is made to continue the reading during the winter. This does not make a serious break in the record, however, as the United States Geological Survey maintains a gage near Metaline Falls on the river below Newport, at which place winter readings are complete. A comparison of simultaneous readings at the two stations shows that the Newport flow averages 95 per cent of the Metaline Falls flow. A study of the intervening water-shed and of the entire water-shed above each gaging station indi- cates that the probable average difference between the flows at the two stations in the winter months is much less than the 5 per cent. In other words, by assuming Newport winter flow at 95 per cent of the Metaline flow, a figure results which is probably somewhat less than the true flow, but since this error is on the side of safety, and since there exists no better method of computing the actual winter runoff, these figures have been used in computing the winter runoff at Newport. Furthermore, as the normal low water flow will be permitted to pass down the stream as usual, and therefore does not affect the storage requirement, the determination of that flow is a matter of no importance. The flow of the Pend Oreille River at Newport approx- imates 12 per cent of the flow of the Columbia River at The Dalles. Hydrographs of the two streams were superimposed, the scale of each being so chosen as to make the curves ap- proximately coincide. In this way, any variations from the parallel regime of the two streams is very marked. From this study, the percentage relationship of the flow at Newport to that at The Dalles for each month of the driest years in the sixteen-year period was computed. These percentages were then applied to the monthly flows of the Columbia River in 1889, which, in the continuous record from 1879 at The Dalles, was the year of least flow. The computed flow at Blevations in feet above sea-level, U. S. G. S. datum. ‘jeej-910e8 JO SUOTT[IIM UI A}lovd"D aSvioig ¥ & Zz I 4 ‘QOVJANS 10]8M JO Sotow UI BITE VJeUTTXOIddY 000‘09T 000‘0ST 000‘0FT 000‘08T 000‘02T 0882 7 | /| ZL Sel enlace Nitys we. Bes Mel eo less LA 0682 spt A 4 a 3 oe ae 0062 WV? ue cy 2 sor ayMV1 GVAHLV14 OT6S FIG. 11— AREA AND CAPACITY CURVES. FLATHEAD LAKE. Elevations in feet above sea-level, U. S. G. 8S. datum. Gage readings at Sandpoint. 25 2070 2060 5 2060 o 1a oO Na al al Lu < <{ I Ld _l _ : Ld or O Q Z Ld o FIG. 12.— AREA AND CAPACITY CURVES. PEND OREILLE LAKE. Note:—Reading of 5 on Sandpoint gage equals elevation 2,050.7, U.. datum. 85,000 90,000 95,000 Approximate area in acres of water surface. 80,000 1.5 1.0 0.5 Storage capacity in millions of acre-feet. 60 Columbia Basin Irrigation Project Newport for 1889, thus derived from the Columbia flow, proves to be larger and better distributed than the actual gaged flow at Newport for 1919. That is, the 1919 flow at Newport represents the critical year of the sixteen years of actual gagings and forty-one years of comparative record. (2) Regulation by Storage. Mass diagrams, constructed for the entire period of gagings at Newport, show four years in which a question might arise as to the adequacy of the water supply. This is due not to the total quantity of the supply, but to the fact that the monthly distribution does not coincide with the monthly crop demands. Large scale mass diagrams were therefore constructed for these four years and these diagrams were then analyzed by exhaustive tabulations of the monthly gagings of outflow, change of reservoir sur- face elevation, computed inflow to the reservoir, monthly de- mand from the irrigated lands when the project was both half and wholly developed, net resulting depth of storage, amount of storage in Pend Oreille Lake, and the ability of the stream channel above Albany Falls to carry the water required at the various stages of lake elevation. These studies conclusively show that the storage in Pend Oreille Lake to maximum surface elevation of 2,060 is adequate to supply the water demand up to 50 per cent development. The studies further show that when the district is completely developed, the storage in Pend Oreille below elevation 2,065, is inadequate. If Pend Oreille Lake is raised above elevation 2,065, con- siderable additional land would thereby be flooded and dam- ages increased. Therefore, storage in Flathead Lake is deemed advisable. Flathead Lake has a minimum surface area of 120,000 acres and Pend Oreille Lake has a minimum of 80,000 acres At this surface area, two feet depth of storage in Flathead practically equals three feet in Pend Oreille. With Pend Oreille Lake at elevation 2,065, there will be stored 1,180,000 acre-feet, at a cost for dam and overflowed lands of $1,194,368, which is $1.01 per acre-foot of water, and $0.68 per acre of the project. Flathead Lake at 2,893 will store 1,506,000 acre- feet, costing $2,090,933, or $1.39 per acre-foot, and $1.19 per acre irrigated. While there exists no immediate use for Flathead water, other than for the Columbia Basin Project, yet future develop- ments which might seriously change the regime of flow from Flathead, and adversely affect the water supply for irriga- Columbia Basin Irrigation Project 61 tion, are conceivable. Furthermore, irrigation developments in the Missoula and upper valleys already under discussion might adversely affect the waters now reaching Pend Oreille Lake from the drainage area south of the Flathead River. Since the flow from neither one of these areas can be suf- ficiently regulated by storage in Pend Oreille, at elevation 2,065, to supply this project under maximum development, it follows that storage in Flathead must be provided. The following tables are based upon storage in Pend Oreille Lake to elevation 2,065 and in Flathead Lake to eleva- tion 2,893. The gaged flow and water surface heights existing under present conditions are shown in the first three columns. The fourth column gives the flow into the lake corresponding to the gaged outflow and surface elevation. Column 5 gives the combined irrigation and navigation demands upon the reservoir. In making the figures for these columns, it was assumed that the water demand shown in Table 8, ‘‘Water Required,’’ will be drawn from Pend Oreille as needed; and that a uniform flow totaling the same quantity of water will be drawn from Flathead. This yields a uniform flow along the Flathead and Clarks Fork rivers; maintains a constant level in Pend Oreille Lake until near the end of the irrigating season and uses that lake as a forebay to balance the daily fluctuations. Columns 6 and 7 show the quantity of water remaining in each lake at end of each month. Columns 8 and 9 show the corresponding lake levels. Several additional columns have been used in arriving at the foregoing figures, but these are not of sufficient interest to justify publication. For example, the flow from the southern portion of the drainage area above Pend Oreille Lake and below Flathead Lake has been gaged and is considered in determining the draft from Flathead needed to replenish Pend Oreille. The water wasted down stream from each lake after its storage capacity has been filled, ranged from two to ten times the amount held in storage. A study was made showing that with knowledge of the exist- ing snow on the upper water-sheds before the flood period of each year, it will be possible to delay filling each reservoir from the first flood waters and by filling each lake during the crest of the flood, a material reduction in the flood heights can be made. This will be of great importance along the lower reaches of the streams and will entitle the storage projects to expect the enthusiastic support of the down- stream communities. 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CONVEYANCE OF WATER FROM SOURCE TO USE. The general principles of design used for each class of structures, quantities involved, and estimates of unit and total costs follow. The Columbia River Pumping Project and the Wenatchee-Quincy Project are treated separately as Appendix H and Appendix I, respectively. The variations which will be noticed in unit costs applied to any class of items are due to local conditions which affect the several structures differently. Examples: The borrow pits from which material will be obtained for a certain fill, may lend themselves to hydraulic sluicing while at another fill steam shovel excavation may be required. Free dumping ground may exist at one place, but overhaul may be required at another. Some of the structures are adjacent to railway transportation, while others will require the construction of trucking roads. The amount of work to be done by each piece of equipment, for instance, yardage of concrete placed by a mixing and placing installation, affects the unit cost of work. Whether or not a given piece of equipment must be dismantled or can be transferred from one job to another, affects the unit cost on both jobs. It is evident that the cost estimates throughout are modi- fied by the program of construction. Speedy work usually means more equipment and higher unit costs to be offset against interest charges and the advantage of early com- pletion. The water cannot be turned into the canals until the tunnels are completed, and there is therefore no advantage in hurrying other parts of the work to an earlier completion. The long tunnels will require five winters and the four inter- vening summers for completion, and on these speed becomes an essential factor, even though the costs may be slightly higher. All other portions of the work have been planned for the most economical construction possible, consistent with completion within the time limit set by the tunnels. The designers have aimed to achieve stability and perma- nency of structures rather than maximum economy of ma- terials. In this way the results represent practical working structures with wide margins of safety. 70 Columbia Basin Irrigation Project Sufficient details were made to support an accurate cost estimate, which, however, may be lowered by the final design, but so far as quantities are concerned, should not be exceeded. (1) Dams. Topography was taken of each dam site. A geological reconnaissance was made. A field study of the conditions which would affect construction costs, and an esti- mate of the value of the flooded lands, were made. At several of the sites the nature of foundation was determined either by sinking test pits or by drilling. The character of the foundation and materials available for construction purposes have controlled the type of dam selected. In most cases flood waters can be diverted into the canal, the canal capacity being far in excess of the maximum runoff. On account of existing rights below, it will be necessary in a few instances to allow the flood waters to pass down the natural stream. The decision of the Supreme Court in the ease of Still vs. Palouse Irrigation and Power Company* prevents detaining the flood waters of Rock Creek in Rock Lake. The court held that a riparian owner below the lake is entitled to the overflow of his lands by the annual flow of the stream. In such cases, sufficient spillways have been pro- vided to pass the flood waters. Because of the importance of maintaining an adequate water supply for the irrigated dis- trict, and the fact that most of the dams are of such size that it would be impossible to replace them within a single season in the event of their destruction, every precaution has been taken in the design to insure the permanency and continuity of the water service. Alternate designs were prepared for each site and a thor- ough discussion had concerning them before the recommended type was adopted. Additional studies, especially further test- pitting of the foundations and of the proposed borrow pits, may necessitate a change both in design and location of some of the dams. It is probable that further examination will show more favorable rather than less favorable conditions than those assumed. Flathead Dam. Information furnished by the United States Geological Survey+ was confirmed by field studies on Flathead Lake and Flathead River by the engineers for the Commission, and results so derived may be relied upon in connection with whatever development may be planned for the utilization of the Flathead waters. *64 Washington 606, 117 Pacific 466. + Unpublished report by C. E. LaRue on the “Power Possibilities of Flat- head River.” ———-4 Flev 2900 ft Weir Elev. 289 ' fo | qasscgeroceee ca, EROS SIEM. 3 S72 5 x FL ff pees ; olid Rock ——— PTET TIA NTN, =— = = — 4 nerete vote so ; PNW STKE VITO —- fp “Excavate to Elev 2870° oi Elev 2870 WNIT ISAS S 50" 100 Scale of Feet Elev 2900k— 24° — . UP-STREAM FACE OF DAM aur , y Elev €84d0 WTR de Riprap ee Scale of Feet MAXIMUM SECTION \ \ \ \ \ Axis of Dam, iS te <7 7 J ! / ' we i: oe t / / / t FLATHEAD DAM COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 DAM SITE BiG. 1. Columbia Basin Irrigation Project 71 The ‘‘Big Rock Damsite,’’? one and three-fourths miles below the outlet of the lake near Polson, has been chosen as best suited for the proposed development. At this place a short rapids, due to an outcropping rock barrier across the stream, furnishes an excellent site for a comparatively low dam. The bottom is practically solid rock, being a dense massive slate. The strata dip 25 to 30 degrees upstream, assuring water tightness and resistance against sliding. The double channel, due to the big rock, affords a very satisfactory condition for diverting the stream to the south channel during construction of the north end. While the big rock itself is seamed, it can be included in and made a part of the body of the dam. Fig. 13 shows a sketch of the locality and profile of the damsite, elevation and section of the proposed dam. Table No. 10. COST OF FLATHEAD LAKE STORAGE. ITEM Unit Quantity | Unit Cost Cost PO Rer MARE. 6 pcociecniakaxtesmmnciaidyys wamcanaameank $10,000 Solid rock excavation . Yd. , ‘ 29,763 Dam, concrete bie 158,805 19,5’ x 47’ gates . 253,400 Regulating gates ..........ccsceecceenecsceeescecers No. Sy (laieains yreainn 46,675 Structural steel for foot bridge................008 Lb. 66,124 08 5,290 BENG INGOL INS sic-ererccargss va'areyatepsterere's 64 oss arsiecererardie b sinter nateeh iptawienens viata eiohimiate Siveinves wie bie Hib aa were 20,000 B $523,933 COMEIMBEN CIES: sais sedicd sass k's Seen eieeiarsnaiebiee bea dahes glee Ka@eadanmmcpe eae ee SS MRS 30,000 Overflow TERS: ois iicsaiceicsisec vsinaie aieiarareateg oi sintin waste ba Soe 8 dia dimatvecneiesae Hie Pe aie gle sielelereinve 1,537,000 Total cost of Flathead storage......... 0... eevee cece ener eee nee e eee nee tee $2,090,933 Albany Falls Dam. The early reconnaissance surveys at Albany Falls were conducted by Captain Harry Taylor, United States Army Engineers, during 1897 and his report* contains a map of the falls with soundings and elevations. At various times since then, other surveys have been made. All these preceding surveys have been found to agree within themselves and to check with the detailed topographical sur- vey of the site made by the commission’s field engineers. During the period intervening between the earlier and the last surveys, the highest recorded floods on the river have passed the site without in any way changing the surface topography.. The rock islets which divide the crest of the falls and also the actual crest itself have apparently remained unchanged since first observations were made many years * Doc. 235, House of Representatives, 55th Cong. Te Columbia Basin Irrigation Project ago. While it may be advisable to do diamond drilling before a detailed foundation design is drawn, yet there is no question concerning the perfect suitability of the site for a concrete dam. Diversion Dam at Albany Falls. Tn locating the diversion dam, the most important consideration is that of providing an adequate waterway, so as not to restrict the stream chan- nel to a greater extent than at present. The gates, as far as practicable, must be located so that openings will be in the direct line of flow of the stream. The river channel at Albany Falls is about 1,000 feet in width with banks of solid rock, and contains two islands of solid rock. From a construction point of view, this location is an excellent damsite. In providing sufficient waterway for flood periods the area of the cross-section of the stream was ascertained at the approximate location of the dam below an elevation of 2,060. This elevation is the height of water during the usual flood periods. This area is approximately 9,850 square feet. The normal minimum flow, which at all times will be passed over a weir, does not exceed 7,000 second-feet. During the maximum irrigation demand, the water surface at the intake must be maintained at not lower than 2,060. In designing the control works, three types were con- sidered, namely, Stoney gates, roller dams, and Taintor gates. The Taintor gates were considered least practicable. Such a structure would have to be of unprecedented dimen- sions. Tentative calculations indicated that the roller type dam would require an excessive amount of steel and there- fore would not be economical. In considering the Stoney gate, it was found that for a distance between piers of 50 feet and depth of water 20 to 25 feet, there are numerous examples of gates of larger dimen- sions, that have been constructed and are in use. This is particularly true in European designs, where for gates of these dimensions, the use of the Stoney gate is generally the established practice. That type was adopted for all the larger gates on this project. The elevation of the sill was placed at 2,040, so that the head on the gates would be kept within the limit of economical design. The gate sill elevation must be low enough to provide sufficient area for passing flood waters when all gates are W § Elev 20507 - May /6/919 Max. WS Elev for Storage 2065: ALBANY FALLS: DIVERSION’ ° 300 oo 2 SCALE OF FEET WS. Elev. 2043.0 COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 ° 50 100 et SCALE OF FEET FIG, 14. =~| Us Columbia Basin Irrigation Project open, without decreasing the present channel capacity. An elevation of 2,040 will satisfy both these conditions. To provide this area of waterway during floods, it is de- sirable that the width of gates be made as large as practicable, thereby reducing the channel obstruction due to piers. The islands at this point greatly restrict the area of the channel. It will, therefore, be necessary to excavate a large amount of solid rock to increase the channel area, and to compensate for the water area taken up by the piers. A gate width of 50 feet is considered about the greatest practicable width that can be used for 20 to 25 depth of water. Nine such gates, capable of being lifted to a bottom clearance at 2,080, plus the weir, afford an unrestricted channel of ample capacity to pass all floods. The highest known river stage is about 2,071. The most economical arrangement of gates and weir is to place five gates in the north channel and four in the chan- nel between the two large rock islands, and place the weir adjacent to the south bank. This location requires consider- able excavation of solid rock to provide a free and unob- structed flow to the gates. To provide a weir of suitable length to discharge 7,000 second-feet at comparatively shallow depth, it is necessary to utilize the south island and the small channel on the south side of the river. A weir 355 feet in length, passing water three feet in depth over its crest, will discharge 7,000 second-feet. To improve channel conditions and to provide a free flow over the weir, it is necessary to excavate the entire south island to five feet below the crest of weir. These improvements will increase the capacity of the stream channel during flood periods, over that existing at the present time. Computations were made to ascertain if enough water could be diverted from the river for partial development of the project, without constructing a diversion dam at Albany Falls, and thus reduce the initial expense of construction. One group of head gates having a sill elevation of 2,028.6, which would be the same as the tunnel invert, would require a depth of 18 feet to pass a flow of 5,000 cubic feet per second. This would require a water surface elevation of 2,046.6 feet in the river. The flow in the river is approximately 30,000 cubic feet per second for this stage of water, but is consid- erably below this figure for long periods during the irrigation season, so that it is manifestly impossible, without construc- tion of a diversion dam, to divert sufficient water for even one-fourth development of the project. 74 Columbia Basin Irrigation Project Table No. 11. COST OF PEND OREILLE LAKE STORAGE. (Fig. 14.) ITEM | Unit | Quantity | Unit Cost Cost Cofferdams, pumping, ete : $30,000 Solid rock excavation..... “ ls ie ‘i 114,000 Concrete .....-..0-.-. 00s Hl 5 204,000 Structural] steel towers..... . : 37,312 Structural steel 24” I beams............c cece ee eee Lb. 86,400 -08 6,912 Dam, nine gates of structural steel............... Lb. 1,580,000 10 153,000 Cast steel hoist sheaves............ 7 Lb. 7 9,450 Stee] hoist cable................5- | Li . 2,344 Operating mechanism, for 9 gat 144,000 Steel cable for foot bridge....... 350 BENnQINeering: xe ssh. .4 ose sete hg ses at a. HeoE SEES Shaeeeigeelles 96 tate alee ce ceed 30,000 $731, 368 Contin Sencies: oi avisascdceglsnohion Qisiar aut. niee ta eisasadvenns 20s Anpeimalenletes aa goa hameway Au aa Be sine 35,000 Overflow rICHtS: oeaves saa ceerwedasdoes 14s ixenesiee stand Ieee eee ci Ra aaa Sees Det 428,000 Total cost of Pend Oreille storage........... cece cee cece ee eee een eee eeene $1,194 , 868 Camden Dam. The canyon of the Little Spokane River will be dammed and the surface of the water raised 139 feet, at which elevation the water enters the outlet canal. This dam creates a lake four miles in length, avoids the construc- tion of a canal along the precipitous walls of the canyon, and saves loss of head. Two damsites near Camden were examined. The lower site would be preferable on account of creating a longer lake and eliminating several hundred feet of difficult canal con- struction which will be necessary if the upper site should be selected. The lower site is in a region of lake deposits or stream filled channel of unknown depth to bed rock. Churn drill holes were put down at this site and did not demonstrate a satisfactory foundation condition. It will likely be neces- sary to diamond drill the rock found at the bottom of several of the holes to learn whether or not it is bed rock or merely boulders. Considerable clay was found in these holes, indi- cating the possibility of properly sealing a cut-off wall be- neath the dam. The following estimate is for a dam designed for the lower location. Should further drilling show the lower site to be unsuited for a dam, then the upper site will be developed. At the upper location, a granite dike outcrops across the valley at right angles to the stream. The stream on the east and the rail- road grade on the west side of the canyon cut 10 or 12 feet into the dike exposing the solid granite. This dike affords a perfect foundation for a dam of any height. Pressure grouting would close any cracks discovered while excavating for the foundations. soo" rom \ \ = AY Scale of Fook \ \ PLAN Crest of Dam. kler 2049-3 ° yo 19O Scale of Feet CAMDEN DAM MAXIMUM SECTION COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 FIG. 15. 76 Columbia Basin Irrigation Project Table No. 12. COST OF CAMDEN DAM. (Fig. 15.) ITEM Unit Quantity | Unit Cost Cost Overflow rights .. : .| Acre 449 $20.00 $8, 98C Reservoir, clearing .. 75.00 26,256 Earth excavation, stripp 30 38,128 Sealing Foundation sisu vs sis cide snceaseaues 68, 305 Rock fill, from railroad tunnel] material.... 182,353 Rock fill, DOTTOW............0.2ee ce eeeeee eens ais ; 377,835 WOMT GH: TD, 5 iets acchccaccscjaisestes diese pions wiaiosuisiragnistarensiownee 3 ¥ 2 ; 157,666 Stripping excavation for earth blanket..... .| Cu. Yd. ‘ 3,600 Earth blanket 2s. scsssiscewsee sc aeed as scevaaeene «| Cu. é , : 40,278 Hand placed rip rap..... ope aaietacs QoR oe RTOS 4 j 5 62,511 Preparation of rock facing.............. . Yd. é 10,388 Reinforced concrete ................. scene ‘ . Yd. 896 i 17, 024 Outlet conduit ........... cece eee eee eee 2 16,300 Outlet gates ...... i civianee eager 303.720 Concrete roadway . : 4,950 Engineering, sees oz 3s x teataeeaecscaens 4408 04 Ge eave e 40,000 $1,357,788 Conting eM ches ssc sts wa eects smmicicteisionaraante tase bs ses ehyaauaivene doe Savasinaeaenatgt prac emeNes ets 80,000 Total cost Of Camden GamMiascicdass cs os cigiswan gad sicwedrivisnenieaacs Moaaieitiey ols 4 $1, 487,788 Dry Creek, Deep Creek and Deadman Creek Dams. At Dry Creek, Deep Creek and Deadman Creek the construction of dams will avoid a part of the expense and loss of head due to inverted siphons or canal. The sites appear to be stream filled channels with rock sides, suitable for supporting a loose rock dam with an impervious earth blanket. The ac- companying designs and estimates are self-explanatory. Table No. 13. COST OF DRY CREEK DAM. (Fig. 16.) ITEM Unit Quantity | Unit Cost Cost OverfOw TIGA a: viics dese vg ve ceneescedenredee saw ase avn Acre 370 $30.00 $11,100 Clearing’ acu acudeievise ss sacnseneetegaineniartenene es: ‘Acre 20 100-00 2,000 Earth excavation, stripping and trench.......... Cu. Yd. 49,681 30 143904 Clay’ COre Walle isi snes.co se asaeneaneredinmamn sores +.{ Cu. Yd. 19,240 -50 9,620 Steel sheet piling..........s..cc ssc cseeteeeeceeeeeeee Lb. | | 1,662,395 10575 95,584 Rock fill, from tunnel excavation... ...| Cu. Yd. 665 , 846 -30 199}°754 Rock fill, borrow...........- tases Cu. Yd. | 39/384 1.00 39,384 Preparation of rock facing «| Sq. ¥d. 55,331 80 16,599 Aart fll scceaecodlashelatsnd whe ante wee sane en ees Cu. Yd. | 9773055 150 138,598 Stripping under earth blanket. --| Cu. Yd. 21,852 +50 10,926 Earth blanket ................ s+ | Cu. Yd. 65 555 50 32,778 Hand placed rip rap.. »..| Cul Yd. 46,021 3.00 138,068 ue cone os ee fy Yd. 2,575 19.00 48,925 merete roadway ...... ow. Sq. Yd. 6,320 3 Outlet conduit ........ ink ae Outlet gates Engineering Contingencies 20... cece ee eee ee eee cere ree eee ceca rete te tte tbe erence ees we Total cost of Dry Creek dam............ 0 ice eee eee cee cece eee eneeees $1,149,905 oN o 250 $00 Se Scale of Feet PLAN __ Crest of Darm_Elev_ 20293 PROFILE a Or Elev 2029 sa Concrete Woll a i: “Gravel Filler Frock Fill Impervious £4, Moterral ‘a Sheet Piling oO se 19° Scale of Feet DRY CREEK DAM MAXIMUM SECTION COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 — FIG, 16. 78 Columbia Basin Irrigation Project Table No. 14. COST OF DEEP CREEK DAM. (Fig. 17.) ITEM | Unit | Quantity | Unit Cost | Cost Overflow Tights. ccsiccsscnpeareig reid es cs poees ae smiedoese Acre 930 $100.00 393 ,000 Olearing, 2 sise carcesseseeiienistes Acre 100 75.00 7,500 Earth excavation, stripping....... Cu. Yd. 18,661 -80 5,598 Earth excavation, sealing trench.. Cu. Yd. 7,067 50 3,534 Concrete core wall..............0065 Cu. Yd. 195 19.00 3,705 Rock fill from Deep Creek tunnel.. Cu. Yd. 276 ,576 35 96,802 Barty fl gies ys csjs, cesar veils she Cu. Yd. 103,187 250 51,594 Preparation of rock face........ Sq. Yd. 18,114 80 5,354 Stripping under earth blanket. Cu. Yd. 45,630 380 13,689 Earth blanket .................. Cu. Yd. 68,444 50 34,222 Hand placed rip rap.. 12,137 3.00 36,411 Outlet conduit . 11,300 Outlet gates ........ 303,720 Reinforced concrete ............ 11,913 Concrete roadway .............. a ‘ 3,465 Engineering” cis vanasecasasareas ex og naran saftewneime dele sainsnsilscniede aie 36 pent nenies one maueare 15,000 $696,807 GOntin Gen cies? a yerccsiscieecncenesirs soya was Haare mayade Sinden da oe AEs boveie Haws Hincw a aiaramine wetrmetionss 35,000 Total cost Of Deep Creek: Gams ascenegiaed oe ea o00 cjasienideces py oo aoreeeecatey siemens $731,807 Table No. 15. COST OF DEADMAN CREEK DAM. (Fig. 18.) ITEM Unit Quantity | Unit Cost Cost Overflow: Tights) o-iciic/acs cies ca peiseodennecess es tee Acre 2,205 $50.00 $110,250 Clearing ............ Acre 1,000 75.00 75 ,000 Earth excavation, stripping... Cu. Yd. 115,776 -30 34,733 Earth excavation, sealing trench.. «| Cu. ¥d. 15,170 50 7,585, Steel sheet piling................ se Lb. 4,396,000 .0575 252,770 Concrete core wall.. Cu. Yd. 390 19.00 7,410 Rock fill, from tunn Cu. Yd. | 1,223,809 -50 611,905 Rock fill, borrow......... Cu. Yd. | 1,235,557 -90 1,112,001 Preparation of roc’ face Sq. Yd. 126, 30 38,049 Earth fill .............0. Cu. Yd. | 1,056,560 50 528, 280 Earth blanket ........ Cu. Yd. 342,033 +50 171,017 Hand placed rip rap.. os Cu. Yd. 67,867 3.00 208,601 Outlet CONdUIt ........ cece eee cece teen e teen eeet ele ee erbsesudsd ie didjaid sister egeya nnn al eipiasetaeidc 16,300 Qutlet: FAtCS: isciadicana as se ermerermienieairae nanan ere neeisn'| oisio dnieaiiers fia ve Ge elevate] ana e sare Sistorae 303,720 Reinforced concrete .. Cu. Yd. 8,349 19.00 63,631 Concrete roadway ... Sq. Yd 8,220 2:25 18,495 FENGINGCTINE sessawss shag sveecs dare eemNeas to Na tha CRM ee Pe WEG PEO Wee bias oe ‘90,000 ; : $3,644,747 @ontingencies? iiacsvacse varus ceaceemewieres Peaaes oh Mees eam e ainer em moMe AEE RlaaS 160,000 Total -cost of Deadman Creek dam...........+....04- Agr riales AAV RSMEANS ao dae $3,804,747 Seale of Feet ee ey Crest of Dam, £lev_2003-4_ Solid| Rock PROFILE 120 fe Elev_2003" QoL 00° TT 0} 26°0 008 ‘FG6 eee peer “s[810yBT UlBA JaATY ayBUs 19S GF £96 Fas ocr 004‘T LTT 04 8°9 00°S 04 LPO 880‘LL 4 os Hones “* UfBAl BysINngT 90 78 PLS FLL O00L GFL'T GEL 0} GS FI'8 0} 06°0 000‘ 9¢e UBL OVSVT Vy 280° 681 880'096‘T OOL 08 ‘F Gor 00° TL 07S16"0 006 ‘Sts ““UlBAL JoATY sxBug 966 08 901‘ 80F 00L 838g 07g 03 9°3 0F'0 04% 02'0 O19‘ 83 “488100 Wolly [elsayeT 619‘ 08ST 619°694'S OOL‘ZT | OOL‘Sr O°SL 09°0 ogt‘s9 srteeeeetssee Oey WINS —NOISIAIG HLNOS GUGTLOLSLT [tvrcrcret tt tefectet ec ee te eede cere tee fects er ces lees cena ee ee esseeleeeeeeeesseereeeslecsessrcereseeeslooe ATO STRUBO ‘UOISTAIG [ITED ‘1810, 068 ‘SLT 179‘ T0S'T 00T 089‘T 0°81 01 G'S 00°&T 94 06°0 WONEGS | | Ulpo yore aetge eo nee meters > | “ets S[B19}8T 01S‘ 68 G66 ‘190‘T OOL S09‘T. GEL 04 FP 0S°S 01 06°0 OLL TIS “UIBIT OISBT SIM 198898 10S‘ 944 °T. 00L 096‘T T'S 04 8°¢ 00° 01 0F'0 E8P‘9CS “HIV UleUNOW s[ppeg L¥G‘SL 086‘ 986‘T 0048 008‘¢ BSL OF €°0L OT*T 0} 08°0 (OOOKGG © belle Pyare ee ee ee ney * Urey ousygs €00‘SST OTL‘ TSF ‘S OFF‘ 060‘ GCL OF GIL 038°0 ogs ‘06 ‘* UlBAL seplAoig —NOISIAIG TVELINAD yoo'top‘es ott ss aieslena) fine sista ban Sedvail sedeaisureaaitints aici pcevclndgubnctaya' fs a oral rai gecvdqaya: ohccslasovd stars vudtasorstasheedeaidaaiwterale ‘see +47UO sTRURQ ‘UOISIAIG YWON ‘1eIOL 669 ‘023 O0L'09F‘S 00T 088 SSL 04 G'S 86° TI 09 61°0 000‘960‘T. pone ae erage ope crete S[B1998T T9S ‘OL 000'0L‘T S&S 066‘T LTT 04 2°S 66° 07 61°0 008 ‘813 * UIBAL Woosqeg 185° 656 SLL‘ 198° 066'T 0G8'F ST'6 07 F°S GLF'0 04 OF'0 0g6‘9Sa ** urea Adu} 818°909 188‘0FL‘S 00+ 0gs‘9 66 04 66 GLP'O ¥69‘ TOL “t's UB TION —NOISIAIG HLYON GoL‘ 1g8° Ss _ 098° Gel 09‘ 969‘ 9T 000‘08 00002 CSL GLF'O BLL‘ 813 “48a 0} WBd Tepulep PEL 168 ‘S$ sreeeeesersest 068 ST6‘S 000‘0Z 000‘0Z a FTO Fes ‘Os ere yt “soHBT UleyO 07 jeuUny JIodMaN —IVNVO ATddOS NIVW oL WoL 4809 Surayy ‘spx‘nQ |———-——————_|_ puoaag leg 499,0 000'T 19g 40a Ul NOILLVOOT 9ya10u0g UOlBAVIET 4299,7-puovsg yoo Ul AqOOTaA | 999, UI sdo[g yysua'T Aypoedeg “STIVNVO JO NOLLVTIALID VOU — £6 ON PIV Columbia Basin Irrigation Project 99 (4) ZYunnels. The standard horseshoe design was adopted for all tunnels, the section and slope being varied to suit each locality. The tunnels will be concrete-lined and when operated at full capacity will have a clearance of approximately one- seventh the vertical dimension. The following figures show the section dimensions, quantities, and hydraulic properties of the larger tunnels: Table No. 28. DIMENSIONS AND PROPER- TIES OF TUNNELS. Type A Type B Diameter ....| 83 ft. 5in. | 31 ft. 4 in. Excavation per linear foot ....... 88.53 cu.yd.|34.14 cu.yd. Minimum thickness concrete FIG. 29. TYPE A. lining ..... 12 in. 12 in, Average thickness concrete lining ..... 17.5 in. 16.5 in. Concrete lining per : linear foot.| 5.71 cu.yd.| 5.15 cu.yd. Hydraulic radius ..... 10.2 ft. 9.6 ft. Slope ........ -00075 -00114 Fall per mile.| 3.96 ft. 6.02 ft. Velocity per second ..... 12 ft. 14.2 ft. Capacity of single bore in second- feet ........ 9,977 10,089 FIG. 30. TYPE B. 100 Columbia Basin Irrigation Project Along the main supply canal, two parallel bores are re- quired to handle 20,000 second-feet of water. This is because it is considered not feasible to construct a single bore of large enough capacity to carry the entire flow. Such a bore would require a roof span exceeding 45 feet, would increase the dif- ficulty at the transition because of the excessive sub-grading which would be required, and would necessitate the maximum expenditure early in the construction period. Two bores reduce the dimensions to within reasonable limits, and permit the cost of the second bore to be postponed until the increasing demand as the project develops necessitates the full water supply. Studies were made on the horseshoe type and a semi- rectangular type, and of both types on various slopes. The shape and slopes adopted are the economical mean of the various possibilities. A variation in the proportionate unit costs, as between earth and rock excavation and concrete linings, may make it feasible to put more or less gradient into the tunnels, making a corresponding change in the gradient of the canals, and in the excavated area of both. This can only be determined by the unit costs prevailing at the time construction is authorized. The coefficient of friction adopted for the lined tunnels is n==-0.015. While the value 0.014 was adopted for the canal linings and undoubtedly can be equaled in the tunnels, the larger figure was used in the tunnels, because of, first, the practical impossibility of enlarging the tunnels should the flow prove insufficient; and second, the difficulty of cleaning the tunnel linings should growths of any kind increase the roughness. Should the frictional resistance in the tunnels be less than designed for, the effect will be to lower the depth of water running. This will increase the clearance, which is desirable. The construction plan and estimated costs are based upon driving one bore of each tunnel and putting this to use within a period of four years. To the first bore is charged the con- struction of standard railway from the existing roads to the tunnel portals, erection of camps, purchase and installation of all machinery and equipment, and the excavating and lining of the bore. Immediately upon completion of the first bore the second will be driven but has only been charged with excavation, lining, and maintenance and upkeep of equipment since the railway, camp, and machinery were paid for by the earlier bore. In the estimates following, this difference ap- pears in the lower unit cost of excavation of the second bore. Columbia Basin Irrigation Project 101 The Bonnie Lake tunnel will be driven from two portals and three shafts (the latter 6 feet by 18 feet and 550 feet aver- age depth), making eight working faces. Pioneer headings totaling 40,000 feet will speed up the driving of the first bore, and will be so located that they will become a part of the heading for the second bore. Electric power will be available at each portal. In all the tunnels power shovels will load into standard gauge railway dump cars. rial will go into adjacent rock fill dams. Table No. 29— COST OF TUNNELS. From several of the tunnels the excavated mate- RIGHT OF WAY EXCAVATION FIRST BORE ¢ TUNNEL Acres Unit Amount Cubic Unit Amount Cost Yards Cost Newport 251 $30.00 $7,530 | 1,072,714 $5.46 $5,857,018 Milan ...... 84 40.00 3,360 532,677 5.26 2,801,828 Deep Creek .........--.. 37 40.00 1,480 229,909 5.26 1,209,321 Deadman Creek ........ 40 40.00 1,600 337,908 5.26 1,777 ,396 Pleasant Prairie ....... 187 30.00 4,110 641,139 4.99 3,199,284 Manito ........ce eee eee 71 500.00 35,500 539,420 5.41 2,918 , 262 Bonnie Lake ........... 360 30.00 10,800 | 2,934,859 6.08 17,708,750 Patterson .............. 17 30.00 510 142,561 5.26 ei McElroy .........+-0005+ 7 30.00 210 233,618 5.58 1,303,588 PANS. siesicrsiimmsmestee ax 2 30.00 60 56,980 5.58 817,948 Klemmer ... 16 30.00 480 578,347 5.58 3,227,176 LOW Gap. scisisws ieveeus v6 4 30.00 120 7,900 7.76 604,504 Main “CO’ ............. 3 30.00 90 71,820 5.82 417,992 Main “OD” ............. 3 30.00 90 79,002 5.82 459,792 Main “OD” ............. 1 30.00 30 32,466 5.82 188,836 South Main ............ 4 30.00 120 146,055 5.33 778,473 Main “SF” ............5- 2 30.00 60 48,060 6.55 314,793 ‘Main “SG” ... 4 30.00 120 1880 6.55 588,714 Main “SH” ....... 1 30.00 30 14,639 7.27 106,426 Eureka Main “SJ”... 1 30.00 30 12,030 8.00 96,240 Eureka Main “SJ”.. 4 30.00 120 63,184 8.00 505,472 Totals......... 1,049 |.......00- $66,450 | 7,985,168 |..........- $45,181,684 t Among other items charged to the first bore, which are not charged to the second bore, are the following— TUNNEL Outside Camp and Power Other Railway Equipmeut Plant Plant Newport ............- $40,000 $100,000 $105,000 $408,000 Probably in wet ground. Milan, Deep and Deadman ........ 400,000 75,000 123,750 556,994 Same equipment used on all three tunnels. Pleasant Prairie .... 105,000 25 ,000 41,250 276,000 Manito ...........065 125,000 37,500 41,250 255,000 ‘ Bonnie Lake ........ 975,000 262,500 365,000 1,410,050 Includes also pioneer headings, shafts, and crosscuts, 102 Columbia Basin Irrigation Project Table No. 29-——COST OF TUNNELS — Continued. EXOAVATION SECOND BORE CONORETE LINING TUNNEL Cubic Unit Amount Cubic Unit Amount Yards Cost Yards Cost NSWDOFE! success 3: 1,072,714 $4.85 $5 , 202,663 317,944 $15.00 $4,769,160 MAAN 502332: Kesccetrecancrirsgeseid 532,677 4.30 2,290,468 157,882 15.00 2,368,230 Deep Creek ............. 229,909 4.30 988,609 68,144 15.00 1,022,160 Deadman Oreek ........ 337,908 4.30 1,453,004 100,154 15.00 1,502,310 Pleasant Prairie . 641,139 4.32 2,769,720 190,028 15.00 2,850,420 Manito ........ 539,420 4.67 2,519,001 158,880 15.00 2,398,200 Bonnie Lake ............ 2,759 ,533 3.96 10,915,185 857,578 15.00 12,863,670 Patterson .........0..58 142,561 4.30 613 ,012 42,254 15.00 633,810 McElroy: ssvesencuesaenta|s co xaieceimens laine dhaaiessreii | S88 We wlgasanerese 35,670 15.00 585,050 PDS eiaftidic sh tis nnepaerernanniess 8,700 15.00 180,500 Klemmer ...............- 88,305. 15.00 1,824,576 LOW. Gap scsi nnsaaciesess 15,200 15.00 228,000 Main “CO” ............. 11,310 15.00 169,650 Main “OD” 4 is sazassusy 12,441 15.00 186,615 Main “CD” ............. 5,278 15.00 ‘79,170 South Main ............ 21,840 15.00 600 Majin “S00 sss nsremsteesanieed 7,860 15.00 117,900 Main “SG” ou. cexsiewnrave 15,000 15.00 225,000 Main “SH” ......... 2,706 15.00 40,590 Eureka Main ‘“SJ’’. 2,430 15.00 36,450 Eureka Main ‘SJ’ 12,830 15.00 192,450 Totals......... 6,255,861 |.......... $26,751, 752 2,132,434 |...... plat $32,001,510 Table No. 29— COST OF TUNNELS — Concluded. TUNNEL Transitions | Engineering| Contin- Totals gencles IN GRU TOOT s cde sessed anand si ah ci Neoabseieldsnbtpsea bversiatel| Nbc oagzaceepeaee aqeueiate $150,000 $1,657,884 |*$18,394,255 Milan . $253,156 80,000 771,368 8,568,410 Deep Creek 253,156 35,000 347,095 3,856,821 Deadman Oreek ...........0-..00 00s 126 ,578 50,000 485,929 5,396,817 Pleasant Prairie .................44. 253,156 100,000 907,258 | 10,083,948 Manito. scsaccasiag taco va soins daisies 253,156 100,000 953,871 |t 10,628,080 BOD DIC TOC sccsiussansis cid cicre.cepoipichontaurencte Saeed See |e Vinod ad rates 434,000 4,148,761 46,081,166 PatteTSOD: scsicsiiccisins 04s see desiree wane 253,156 23,000 224,985 2,498,344 MGBITOY: sisiceansncnien es ats cigsiee ine 20,000 183 , 864 2,042,712 Paha .... 5,000 44,845 498,353 Klemmer 48,000 455,175 5,055,406 Low Gap .. 12,000 7250 927 874 Main “OO” tessa ni wi 25 0 eaethaaaumiaageans’ 6,000 58,764 652,496 Maine OD! scsiass sui ie ui an sitierteineiienrars nase vs 7,000 , 64) 718,138 Maint “CD” sencn seas cccnep toaneaneama eames 3,000 26,800 297 ,836 SOME: Man, eae oy ee 7 we, Pein ti hertewien'e sane 12,000 110,607 1,228,800 Main SR ss iscedoig tsi daz aiatace-dlguhee gedhionccreverwalesteencensan 4,500 43,270 480,523 Main CSG score oneied sensing Bai Weick wean sae ee 9,500 81,371 904,705 Main SER csnsmpcuw wees soe aoniarsnnmamaia ds oatiy 1,500 14,702 163,248 Eureka Main “857. ccc. ce ceeeeceensesaceevba 1,400 13,269 147,889 Eureka Main “G0 ii cox ss ecaicacwniiin dees box 7,200 69,792 775,034 Totals wccwriescrieeves idles smieoweewes| $1,092,358: $1,109,100 | $10,747,501 |$119,400,355 * Includes 1,600 feet of tunnel in earth at $500 per foot, $750,000. + Includes 2,900 feet of tunnel In earth at $500 per foot, $1,450,000. 103 Columbia Basin Irrigation Project caetOor rig frre treet eeteee ee eeeeees arog a1durs |*‘sayrur zo gy stenba ‘yong gpa‘gip [cece ee sreqog, puviy 669° 669‘8$ F80' SLL 98°46 | 069'T | Z9°T 20's og’ | T | .0 SL) 006°, | "UWws pus yesBg Po ‘6 ON .fS, WRN exon 688! 171 96°86 | O69'T | ZO°T 20'S os | T | .0 St} Oost |'"ay1ve pue aeseg |" ‘TON a fS>, TIEN BAIN 8291 49°82E | 9808'S | G0°Z 60°IT ST | tT | .6 LL] Oost | "Uq4ve pue yeseq HS), TOW TOATH OXBUS 204 °F06 Bh0ST | 2ec's | O9°s 86°91 9'T | T | .6 AG} 000'9 |""URQIBe pu IJESeg OS», ULE IOATY oreus cd OSE, AL09T | #06'S | 29°C 0°91 ofl | LT | .9 AS) 000% | "U}4we pus yEsBg AS, THEW JOATY OABUS 008822‘ 1s 80'STs | FEL‘ZE | 09°S Gls Sol | - |. 88] 006s | Uytwa pue yreseg fen Ure UNOS ‘e099 —NOISIAIG H.LAOS 046899 ‘TS 988/168 wLLIg | otp'o | 24's | Fores | GIT | | .& 68] OOrT |:‘ujI¥e poe yeseg 3 ‘ON GO.» WRIT souepraord SeL‘sL, coLI2 | GIFO | LL's ¥6°S6 Gt | T |.8 98] O08 | "U}4ve pus yeseg “TON «GO» UE eomepIAoIg 964 ‘Z9$ OS'L1Z | SIr'9 | AL's ¥6'8% SUL | LT | .€ 96] 000% "URIBE PUG ese «OO» UW soueplaoid shad —NOISIAIG ‘IVHINGD ans 'F29'8$ 518° 126 49°26 | 8L8'T | 09°T 0's 4840 | LT | .A ST} 009°6 qreseg dep MoT 907‘960°S £0°67% | Gss‘9 | S8°F 67°86 $10 | T | 6 83 | 008'0% qreseg, * ToULUTELL £98 °86F | SL°6rS | 688'9 | 98°F 67°82 sO | T | 6 8%} 000° Tee ee teen tte aa age ya eyed ZL ‘GF0 ‘C$ TL'6r3 | 6889 | S8°F 6F'86 oy'0 | TL | «6 88] 0088 weseg Aor aoW pamens NOISIAIC HLYON 78°80" wise | use | u's esree wo | 2 |.¢ #8 poseg [occecete cere ee seer ee ceeeeeeeees uosreqqeg 991‘180‘9F £47916 | 680°0L | ST°S FL'¥8 mL | 3 | ue 8 qesed * oxBy orau0g 080‘829 ‘OT seers | USE | LA'S 8g°98 G0 | Z| uk 88 1B pus yeseg Sera opue A 876°E80°0T oo'gos | U6'6 | LA's 89°88 sy'0 | & | 8 88 ayUBID aTVI JWVSBIT 418 968'S 69° LOE 116°6 Tag 89°88 G10 3 u& 188 * sqIUBIN ‘+ yaeIQ UBmIpBed T28°998°s st'eze | W6'6 | L's 89°88 o4°0 | & | u8 88 SONU IE en See eae a ee ee aN y901Q deed OTF ‘898°8 se'60s | 16.6 | 14'S 89°88 ay0 | 3 | & &8) Gostst ft ts ayer [etree stirs rsssssss uel oca‘pes‘s1$ | so'ee$ | U6'6 | 14'S 89°88 G40 | 3 |G 88] T6S‘so |'UpTwa pu sypuBAp [errr eens qiodwen, —E1ddns NIV a10g su | MOG | AL ULT | Fad “WIT | OOO'T [Seog] UI “9aq) 180 q80D 1830, | 9H TIT | eu | SarayT | wor fred “9f | Jeq | J0qo | UISUOT Wore UO, aWVN Jad 4800] “40 *00g |84e10T0H]|-BAvoxg | sdo[g | MINN | -UVIG ageBioAy |£4108d.0 |'SspxA “NO|'SpA “NO “STUNNGE AO NOILV TALIA VOU — OF “ON PIGUL 104 Columbia Basin Irrigation Project Between Scotia and Camden, it will be necessary to move the Great Northern Railroad from the canyon of the Little Spokane River, as this will be flooded by the enlarged Chain Lakes. A tunnel has been planned for the railroad which will very largely reduce the curvature in the present line and protect the railroad from the drifted snow which occasionally makes trouble in the canyon. Construction of this tunnel must be started as soon as the project is authorized, owing to the necessity of diverting the rail traffic before any consider- able work can be done on the Camden dam, and the channel above Chain Lakes The quantities and costs involved in this relocation are as follows: Table No. 31— COST OF GREAT NORTHERN CHANGE. ITEM Unit Quantity | Unit Cost Cost Penrith, West: ssc coneceens neve erased saw sens Mile 3.05 $124,154 $378,670 SOO GA WESE oc. cscaearniawusiea 4 oe 2 Rae OaRaiNee aes eviee Mile 1.52 64,058 97,868 Camden Tunnel— Right of way and clearing. ............eeeeeeee Acre ‘DD i arsigeiveneence 2,250 Tunnel excavation «| Cu. Yd. 291,764 6.50 1,896, 466 Overhaul i.si23 cscacsasoean ces «| Yd.-Mi. 437,646 80 131,294 Transfer of track saz Mile G58" - | lisictaaiaicisre snares, 17,305 PINPINGCLINE. jaiacacdnancdece Ue podighywse dined NaMemee sy eG ae bea ake tes as a 20,000 $2,543,353 CONTIMESINCISS! sours ananeeginae ween oasis Dales Wenig eaaje -solntten cae mma mstanmaiare’ He sia lewiaremi nen’ S 3 MeieER 200,000 WTO ERT COS: cs ccssectacnsasid 215505. Ses aaaapseacicpesto DES pan sasmdiomiate + ten Ae ee ad ede ana $2,743,353 (5) Inverted Siphons. Designs and detailed estimates were made for inverted siphons built of steel, of reinforced concrete, and of wood stave. On the supply canal and the main distribution canals, the volume of water to be carried is greater than can be handled by one pipe. Where the pressure heads are low enough to permit of pipes 23 feet in diameter being used, four such pipes will carry the flow. As the heads increase and the limits of tensile stress necessitate the use of smaller pipes, the number of units required increases. In- creasing the number of pipes permits of postponing a portion of the installation until the project approaches full develop- ment, with the consequent saving of capital investment during the earlier years. Steel siphons are used for the larger volumes, and for all volumes under heads exceeding 100 feet. Reinforced concrete inverted siphons are used at the lower heads, as in the railroad under-passes. Concrete piers will be placed under all siphons, keeping the pipes clear of the ground and affording ready access for installation and maintenance. These piers will be reinforced with steel and will embrace the lower one-third of each pipe. Columbia Basin Irrigation Project 105 Since the piers embrace only 120 degrees of the pipe circum- ference they will not be affected by the tendency of the pipe to beome wider at. the horizontal axis when emptied. Further- more, the angle iron stiffening rings shown in the designs are expected to entirely eliminate the distortion in shape between the filled and emptied pipe. Massive anchor piers are in- cluded in the estimates of those siphons which are of consid- erable length or traverse steep hillsides. It is expected that it will be possible to build the siphons of steel having unusually favorable qualities, high tensile strength, resistance to rust, ete. By contracting for the large quantities needed, probably two or three years in advance, these qualities can be provided at a price not greater than is paid for ordinary steel required for quick delivery, or if it is desirable to use the usual grade of steel, this can be pur- chased far enough ahead of delivery to assure a comparatively low price. In either event, the project will receive the advan- tage of ordering the steel sufficiently in advance of require- ments to enable the rolling mills to make an exceptional price. In the cost estimate, the base price has been taken at $2.65 per hundred pounds, this being the Pittsburgh quotation at this time. To this has been added $0.35 for shaping, punching, and shop painting, $1.25 freight, $2.00 for erection, $0.60 for equipment, and $0.15 for incidentals. The estimates can be modified at any time by altering the price per pound to agree with the change in Pittsburgh base from $2.65. The control- ling factors, quantities, and estimated costs of the several siphons are tabulated following. _ bier PLAN! Concrete Fier i od" — SECTION “ Sti Kleners, 6°32 bs © /641bs §-0'6.€ -) £. creme pee 25 4 oo Cee ro | SIDE ELEVATION Hydraulic Functions 5 Dae ee SUPPLY CANAL Po 723° 5 +.0015 INVERTED SIPHON R- 575 v- 12.0 Ac AIES Q- 41994 COLUMBIA BASIN PROJECT One Pipe STATE OF WASHINGTON 1920 FIG. 31. Max. Head 687’ Length 17680. Snake River _ Hydraulic Gradient Concrete Pier CROSS SECTION Ss Scale of Feet SIDE ELEVATION sl = Hydraulic Func tions Lach Pipe Dia - 8-9" n2.015 P= 275° = .003 A= 601 Ye 927 Hyd R= 219 Q: 557. Q 50 /00 Scale of Feet ELEVATION AT RIVER CROSSING ‘Through Truss ~Deck Truss SNAKE RIVER INVER COLUMBIA BASIN PF STATE OF WASHINGT SECTION THROUGH TRUSSES FIG. 32. 1920 Max. Head 687 Length 17680. Snake River Hgdraulic Gradient PROFILE ao NDA Ae 200° a Sa SECTION Hydraulic Func tions Each Pipe Dia - 8:9" 72.018 P-: 275° S=+.003 A= 601 ¥< 927 Hyd P= 219 Q = 557. “VATION Deck Truss ' ' « SECTION THROUGH TRUSSES 200'° ' —- _ 200° 200° ° 50 joo. Scale of Feet ELEVATION AT RIVER, CROSSING ae SNAKE RIVER INVERTED SIPHON COLUMBIA BASIN PROJECT STATE OF WASHINGTON FIG. 32. 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Several methods of cross- ing the Spokane River were studied before the present design was adopted. An inverted siphon of steel or reinforced con- crete under the river was considered but was rejected on ac- count of the difficulty of acdtss for examination and mainte- nance. A. tunnel acting as an inverted siphon was rejected because the river bed to an unknown depth is composed of beds of sand and gravel interspersed with boulders and carry- ing a large flow of water. Any type of inverted siphon would create a loss of head which would decrease the fall available and therefore increase the cross-section of the tunnels south of the Spokane Valley. A steel through-truss bridge cannot be used on account of the excessive load, which is far greater than that borne by existing steel bridges. The truss bridge would also have inadequate clearance above the river. The adopted design calls for reinforced concrete arches supporting a reinforced concrete flume which is to be carried on steel hangers, extending into the arch ribs. This provides ample clearance for the highest floods in the river. Five parallel arches support the flume in four sections, each designed to carry its load independently of the others. A stilling basin is provided on the north shore where sedi- ment will be caught and discharged through the wasteway gates. A spillway in solid rock will be constructed capable of diverting the entire canal flow into the river. Four steel gates will close the entrance to the flumes and four similar gates will close the wasteway. Figs. 33 and 34 show the gen- eral outline of the structure and the estimated quantities and costs follow. n x 8 > | 8 c Ni z 2 2 Gi Z \ SPOKANE RIVER AQUE COLUMBIA BASIN PROJECT STATE OF WASHINGTON 1920 Appenpix H. COLUMBIA RIVER PUMPING PROJECT. General. The Columbia River Pumping Project contem- plates returning 16,500 second-feet of the flow of the Colum- bia River into its prehistoric channel, the Grand Coulee, and from the lower end of the Coulee distributing the water over a portion of the Columbia Basin area. Since the present channel of the Columbia River is 600 feet below the floor of Grand Coulee, it would be necessary to raise the water that distance either by a dam, pumps, or a combination of the two. Field surveys and office studies were made on each of these plans. The construction of a dam to create a gravity flow through Grand Coulee was determined to be impracticable. Such a dam would create a lake having a surface elevation of 1,552.5 feet above sea level. The overflow damages and international complications would make such a development practically out of reason. The elevation of the Columbia River at the inter- national boundary would be increased 200 feet, raising the water surface 170 feet through Arrow Lakes, and submerging towns and railways. The power developments on the Spokane River at elevations of 1,373 and 1,527 would be submerged. The dam would be over 600 feet in height with a crest length of 4,850 feet. Such a structure would require several years for completion and during flood periods in the river it might be necessary to pass 1,000,000 second-feet of water, introducing serious construction difficulties. The construction of a dam of such dimensions in a river as large as the Columbia, even on an ideal foundation, appears to be highly impracticable, if not altogether impossible. Studies made on pumping schemes indicate that the most satisfactory plan would be to construct a dam in the Columbia River at the head of the Grand Coulee having sufficient height to develop power for pumping. The pumping plant would consist of hydraulic turbines direct-connected to centrifugal pumps. This dam should be as low as possible to prevent overflow damages and provide a spillway for flood waters. From the flow in the river during the irrigation season it has been determined that a dam 180 feet in height above the level of Cross Strut wt rs > P. Frac chk ae Solid Frock BEEOGS ag te Se = th tt i ‘a i BE to Nag 3s PO9 Ae Ne eeerer He eee b> | Excavate fo Elev /92/° £ [DOT - 5 Eas . " = EA | q xcavare /o Vv 2 5 Dy y Scale of Feet LONGITUDINAL SECTION HMargers encase cin Concrete. , a Ss so o BWV cS se ee oy batt? ” w “N Steel Iie rods G \ Reinf Concrete Lining a 8" Thick. J aan 39 To 65' ] Daag TERT iz ASAE ETON EN y ° 5 10 ee Scale of Feet WASTEWAY SECTION > Flumes supported by hangers extending from the areca -— SPOKANE RIVER AQUEDUCT arch-ribs fo I-beams under floor COLUMBIA BASIN PROJECT S 5 10 STATE OF WASHINGTON Scole of Feet iG, 34. see SECTION AT CENTER OF SPAN l . espelem ee soon a “~S : cof (lary cena te Pr CFG f 1 f _ ~. H ie j Roe Barry \ 4 COLUMBIA RIVER DAM 4 AND PUMPING PLANT [—_Sandersan kK GRAND COULEE DAM oo | GRAND COULEE Lake ——+—____| |, / f ' Loe | 8 Mold (7; { e Jf of ‘Z Abnira wor Harthne | COULEE City DaM———4 { | Lge Cofulgs City = sf BACON TUNNEL BACON LAKE BACON DAM COLUMBIA RIVER PUMPING PROJECT COLUMBIA BASIN SURVEY COMMISSION STATE OF WASHINGTON 1920 SCALE OF MILES MAP VII. Columbia Basin Irrigation Project 135 the average low water would develop sufficient power for direct pumping. In the event that foundation conditions render construc- tion of a dam at this point infeasible, three alternate plans suggest themselves, each, however, having undesirable fea- tures. Ist. A dam farther up the river. 2nd. A dam farther down the river. 3rd. Independent power from some outside source. Consider these alternate plans in the above order. If a dam were constructed farther up the river, it would be nec- essary to construct a very expensive supply canal along the rough, broken, steep slopes of the Columbia to convey the water from the dam to Grand Coulee, or place the pumping plant at Grand Coulee. The pumping plant if placed at Grand Coulee would operate under a pressure head of approximately 600 feet. From a mechanical standpoint this would involve a serious complexity of design. It would be necessary to generate and transmit electric power to motor-driven pumps. This would require a dam 187 feet above present water surface and a plant having an installed capacity of 1,845,000 horse power. A dam below Grand Coulee, if not too far distant, would create back water at Grand Coulee and decrease the pumping lift, but the water available for producing power for the pumps would be decreased by the irrigation demand. If direct-connected pumps were placed at the dam, the same dif- ficulty of conveying the water along the Columbia slopes from the dam to Grand Coulee presents itself. The height of dam necessary for the generation of electric power would vary from 180 to 230 feet, depending upon whether or not back water occurred at Grand Coulee. If it proved infeasible to construct a dam at or within reasonable distance of Grand Coulee, it would then be neces- sary to secure power from an outside source from plants having an installed capacity of 1,845,000 horse power. (1) Area of Land Covered. The irrigable lands under this plan are in two groups, the Quincy area of 385,000 acres under the West Canal and the east side area of 1,018,000 acres under the East Canal. Map No. VII shows these areas and the canals supplying them. (2) Water Requirement for Land. Using the water duty and the classification of the lands as determined for the Pend Oreille supply, it was found that 13,305 second-feet of water 136 Columbia Basin Irrigation Project would be required on the land, and to provide for regulation and other losses, a gross diversion of 16,620 second-feet would be necessary. (3) Water Available. Gaugings have been taken for many years at numerous places on the Columbia River. From these it is possible to determine very closely the flow at the entrance of the Grand Coulee. The minimum flow during the irrigation season, April to October, varies from about 26,400 second-feet to 31,000 second-feet. In years of normal flow, the April and October minima average over 50,000 second- feet. During the time of maximum irrigation demand, the flow of the river is several hundred thousand second-feet. The drainage area above the entrance to the Grand Coulee exceeds 74,000 square miles. Numerous tributaries enter Columbia River between this place and The Dalles and it is not probable that the diversion required would adversely affect navigation. (4) Columbia River Dam. The point of great uncer- tainty is the matter of foundations for the dam. The Colum- bia River in this locality is bordered by gravel terraces on both banks of the stream, the larger one here being on the north bank. Outcrops of granite are found on both sides of the river at elevations of 150 feet or more above the river level. There is no question but that a dam with a height of 180 feet could be anchored to the granite at both ends, at least as far as the crest line is concerned. The problem, therefore, is the depth below the river bed to the granite as a foundation for a masonry dam. In the section of the Columbia from the mouth of the Wenatchee River to the international boundary, there are only one or two instances of bed rock occurring as the bed of the stream. Throughout this long section of the river, the stream is running for the most part over great deposits of boulders, gravels, sands, and other wash materials. At the close of the Glacial Period, the channel of the Columbia was clogged with debris to a height of several hundred feet above the rock floor of the valley. While much of this glacial sedi- ment has now been carried away, a considerable portion yet remains and the river is in the main spending its energies in the removal of the glacial debris and is not working upon the bed rock. It is very clear that in the stretch of the river at the head of Grand Coulee, the Columbia has the old glacial deposit and not the granite rock for its bed. Columbia Basin Irrigation Project 137 Judging from the outcrops of granite on the sides of the valley at the opposite ends of the dam, the maximum depth to bed rock in the center of the channel is estimated to be between 150 and 250 feet. The probabilities are that the depth will be in excess of 200 feet, rather than less. There are many large boulders of granite lying above the bed rock, which in turn support the deposits of gravel and sand appear- ing at the surface. The topography of the bed rock and its depth at the damsite can only be determined by a series of drill holes. Every probability-points to the site being not suitable for a dam of sufficient height to develop the power required. Other sites were examined above and below the head of the Grand Coulee, but none presented more favorable con- ditions. The loss in generation of electric power, its trans- mission, reconversion to mechanical power at the pumps, and the necessity for pumping against a head of 600 feet, or the construction of a canal:line over steep and broken slopes to Grand Coulee, are controlling factors against them. Assuming that a foundation was found 100 feet below the present surface at the head of the Grand Coulee,* the con- struction of a dam giving 180 feet head at this point would involve the excavation of at least 8,000,000 cubic yards of material and would require about 5,000,000 cubic yards of concrete, exclusive of that required for incasing the pumping plant. The dam at its crest, at the elevation 1,130 above sea level, would be 3,100 feet long, and at the elevation of the turbines it would be 1,500 feet long. The turbine installation being 1,650 feet long, would require excavation into the hill or a short wing-dam. The spillway section would have a length of 1,800 feet and would pass a flood of 1,000,000 second-feet with a 30-foot depth on the crest. Several years would be required for the construction of such a dam, during which time the unfinished works would have to be protected from annual floods in the river, which problem alone precludes making a satisfactory estimate of cost of a dam at this site. It would be necessary to construct thirty miles of rail- road to bring in several million barrels of cement, thousands of tons of machinery and steel, and general construction camp supplies. In all probability the construction of such * This location is in N. %, Section 1, T. 28 N., R. 30 E., W. M. TaAATVaS JAOGV NOLLVASTA ozear NOLONIMSYM 40 BLyLS NOISSINWOD AZAHNS NISVS VWIEWNI10D LODgrOdd ONIdWNd Y3SAIY VIEWN10D ALISNVA 000 "S413 P/NOG %/aAv41g puos ool! 007d) Ovuel yey piles O00rI oost Sea “Se OIE aad Ni JONVLSIC “€p6-6IGI'01420 SM S4aPinog #/AABAD 1834 a0 F1v90S SSS. ocot oos oO alis Wvd 34 2044 wee TSAST VAS SAOGV NOILVARTS | 000‘0¢ I © | | ! 000'SZ 000‘001 3XxV1 3SS57NOD GNYYD aa ) &) 000'SZI i 000‘0S1 ; Wva ALID 339N0D : 000°SZ1 me MILES DISTANCE IN FEET 3y4v1 NOOva ~SWNYWSD AlddNs JSOQNS | Wvd NOSve : § ¢ TAAAT VAS JAOGV NOILVAATA 000'00z TAAAT-VAS JAOGVY NOILVARTA o 8 3 — _ 1600 1500 1400 1100 900 LNVId ONIdWnd GNv Wvd YaAIY VIaWN105 | BANS VGN IOS F at Wvd aS°1NOS GNvYyS ' | i | ) | 000'se DISTANCE IN FEET MILES STATE OF WASHINGTON 1920 FIG. 36 SUPPLY CANAL PROFILE COLUMBIA RIVER PUMPING PROJECT COLUMBIA BASIN SURVEY COMMISSION “He 000'SZ 3yV13397N0D aNvUD | , | | 000‘001 ®) 000‘SzI Columbia Basin Irrigation Project 159 a dam would call for an expenditure of from $60,000,000 to $75,000,000. (5) Pumping Plant. The pumping lift above a 180-foot dam, in the Columbia River at the head of the Grand Coulee, would be 420 feet. This would require a development of 990,- 000 horse-power at the turbines. Thirty-three turbines of 30,000 horse-power each, direct-connected to an equal number of 84-inch two-stage centrifugal pumps would be required. The turbines and pumps would be enclosed in reinforced con- crete chambers on the up-stream face of the dam. Each pump would lift 500 cubic feet per second, discharging into a seven- ‘ foot pipe. These pipes would connect with steel pipes laid up the side of the canyon to the head of the canal in Grand Coulee. The power installation would be 1,650 feet in length. If it should be found that 180 feet difference between the head water and tail water could not be maintained on account of backing up of water below the dam during the flood season, additional units would be necessary to compensate for the loss of power. This would require a larger plant installation. Table No. 46—COST OF PUMPING PLANT, EXCLUSIVE OF DAM. TOTAL FOR 33 UNITS | Unit | Quantity | Unit Cost Amount Excavation for discharge pipes...... .......seeee Cu. Yd. 30,000 $1.20 $36,000 Steel for discharge PipoS............. cece eer ee eens Lb. 69,052,170 -07 4,833 ,652 Concrete piers for discharge pipes...........+++4.- Cu. Yd. 9,100 15.00 136,500 Reinforcing steel in PierS............cseeeeeee ee eeee Lb. 184,800 -06 11,083 33 Turbines and pumps delivered at $310,000 each..|..........[ecceeceee ee efeseee re eeene 10,280,000 Conerete chambers to enclose plant, heavy re- imfOrceMeNnt ....... cece cece eee cent eect eee eee 4 is 115,533 27.00 3,119,391 Concrete chambers, plain concrete.. die 570,900 10.00 5,709,000 Mechanical installation «sx susrewea as csaumiyan.cisde yoni enuaenie) |lemmiinenvearenalerestegeaciaein 300,000 Racks and headgates..............-- csr isk is il eva estaccave aeetall sta ansea Sa Se deat 500,000 Ineidentals, including extra parts and machine SHOVE paces vwastianan ane siene-ca.nerdsacunnericnan eyien| OUTER ey | ean RN tr RES 600,000 Engineering ......... cece cece cece eee nner e Ee ene ea ener een te 205 ,150 $25 ,680, 781 Contingencies ...........-- OEE CEE 500,000 Total cost of pumping plant........... cc cece cece eee een nee ee nett e tee ees $26 180,781 (6) Conveyance of Water from Diversion to Use. Water pumped from the Columbia River would flow through the Grand Coulee, which would be converted into a lake by dams near each end of the Coulee. Near Coulee City, the supply canal would leave the lake and carry the water near the town of Bacon. From Bacon, one distributing canal would convey water southwest past Soap Lake to Ephrata, and westward to Quincy. The distribution system under this canal would be practically the same as that laid out for the Pend Oreille supply. 140 Columbia Basin Irrigation Project Another distributing canal would pass near Adrian and Wilson Creek, run southward nearly twenty miles and thence to the southeast. The distributing system from this canal is the same as the lower portion of the distribution system de- signed for the Pend Oreille supply. Under this plan an area consisting of 350,000 acres of land lying from Hillerest west to Ruff and south to Weber, Rox- boro, Cunningham and Connell, including some choice land west of Cunningham, would be left without water. This area could not stand the burden of bringing an independent water supply from the Pend Oreille River, and would therefore be cut off from any practical possibility of ever being watered. The wasteway and secondary storage opportunities on the east side of the pumping project are much inferior to the cor- responding opportunities under the Pend Oreille supply. On the west side, the wasteway facilities are the same as under the Pend Oreille supply. (7) Summary of Estimated Costs. The following tables state the dimensions, quantities of materials, and estimated costs of the principal structures required to convey water from the upper end of Grand Coulee to the farm laterals. The unit costs and methods of estimating quantities and costs are the same as were fully described in discussing the Pend Oreille supply. That discussion should be read in connection with the estimates of the Columbia River Pumping Project. 141 Columbia Basin Irrigation Project 962,288 geetgogg [rite cect rec yrteceetees[eeeee se eee[ee eee ener ese ees s1240,L 000‘9 000°0L alee nee e cence cee eee sslauaZuyyuog 000‘8T. : SULMULs Ug cue. ss} conte «sd gata «sf ante, rereeetteeeeefeteeteersreeeerrteterees THO) [haere 48312 UO PRO [aABIDH 006 ‘SIT "i ‘yuyer qusIL ‘BUIBB] 3491000 ozt‘z.43=—Ssié‘(L|:«Co‘or)6=—Ssté‘zL| Cg’ ~=—Ssé‘|:«CgaCi(‘ié‘Y:CTTQSB | OOATBG ye Tees eA ‘PAC “ZUINB] YIOL UOMBiedeag 00g‘ FE 00S‘ FE 000‘69 0g “PA NO “OU T3189 omesp As $83‘ FPO SF9° 6FT 01699 06 ‘PA UD Ty 30u 0006 =i‘) 0g SSt«*dsCtzSSs«*dtCowe «| (ngtg | ngtg feet ttt etteeferetettsee ees 00°Z ‘DK 19 “guryouary 4yoor prog 009 009 o0¢ 06°T “px TO sreesrees* $a0L SILOS 006 ieee 006 008‘T 09° PENG [rrr ttre Yaor 8s00', OS ‘2T$ 084 ‘SF G18$ 00g‘ 002 ‘9% egL‘F$ 020‘6T 93°08 DO es ee WOVABIXI YPC qunouy Aqryueny qunowy Aqyiyquend qunoury Ayrquend qunouy Ayrquengy 4sog yu wun Wai STV.LOL Wvd NoOvVa Wvd ALIO AATAOO | WVd A@ATNON AGNVUAY ‘SUVd AO LSOO — LF ON PMUL 142 Columbia Basin Irrigation Project Table No. 48. RECAPITULATION OF DAM QUANTITIES ALONG CANAL SYSTEM Orest Length | Height | Max- |Cu. Yds. LOCATION Type of Above |Depth ofjin Struc-| Cost Crest | Founda-| Water ture tion a Feet Feet Feet 1 Coulee ........... Rock and earth fill..... 1,120 80 70 185,270 |$205,398 Cocle City TT) Roek fill... 2... | 7,400°] 52 44 | 383.500 | 450,760 BRCOU isatises ssctace dee § Rock fill...........0-. 4 2,600 60 52 172,400 | 227,600 TO alSescpeay wailiasaderrinanmeewadidsany'y frre tttee[eeee ee eee lees eeeeee 741,170 ($883,758 143 Columbia Basin Irrigation Project gsonze‘gog [tcc osttogs‘tig fo pep‘teo'teg [cc gortocetag [occ freer ee ee ste10L 066‘ 19F‘9 ea evcnnte Sa dusra tacos ocr ce -| 9g0*aIe's Fyre oct = UMM (coaes i cad Us cata ala Sila GES LR RE sslauesUIyU0N OFF ‘886'T 016 ‘C86 01993 ++ Supasursuq 00°6F rats ese eistaiaie aif ‘ wat ose abet ll biden ea Smamemines a [rea Noor £10 00098 y “scdo[s uo yaor psseid pueH 006 Z ya1dm0d SUISSOLD PVOY cel eee Siete [ies Savas. eRe a Stew a aiwlenatel ese es 60° [e698 SUISSOID PBOY G98‘ 881'S 060‘ TSF ‘9S SSL‘ CGF 0F9‘Z9‘S 208° L89°T 90° “T+ [aaqs BULOLOFUISy PPL'ZSL'68 | F88'98P'S BLO‘OG'L =| L99°SLF BLuP‘E0e‘Te | L9P°9S6'T 000916 096° LS 00°9T ‘PAS vottes BUTOIT 3}aIITOH F81‘666‘S 008‘ 66h‘ FOL‘SE8 OZF ‘869 082'814°9 006‘ 18h‘ 008°Z8S‘T 000‘618‘T 03°T = UOT}BABIXS YIOL POS 009‘ 228" T 000‘ 9#0'E 366008 ee Fee 300° 229° T osotine fo 09° peng | . toe (Boxe uvdpiey pue VOL Vs0O0T FOL‘ EPG PF 029‘ STL‘ 8¢0‘TI6 063 ‘GeaF ggg‘eoa's 088828‘ LT. “PL IAG,. 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NI GALAYONOD “popny a0) — SNOHdIS GALYAANT tO LSOO — so ‘ON PCR Columbia Basin Irrigation Project 149 Table No. 54— RECAPITULATION OF INVERTED SIPHON QUANTITIES. Maxi Diam- | Veloc-| Capac- | Weight LOCATION Length | mum | No. | eter |ity Feet) ity in of Cost in Feet | Head | of of per |Second-| Steel in in Feet| Pipes| Pipes | Second| Feet Pounds _ Sahel rab Creek ......... 5,565, 258 4 17 0” 13.3 12,092 | 39,174,540 | $3,391,147 ae : 8,903 187 4 18’ 6” 11.0 11,828 42,970,180 3,734,622 aie Gan 26 3,419 115 4 18" 0” 10.7 10,892 | 16,693,116 | 1,473,419 eee ee. _ 8,069 191 4 18’ 3” 10.5 10,988 | 41,676,360 | 3,566,929 Rls S ie me i 8,098 196 4 i ” 10.2 10,100 | 41,555,200 | 3,552,682 wea ol nie 0. 2. 196 4 17’ 9 10.2 10,100 | 31,796,000 | 2,723,260 an ; ae OS se sla cermieie 165. 4 17’ 6” 10.2 9,812 | 30,072,000 | 2,711,128 mningham . 75 2 | 17 3” | 10.0 4,674 | 3,418,800 317,665 eoroe see 93 2 1 3” 10.0 4,674 5,240,400 476,239 attlesnake : 80 2 16’ 9” 9.9 4,362 2,767,500 262,130 Washtucna ......... 475 4 12’ 9” 8.3 4,240 | 36,288,900 | 2,957,370 DISTRIBUTION SYSTEM— Lateral ‘“‘N5’’ .......] 10,000 50 2 4! 4” 13.0 384 1,750,000 160,041 Shano “CG” .. 13,200 | 190 | 1 | 12 3”| 16.45] 1,989 | 11,892,666 | 1,068,494 peooueray Sonn ae oe 1 ei be 14.5 1,852 18,211,134 1,222,256 paeeral Ae dace ie z Le 1 1,362 665,500 69,655 ee ae aise oo oe 9 100 2,'720,000 208,415 ee as ae aid 7 6” ae 300 2,078,000 175,990 Lateral “S41” . 1g,000 | Iso | 1 | 4 e” | 6.9 hie | s.o80'c0o | _ 268°200 Some] "eos | ih | ot |e Be) Tie | Sata | ee 9 2 S 10,000 3,920 Dry Coulee ... 2,536 242 2 15’ 6” | 12.3 4,660 7,025,980 590,912 Grand Coulee 9,942 356 2 14’ 9” 11.96 4,888 | 35,015,000 | 2,728,030 Potholes ...... 21,760 190 1 16’ 0” 9.76, 1,980 | 24,936, 2,218,029 Frenchman . 12,680: 149 1 15’ 3” 9.45 1,750 | 10,286,270 | 1,040,392 Babcock vase 9,000 50 1 10’ 0” 7.1 538 4,230,000 399 ,200 Lateral ‘‘N6” .. 9,530 100 1 9 Ov | 13.8 876 3,335,500 10! Totals........ 235,800 Jo cccecccfececvel ere cceecleceeeeneteerersces 462,012,860 |$40,903, 361 Table No. 55— MAIN SUPPLY, EXCLUSIVE OF COLUMBIA RIVER DAM. T ITEM Amount Contingencies | Total Amount Overflow damages above Columbia River dam $1,000,000 |. ..ceeseeceereee $1,000,000 Pumping plant .......-e+eeeeeeeee jie eats winaanteree 25,680,781 | $500,000 26,180,781 Railroad ...cc cece ececee ence even eenerceeeseenen tees 450,000 450,000 Canal, Columbia River dam to Bacon Lake...... 2,667,018 2,955 ,468 Grand Coulee Lake, both dams and overflow TIGhtS 20... cc cece eee e terre eee ee eee en en tenn eeeees 871,158 897,158 Grand Coulee, outlet gates. 76,570 81,570 Bacon tunnel .........+-+- 4,909,988 5,396,128 Bacon dam ............- 217,600 F 227 ,600 Bacon dam, outlet gates.. 57,300 4,500 61,800 Totals. cccccccccccnevececeeneneeeneeseeeane $35,980,415 $1,320,090 $87 , 250,505 150 Columbia Basin Irrigation Project Table No, 56— WEST MAIN CANAL. ITEM Amount Contingencies | Total Amount Canal, main and all laterals....................5- $10 423,736 $856,450 $11,280,186 Quincy main, tunnel No. 1... 191,205 18,930 210,185 Quincey main, tunnel No. 2.. 168,261 16,660 184,921 Quincy main, tunnel No. 3.. 305,918 30,290 336,208 _ Dry Coulee inverted siphon... 583,252 7,660 590,912 Grand Coulee inverted siphon........... 2,709,570 18,460 2,728,030 Great Northern crossing west of Quincy 114,126 114,126 Potholes inverted siphon.... 2,218,029 2,255 , 229 Frenchman inverted siphon. 1,040,392 1,059,702 Low Gap tunnel... ..ccscecscsecscinecces 844,624 927,874 Inverted siphon ‘on lateral “N94”? Babcock. 391,200 399,200 Inverted siphon on lateral “N6’’........ 284 ,006 287 ,006 Chute on lateral “N7’.......+6-06+ 24,237 25 , 237 Road crossings ....... 78,134 78,184 Fences .......0.005 x 188,370 188,370 Telephone-Jimes « sisisssase suas a wis crinavwianstcuawsais nis wis ease cod 127,200 127,200 MObBIS sxesieeniien ie deeseten emetic hil we ati $19,692 , 260 $1,100,210 $20,792,470 Table No. 57— EAST MAIN CANAL. ITEM Amount Contingencies | Total Amount Canal, main and all laterals.................00eee $45,774,344 $5,317,090 $51,091,434 Grossing of Washington Central We. : 10,572 750 11,322 Long Lake tunnel No. 1. aa 730,130 72,290 802,420 Long Lake tunnel No. 2. a 266 ,620 26,400 293,020 Long Lake tunnel No. 3.. ai 348,659 34,520 383,179 Stratford tunnel ......... is 1,755 ,600 173,810 1,929,410 Crab Oreek inverted siphon... os 3,356,957 34,190 3,391,147 Broken Rock inverted siphon. avi 3,676,822 57,800 3,734,622 Black Rock inverted siphon... ae 1,448,899 24,520 1,473,419 Black Rock tunnel ............ ous 995,144 98,520 1,093,664 First Coulee inverted siphon........ si 3,515,899 51,030 3,566,929 Weber Coulee inverted siphon No. 1. sue 3,502,152 50,530 3,552,682 Weber Coulee inverted siphon No. 2. we 2,684,150 39,110 2,723,260 Lind Coulee inverted siphon.......... ie 2,661,838 49,290 2,711,128 Providence tunnel ............. na 3,932,527 389,330 4,321,857 Cunningham inverted siphon. xd 311,205 6,460. 317,665 Hatton inverted siphon....... a 467,309 8,930 476,239 Rattlesnake inverted siphon. as 256,450 5,680 262,130 Reeder tunnel ...........+..0085 aah 703,677 69 ,660 773,337 Washtucna averted. Eiphon. ee | 2,926,420 30,950 2,957,370 Delany tunnel No. se | 274 882 97,210 : Delany tunnel No. i é 264 ,962 26,280 291,192 Delany tunnel No. 3.. 264 , 962 26 ,230 291,192 Delany tunnel No, 4.............. 166,546 16,490 183,036 Inverted siphon on lateral OND ins 158,041 2,000 160,041 Crossing of Connell Northern Ry. VEVONO: hee setecag acess y 13,910 Inverted siphon on main “CG”’..... 1,053,494 15,000 1,068,494 Skootenay Springs inverted siphon. 1,202,256 20,000 1,222,256 Inverted siphon on lateral ‘072’... 68,655 1,000 69,655 Inverted siphon on lateral ‘‘C781” 207,415 1,000 208,415 Inverted siphon on lateral ‘‘C8"’.. 173,990 2,000 175,990 Inverted siphon on lateral ‘‘C82’’... es 48,160 200 48, 360 Inverted siphon on lateral ‘“S41"...............0... 250,990 1,300 252,290 Reinforced concrete inverted siphon on lateral BSED wc ehaindiamus aa 80 AareseGaieesenO.s a ameatreaeen 238,730 5,000 243,730 Snake River inverted siphon...... i, 5,050,770 86,500 5,187,270 Tunnel, Eureka main “SJ” No. 1... 147,389 Tunnel, Eureka main “SJ” No. 2... 775,034 Dam on Eureka main “SJ’’..... 58,150 Inverted siphon on lateral “S86” 73.990 Chutes and drops, entire main... 608,146 Road crossings ...........++ eee 308,491 Fences .......+..5+ a 540,900 WelerhOnd Ute. qac0caicc as asucue cna ccicen sa apeenomaien 375,000 TOtalSsccte ss oo ts sa yeita eats Seis tise $91,587,956 $6,883,231 $98,421,187 Columbia Basin Irrigation Project 151 Table No. 58 — RECAPITULATION, COLUMBIA RIVER PUMPING PROJECT. ITEM Amount Contingencies | Total Amount Overflow damages above Columbia River dam.... $1,,000;000) leveskaineaewcnes $1,000,000 Pumping plant .........ceceseeeeee nee s eee ee ee eeee es 25 ,680,781 $500,000 26,180,781 Railroad, Coulee City to Columbia River dam. site, 30 miles at $15,000 per mile, including salvage 505000: |. cacaisircsnonarcaaie 450,000 Canal, Oolumbi: AMC as inaingevecass fa shhitin da’ shot nustneshdotoiee-ase naj sianaicos sie 894,813 119, 952 1,014,765 Grand Coulee Lake, overflow rights and dams IG: GACH (OLA piscccorst cvescieja ste cscs suacarastconn is ¥ Sie aauelatapacanotah 871,158 26 ,000 897,158 Grand Coulee Lake, outlet gates....... is ah 76,570 5,000 81,570 Canal, Grand Coulee to Bacon Lake... 1,772,205 168,498 1,940,703 Bacon tunnel seo 4,909,988 486,140 5,396,128 Bacon dam ...............0005 sae nigh 217,600 10,000 227 ,600 Bacon dam, outlet gatos........... ccc ee eee eee ees 57,300 4,500 61,800 Sub-total, Main Supply, excluding Co- Tum bie Raver. Dawe ies 6.5 vis ssavervessibinsa-acasais sei) evacsveranegions ate noersatall vemap eaves Se ARdoes $37,250,505 East main canal to Snake River, and laterals.... 83,483,807 6,467,240 89,951,047 Eureka main canal and laterals............-+-+++- 8,054,149 415,991 8,470,140 West main canal through Quincy district, and laterals 19,692,260 1,100,200 20,792,470 Distribution system below 100 second feet ca- pacity 21,045,000 21,045,000 Spillways and wasteways on main cana 22,743 772,343 Spillways and wasteways on laterals... 400 ,000 400,000 Lateral headgates ............e eee eeeeeeee oe 463 ,218 23,161 486,379 General incidentals, miscellaneous items, in- eluding patrol houses.............eeeeee ee eeeee 600,000 |..... 2. eee ee eee 600,000 General engineering, administration, and legal expense preceding construction.........-.-..+.. BAT B00 eee ee eee ieinainaiys 841,800 Administration, legal, and general expense dur- ing CONStrUCtION ......... cece eee eee teen eeees BPAO 000 Mecsicciiescssinieviencasere’ 2,240,000 TOES iva tin's i xccisicucinrsigte VC eiessreraicserd le sadisweieiyds § $178, 473,392 $9,376 , 292 $182,849 ,684 Assuming feasible foundation, and that the river can be controlled during construction, Columbia River dam is estimated to cost from............ $60,000,000 to 75,000,000 Pots) COsSt OF POLE ansares 9 crs avceraccse as peeseeeees re Mee eeneninle Cee | $242,849, 684 to 257 ,849 ,684 Cost per acre for 1,403,000 acres irrigated, $173.09 to $183.78. (8) Comparison With Pend Oreille Supply. First. The needs of state and national development require the reclama- tion of the largest possible areas of land, and any project which leaves undeveloped an adjacent area which might have been included, is an economic loss. Second. The cost per acre under the larger area would be no greater than under the smaller area. Third. The reliability and simplicity of a direct gravity flow of water are immeasurably superior to the complexity of operating a power and pumping plant with a large number of turbines and pumps which would be stressed higher than any existing equipment of equal capacity. Fourth. The annual operating and upkeep cost of the pumping plant would be much greater than the charges under the gravity system. 152 Columbia Basin Irrigation Project To these should be added the impracticability and perhaps impossibility of building a dam in the Columbia River near Grand Coulee or of securing sufficient power from any out- side source. Every consideration indicates the superiority of the Pend Oreille gravity supply over the Columbia River pumping supply. (9) International Treaty Obligations. The treaty* of August 5, 1846, between the United States and Great Britain, provides that navigation on the Columbia River from the international boundary to the ocean ‘‘shall be free and open to the Hudson’s Bay Company and to all British subjects trading with the same * * * with free access into and through the said river or rivers, it being understood that all the usual portages along the line thus described shall, in like manner, be free and open.”’ This provision of the international treaty prohibits the construction of the proposed dam in the Columbia River un- less locks are also constructed to pass navigation by the dam. The treaty is silent upon the size of vessels. This point would have to be determined probably by international convention before plans could be drawn and estimates made of the cost of the locks. It is apparent, however, that a flight of locks adequate to pass even small craft through a difference of elevations exceeding 180 feet would be exceedingly difficult to design and construct and would cost a very large sum of money. To create a new treaty covering the situation, or to abrogate the existing treaty, would delay the project possibly many years. The existence of the treaty in its present form practically eliminates further consideration of any plan re- quiring a high dam in the Columbia River. * “Treaty between the United States and Great Britain in regard to limits westwards of the Rocky Mountains,” Article II, 1 Remington’s and Ballinger’s Annotated Codes and Statutes, page 17, 1910 edition. Appenpix I. WENATCHEE LAKE-QUINCY PROJECT. General. The possibility of using Wenatchee Lake as a storage reservoir and a source of supply for irrigating water for the large area of land lying east and south of Quincy, Winchester and Ephrata has been discussed for a number of years. Several preliminary reports have been made covering such development and some years ago the Quincy Valley Irri- gation District was formed for the purpose of constructing the necessary works. Financial difficulties prevented the exe- cution of these plans, although legislation was secured reserv- ing a portion of the water of Wenatchee Lake for the use of the Quincy area. The earlier studies were made available to this commis- sion, but were not found as comprehensive as was desired by the commission. A field party was therefore sent to We- natchee Lake and a detailed topographic and location survey was made from the lake to the district. The land classifica- tion and other studies within the district were covered in con- junction with the Pend Oreille supply study. (1) Area of Land Covered. There are 410,000 acres which may be watered from the Wenatchee Lake. Of this area, 387,000 acres are in the Quincy Valley and 23,000 acres are on the Wenatchee and Columbia River slopes and in Moses Coulee. The area in the Quincy Valley consists of 241,000 acres class ‘‘A’’ land, 72,960 of class ‘‘B,’’ and 73,040 of class ‘‘C.’? The discussion given on pages 24 to 27 concern- ing soils, classification and productivity of the Columbia Basin lands applies to the Quincy Valley area and need not be repeated here. The greater portion of the land lies in a very flat basin sloping southward from the Great Northern Railroad and drains into Moses Lake and Crab Creek. With the full development of the irrigable lands and the maximum use of water, it will probably be necessary to con- struct a drainage system through the central portion of the area, leading into Crab Creek or the pothole region west of Crab Creek. Natural drainage exists through the Willow Spring Canyon, through the Frenchman Springs water course, and into the pothole country west of the irrigable area. These are fully discussed in Appendix D, ‘‘Drainage and Wasteways.’’ 154 Columbia Basin Irrigation Project (2) Water Requirement for Land. These lands will re- quire from two and one-half to three feet of water to sustain intensive diversified farming. The average requirement, however, will be about 33 acre-inches per acre. The percent- ages of water loss due to seepage, evaporation and regulation were assumed to be the same as on the Pend Oreille supply, five per cent in the main supply canals and fifteen per cent in the distribution system. Applying these figures to the net duty on the land, gives a gross duty or diversion requirement of 3.34 acre-feet per acre. This is equivalent to a seasonal demand of 1,314,960 acre-feet, and during the month of maxi- mum use, a flow from the reservoir of 4,550 cubie feet per second. The Great Northern Railroad Company has a power plant near Leavenworth, on the Wenatchee River, with a water right of 525 second-feet. In order to release a portion of this water from the power plant demand and make it avail- able for irrigation, it is proposed to construct a power plant near Dryden in lieu of the existing plant near Leavenworth. The new plant will be supplied with 170 second-feet of water under a pressure head of 590 feet. This will supply the rail- road with the same amount of power as can be generated in the present plant, using 525 second-feet under 187 feet head and release 355 second-feet for the use of the Quincy District. The 170 second-feet of water discharged through the pro- posed new power plant, plus the flow entering Wenatchee River below the Wenatchee Lake dam and above the intake for the Wenatchee Irrigation District (7. e., between mouth of Beaver Creek and Dryden) will be sufficient to supply that, district, and all other existing rights on the Wenatchee River: There are a few short periods during which small amounts of water must be released from storage to supplement the flow available for the Wenatchee canals. The amounts are as follows: Table No. 59— WATER RELEASED FOR WENATCHEE CANAL. October, LUM - sarsivviisnis aad so ae ae asiiee 102 second-feet, equals 6,261 acre-feet. September, 1912 ................+..-. 52 second-feet, equals 3,089 acre-feet. OCtODST, 1912 eeiscissacranis odes os oe eee 116 second-feet, equals 7,120 acre-feet. October, WAT cscuesaicsueis ee daaetens 48 second-feet, equals 2,946 acre-feet. Since these amounts are much less than the residue re- maining in the reservoir in those years, they have been omitted from the demand shown in the table. The figures given for ‘‘Combined Demand’? therefore rep- resent 170 second-feet continuous flow for the new power Columbia Basin Irrigation Project 155 plant, plus the Quincy irrigation demand for 410,000 acres at 3.34 acre-feet per season. Table No. 60— WATER REQUIRED FROM WENATCHEE LAKE. 170 Secona-| DEMAND econd- E ‘D MONTH Feet + Combined Prior Per Oent. Demand Demand Each Acre-Feet | Acre-Feet Acre-Feet Month January IO 453: ‘heesk ac axoe lamented 10,453 February .. . GATE le ciasaraydupasésgncisa'| Nindonviseeccss Mee 9,442* March eee 7 10,453 3.00 41,082 51,535 ADE) 4 s:eaeneatas mets 10,115 4.65 63,677 73,792 MEG Ve sagan ase daicazsa i208 10,453 14.92 204,314 214,767 June sees 10,115 16.00 219,104 229,219 July ....-. wine 10,453 18.68 255,805 266,258 August .. sii 10,453 20.42 279,631 290,084 September «caine a. swel sh cs sakes ae TREE we ee teeee 10,115 13.80 188,977 199,092 October ...... acoitt 10,453 8.53 116,810 127,263 NOVO@INDSE! seine sos s:2 aisinctierscs SF Siesease lee soevaieteleseinieeeaies sencaiets 10,115* | s2cmce deans |ixtareceeas 10,115 DECOMVEE! wecies,sibacicl ys nr yacomianie cae we ednnaene MO ea alee VO cA SS» I catarcssicnsnacinsizsa | evsistarncessaroslee 10,453 POPES: 2 sjudsscern onsionsye seh ae Redeem One RERUNS 128 ,073 100.00 | 1,369,400 | 1,492,473 *9,778 for leap years. 9,442 for other years. (3) Water Available From Wenatchee River. Gagings of the flow of the Wenatchee River have been made from 1904 to the present time. While these readings were not all taken at the same place, they give a satisfactory record of the flow. Gagings of river flow at places lower down the stream than the station near the mouth of Beaver Creek have been reduced on the basis of the relative drainage areas. The watershed above the Beaver Creek gage is 591 square miles. The average annual demand upon the reservoir would be 1,492,000 acre-feet. The average flow of the stream during the 16 years since gagings were started has been 1,657,000 acre-feet, although during the year ending October 31, 1915, the flow was but 966,400 acre-feet. From the foregoing, it is apparent that the supply must be carefully conserved. The difference between the maximum demand of 4,720 second-feet and the natural flow of 766 second-feet during August, 1915, would be drawn from storage. Since the flow from July, 1914, +n etober, 1915, both inclusive, is less than the demand by 1,U77,900 acre-feet, a storage of at least that amount must be provided. Evaporation losses were estimated for all elevations of water surface and all months of the year, using the loss rates as determined on nearby Kachess Lake.* Surplus reservoir “‘inted States Geological Survey, Water Supply Paper No. 486. 156 Columbia Basin Irrigation Project capacity has been estimated equal to the amount of evapora- tion from the maximum area of surface for a period of two years, and the evaporation loss has been neglected in com- puting the monthly demand on storage. (4) Storage Required. Table No. 61 gives the reservoir capacity which can be created in Wenatchee Lake by erecting a dam on the Wenatchee River below the mouth of Beaver Creek. Table No. 62 presents a detailed study of the effect of a dam raising the water surface either 177 or 195 feet. Table No. 61. WENATCHEE LAKE STORAGE CAPACITY. Dam below Beaver Creek. Elevation | Capacity Elevation Capacity of Water Total Between Total of Water Total Between Total Surface Area Contours Capacity Surface Area Contours Capacity Acres ‘Acre-Feet | Acre-Feet Acres Acre-Feet | Acre-Feet 1,800 DD) [dieses war seal planers Ste ih gach 1,910 8,377 79,035 1285 1,810 65 385 385 1,920 9,548 89,265 372,500 1,820 117 910 1,295 1,930 10,755 101,515 474,015 1,830 206 1,615 2,910 1,940 12,500 116,275 590,290 1,840 325 2,655 5,565 1,950 13,480 129,900 720,195 1,850 452 3,885 9,450 1,960 14,200 138,400 858,590 1,860 750 6,010 15,460 1,970 14,710 144,550 1,003,140 1,870 3,582 21,660 37,120 1,980 15,400 150,550 1,153,690 1,880 4,851 42,165 79,285 1,990 16,075 157,375 1,311,065 1,890 6, 352 56,015 135,300 2,000 16,820 164,475 1,475,540 1,900 7,430 68,910 204,200 i Columbia Basin Irrigation Project 157 Table No. 62. WENATCHEE LAKE RUNOFF, DEMAND, AND STORAGE. For dams storing 177 and 195 feet depth. Starting with full reservoir. (All quantities in acre-feet.) Runoff of 177-Foot | 195-Foot Year MONTH Wenatchee | Combined Dam. Dam. River Demands | In Storage] In Storage 1904 ANGUS Ee coy vowel oer uae rah ee exceneenhs 92,100 290 ,084 910,541 1,195,316 September................0.6 43,200 199,092 754,649 | 1,039,424 October.. 37,400 127 ,263 664 , 786 949,561 Novemb 46,500 10,115 701,171 985,946 December.......-..ese eee 52,100 10,453 742,818 | 1,027,593 1905 PANUALY saisoswaedelas nochiama dy ia Voom nese 35,600 10,453 767,965 | 1,052,740 February 35,900 9,442 794,428 | 1,079,198 March.... 160,000 51,585 902,888 | 1,187,663 April. sai 166 ,600 73,792 995,696 | 1,280,471 MAY cca cscniare sa ye ederaiy 255 ,500 214,767 | 1,036,429 | 1,821,204 JUNG sis eaenenery tenes 000 229,219 1,108,525* | 1,393,300* SAY 555% sierciesch Mesias 183 ,900 266,258 | 1,026,167 1,310,942 AUBUSE.. 0.0.00. cee 69,000 290 ,084 805,083 1,089,858 September......,.... 43,500 199,092 649,491 934, October seocssic cis aesgesans 128,500 127 ,263 650,728 935 ,503 November. 47, 10,115 687 ,813 972,588 December...........065 88,700 10,453 716,060 | 1,000,835 1906 DT ANUATY carers ot ha diersnjere egw edtcumadw ew as watene 41,100 10,453 746,707 |, 1,031,482 Pebruary eas casa oases seen 55,000 9,442 792,265 | 1,077,040 IMT OT ei sagecsinseaaisaceecarsnnng sig seston ae ERE 53,100 51,535 793,830 | 1,078,605 HATA steal issiodin nonce pits BS Wieneieneaieteine. saad aus 207 ,500 73,792 927,538 | 1,212,313 MAY i cclessressrisedina ad wavoredeiye ox cesiponesene MOE Sis 306,300 214,767 | 1,019,071 | 1,303,846 SUNG. 5s visiuns wis asiciaya ane 200,300 229 ,219 990,152 | 1,274,927 OMY ea teceis og Sa 134,200 . 266 , 258 858,094 | 1,142,869 LIB UIBE 0.6280) 055.c0aleteenreen 51,400 290,084 619,410 904 ,185 September........... 39,900 199,092 460,218 744,993 October..........0..5 105,900 127,263 438 ,855 723,630 November as 171,500 10,115 600,240 885,015 DGGOMD EDs jo5e:aig soreccetiavate s iateieidiesnly HE ESR UAE 6, 10,453 646,687 931,462 1907 January 41,100 10,453 677 ,334 962,109 February............ 81,500 9,442 749,392 | 1,034,167 Marebiwncccs ccd ceains eats 74,400 51,535 772,257 |.1,057,0382 PDT ay.eaiestan Rececutis oe deuvascge dane seis 165 ,500 73,7 863,965 | 1,148,740 MAY) seceecagacceion aid Bae aceutins 487,000 214,767 1,108,525* | 1,393,300* UILG s saseiecsnttis six aia wavidee ae aigitiaeespiasbve eh avenesmeasteviens 352,500 229,219 | 1,108,525* | 1,393,300* UY a secsieresan ack tis Taeanhas EARS Hea wee 178,500 266,258 | 1,020,767 | 1,305,542 AU BLUSE ive eres ce eerseayeqeres ans diacetacatoie: dis tye RATE 69,000 290 ,084 799,683 | 1,084,458 September...... 2... cece cece en eee ee eee ene 48,800 199,092 649,391 934,166 OctODET wiinsciesics Sueainics ge veaneeter iis Veliseseeass 48,400 127,263 570,528 855,303 November. ie 54,900 10,115 615,313 900 ,088 5 BY:Tc<) 011 0)-) ES 69,100 10,453 673,960 958,735 1908 JADUBTY: eens we anesas. oor ea tess 55,000 10,453 718,507 | 1,003,282 February. . 45,400 9,778 754,129 | 1,038,904 March........- a eiapauae’ 86,900 51,535 789,494 | 1,074,269 April. 161,200 73,792 876,902 | 1,161,677 May.. 313,500 214 , 767 975,635 | 1,260,410 June 426 ,500 229,219 | 1,108,525* | 1,393,300* July.... x 266,258 | 1,108,525* | 1,393,300* August... 91,500 290 ,084 909,941 | 1,194,716 September. 44,400 199,092 755,249 | 1,040,024 October.... 63,700 127 , 263 691,686 976,461 November. . 96,100 10,115 777,671 | 1,062,446 December... ......sceccccarecccectcees 59,600 , 826,818 | 1,111,593 * Denotes months in which there is a full reservoir and natural flow greater than the demand. 158 Columbia Basin Irrigation Project Table No. 62. WENATCHEE LAKE RUNOFF, DEMAND, AND STORAGE—Continued. Runoff of 177-Foot | 195-Foot Year MONTH Wenatchee | Combined Dam. Dam, River Demands | In Storage] In Storage 1909 JADU AT Vis fe ui 16-dadedvsmene se ceca BELGS 45,200 10,453 861,565 1,146,340 PODTU ALY 6: isc. ccpaacantearatanens ta acieaeseis on 44,600 9,442 896,723 | 1,181,498 Maren isesiccics.e sare yn vabreaannag oe sen at 82,400 51,535 927,588 | 1,212,363 ADT) ccs vodes ix ys heedeawena ver aaimeen ve 175,600 73,792 1,029,396 1,314,171 Mays ct iginainahe v8 cts aaiendinnien seeeteeies | 289,000 214,767 | 1,103,629 | 1,888,404 SAMING isecicsosavesins! ad dew arenduscdacwwe- Ooh nepinaeee ae ned sis 505,000 229,219 1,108,525* | 1,393,300* DNS ssie seesncisiaie 3 ems deve selansincascias dle degrate ite 225 ,500 266,258 | 1,067,767 1,352,542 AUAUS bcs sits a is ac save % 66,800 290, 084 844,483 | 1,129,258 September . 87,100 199 ,092 682,491 967 , 266 CEO DER: sé sicione cis sis ate ctsvertyuisiariiersnainedadavema sie 45,500 127,263 600 ,728 885,503 INOW EIN DSI ei(iccis ace vans haccieee shine cinin aaa 226,000 10,115 816,613 1,101,388 DeceM Ver ss.sacsiesiag sage renin an ealaatenaabeny 166 ,000 10,453 972,160 | 1,256,935 1910 DAMA TY sss ctas ays cb bexisea aneitipisions sides d demsasttieca 67,600 10,453 | 1,029,307 1,314,082 ' February. 52,200 9,442 | 1,072,065 | 1,356,840 178,000 51,535 1,108,525* | 1,393,300* 274,000 73,792 | 1,108,525* | 1,393,300* 523,000 214,767 | 1,108,525" | 1,393,300* 309,000 229,219 | 1,108,525" | 1,393,300* 209,000° 266,258 | 1,051,267 | 1,336,042 79,900 290 , 084 841,083 | 1,125,858 36,900 199 ,092 678,891 963, 666 674,628 959,403 eS ny oo 2 S oS 8 a 8 i} _ 179,000 10,115 $48,513 | 1,188,288 DeceM beh nics ts va wsievwaeiceoe peasramane ee vee 60,800 10,453 893,860 | 1,188,635 1911 SONU ATVI i ye. gests cuprates Boisiaduundciadevada 44,900 10,453 928,307 | 1,223,082 February... 32,000 9,442 950,865 | 1,245,640 March....... 50,300 51,535, 949,630 | 1,244,405 April...... 124,000 73,792 999,838 | 1,294,613 May... 247,000 214,767 i 032,071 1,326,846 June.. 359,000 229,219 | 1,108,525* | 1,393,300* July 162,000 266,258 1,004; 267 1,289,042 August 60,300 290,084 774,483 | 1,059,258 September 48,700 199,092 624,091 908 , 866 October... 34,700 127 ,263 531,528 816,303 November. 80,900 10,115 602,313 887,088 December... 56,900 10,453 648,760 983,535 1912) ill ANWAR s sx xe cmatisiavaue ads Sovabnmsr en wen 49,700 10,453 | 688,007 972,782 February... 48,100 9,778 726,329 |; 1,011,104 March....... 46,100 51,535 720,894 1,005,669 * April...... 135 ,000 73,792 782,102 | 1,066,877 May... 405,000 214,767 972,335 1,257,110 June 386 ,000 229,219 | 1,108,525* | 1,393,300* July..... 156,000 266,258 998 , 267 1,283,042 August 66,400 290,084 774,583 | 1,059,358 September Spiga at pidyslislaysteyernasiere aqua staveaieveviuivade-t Ine 41,700 199,092 617,191 901 ,966 October.. 38,000 127, 263 527,928 812,703 November. " 47,700 10,115 565 513 850,288 DECOMBELs a5 nissan nmuetvamanrs eremideetirie ec 47,400 10,453 602,460 887,225 1913 TDR EY oa aes cies ehaue apsincsvasd ach svar nexd ata oemeia ee eas 44,000 10,453 636,007 920,782 PODIUALY sion mavaraibie' ne aan eames , 48,200 9,442 674,765 959,540 MATCD s casiiaitre atreiiaris a raracrtaanirns Se : 51,600 51,535, 674,830 959,605 ADEA. oye iss.a)s. nascorarieraies yee ba wVeaRvele se ‘ 127,000 73,792 728 ,038 1,012,813 ML Yes is is Sit coated oasesnstar vot eschaysheychoasss 3 366,000 214,767 879,271 1,164,046 fe) TATA ses scene csseclaog sheransaty.« exeetnal ed dawieids i 562,000 229,219 | 1,108,525* | 1,393,300* DUAN. sresoieressck saninisitin’ aie inna coinawore’ as -| 810,000 266 , 258 1,108, 525* 1,393,800* AUBUBD's secaiciritnisranievoetninaasaetnens 103,000 290,084 921,441 1,206,216 September inccsacus sa vesaqraances 4 67,800 199,092 790,149 | 1,074,924 October..... : 76,900 127,263 739,786 | 1,024,561 November.. 77,400 10,115 807,071 | 1,091,846 DeCEMD SMiicsnisiera ei vesceiasieniianiutin scien 51,000 10,453 847,618 1,132,393 * Denotes months in which there is a full reservoir and natural flow greater than the demand. Columbia Basin Irrigation Project 159 Table No. 62. WENATCHEE LAKE RUNOFF, DEMAND, AND STORAGE—Continued. Runoff of 177-Foot ie Foot Year MONTH Wenatchee | Combined Dam. Dam. River Demands | In Storage] In Storage 1914 TONMUAT Viasat etemndaae o owe wera 71,800 10,453 908,465 | 1,193,240 eer Seaveiaytas, yada alelenes 37,000 9,442 936,023 | 1,220,798 MERIT CW ies: x eusas svautviena sae rans aseisi bee AnckaaNdi any ofa 92,800 51,535 977,288 | 1,262,063 April wie “ee 203,000 73,792 | 1,106,496 | 1,391,271 May 364,000 214,767 1,108,525* | 1,393,300* June 271,000 229,219 | 1,108,525* | 1,393,300* DULY shies cs cehniiasas oa. aa esis toe Cade aoa 170,000 266,258 | 1,012,267 | 1,297,042 August. Randa, ox neta eae ie 60,300 290,084 782,483 ee OpLem bers ici: 4: aoe. cA aa acess 42,200 199,092 625 ,591 ’ OGEOBEE scscitestsc onarseinatin spina Sages ..| 58,400 127,268 556,728 841,503 NOVOINDED 8 sicisis iss dee tse citars a saeniceav ae 183,000 10,115 679,613 964 , 388 DOCOMO Der sisicis seve ors sarecciedie given ami tloereresare va sidica 54,900 10,453 724,060 1,008,835 1915 FRIDAY Gs cs scotia eg sd ey spsvaveie a srais Sioieiateresbintoaree ses 30,200 10,453 743,807: | 1,028,582 PODrIu ary ities essere nea veeiliceas on 23,900 9,442 758,265 | 1,043,040 March ibs ckenllondsa ix: bJetnyepetane’ aid: dip iaiatesstenes Sa 63,300 51,535 770,030 | 1,054,805 April. 216,000 73,792 912,238 | 1,197,013 May.. 160,000 214,767 857,471 | 1,142,246 SUNG siceatainesa teamed 111,000 229,219 739,252 | 1,024,027 SUG. screvsrspers a acccisisarsteie. win a.chnswrotens tate 65,200 266 ,258 538,194 822, > August... Lubbisehys Ra os wpveesieNe eats 47,000 290,084 295,110 pg eptember...........e cece eee mis 23,900 199,092 119,918 ‘ October... eis 38,000 127 ,263 30,655 315,430 November. . a 55,900 10,115 76,440 361,225 DECEMD EL a iiss saieaiouts: noes aula gers Mam auaseiee 36,200 10,453 102,187 386,972 1916 | J peer) Mary Mae rehd wpeeanneaan ihe Sina 33,700 08 ae aon PepTUalyns scat sa gadatace eae 42,400 9, . ’ Marthe soca: ony sae oi goes iat 102,000 51,535 208,521 493,306 , April. 184,000 73,792 318,729 603,514 May.. 379,000 214,767 482,962 767 , 747 SUNG e crsiiusis s sarrniials te ae 558,000 229,219 811,743 | 1,096,528 DUT Yss.cgiess x voce dp ate sine 896,000 266 , 258 941,485 | 1,226,270 AUGUBb ies esceaesia ees Gai 159,000 290,084 810,401 1,095,186 September woe 58,400 ee aoe eae October.... 29,800 127, 2, i November. . 33,100 10,115 595,231 880 ,016 December... . 2. ce cece cencevecceeereeeecnes 25,100 10,453 609,878 894,663 1917 DATDUATY 55 oe iced se we ewiaee eda winnnaiie oe dae 26,400 10,453 625,825 910,610 February 2 ih 33,500 eee ee cages March 51,5) ’ ’ April 54,300 73,792 608,756 893,541 MAY vcciciscindcs ass 320,000 214,767 718,989 998,774 JUNC icin ca cise ee eee 478,000 219 962,770 | 1,247,555 July. oI aise Gd haat Bates ee poled 1,074,512 peel AMBUSE i: doniscyninacds aceite seats > A 176, Bectemiben Eiaeakars Gunemeiea * “ 44,900 199,092 737,236 | 1,022,021 October... ..scere weceene i is 31,800 127 ,263 641,773 926,558 Novembe?........ 0400 #9 40,300 10,115 oe 2 bathe December.......ececccc ences cece ee eeee wees 224,000 10,453 750! 170, 1918 TAMU ALY s svccsw og da cities s Fsartaine ohne ee wen 242,000 10,453 | 1,108,525* | 1,393,300* Wabraey seahadeed 69,400 9,442 | 1,108,525* | 1,393,300* March.... aa 60,000 51,585 | 1,108,525* | 1,303,300* ADTilisssiscae sneer ns otane 3 171,000 73,792 | 1,108,525* | 1,393,300* May wisssarti cae eee 296,000 214,767 | 1,108,525* | 1,393,300* DUIS ecousiers caaccusrsntns 33 Hately 400,000 229,219 | 1,108,525* | 1,393,300* DUDS sicicicis eset cece enmee 170,000 aoe 1 aie AUBUSTs 6 ccccieniisca neta 65,800 10,0 ’ 072, aepterabey * Rests a Ras way 38,500 199,092 - 912,166 October 57,600 127,263 557 ,'728 842,503 November. . Pessiese 59,400 10,115 607,013 891,788 DeceMbDer... seer cece ce ceereeecreeneteeerere 121,000 10,453 717,560 | 1,002,335 ; * Denotes months in which there is a full reservoir and natural flow greater than the demand. 160 Columbia Basin Irrigation Project Table No. 62 WENATCHEE LAKE RUNOFF, DEMAND, AND STORAGE.—Concluded. Runoff of 177-Foot | 195-Foot Year MONTH Wenatchee | Combined Dam. Dam. River Demands | In Storage] In Storage: ::: 1919 January. 70,100 10,453 777,207 | 1,061,982 February 48,200 9,442 815,965 1,100,740 March. 48,700 51,585 813,180 | 1,097,905 April... 179,000 78,792 918,338 | 1,203,113 May... 370,000 214,767 | 1,073,571 | 1,358,346 SUING siya cic sateen ee oth nia eA emacs ete ae MeCN 385 ,000 229,219 | 1,108,525* | 1,393,300* DAUD ais io sicveseasiiaveraisipsare sserdtasatevessiaais ace we ccevenee 307,000 266,258 | 1,108,525* | 1,393,300* AUIS USD cs svisietissais aise dai areid. citi aid a 01h sed estaants 105,000 290,084 923,441 | 1,208,216 September. . ae 45,200 199,092 769,549 | 1,054,324 October.. aa 28,000 127 ,263 670,286 955,061 November 83,300 10,115 743,471 1,028,246 December. 65,200 10,453 798,218 | 1,082,998 1920 SANUBIY sos se seve esmewseseneen jijetahe Sine ere Oa: 92,200 10,453 879,965 | 1,164,740 69,000 9,778 989,187 | 1,223,962 62,700 51,535 950,352 | 1,235,127 75,000 73,792 951,560 | 1,236,335 214,000 214,767 950,793 | 1,235,568 249,000 229,219 970,574 | 1,255,349 * Denotes months in which there is a full reservoir and natural flow greater than the demand. The combined demands in the foregoing table include the gross irrigation requirement for the Quincy Valley lands, and the supply for the new power plant near Dryden. Excess capacity in the reservoir would be provided sufficient in each case to provide for evaporation loss and the extra water which may be required for the Wenatchee canals. It was assumed that the reservoir would fill during the period of sev- eral years before the project reaches full development. Study of the figures shows several interesting facts. In each of eleven years of the sixteen recorded, the reservoir would fill and a small amount be wasted. In the critical year of 1915, 177 feet in depth of storage would have been ex- hausted at the end of the irrigating season. A storage reser- voir 195 feet in depth would have retained to the end of October nearly one-third of the runoff of the preceding year. Either reservoir could not have overflowed again until Janu- ary, 1918, when the greatest winter flood in ‘the record oc- curred. Had the flow of the years ending October 31st, 1906, 1911, or 1915 followed that which actually occurred in 1915, the smaller reservoir would have been emptied before the end of the irrigating season. With the larger reservoir, under the same conditions, there would have been ample water with the flow of 1906 or 1911, but a shortage of over 200,000 acre-feet had the 1915 flow repeated itself. Columbia Basin Irrigation Project 161 Examination of the stream below the outlet of Wenatchee Lake shows a practical place for a high dam about a mile below the mouth of Beaver Creek, near the east and west line between sections 13 and 24, T. 26 N., R. 17 E., W. M. At this place sandstone outcrops on both sides of the canyon and forms a barrier across across the river. Drilling or test- pitting will be necessary to determine whether bed rock ex- tends under the sand and gravel flats on the west side of the stream. In the absence of such determination, it has been assumed that a satisfactory foundation will be found. No information, however, is available concerning the under-sur- face conditions and the lack of an adequate foundation may make this site impracticable. Figure No. 37 shows the profile of the damsite and maxi- mum section of the proposed dam. The quantities and esti- mated costs follow, both heights of dam being given for com- parison: Table No. 63 —COST OF WENATCHEE RIVER DAM. : QUANTITIES AMOUNTS ITEM Unit Unit Cost 177-Foot | 195-Foot 177-Foot 195-Foot Dam Dam Dam Dam DAM— ; Overflow rights for reservoir| Acres | $10.00 12,875 14,400 $128,750 $144,000 Stripping excavation ....... Cu. Yd. -30 100,746 115 , 082 30,224 34,525 Excavation for cut-off wall.|Cu. Yd.j 1.50 15,371 15,371 23,057 23,057 Concrete in cut-off wall..... Cu. Yd.} 15.00 9,222 9,222 138,330 138,330 Roek fill js sceicsie ss vis .|Cu. Yd. -90 | 3,666,175 | 4,639,053 3,299,558 4,175,148 Preparation for facin .| Sq. Yd. 30 84,057 96,176 25,217 | 28,853 Concrete facing ..... .|Cu. Yd.| 18.00 39,305 48, 295 707,490 869,310 RESERVOIR OUTLET— Excavation, solid rock...... Cu. Yd.j| 1.00 5,900 5,900 5,900 5,900 Concrete, heavy reinf........ Ou. Yd.} 27.00 9,829 9,829 265 , 883 ; Cast iron discharge pipes...| Lb. -06 600,000 600,000 36,000 36,000 RAGES « isa ssecaicis epeveeins sacwecroraceke cle os] Guesrdssvcte sll aveahciesySyal | udayeite Gru ary, seas Gif honjeustansiereier nese 170,500 170,500 Operating: CODEIO], «scene dl giesreseieceia é wiajsiosecaial] sehecdares tere BN i] sidarsee awcaiers'e 8 50,000 50, SPILLWAY— Excavation, solid rock...... Cu. Yd. 1.00 127,000 127,000 127,000 127,000 Concrete, heavy reinf....... Cu. Yd.| 27.00 52 52 1,404 1,404 Concrete, light reinf.........|Cu. Yd.| 19.00 3,031 3,031 57,589 57,589 Bapinserine csiaisvax veanveucinsslensend= op ienaeel Pehensans te Vy deen) es 151,990 183,810 $5,218,392 | $6,310,809 COTEABERGES oc cnieane cs ancuwraly emangasbarnwntne| eeuoneie senda ce Yoewen cis 506,640 612,700 TO GAS. is scctespisin’ « ses lorsiensians | dcedccanellll od sua asail ee leiauaseqticveler ee] le Bese emaelaiesaiess $5,725,032 | $6,923,509 (5) Conveyance of Water From Storage to Use. A bench flume (Fig. No. 39), having a capacity of 4,720 second-feet, would convey the water for a short distance below the outlet from the reservoir and lead into a canal of the section shown in Fig. No. 40. The section of canal is varied (Fig. No. 41) —6 162 Columbia Basin Irrigation Project 2000 1950 frock 1900 Gravel--. c Q £ 8 Xv 9 x 3 8 1850 Wenatchee Fiver 1300 PROFILE ser Elev 1990 WS. Elev. /977- a “Cutoft “Wall ar ° 50 100 Scale of Feet MAXIMUM SECTION WENATCHEE RIVER DAM WENATCHEE LAKE PROJECT COLUMBIA BASIN SURVEY COMMISSION STATE OF WASHINGTON 1920 FIG, 37. 2S 2 S S S ° ° ° ° ° ° ° ° ° | 8 © @ 8 @ 8 2 2& 2 w 2 2.3 a nN a a = = ee ms = i = 7 “000'bLE (3 ir Ty y TVWNVOD er 4Q GNJ er PZ c4 7 UTANNOL AD “” ° Tee ° uw WW O — +} 000'sze) 2 4 Wo | b = 0 O11M NEN? ta LL 0 = NOHdIS G3LYSANI SONIYdS M | decides SHIM w ®) Ory z : | Zz = ea oe | w o uy) > os | O Ww = 3 | Z aS Ne >. x L | || eee le z Zh ee g ‘ i ge @ @ P< b Wiese beacet bess] oat? clri7f277 77] AENNNJ. SONIddS MOTTIM 525 See SEE Tos HM Wg 20 NOHdIS G3LYSANt 337NOD SAaSOW 337nNo0D SasSOW ( ° S S @ R 5 ——__ | c QNV I SON “2 AL a3-1NOD sasow = | ———————— j NOHdIS G3LYaANI GNVISI 40 WAaRYS|ONVISI HO08 | | | f. | | — | i] | —+—— + | i 1s ie: Lh Gear Bul | | | == 7 > + + =- + JANNNAL SSHOLYNaM LSva = if | NOHdIS G3LY3ANI Sa he ViGWATeS | GNv 39qI4a udale viawni0o> | | E> | +. + —+ Se a TANNNL 3dO7SANNNS I -——+- | I = | | t— 2 t ha | | l NOANYVO SONIEdS WYHVM | | | | | | JANNNL SONINdS WHYM | = se | pot fF + ay Sh. = a8 WNHVHWN _—_4—_______1__—_ J3SNNAL Wa3uD WOHVHYN = + + +f + 1 > 33ND AsYaa MYOS isva a2 M WaSYND AgYad WHOS 1SaM JANNAL NOANWSD Aguada 1 Tt + + t = a eee TANNNL WaauD 319Va lH r z ! i wagyuS AYd im qannni— {3349| yO1ILSWNHO S fT isswnto | | a 2 < NOISYSAIG 4O LNIOd & WV YIOANSS3Y 3SHDLYNEM Q ° ° eS ° ° Ss ° S S ° a S ° ° 2 o ° ° ® § § 8 $ € &§ 8 $§ € 8 &§ = 8 8 8 8 8 “SAAT VaS JAOGV NOILVASTS Columbia Basin Irrigation Project 163 Stee/ Tre Bars-y _ Ws. Solid Rock FIG. 39 —- BENCH FLUME OF REINFORCED CONCRETE. WAGEH Gs siviais o's pat une mayiot am tam 30.5 ft. Water Gepth s.iasesence sess 15 ft. Wet perimeter ............ 60.5 ft. Section area ............... 457.5 sq. ft. Hydraulic radius .......... 7.55 ft. Kutter’s: “Ne” seccucs esvaad¢ 0.014. SLOP. ssc a dadteniw Haunaes 304 0.0007. Mall, sigan paces aos ered 3.7 ft. per mile. VielOCIUY con ein teats Gases dare 10.4 ft. per second. Quantity -.o3 sen yes GHB LAL 4758 cubic feet per second. FIG. 40 — CANAL SECTION IN SOLID ROCK. Bottom width ...........-+- 23 ft. Water depth .....-..--+eee- 15 ft. Wet perimeter .......-+--++ 59.4 ft. Section area .......-- LEG DEE 485.6 sq. ft. Hydraulic radius ........-- 8.18 ft. Kutter’s “n” ....- eee eee eee 0.014. Slope ...ccee eee ce reer e cere 0.00057. Fall 2664 aeeder gee 24 Reeves 3.0 ft. per mile. 9.79 ft. per second. Velocity 2.2... eee e eee eee 4745 cubic feet per second. Quantity 2... .. ee eee eee 164 Columbia Basin Irrigation Project FIG. 41— CANAL SECTION IN EARTH. Bottom width .............- 18 ft. Water depth .............. 15 ft. Wet perimeter ............ 60.6 ft. Section area ......-:e ee eeee 495 sq. ft. Hydraulic radius .......... 8.16 ft. utters. Mtn wisi dares eee oe 0.014. SIODE sss cauteasecvnvewwiesns 0.00057. RUD « asease itecucas Gaver S OSS OEE NS 3 ft. per mile. Weslo City” svaiaiaieie ieig.2 ess ds ced Senne 9.72 ft. per second. QUARUIEY giiiigaccis sere weal eres 4815 cubic feet per second. to meet the conditions imposed by the country traversed. Canal, tunnels (Fig. No. 42), bench flume and flume on fill have been planned at places where each type is best suited. At Derby Canyon there is diverted 170 second-feet, through a 3.5 mile reinforced concrete conduit connecting with a pen- stock for the proposed power plant at Dryden. The Dryden plant would replace the plant near Leavenworth, saving an additional 355 second-feet for irrigation. The additional acreage which can be irrigated by this saving adds a value and annual income to the project greater than the capital cost and fixed charges caused by the installation of the new Dryden power plant. The new plant, due to the storage in the Wenatchee Lake reservoir, would have a more reliable water supply than the existing plant. The canal leaving Derby Canyon would be reduced to 4,550 second-feet capacity. Above Sunnyslope a lateral would divert 22 second-feet of water for 2,000 acres, and the remain- ing 4,517 second-feet would be carried through to the Columbia River. A high steel bridge was designed for the Columbia River crossing to carry an inverted siphon consisting of ten steel pipes. The alternate proposals to tunnel under the river or cross by pipes laid on the river bottom were studied. These proposals were rejected because of the unknown factors to be encountered beneath the channel and the much higher cost even under favorable conditions. Fig. No. 43 illustrates the general design of the proposed structure. > nDNA DA KLeD ALEDEEXDSD AAS IN Ds SRR De = al i 00 d 190 290 Scole of Feet ELEVATION AT RIVER CROSSING \ | ! | =3 DIET! POPPI PD DLT | DIXIE _ DL OIKIKIKIKIKIKEKDIXL_ PD CE mi be PIER Scale of Feet XXXL XxX! MIXX | XXKEKKKXEX | XXX KKK SSS | | ° joe 200 ' Scale of Feet PLAN et eee eee ee . Mydraulic Gradient : — Max Head /000: Length 8300' Slolid Ro : ie) 7 : Pou = 1000 s S | lll «etal, | iad = ee yd ae ee See TIE PROFILE COLUMBIA RIVER INVERTED SIPHON WENATCHEE LAKE PROJECT = oat cere COLUMBIA BASIN SURVEY COMMISSION HALF SECTION Cle _“ HALF SECTION’ STATE._OF WASHINGTON RAILROAD CROSSING °°7/¢ °f Feet HIGHWAY CROSSING FIG. 43. 1920 Columbia Basin Irrigation Project 165 To supply valley lands along the Hast Wenatchee slope and in Moses Coulee, 222 second-feet would be required. At Rock Island Coulee, Moses Coulee, and Willow Spring Can- yon, steel pipe inverted siphons are planned. None of these present as serious difficulty as the Columbia River crossing. On the canal east of the Columbia River several tunnels would be necessary. The same considerations apply to the main canal from Wenatchee Lake to Quincy as governed in designing the sup- ply canal from Albany Falls to Hillcrest. Consequently a deep section of concrete-lined canal and concrete-lined tunnels have been selected. Control gates, turnouts, drainage cul- verts, spillways, etc., have been designed similar to those under the Pend Oreille supply. The distribution system south and east of Quincy is prac- tically the same as that planned for the Pend Oreille supply. (6) Summary of Estimated Costs. The same general considerations stated in connection with the estimates on the Pend Oreille supply apply to the cost of structures on the Wenatchee Lake project. Some variations in unit prices will be noted. Experience on the existing Wenatchee canals shows that the sandstone in that district can be drilled and blasted somewhat cheaper than can the basalt or granite, the respec- tive excavating costs in canals being placed at $1.00 and $1.20 per cubic yard, and in tunnels at $5.20 and $6.70 per cubic yard. At all of the tunnels, excepting the Quincy and the Low Gap, materials for concrete lining must be hauled some distance from the railroad, over steep mountain roads, making the lining cost $16.50 per cubic yard. Under more favorable conditions, the lining is figured at $15.00 per cubic yard. Tables numbered 64 to 70 recapitulate the dimensions, quantities and estimated costs of the principal structures on the supply and distribution systems from Wenatchee Lake. t rojec Columbia Basin Irrigation P 166 999628 ‘ct S18°eL “| gestzop sig [rccrc tte 218°980'T 00°0GT 0S°86 00°¢3 “'s[ejoL, * ss1ouadurqU09 rissa + Burasusug + Jaaqs [Bangoni4g * aqaIou0d paoIoyUley +17 * gqgaIoU00 PsdLOJUlEy es “* | 00°F9F 90°0 * Jaaqs Supso0y ney “| FSP 6LP'S 00°9T “ * SUI, 3ya1I009 0zF ‘99 ogg‘ ce LEP‘ OLE OG [BR AMG PPA ine ee nish ipettiassicasiesy syURIs pus yeseq ‘yI0I pIlog OIL‘ STg 9IL‘STS #06‘ FOL 00°T ‘PA 0D ‘‘auojspues ‘HOI pIlog 098 ‘Zi 009'0L SSP ‘06 09°0 ‘PA “NOD seeeseses* HOI 3s00'T Sues sent veeteeceeeese | Szecger ey 02°0 ‘Dang + woeavoxa ye LPL‘ep POOPAL 0 [teeters ‘| e"0 “Dz ‘NO + uoleAvoxe WIRED 0L9$ 19 0S‘ F 00°01 aly “$eM JO WS Ale bed OF0' Trt 00" 08$ BTOy [treet e ete e eee eee e ees ‘s-4ea FO WUSAT qunouly Aqyquend qunouwly Aqueng® qunowy Aqyyquend 4809 Hun 7a) Wal SAWNTd CALVALTH SaWNTd HONG STYNVO “SWAT GNV STIVNV)D FO ESO) — FD ON OLauy, 167 Columbia Basin Irrigation Project gee‘oee'gig [ne 296° F892 hated ava sano ves va hase ecules alles wean tana oe, ES NichaMbAre pele wicnee® ---s1@q0L SEs‘ LEP SI8‘GT 009‘TZ osc‘ P geg‘F ¢3'0L 04°0 00F‘s seereeseeeeecececess 1BUR—) UBAL UO | SeUIN[T PszBAaly 999‘ 628 ‘o$ 996‘ L9 0g0‘9T9 OFS ‘F SGL‘F FOL OF LOL 04°0 GIG‘ FG Rarators feo ta a ei TO “‘yeuey Urey UO |*** ‘omn{y Yous “SPA ‘00 aqarou0D pad10yurey, 868'29F‘SI$ | FIZ‘OSS 888 ‘266'9 988‘ FS6 Bao" OSL L SGT‘ Ase 000'Ts0'F | O0T ost’ SIT 07 G'S 65°¢ 0} GLO ses‘ Fes “t''Jasrey pue Ayoeded 4aay-puovss “s[eueD OOL ‘saul, JO pus OF szB[Z ADUING Surqnqgi4sid OF8 ‘CPL FS 990‘691 e89'996'S | o83°F sis ‘F 8°6 03 G6 L45°0 816‘ 66 “osqerT ADUINY OF UVC sayoyUMIM |*°***"[BUeH DIB ‘spx 19 | ‘SPA ‘NO OL WoL, puovsg 4809 sult uo |—-—-_—|_ fad 00, 000‘T Jed 30a NOLLVOOT WALI 9ya1DU0D -BABIXE 4a0,q-Ppuodssg ul AJDOTAA =| 4997 UL edo[g Ul YysusT ut Aqedeg ‘SALLIENVOAD AWA GNV TVNV) — 29 *ON SIAL 168 Columbia Basin Irrigation Project FIG, 42— TUNNEL SECTION. Diameter. +s sse.ses4 avewgeace 22 ft. 9% in. Water depth ............ 223 17 ft. 9% in. Water rea. vice soccer sees 363 sq. ft. Hydraulic radius .......... 6.97 ft. FRMECER SOT isis aussie wisielenacecers 0.015. SlOME! 280 pesca sewtaamwss aiass 0.001405. BESET sich vena, dias artis artsvin liens. "9 7.42 ft. per mile. Velocity o1s: eec2e44 sees: 13.0 ft. per second. Quantity. ease See ba Mel zw aeOE 152 Inverted siphons, design and cOSt.......... 00. ccc eee ee eee eee ee ...104, 147,171 recapitulation of quantities........... cece eee cee eee eee 111, 149, 173 EYELSAP IS: TANCA: oa sens, aves eid Wi sinicesalia sag. alae tS eis aye eS sash a REN a nee 9, 10, 31, 135, 153 Irrigated and arid values.......... tite 5 aaa teal pails lialtas ss aoe wy aneew ean at Athacalbet yale: acer 28 Irrigated ‘corn, photograph .....6.6.04 06007 oe ctw eek eee ee ee Se eRe EGE eae opp. 28 Errigate daGropssos <4 sodise sv eck 4 Aveoaowely oi gl doe WA a lagu ord dah g) By Wiles acetal etorsaelay O8 9,16 Irrigated Yakima Valley, photograph............. cece eee cere eee eeee opp. 26 Irrigation projects, returnS from... .... cee eee een e teens 25 Jones, Arthur D., Commissioner... ...... 0... eee cee ee eee ene etn eens 12 Judd, Thomas H., field engineer... 1... . cc cee ee eee eee eens 13 Kiludos: Coulee: Waste way's «cis sigcaied se pte bowen Sia e ew we Eee Re 120 Koontz Coulee wasteway..... ccc ccc ccc cc een eee eee e ee eee e nent tne nenee 121 Kutter’s coefficient of friction... ...... cc cece ee eee eee ene ees 92 Lack of rainfall. 5 csiscancsaawimage cee wane Glavine be DRAG MEDI SE RUB RNS PORES 9, 22 Lake elevations ckviwas ds cons Seikwein awe ka weaned ey se bea Eo Ba ae ee ee ee 61 Lake, prehistoric 2.2.0... ccc cc cece eee terete tenet e eee e en ee nee teaee 9,17 Landes, Henry, state geologist....... 6. cece ee eee eee teen eee ett 13 Lands commanded by system 15 Land cruising ... 23 Land settlement 30 Land under Columbia River project........ 2. ccc cece eee eee eee eee teens 135 Land under Wenatchee-Quincy project........ BAU RA AA jasthsasieisauisere Bote Ree OO 153 Langloe, Lars, field engineer... ....-.-- eee rece eee e nee eee e ene n teens 13 Latah Creek dam, design and COSt.....-- 2... cece reer ene eee nett eee nee 81 secondary StOrage 1... cece eee eee eect ete etter eee eens 122 WASTEWAY 6. ec cere eee eee ee eee ee tent ease eters n seen e eee Laterals, capacity Of... 2... cece cece eee eee e eee e eee e tne e ees design and cost Leaching AWSONt .vawepie ego vesnr es eee eee semes Petree eee Leavenworth power plant Legislative authorization ......... see c eee eee eee teen ett etree 12,177 Lind Coulee wWastCway.... cece ccc eee eee eee eee teeter eee erent 117,121 Lining, concrete 2.0... cece cece enter eee eee tte e eens Ti VE SOCIO ks psp beaded hac Gwe SAO TE RMS AM GRE PRR FE eis A meS Local development Locality Map) cocci cane 8459 FF Me Rade des REE Ne Re eles ee RE EER Ne ae Locks required in Columbia River....-..-..2 see cree errr eter tne ere teees 152 TOSS OF WATE cas cc0ee 5 bo 4 RRR RENEE RRR OER a ET RRR E ERO ES Maintenance GHATSES . 25 seid sawa ecg eee eden nee Keene ERR RET HERR OS BHR RS Maps) list: Off so casas duced caueme reso 454 Seow i g be g fae SN Bog nen ee BREE EEF MarketS ...cceee ccs cece ene ececees ane laetere acsttuhas Metaline Falls gagingS..........e eee reece eee eeee Methods of paying for water......-esseeee cere reer e enters Miscellaneous structures .....-. cece cece eee ete ete tee tenn eee e nee es Monthly delivery of water... ...s eee ee ere reece nent n ern ee ees Munn, James, U. 8S. R. S., consulting engineer McCall dam ........ © ails sig caangs bemoan ceotatcs Wh Bed eda va aa anaenIne RA BARE Re Masala id OIE SF ANER Saue Yok 182 Index Page Mc Hlroy: Giake: waste ways jcssiacccare vase sienna sc ves arcvaus terere enarbrln Winer e acaneed avd auede Mabe Ss, eer ere 117 McGregor; Peter; ‘Commissioners :...scacsead se ieeeugs eee ee eee eee se eee 12 INSP TRIAS Sie 42 te ailes certer dm dh Satae ead. “eos eee greece estainn Gy eae orga uaa ed heh ayaeepauspe aad 116 Navigation. rights > 2 nn acagainden ie aot aiks SHOW OEE Ee Glee Gas BOD Re S 38, 61, 72, 152 Newport Sains. cnet sasdidak wide dees dies s tea wees Saredalnion @ SEES eaisiRudeN 57, 62 “ne? in TKutter's: formulas scisacu os sen 053 SESSA DES Reha te eme se AE ogee s eee 92,100 NOR-ITFISA DIE “ATEAS! «o. cccavessseseisi bs S oe ees. Bananas ge deddiare brainerm anaes Haj getealaat 23, 140, 174 Normal minimum flow maintained... .... 0.0... cee eee ete 38, 72 North Five Mile projectsncicais cweeeg otgdee se cae vanes PekePed eles © Rae de a a eam ats 44 North Main WAStTEWAYS.n.5.c:dcsoc oo ae ais Burehernae e SRGATE Ate BS e OHH albino end 117 Number: Of farms) 2.5.4 occas 823de ed tetdeecuew els a dhe eadbind aes SR ae gu 9, 11, 30, 32 Obligations: Under THe@tY « scsi cee vie aac censie geabsnalsal 8: soe 6 wat deaieslaaltsbidclone glee anv wnteay arava 152 Old: Maid ‘Coulee: dais: ..2+ oneases sehev es Cees sls oe ade Was LADO ROY e a ERS 124 Old Maid Coulee secondary storage...... Seipeierse'tecd BeSSsle Vryariecqusvisuigoner scare nena i Wea aasuavera 124 WASTE WAY. on 2 dat teiwed bane ees eba dir aaae sabe deed sata dedate aang. Organization of commission Organization plans 22.422 dadeese cece ee sete REE DEER ES OuUtsids POWER LOM DUMPING iss ssscce se. 5 sare osseves's Basusdiieisa Yorecer elise iaciadese ce ieleauvaieaylb Wd 4 see ew leleva Ownership: Of; laNdSietic6 264 sea FEN 6 OES BRO ARR USS Saree Babies caaieteuiact Paeciie: | COaSb: POPES es ia-y. ginge gore, oo. Gre eresetene gens OF 5a Weg 24 SimibuRte ea SF Aino A PASCOMATCR coe s 05-8 646844 HONE OGG FAS REE A SOD ER Oe Os eee TS PA YMeNt: PETIOG: Trsah Side ie shepsacnegeneisecene: gesbocee is sec aigajpbuadhaatuarwer tetra al gi ak Sivas. Gg aageme sepuna de se-esone Ge aeA ea Pearson, O. A., field engineer Pend Oreille Lake................ Siw Weegee org w SALMAN > aie Rroranatee Bieta i opp. 12, 59, 62 RIVE? cee oboe e Pee FORA EE ASS ee eee eo E a ee ee Chey TMS opp. 12,57, 72 Peérid: Oreille: River, Critical Year ens 5 vscied a dnusosasine db aiaces, mae} oeeideacea dba goa amoele Pend Oreille maximum developMent......... ccc cece eee etter ee eee neces BOVENy PLANS! a cccasscia-ssvecendnesh era erar stand yaa Mowespedlenid aig ere inwial MebBlauside aid Gare Glenelg supply canal profile... ... 0.2... eee ee eee eee Plans of differing areas.............. eee eee PONSON, MOntaN ay 4.5.66 wie ace aaneceeacnva ce vdeo a Power developments submerged........... Power possible. from GropS.sisceaesec ed ones sa Hgdeees as essavsseeaae en oeecasas Flathead River ...........0-see0ee Power plant for Great Northern Railway Power required for pumping. ............ 000 ee eee eis doses: eaisdva iin ancgiteterteles x Prehistoric: lake: tusc yess Sou doa den's 7454.08 KRBRMSA DEH OLSIEE AL ERD SES ews o Preparing’ land for’ irrigation: veces gd ce ee awe eons Bb HMR eee ae Present ownership of landS........... cece cece eee eee eee Problems: presented, sion dass pases evan awe e angen ee Ab ee EAA MreMlelaS Lee eRe Productivity ‘of similar areas... succcuia eens oes ORES KEES OEE EA BAe oe nerds Profiles, supply canals..............00005 bo Sig Sue rarest asnecnianees vases Opp. 37, 138, 162 PYrOJeCts; SATECAS seers oie Hae uns Hab euapne aA RRR SFfC a eid eae ua Bare 9,10, 81, 135, 153 Project. topography ses sce awe eee waraees ies adcayesreria yi @hangdenah: ai ate tanesaunce whet aylaea ets Opp. 2 Providence: Coulee: Wastewaiy:. scsavce.essse0as wheewees Sho eeu Se E eR Ha TE Cae 120, 121 FIOVGGS May CaO s o0. 6s es gewiean repo sas aaemene de Oey ages eee DEER R Oe 84 WATT UGS SUP STV ASTON: sey. 3 /2.-5:c5:18 6,5 vo. auitedeetsalvecevn Aauboal Riles wis ANEMIA o SS done Gon eee 11, 33 PUM PINS ANEAS: cern yikes ass acca ee ertcemieala sao ee Gena SAD Da ateA w nmene 10, 28, 135, 174 PHS, CENTS) os cc grou sera ease KR VEE GAG YMHEREN PHIL GER E RR RA WOee DE Ree wR 139 Pumping ‘plant w.cevs¥sdewe oo 0 MERE OL ees hbase bas maw aaa Dhaene 134, 137, 139 QUANTITIES “in, GAMS 5:55 3 oe ead -evenehaatesd toh Wud ie ive eeieees Raa-atcaaee we ORAS 85, 87, 141, 161 QUT LC YATE hi ays arrose arab aicarercevre ce te See aie ienar gee ghana Wislinmideae eee rales AG ...opp. 22, 47, 153 Quincy’ project, Wale? TOAUITOd ss .cuvea be 06554 APHOSK SEEN REEET Od dichmennsesune 154 iouinoyWenaiehee Lake: project... cwuace ccd ewseegeneuyap sens 14 de RRS EES RoE 153 RAINES HW peste Seseusndegieen dod s3 cole ud eek drveke tole eee. od aid AG aaah weeauaniéetr les deine laiegeh on agarats we 9,18 POOUTHAGS 446. pxexeera ary a5 eds are geeGae ee vs TER ERLE OEY EERE ERROR EEN CORES 15 Railroad underpasses ............000000e Bie RR cee Seiia Gyiie weinbatung rata dyramesraia 113 Paleton, dy Cy CONSUME SNSINBETs 4.064 660406 eee ee Rta U4) DEERE RE ew 13 SIEVE SELIOMIGhE OU PONER, oon ner eee eT IHS5)a a WRAY eee RRS ERLE EEA AS Oa. 32 Page Rattlesnake Canyon daMinwec:.cc0sc eietw deren wees chee a aes Dead eR wee NS 87 Secondary “Storage. -.'sscas Adve Gws das kee se aMeNeREE FEES SG RAEN YY SS 87,124 WAStSWay «xe nat ie od ones site bE Seca Gere aie aide bis & kee e Slendce obs 119, 121 REASONS SOVETHINE AESISNS,. 2.6: 00.5. sb aries bal ere EAY Qo mnnwia FAA Ske Es BRR 39 Recapitulation of findings..... a BesaotSe Romine tala Ss Brad veciaian’s War alaaein Mees oa A Poa ge a ramwsana ete pinbatioeds 11 Pend Oreille estimates.............00000005 Binet SAVS 2 Soe Pr esta 50 " Columbia River estlmetiGuws sc 540096455 6e 604000 csndee amend a ceneeee 151 Wenatchee-Quincy estimates 1.0.0... 2. eee eee eens 1738 Reclamatlon NCCessany a6 3244-5 acai RG Ties STO Ea ere es aa a RA 31 Regulation. bY Storage ss sews cu unlisd sacoe eds gs EEG DRE RE Eee RoE MSR ORE 60, 156 Redemption of bonded indebtedness... ...... 0... cece eee eee teens 35 Red, Roék Canyon. WastEWa y's e-njccoece gee accuses a acneusiang td gals ERa aE Bae aMee ane 119 Relief map of state........... Bias nana Radha eSB tea ae Rae SRR NS SAR Ei Sah eh laa otis ee opp. 16 Reservoirs for secondary storage... 1... 0... ccc eee eee ene 87, 122,124 Reservoir Tequitement; Primarye ccs v-s-s6.454-. Kash s-s5 5 Sah OS Aw 56, 60, 156 Robinsons As Di COMUD UGC w.si5.5 secceyeucarse) 805: 4: 5.6, sigulasia: Qoaubdserreicile! wae $08 BE wag. 09 Salis aohu onde BR 13 Rock Lake, photograph.................005 vende ons Pareheuiel hea hear ba teeth a Ache Sick ANG opp. 14 CANN: is Haste Gennes die Mi Midas oF 6 ete as a PMA ARGH Eb e Re ReIEN ED pEAN ER Reeders 82 Secondary iStOTafle: sccecicacsn sed teadcte eet seereg A REOReNES ses G ae 122 WAST WAM v2. wa wW ieiedialh s-8%, oldie S. Guarentee) HS eee eased ecgaye sie PaO SESE 117 ROtAiOns esc disekps aieee ns onteees wales a ee ome ESA td haa aera Bsesear es 35 RGWtes, Alternate: cx. sc 244 dele aas pease seal HMONG 6% alse annie, cece a a ahaa 41 Runoff TeCOndsS sacs gene hte otiews 4s MES beers eas eee eee 51, 57, 136, 155 Sand Coulee wastOway..... ccc ccc cc ccc cee e ttn t etna eee eeenes 119, 120, 121 Seasonal ‘ise! Of “wa teriecis aac ies Gaceesaee He eee A Ae SG ON aed ee et ae ee Es 55 Secondary StOrage ...... ccc ccc ect e eee e eee eee eens e nena 87, 122 Second Coulee: Wast€ Way s.c.c 56 oe ch ee bs eee Fee dea eee Tee eRe Eee eee Te EE ES 117 Seepage loss through lining....... 2.0... eee eee eee ee eee eee eee 95 Semi-hexagonal canal section... 1... 6... cee eee tee eee ete eee tees 92 Session Laws of 1919, Ch. 60... ... cece cece eee eee e tees 177 Settlement ..........--- Leta e CD RAAGS Mote Sees ees so Pa ubladeh a eee ay eee 11, 30 Sharp, J. C., designing eusineer hs li suiph Ba AB ey Gl aah RATS eRe OMAP E Oh he aes ER 13 Shedd, Dr. Solon, geologist... 2.66... cece eee ete teen eee teenies 13 Sheep in alfalfa, photograph. ......-. cece eee eee eee eee teen tee ete opp. 24 sagebrush, photograph ......... eee cece cece eee teeta opp. 2 Siphons, inverted ......... cece cece tt et eee nee ees 104, 147,171 Size of farMS..... een eee eee n entree eee 30 Skootenay Lake wasteway.......-.-- cece eee teeter tee tee cnet ete e eens 121 Slope of land... 1... sees eee e eee eee tee ete eee eet teen ee teens 22 Smith Canyon dam and wasteway.....-.--.see eee etree erent tenets 87, 124 Snake River inverted siphon......... 0s eee e eee tenet ete ees opp. 106, 108 pumping project .... ce eee ee eee eee Isis testaries at arty RAR ees Shae eee 44 Soil, classification ..... 6. cee eee eect eee eet tte treet tenet ete e ts 23 South and Central diversion damM.....--- sss eee e etre eee eet eee 83 South Five Mile project...... 0... e cece e erent etter tet tenets 44 South Main wastewayS..... 0... cece eee eee recente teen e tees Spokane County ......- gic yee EEE E SOREN ALE RR AAM eRe PERU IMEE ETS PRO RRG Spokane River aqueduct.....-..-- sess eee eee erences teeter nett estes ees plants submerged WASKCWRY 6c cece cree eee tree ne ee ene en en nts ec ennen eres nerneeeres Stoney Bates ocr vere ns caved Foy kag QaGTre EES Mines Eee EE Eten L see 88 Storage in Flathead Lake ....--...seee seer eres recente tree resets 51, 58, 62 Pend Oreille Lake....... cece eee ee ete etre tenet teste eee tees 51, 59, 62 Storage regulation ........ecseee serene e eter e eters etter eae 60, 122, 156 Storage required .......+-e seer reer seers SE dseuwiae Rane wee HELA tee hee beawonade seo 60, 156 Stream gZagingS ......- eee e eee eee eee t rete teen tet een e nese tees 67, 155 Sunnyside irrigation district.......-..++ + see ere etter treet estes teres ees 26, 55 Sulphiit’ LAKE aaa seve ona h We eee AER TEN OH HOR ae ee mie ete HOT ES 119 184 Index Page Supply canal hydraulic properties... sciscicd os eet eRe kane sw wed See REY § 91 Map And Profiles... sacs .ecacceak sat oadeded shes MS Sg eee eR eRe SE GOUT BTA RAV CME seca aurates ase Sef dices asltn Su beatrensaecannanias acd Gpeeuletn-leneapegicnntclgalce ORLA Wienatchee: River? «x ssinascnens areas wap eniw Aware A an ogee ened costs and quantities, 0s iscccceeecaade i pee ened eREa GO CLIONIS 5 sees atts esloss tegen snare bie sad BS AN Ev aaah ae gid Boe wesGind cas areisatenis n-GaN sed WAISEC WAYS esi hid arsed bad dB uc ve mimiee ented Dia Aapseeléda ye tate waaun sale Supreme: Court decisions: waging cicis-onae ad prea de oo ye wialadokve ease eee gee Synopsis of engineering datas + os cece) Has eee CHA EEAT DORA OSES OS Kar we Synopsis Of ENSiINSELINE’ StU! ¢ o.oo cosas scsers cs: 4 soe le dd ease meee Have ele ey eater MCP OT Geb ee sie cees ok “ey co cep tees GE, ase aac Sa hice ie Ca colnid Grantee nna el aleaterne sete ds Table: of: GONLENtSs o.000.4 sanuuieta es a-o.ciee ais angi gardens e's 7 ea aA DSO. aye Ses SERS AZULES ote RRS eee A oa kee ey dew hace 8 y MIUSEFATIONS i: ascivsieiee Se etnaas Gel wide ee sa Qsenie b Ragerinane ds Be Rada ® ge ereioe MILD istco ee ecacic ee way OeReOie A aria cr apna neane Gays avialeri leeds Sarieiavaite 14a Beebe go Sana aeetiane wl MORE tables: 2¢24-¢ieci ween Mees sew +P REO YS ees OAS ROA O56 Eo Late FEV CHO WA ces tesectad cbs de, 5 ap ceedec i wars esnivee ig bageetnags nth BS LS yey Eog ta beast a See ahm ESE aE Telephone and telegraph systems Temperature AVETAGES: si. noeeksge med & gpa ls SMe sha niaind-t UR aha S ee gree wee Tenant farming detrimental ..45 c¢o22caccecavead Peds eek sees s Hones ee a ea MiG Dalles, -Pagsings) (Abs scocsedinieuee dad dotce a Serer acsuntqaevscs Baie. Sk aud} dosimmuas ded etiam das ayy Phinda. Coulee: Waste way s i sciwcdaiads dries ok Cie4 SRR aie a BS Gn TNE sre a eee Time required for construction: . .o.0. ca a sisi canes e eS Rese ay TOPOSTaphy «sis 5 G4bs 4k See EOS BES OOSRER YO DSS Ses ORS SS pe Gb 4 MOMCHEG TRAVEL 2-5 ome Gcsinis 3g cera carestspusteass by, pe Ee hated ose sa ay Oh ak pela 1a Dantas ai da Seeds S00 FP PANS POGEACIOMN — 2 sp sere ei eess erste sisaet a AN 8 ip 5 BOE FORT LN BRS) ka aR RSRSTRRE. Hav Ean NEON ae Or Treaty ObMeations® eins es. dsidcwurne se aG ete. Boda OLDER REAR Ree Ee ease Tributary Cities: s+ s2.04ssaduer sensi seees ANE Ee eee od eee eae hoes 6, Tunnels, design and quantities..... 0... .. ccc cee ce eee ete ee eee 99, 145, 168 COST ics 165-8 Ae i's diss arena iacs Se hSG HG aerate Heide. areseg se Gas Mata AMR 101, 145, 169 Great. Northern: saciid a qe eines Seiwa ow o yeas eee do's Ree a pele 104 Turbines; hydfawlic: 22.44. coseri4 eed senso eigeaee sees sass sehen sees 127, 137, 139 Turner, Arthur J., CHICL ENGinGeP. . «.6.6 6 s.ek sacsieswies e acdiace ee uoie d eopreuen teenie Reb eee 18 Unit, COSts: caies cent ected nace nines a NE ae aoe An ae a Sate nica dons) Sea Ramana e 51, 69, 95, 105 Unirrigated Columbia Basin, photograph............ 0. cee eee eee eee ete eee opp. 26 UU: S. Horestry ‘Services; snsdeeesas 9 $2444.45 See AS ee eee os ae EE See eS 14 Ue Sy Geolosical, ‘Survey aes elasoaess.o/s Sears Guscsabsa Blab od wea d abi apace dhe Ohad on 14 U.S: Reclamation: Sevviceise vie cso caccs see Oe ata ewa ais weaned a Haier & 14 Uy Sz Weather Bureaus saicainiiieysap sags i eids, seem amet Lye awa pee eS 14 Unpublished. Gata. . ics s5 Seances 1968 8944 RRRORE TERE SWAT 4 a eEME E Ra Oe Gg 69, 129 UMréer ulated ~SGtLlEMeNnt, esessccinseteare disinceueesne dundiedoae ) ale Spd Bde. awa hunni ble Saree emave 11, 33 TSC: Of Water ic s.0 ois. 4 eae ae ERS AG ESO RG EEDA RR EAST -7 Ree Ka anew ae 55 Value’ Of GHG yaa ti aaie es eed ae, Bo Rae os REEL O28 yee aay y 22 Value of irrigated Crops: cankaees 8 62.954 bCS PURO S IO HES RAG SEMEL ASE SY Ew SRR ES Y 25 Value OL UNIMPLO VED, VAM) cccgsciee eg suse neg qusiaiguainagua d -acpore eee a alae wee gave lerninbnaa.a 28 Views: from Saddle Mountains neces 6 tee as es wierd ee waa e see ae waeHeN Bw ware opp. 22 Volume Of Walter oi.ars x. palgneitdny eats oe es BoA oe ao eee PRM Lag 37, 56,135, 154 Walla. Walla, County... < ssasceeas bass ss4s3 eee R ES GaSe ewes tease ees 64a 31 WV SULLA, WWE RAV SF Sie se tennspsade Sapo as dh Siomsionas Javd saecauaiaeantbstses 452d alse ecibea fo ch od olsaakonn eek ude Giese Ace ah es 125 Waller (Ox Ts, SCCretany jaaee fa hae ed fos alatienuss ave aie can araumaniniaah sapale erste cee aah 12 Warning against speculative buying.............. cece ee eee eee ee teeee 10, 29 Washington, irrigation returns: + <4 944 04a eye eo eb AGAR es Ree eae OO 25, 27 Washtticnd, ake: Waste wa yas jp. sc educa aa sacstmioirn dee Dba dueaonuelra a BARA RS Glee taalend 120 Wassun Creek wasteway......... + cece eeeee Wiaisterabes!: wise caw Sarsuiden doi es ae eau atelgeng gals we eal wad Ameer hee 04 dS Wastewaiy COSt® cass snaeeke nye ete dot 48 Hehe Soi oa eee Meta acenarceeeuey aS IWASTEWAYV Sg Fabien o Girone Ries gisahngiguewe loceantadoudie od. 9 auetuad aye On ‘Central “Maininisee 6 ss cig 466 etecteeeus tas eared areie ges Ha Ww A OL North: Main: 2:45 sb eae Pcie hae a ees BNEW ea es ae ws at eee South Main: seen caseswas sees ecgagen ada Supply Canal Index 185 Page WALER IA VELLA DIGy 23.55 asptdueou ccd. oe cog lotenaeranuece 3 a8. b.4 Sle Aeahavathoantienetree eds ore 51, 57, 186, 155 Water delivery through canalsS.......... 0c eee ce eee eee eee fo fade Ske sBitada 94 Weater-logeine prevented, o)6oa6 a sisiierdihea 0 are sei gl + alilalnaleaipae Mad Ge a EG Am eee 116 Water. duty 24204 deeses ee eee he eee Se RS seeks st DARE Rete ee Bee 54, 135, 154 WAtEP OSSCS! “dis 6.2 ciainue db io:nieueite tae aeeuisasiar om Be Row nein Ubi alanouerauangudeha, comin Ge dearduane 54, 136, 154 Water required si ccsdsnaia de ae ereiian ad ate 04S. aan aaar es Saracens 50, 54, 56, 135, 154 Seasonal, USE: Of ssa ates vege ees How weEds oe bh ROMER Soe oe 55 Watershed above Albany Falls, map............. eee eens Poder ed eaasa taes opp. 2 GTA; TOOTS Sols sled 5 20 ce 25 ce solissssiesiaatan farses @ Beoahia de guide Qausesalnagade ds sara ane ac lnubla. dionetenasnts 136 Wenatchee: dam ..2cd5 aun sat dal ews MOM MER ye cecan <4 Horta olele 155 Water volume’ Controlled. vss e eed eee bearers ee ete ea dee 37, 56, 135, 154 Welch, F. W., field engineer. . (DISRANSS +O GIRS SOEs Sa THN SS cae AS Weymouth, F. E., U.S. R. S., chief engineer. .... 2... eee eee 13 Wiley; Ay. .J.,. consulting: engineerin cccicn ccs case wniele PE oes OMe mane eee eo 14 Willow Spring waste ways. 5 dicieg seus wees sg ecetergreein wre tide we SO we Harm e 119, 121 Worthington, Irving, field engineer. ........ ccc cece cee cee eee eee eee en eeeee 13 AWYMEtE: “(CamyOMt. iciece diese sous epavauensulerd eet dus iia. boat aip ee aed coved eRe ae a) Wenatchee Lake-Quincy project TOA. «os Guichen a Sino an aatial mnie sceunitoves y's ola. eiiasioce ar ee PdSNST WS Sa ae wwe elin atte GaN a canals, design And COSt.... 2... cee cee ee tenet ene et ene 163, 166 Columbia River crossing ..... 060.002 ede eee et eee ee sas opp. 164, 163 comparison with Pend Oreille supply........-.-..eeeeeee Beas sey POO ROT 174 CONVEYANCE Of Water ia es cie nae erase See a wk Ue Ra ee Fe Be Bl flumes, design and COSt....... cece eee ee eee eee ete eens BONETAL oi ve scc cece reece cece se ee eset eben eee ee ene eee eee ereteens inverted Siphons ....... 0. cece reece eee eee eee ete nena tere ete recapitulation Of COSTS... 0.0... ccc eee eee een ene e eee tunnels, design and cost water available ........ cece eee eee eee ees water 1OSSES 2... ccc eee eee ee eee eee eee eee eee tenes water required Wenatchee canal priority. ..... 0c eee eee ee eee tenes . 154 Wenatchee Lake run-off, demand, storage......--. 2. seer eee eee eee 157 StOrage CAPACITY 2... ee ee eee eee eee eee eee Beis 156 Wenatchee River dam, design and COSt..... eee eee eee ee eens 161 run-off, eritical VEAP. 2.54 Kea se cen ewe es eae ea Eee ORO Ree 160 study of two dams........... 0. cece eee eee eee eee e eens 157, 161 Yakima Valley irrigated, photograph.............ee eerste eee eeens ~...opp. 26 PYOMUCHION ©... ee cece eee eee ete ete e ene e eect ete tenner eneee 26 water USCd 2... cece cee eee eee tee nett tenes i Ptcacetre ier aeasapa 55