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HomeMy WebLinkAboutAEA Bradley Lake Hydro P FERC 8221-AK BCDPD Report January 2012/= ALASKA > =ENERGY AUTHORITY ALASKA ENERGY AUTHORITY BRADLEY LAKE HYDROELECTRIC PROJECT FERC 8221-AK BATTLE CREEK DIVERSION PRELIMINARY DESIGN REPORT Prepared by: Prepared by: RSM CONSULTANTS, INC. HATCH ASSOCIATES CONSULTANTS, INC. 9101 Vanguard Drive 6 Nickerson Street Suite 101 Anchorage, Alaska 99507 Seattle, WA 98109 January 2012 ALASKA ENERGY AUTHORITY BRADLEY LAKE HYDROELECTRIC PROJECT FERC 8221-AK BATTLE CREEK DIVERSION PRELIMINARY DESIGN REPORT TABLE OF CONTENTS TABEE OF GONTENT Steseccressccsrstccscectscesecceecesscessrercteotessorececeesevestsnevsvccrarcenasensesnseorsesrenses i LIS TIOP FIGURES taccsccercessersccecresesvacestercecesacseveverssarsisirssevaiscvestessessrseassorseecssensesce scr soeesta iii LIST OF TABLES .......... a a HealV LISTHORPARPENDIC ES reer erect creer cect cree eee a arenes eee e ESSE Ree Enea See ener eateteen ene seen iv AG FRONIMN MS tesecsscrceccsrcrcesesssecesovcrectevatevscevesseverecceveresuctsavesncestes estarsreracsencistevsnivs rest sxpeods iv 1.0!) | EXECUTIVE SUMMARW, cccctectscctescceccsecesccctsctessversoccencsaccccecesocerocsoresrtacsccecssereuseoess 5 2,0'| | LOCATION ct asecscretssesteceseucectectets cxcacunsssscesncy rest eve vast soeercessseessresreviitstiaseetvirverenenesed 6 3:0!) | IPROJECT DESCRIPTION fice. ctccccesccesccsncrenatsntesusesvessapessseesteatactarstueeunsesresucesueess fe SAN Gomerallleererececteteesrsresersceereceseccacerscesverereccstsereserressecsacrere tent teeresaresnerecerseeesen 7 3:2) | (Abstract Of, DeSIQn mi scecersvevessecsscoceseocscocecsstescsaccesccreeratctossesscasssesstenvnsceaseeees 7 3:3) | Use ofiNatural Features)... ices ccsesecoretecveccesezse csoseneseccevsuneoumseressteessere sce ies 7 3.4 | Initial Field Reconnaissance..........---.-..-:20ssvess<sesuresensessenssuaversesoersoareosoueers 8 3:4:1 Primary'diversion’Gam site. .................ss20+-s2..sssescsssveseseuersvucesenseven 8 BA:2 (Conveyance: ROU i acecsccccseccsvsaccsscctsssesecevevercrssecoctarcseverseseacesronereres 8 3.4:3 Secondary Diversion: Canal sscsccsceceevesses seseevessecseverisevtctsesessesersonocoses 9 3.4.4 Existing Upper Battle Creek Diversion. ............c:eseeseeseeseeeseeeees 10 3.5 Design Concept Development Utilizing Natural Features... 10 3.5.1 Primary Diversion Dam Site. 0.00.00... ceceeceeseeeseeeeeeeeeeeeeeeneeeneeeeeenes 10 3.5.2 Upper Canal le 3.5.3 Upper Canal to Lower Canal Transition. 0.0.0.0... ceeeeseeseeererereeeee 12 3.5.4 Lower Canal 4.0 HYDROLOGYV......... ee 4.1 Methods AAA) WSGSi\ Method scrccctseccessces cozecvessrestetevenescsoccesosesesccesssccsgsansesearecensess 17 AA NRCS method rcsscatsvevssccsssvecosssvvesecavecvvssievssseettsteisesessreseecsesecesnenee 19 R&M CONSULTANTS, INC. i Preliminary Design Report 5:0 6.0 7.0 8.0 4.2 Monthly Annual Rainfall Average Distribution.............:c:ceceseeseeseeeetees 23 4.3. Calibration GEOTECHNICAL Sis Gemorall Geology aterccsxtcteresceseccscacstesescctocctctcscetsrcccscesecsene svososssescessesenatarases 5.2 Diversion Structure Site............... 5:3)-—Upperand| Hower Canal ROC i cccctoscnceerceerecre ces seceersestscctercsoessssereasorestcees 5.4 Canal Transition and Stilling Basin........... ccc eesseceeseeteeeeeeeeeeeeeeeeeeeeeeees SiS ROAAWAYSH rakes ccsctarescetatctartesocstvavtphsusuuarunatavssvunensseavccbencnucenat senses 5.6 Geotechnical Design Considerations: .............cceseeeeseeeseeseeeseeeneeeneeeeees 28 5.6.1 Preliminary Rock Cut Slope Recommendations...........::ccceeeee 28 56:2) OCaliNG AMG TMMNIMMING ieercaneteseneseetonevencoscconccssecsnssoneoswensacesstsssessntsoer 28 5:63 Sj SIOPeREINfOrCeMmment ccescccctecccescercscvccsoscevecsevsacton-ceesarcssevacevessmeuseess 29 5iGi4 Cut SlOPS DrainaQ@sercte.cccetatesetctetcecscctcvoncessacese svocctesescerssoneeseurees 29 56:5 Rock: Fall MitiQation scectercsccvscccccessctesscs-1ssoncvocesqtesereccaseccsecesocceccrsnas 30 5:66. (Grackrand Joint SO alin icsceccncse<ectvececsss tess sarsssecsusstvesncrsssseesvoctess.cees 30 5:6: 7oAValanchne! MaZard rec src ctetyscrstotatstqesstsaasessensncseeutctessteuetoressese 30 CONNVEVANG Etrrteterrecctcreterttrirstetertreeittttartnee etre ene es 31 6 1 Gemerall bsiestetcccbaccacesceveerectecevarectaeacsvectesestscateecsdasesessvevetesarisestateesnsscevertesssed 5 earned ae eages ees nc eces ecient vacate Sas utebno dante rowan uneussuswostabs tone shttvscedetsnostvtcted [SF el U) of 0] =) eX Oz: 15 | Rae SP map mm G:22EA lower: Gaal svecttesctecetatcusststeteccetetstsncelesosshvsecsiohoatatutcsenrnsnentenees 6:Sts— Typical S@ction Scscccesersectcsuscevsivevevesssrsstevdesstvsietsvesvecsciesoiceessctecvoresovcersvened DIVERSION STRUCTURE AND STILLING BASIN .........eceeceeeeeseeeseeeeeeeeeeeeeeee 7.1 Battle Creek Diversion Dam ...........cceeeceeseeeeseeeeseeseneeeeenees Teele tMIMANVIBY DASSrerercereterecestatetsctteer teen tereneres treet setatetestacst eerste Halee vAUxany; BYPASS BAY crstcecvtssatscertessscssstesonscssssesssatescocceeusccctsccerveaer’ UeGie SIUICE) Gate re cecceteceteaeacateccessecsescusecesstvseesaestiresseet 7.1.4 Diversion Structure Access and Appurtenances Tico res © amnall SI ANNS WON cee nec eat steer ence cceatote escee cane oes eeas eee ee sna coees seaevepeeseestecs 7.2.1 Lower Canal Diversion Structure... 22 OEE StilllnG| BASU reetscesotaceccescrcstoseteccccoscssonctorssetseosesatetctsnsercsucasreasesnsoecs 12.3% Canal TranmsitionPAne@a recsesccssncasvceccterccccssectosserccectecteestascetsestoressesss ACCESS iisctateisvisiacinisicssuscustescvaedutoresseuescuseistatoanctuscusouseulentevestutancsueviesvevstepseantaaes BS TSSS EXISTING} ROAGS Woe wacat. sescvcetctuesveotesesvetesssvavevs-cuescetosusts costes suet anaysousuvetesectsssned R&M CONSULTANTS, INC. ii Preliminary Design Report 82 Access Routes to Proposed Project nisccc.c-seccssncssoseonesonrearssusroceunetsaseesersones 44 BIS) Options) Evalated in ..-.cccce-ccencsosccescre-ceesessucsuseonccenseesaressenccessteneresectnresee: 47 8.4 Alternates Evaluated But Not Selected. ..........:cecceeseeseeeeeeeeeseeeneeneeneeeeee 48 Bi5) Rouites| Selected caczsccccceveccecevevecvossosscsecvenceecacseccsocccocsenersccvecscenrennespacoepeveas 48 8:6 Operational! Constraints seccescccccccccsseecsevscceevsctscersstvssevissesscorecsecssesssessoneveees 49 9.0 PROJECT WORK PLAN - ANTICIPATED SEQUENCE OF CONSTRUCTION.50 Qi SUMMIMANY....-.....-220ncencenencnveneenceconsss snovnsnneenssesestoes conse ieunves sotsenssenss Fonssesueersrs 50 9.2 Construction Sequence By SCason..........eeesesesseeesseeeeseeesssesesseeteneeeeeeeees 50 9.3 Construction Sequence Detail 00.0.0... cee eeeeceeeeeeeeeeeeeeeeeeeeeesneeeeneseneeee 52 TOlO) DRAINAGE oor cccccesccceesessacceocers excunesvocusvsecsseracevegeactiviisvessertvsssecescsuceocsocecavenesesarsers 59 VOM (SUMIMANY cee: coecseeccnneos vans concussnecanacs vosscoccoswacssns canecuseaawerssssorevssteiessarresstsea 59 NOD) NIDIRCHISIZOsecsccccvseseseccccescscrevesecaceceaserestersesceesonecerteeeecscreceererseeeuettreteeceverees 59 10.3 Culverts/FIUMES 0.0.0... eee cccceeeceeenneeeeeeteeeeeeeeeeaeeeeeeesaeeeeeenaaeeeeeneeeesenenaees 60 10:4 Culvert Inlet Treatment sca: scczscicsccc...2:..00-.-.--csecrevecerecsrsssenrcoseecseoneessnererened 61 10:5 Culvert: Bedding and Bach till cs cc<scces <cccesccecverceevexet svaverveverssoterenstsesscessessese 61 VALO) (GUARD PAIL....2......csccccsssencencssccncescessesersecsaresssscesucureverssssavensvaneeuesrassaesraceasensneses 62 Wl Veh Gober Wall S iivzscccesseeeeecezcescccsessescccocccccencsesesecseccreseseeeuenceveneecevccrueverss sere serers 62 U2 ANON ATIVGS saececnscrcesececcercc ste cvessacscceeescececeeececnssaseesecnwesecsecocaeressensseatsawsnscces 62 W121 Benns/ShOuUIMCIS secs ccesceveacessoacsssvesevescaresesssssscevessessst-eseesesecsesencsess 62 11.2.2 W-Beam vs. Cable Guardrail...........ccccccceseeeeseeeseeeeeeneeeteeeeeees 62 LIST OF FIGURES Figure 2-1 ‘General Location: Map \..-.-s.sc.ssece.secscossecessnorsnsescosaneswsnnrsusenessceessonersunsrsasacessstd 6 PIQUIG | S11 ecsevacecesecorcanscrsatsatcsseestoatsssctsesecacssecesseacesececssssecevesetereucteseetevassvoseucesowerseuesseses 15 Figure 4 - 1 Basin Boundaries Figure 4 - 2 Computer Model Layout Schematic............cceccesseesseesseeeseseeeeeesseeeeeeeeeees 20 Figure 4 - 3 Battle Creek Diversion ........ccccececceseeseeeeeeseeseeseeeeneceseeeeesecseeseeseeseseaeeneeneees 21 Figure 4:-:4 Stilling 'BaSIN ......0:.00++...cssssessscereanecosessesvoceasousanswaees sonesvarecessccsstonereansstsszersss 22 Figurei4:- 5 Average Monthly’ Reatintalll ccc. ics cosesessecces cece ceotstesescesscesccecccesocceoesessoouseseonoeeee 23 Figure 4 - 6 Upper Battle Creek Drainage Basin...........eccesseseseeessseeeesseeeeseeeseeeeeseeees 24 Figure 4 - 7 Percent Confidence in Rainfall vs. Inches of Rain per Year............:cceee 25 Figure 6 - 1 Upper Flow Rate vs. Depth of Flow Upper Camnal............::ecseesseesesseeeneeees 32 R&M CONSULTANTS, INC. iii Preliminary Design Report Figure 6 - 2 Velocity vs. Depth of Flow Upper Catal ...........ccceeeeseeseeeeeseeeeeeeseneeeeeees 33 Figure 6 - 3 Flow Rate vs. Depth of Flow Lower Cannal............:cccessesssesseeeeesseeseeeneeeneees 34 Figure 6 - 4 Velocity vs. Depth of Flow Lower Carnal ...........:cccescesseeseeeseeeeeneeeneeeneeennees 35 Figure 6 -'5 Upper'Ganal:' Cross SOCtiom jccccccc-cce-cxececeseaasevesscescusucessevvesuvervesvasessacsscivssieeed 36 Figure 6 - 6 Lower Canal Cross Section .........cccccsccessceseecseeeeeeeeeeseeeeaeeeseserecneeeneeseeeenreees 37 LIST OF TABLES Table:4 - 1 = 2 Yeail EVOM t...c.secsscccesveccsuccevecsevecsavevacesccssevercevecavevevecssttrevscessssesseveassvaceenes 16 Tabler4 = 2'- Event Flow Rates) ssccccsscicsssic..c0:.00s-.s0eococesocsecsrsesscrosnessocsenencssenecsssceesunoreses 19 LIST OF APPENDICES Appendix A Location Map ACRONMYMS AEA Alaska Energy Authority CN Curve Number (used in unit hydrograph method of developing runoff) DEM Digital Elevation Model EL Elevation Above Sea level NAD 83 FERC Federal Energy Regulatory Commission NRCS Natural Resource Conservation Service RTK-GPS_ Real Time Kinematic - Global Positioning System TUM Terrain Unit Map USGS United States Geologic Survey R&M CONSULTANTS, INC. iv Preliminary Design Report ALASKA ENERGY AUTHORITY BRADLEY LAKE HYDROELECTRIC PROJECT FERC 8221-AK BATTLE CREEK DIVERSION PRELIMINARY DESIGN REPORT 1.0 EXECUTIVE SUMMARY This Preliminary Design Report documents the basis for the design of a diversion structure to be placed in West Fork Upper Battle Creek, a conveyance structure to conduct diverted flows to Bradley Lake and roads to support construction and maintenance. This preliminary design was developed using elevation models and ortho-imagery gathered from GeoEye1 Data in August 2010. The vertical accuracy of the DTM yielded an average difference of plus or minus 2 feet. The topography was tested by ground survey in August 2011. The diversion structure sites were ground surveyed for higher accuracy in October 2011. The project will provide an additional water source for the Bradley Lake Hydroelectric facility by diverting water from the adjacent Battle Creek watershed; specifically from the area drained by the West Fork Upper Battle Creek and the area intercepted by the canals from the diversion site to Bradley Lake that presently drain to the central portion of the Battle Creek basin. A Non-Capacity Amendment to the Bradley Lake Project License (FERC No. 8221) will be filed with the Federal Energy Regulatory Commission (FERC) by the Alaska Energy Authority (AEA) for the proposed diversion project. The project area is mountainous and has been subject to past glaciation. Bedrock is exposed along the valley floor where it is not covered by colluvium, as well as on the slopes and cliff. There is a heavy cover of alder over most of the lower slopes. Battle Creek is subject to heavy snow and rain fall but is dominated by glacial runoff from June to October. West Fork Upper Battle Creek has cut a steep sided gorge along a fault line/shear zone approximately 1 mile long. It transits from the top of the plateau at elevation 2000 to the bottom of the escarpment at elevation 1100. The diversion dam site is at elevation 1700, approximately halfway down the gorge from the plateau. Access roads are proposed to gain access to the diversion structure and canal headworks site and along the entire canal, stilling basin, outfall to the Upper Battle Creek Diversion pool and outlet channel and to the terminal discharge structure at the outfall to Bradley Lake. A maintenance road connected to the access roads is proposed along the canal R&M CONSULTANTS, INC. 5 Preliminary Design Report 2.0 LOCATION The proposed Battle Creek Diversion Project is located on the south end of the Kenai Peninsula near the Bradley Lake Dam which is part of the Bradley Lake Hydroelectric Project with the powerhouse being located on the south shore near the head of Kachemak Bay. Access to the facility is limited to aircraft or marine vessels. Travel to the site is generally by air from Homer airport 21 miles away. 151°32.000'W —_151°25.000' W 151°18.000' W —_151°11.000' W 151°04.000' W 150°S7. _ _— SSD, 000' W _ WGS84 150°39.000° W 59°49 000' N 59°46,000' N 59°46 000'N 59°43,000' N 59°43.000'N z 2 8 8 3 & a 59°40.000' N 59°37.000' N $9°37.000' N 151°32.000'W = 151°25.000' W 151°18.000' W = 151°11.000' W 151°04.000' W 150°57.000' W 150°50.000' W WGS84 150°39.000" W NATIONAL —S aa “fe GEOGRAPHIC 0 2 4 6 8 10 12 14 kn 11/23/11 Figure 2- 1 General Location Map R&M CONSULTANTS, INC. 6 Preliminary Design Report 3.0 PROJECT DESCRIPTION 3.1 General The proposed Battle Creek Diversion will capture stream flows from the West Fork of Upper Battle Creek and convey those flows to Bradley Lake by means of a canal constructed along the slopes of the mountain and the natural channel from the existing Upper Battle Creek Diversion. Along the canal route all surface runoff from slopes above the canal and flows from any water courses encountered along the canal route will be intercepted by the canal and conveyed to Bradley Lake. The project is on State of Alaska lands contiguous to the Bradley Lake Hydroelectric Project boundary. The goal of the feasibility study/preliminary design is to identify: e An appropriate diversion point in West Fork Battle Creek e The most efficient alignment for the canal e Access routes for construction/maintenance roads 3.2 Abstract of Design The diversion dam and canal head works structure will be constructed of reinforced concrete and include spill and control crest gates such as the Obermeyer Gate. This design has minimal moving parts and no mechanical operating systems. A jib crane will be provided on the crest of the dam to allow handling of stoplogs and for use in maintenance/repair of the Obermeyer crest gate and general maintenance hoisting operations. A small service/utility building will house the air compressor, electric power and communications equipment appurtenant to the diversion dam and canal head works gates and instrumentation. The length of the canal is approximately 9000 feet and will comprise two sections; upper canal and lower canal. The upper and lower canals will be constructed with a relatively flat bottom slope and the upper canal will discharge to a canal transition section comprising a natural chute/cascade over a natural steep slope with a drop of approximately 350 feet from the upper canal to the lower canal. The energy of the flowing water will be dissipated and controlled at a stilling basin/control structure before it enters the lower canal to flow on to Bradley Lake. The elevation transition section over the a natural rock slope surface may require a minor amount to remedial rock excavation down the natural rock slope to ensure the water flows where intended. 3.3 Use of Natural Features R&M CONSULTANTS, INC. 7 Preliminary Design Report The design of this project relies on the use of natural features. The various design elements proposed are a result of the opportunities presented by the geology and topography. 3.4 Initial Field Reconnaissance. 3.4.1. Primary diversion dam site. West Fork Battle Creek drops 900 feet in less than a mile as it traverses the escarpment in front of its source glacier terminus on its way to the valley below. For most of the distance, West Fork Battle Creek flows in a narrow steep sided gorge. The gorge is deeply incised into the surrounding rock, with walls approaching vertical in many areas and extending upwards 50 to over 100 feet above the creek bed. The steep stream gradient is broken up by waterfalls and cascades in a number of locations. The creek bottom is not accessible or traversable on foot in nearly the entire reach of the descent from the escarpment, with two notable exceptions. These two exceptions were observed during the course of a helicopter reconnaissance of the project area conducted by R&M in late August 2011. Both locations were characterized by a flattening of the stream gradient coupled with opening up of the gorge. The first location noted was between elevation 1100 and 1200, which was too low to start a conveyance to Bradley Lake, much less the existing Upper Battle Creek Diversion at elev. 1345. Additional aerial reconnaissance found a second location at elevation 1700. In this location, the creek gradient flattens out to 1 foot of fall in 8 to 10 feet for approximately 400 feet. The gorge opens up into a bowl shaped area with vegetated slopes. Slopes are approximately 3:1 on the west side of the creek, and somewhat steeper on the east side. The area is traversable on foot. At the lower end of this reach, the creek re-enters a narrow steep sided gorge. The streambed elevation and topography appeared to be suitable for siting a diversion structure, and the bowl provided both work and staging area for construction equipment. 3.4.2 Conveyance Route. Further reconnaissance was conducted by helicopter to ascertain if there was a potential route to convey water from this site easterly over to the existing Upper Battle Creek Diversion. The terrain in the proposed conveyance corridor is quite rugged, with steep slopes, exposed bedrock, talus slopes, and heavy growths of alder. The helicopter proved to be an invaluable reconnaissance aid, particularly as the investigators were able to fly along possible canal the route at various contour levels, visually R&M CONSULTANTS, INC. 8 Preliminary Design Report evaluating ground conditions and obtaining photographic and video coverage of the route(s) at the same time. The result of the helicopter reconnaissance and subsequent evaluation effort was that it appeared feasible to construct a canal by drilling and blasting a canal from the potential diversion/capture location at elevation 1700 to a point about 3000 feet to the northeast, along the top of a bedrock bench between elevations 1700 and 1800. The surface of the bench is irregular, but not extreme. The initial estimate was cuts of 50 to 100 feet would be required to establish a canal; significant, but relatively straightforward to construct. At the easterly end of the aforementioned bench, the bench is truncated by an arm of the valley that extends to the south and terminates in another narrow steep sided gorge (later designated the “Middle Fork of Upper Battle Creek”) that rises from the valley floor up the escarpment. The initial thought was, if water from the canal could be dropped in either an open or enclosed conveyance structure from the 1700-foot elevation to elevation 1400, bypassing the Middle Fork of Upper Battle Creek, a canal could be constructed along the base of the escarpment from that point over to the existing Upper Battle Creek Diversion. Based on observations made during the helicopter reconnaissance, and some on-foot observation the following day of the easterly portion of the proposed conveyance route, the investigators concluded it would be possible to construct a canal at the elevation 1400-foot level from an area near the base of the gorge containing the Middle Fork of Upper Battle Creek easterly to the existing Upper Battle Creek Diversion to Bradley Lake. 3.4.3 Secondary Diversion Canal During design of the Upper Canal and portion of the access road up the escarpment to the Diversion Dam site on the West Fork of Battle Creek, several significant drainage swales were noted on the escarpment face between the canal and the access road. Rather than passing runoff from this area through culverts under the access road, the concept of capturing the runoff in a secondary diversion canal and diverting the runoff into the new canal system was developed. This secondary diversion canal will be able to capture runoff from approximately 31 acres. It is noteworthy that much of the area is exposed bedrock, or bedrock with only a few feet of overburden, so a significant portion of any precipitation falling in the area will be captured by the secondary diversion canal. The concept of utilizing secondary diversion canals wherever practical to capture local runoff will be employed on other portions of the project as well. There are several locations along the access road to the existing Upper Battle Creek Diversion where it appears secondary diversion R&M CONSULTANTS, INC. 9 Preliminary Design Report ditches constructed in conjunction with access road rock excavation can be used to divert runoff into other drainages that lead directly into Bradley Lake. Secondary diversion canals, as presently designed, will have typical sections considerably smaller than the typical sections for the Upper and Lower Canals. The present design calls for secondary canals to be 4 feet in depth, have a 5-foot wide flat bottom, and 0.5/1 side slopes resulting in a 9-foot top width. For stability and ease of inspection, the typical section calls out a 3-foot wide bench on either side of the top of the canal. Flow line slopes will vary as needed. 3.4.4 Existing Upper Battle Creek Diversion. During the August 2011 field investigation the existing Upper Battle Creek Diversion was visited and a condition survey was performed, with particular in regard to previous observations of water flowing down the valley on the west side of the Diversion (away from, rather than into, Bradley Lake). Observations made from the helicopter confirmed the presence of a stream of water flowing down the valley on the west side of the Upper Battle Creek Diversion. The Upper Battle Creek Diversion is heavily overgrown with alders, which precludes a thorough inspection of the structure. The investigators did work through the alders on the west side to the lowest point of the diversion embankment. A small amount of clear water was observed seeping from the lowest portion of the diversion embankment (rough estimate: 10 to 20 gallons per minute). Over the next 100 feet downstream to the west, water volume increased significantly. The initial evaluation is that water is moving through fractures in the rock, and exiting downstream and to the west of the Upper Battle Creek Diversion. Removal (not cutting) of alders on the diversion embankment and downstream to the west is needed in order to better observe how water is entering the drainage on the west side of the diversion. 3.5 Design Concept Development Utilizing Natural Features. 3.5.1. Primary Diversion Dam Site. Subsequent evaluation of the proposed primary diversion dam site at elevation1700 by the design team confirmed the suitability of the site for capturing and diverting the West Fork of Upper Battle Creek. The specific site elements that contribute to the suitability of the site are: R&M CONSULTANTS, INC. 10 Preliminary Design Report e Elevation. The primary diversion needs to be at a higher elevation than the existing Upper Battle Creek Diversion Dike, which is at elevation 1345 ft/msl. e Room for construction staging. The west side of the proposed site opens up into a bowl approximately 400 feet long and 300 feet wide. Existing slopes are vegetated, and slope back from the creek at 3:1 to 2:1. It is practical to develop the area for construction staging. e Accessibility. A preliminary route to the site was identified during helicopter reconnaissance. Subsequently detailed access road design identified a route that can be constructed from the base of the escarpment to the diversion site with a maximum grade of 15%. e Favorable rock structure and composition. Bedrock is exposed at the surface of the proposed diversion. The rock itself is generally hard with minimal weathering. There are shear zones and jointing present in the rock. Some removal of fractured surface material will be required. Curtain grouting of the diversion foundation will likely be required as well. Overall, the lithology of the site will provide a solid foundation for the diversion structure. A ground survey utilizing static and RTK GPS, as well as a reflector-less laser theodolite, was conducted in late October 2011 to obtain detailed surface data at the proposed primary diversion dam site. The survey included profiling and cross sectioning the stream bed where it was accessible. Due to the large area encompassed by the Battle Creek Diversion project, ortho-rectified satellite imagery was used as the basis for preliminary design elevation data. Accuracy of the horizontal and vertical information obtained from the satellite imagery was independently verified by a static GPS survey of approximately 20 identifiable ground point features that were picked out from the imagery. The results of the GPS survey were used to adjust the topographic model from the ortho-rectified satellite imagery and verify the accuracy of the Digital Terrain Model (DTM). The late October 2011 ground survey of the primary diversion dam site identified one aspect of the satellite imagery elevation data that needs to be taken into account. Some areas of the project area is covered by a dense growth of alder. The imagery was taken during full leaf out conditions. The detailed ground survey was performed after leaf fall. Ground shots taken in the dense alder growth indicate the satellite imagery is reading the upper surface of dense leaf-on alder thickets as ground surface. The actual ground surface for most of the canal R&M CONSULTANTS, INC. 11 Preliminary Design Report alignment is visible in the imagery, so there should be no significant impact to the canal design. There are areas where the access roads run through the alder thickets; these areas will need to be ground surveyed prior to construction to verify actual ground surface elevation and confirm quantity calculations in areas of heavy alder growth. 3.5.2 Upper Canal. Both the topography and the structure and composition of the rock are favorable for the construction of the upper canal. Much of the upper canal is situated along the edge of a bedrock bench that is approximately 3000 feet long east to west and 1500 wide north to south. The bench slopes northward; much of the slope above elevation 1700 is 2:1 or flatter, which is workable by tracked construction equipment such as rock drills, bulldozers, and track-mounted excavators. Bedrock is exposed over much of the area that will be traversed by the upper canal. Pockets of glacial till are present in depressions, but generally only to a thickness of a few feet. The bedrock has been identified as argillite (a clay rock that is generally very firmly indurated and possibly slightly recrystallized) and fine grained greywacke (a “dirty” sandstone that typically has a dark dense matrix of clay and silt, also a very well indurated rock). The rock is generally massive with widely spaced jointing, although jointing may be closely spaced in some locations. Shear zones of broken and ground up rock are present locally as well. In general, however, much of the rock along the upper canal route is massive, with minimal cracking or zones of permeability. There are two swales incised into the north face of the upper canal route, at approximate third points of the canal alignment. It is anticipated that the canal typical section may require hardening/sealing in these areas (grouting, dental concrete, fiber reinforced concrete, structural concrete, or combinations thereof). The majority of the upper canal alignment appears to traverse competent, massive bedrock; more detailed information will be obtained by on- site geotechnical investigation in early summer 2012. 3.5.3 Upper Canal to Lower Canal Transition. The upper and lower canals are separated by a valley that contains a small unnamed stream. The stream is fed from a small pond at approximately elevation 2200, and carries runoff and snow melt from the surrounding plateau. Between elevations 1800 and 1400, the stream in contained in a deep, narrow gorge (“Middle Fork Upper Battle Creek”). The sides of “Middle Fork Upper Battle Creek” are essentially vertical and extend upwards for 30 feet or more above the stream bed in most locations. The stream bed itself is narrow, on the order of 6 to 8 feet wide. The Middle Fork Upper Battle Creek, due to its location and geometry, R&M CONSULTANTS, INC. 12 Preliminary Design Report lends itself to being a natural conveyance structure for carrying water from the upper canal to the lower canal. In the process of designing the upper canal, it was observed that a minor extension and realignment of the east end of the upper canal would allow the upper canal to discharged into a small ancillary drainage that in turn feeds directly into the gorge containing the Middle Fork Upper Battle Creek. The current design for transferring water from the upper canal to the lower canal entails aligning the upper canal outlet to discharge into the ancillary drainage leading into Middle Fork Upper Battle Creek. Some modification of the gorge bottom and outlet will be done to provide energy dissipation for the 850 cfs+ potential water volume that will be released from the upper canal. Middle Fork Upper Battle Creek is deep enough that it will fully contain the flow from the upper canal, along with its natural flow, and that of the ancillary drainage the upper canal will initially discharge into. It is anticipated that energy dissipation step-pools and a stilling basin will be necessary at the lower end of gorge, both to dissipate flow energy and to provide a site for a control structure. The control structure will be used to a) divert and control flows into the lower canal, and b) as needed, to divert partial or full flow out of the canal transition into the natural drainage instead of into the lower canal. 3.5.4 Lower Canal. The lower canal is the longer of the two canal reaches. Much of the alignment is along the escarpment face where exposed bedrock slopes are steeper than 1:1. The natural advantage provided in the sections where bedrock is exposed is that the lower canal can be a) excavated in bedrock and b) shear zones, joints, disadvantageous bedding angles or other weaknesses will be readily observable. The canal design and work plan include work items for scaling, rock bolting, pressure grouting, dental concrete, fiber reinforced concrete, paving and structural concrete to be implemented as necessary to maintain structural integrity of the canal. Other portions of the lower canal alignment traverse flatter slopes along at the base of the escarpment. The advantage in these areas is that they will be relatively easy to access via the proposed access road. There is a disadvantage in some areas; the lower canal alignment runs through what appear to be talus slopes. At this time depth to bedrock is unknown; R&M CONSULTANTS, INC. 13 Preliminary Design Report determining extent and depth of any talus deposits will be one of several geotechnical field tasks for the summer of 2012. Conceptual and preliminary designs for reinforced sections for the canal have been designed, anticipating the possibility that sections of the canal will not be able to be founded in bedrock. R&M CONSULTANTS, INC. 14 Preliminary Design Report Figure 3 - 1 Project Area R&M CONSULTANTS, INC. 15 Preliminary Design Report 4.0 HYDROLOGY The Kenai Peninsula is known for heavy rainfall and intense variability in climate in short distances and small changes in elevation. Micro-climates, created by glaciers and the direction a basin faces (basin aspect) can cause one area to receive heavy rains and snows, while another adjacent basin with different aspect remain drier and un glaciated. The purpose of the hydrology study is twofold. First, to determine the flow rate to be captured for design of a canal system and structures that will efficiently convey water. Second, to determine the yearly average from which to calculate the anticipatee annual benefit of the flows. Two-year recurrence event flows anticipated from the three new runoff capture areas are indicated in Table 1. Based on the Stone and Webster Report from December 20, 1990 and the Bradley Lake Hydroelectric plant can generate approximately 975 kW-hr / Acre- Foot of water. This value varies depending on many factors including the surface elevation of Bradley Lake. The figures generated in this report based on the USGS Water-Resources Investigations Report 93-4179 establish a minimum rainfall specific to this basin of 46,150 Acre Feet and a maximum of 70,100 Acre Feet of which approximately 92% can be captured for power generation. Assuming a value of $0.069/kW-hr yields a minimum value of $2.9 million to a maximum value of $4.7 million per year. Table 4-1-2 Year Event Two Year Event Area USGS NRCS #1 850 cfs 966 cfs #2 70 cfs 224 cfs #3 110 cfs 339 cfs Peak Flow 1,030 cfs* 891 cfs Note: * USGS method does not take into account watershed routing. 4.1 Methods The methods used for determining peak flow include the USGS method and the NRCS method. Three watersheds drain into the proposed canal system as shown in Figure 4-1- Basin Boundaries. Criteria for the two methods differ. In Alaska the USGS method is the predominant method and considered the most reliable for ungaged drainage areas. The NRCS method was employed to confirm results from the USGS method. R&M CONSULTANTS, INC. 16 Preliminary Design Report Figure 4 - 1 Basin Boundaries e Area 1 is the largest sub-basin area and incorporates approximately 7.52 square miles. Of Area 1, - a little over half is the Battle Creek Glacier. e Area 2 is approximately 0.28 square miles and incorporates the small area and cliff face that accretes into the upper canal. The area drains almost uniformly in a longitudinal direction into the Upper Canal. e Area 3 is approximately 0.52 square miles and accretes almost uniformly in a longitudinal direction into the Lower Canal. Area 3 includes the flows coming into the natural drainage feature from the rest of the basin above. 4.1.1 USGS Method The USGS Method is described in USGS Water — Resource Investigations Report 03-4188 “Estimating the Magnitude and Frequency of Peak Stream flows for Ungaged Sites on Streams in Alaska and Conterminous Basins in Canada” The method uses the log-Pearson Type Ill distribution for analysis by applying a least squares regression model. The method contributes skew coefficients developed from areas where at least 25 years of data have been recorded. The method does not employ the periodic release of flows that emanate from glacial impoundments. The USGS Method divides Alaska and the contiguous portion of Canada into 7 regions. The portion of the Kenai Peninsula where Battle Creek and R&M CONSULTANTS, INC. 17 Preliminary Design Report Bradley Lake are located is Region 3. Rainfall data for this method came from the Water-Resources Investigations Report prepared in 1994 by a joint effort between the Alaska Department of Transportation and the USGS. As noted by many residents who live in Zone 3, the rainfall is heavy with an average annual rainfall of 80 to 120 inches per year. For the USGS calculation 120 inches per year was used as an annual value. Data was gathered from 93 gaging stations distributed throughout the region. Due to the limited amount of record data, the average standard error of prediction for this method ranges from 38% for the two year event up to 45% for the 500 year events. To support the flows generated by the USGS method, provisional data from the USGS was acquired. The data was collected by senior fishery scientists for other purposes but it does support predicted timing and duration of peak flow events for a typical one year event, none of the data samples collected are located at the diversion site for this project. Input for the USGS Method spread sheet is as follows: e A: 7.52 Square Miles - for Area# 1 this is measured on the 7.5 minute USGS quadrangle maps. e ST: 0.5% - represents the percent of the area that is stream, ponds or lakes. This is estimated from the aerial photographs. e P: 120 in/yr. - is the annual rainfall as reported in the Water- Resources Report 93-4179 Plate 2. e J: 16° F -is the average temperature at this location in January as taken from Water-Resources Investigations Report 03-4188. The design basis stream flow results from this method have been used to design the diversion and canal system. Total peak flow rates for a 2 year event are: listed in Table 4-2 —Event Flow Rates along with flows for other return periods. R&M CONSULTANTS, INC. 18 Preliminary Design Report Table 4 - 2 - Event Flow Rates R&M CONSULTANTS, INC. 9101 Vanguard Drive ANCHORAGE, ALASKA 99507 (907) 522-1707 Battle Creek Diversion Dam INPUT: TOTALS: Area # 1 Area #2 Area#3 | A= 7.52 Sq.Mi. 0.281 Sq.Mi. 0.515 Sq.Mi. | 8.316 Sq. Mi. ST= 05 % 0% 0% | = 120 in/yr 120 in/yr 120 inyr | J= 16 °F 16 °F 16 °F | OUTPUT: Q2 850 cfs 70 cfs 110 cfs 1030] cfs Q5 1170 cfs 90 cfs 150 cfs 1410 cfs Q10 1390 cfs 110 cfs 180 cfs 1680 cfs Q25 1680 cfs 130 cfs 220 cfs 2030 cfs Q50 1890 cfs 150 cfs 240 cfs 2280 cfs Q100 2100 cfs 160 cfs 270 cfs 2530 cfs Q200 2320 cfs 180 cfs 300 cfs 2800 cfs Q500 2610 cfs 200 cfs 330 cfs 3140 cfs 4.1.2 NRCS method Specifically the NRCS method employed is the TR-55 Unit Hydrograph Method. The Alaska Department of Transportation supports this method providing there is adequate calibration to determine skew of the Type II design storm distribution. Rainfall Frequency Data was acquired from the US Department of Commerce and Weather Bureau’s report, Technical Paper No. 47 (1963). The NRCS method is used in this case to cross check runoff generated by the USGS method. The NRCS method has the ability to account for glaciers. Input for the NRCS computer model is as follows: measurement SCS-Type_ Il Storm Distribution with skew derived from field A 2 year storm event totaling 4 inches of precipitation in 24 hours Curve Number (CN): 90 - represents water lost to cracks sinkholes and vegetation. The CN also takes into account water absorbed into the glacier and the phenomena where warmer rain water will melt some of the ice from a glacier R&M CONSULTANTS, INC. 19 Preliminary Design Report e Lag Time: 360 minutes - represents the amount of time it takes water to travel from the very far end of the basin to the diversion point. The distance is 25,610 feet and the velocity is 1.2 feet per second. For a glacier the velocity in summer is relatively fast compared to bedrock or asphalt but there are pools and places where the water stalls until it puddles up and overflows. e Max Storage: 0.1 inch - represents the amount of water that remains in ponds and pools under the glacier but will flow during a melting environment or a change in the flow structures and obstacles. e Base Area: 7.52 Square Miles for Area 1 - the total area of the basin including the glacier. NRCS Results TOTAL WATER TO BRADLEY LAKE LOWER CANAL BASIN LOWER CANAL REACH STILLING BASIN UPPER CANAL BASIN UPPER CANAL REACH 1S BATTLE CREEK DIVERSION 4» BATTLE CREEK BASIN (gms) BATTLE CREEK WASTED FLOW Figure 4 - 2 Computer Model Layout Schematic (Figure 4-2 — Computer Model Layout Schematic) is used within the HEC- HMS software to model the system. Stilling Basin Represents (Area #1), and UPPER CANAL BASIN represents (Area #3). Area #3 distributes water longitudinally into the Upper Canal. For this model, both areas enter at the Battle Creek Diversion. The peak inflow for a two year event is approximately 984.5 cfs. Design flow rate for the upper canal is 850 cfs. Therefore the net water wasted at peak flow is 134.5 cfs. Two year event: e Total volume is 1,074 Acre-Feet, e Wasted volume is 34.1 Acre-Feet e Diverted volume routed to Bradley Lake via the Upper Canal is 1040.2 Acre Feet. R&M CONSULTANTS, INC. 20 Preliminary Design Report These results are illustrated in Figure 4-3 — Battle Creek Diversion. The small hump at approximately 11:00 Jan 1*' represents the inflow from Area 3. The indication is that runoff from this Area 3 does not impact peak flow but does add to the total volume. The small Peak in the middle underneath the larger curve represents the amount of water wasted in a two year event. Figure 4 - 3 Battle Creek Diversion Figure 4-4 — Stilling Basin In this model the STILLING BASIN represents flows from the Battle Creek Diversion and the Lower Canal Basin (Area 2). The two peaks at the beginning at 11:00 Jan 1st. Represent the flows coming from Area 3 and Area 2. The flat line at 850 cfs is the diverted flow coming from the upper canal. The solid Line is the entire flow being diverted to Bradley Lake. The total volume of water flowing into Bradley Lake for this 2 year event is 1111.6 Acre-Feet. R&M CONSULTANTS, INC. 21 Preliminary Design Report Figure 4 - 4 Stilling Basin Given the degree of accuracy reported in the USGS method and the lack of rainfall data for the NRCS it is difficult to estimate the true volume of water. In this case, there are two entirely different methods of calculating rainfall that agree within 10% in peak values. There is assurance that the values shown have been cross checked and indeed are close enough to warrant investment. R&M CONSULTANTS, INC. 22 Preliminary Design Report 4.2 Monthly Annual Rainfall Average Distribution Annual Rainfall for the watershed is approximately 52,800 Acre Feet a year. Approximately 47,500 Acre Feet is available for capture. The intention of this project is to capture 42,000 Acre Feet by operating between the beginnings of May to the end of October. (See Figure 4-5 — Average Monthly Rainfall). These values are based on the Stone and Webster Engineering Corporation Report of December 20, 1990. The assumption is that their study of the Nuka Glacier water shed is close enough to our watershed to use their monthly and yearly precipitation distribution. Total area of capture for this project is 8.32 square miles. Annual rainfall values very. For this specific calculation 105 inches per year was used for Figure 4-5. Average Monthly Rain Fall in Inches 30.00 T oe ees | 25.00, ———____________— 20.00 ——___—— 15.00 +———— rs 10.00 +— OO 0.00 Oe LT UE! | a | Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Figure 4 - 5 Average Monthly Rainfall The USGS Water-Resources Investigations Report 93-4179 reports a maximum annual rainfall of 300 inches and a minimum annual rainfall of 70 inches. In addition, mean and median values are reported at 138 inches and 125 inches respectively. Additional points on the curve are USGS stations near the site. Reported from the USGS website gage numbers 15238978 and 15238990 are given annual rainfalls of 57.42 inches and 182 inches respectively. Differences in these values are justified by difference in elevations and the percent of land covered with glacier. Entering this data into a graphic figure using the standard normal distribution described by the probability density function with a negative skew as described in the median and mean data yields (Figure 4-6 and 4-7). Figure 4-6 is the standard bell curve with the negative skew. e¢ 17% chance that rainfall will be less than 104 inches or specific to our capture area 46,150 acre feet. ¢ 66% is the chance that rainfall will be between 104 inches and 158 inches or specific to our capture area 46,150 Acre Feet to 70,100 Acre Feet R&M CONSULTANTS, INC. 23 Preliminary Design Report e 17% is the chance that rainfall will be greater than 158” or specific to our capture area 70,100 acre feet Probability- Inches of One Standard Deviation Each Side of the Median 104 inches to 157 inches Upper Battle Creek Drainage Basin Figure 4 - 6 Upper Battle Creek Drainage Basin Presenting the same data by placing percent chance on the vertical axis yields (Figure 4-7 - Percent Confidence in Rainfall vs. Inches of Rain per Year) yields a confidence curve. Figure 4-7 illustrates the assumption that there is a 100% chance that the capture area will experience no less than 70 inches of rainfall in any given year and also illustrates that in a given year there is 0% chance that there will be more the 300 inches of rainfall in the capture area. R&M CONSULTANTS, INC. 24 Preliminary Design Report Percent Confidence in Rainfall vs. Inches of Rain 100.00% per Year 90.00% 80.00% 70.00% 60.00% 50.00% 40.00% Percent Confidence in Rainfall 30.00% 20.00% 10.00% = 0.00% a4 nN Ss Figure 4 - 7 Percent Confidence in Rainfall vs. Inches of Rain per Year 4.3. Calibration Calibration of the computer models will require a site visit in order to place a data logger system such as a HOBO device that will measure pressure. With a known atmospheric pressure the data logger pressure can be used to calculated depth of water. Simply collecting a cross section at the data logger’s location will allow for calculation of a flow rate. During site visits a device that directly measures velocity can also be used to bring additional accuracy to the calibration data. The time window for placement of this system would be optimal at a continuous interval between February 1°‘ and November 1“. R&M CONSULTANTS, INC. 25 Preliminary Design Report 5.0 GEOTECHNICAL The geotechnical conditions in the project area are dominated by exposed bedrock. A thorough understanding of the rock properties and structure will be necessary for successful design and construction. The rock structure and the characteristics of discontinuities within the rock mass are expected to be primary factors in the analysis of seepage and slope stability. A detailed rock mapping program covering the entire project area, along with boreholes at specific locations will provide the data necessary for geotechnical design recommendations. 5.1. General Geology The bedrock in the project area is mapped as the Cretaceous age McHugh Complex; “A complexly deformed tectonic assemblage of argillite, tuff, graywacke, basalt, chert mesoscale mélange, conglomerate, gabbro, and limestone”’. The geotechnical investigation for the Bradley Lake Hydroelectric Project? indicated that the predominant lithologies in the area were argillite and graywacke, with other rock type being minor components of the assemblage. Geologic structures include foliation, joints, fracture zones, shear zones, and faults. The foliation is very well developed, particularly in the argillite, and has a strike of N-S to N20°E, with a near vertical dip. Most drainages appear to be structurally controlled, following prominent shear zones or joints. 5.2 Diversion Structure Site A mixture of argillite and fine-grained graywacke was observed at the proposed dam site. The rock was hard to very hard, and slightly weathered to fresh. Discontinuities included orthogonal joint sets, indistinct foliation, and several shear zones. Outcrops appeared blocky to highly fractured. Several shear zones or gouge-filled fractures were evident on the left bank downstream of the dam site. Primary geotechnical considerations at the Diversion Structure Site are expected to be: e Seepage under and around the dam through discontinuities in the rock; e Stability of the rock in the area of the dam foundation and abutments; ' Bradley, D. C., Kusky, T. M., Haeussler, P. J., Karl, S. M., Donley, D. T., 1999, “Geologic Map of the Seldovia Quadrangle, South-Central Alaska” U. S. Geological Survey, Open File Report OF 99-18. ? R&M Consultants, Inc., 1986, “Final Site Conditions Report of Geotechnical Field Investigations 1984 & 1985 Programs, Bradley Lake Hydroelectric Project” FERC Project No. P- 8221-000. R&M CONSULTANTS, INC. 26 Preliminary Design Report Recommended Geotechnical Investigations at the Diversion Structure Site: e Drill four to six boreholes to depths of 50 to 80 ft; e Perform pressure testing in the boreholes to estimate permeability; e Detailed rock structure mapping. 5.3 Upper and Lower Canal Route The upper and lower canal route is primarily mapped as exposed bedrock. Due to the variable nature of the bedrock, a variety of geotechnical conditions are expected along the 1.6 mile long canal route. It is likely that the canal will traverse areas of highly deformed or fractured rock as well as relatively massive rock. Primary geotechnical considerations along the Upper and Lower Canal Route are expected to be: e Seepage from the canal through zones of fractured or sheared rock; e Stability of rock cut slopes; e The potential for rockfall. Recommended Geotechnical Investigations along the Upper and Lower Canal Route: e Detailed rock structure mapping along the entire route; e Drill boreholes at select locations where mapping indicates the need for additional information. 5.4 Canal Transition and Stilling Basin The canal transition is located at a deeply incised drainage. Fractured or sheared bedrock may be present in the vicinity. Primary geotechnical considerations for the Canal Transition and Stilling Basin are expected to be: e Seepage from the stilling basin through zones of fractured or sheared rock; e Stability of the existing steep rock slopes; e Stability of the rock in area of any proposed structures. Recommended Geotechnical Investigations at the Canal Transition and Stilling Basin: e Drill two to four boreholes to depths of 50 to 80 feet; e Perform pressure testing in the boreholes to estimate permeability; R&M CONSULTANTS, INC. 27 Preliminary Design Report e Detailed rock structure mapping. 5.5 Roadways The access roads will traverse areas of exposed bedrock as well as areas with variable thicknesses of soil over bedrock. Primary geotechnical considerations along the Roadways are expected to be: ¢ Stability of cut slopes in soil and rock; e Characterization of subgrade materials; e Thickness of any unsuitable subgrade materials. Recommended Geotechnical Investigations along Roadways: e Detailed rock structure mapping in areas of proposed rock cuts; e Drill boreholes at select locations where mapping indicates the need for additional information. 5.6 Geotechnical Design Considerations: 5.6.1 Preliminary Rock Cut Slope Recommendations It is not known at this time where rock cut slopes will be made, how they will be oriented, or how high they will be. However, some general observations and recommendations can be made. The maximum stable slope angle of rock cuts is expected to be primarily controlled by the orientation and characteristics of discontinuities. Because the regional foliation, the most predominate set of discontinuities, is near vertical and has a strike roughly parallel to the proposed canal alignment, it is likely that cut slopes up to 76° may be possible. However, local conditions, and other discontinuity sets may dictate flatter slopes, or slope reinforcement. Cut slopes in rock over 10 feet high should be pre-shear or cushion blasted in order to create stable rock slopes with little overbreak and to minimize the amount of maintenance after construction. Pre-shear blasting should be used on cuts with a distance to a free face of greater than 25 feet and cushion blasting should be used on cuts with a distance to a free face of less than 25 feet. Pre-shear blasting involves detonating a final row of holes prior to any other blasting in the cut. Cushion blasting involves detonating the final line of holes last. 5.6.2 Scaling and Trimming R&M CONSULTANTS, INC. 28 Preliminary Design Report Rock slope design should recognize that some local instability can occur whenever rock slopes are excavated. Provisions should be made for removal of unstable rock volumes, installation of dowels and rock bolts to stabilize large blocks, and placement of shotcrete over zones of unstable rock. Any loose overhanging or protruding rock on the face of the slope can be removed by scaling or trimming. Scaling involves the use of hand scaling bars, hydraulic splitters, or light explosive charges to remove isolated pieces of loose rock while trimming involves the removal of overhanging and potentially unstable rock masses. 5.6.3 Slope Reinforcement Tensioned rock bolts may be installed in slopes to reduce the potential for plane, wedge, and toppling failures. The function of the rock bolt is to exert permanent normal force across a potential failure plane. This increases the frictional force and resists sliding. Rock bolts are fabricated from high tensile strength steel and include threads on the exposed end for a bearing plate and nut. Anchorage may be either mechanical, epoxy, or grout. The length of each rock bolt to be installed should be determined at each specific location. As a general guideline, the length of each rock bolt should be at least twice the thickness of the slab or block at the point which the rock bolt will penetrate. Dowels may be used at the toe of potentially unstable blocks to provide passive support against sliding. Blocks stabilized in this manner are generally smaller than those stabilized with tensioned rock bolts. Dowels consist essentially of steel reinforcing bars that are cemented or grouted into boreholes; they are not subject to post-tensioning. Fiber reinforced shotcrete may be placed over fault or shear zones to halt deterioration. Additionally, shotcrete supports slopes by two mechanisms: e Prevention of erosion of softer layers which stops the formation of overhangs, and e Prevention of loosening of blocks on the face, and general degradation of slopes cut in closely fractured rock. Shotcrete may be used in conjunction with dowels or rock bolts to provide support and protection to potentially unstable slopes. Weep holes are typically drilled to relieve water pressure behind the shotcrete. 5.6.4 Cut Slope Drainage R&M CONSULTANTS, INC. 29 Preliminary Design Report Water pressure in the rock mass behind a cut slope is the dominant parameter affecting slope stability, therefore dewatering of the rock slope improves overall slope stability. Where cuts exceed about 20 feet in height, weep holes should be drilled into the rock mass to drain the slope and reduce the groundwater pressure. Weep holes are typically drilled on 10-foot spacing along the toe of the cut. 5.6.5 Rock Fall Mitigation Typically, the best way to deal with rockfall is to minimize its occurrence by the removal or stabilization of rocks that have a potential for falling. If this is not possible, then rock catchment structures can be utilized to protect structures or personnel. Catchment methods include draped mesh, and catchment fences. 5.6.6 Crack and Joint sealing Control of seepage through rock discontinuities will be an important aspect of this project. The following methods may be used to control seepage: e Curtain Grouting: A row of pressure grouted holes is installed to fill voids, creating a curtain; e Consolidation Grouting: Injection of grout to densify loose material, and reduce its permeability; e Dental Concrete: The filling of irregularities in the rock surface with concrete or grout. 5.6.7 Avalanche Hazard The project is located in an area of steep mountainous terrain, and receives high snowfall. Avalanches are likely in the project area. The potential impact to the project should be evaluated. It is recommended that a detailed avalanche hazard assessment be performed. The assessment should include: e Mapping of potential avalanche areas; e The potential for avalanches to impact the proposed structures; e The potential for late season avalanches to impact operations. R&M CONSULTANTS, INC. 30 Preliminary Design Report 6.0 CONVEYANCE 6.1. General The conveyance is divided into three parts: Upper Canal, Canal Transition (natural Drainage Feature) and Lower Canal. The Upper Canal takes water from the diversion structure in Battle Creek and coveys it to the canal transition. The canal transition takes advantage of a natural feature that exists in the bed rock. Water will flow over a steep through this feature. Step pool energy dissipators are being installed in the natural channel that will reduce the energy in the water. At the bottom of the transition is a stilling basin to take the remaining energy out of the water from the drop. From the stilling basin the water enters the Lower Canal and is conveyed to the Upper Battle Creek Diversion discharge channel and onward to Bradley Lake. It is desirable to simply let the water flow on top of the bedrock. Upon excavation there may be cracks and features in the bedrock that will allow water to seep or drain away. Advice from the project geotechnical engineer will be employed on a case by case basis and areas of high seepage potential will be made impermeable by use of concrete or geo-fabric. In these areas over excavation may be required to implement the remedial measures. 6.2 Canal The proposed canals are to be drilled and blasted out of bedrock. The design of the cross section takes advantage of the bedrock by using 0.25 to 1 side slopes. Calculated flows come from the USGS linear regression method referenced in the Hydrology section of this report. An estimated 92% of the flows will be available for capture by opening the canal system in mid-May until the end of October (Figure 4-5 Average Monthly Rainfall). Canal slope selection is based on velocity considerations to prevent channel erosion. For any given flow rate, the higher the velocity the smaller the cross section area required. On the one hand the smaller the cross section area, the less excavation will be required for construction. On the other hand, faster velocities create scour which could damage portions of the canal and any concrete structures. The sections used for this calculation are shown in Figures 6-5 and 6-6. Selection of these cross sections considered the efficiency in excavation vs efficiency in water conveyance, (a shallow wide channel will convey less water than a channel with more depth and less width). Selection was also based on ease of maintenance (if the channel is too deep an excavator may have difficulty removing debris). Per USBR guidelines the maximum allowable velocity for water with a glacial sediment load without causing scour is between 5.5 and 7.0 ft. per sec. For this project the desired maximum flow rate for the Upper Canal is 850 cfs and for the Lower Canal is 1000 cfs. Selecting a R&M CONSULTANTS, INC. 31 Preliminary Design Report friction slope of 0.0030 feet/feet will yield velocities no slower than 5.5 feet per sec With the friction slope selected a graph can be made that shows Depth of Flow vs. Flow Rate. (Figure 6-1 and Figure 6-3). The Upper Canal has a design flow of 850 cfs which yields a depth of approximately 8 feet. The Lower Canal has a design flow rate of 1,000 cfs which yields a depth of approximately 9 feet. In checking these depths against velocity (Figure 6-2 and Figure 6-4) velocities of just over 6 feet. per sec. are determined, which is less than the maximum scour value of 7 ft. per sec. 6.2.1 Upper Canal 3000.00 Flow Rate (ft*3/s) vs. Depth of flow (ft) 2500.00 2000.00 g 2 & —1/4 to 1 side slope g 1500.00 é ——1/2 to 1 side slope z —1 to 1 side slope = ——2 to 1 side slope 1000.00 $00.00 0.00 2.50 3.00 3.50 4.00 450 5.00 5.50 6.00 6.50 7.00 7.50 8.00 850 9.00 9.50 10.00 Depth of Flow (ft) Figure 6 - 1 Upper Flow Rate vs. Depth of Flow Upper Canal R&M CONSULTANTS, INC. 32 Preliminary Design Report 9.00 (| Velocity (ft/s) vs. Depth of flow (ft) re err eer err | 4 eo EEE ae HHH EAH 3 = > 7.00 —— 1/4 to 1 side slope 5 | iP a (|) | ——41/2 to 1 side slope eee eeeini COATT) tte ste spe 6.50 + - + —— 2 to 1 side slope 6.00 1 5.50 5.00 9 9 9 9 9 9 9 9 SS ss os eo o& oo) Ss S Ps KR; ae a? Depth of Flow (ft) Figure 6 - 2 Velocity vs. Depth of Flow Upper Canal R&M CONSULTANTS, INC. 33 Preliminary Design Report 6.2.2 Lower Canal 3000.00 Flow Rate (ft"3/s) vs. Depth of flow (ft) 2500.00 2000.00 g g —1/4 to 1 side slope g 1500.00 4 ——1/2 to 1 side slope g —11to 1 side slope = ——2 to 1 side slope 1000.00 500.00 0.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 Depth of Flow (ft) Figure 6 - 3 Flow Rate vs. Depth of Flow Lower Canal R&M CONSULTANTS, INC. 34 Preliminary Design Report 9.00 || Velocity (ft/s) vs. Depth of flow (ft) | Pry rrr TTT fit fe 850 Ce ett tt CCCP | | eens CP | sg CECE | } BE EHH + AH | & + eon : — 1/4 to 1 side slope | 3 —— 1/2 to 1 side slope | * COOP Ae] 3 tet side siope 6.50 | i t - —— 2 to 1 side slope | 6.00 5.50 soo AIT TT Tyr yyy | ay & Ss & Ala & & s os x Pe SX, Py F a Depth of Flow (ft) Figure 6 - 4 Velocity vs. Depth of Flow Lower Canal R&M CONSULTANTS, INC. 35 Preliminary Design Report 6.3. Typical Sections 2° BENCH(ES) / BENCHES EVERY 30 FEET “= FREEBOARD APPROX. 2° DEPTH APPROX. 8° —— 1s —-| + 25 ae | NOTE: 1/4 MAX : 1 CHANNEL SLOPES DAYLIGHT ON ROAD UPPER CANAL SECTION — 850 cfs STA 100+00 TO STA 134453.83 NIS Figure 6 - 5 Upper Canal Cross Section R&M CONSULTANTS, INC. 36 Preliminary Design Report 2° BENCH(ES) — ALT. EXISTING GRADE 7 , — GUARDRAIL SYSTEM AS SHOWN IN PLANS BENCH HEIGHT FREEBOARD APPROX. 2° 3.0% i ACCESS ROAD DEPTH APPROX. 9° NOTE: 1/4 MAX : 1 CHANNEL SLOPES DAYLIGHT ON ROAD STA 150+00 TO STA 202+79.80 NTS Figure 6 - 6 Lower Canal Cross Section R&M CONSULTANTS, INC. 37 Preliminary Design Report 7.0 DIVERSION STRUCTURE AND STILLING BASIN et Battle Creek Diversion Dam The Battle Creek Diversion consists of an approximately 23-foot tall concrete dam with a 115 foot long crest with top at elevation of 1706 feet, with a canal intake structure that will be utilized to divert flows from West Fork Upper Battle Creek into the upper canal. The dam site was selected based the canal alignment and minimum invert elevation, site topography to minimize excavation and concrete quantities, and construction period flow diversion considerations. The selected diversion layout provides an auxiliary bypass that can be staged such that construction of a diversion channel can be integrated into a permanent dam feature. An _ alternative diversion structure site was considered approximately 100 feet downstream. Although this alternative site would have eliminated the need for a concrete retaining wall to support the access road, it would have resulted in a considerably taller diversion structure. This site would also have likely required a tunnel or significantly longer open channel excavation to achieve diversion of flow during construction. The selected Battle Creek Diversion layout will allow for a canal capacity of 850 cfs while maintaining 2 feet of freeboard. Flow at the canal entrance is controlled by a 9-foot tall by 15-foot wide Obermeyer gate. Flows that exceed 850 cfs will be bypassed through an 11-foot tall by 11-foot wide Obermeyer Gate, which has a maximum capacity of 1,150 cfs when gates are fully open and maintains 2 feet of freeboard. The auxiliary bypass is an 11-foot wide stoplog bay, with an invert at elevation (EL) 1685, will provide an additional capacity of about 2,800 cfs with all stoplogs removed. In addition, a 6-foot tall by 6-foot wide sluice gate has a capacity of 300 cfs at 2 feet of freeboard. The maximum capacity, while maintaining 2 feet of freeboard, of the Battle Creek Diversion Dam is 3,200 cfs and may pass approximately 5,100 cfs before overtopping. Parapet walls on the upstream dam face will channel excess flow into the center of the canal, primary and auxiliary bypass bays while protecting the abutment foundations from scouring. Preliminary stability analysis indicated that post tension rock anchors may be required to stabilize the diversion structure to prevent instability under post- seismic and flood conditions. The diversion appears to be stable as currently configured under normal loading without considering the rock anchor contribution. The 65% level design shows 4 anchors installed along the upstream face of the diversion to address unusual and extreme load cases. Additional analysis will be carried out after the diversion geometry is better defined. 7.1.1 Primary Bypass R&M CONSULTANTS, INC. 38 Preliminary Design Report The primary bypass is a 11-foot wide spillway bay controlled by an 11-foot tall by 11-foot wide Obermeyer Gate with an invert at EL of 1693. Selection of the Obermeyer gate was based on its ability to overtop, sluicing capabilities, flow characteristics, and wide range of temperature during operation. The gate width was selected to match the topography of the existing stream channel. The gate invert was set to be 2 feet lower than the invert of the canal to allow dewatering the forebay in the event of canal gate repairs. During times of gate maintenance on the primary bypass, the forebay may be dewatered by either the auxiliary bypass or the sluice gate. Although the 6-foot by 6-foot sluice gate is the primary means of sluicing forebay sediment, the Obermeyer gate may also be utilized to sluice any woody debris and the upper level of accumulated forebay sediment. 7.1.2 Auxiliary Bypass Bay The auxiliary bypass is an 11-foot wide stoplog bay at the left abutment. As previously mentioned the auxiliary bypass is designed to utilize existing topography downstream of the selected diversion location such that it may be excavated during initial dam construction in order to divert flow through an open channel. By excavating the diversion channel through the left abutment approximately 90 feet downstream of the dam, diversion flow will drop into a steep canyon and may eliminate the requirement of downstream cofferdams for the primary bypass construction. Construction could be sequenced to allow full construction of the right abutment canal works and access road, and left abutment stoplog bay and downstream section of the diversion channel. The existing rock at the upstream end of the diversion channel would be utilized as a rock plug, and then excavated at the completion of the left and right abutment features. Upon excavation of the rock plug, stream flow would be diverted through the auxiliary bypass bay and construction of the primary bypass could begin. Through this construction sequencing the auxiliary bypass bay will integrate the diversion as a permanent feature. 7.1.3 Sluice Gate The primary means of sluicing sediment from the forebay will be through the 6-foot by 6-foot sluice gate at the right abutment. The forebay excavation will be sloped towards the sluice gate. The retaining wall for the canal access road will serve as a downstream training wall for sluice gate operation. In order to minimize the potential damage in an overtopping event, the sluice gate operator at the dam crest will be removable. The dam section above the sluice gate will be at EL 1706 with a parapet wall extending to EL 1708.5 in order that maintenance vehicles may reach the forebay and primary bypass areas. R&M CONSULTANTS, INC. 39 Preliminary Design Report 7.1.4 Diversion Structure Access and Appurtenances A construction staging area will be constructed approximately 500 feet downstream of the diversion structure along the left side of the upper canal access road. A permanent maintenance and control building will be constructed at the staging area. By locating the controls for the gate and monitoring equipment at this location, they will be protected from an overtopping event. It will also serve as a location for storing replacement materials and equipment. Maintenance vehicles will be able to access the diversion structure crest at the right abutment via the upper canal access road. All personnel access to the left abutment will be by removable walkways that can be placed over the primary and auxiliary bays. A jib crane with wireless controls located between the stop log and overflow (Obermeyer) gate bays will be utilized to place the walkways, remove stoplogs as well as other general maintenance. 7.2 Canal Transition At approximately Station 135+67 the Upper Canal terminates when it reaches the steep ravine of Middle Fork Upper Battle Creek. In order to maintain the 0.3% slope of the Upper and Lower Canals, flow from the Upper Canal will be directed via an overland flow path (herein referred to as Canal Transition and into the Middle Fork Upper Battle Creek utilizing the existing channel before being directed into the Lower Canal. Due to the very steep gradient of the proposed Canal Transition between the Upper and Lower Canals there is a need to create an energy dissipation structure/diversion dam at the upstream end of the Lower Canal. Over the approximately 700-foot length of the Canal Transitional Area the elevation drops approximately 310 feet. As flow exits the Upper Canal it will flow overland, down the mountainside of the Canal Transition Section, and drop approximately 240 feet in a distance of approximately 400 feet before its confluence with the Middle Fork Upper Battle Creek. From the confluence of the canal transition section to the Middle Fork Upper Battle Creek drops approximately 70 feet over a distance of 230 feet. The Middle Fork Upper Battle Creek ravine is approximately 6 feet wide by 15 feet deep and incised in bedrock. Although a detailed survey of the canal Elevation Transition Area has not been conducted, aerial photographs and video footage taken from a helicopter suggest that the incised channel extends through the length of the Middle Fork Upper Battle Creek. For the purpose of the preliminary design a 6-foot wide by 15-foot deep channel was assumed, and flow through the canal Transition Area was analyzed using the U.S. Army Corps of Engineers, Hydrologic Engineering Centers River Analysis System (HEC RAS). Cross Sections of the flow path were created from the Digital Elevation Model (DEM). R&M CONSULTANTS, INC. 40 Preliminary Design Report As future detailed survey and geotechnical investigations are conducted, the analyses and final design will be refined. The Stilling Basin which will divert flow into the Lower Canal is comprised of a diversion structure, excavated stilling basin, and channel modifications to the Middle Fork Upper Battle Creek. The Stilling Basin Diversion Structure consists of an approximately 33-foot tall concrete dam with an 85-foot long crest with top at EL of 1396 feet. A 12-foot tall by 12-foot wide Obermeyer gate, as well as a 6- foot by 6-foot sluice gate will serve as the bypass features for the Stilling Basin Diversion. The capacity of these bypass features while maintaining 2 feet of freeboard is approximately 1,400 cfs and 400 cfs respectively for a total capacity of 1,800 cfs. The total capacity prior to overtopping is approximately 2,200 cfs. Similar to the West Fork Upper Battle Creek Diversion Structure, parapet walls on the upstream dam face will direct excess flow into the center of the bypass channel. 7.2.1 Lower Canal Diversion Structure Selection of the diversion structure location sought to seek a balance between the minimization of concrete volume and maximization of stilling basin length. Due to the steep gradient of the Middle Fork Upper Battle Creek, shifting the diversion further downstream quickly begins to increase the dam height and concrete volumes. However, the closer the dam is to the Lower Canal, the greater the stilling basin excavation becomes. The selected location and stilling basin excavation layout is able to tie the excavation of the Lower Canal into the channel modifications in the Middle Fork Upper Battle Creek. At the selected location, a construction and staging area with an approximately 25-foot radius was able to be located on the right abutment. Moving further downstream would have created the need for a large retaining wall to support fill material for the turnaround area. Following construction, the turnaround area will provide a means of accessing the stilling basin area and bypass gate with maintenance equipment, as well as a location for the Obermeyer Gate controls and a maintenance building. The orientation of the bypass bay with the Obermeyer Gate was based on the existing channel topography. During times of maintenance at the Stilling Basin, the Upper Canal Intake will be closed and West Fork Upper Battle Creek will pass through the bypass bays. The Obermeyer Gate at the Stilling Basin will be utilized for dewatering the Lower Canal. The gate size and invert were selected to provide a capacity of 150 cfs at EL 1385 feet which is the invert of the Lower Canal. The flow rate of 150 cfs is the estimated maximum flow contribution along the Upper Canal and the Middle Fork Upper Battle Creek. Due to the dewatering capability of the bypass bay the need for a control structure at the Lower Canal Intake. Additionally the sluice gate could be utilized as a means of dewatering. R&M CONSULTANTS, INC. 41 Preliminary Design Report The 6-foot by 6-foot sluice gate will be the primary means of sluicing sediment from the Canal Stilling Basin, while the Obermeyer Gate will provide a means of flushing woody debris and the top layer of accumulated sediment is required. Similar to the auxiliary bypass bay of the West Fork Upper Battle Creek Diversion, the construction of the sluice gate is intended to provide a means of flow diversion during construction. The right dam abutment including the sluice gate can be constructed, while leaving a rock plug upstream of the gate. Since the invert of the sluice gate is set below the existing invert of the channel, the rock plug will be excavated following completion of the right abutment and flow will be diverted through the sluice gate. Then the bypass bay and left abutment may be constructed. As with the West Fork Upper Battle Creek Diversion Structure, preliminary stability analysis indicated that post tension rock anchors may be required to stabilize the lower canal diversion structure to prevent instability under post-seismic and flood conditions. It appears that it should be possible to configure the lower canal diversion so it is stable under normal loading without considering the rock anchor contribution. The 65% level design shows 4 anchors installed along the upstream face of the diversion to address unusual and extreme load cases. Additional analysis will be carried out after the diversion geometry is better defined. Because the depth to rock is uncertain, the Lower Canal Diversion Structure design including rock anchor requirements will need to be confirmed at the time of construction after excavation is complete and the foundation conditions are inspected. 7.2.2 Stilling Basin As previously mentioned the stilling basin diversion structure site was selected to balance the stilling basin excavation and diversion structure concrete volumes. After selection of the diversion structure location, the stilling basin needed to be sized to contain the hydraulic jump created by the flows coming down the Middle Fork Upper Battle Creek. Preliminary hydraulic jump calculations were performed using formulas and figures from the United States Bureau of Reclamation. Engineering Monograph No. 25 Hydraulic Design of Stilling Basins and Energy Dissipaters. The HEC RAS model was utilized to model channel modifications and to obtain inflow data used for the hydraulic jump calculations. Based on these preliminary calculations the approximate height and length of the hydraulic jump for 1,000 cfs is approximately 9 feet and 45 feet, respectively, which would be contained within the stilling basin without overtopping the Obermeyer gate. The placement of large boulders within the stilling basin could also be expected to decrease flow velocities which would decrease the size of the hydraulic jump. R&M CONSULTANTS, INC. 42 Preliminary Design Report 7.2.3 Canal Transition Area Channel modifications to the Canal Transition Area will create a step pool system of energy dissipation through selective drilling and blasting and placement of large boulders created from the excavation. Utilizing the existing rock topography and shot rock is a means of minimizing concrete dissipation features and costs. Original concepts involved the creation of step-pools through the entire Transitional Flow Area. However, due to the inaccessibility of the Canal transition overland flow section and since the stream velocities are controlled by the gradient of the Middle Fork Upper Battle Creek, proposed channel formalization to the Canal Transition Overland Flow Section were eliminated from further consideration. The step-pools will be created by widening the channel cross section as well as lowering the channel invert. The steps will be created by leaving sections of the 6-foot wide incised channel and stacking boulders in the channel. Large shot rock will also be left in the pools as a means of creating additional turbulence and energy dissipation. As mentioned above, the channel modifications are designed such that at the maximum capacity of the Lower Canal the stream velocity entering the stilling basin will not create a hydraulic jump that would overtop the Obermeyer Gate. Following detailed survey of the Canal Stilling Basin area and additional analyses, the channel modifications and stilling basin excavation will be refined in more detail. R&M CONSULTANTS, INC. 43 Preliminary Design Report 8.0 ACCESS 8.1. Existing Roads The existing access road system at the Bradley Lake Hydroelectric project facility is open to pedestrian and non-motorized public access. Motorized access by personal vehicles and maintenance/construction equipment is restricted to facilities equipment operated by employees of HEA, or other authorized personnel. The existing road is almost exactly 8 miles in length, from the Power House to the Bradley Lake Dam. The road is gravel surfaced for its entire length. The typical cross section of the road for the first 2.25 miles from the power house consists of a 28-foot wide surface; two 12-foot wide driving lanes with a two foot wide shoulders. The remainder of the access road has a 16-foot wide surface; a single 12-foot wide driving lane with two-foot wide shoulders. Turnouts and widened areas are located along this portion of the alignment to provide locations for equipment to pass when traveling in opposite directions. Minimum horizontal curve radius is 100 feet, minimum length of vertical curves is 200 feet. The maximum grades are 13.3% for 400 feet and 13.4% for 600 feet, both within a single 3,000 foot segment starting 4.7 miles from the powerhouse. W-beam guardrail is deployed in numerous locations where fill slopes are long and /or steep. 8.2 Access Routes to Proposed Project In order to construct and maintain the proposed Project, the design includes 3.9 miles of new access roads. The new access takes off from the existing Bradley Lake Dam Access road about a 0.25-mile west of the Bradley Lake Dam. The Project access consists of 3 sections: e the Outlet Access Road, which takes off from the existing dam access road about a 0.25-mile from the dam and runs 1 mile southeast to the existing Upper Battle Creek Diversion, and the site of the lower canal outlet; e the Diversion Access Road, which takes off at a point about 0.4 miles along the Outlet Access Road, and runs 2.5 miles southwest through the Battle Creek Valley, up the escarpment to the primary diversion site at EL 1700 feet on the West Fork of Upper Battle Creek; e the Basin Access Road, a 0.34 mile long spur that takes off from a point about 1.5 miles along the Diversion Access Road and runs in to the site of the Spilling Basin at the base of the transition from the upper canal to the lower canal. R&M CONSULTANTS, INC. 44 Preliminary Design Report 8.2.1 Geometric Design 8.2.1.1 Overview. In a number of areas the proposed access roads traverse extremely rugged terrain. The roads are intended to provide construction access, then serve as access for post construction maintenance. Standards for forest service roads and other access roads constructed as part of the Alaska Power Authority Four Dam Pool projects were initially evaluated as sources for suitable standards. Forest service road standards (Cornell Cooperative Extension, 2004; J. Ochterski, CCE-Schuler County) note that 20% grades for short distances are the maximum allowable grades, but are not desirable. Roads associated with other APA projects have been constructed with maximum grades between 18% and 20% for distances of several hundred feet, and in one case with a grade of 23% for 300 feet (Morrow, personal measurements on site, September, 2010). It should be noted that grades of this steepness require tight, well-graded, well compacted surfacing and use of 4 wheel drive vehicles to minimize development of surface washboards and melting. Design Criteria for Access Roads Design Element Criterion Notes Design Vehicle WB 50 Tractor-trailer 18 wheeler, 40’ trailer Design Speed 15 MPH Roadway width 16 ft. typical Additional widening for turnouts, 2’ widening for guardrail Grades: 15% maximum in switch backs 15% maximum before & after switch 15% maximum backs Crown cross slope 3%, typical Curve superelevation 3%, typical Horizontal curve radius 100 ft. minimum additional widening as needed for WB 50 vehiciles. Vertical curve length 200 ft. minimum Maximum vertical curve grade change: 30% Sag Curve 30% Crest Curve R&M CONSULTANTS, INC. 45 Preliminary Design Report Common embankment 2’ minus shot rock Borrow embankment 2’ minus shot rock Subbase 3” minus crushed shot rock Surface course 1-1/2” minus crushed shot rock Side slopes: fill, no guardrail 3:1 requires 10’ clear zone at fill, guardrail 42531 toe cut, in competent rock 0.25:1 maximum cut, in colluvium 131 Once initial alignment evaluation indicated all required access could be achieved without exceeding 20% grades, a guideline of 15% maximum grades was established as a design goal. This goal was achieved on all three sections of new access road after several iterations of alignment selection and evaluation. 8.2.1.2 Typical roadway sections. The typical roadway section is a single lane, 16 feet wide, constructed with 6 inches of crushed 1-inch minus aggregate surfacing compacted in place over 2 feet of 3 inches minus subbase. Specifications will be written to require that both the aggregate surfacing and subbase be produced from shot rock to assure both products will be composed of angular rock fragments that will interlock and have high internal friction when compacted in the roadway section. The finished surface of the access roads have a centerline crown with 3% downward cross slopes going both ways from centerline. Curve sections have a standard 3% superelevation, with rotation about centerline. A 2-foot widening is included for sections where guard rail will be installed. Typical sections will address two basic conditions-overlay construction and side hill cuts. The overlay section will consist of a 3-foot thick minimum fill of shot rock material (measured at the finish shoulder point) placed on separation fabric over original ground. Brush will be cut to ground level prior to placing fabric, but the vegetative mat will be maintained in-tact to the extent possible. Where it is necessary to run the alignment along hillsides, or steep rock faces, the full width of the road from the outside shoulder point R&M CONSULTANTS, INC. 46 Preliminary Design Report will be cut into the hillside. In most locations the side hills are too steep to catch a fill slope on the outside face, so the full width of the road will be cut into the hillside. Where conditions (primarily grades, side slopes, and surficial soil profile) permit, overlay construction is preferred. There are several reasons for this preference: e speed of construction, once a stockpile of shot rock is available. e ability to raise the road above the surrounding terrain for better drainage, less snow accumulation, and quicker thaw of the road surface in the spring. e overlay construction also provides the option of constructing flatter fill slopes to eliminate guardrail. Grade constraints and topography require that significant portions of the access roads be constructed in cut sections, the majority of which will have to be excavated blasted into bedrock by drilling and blasting. 8.2.1.3 Single Lane with pull outs and turnarounds. In order to effectively construct a single lane road, particularly in overlay sections, turnouts are needed at least every 500 feet to limit the distance haul vehicles have to back up to dump loads. In overlay sections, the design provides for driveway style pull outs extending at 90 degrees from the road shoulder for a distance of 30 feet. This configuration provides enough for a large hauler such as a Volvo A40 for Cat 740 to pull forward off the road such that the tail of the vehicle is not in the traveled way. Once the other (usually the loaded) vehicle passes, the pulled off vehicle can back into the traveled way and proceed. Where topography is favorable, widened sections consisting of a 50-foot long transition to a 100- foot long 12-foot lane addition that transitions in 50 feet back to single lane will be constructed for use as pull outs by longer vehicles. Each access road will have vehicle turnarounds at terminal points such that any vehicle can turnaround in a full circle without backing up. 8.3. Options Evaluated 8.3.1 Guardrail vs. flatter fill slopes. R&M CONSULTANTS, INC. 47 Preliminary Design Report A preliminary analysis indicates a breakeven point between guardrail and 3:1 fill slopes at fill depths of 12 feet; i.e. it is cost effective to construct fills with 3:1 slopes until fill depth exceeds 12 feet, at which point the template can be widened 2 feet for guardrail, and fill slopes steepened to the natural repose of shot rock (1-1/2:1). If guardrail is not necessary from a safety standpoint, it is less costly to maintain a roadway section that does not include guardrail. 8.3.2 Two lane vs. one lane roads. Considering the ultimate use of the new access roads as access for maintenance and inspection, a two lane road does not appear to be justified from either the standpoint of use or cost. There is the added factor of additional time required for construction of two lane access. The one lane configuration of the existing dam access, with widenings and turnouts, meets the needs of the facility. 8.4 Alternates Evaluated But Not Selected. Initially, the design anticipated that two separate access roads would be required: one, the Outlet Access Road ,which would provide access to the existing Upper Battle Creek Diversion and the outlet end of the Lower Canal; and two, an access that would take off from the existing dam access road at a point about 8/10s of a mile west of the dam and head southwest thru a pass between hills, ultimately arriving in the vicinity of the Canal Stilling Basin and the point where the access road traverses the face of the escarpment up to the Diversion Dam site on the West Fork of Battle Creek. Evaluation of the initial route for the second road indicated grades would be unacceptably steep. A second route starting from the same point but circling to the east was also evaluated, but was found to require unacceptably large cuts to establish desired grades. 8.5 Routes Selected. Evaluation of the initial route selected for the Outlet Access Road shows it can be constructed such that grades will not be in excess of 15%. Significant portions can be constructed as overlay. Cut sections in rock do not involve excessive quantities, will provide shot rock for overlay portions, and may be expanded to provide shot rock borrow sites where additional material can be produced for overlay sections. The Outlet Access Road approaches the shore of Toolow Lake about halfway along its alignment. From that point, it was observed that there is a relatively straight alignment possible over rolling, but relatively benign, terrain in the valley bottom over to the Canal Stilling Basin location, and the base of the escarpment R&M CONSULTANTS, INC. 48 Preliminary Design Report leading up to the Diversion Dam site on the West Fork Upper Battle Creek. This proved to be a viable route. An alignment was selected that utilizes an overlay section for much of its length with minimal cut sections. It appears the cut sections may be reasonably developed into side borrows sources for shot rock for additional overlay. In order to achieve grades not exceeding 15%, one section requiring a sidehill run with a switch back was required, but it was able to be connected with good intersection geometry into the Outlet Access Road at about the halfway point of the Outlet Access Road. 8.6 Operational Constraints The Upper Battle Creek Diversion Access roads are not designed or intended for public use; whether motorized, unmotorized, or foot traffic. The design of the access road system is predicated on an earnest serious-minded commitment to safe operating practices by the Owner and the Owner's employees. It is the design intent that the following practices be instituted as standard operating procedures: e Locked gated access, signed to permit authorized personnel only; e 15 mile per hour speed limit for all vehicles; e Vehicles in radio communication with the power house when on the access roads; e Vehicles in communication with each other when more than one is on the access roads; e Check in and check out procedure via radio when entering and leaving the gated access point; e Personnel to be tied off when performing ground-based maintenance around steep slopes or the canal and associated works; e close access to heavy equipment and personnel vehicles if road surface becomes icy; (if vehicular access is required during icy conditions, develop ¢ operating procedures for applying sand + deicing chemicals, and for vehicle chain up of rubber tired vehicles). R&M CONSULTANTS, INC. 49 Preliminary Design Report 9.0 PROJECT WORK PLAN — ANTICIPATED SEQUENCE OF CONSTRUCTION 9.1 Summary In order to arrive at a sound cost estimate for the Upper Battle Creek Diversion project, it is necessary to project, plausible sequence of construction. This sequence may well not be the sequence a given construction contractor develops or follows; the sequence presented herein is intended to illustrate a practical approach for accomplishing the project in a reasonable time frame. The same comment applies to means and methods assumed for the purposes of developing unit prices for the various work items. The means and methods chosen for the purposes of this report represent one plan for accomplishing the work, based on the combined experience of the design team, and that is considered to be within the scope of accepted construction practices. Based on historic experience obtained during the construction of the original Bradley Lake Hydroelectric Project, and operational experience gained thereafter, the working season is assumed to begin by early June and run to the end of October. Additional working time in early summer may be gained by removing snow and opening the Bradley Lake Dam access road prior to June 1°; the costs vs. benefits of such activity are not included in this project work plan. Likewise, the duration of the work season is dependent on the weather and a given contractor's willingness to work into winter conditions, the onset of which can be estimate, but not predicted with certainty due to variable weather patterns. It is essential to take into account site clearing restrictions on migratory bird nesting habitat. For the Bradley Lake area, the “no clearing” window is generally May 1 through July 15, but could extend from as early as April 10 to as late as August 10, depending on habitat and species expected to be present. For the schedule presented in this report, the assumption is that required clearing will be done the season previous to the start of earthmoving activity, even if clearing is the only work done that previous season. 9.2 Construction Sequence By Season 9.2.1 First season: e Construct access roads to Existing Upper Battle Creek Diversion, Stilling Basin Site, and new Diversion site. e Build access, pre-split and production blast Lower Canal. e Construct Stilling Basin and transition between Upper and Lower Canals. e Build access, pre-split and production blast Upper Canal. 9.2.2 Second season: R&M CONSULTANTS, INC. 50 Preliminary Design Report e Construct Diversion Dam and Headworks on West Fork Upper Battle Creek. Complete blasting to flow grade on Lower and Upper Canals. Install guardrail on access roads. Produce and place subbase on access roads. Erect modular bridges (3). Produce and place crushed surface course on access roads and along canals. R&M CONSULTANTS, INC. 51 Preliminary Design Report 9.3 Construction Sequence Detail Acronyms: eM omiuccmateermeaa tatu smc ~~ wer Car Notes: Schedule assumes all clearing required to mitigate potential migratory bird habitat is done during late summer 2012. sta. = station; one station = 100 feet, i.e. distance from sta. 300 to 301 is 100 feet. Road Condition Beginning Station Ending Station Approximate Length OAR 300 351 5,100 Feet DAR 400 536 13,600 Feet SAR 600 618 1,800 Feet UC 100 134 3,400 Feet LC 150 203 5,300 Feet Access for pre-split and pre-split at 50 feet per day per drill crew Production blasting computed at 10,000 c.y. per drill per week Culverts to be installed as access roads are constructed, not shown specifically on sequence Task Finish Remarks Done R&M CONSULTANTS, INC. 52 Preliminary Design Report LC: Build access & pre-split for Lower Canal from 7/16/13 | 8/19/13 | Drill crew 1; air track drill, small outlet (sta. 203~)to Flattop (sta. 179) hoe, small dozer (typical all pre- split crews) DAR: Build DAR from sta. 427 to SAR intersection @ | 7/16/13 | 7/30/13 | ~5,300 ft., 1$' & 2" road crews sta. 480 | | combined LC: Build access & pre-split from Flattop (sta. 179) 7/18/13 | 8/19/13 | Drill crew 2 works NE towards toward Lower Canal Outlet (sta. 203) drill crew 1 LC: Build access & pre-split from Flattop (sta. 179) 7/18/13 | 9/7/13 Drill crew 3 works SW towards toward Stilling Basin (sta. 150) Stilling Basin DAR: Build access & pre-split for DAR sta. 489 ahead | 7/22/13 | 9/22/13 | Drill crew 4 starts on DAR going | aces | up from bottom of escarpment. DAR: Build access & pre-split for DAR sta. 535 back | 7/22/13 | 9/22/13 | Drill crew 5 equipment is helicoptered to end DAR sta. 535 on top of escarpment. Note: Drill crew 5 will have to hike in and out from sta. 489 | daily UC: Build access & pre-split from DAR intersection 7/22/13 | 8/29/13 | Drill crew 6 equipment is (sta.115) to Diversion Structure site (sta. 100) helicoptered to end DAR sta. 535. Drill crew 6 will have to hike in and out daily with drill crew 5 DAR: Build DAR from sta. 480 to 489 se eoepic 8/1/13 | 8/7/13 | ~900 ft., 1 road crew | DAR: Build SAR from intersection to sta.618 (8/1/13 | 8/15/13 ~1,800 tt., 2"7 road crew, add 1 | | | road crew at end. Construct Stilling Basin 8/16/13 | 10/31/13 | Water works crew; STILLING BASIN COMPLETE AT END OF | OCTOBER 2013. Modify natural channels between Upper and Lower 8/16/13 9/30/13 | Water works crew. Canals for energy dissipation LC: Build access & pre-split Lower Canal from Stilling | 8/16/13 | 9/7/13 Drill crew 7 works NE toward Basin (sta. 150) towards Flattop (sta. 179) drill crew 3 LC: Production blasting, sta. 203, heading SW toward | 8/20/13 | 10/31/13 | Drill crew 1 changes to R&M CONSULTANTS, INC. 53 Preliminary Design Report Flattop and Drill 2 production blast drill and one driller (Drill 1); APPROX. 1 WEEK OF BLASTING REMAINS FOR NEXT SEASON TO GET TO TOP OF CANAL ELEVATION LC: Production blasting, sta. 179, heading NE towards | 8/20/13 | 10/31/13 | Drill crew 2 changes to Lower Canal Outlet (sta. 203) and Drill 1 production blast drill and one driller (Drill 2); APPROX. 1 WEEK OF BLASTING REMAINS FOR NEXT SEASON TO GET TO TOP OF CANAL ELEVATION UC Production blasting, sta. 100 to sta. 115 | 8/30/13 | 9/30/13 | Drill crew 6 changes to production blast drill and one driller (Drill 6); COMPLETE TO TOP OF DITCH. LC: Production blasting, sta. 179, heading SW toward | 9/8/13 | 10/31/13 | Drill crew 3 changes to Stilling Basin (sta. 150)and Drill 7 | production blast drill and one | driller (Drill 3); APPROX. 1 WEEK OF BLASTING REMAINS FOR NEXT SEASON TO GET TO TOP OF CANAL ELEVATION LC: Production blasting, sta. 150, heading NE from 10/31/13 | Drill crew 7 changes to Stilling Basin (sta. 203) towards Flattop and Drill 3 production blast drill and one driller (Drill 7); APPROX. 1 WEEK OF BLASTING REMAINS FOR NEXT SEASON TO GET TO TOP OF CANAL pe ELEVATION DAR: Production blasting from sta. 489 to sta. 512 9/23/13 | 10/31/13 | Drill crew 4 changes to production blast drill and one R&M CONSULTANTS, INC. 54 Preliminary Design Report | driller (Drill 4); complete to bottom of subbase grade. | ACCESS TO DIVERSION SITE | | IS ESTABLISHED. | DAR: Production blasting from sta. 539 to sta. 512 9/23/13 | 10/31/13 | Drill crew 5 changes to production blast drill and one driller (Drill 5); complete to | bottom of subbase grade. | ACCESS TO DIVERSION SITE IS ESTABLISHED UC: Build access & pre-split from sta. 115 toward sta. | 10/1/13 | 10/31/13 | Drill 6 changes back to drill crew 135 6 for access & pre-split work; WILL REQUIRE 3 WEEKS NEXT SEASON TO COMPLETE PRE-SPLIT ON UPPER CANAL. WINTER SHUTDOWN 111/1/13 | 5/31/14 Construct Diversion on West Fork Upper Battle Creek | 6/1/14 | 10/31/14 | Water works crew; DIVERSION COMPLETE AT END OF OCTOBER 2014. LC: sta. 203 to sta.179, complete production blasting | 6/1/14 | 6/15/14 | Drill 1 to top of canal grade LC: sta. 179 to sta. 150, complete production blasting | 6/1/14 | 6/15/14 | Drill2 to top of canal grade UC: sta. 115 to sta. 135, complete pre-split on upper | 6/1/14 | 6/21/14 | Drillcrew3 canal UC: sta. 100 to sta. 115, precision blast canal, 6/1/14 | 6/8/14 Drill 4 ~10,000 c.y. DAR, OAR, SAR: Install guard railon access roads _| 6/1/14_| 7/31/14 | LC: sta. 203 to sta. 179, precision blast canal, 6/16/14 | 6/30/14 | Drill 1 ~17,000 c.y. LC: sta. 179 to sta. 150, precision blast canal, 6/16/14 | 7/3/14 Drill 2; LOWER CANAL ~20,000 c.y. BLASTING COMPLETE R&M CONSULTANTS, INC. 55 Preliminary Design Report UC: sta. 115 to sta. 135, production blasting 6/22/14 | 7/30/14 | Drill 5 & 6 (10 weeks with one drill, use two) UC: sta. 115 to sta. 135, precision blast canal, 8/11/14 | Drill 5; UPPER CANAL BLASTING COMPLETE R&M CONSULTANTS, INC. 56 Preliminary Design Report ‘Task Name Start ‘Notes ‘August, Septem Octobe: Novem Deceml January Februg March April May June __ July COMEOMEDMEDMESMEDMEBMEBMEBMEOMEDMEBMEBMEBMEOME OME BMEOMED ‘Biast rock for road construction at old batch plant site. ‘Mon 6/3/13 Mon 6/17/13 stockpile ~20,000 cy. 11 days | DAR: Bud DAR to OAR intersection Mon 6/17/13 Mon 7/1/13 ~2,200ft, 1st road cre 11 days 7 ee ‘DAR: Build DAR to sta. 427, SW shore Too Low Lake Mon 7/1/13 Mon 7/15/13 ~2,700ft., 1st road cre 11 days ‘OAR: Build OAR to Existing Diversion @ UBC ‘Mon 7/1/13 Mon 7/15/13 ~3,000 ft, add 2nd roa11 days for equipment from DAR sta. 427 to 489 and to Lower Canal at sta Mon 7/15/13 Sun 7/21/13 ~6,200ft, 09dozer 6 days g i DAR: Build DAR from sta. 427 to SAR intersection @ sta. 480 Tue 7/16/13 Tue 7/30/13 ~5,300ft,, Ist & 2nd re11 days DAR: Build access & pre-split for DAR sta. 489 ahead Mon 7/22/13 Sun 9/22/13 Drill crew 4 starts on 0.46 days DAR: Build access & pre-split for DAR sta. 535 back Mon 7/22/13 Sun 9/22/13 Drill crew 5 equipment 46 days AR: Build DAR from sta. 480 to 489 Thu 8/1/13 Wed 8/7/13 “900 ft, ist road crew S days Thu 8/1/13 Thu 8/15/13 ~1,800ft., 2nd road cr11 days ‘Thu 8/15/13 Thu 10/31/13 Water works crew; STI 56 days ‘Thu 8/15/13 Mon 9/30/13 Waterworks crew. 33 days ‘Mon 9/23/13 Thu 10/31/13 Drill crew 4 changes 1029 days Mon 9/23/13 Thu 10/31/13 Drill crew 5 changes to29 days Fri14/1/13_ Sat 5/31/14 152 days ‘Sun 6/1/14 Fri 10/31/14 Water works crew; DIv111 days Sun 6/1/14 Thu 7/31/14 z? : § DAR, OAR, SAR: Produce and place subbase on access roads AR, OAR, SAR: Produce and place crushed surface course on access roads R&M CONSULTANTS, INC. 57 Preliminary Design Report R&M CONSULTANTS, INC. 58 Preliminary Design Report 10.0 DRAINAGE 10.1. Summary The project area is subject to significant accumulations of snow in winter which, depending on the rapidity of spring thaw, and result in concentrated amounts of runoff for several weeks in late spring/early summer. During the summer, rainfall events in excess of 2-in per day are not uncommon. Much of the project area consists of exposed bedrock, or bedrock covered with only a few feet of colluvium. Water from snowmelt and rainfall runs off rapidly, with relatively little infiltration. Nearly all portions of the project elements, whether canals or access roads, are located on side slopes of varying steepness; there is very little level ground on the project. 10.2 Ditch Size The roadway in cut sections includes a nominal 3-foot deep vee ditch. This section is not sufficient to maintain enough cover over a 24-inch culvert to support construction equipment, much less a 36-inch diameter culvert. In order to accommodate the desired 36-inch diameter culverts, the ditch flow line will be depressed leading into a given culvert location. This will require pushing the cut slope back away from the road shoulder a sufficient distance to allow construction of a “pocket” at the inlet end of the culvert. If rock is competent, the slope angle will be maintained at the standard 0.25 to 1 horizontal to vertical ratio. R&M CONSULTANTS, INC. 59 Preliminary Design Report 10.3 Culverts/Flumes Typically, for access roads of the type proposed for the Upper Battle Creek Diversion project, culverts would be scheduled for installation approximately every 500-foot, and without runoff or flow data to the contrary, sized at 24-inch diameter. Due to the potential for rapid runoff, heavy rain in summer, and rapid snow melt in spring, minimum culvert diameter will be called out as 36-inch diameter. Where flows can be estimated with a reasonable level of confidence, larger diameter and/or multiple pipe culvert installations will be called out. There are at least two locations in the vicinity of the transition from the Upper Canal to the Lower Canal where access roads cross the flow path of what will from time to time be used as a flow diversion from the Canal Stilling Basin. Short sections of Bailey Bridge are currently called out in these locations, due to the possibility of flows from the Canal Stilling Basin Diversion in excess of what can be handled by typical culvert installations. As noted, nearly every portion of the access road alignments runs along a side slope. In a majority of cases where culverts will be required, the side slopes are too steep to run culverts on the ground line grade. A slope of 3% was selected R&M CONSULTANTS, INC. 60 Preliminary Design Report as the maximum desirable culvert slope, with outlet down flumes to be installed to bring flow from the outlet of a given culvert down to a point at the toe of slope. Depending on the amount of flow anticipated and the ground conditions at the flume outfall, Class | or Il Riprap outlet protection will be included as part of the installation design. The riprap outlet protection will serve both to dissipate energy, and to limit erosion and transport of sediment. 10.4 Culvert Inlet Treatment It is anticipated that from time to time, on nearly all of the proposed culvert installations, inflow volume will be significant. In order to preclude erosion around culvert inlets, and associated sediment transport, Class | or II Riprap inlet protection will be included as part of the installation design. 10.5 Culvert Bedding and Backfill 10.5.1 Conventional Methods. Where there is sufficient depth of fill in the roadway section to allow for culvert installation with 2 feet or more of cover, conventional installation methods will be specified; i.e. use of well graded, non-frost susceptible 3- inch minus material for bedding and pipe backfill, placed in lifts, with moisture/density control. If unsuitable foundation material is present at culvert flow line, specifications will call for removal of unsuitable material (typically to a depth of up to 2 feet), and replacement of the unsuitable material with material meeting requirements for bedding and backfill. 10.5.2 Use of Low Strength Flowable Fill/Controlled Density Fill. It is anticipated, particularly in rock cut sections, that it will not be practical or cost effective to install culverts with 2 feet minimum cover. At these locations, the design proposes that the culvert be installed in a section cut in the rock, then backfilled with low strength flowable fill/controlled density fill, which is in essence a low strength concrete mix, generally on the order of two sacks of cement per cubic yard. Mix designs may be varied to achieve a product with desired properties. Flow may or may not be desirable; compressive strength sought it typically 500 psi minimum. Use of this type of material will allow culverts to be placed higher in the road section, which will in turn reduce extra rock removal on the inlet end of the culvert. R&M CONSULTANTS, INC. 61 Preliminary Design Report 11.0 GUARD RAIL 11.1. Guard rails Fill slope flattening vs guardrail installation. An initial cost analysis comparing guardrail installation (with a required 2 feet of roadway embankment widening to accommodate installation) for fill sections with 1-1/2 to 1 fill slopes, vs. 3:1 fill slopes with a 10-foot unobstructed clear zone at the toe (standard geometric configuration on rural roads to allow driver recovery if guardrail is not to be employed), indicates it is cost effective to build roadway fill sections to 3:1 up to fill depths of approximately 15 feet, rather that steepen slopes and use guard rail. This is a distinct advantage in terms of reduced maintenance costs, and reduced potential for snow drifting and snow trapping. 11.2 Alternatives 11.2.1. Berms/shoulders This alternative was initially considered, as it would be possible in rock cut sections to leave a bedrock barrier on the outside shoulder of the roadway section. This alternative was not selected, as the strength of such a barrier would not be predictable, particularly over time, nor could the geometry be consistently maintained. Such a barrier would act as a snow trap, and possibly serve to channel runoff on the running surface of the road, potentially resulting in erosion of the road surface course. 11.2.2 W-Beam vs. Cable Guardrail Most of the locations where guardrail will be called out for installation are in cut sections. It is anticipated that snow will accumulate in the cut sections, possibly to the point of filling the cut sections. The design thinking was to install cable guardrail to minimize snow trapping, and to possibly provide for more rapid snow melt in the spring. Evaluation of 5 commercially available cable guardrail systems (Blue Systems, AB Safence; Brifen; Gibraltar; NU-CABLE; Trinity Industries CASS) revealed that the designs typically allow for significant amount of lateral displacement of a vehicle impacting the cable guardrail. This characteristic of the systems was considered as being undesirable for use on rock cut sections where the outside downslope edge of the access road often falls away at slopes steeper than 1:1. The decision was made to utilize standard W-beam guardrail mounted on galvanized steel W6x9 posts drilled and concrete into bedrock (or driven in bedrock is not present). The W6x9 posts weigh 9 pounds per foot of length, have a 6-inch deep web section and a 4-inch wide flange section. R&M CONSULTANTS, INC. 62 Preliminary Design Report The posts are typically installed on 6-foot-3-inch centers, with 68-inch embedment below the road surface, and 28 inches of post extending above the road surface. A disadvantage of the W-beam guardrail is that it tends to trap snow to a greater extent than cable guard rail. W-beam has an advantage; if the owner elects to clear snow with heavy equipment. The steel post- supported W-beam can take minor equipment impacts without significant deflection; the cable system would likely require repair under the same circumstance. R&M CONSULTANTS, INC. 63 Preliminary Design Report APPENDIX A Location Map LEGEND: —— PROPOSED CANAL ======== PROPOSED ROADWAYS === == CONSTRUCTION ROADS MINOR CONTOUR (50") ——— MAJOR CONTOUR (250’) CREEKS | LAKES ° 200 400 800 1200 ee GRAPHIC SCALE IN FEET Nii EAST FORK UPPER BATTLE CREEK ; inh TAT TI eee Pl 5 ~ | BRADLEY LAKE ( i \_ 7 || 4780 LAKE ELEV 1180’ % DIVERSION "Too Low" Lake -/ Pld “> ACCESS RD ! Pres ELEV 1141° ( / } aah we il P| ee STILLING BASIN . ae i ‘i OUTLET FROM 4) DIVERSION TO BRADLEY LAKE ACCESS ROAD STILLING iA DIVERSION HEADWORKS 200 \ ° EXISTING Bees I o BATTLE CREEK mh MA) “TN eae =~ ar Ae DAM A a CREEK weer CONCEPTUAL SITE LAYOUT 3 3 , IHO5—D~23—0000-R?| s “ & 5 8 g 2 | 5 BRADLEY LAKE HYDROELECTRIC PROJECT, FERC P8221-AK PRELIMINARY DESIGN - DIVERSION, CANALS AND ACC ESS ROADS % SU ITA | 65% BMI L JANUARY 6, 2012 Fm insaadihdiiniiiaiiaiediaabiacapianaaas bailaiaisai amaadten € UPPER & LOWER “CANAL DRAWING INDEX _ \ EG 16 a aN L | FAREANKS AEA DRAWING NUMBER SET | ii DESCRIPTION l} PROJECT LOCATION — \ HOS-D-23-0000-R? Gi TLE SHEET. Te i I BRADLEY LAKE ANCHORAGE HO5—0-23-0000-R? G2 | LOCATION AND VICINITY MAPS: HO5-0-23-0000-R? G3] PROJECT LAYOUT, LEGEND & ABBREVIATIONS % “HOS—D-23-0000-R? G4] SHEET INDEX & ‘SCHEMATIC LAYOUT F wO5=0=23-0000-R7 |} “os SURVEY CONTROL ae Bs HO5S—D-23-0000-R? T1___[ TERRAIN MAPPING, T1-01.0 TO T1-05.0 we » E HO5—D-23-0000-R? cr TYPICAL SECTIONS & DETAILS, SHEETS C1-01.0 TO C1 10.0 rept te’ a HO5—D-23-—0000-R? c2 ‘SUMMARY | ‘SHEETS. c2- 01.0 TO C2-04.0 i e HO5=0-23-0000-R? C3 | DIVERSION STRUCTURE, C3-01.0 TO C3-03.0 % Z| HOS-D-23-0000-R? c4 UPPER CANAL, C4-01.0 TO C4-11.0 a ere ee eee ee 35) H05~0-23-0000-R? C5 | CANAL STILLING BASIN, C5~01.0 TO C5-020 [ BRADLEY LAKE HYDROELECTRIC PROJECT RS HO5-0-23-0000-R? cé LOWER CANAL, C6-01.0 TO C6-21.0 BATTLE CREEK DIVERSION a3 a HO5-D-23-0000-R? C7 OUTLET ACCESS ROAD, C7-01.0 T0 C7-05.0 FEASIBILITY STUDIES HOS—D-23-0000-R? ca DIVERSION ACCESS ROAD, C8-01.0 TO C8-20.0 ae HOS—D-23-0000-R? co STILLING BASIN ACCESS ROAD, C9-01.0 TO C9-02.0 PREEMINARY. DESIGN | 3 Bra. 3% REM CONSULTANTS, INC. a2 aon erect /= ALASKA 8 5 — (mm ENERGY AUTHORITY 25] / | TL il i ati pu , 8 \ +] - AEA PROJECT #2-2011 | 3a [ese — wa] oo “ TITLE SHEET 38 | ee wa TEA a SE / aa lit EH i WT CEE wer fomre| RESON DESCRPTONS ferme] G1 — 1.0 oF xx |HO5—-D—23—0000-R? P8221 —-xXxX 2012 11:04 AM 1/6 RYAN REDICK IHO5~~D-—23-0000-R? => arctic ocean PACIFIC OCEAN ——— GRAPHIC SCALE IN MILES. STATE OF ALASKA KENAI PENINSULA KACHEMAK BAY BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION \ CIVIL\ACAD\1158.24—G1.DWG Rowe nem consuranrs,we.| gap caer I=ALASKA (Ql ENERGY AUTHORITY AEA PROJECT #2-2011 LOCATION AND VICINITY MAPS wer foare| —REVSION DESCRPTONS —farmrG2 — 01.0 oF xx |HO5—D—23-0000-R? P8221 —-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24~G1.DWG 1/6/2012 11:04 AM RYAN REDICK ABBREVIATIONS: LEGEND: APPROX APPROXIMATE + UMITS OF FILL SLOPE ‘BOP ee PROJECT a BEGIN OUTLET ACCESS RD CA cl -_-_ ‘ cop CONSTRUCTION GENERAL PERMIT STA 300+00.0 MP CORRUGATED METAL PIPE — — — EXISTING MAJOR CONTOUR N = 2102986.39 csp CORRUGATED STEEL PIPE £ = 148133172 x CUBIC YARD EXISTING MINOR CONTOUR END OUTLET ACCESS RD 0D DIVERSION DITCH PROPOSED MAJOR CONTOUR 3 & % a STA Oana ° — EASTING ra] - N = 2099: At fA EACH PROPOSED MINOR CONTOUR wet = A = OUTLET TO BRADLEY LAKE 5 Eley EiSaron > \ 5 a > E = 1483687.33 FRO BATTLE CREEK EOP ENO OF PROJECT wots eQ2— BEGIN DIVERSION ACCESS RD < wees fT FEET "STA 400400.0 r = : t CENcTH OF CURVE BIA 400500. E = 1486579.26 iB POUND wer E = 1482360.54 uF UNEAL FEET ur LEFT 2 a ME MATCH EXISTING a 23 NSF MILLION. PER SQUARE FOOT BEGIN CANAL STILLING BASIN RD a unas STA 600+00.0 NTS NOT TO SCALE , = eee END LOWER CANAL OA OUTLET ACt = OSHA OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION STA 202+79.8 4 PC POINT OF CURVATURE N = 2099404.24 PCF POUNDS PER i Pid i ~<- ‘ E = 1483839.10 PG PROFILE GRADE Pl POINT OF INTERSECTION —~/~ l PRC POINT OF REVERSE CURVATURE ass END CANAL STILLING BASIN RD Pst PERFORATED STEEL TUBE PT POINT OF TANGENCY | STA 618+51.4 R RADIUS = N = 2096421.59 5 re RAW FONT END DIVERSION ACCESS E = 1480360.99 R/W RIGHT OF WAY STA 536+22.2 & = SQUIRE FEET SE N = 2095114.78 BEGIN LOWER CANAL St. STATION. Er “1a/86/4.07 STA 150+00.0 SWPPP — STORMWATER POLLUTION PREVENTION PLAN N = 2096368.75 aa CONTRACTOR E = 1480389.41 6 sy SQUARE Y/ ‘ a eae OF TANGENT BEGIN _UPP END UPPER CANAL USACE UNITED STATES ARMY CORPS OF ENGINEERS STA 100+00.0 STA 134+53.8 ver penne eae CuRiTiRE N = 2094487.75 N = 2095852.96 i UI = vl VERTICAL POINT OF INTERSECTION e 1478025.91 \ iE 1480280.89 VPRC VERTICAL POINT OF REVERSE CURVATURE 7 veT VERTICAL POINT OF TANGENCY 7 NTS, BRADLEY LAKE HYDROELECTRIC PROJECT 5 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR EBrRea.nia Semsnecisc-oen me: | fom ALASKA nora. Rios 93507 (mmm ENERGY AUTHORITY (901) 522-4707 wea « (507) Se-M404 fox feo AEA PROJECT #2-2011 Sanaa PROJECT LAYOUT, LEGEND & ABBREVIATIONS * axle} Reson DESCRPTONS —hwnfraGs — 01.0 oF xx |HO5—D—23-0000-R?| IH05D~23-0000-R? PSe2a1 — Sc 1/6/2012 11:04 AM RYAN REDICK 6 B c SHEET INDEX SHEET TITLE UPPER CANAL STAGING AREA cB = 17.0 DIVERSION ACCESS ROAD P&P cB - 18.0 DIVERSION ACCESS ROAD P&P cB = 19.0 DIVERSION ACCESS ROAD P&P C8 = 20.0 DIVERSION ACCESS ROAD P&P C9 = 01.0 | STILLING BASIN ACCESS ROAD P&P {ce = 02.0 | STILLING BASIN ACCESS ROAD P&P CANAL ELEVATION TRANSITION LOWER CANAL STAGING AREA 02.0 LOWER CANAL P&P 03.0 LOWER CANAL P&P 04.0 LOWER CANAL P&P 05.0 LOWER CANAL P&P. 06.0 LOWER CANAL P&P = 07.0 LOWER CANAL P&P 08.0 LOWER CANAL P&P 09.0 LOWER CANAL P&P. 10.0 LOWER CANAL P&P 11.0 LOWER CANAL P&P. 12.0 LOWER CANAL P&P 13.0 LOWER CANAL P&P 14.0 LOWER CANAL P&P 15.0 LOWER CANAL P&P 16.0 LOWER CANAL P&P 17.0 LOWER CANAL P&P 18.0 | LOWER CANAL OUTLET STAGING AREA 19.0 OUTLET STREAM IMPROVEMENTS 20.0 OUTLET STREAM IMPROVEMENTS 21.0 OUTLET STREAM IMPROVEMENTS 01.0 OUTLET ACCESS ROAD P&P C7 — 02.0 OUTLET ACCESS ROAD P&P C7 = 03.0 OUTLET ACCESS ROAD P&P C7 = 04.0 OUTLET ACCESS ROAD P&P OUTLET ACCESS ROAD P&P > DIVERSION ACCESS ROAD P&P cB — 02.0 DIVERSION ACCESS ROAD P&P cB = 03.0 DIVERSION ACCESS ROAD P&P cB = 04.0 DIVERSION ACCESS ROAD P&P C8 = 05.0 DIVERSION ACCESS ROAD P&P C8 = 06.0 DIVERSION ACCESS ROAD P&P cB = 07.0 DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P DIVERSION ACCESS ROAD P&P cB 14.0 DIVERSION ACCESS ROAD P&P cB = 15.0 DIVERSION ACCESS ROAD P&P ca = 16.0 DIVERSION ACCESS ROAD P&P Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ ACAD \1158.24—G3.DWG. DIVERSION DAM c8 - 20 8 - 30 ca - 40 c8 - 50 ca - go a - 7.0 c9 - 02.0 6 - 04.0 =~ O80 STILUNG BASIN 6 - 02.0 6 — 01.0 4 - 100 4 ~ 11.0 ELEVATION c+ - 09.0 TRANSITION 4 — 08.0 oof \ (UPPER CANAL SCHEMATIC LAYOUT I M H05~D—23-0000-R? c6 - 21.0 C6 - 19.0 OUTLET TO BRADLEY LAKE ‘UPPER BATTLE CREEK DIVERSION BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED FOR = ALASKA (Ql ENERGY AUTHORITY PREPARED BY. SM CONSULTANTS, INC. REN SRG + SONS STUCTIN SRS 3101 Yanguord Drive Anchorage, Rion $9507 (907) 522-907 voce @ (907) 822-3404 for AEA PROJECT #2-2011 SHEET INDEX & SCHEMATIC LAYOUT a AER aa IHOS—D 01.0 OF xx Rev JOATE| REVISION DESCRIPTIONS [par APP Tae —23-—0000—R?) Ps221—-xx 1/6/2012 11:04 AM RYAN REDICK W TEA Sea IHOS—~D—23—0000—R?, HORIZONTAL CONTROL wetse Coordinate System: — 4 Project Coordinates ore NADB3 CORS96 Epoch 2002, Alaska State Plane Zone 4 coordinates, expressed in U.S. Survey Feet. The coordinates were determined by i Static GPS ‘observations ond adjusted using o leost squares network adjustment constrained to Point No. 5! of Coordinates: The Basis of Coordinates is Point No. 51, a University of Alaska Fairbonks, ‘LEGEND ‘of static GPS data, observed on August 28, © Brass Cop Monument ity for processing. Point No. 51 has NADBS . . CORS96 Epoch 2002, Alaska State Plone Zone 4 coordinates of 2,103,405.11523 N., @ 2” Aluminum Cop on 5/8” Rebar © 1" Mag Spike Survey Marker 1,483,332.97204 E Bosis of Bearings: Project Beorings ore NADB3 Alaska State Plane Zone 4 grid beorings G Point Number VERTICAL CONTROL The Vertical Datum is NAVD88 (GEOI009) 3 The basis of Vertical Control is Point No. 51, 9 University of Alaska Fairbanks, Geophysical institute brass cap morked “BRAD” 1998. The NAVDBB (GEOID03) Orthometric Height of Point No. 1 was established by sending 7.5 hrs. of stotic GPS data, observed on August 28, 2011, to the NGS OPUS online ulility for \ processing. Project elevations ore based on static GPS observations and © least Squores network adjustment : aay v 1. The field survey was performed by R&M Consultants, Inc., August 24, 2011 to 1 August 29, 2011 \ 2 eeernn Serna sn: rnb 8 iin Ft \ otherwise noted \ : SURVEY CONTROL POINTS Pont [Northing Easting | Elevation Description ‘AT Brass Cap epoxied into the top ofa bedrock knob on a ridge that extends Sy, 6 s1__| 2103405.11523 | 1483332.97208 | 1202.59 between the Ely end ofthe dam and the Wy end ofthe spilway, SWy ofa concrete buiding, ‘AT ALCAP on a SI rebar, 0.1 below the ground. Located 10 SSWiy rom the north 55 | 2111243.a5364 | 1461773.95296 | 28.39 [most ight the row of threshold lights on the west end of the runway, in ine withthe runway edge tights, AT ALCAP on a 5/6" rebar, 0.5 below the ground. Located 7 west ofthe Ey edge of a 56 | 2111463.10516 | 1464030.30901 | 25.53 | gravel apron atthe east end of the runway, 40 Nly of the SEly comer of the apron and ~ }68'SE'y ofthe SE comer of the building on the apron, in line with the rurway edge lights. [KE ALCAP on a 5 rebar, OF above the ground. Located athe Niy edge ofthe pap 7 57 | 2111511.08561 | 146452278451 | 14.57 | on the N'¥ fill slope of the dam road, 38' north of the road shoulder, in line with the runway edge lights [A 14" Brass Cap oot fush with the surface ofthe concrete on lop ofthe dam, 15 par Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—G4.DWG. 59 |noseonseus | razr2 sone | 1197 [otacancte na ont aha om oman 27 Ey ome we oe cre CANAL STILLING BASIN RD 60 | 209607357031 | 14796150273 | 1771.30 | AT Mag See Survey Marker epovied no a dit hoiein a bedrock oar onde op BRADLEY LAKE HYDROELECTRIC PROJECT 61 | 2008339.40520 | 1as1095.96858 | ars [0.7 eo Soke Survey Maer eponed into a crac ns bedrock outcrop 1s WAW of BATTLE CREEK DIVERSION ERE cee a ser peer eae FEASIBILITY STUDIES 62 | asoarzrseos | sermasasasna | 145279 [son aos Nnwet he corse othe darren Bt wt ot on ec weno th PRELIMINARY DESIGN sconmncaton aa ort hy ae oteua an 56 WE oe eect ce paren We aoa —_———_ a 1 een sce f= ALASKA ancheroge, Moke 99507 (QM ENERGY AUTHORITY (007 S22 09 We oth oa 3404 fn _— AEA PROJECT #2-2011 a SURVEY CONTROL ~ REVISION DESCRIPTIONS Ics — 01.0 oF xx |H05—~D~23-0000-R?| PS&2—21—sc BRADLEY LAKE HYDROELECTRIC PROJ! BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN Rania RSM CONSULTANTS, I AEA PROJECT TERRAIN UNIT MAP - 01.0 OF XX HO5-D-23-0000-R? GENERAL NOTES: LIMITATIONS: THE TERRAIN UNIT MAP (TUM) IS INTENDED FOR GENERAL PLANNING PURPOSES ONLY. A BRIEF FIELD INSPECTION WAS UNDERTAKEN DURING THE TERRAIN UNIT MAPPING. FUTURE FIELD INSPECTIONS, TEST BORINGS AND OTHER SITE-SPECIFIC INFORMATION MAY BE USED TO MODIFY THESE TERRAIN UNIT INTERPRETATIONS, THUS IMPROVING THE DATABASE FOR ENGINEERING APPLICATION AND GEOTECHNICAL INTERPRETATION FOR THE PROJECT. AERIAL PHOTO INTERPRETATION AND TERRAIN UNIT MAPPING WERE PRINCIPALLY PERFORMED BY BJARNE HOLM, C.P.G. AND PETER K. HARDCASTLE, BOTH SENIOR ENGINEERING GEOLOGISTS WITH R&M PURPOSE OF TERRAIN MAPPING: AERIAL PHOTO INTERPRETATION AND TERRAIN ANALYSIS ARE KEY ELEMENTS TO SUCCESSFUL ROUTE LOCATION AND SITING STUDIES, ESPECIALLY IN REMOTE AREAS OF ARCTIC AND SUBARCTIC REGIONS (SCHRAEDER ET AL. 1996). AERIAL PHOTO INTERPRETATION AND TERRAIN ANALYSIS, COUPLED WITH AN APPROPRIATE LEVEL OF GROUND TRUTHING IS COMMONLY USED TO IDENTIFY AND DELINEATE AREAS WITH VARIOUS ATTRIBUTES SUCH AS SOIL TYPES, VEGETATION, DRAINAGE IMPACTS, AND THERMAL STATE TO NAME A FEW. ONCE DELINEATED, IT IS RELATIVELY EASY TO COMPARE ALTERNATE ROUTES UTILIZING VARIOUS SCREENING OR OTHER ROUTE SELECTION PROCEDURES, THE GENERAL OBJECTIVE OF THE AIR PHOTO INTERPRETATION PROCESS IS TO DOCUMENT GEOLOGICAL FEATURES AND GEOTECHNICAL CONDITIONS THAT WOULD AFFECT THE DESIGN AND CONSTRUCTION OF A DIVERSION OF BATTLE CREEK AND POSSIBLY OTHER DRAINAGES, INTO BRADLEY LAKE, ALASKA. MORE SPECIFICALLY, THE TASK OBJECTIVES INCLUDED THE DELINEATION OF TERRAIN UNITS OF VARIOUS ORIGINS ON AERIAL PHOTOGRAPHS, NOTING THE OCCURRENCE AND DISTRIBUTION OF GEOLOGIC FACTORS SUCH AS POTENTIALLY UNSTABLE SLOPES, POTENTIALLY ERODIBLE SOILS, POTENTIAL CONSTRUCTION MATERIALS. ACTIVE FLOODPLAINS, ORGANIC MATERIALS, ETC. FROST (1950), DEPARTMENT OF THE ARMY (1966), AND MOLLARD (UNDATED) PRESENT FURTHER DETAIL ON TERRAIN ANALYSIS AND AIRPHOTO INTERPRETATION IN COLD REGIONS, TERRAIN UNIT AND LANDFORM DEFINITIONS: THE TERRAIN UNIT IS A SPECIAL PURPOSE TERM USED TO DESCRIBE THE LANDFORMS EXPECTED TO OCCUR FROM THE GROUND SURFACE TO A DEPTH OF 20 FEET. THE TERRAIN UNIT IS USED IN MAPPING LANDFORMS ON AN AREAL BASIS. A LANDFORM IS DEFINED (KREIG AND REGER, 1976) AS AN ELEMENT OF THE LANDSCAPE WHICH HAS A DEFINABLE COMPOSITION AND RANGE OF PHYSICAL AND VISUAL CHARACTERISTICS. SUCH CHARACTERISTICS CAN INCLUDE TOPOGRAPHIC FORM, DRAINAGE PATTERN, AND GULLY MORPHOLOGY (WAY, 1973). LANDFORMS CLASSIFIED INTO GROUPS BASED ON COMMON MODES OF ORIGIN ARE MOST USEFUL BECAUSE SIMILAR GEOLOGIC PROCESSES USUALLY PRODUCE SIMILAR TOPOGRAPHY, SOIL PROPERTIES, AND ENGINEERING CHARACTERISTICS. TERRAIN UNITS CAN CONSIST OF MORE THAN ONE LANDFORM. THESE ARE TERMED COMPOUND TERRAIN UNITS AND INCLUDE: LAYERED, MOSAIC AND COMPLEX TERRAIN UNITS. THE LAYERED TERRAIN UNITS ARE USED TO INDICATE A LANDFORM OVERLYING ANOTHER LANDFORM. THE OVERLYING LANDFORM HAS A THICKNESS OF AT LEAST THREE FEET MOSAIC TERRAIN UNITS ARE MAPPED WHEN TWO LANDFORMS OCCUR WITHIN AN AREA BUT THE LIMITS OF THE LANDFORMS CANNOT BE RESOLVED AT THE MAPPING SCALE. COMPLEX TERRAIN UNITS ARE A COMBINATION OF LAYERED AND/OR MOSAIC TERRAIN UNITS, WHICH CANNOT BE RESOLVED AT THE MAPPING SCALE TERRAIN ANALYSIS AND MAPPING: TERRAIN ANALYSIS AND MAPPING IS_A SYSTEMATIC METHOD FOR CLASSIFYING AND MAPPING SURFICIAL SOIL AND ROCK AND LOCATING GEOLOGICAL FEATURES USING STEREO AIR PHOTOGRAPHS. AERIAL PHOTO INTERPRETATION CONSISTS OF DELINEATING SURFACE MATERIALS AND GEOLOGIC FEATURES AND CONDITIONS IN THE PROJECT AREA. THE FIRST STEP CONSISTS OF A REVIEW OF THE LITERATURE CONCERNING THE GEOLOGY OF THE ROUTE. THIS CREATES A REGIONAL TERRAIN FRAMEWORK WHICH AIDS IN THE INTERPRETATION OF THE PHOTOS USED FOR THIS PROJECT. MAJOR TERRAIN DIVISIONS IDENTIFIED ON SUCH PUBLISHED MAPS AND REPORTS MAY BE USED AS AN AREAL GUIDE TO DELINEATE TERRAIN UNITS WITHIN THE PROJECT AREA. LANDFORM CLASSIFICATION SYSTEM EACH LANDFORM IS IDENTIFIED BY LETTER SYMBOLS, THE FIRST OF WHICH IS CAPITALIZED AND INDICATES THE PRIMARY PROCESS OF DEPOSITION, FOR EXAMPLE °C” FOR COLLUVIAL DEPOSITS AND “Fpb" FOR BRAIDED FLOODPLAIN DEPOSITS. SUBSEQUENT LOWERCASE LETTERS DIFFERENTIATE SPECIFIC LANDFORMS IN EACH DEPOSITIONAL GROUP, SUCH AS “Ff FOR ALLUVIAL FAN. COMPOUND UNITS ARE USED TO LABEL LAYERED, MOSAIC, AND COMPLEX UNITS THAT CANNOT READILY BE MAPPED SEPARATELY. TERRAIN UNIT SYMBOL / NAME 8 Bedrock Fpa Abandoned Floodplain c Colluvium Fpb Braided Floodplain Deposits Cs _Soliftuction Deposits Fpe Creek or Small Watercourse Ct Talus Gt Glacial Till Ff Alluvial Fan (Granular) Deposits GFo — Outwash Deposits Ffa Alpine Fan Hf Human Fill Fd Delta ° Organic Deposits Fp Floodplain W Water Bodies COMPOUND UNIT DESCRIPTION ‘A SPECIAL PURPOSE TERM COMPRISING THE LANDFORM(S) EXPECTED TO OCCUR FROM THE GROUND SURFACE TO A DEPTH OF ABOUT 20 FEET. CONSISTS OF ONE LANDFORM. BRAIDED FLOODPLAIN ALLUVIUM CONSISTS OF A LANDFORM >3 FEET THICK OVERLYING AN OLDER LANDFORM. ‘TERRAIN UNIT: SIMPLE TERRAIN UNIT: Fpb LAYERED TERRAIN UNIT: g ORGANIC SOILS OVERLYING COLLUVIUM CONSISTS OF TWO SURFACE LANDFORMS, WITH THE AERIALLY DOMINANT OF THE TWO LANDFORMS PLACED FIRST. GLACIAL TILL AND BEDROCK CONSISTS OF A COMBINATION OF TWO TERRAIN UNIT TYPES, SUCH AS A SIMPLE TERRAIN UNIT COMBINED WITH A LAYERED UNIT, WITH THE AERIALLY DOMINANT UNIT PLACED FIRST, OR A MOSAIC TERRAIN UNIT OVERLYING A SIMPLE TERRAIN UNIT. BEDROCK AND A LAYERED TERRAIN UNIT WHICH CONSISTS OF Gt SOLUFLUCTION DEPOSITS OVERLYING GLACIAL TILL. ORGANIC DEPOSITS AND A CREEK OR SMALL WATERCOURSE DEPOSITS OVERLYING COLLUVIUM. ORGANICS SHOULD BE THE DOMINANT NEAR SURFACCE TERRAIN UNIT MOSAIC TERRAIN UNIT ct+e COMPLEX TERRAIN UNIT: ‘TERRAIN UNIT PROPERTIES AND ENGINEERING INTERPRETATIONS CHAR} IN ORDER TO EVALUATE THE IMPACT OF A TERRAIN UNIT WITH RESPECT TO SPECIFIC PROJECT FEATURES, AN INTERPRETATION OF THE ENGINEERING CHARACTERISTICS OF EACH UNIT IS PROVIDED ON THE CHART, THE TERRAIN UNITS ARE LISTED AND THE ENGINEERING PROPERTIES AND PARAMETERS BEING EVALUATED ARE SHOWN AS HEADINGS FOR EACH COLUMN. WITHIN THE MATRIX FORMED ARE RELATIVE QUALITATIVE CHARACTERIZATIONS OF EACH UNIT. THE ENGINEERING PROPERTIES AND EVALUATION CRITERIA ARE BRIEFLY DISCUSSED BELOW. THE CHART IS PRESENTED FOR GENERAL ENGINEERING PLANNING PURPOSES. IN THIS FORM, THE DATA ARE NOT ADEQUATE FOR FINAL DESIGN PURPOSES, BUT WHEN ADDITIONAL LABORATORY AND FIELD INFORMATION IS ACQUIRED AND SYNTHESIZED, SITE-SPECIFIC DEVELOPMENT WORK CAN BE MINIMIZED. HOS-D-23-0000-R? INI RIPTION: TOPOGRAPHIC FORM AND HORIZONTAL EXTENT OF A TERRAIN UNIT, AS. WELL AS THE GENERAL LITHOLOGIC COMPOSITION OF THE UNIT. IFICATION: FOLLOWING GUIDELINES ESTABLISHED BY THE U.S. FOREST SERVICE, THE BUREAU OF LAND MANAGEMENT AND THE AMERICAN SOCIETY OF LANDSCAPE. ARCHITECTS, SLOPES IN THE PROJECT CORRIDOR HAVE BEEN DIVIDED INTO THE FOLLOWING CLASSES) FLAT 0 TO 5% GENTLE 5 TO 15% MODERATE 15 TO 25% STEEP GREATER THAN 25% WEST FORK BATTLE CREEK - BEGINNING OF DECENT FROM THE HIGH PLATEAU BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN ~u-0000-fc-d-SOH Rani REM CONSULTANTS, INC. = ALASKA = (QM ENERGY AUTHORITY ——— AEA PROJECT #2-2011 TERRAIN UNIT MAP NOTES ———— TI - 02.0 OF XX HO5-D-23-0000-R? PROBABLE USC SOIL TYPES: BASED ON PREVIOUS WORK IN SIMILAR AREAS, A RANGE OF UNIFIED SOIL CLASSIFICATION (USC) TYPES HAVE BEEN ASSIGNED TO EACH TERRAIN UNIT OFTEN SEVERAL SOIL TYPES ARE LISTED, SOME OF WHICH ARE MUCH LESS PREVALENT THAN OTHERS. INFORMATION IN THE SOIL STRATIGRAPHY COLUMN WILL AID_ IN UNDERSTANDING THE RANGE AND DISTRIBUTION OF SOIL TYPES. A LISTING OF THE VARIOUS USC TYPES IS PRESENTED BELOW. {UNIFIED Som. CLASSIFICATION | COBBLES AND BOULDERS | _ NONE RETAINED ON 3-INCH SIEVE GRAVEL GS PASSES 3-INCH SIEVE, RETAINED ON No. 4 SIEVE. [SAND s PASSES No. 4 SIEVE, RETAINED ON No. 200 SIEVE {sur M PASSES No. 200 SIEVE | clay c PASSES No. 200 SIEVE | ORGANIC MATERIAL ° N/A PEAT Pt N/A WELL GRADED w N/A i | [POORLY GRADED Pp WATT T TIL LOW PLASTICITY L N/A HIGH PLASTICITY H N/A PERMEABILITY: HOW THE SOILS COMPRISING THE TERRAIN UNITS HANDLE THE INPUT OF WATER IS CHARACTERIZED BY THEIR PERMEABILITY, OR HYDRAULIC CONDUCTIVITY, REFERRING TO THE RATE AT WHICH WATER CAN FLOW THROUGH A SOIL, EROSIONAL POTENTIAL AS DESCRIBED HERE CONSIDERS THE MATERIALS’ LIKELIHOOD OF BEING MOVED BY EOLIAN AND FLUVIAL PROCESSES SUCH AS SHEETWASH, RILL AND GULLY FORMATION, AND LARGER CHANNELIZED FLOW. IN GENERAL, THIS RELATES TO THE PARTICLE SIZE OF THE SOIL WHERE SMALLER GRAIN SIZES ARE MORE EASILY MOBILIZED. HOWEVER, THE COARSE SEDIMENTS OF FLOODPLAINS HAVE BEEN RATED AS HIGH BECAUSE THE SURFACE IS VERY ACTIVE, AND LIKEWISE COARSE TERRACE DEPOSITS CAN HAVE A HIGH RATING BECAUSE OF THEIR PROXIMITY (BY VIRTUE OF THEIR ORIGIN) TO STREAMS. (MASS WASTING POTENTIAL IS CONSIDERED UNDER SLOPE STABILITY.) FROSTHEAVE POTENTIAL: THOSE SOILS WHICH CONTAIN SIGNIFICANT AMOUNTS OF SILT AND FINE SAND HAVE THE POTENTIAL TO PRODUCE FROST HEAVE PROBLEMS. A QUALITATIVE LOW, MODERATE, AND HIGH SCALE RATES THE VARIOUS SOILS BASED ON THE POTENTIAL SEVERITY OF THE PROBLEM. WHERE THE SOIL STRATIGRAPHY IS SUCH THAT A FROST SUSCEPTIBLE SOIL OVERLIES A COARSE-GRAINED DEPOSIT, A DUAL CLASSIFICATION IS GIVEN; FOR THESE SOILS IT MAY BE POSSIBLE TO STRIP OFF THE FROST SUSCEPTIBLE MATERIAL. BEARING STRENGTH: BASED ON THE TERRAIN UNIT, SOIL TYPES AND STRATIGRAPHY, A QUALITATIVE DESCRIPTION OF BEARING STRENGTH IS GIVEN. IN GENERAL, COARSE-GRAINED SOILS HAVE A HIGHER BEARING STRENGTH THAN FINE-GRAINED SOILS, SLOPE STABILITY; _ THE SLOPE STABILITY QUALITATIVE RATING WAS DERIVED THROUGH EVALUATION OF EACH TERRAIN UNIT'S TOPOGRAPHIC POSITION, SLOPE, SOIL COMPOSITION, WATER CONTENT, ETC. THE STABILITY ASSESSMENT CONSIDERS ALL RAPID MASS WASTING. PROCESSES (SLUMP, ROCK SLIDE, DEBRIS SLIDE, MUDFLOW, ETC.). SEVERAL TERRAIN UNITS WHICH HAVE CHARACTERISTICALLY GENTLE SLOPES AND ARE COMMONLY IN STABLE TOPOGRAPHIC POSITIONS MAY HAVE BEEN OVERSTEEPENED BY THE RECENT, ACTIVE UNDERCUTTING OF STREAMS AND/OR MAN (OR BY OLDER PROCESSES NOT CURRENTLY ACTIVE SUCH AS GLACIAL EROSION AND TECTONIC UPLIFT AND FAULTING). SUITABILITY AS A SOURCE OF BORROW: THE RATING CONSIDERS SUITABILITY AS PIT RUN OR PROCESSED AGGREGATE, AND TAKES INTO ACCOUNT THE MATERIALS PRESENT, AS WELL AS THE PROBLEMS ASSOCIATED WITH EXTRACTING MATERIAL FROM THE VARIOUS TERRAIN UNITS, DEPARTMENT OF THE ARMY, DEPARTMENT OF THE ARMY AND AIR FORCE, 1966, ARCTIC AND SUBARCTIC CONSTRUCTION. FROST, RE., 1950, EVALUATION OF SOILS AND PERMAFROST CONDITIONS IN THE TERRITORY KREIG, R.A, AND REGER, R.D., 1976, CHAPTER 4 - PRECONSTRUCTION TERRAIN EVALUATION MOLLARD, J.D. HO5-D-23-0000-R? CITED REFERENCES 1966, ARCTIC AND SUBARCTIC CONSTRUCTION. TERRAIN EVALUATION IN ARCTIC AND SUBARCTIC REGIONS. TM 5-852-8, 115 PP. -d-SOH| ct SITE SELECTION AND DEVELOPMENT. TM 5-852-8 / AFM 88-19, CHPT.2. OF ALASKA BY MEANS OF AERIAL PHOTOGRAPHS, 2 VOLS., TECHNICAL REPORT TR-34, PREPARED BY ENGINEERING EXPERIMENTAL STATION, PURDUE UNIVERSITY, FOR ST. PAUL DISTRICT, CORPS OF ENGINEERS, éu-0000-€ FOR THE TRANS-ALASKA PIPELINE PROJECT, GEOMORPHOLOGY AND ENGINEERING, DR. COATS, ED., DOWDEN, HUTCHINSON AND ROSS, STROUDSBURG, PENN., P. 55-76. (UNDATED), AIRPHOTO INTERPRETATION MANUAL, LANDFORMS AND LANDSCAPES OF CANADA. COMMERCIAL PRINTERS LTD., REGINA, SASK. SCHRAEDER, R.L., RIDDLE, C.H., AND SLATER, WH., 1996, ROUTE LOCATION/SITING: A REVIEW way, OF PRACTICES. ROADS AND AIRFIELDS IN COLD REGIONS, THE COUNCIL ON COLD REGIONS ENGINEERING MONOGRAPH, PP. 23-55. DS. 1973, TERRAIN ANALYSIS: A GUIDE TO SITE SELECTION USING AERIAL PHOTOGRAPHIC INTERPRETATION, DOWDEN, HUTCHINSON & ROSS, _ INC. STROUDSBURG, PENN., 392 PP. VIEW OF THE PROJECT AREA TOWARD BRADLEY LAKE. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN /= ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2-2011 TERRAIN UNIT MAP NOTES Ti - 03.0 OF XX HOS-D-23-0000-R? DESCRIPTION OF TERRAIN UNITS. BATTLE CREK DIVERSION PROJECT / BRADLEY LAKE Symbol Unit Description Slope Probable Soil | Permeability | Erosion | Frost Heave | Bearing Slope Suitability for Classification Types Potential Potential Strength Stability _ | Borrow Source BEDROCK SURFACE FORMS Bedrock — Bedrock generally smoothed and abraded by overniding B glacier ice, commonly streamlined in direction of ice. Moderately Bedrock w/ weathered to fresh with well exposed rock surfaces. Dispersed erratic | Flat to Near | gi tinuous Low Low Low, High in | High to Very | Moderate to Good to boulders and cobbles, and isolated patches of overlying soil may be | __ Vertical soil cover: soil cover High Good Excellent present ALLUVIAL DEPOSITS Delta — Deposits of sediment at the mouths of streams that enter a GW. GP. SW. Moderaieto. ‘Moderaietoi ||| Ribderete’to Goodto Fd body of water. Typically triangular shaped in plan-view. Gentle sp High High Low High G Excellent Floodplain deposits — Alluvial deposits of sand, gravel, cobbles and] Figtto | GW.GP.SW.| Moderateto | Moderate to Poorits Fp boulders adjacent to and under the Bradley River Moderate. | SP.GM.SM High High Low High Good ee Abandoned Floodplain — Deposits along an abandoned stream Fpa channel, Typically associated with older, higher standing, more Gw. GP, sw, | Moderateto_| Moderate to | Low. Hi GP, SW, . High for | High, Low for Poor to heavily vegetated sections of floodplains containing few or no active | Flat to Gentle SP High High sabe coves | surface covet Good Eucallend channels. May contain fine-grained overbank deposits Alluvium — braided floodplains — Flat to gently sloping deposits Fpb along a stream whose drainages separate and rejoin Rounded Flat to GW. GP. SW, Moderate to | Low, High fo . GP, SW. -ow, High for | High, Low for Good to cobbles, gravel, and sand, sorted and layered. With or without silt | Moderate sP High High surface cover | surface cover Good Excellent cover Alluvium, incised channels — Isolated patches of poorly sorted Fpe coarse gravel, cobbles and boulders commonly found in steep| Moderateto | GW, GP,GM, | Moderate to | 1 046 High Hash Poor to channels cut ito bedrock. Erraties are common Steep | SW,SP.SM.| High wie Hen) Low ie Poor to Good | Excellent Fan Deposits — Poorly sorted, weakly stratified, sandy coarse gravel Ff found in the upper reaches of the Battle Creek drainage, where GW. GP. SW. Lowi Good, Poor | \soderate Holocene glacial till has been reworked by meltwater from the Moderate Sena High we Low High where over erate to SP, GM, SM Moderate Good retreating glacier located further up valley. steepened Steep Alpine Fans — Coarse, very poorly sorted, angular to Ffa subrounded silty sandy gravel at mouths of avalanche chutes and steep canyons. Upper segments generally channeled, with levees of angular to subangular coarse debris. Lower segments commonly | \foderate to. | GW, GP, SW, | Moderate to Low to Low to Moderate to Poor to P littered with similar coarse debris. Subject to snow avalanches during Steep SP. GM, SM High Mederun ||| Moderne High Riccionata ‘oor to Good winter, slushflows during spring snowmelt, and debris flows during heavy summer rainstorms. Surface gradients typically intermediate between talus cones and alluvial fans H05-D-23-0000-R? @u-0000-€c-d-SoH PRELIMINAI BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES RY DESIGN /= ALASKA ENERGY AUTHORITY TERRAIN U AEA PROJECT #2-2011 NIT CHART TI - 04.0 OF XX HOS-D-23-0000-R? HO5-D-23-0000-R? DESCRIPTION OF TERRAIN UNITS BATTLE CREK DIVERSION PROJECT / BRADLEY LAKE ¢u-0000-ec-d-SoH Symbol Unit Description Slope Probable Soil | Permeability | Erosion | Frost Heave Bearing Slope Suitability for Classification ‘Types Potential Potential Strength Stability | Borrow Source COLLUVIAL DEPOSITS Colluvium, Undifferentiated — Widespread slope deposits GW.GP. SW. ic consisting of rock rubble on upper slopes grading downslope into | Gentleto | Sm Gxt gu. | Lowto High | Lowto High | Lowto High | Moderate to Poor to Poor to'Good rock debris mixed with finer sediment and organic debris Steep OL High Moderate Solifluction Deposits~ May form lobes or terraces with steep fronts Cs and smooth upper surfaces. Commonly shows lineation due to plastic | Gentle to flow. Deposits poorly sorted to weakly stratified gravelly silt of | \4oderate GM, SM, OL Low High High Moderate Poor Poor glacial origin, generally found at elevations above 2,000 feet Talus — Gravity transported deposits most frequently found at the H ct base of steep bedrock slopes as coalescing cones and fans, consisting | \4ogerate to | GW. GP. SW. | Moderate to ow, Lewie Noderae to Pounto) of angular frost cracked blocks of rock with some silt and sand. Silt Seep SP. SM. GM High Mederste | || Iioderme High Moderate Moderate content typically increases with depth. jisturt GLACIAL DEPOSITS Glacial Till — Unsorted to poorly sorted, generally nonstratified, Gt compact till ranging in composition from silty gravel to sandy coarse gravel to angular rubble. Gravel and small cobbles generally| Gentleto | GW, GP, SW, Law Moderate to Low to High Moderate Poor to dominant, but stones up to boulder size are dispersed throughout Steep SP, GM, SM High Moderate Moderate deposit. Generally found at elevations above 2,000 feet GLACIOFLUVIAL DEPOSITS Glaciofluvial Outwash — Moderately well sorted and stratified GFo coarse gravel produced by meltwater from the receding Holocene | Fat to GW. GP. sw. Good to glacier up valley from the project area in the Battle Creek drainage. | \4oderate SP High Moderate Low High Good Excellent Includes deposits in two abandoned meltwater channels OTHER DEPOSITS Artificial Fill Deposits — Fill of variable composition used for road Flatto GW. GP. SW. | Moderate t Lee Lew uf and dam construction and building foundations Modews, ||| SPIGMiSM: High, TA leases hee High Good Moderate Organic Deposits — Accumulations of sod and peat. generally in ie oO areas of restricted water circulation Flat to Gentle PT, OL Low Moderale Moderate Very Low Poor Poor Ww Water Bodies — Lakes and smaller water bodies Flat NA NA NA NA NA NA NA BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN REM CONSULTANTS, INC. / j= ALASKA (QED ENERGY AUTHORITY AEA PROJECT #2-2011 TERRAIN UNIT CHART TI - 05.0 OF XX HOS5-D-23-0000-R? x B c D E F G iW T 7 K T w HOS -D_23—0000_-R?| 2 3 2 Ss & Mw ° g “al x 2 5 |e a a 2 _ 2 MIN 2’ BENCH(ES) me MIN 2’ BENCH(ES) AS REQ'D AS REQ'D 2° MIN 3 ALT. EXISTING ALT. EXISTING GRADE % GRADE GUARORAIL SYSTEM ‘AS SHOWN IN GUARORAIL SYSTEM PLANS AS SHOWN IN 4 PLANS 30’ MAX 30" MAX BENCH HEIGHT BENCH HEIGHT a FREEBOARD APPROX. 2° 3.0% 3.0% ACCESS ROAD ACCESS ROAD 12” MIN 12” MIN CASC CASC DEPTH APPROX. 8° 6 2 x & g é 25 a ly & E a NOTE: 1/4 MAX : 1 CHANNEL SLOPES. NOTE: 1/4 MAX : 1 CHANNEL SLOPES ge DAYLIGHT ON ROAD DAYLIGHT ON ROAD 4 BRADLEY LAKE HYDROELECTRIC PROJECT a5), _ : _ BATTLE CREEK DIVERSION 24 STA 150+00 TO STA 202+79.80 STA 100+00 TO STA 134+53.83 FEASIBILITY STUDIES oo ws — PRELIMINARY DESIGN g a PREPARED BY. [PREPARED FOR: <a Brews _ ag AEM CONSULTANTS, INC. 3 ees) f= ALASKA ae (QM ENERGY AUTHORITY 35 bq as AEA PROJECT #2—2011 3a sae TYPICAL CANAL SECTIONS ad = — NG 7 we loxre| REVO DESCRTIONS —parmrraIc1 — 01.0 oF xx |HO5—D—23-0000-R?| PsB221—-xxX Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C1.02.DWG 1/6/2012 11:33 AM RYAN REDICK 6 MIN 2° BENCH(ES) MIN 2° BENCH(ES) M AS REQ'D AS REQ'D UNCLASSIFIED 2° MIN Exemanion UNCLASSIFIED EXCAVATION 30" MAX 30" MAX BENCH HEIGHT ram BENCH HEIGHT ue t | iH POINT 1 | & POR ae sz | FINISHED 1 SELECT MATERIAL, 6” cASC TYPE "A" mms GROUND 2° MIN SUBBASE SELECT MATER NK © EXISTING GROUND GUARDRAIL WIDENING SECTION SEE GUARORAIL TABLE SHEET C2 — 01.0 FOR GUARDRAIL ALIGNMENT STATION INFORMATION NTS OUTLET ACCESS ROAD STA 300+00 TO 304+00 STA 323+00 TO 344450 STA 347+00 TO 353+00 DIVERSION ACCESS ROAD STA 400+60 TO 425+50 STA 489+50 TO 536+25 ROADWAY SECTION OUTLET ACCESS ROAD STA 304425 TO 322+75 STA 344+75 TO 346+75 DIVERSION ACCESS ROAD STA 400+00 TO 400+35 STA 425+75 TO 489425 CANAL STILLING BASIN ACCESS ROAD ‘STA 600+00 TO 601+25 STA 606+75 TO 610+00 STA 616+75 TO 618+51.4 CANAL STILLING BASIN ACCESS ROAD ‘STA 601425 TO 607+00 ‘STA 610+25 TO 616+50 2° MIN SUBBASE. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: ASM CONSULTANTS, INC. EIN + SEE +H CEES “CONSRUCIN SMCS 33807 ) 522-3406 fox Anahorage (907) 522-707 woe PREPARED FOR = ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2-2011 TYPICAL ROAD SEC ‘TIONS AND DETAILS Rey [DATE] REVISION DESCRIPTIONS [om By|APP°O| Ic1 02.0 OF xx KER RRR ATR IHOS—D—23—0000—-R?| Pse221—-xXxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION CIVIL\ACAD\1158.24—C1.02. DWG 1/6/2012 11:33 AM RYAN REDICK 6 = 8 PIVOT/ANCHOR PIN, BOTH SIDES 29 FINISHED GRADE, BEYOND CSP FLUME (6'9 3 FINISHED i craps MAX 10° SPACING, W/ MIN. 10° EMBEDMENT INTO BEDROCK : PROVIDE WHERE AND AS NEEDED <b NTS f ‘NOTE: LY FLUME LOCATION é& LENGTH 4 ENERGY DISSIPATOR, SEE SUGIECT 10) DEL ADJUSTNENT! SHEET C1-—04.0 FOR BY THE ENGINEER. ADDITONAL INFORMATION, 4-6" MIN EXTEND FOR DEEPER INVERTS, cee FLUE (68 SLOPE MAX 6% TO INLET CUT IN THIRDS) ENERGY DISSIPATOR, SEE SHEET C1-04.0 FOR ADDITONAL INFORMATION HE NTS ooo oe CUT ROCK FACE @ g TYPICAL SECTION | | ROCK CUT MAY BE VERTICAL AT BY ENGINEER'S SITE INSPECTION SCHEDULE ON c2 - 02.0 CULVERT SECTION NTS w $ a x E EXIST SLOPE ROAD SHOULDER ROAD EMBANKMENT NOTCH FOR CULVERT IF APPROVED Se — SEE emer SLOPE & FAN OUT DITCH BOTTOM TO MATCH CULVERT INVERT ELEVATION REVERSE CUT FORMS CURRENT REDUCER DIKE IN DITCH BOTTOM ‘SHEET SLOPE DITCH BOTTOM © 2-3% TOWARD CULVERT INVERT 1/4:1_ CUT ROCK SLOPE OR 1.5:1 IN SOILS CUT M IH05—D-23-0000-R? DITCH LINE FOR TYPICAL ROAD SECTION L. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN SLOPE TABLE PREPARED BY: REM CONSULTANTS, INE. Seo een seen ert (907) 522-1707 voce © (007) 822-3404 for PREPARED FOR: == ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2—2011 TYPICAL DRAINAGE SECTIONS & DETAILS Rev [DATE] REVISION DESCRIP TONS pe mprrolca — 03.0 oF xx |HOS—D~—23-—0000-R? Pse221—-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C1.02.DWG 1/6/2012 11:33 AM RYAN REDICK w 6 > MATCH EXISTING (8” MIN) NTS FILL ROADWAY FUL us —| CSP PIPE CSP FLUME MATCH EXISTING BANK GEOTEXTILE SEPARATION 1.5 X MAX ROCK DIAMETER 6 X DIAMETER (any 6 X PIPE DIAMETER. (MIN) —} SEE PIPE SCHEDULE FOR SIZE, LENGTH AND LOCATION {—RIPRAP CLASS Il, SEE PIPE SCHEDULE FOR LOCATIONS EXISTING GROUND NTS IHO5~D~23—0000-R? TOE OF SLOPE BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: ASM CONSULTANTS, INC. Anchorage, ashe 99507 (907) 522-907 wate © (907) 322-3404 fox [PREPARED FOR /BALASKA (Ql ENERGY AUTHORITY AEA PROJECT #2—2011 TYPICAL CULVERT DETAILS Fev [DATE] REVISION DESCRIP TIONS [ow BY[APP°D] Ici _~— 04.0 OF xx KE DRAW TR IHO5~D~23—0000~—R?| PSe22i1—x Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C1.02.DWG 1/6/2012 11:34 AM RYAN REDICK x B D E F 7 W 7 K T M Hos D33—0000-R? LOW FILL CONDITION. DEEP FILL CONDITION. >| SIDE SUPPORT POST-ALIGN TOP TOP SUPPORT POST-ALIGN TOP. GENERAL NOTES: WITH EDGE OF SHOULDER OR TO A WITH EDGE OF SHOULDER OR TO A MAXIMUM HEIGHT OF 5°, WHICH MAXIMUM HEIGHT OF 5°, WHICH EVER IS LESS. EVER IS LESS, 1. USE 1-3" 1.0. ASTM A53 GALVANIZED PIPE AND FITTINGS FOR SAME. 1 ROADWAY fe PIPE CAP (TYP) ~ ~< 12 | 2. SEAL ALL THAN PIPE JONTS WITH AN APPROVED SEALING 6 ¥ a> ce) SIDE SUPPORT POST CONDUIT STRAP (TYP) a 8 (SEE NOTE 3) TOP SUPPORT POST THAW PIPE HANGER (SEE NOTE 4) NTS CONDUIT STRAP (TYP) 4 x 4 SIDE SUPPORT POST 4 x 4 TOP SUPPORT POST oe [VY WIV N IY CONDUIT STRAP ELBOW (TYP) PIPES MAY BE BENT IF APPROVED BY THE ENGINEER, 3. WHEN THE HEIGHT OF FILL EXCEEDS 5° LOCATE THE SUPPORT POST ON THE SIDE SLOPE 12’ FROM THE SHOULDER 4. FASTEN THE THAW PIPE TO THE TOP OF THE CULVERT WITH THAW PIPE HANGERS ON 4 CENTERS MAX. THE MAXIMUM DISTANCE FROM END OF CULVERT TO FIRST PIPE HANGER IS 12 INCHES. 5. USE TREATED SUPPORT POSTS OF HEM-FIR, NO. 2 OR BETTER, 6. FASTEN THAW PIPE TO SUPPORT POSTS WITH GALVANIZED RIGID CONDUIT STRAPS AND 3” LONG GALVANIZED LAG SCREWS AT MAX. 12” CENTERS, IF MORE THAN ONE IS REQUIRED. 7. FILL THAW PIPE WITH A MINUS 50° FAHRENHEIT MIX OF RV ANTIFREEZE AND WATER, THEN CAP. Poa 1/2” x 3° BOLT WITH FLANGED HEX NUTS & WASHER ON TOP OF PIPE (ALL GALVANIZED) CULVERT 3-1/2" 1" W x 12 GAGE GALVANIZED STEEL HANGER =| THAW PIPE THAW PIPE HANGER DETAIL + PIPE HANGER PIPE HANGER: E24 CULVERT CULVERT PN Se er te PROVIDE, GALY. LAG, SCREWS HOLD THAW PIPE DUMETER. TOSMATCH a BRADLEY LAKE HYDROELECTRIC PROJECT 5 AND 2° MIN. LENGTHS ON BATTLE CREEK DIVERSION R coe FEASIBILITY STUDIES TOP VIEW PRELIMINARY DESIGN NTS TOP VIEW PREPARED BY. [PREPARED FOR: ws Fes 8 2S INO SS GALVANIZED RIGD_CONDUIT STRAP DETAL Tenses | JS ALASKA NIS etary (=m ENERGY AUTHORITY (007 22-50 a 0 oaT S08 tn oe AEA PROJECT #2-2011 —_ THAW PIPE DETAILS ° wer foare} —nevsion DEScePToNS —panbrralc1 — 05.0 oF xx |H05—D—23-0000-R?| Pse221—-xx z x B c D T F G i T K w Hoe D353 —0000_R7 3 vee’ 7 13-6 1/2" oF 26-0 1/2" 5 7 12" . a = 1 . 6-3" Post Spacing a 6'-3" Post Spocing . GENERAL NOTES: x 3 a - 6" 6" 3 % [prs 1/4" | 4 1/4", 29/32"! 1/8" 3/4702 1/2" r i "| 8 ‘ Shiels Peal Sot A * fe AseToY RSE ARIS Cle to g z ——— 1 Standardized Highway Barrier Hardware”, Sli | latest edition : i | x t 2. Back-up Plat shall be id at var, Ne Picts eth Pe ah * <e i cS 3, All covered hardware shall comply with the werk ne ~ AASHTO/AGC/ARTBA "A Guide to Standardized ig i =e = Highway Barrier Hardware”, latest edition. Z|. s ee 2) sper 3 : Beat Bol Sot = a = ! 1 A z 17 @ Rod w/welded & STANDARD W-BEAM PANEL WEBEAM BACKUP PLATE. eens 3 t ' 1. 12'-5 3/4” or 24'-11 3/4” 7 ° : 12'-1" or 24'-7" Sheat n= 33/6" 1/16 = ~ he =e | 8 _ ne _ i 11/16" Sq. Holes = =~ - = “ye at SECTION A-A N 13/4 3 3/8 1s /e bh - | t EYE BOLT ; = a =m] ye mee | CEI o| . } % mo -- mee Blea Poe ro |é§ L \ o a Ce oO} * ' s 11/16"x2" Slots po 7/8 = a 3155" Bose af 15/8" 11/16"x2" Slots et ae. TI/16" Sq. Holes Meta Thetness 5 eet a we C6 x 8.2 RUB RAIL S/S gg SPLICE PLATE t SECTION B-B echt XV se ASTM A36 STEEL ASTM A36 STEEL e I fecess. one ‘or both sides cme) jes . % Ina 8 oO = a : *N 3/8” # hol > cm a . x 6 8 iG U (Length) (Thread Length — a 4 © ! ! 15/16] 5/16" TA 8 Required 7 As Required Wye" Tye - : - SQUARE STEEL WASHER ” nm: 8 c oO L (Length) R_ fT (Thread Length, x 5/8” BUTTONHEAD BOLT 7 5/8 Dio. RECESSED. HEX.NUT 3/8" faa 1 5/16" [As Required|3/16] As Required STANDARD HEX NUT 2 —ce es o 8 £ oa | see 5/8” Dia. CARRIAGE BOLT 4 |r = ~ 7 bt. a E a oC _ ~ g E a a c (Threod Tena =.= Ve el § 5/6" r For Bot @] C 0 C BRADLEY LAKE HYDROELECTRIC PROJECT ao 3/8" yz ye [rae] sper ky BATTLE CREEK DIVERSION +8 172’ 11/2" 1/2 h7/s2|1 1/16"| 3/32" Ie 24 1/2" .| 11/4" 1/2" HS. [17/32"I1 1/16" 3/32" nly FEASIBILITY STUDIES ae 5/8" HS] 5/16 11/2" 5/8” |11/16"| 1 3/4"| 9/64" S PRELIMINARY DESIGN <s 5/8°-11 1172 3/4 [13/16 15/32] 9/64” Whe x A 3/# 11/2" ens. [ise] 2° | 5/32" © Hote. ' PREPARED BY PREPARED FOR: ca 3/a" 2 vr fips] 2" | 9/ea" -|b Roni a 3/4” H.Sh5/32] 1 1/4" 11/2" We A&M CONSULTANTS, INC. <= A A SKA 2B STANDARD HEX BOLTS STANDARD STEEL WASHERS FLAT PLATE WASHER RECTANGULAR POST BOLT WASHER ee, cee Genet annoy 35 (007 saa 9 a oT) oa 3404 tn Be Tom AEA PROJECT #2~2011 58 = TYPICAL GUARDRAIL DETAILS i) meron] RESTON DESCRIP TONS —aerT|C’ —" 06.0 oF xx |HO5—D—23-0000—R?| Pseae221—-xXxX 1/6/2012 11:34 AM RYAN REDICK Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C1.02.DWG K B c D E F Gc a T K MW Ea Dentoee IHO5~D—23-0000-R? 33/8" ~~. Bend as necessary to match the surface to be attached to. a ee 22 3/4" Loses ele GENERAL NOTES: i = al ~ 1. W-Beam and Thrie Beam Terminal Connectors shall rt > conform to AASHTO M180, Class B, Type 2. xy ‘ wt oS = Sos s 2 2 2. W-Beom end sections shall conform to AASHTO s mt M180, Class A, Type 2 ! eo ! 3. All covered hardware shall comply with the ' "V6 hon AASHTO/AGC/ARTBA "A Guide to Standardized 3/4°x2 1/2" post bat Highway Borrier Hardware”, latest edition. 29/32" x 11/8" d 1/8" \_ 20/32) aia 29/32"x1 1/8" slots slot (optional) PROFILE STANDARD W-BEAM TERMINAL CONNECTOR AVES VE Be ye Tyre W-BEAM PLAN VIEW *Radius to be specified on the plans STANDARD W—BEAM END SECTION BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREEARED FOR Era. —_ — /= ALASKA anenorage” Wot. 99507 (Ql ENERGY AUTHORITY th wih SST Sal St oo AEA PROJECT #2—2011 ee GUARDRAIL END’ SECTION ow Rr bare Revision pescrpnons —terebertica — 07.0 om 2x |HO5—D—23-0000-R?, Ps8s221—-xxX Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C1.02.DWG 1/6/2012 11:34 AM RYAN REDICK 6 "116% as le BEARING PLATE for CRT TERMINAL ANCHOR lon =r 1"9x7" (Typ.) 3/4" Wire Rope SWAGED FITTING DETAIL CONTROLLED - 16" - A om 2 R12" Lass Op.) Tt. Se eo eo eo 1/4R (Tp) o e ° eo te A Me @ Hole jaces) CABLE ANCHOR PLATE .? a 2" & 3/16" 1.0. uu? ir 2 3/8" * 3/16" 0.0. Ze > A 11/16"@ Hole ¢ - sea . TE cctner tut penetration weld or bend to fit. 47 y jypantP) ne re h N SLEEVE DETAIL 23/8 Sy fs SECTION A-A “Te RELEASE TERMINAL HARDWARE DETAILS H05—D~23-0000-R? GENERAL NOTES: Cable Anchor Plate may be formed in single unit ‘or welded fabrication. Anchor Cable Assembly shall conform to AASHTO M-30 with Type II Wire Rope. Sleeve for Wood Posts shall conform to the requirements of ASTM A120 and shall be of 2-inch galvanized standard pipe. Sleeve shall be @ tight, pressed fit in post. Bolts, nuts and washers shall conform to ASTM A-325 and galvanized in accordance with ASTM A-153. Radius 1D plates shall be attached to all shop-bent guardrail sections. They shall be bolted to the back side of the guardrail panel with the lower splice bolt nearest the P.C. of the radius. Rail bend radius in feet shall be shown as "XX" on the radius ID plate. Digits shall be etched or stamped and havea min. height of 1 1/2” and a max. width of 3/4”. The plate shall be galvanized after digits are marked. All covered hardware shall comply with the AASHTO/AGC/ARTBA "A Guide to Standardized Highway Borrier Hardware”, latest edition. . - s ~~ sya 3/4" © hole rs a Guordrol Reflectors BRADLEY LAKE HYDROELECTRIC PROJECT s ote Type Color Reflectorized . 2. ItO ype “Color Retectorized BATTLE CREEK DIVERSION : wis Front FEASIBILITY STUDIES 1 a 5 YES Front Rear PRELIMINARY DESIGN Steel Plate T 1/81 1/& PREPARED BY: PREPARED FOR: “ RADIUS 1.0. PLATE Ere. RADIUS 1.0. PLATE GUARDRAIL REFLECTOR —_ we MOUNTING DETAIL onan /= ALASKA Andhctaye Waske 99307 (lm ENERGY AUTHORITY ory an TS ee ss se - oa AEA PROJECT #2~2011 a GUARDRAIL DETAILS areas . aE TER a mera} REVS DESCRIPTORS —teheraer 08.0 OF xx |H05-D~23-0000-R? Pse221—-xXxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C1.02.DWG 1/6/2012 11:34 AM RYAN REDICK 6 ‘ANCHOR NOT ‘SHOWN FOR ~J CLARITY rout _} SUPPLY *e pce / 11 oulecnssejtoate WIRE MESH (GALVANIZED) ———~ OR EQUAL. (TYP, SEE DETAIL) NTS. HOG RING FASTENERS © 6° CTR. (TYP) (ON ALL CABLES) FOR WIRE MESH LAP DETAIL, SEE DWG. C-09 36” DIA CABLE TO RUN ‘AROUND THE PERIMETER OF THE WIRE MESH 2x2" BEARING PAD ROCK ANCHOR WEDGE WASHERS HORIZONTALLY AND 12” CTRS VERTICALLY. (SEE SLOPE PROTECTION MAT DETAIL) NTS GROUT SUPPLY ORY PACK ‘GROUT m " peter pexcemeeet ROCK BOLT GROUT RETURN ‘GROUT RIH HIGH GRADE HOLLOW-CORE ‘SPIN-LOCK WILLIAMS ANCHOR ROCK BOLT NTS. 26" MIN. DA. HOLE NTS %%” DIA. WIRE ‘SUPPORT FOR SLOPE PROTECTION MAT NOTES: 3/4" DIA WIRE ROPE IHOS—D—23—0000—R?| ROPE INSTALL ROCK ANCHORS WITH BEARING PL DIRECTLY IN CONTACT WITH ROCK. USE DRY PACK GROUT TO ACHIEVE UNIFORM BEARING. PROVIDE REINFORCED CONCRETE BEARING BLOCKS IF REQUIRED BY OWNER TO DISTRIBUTE LOAD TO ROCK. STEEL BEARING PLATE AS FOLLOWS: ROCK [STL BEARING] BolT PL 1 ow | 1x66" 2 OW f1K"K11"x11"| INSTALL ORAIN HOLES ON THE CUT FACE ON A 8° (HORIZ.) x 15° (VERT.) PATTERN AT THE LENGTH SHOWN ON DWG C-09, SECTION B & DWG C-10, SECTION A. INCLINE DRAIN HOLES AT 10 DEG UP FROM HORIZONTAL. FINAL LOCATIONS TO BE DETERMINED BY OWNER BASED ON FIELD CONDITIONS. INSTALL 15 FT. LONG DRAIN HOLES ON APPROX 15 FT. x 15 FT. PATTERN ALONG THE SIDES OF EACH EXCAVATION. FINAL LOCATIONS TO BE DETERMINED BY OWNER BASED ON FIELD CONDITIONS. PER MANUFACTURES RECOMMENDATION PROVIDE ANCHORS ANO QUICK RELEASE CLIPS TO CONNECT TO 4” DIA x %” STEEL RING. INSTALL DYWIDAG SOLID CORE ANCHORS AT 5° SLOPING DOWN FROM HORIZ. UNO. INSTALL WILLIAMS SPIN LOCK HOLLOW CORE ANCHORS AT 10° SLOPING UP FROM HORIZ. UNO. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED FOR I=ALASKA (QM ENERGY AUTHORITY PREPARED BY: EBrRea.wia .M CONSULTANTS, INC. AEN SRE ORD ODES HERA SS S101 Cri. anchorage Basse, 99507 (907) 522-707 wee @ (907) 822-3404 for AEA PROJECT #2-2011 SLOPE PROTECTION MAT DETAILS STEERS HRTF KER RA NRT REV [DATE] REVISION DESCRIPTIONS [per 5] aPPpIC’ — O9.0 OF xx |HOS—~D~—23—0000—-R?| Pse221—-xxX 1/6/2012 11:34 AM RYAN REDICK CANAL SERVICE DRIVE ENDS a EXISTING GRADE EL 1369 LOWER ENDS TERRACE CUT TRENCH BOTTOM TO STEP DOWN IN 2 FEET INCREMENTS EVERY 8 TO 32 FEET SHRUBBERY ALONG LENGTH OF EXISTING DIKE pe mad Ran gtef Darren & REMOVE DAMAGED GEOTEXTILE FABRIC TOPSOIL & SUBSTANDARD PULL OUT (W/ ROOT BALL) EXISTING TREES & \ MATERIALS: STAGING AREA 2% GEOTEXTILE FABRIC: 3° MIN SUBBASE SELECT MATERIAL, TYPE "A" EXISTING DIKE Z\PROJECT\ 1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C1.02.DWG 20° FORDING RAMP = 2' © LOW WATER CONTRACTOR STAGING AREA (BEYOND) EXISTING GRADE 5.50" 2' © FORDING RAMP 30.0" 9.3" RIPRAP 60" AT FORDING LOCATION NTS FOROING RAMP W/ RIP—RAP ACROSS CANAL, MAX DEPTH eS MIN IHO5—D—23-0000-R? FIELD DETERMINE CANAL CUT-OFF AT GREATER POND DEPTHS EXISTING POND BEGINS PROVIDE 10% RAMP BOTH SIDES, RIP-RAP LINED, FOR EQUIPMENT FORDING OF CANAL AT LOW WATER LEVELS WIDENED CANAL SECTION ENGINEER TO DETERMINE AREAS REQUIRING ADDITIONAL RIP—RAP. WIDEN TO & REDUCE FROM BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY [PREPARED FOR Era. Souter a /= ALASKA ‘3101 Vanguard Dri (QED ENERGY AUTHORITY Anchorage Basha, $9507 (907) 522-707 wea ©” (907) 522-3404 for AEA PROJECT #2-2011 OUTLET DRAINAGE SECTIONS KER DRE Rev [OATe] REVISION DES! 10.0 OF xx |HOS—D—23—0000—-R?) SCRIPTIONS [om ey[APPO]C1 — Pse221—-xx 1/6/2012 11:39 AM . H05—D~23-0000—R?| GUARDRAIL_SUMMARY. EARTHWORK SUMMARY Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C2.DWG RYAN REDICK 6 EMBANKMENT ‘CRUSHED SELECT ee STSTATION. OFFSET LENGTH ALIGNMENT STATION TO STATION | excavation | MATERIAL, | suspase | AGGREGATE TPE “A COURSE RT_OR LT UF w w Hy UPPER CANAL 104+50 109+00 ur 450 112+00 116+00 ur 400 UPPER CANAL 100+00.0 1344+53.8 122+00 125+00 ur 300 LOWER CANAL 150+00.0 202+79.8 LOWER CANAL 153+50 154+50 ur 100 156+00 157+00 ur 100 OUTLET ACCESS ROAD 300+00.0 (351+25.5 10,000 1,800 158+50 159+00 ur 50 162+00 163+00 uo 100 | DAM ACCESS ROAD 400+00.0 536+22.2 26,200 4,700 164+50 167+00 ur 250 172+50 174+50 ur 200 CANAL (STALLING BASIN:ACCESS | 660400.0 618+51.4 3,600 600 172+50 176+50 ur 400 179+00| | 180+00 or 100 “ae 180+50 182+00 ur 150 187+00 189+50 ur 250 190+50 193+00 u 250 197+50 199+00 ur 150 200+50 201+50 ur 100 OUTLET ACCESS ROAD | 300+00 304+00 ur 400 323+00 330+00 RT 700 330+00 337+50 ur 750 337+50 341+00 RT 350 341+00 344+50 RT 350 347+00 353+00 ur 600 DAM ACCESS ROAD 400+60 402+50 ur 190 402+50 414425 ur 1,175 4144+25 425+50 RT 1,125, 489+50 502+00 ur 1,250 502+00 504+50 RT LT 500 504+50 507+00 RT 250 Le 507+00 508+00 RT UT 200 508+00 519+00 RT 1,100 519+00 532+00 ur 1,300 532+00 536+25 RT OUT 425 BRADLEY LAKE HYDROELECTRIC PROJECT CANAL STILLING BASIN 601450 607+00 ‘ACCESS ROAD BATTLE CREEK DIVERSION BiGt25 £12550 FEASIBILITY STUDIES S12+50)_|_steeso PRELIMINARY DESIGN PREPARED BY PREFARED FOR ro ERonwies F&M CONSULTANTS, INC. NEN = SRN CAD SOMES OTICTN SRS [ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2—2011 SUMMARY SHEETS [OATE[ REVISION DESCRIPTIONS basrroyce — 01.0 OF xx REA SRA TR IHOS—D—23—0000—R?| Pse221—-xx 1/6/2012 11:39 AM RYAN REDICK B M Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C2.DWG PIPE TABLE ' PIPE TABLE PIPE invet | invet |, 'NEET | ourver | ourcer | OUTLET fave |SIZE| LENGTH | SLOPE| INOET. | ONEET INVERT | Coon | opeser | INVERT FLUME INLET OUTLET ELEV. ELEV. SLOPE INCET | invert | OUTLET | OUTLET) inveRT F STATION | OFFSET STATION | OFFSET paoa | 8 | 320 | soox [aorsarar] ve2 et | 13000 [sozvooes| vse ur | 12000 | 108 ELEV. ELEV. p404 48 423 3.00% | 4044+44.88 | 17.1 RT 1299.6 | 404+52.26 | 24.5 LT 1298.3 - # SOR 1507.8. | S200 208 Ot HSOES, oe p408 48 388 3.02% | 408+27.09| 16.2 RT 1283.0 | 408+26.95 | 22.5 LT 1281.8 4 2 7 5.00% 1200.5_]/900497.18 |._9717.U pae70. a7 p429 48 93.9 3.00% | 428+96.34| 38.6 LT 1144.3 | 428+66.43| 50.5 RT 1141.5 18° = sae PISS [S074 008 | 28:8 UF, 1561.7 70 Pasa 48 59.3 1.64% | 4344+81.74) 19.9 LT 1127.0 | 434+49.50 | 30.0 RT 1126.0 18" ROCK = som 55088 | soe 02:06 | 27.8 LT, 15e8, Ca P437 48 343 2.98% | 437+42.97| 22.6 LT 1135.3 | 437+20.96 | 27.3 RT 1933.7, 10° ROCK =. 576%) seats, S188 [52048555 | _ 182) 80, ns108 ser nec. P439 48 43.3 6.15% | 439+33.77| 16.8 UT ‘1156.2 | 439+28.48 | 26.2 RT 1153.5 18" ROCK = Sore 1S4:R1. 1255.9] 52041820 | 18-4 LT pases. nz P4a2 48 59.3 3.00% | 442+49.96| 25.6 LT 1180.2 | 442445.23 | 33.5 RT 1178.4 ar 3 = J288 1O1 AT} ize || Se ee0.00 | Ven | eet 16" paa7 | 48 | 565 | 3.01% | 44648044 21.5 LT | 11906 | 446+74.60| 33.0 RT | 11889 7s = aos ee tz aeeestre || 28.0 A. ue ae P4sé 48 424 3.00% | 456+09.49) 16.2 LT 1194.6 | 456+10.26 | 26.2 RT 1193.3 57° ha} 3.00%, 163.07. 1506.6 | 025400 | _ 234. Ui. anes ae 450, 48 46.5 3.01% | 450+08.81| 17.1 UT 1199.9 | 450+07.11 | 29.4 RT 1198.5, 189° =. Ecid 2.481 00'S _[OORESE7 | 208 UT, zene ae P462 36 40.3 ‘3.00% 461+87.71| 16.4 LT 1184.8 | 461+87.38 | 23.9 RT 1183.6 225° [peor [es Soin SRE 120 | 9014 08-28 | 20-8 Eh] ies ¢ Be. pass | 36 | 383 | 300m |468+9595| 163 ur | 12203 | s6e+07.79| 21.1 RT | 12192 20° ROCK P472 36 44.2 3.00% | 471+97.97| 16.4 LT 1225.9 | 471+76.53| 22.2 RT 1224.6 28° 4 pa73 | 48 49.9 3.01% | 473405.48[ 175 UT | 1229.0 | 472+80.19| 255 RT | 1227.5 32° pera [a8 | 801 | soon [arevar sr] oz ut | vais [aresase6| soe ar | izes | 7 PIPE TABLE peas | 48 | 308 | 302m | 482+0585| 175 1 | 12185 |482+0095| 208 aT | 12173 14 P487 48 378 3.04% | 486+73.39| 16.3 UT 1220.9 | 486+72.63| 21.5 RT 1219.8 141° sippe: incet | aNCGT, | utter | ourver | QU7LET past | ae | 359] sax [sore7198] 103 ur | 12531 [eotezaeo | 160 ar | 12510 | 30" . STATION] OFFSET |'NVERT | station] OFFSET | 'NVER" I ~ 300% joo er | 12805 |ecevecze| sie ur | tze26 ry ps2s | 36 | 57.0 | 890x |525+43.86| 15.1 AT | 1617.5 |524+0669| 19.0 UT | 16125 s ~ 3008 saaier t isvaor | eoscezosl cas uy | sia 3 p27 | 36 | 444 | 3.00% |526+68.40| 16.2 RT | 1634.0 | 526+69.92| 282.1 | 16327 28° ‘P480 48 V3.1 ‘3.00% | 479+26.88| 41.2 LT 1210.9 | 479+99.32 | 45.6 RT 1207.5 20° P46 48 51.8 3.01% | 4374+36.20| 21.4 UT 1935.3 | 437413.36 | 25.3 RT 1933.7 10° ROCK P4aI7 48 386.8 3.00% | 417+07.17| 16.8 LT 1187.3 | 417+07.08 | 22.0 RT 1186.1 7 6 P481 36 73.8 ‘3.01% | 480+61.69| 31.7 LT 1214.7 | 480+57.69 | 42.0 RT 1212.5 3° BRADLEY LAKE HYDROELECTRIC PROJECT is BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN mana ee Tae oe Eran Soutien ped eusenna a /= ALASKA we tenia a, (mm ENERGY AUTHORITY ee a eee AEA PROJECT #2—2011 SUMMARY SHEETS —— aasTecme Rey JOATE] __ REVISION DESCRIP TONS [orn By Ice — o2.0 oF xx |HOS—D—23—0000—-R? |HOS—D—23—0000—R? PsBe221 —-xx 1/6/2012 11:39 AM RYAN REDICK z TRANSITION LENGTH rr varies P.C. OR PT. N OUTSIDE 7E OF ROAD «) Enc JL AXIS_OF_ROTATION @ PROFILE (0) € © INSIDE EDGE OF ROAD TRANSITION LENGTH ee er\ | Pc. N NY OUTSIDE EDGE OF ROAD | | | (+) (0) € | INSIDE EDGE OF ROAD INSIDE EDGE OF ROAD “tide LEVEL LEVEL 1 ow pes ©) BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C2.DWG cece | JEEALASKA Anchorage, Mecke 99807 (907) 522-1707 voce @ (007) 322-3404 for a AEA PROJECT #2-2011 7 SUMMARY SHEETS Rey [OATE| REVISION DESCRIPTIONS fmaprrojc2 ~— 03.0 oF xx |JHO5—~D—~23-—0000—R? Pse221—-xx 1/6/2012 11:39 AM RYAN REDICK 6 8 B c D $ G H T T K DAM ACCESS ROAD SUPERELEVATION SUMMARY TABLE TRANSITION INTO CURVE TRANSITION OUT OF CURVE curve|RADIUS OF| S ID NO.| CURVE (R)| (%) | TRANSITION | NORMAL PC FULL FULL PT NORMAL | TRANSITION REMARKS LENGTH CROWN | STATION | SUPER SUPER | STATION | CROWN LENGTH 7 [13328 [30 720 402420 | 40343054] 405440] 404430 | 404460.78] — | 120 | CASE 1 TRANSITION INTO & CASE 2 OUT OF CURVE zs 328.51 3.0 120 = 405+13.43 | 405+50 406+80__| 407+13.75 = 120 CASE 2 TRANSITION INTO & OUT OF CURVE 3_| 1,032.37 [3.0 120 = 407+39.40 | 408+00 = 410+97.16 = = ‘CASE 2 TRANSITION INTO CURVE & HOLD FULL SUPER 4 [1,103.41 | 3.0 = = 411+00.35 = 413+40_| 413+85.46 = 120 FULL SUPER INTO CURVE CASE 2 TRANSITION OUT OF CURVE 5 71.46 3.0 120 = 414+16.12 | 414+60 — 4164+19.74 = = CASE 2 TRANSITION INTO CURVE & HOLD FULL SUPER 6 | 141.14 | 3.0 = = 416+46.51 = 417+00_| 417+25.59 | 418+20 120 FULL_SUPER INTO CURVE CASE 1 TRANSITION OUT OF CURVE 7 183.63 3.0 120 421+80 | 422+53.07 423400 425+50 426+01.21 426+70 120 CASE 1 TRANSITION INTO & OUT OF CURVE | 200.00 |~3.0 120 429+60 | 430+56.36 | 430+80 | 433+70_| 433+47.42 = 120 ‘CASE_1 TRANSITION INTO_& CASE 2 OUT OF CURVE 9 163.26 3.0 120 = 435+19.98 | 434+90 439+30 | 439+53.22 | 440+50 120 CASE 2 TRANSITION INTO & CASE 1 OUT OF CURVE 40 [100.00 |" NC = = 452+86.14 = = 453+22.72 = = NORMAL CROWN iW 1,046.90 3.0 4120 455+30 | 456+22.08| 456+50 = 4644+57.61 = = ‘CASE 1 TRANSITION INTO CURVE & HOLD FULL SUPER 12_|- 200.00 |~3.0 = = 466+03.19 = 467+00_| 467+23.92 | 468+20 720 FULL SUPER INTO CURVE CASE _& 1 TRANSITION OUT OF CURVE 13 200.00. 3.0 120 472+80 | 473+73.58 | 474+00 476+00 | 476+12.54 | 477+20 120 CASE 1 TRANSITION INTO & OUT OF CURVE 14 | 200.00 | 3.0 120 488+00 | 489+09.99| 489+20 | 490+00 | 490+06.27 | 491420 120 ‘CASE_1 TRANSITION INTO_& OUT OF CURVE 15 54.57 3.0 120 493+30 | 494+35.49 | 494+50 495+70 | 495+89.95 | 496+90 120 CASE 1 TRANSITION INTO & OUT OF CURVE 16 | 71.57 | 3.0 120 497+80 | 498+77.93 | 499+00 = '500+39.77 = = ‘CASE 1 TRANSITION INTO CURVE & HOLD FULL SUPER 17_| 101.88 | 3.0 = = 502+00.56 = = '502+39.07 = = HOLD FULL SUPER THROUGH CURVE 18 718.55, 3.0 = = 503+69.22 - 507+20 507+34.51 508+40 120 FULL SUPER INTO CURVE & CASE 1 TRANSITION OUT OF CURVE 19 | 200.00 [3.0 120 509+10_[510+08.80| 510+30 | 511+30 [511+61.54 = 120 ‘CASE_1 TRANSITION INTO & CASE 2 OUT OF CURVE 20 373.72 3.0 120 = 511+98.67 512+50 514+70 | 515+08.64 | 515+90 120 CASE 2 TRANSITION INTO & CASE 1 OUT OF CURVE 21 58.17 3.0 120 516+70 | 517+68.00| 517+90 519+20 | 519+45.89 | 520+40 120 CASE 1 TRANSITION INTO & OUT OF CURVE 22 | 206.63_|[~3.0 120, '520+60_|521+46.78 | 521+80_| 523+10 | 523+23.41 = 120) ‘CASE_1 TRANSITION INTO & CASE 2 OUT OF CURVE 23 [124.56 | 3.0 120 = 524+09.72| 524+30 | 526+80 | 527+27.19, = 120 ‘CASE_2 TRANSITION INTO_& OUT OF CURVE 24 169.75 3.0 120 = 527+42.13 | 568+00 - 529+72.95 = ~ CASE 2 TRANSITION INTO CURVE & HOLD FULL SUPER 25 78.15 3.0 i = 530+11.82 = 531+40 | 532+02.79 = 120 FULL SUPER INTO CURVE CASE 2 TRANSITION OUT OF CURVE 26 | 100.00_| 3.0 720 = 532+63.32 | 532460 | 532+90 | 533+07.91 = 120 ‘CASE_2 TRANSITION INTO & OUT OF CURVE 27 184.12 3.0 120 =. 533+55.33 | 534+10 534+70 | 534+86.26 | _535+90. 120 CASE 2 TRANSITION INTO & CASE 1 OUT OF CURVE OUTLET ACCESS ROAD SUPERELEVATION SUMMARY TABLE TRANSITION INTO CURVE TRANSITION OUT OF CURVE TRANSITION | NORMAL Pc FULL FULL PT NORMAL | TRANSITION REMARKS: LENGTH CROWN | STATION | SUPER SUPER | STATION | CROWN LENGTH 1 . 120 308+80 | 309+83.28 | 310+00 310+90 | 310+97.47 | 312+10 120 CASE _1 TRANSITION INTO & OF CURVE 2 5. 120 315+40 | 316+47.06 | 316+60 322+70 | 322+86.43| 323+90 120 CASE _1 TRANSITION INTO & OUT OF CURVE 3_| 224.25 [3.0 120 328+20__| 329+04.03 | 329+40 | 332+70 | 333+33.29 = 120 ‘CASE_1 TRANSITION INTO CURVE & CASE 2 OUT OF CURVE 4 205.00 3.0 120 = 333+42.86 | 333+90 336+70 | 336+73.62 = 120 CASE 2 TRANSITION INTO & OUT OF CURVE 5 | 205.00 [3.0 120 = 337+94.02 | 337+90 | 340+20 | 340+55.51| 341440 120 CASE_2 TRANSITION INTO CURVE & CASE 1 OUT OF CURVE 6 45.57 3.0 120 341+60 | 342+75.63 | 342+80 343+20 | 343+28.78 we 120 CASE 1 TRANSITION INTO CURVE & CASE 2 OUT OF CURVE Zz 173.75, 3.0 120 = 343+86.46 | 344+40 346+80__| 346+96.96 | 348+00 120 CASE 2 TRANSITION INTO CURVE & CASE 1 OUT OF CURVE J CANAL STILLING BASIN ACCESS ROAD SUPERELEVATION SUMMARY TABLE TRANSITION INTO CURVE TRANSITION OUT OF CURVE cuRve|RADIUS OF! S CURVE (R)| (%) | TRANSITION | NORMAL Pc FULL. FULL Pr NORMAL | TRANSITION REMARKS LENGTH CROWN | STATION | SUPER SUPER | STATION | CROWN LENGTH 1 100 NC = = 600+26.17 = = 601+17.02 = = NORMAL CROWN 2 200 3.0 120 602+00 | 603+02.39 | 603+20 604+60 | 604+78.05 = 120 CASE _1 TRANSITION INTO CURVE & CASE 2 OUT OF CURVE 3 150 3.0 120 = 605+60.69 | _605+80 = 608+15.77 = = CASE 2 TRANSITION INTO CURVE & HOLD FULL SUPER 4 150 | 3.0 = = 609+06.75 = 609+65_| 610+17.52 = 120 FULL SUPER INTO CURVE CASE 2 TRANSITION OUT OF CURVE 5 75 3.0 120 = 610+41.16 | 610+85 om 612+02.06 = = CASE 2 TRANSITION INTO CURVE & HOLD FULL SUPER 6 too |-3.0 = = 612+08.14 = 613440 | 613+76.16 = 120 FULL SUPER INTO CURVE CASE 2 TRANSITION OUT OF CURVE | 7 200 | "3.0 120 = 614+25.88 | 614460 | 615+25 | 615+27.83 = 120 ‘CASE 2 TRANSITION INTO & OUT OF CURVE 8 200 3.0 120 ca 6164+35.21 616+45 617+20 | 617+48.68 | 618+40 120 CASE _2 TRANSITION INTO CURVE & CASE 1 OUT OF CURVE aie Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ ACAD \1158.24—C2.DWG WT EX Ben NO lHo5~D~23-0000-R? BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: M CONSULTANTS, PREPARED FOR [ALASKA (MM ENERGY AUTHORITY (907) 522-3404 fox AEA PROJECT #2—2011 SUMMARY SHEETS Rey [OATE| REVISION DESCRIPTIONS [om By APP |HOS—D—23—0000—R?| Pe221—-xx 1/5/2012 5:21 PM JOHNSTON, DAVID P:\RM\340193\CAD\C\01-03-12\ UPPER. DWG |HOS—D—23—0000—-R? J K L M ee LEGEND @ POST TENSION ROCK ANCHOR WATERFALL, \ KEY_MAP NTS BRADLEY LAKE HYDROELECTRIC PROJECT 8 BATTLE CREEK DIVERSION FEASIBILITY STUDIES == _— 00° PRELIMINARY DESIGN ee Se - PREPARED BY: [PREPARED FOR: —— EsReanwi an RaM CONSULTANTS, INC. ees vu cwtbe pwesion — us mrsmmnns: | ALASKA Ft salle Nongeers ts, (QED ENERGY AUTHORITY (GRAPHIC. 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OBERMEYER BLADE! i GATE 1 1 1 18° | s ~ +— 1883 "25° 2 = 10% 5 EE 6'x6" SLUICE GATE BEHIND i 7 s k * IH05~D-23~0000-R? — 1699" STOP LOGS 1682.45'—__ 1680" ATT 1 i — m1 ( a BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN rman oe oie ald ine RSV Saene SE wet Revcnnenaneame: | Jom ALASKA sa sndieeys te aor, (lm ENERGY AUTHORITY —— aa i: AEA PROJECT #2-—2011 ame nanaiarae GonsuceenTe, inc DIVERSION STRUCTURE oak Te wane ocwar oo oy SECTIONS = oes ear = pa ara (20) 32 SF St 273 bal onan ser | — Tor ma ror bar TAF eaawran —t wiv Save — REVISION DESCRIPTIONS —harnlrelCS - 03.0 OF XX |HOS—D—23—0000-R7] PSae221—-xx 1/6/2012 10:20 AM RYAN REDICK Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG w 6 AREA STAGING os cut 30) _— CONS (110" ACROW ‘ACCESS: N_ STAGING BRIDGE, (OR EQ) pa 102+00 N3847'50.¢ 20 0 GRAPHIC SCALE IN FEET M BRADLEY LAKE ‘STILLING BASIN \ ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: [PREPARED FOR, eRe Coe cee oe ecco f= ALASKA 8101 vanguard Orv Anchorage, Moshe 99507 (907) 522-707 wea @" (807) 522-3406 for AEA PROJECT #2—2011 UPPER CANAL STAGING AREA Fey [DATE] REVISION DESCRIP TIONS a REA CRA NT ica — 01.0 oF xx |HO5—D-23-0000-R? P8221 —-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG 1/6/2012 10:20 AM RYAN REDICK Cc D E F G H T 7 \ lHo5~D~23-0000-R? ‘ CONSTRUCTION STAGING tT 7 —— — ONRCCESS. BRIDGE CURVE TABLE at - (110° ACROW (OR EQ)) 7 KS FOR CURVE #| PI |NORTHING| EASTING | DELTA | RADIUS} T L DIVERSION STRUCTURE. cr 100+46.8| 2094520.09 | 1477992.03| 012.6502] 165.00 | 18.289 | 36.43 , Al SEE SHEET C3 01! c2___|101+55.7| 2094576.28 | 147769857 | 020.1857| 165.00 | 29.370| 58.13 a BRADLEY LAKE - 3 DAM ACCESS RD [rt 7 N46"19'58.3°W = FEU 3 L} a = 2 BEGIN UPPER CANAL = STA 100+00.0 7 N = 2094487.75 rr ning E = 1478025.91 a 4 Pill %. 1800 1800 1760: 2 1760 ca glse sls aos SHOULDER OF UPPER eS b z 2 ‘EXISTING GROUND AT 850 CFS SERVICE LANE 1720 8 : 1720 S > ON KEY MAP —0.30% NN eacten GRADE BRADLEY LAKE HYDROELECTRIC PROJECT A 700+00 TO1r00 To2*00 102+50 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR ErReae.Wie oo 0 _ acme can i /= ALASKA GRAPHIG SCALE MFEET | oy sant Re ett sat om | NOY AUTHORITY oer a AEA PROJECT #2-2011 UPPER CANAL P&P Rev [OATE| REVISION DESCRIPTIONS. [per or] APPIICa — 02.0 OF xx |HOS—D—23—0000—R?| PBe221—-xx 1/6/2012 10:21 AM RYAN REDICK x B c D E ne G A T J K : M IH05~D-23-0000-R? wt | FUT UU TTT AUT T0e ese mee TIT TITUTTNTUIITT y -RVICI CURVE #| PI | NORTHING EASTING | DELTA | RADIUS L cs 104+99.7| 2094844.83 | 1477682.67 | 109.2787] 165.00 _| 232.516 | 314.70 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C4_U_CANAL.DWG BRADLEY LAKE DAM ACCESS RD 3 4 1800. 1800 1760. +1760 6 ‘STILLING BASIN \\, Access RO ‘EXISTING GROUND 1720+ va DESIGN WATERLEVEL ~ 1720 Nl te Ay 850, Crs. SHOULDER OF UPPER 7 f. CANAL SERVICE LANE S ~~ KEY MAP 0.30% FINISHED GRADE TO3'00 To#'r0o T0800 T0800 707100 + | BRADLEY LAKE HYDROELECTRIC PROJECT i BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR: rae. lO 2 fo _ | Die ener em f= ALASKA GRAPHE SCALE W FEET | ar snot tit so on | Oe OY Eo AEA PROJECT #2—2011 ma UPPER CANAL P&P ; mr fonre| REVO DESCRIPTIONS —pambertlc4 — 03.0 oF xx |HO5—D—23-0000-R?| PsBe221—-xxXx 1/6/2012 10:21 AM RYAN REDICK i W TER Se NET |HO5—D—23—0000—R?, CURVE TABLE CURVE # NORTHING | EASTING | DELTA |RADIUS| T L 2095006.80 | 1478139.60 | 008.4949] 200.00 | 14.854 | 29.65 2095040.43 | 1478312.22 | 031.3178 | 200.00 | 56.063 | 109.32 2004996.19 | 1478431.86 | 026.4799 | 200.00 _| 47.057 | 92.43 BRADLEY LAKE DAM ACCESS RO EXISTING ee DESIGN WATERLEVEL AT 850 CFS SHOULDER OF UPPER CANAL SERVICE LANE 0.30% FINISHED GRADE. 708+00 109100 GRAPHIC SCALE IN FEET STILLING BASIN \\ ACCESS’ RO BS KEY MAP BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR, to | coam-menc-om corte on /= ALASKA S01 erga De (mm ENERGY AUTHORITY snenorage Wa, 99507 (907) 522-707 wea @” (907) 522-3404 for Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG AEA PROJECT #2—2011 UPPER CANAL P&P REVISION DESCRIPTIONS pPPIC4’ — 04.0 OF xx |HOS—D~—23-—0000—-R? Pse221—-xXxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG 1/6/2012 10:21 AM RYAN REDICK MERGE DIVERSION ACCESS RO- WITH UPPER CANAL SERVICE LANE SEE ALSO SHEET C8 — 20.0 DIVERSION ACCESS ROAD STA 536+22.2 = M CURVE TABLE Pl | NORTHING | EASTING | DELTA |RADIUS| T L 1a 113442.2 | 2095018.73 | 1478639.83 | 051.5114| 100.00 _| 48.247 | 69.90 ‘| BRADLEY LAKE 3 DAM ACCESS RD 1800 1760 1720 1800 VERSION ACCESS RD 1760 i GROUND : \ eSION WATERLEYEL => CANAL SERVICE UNE m0) SN \ i yo ~0.30% SS rinisHeD GRADE BRADLEY LAKE HYDROELECTRIC PROJECT 112+00 173+00 T1400 115+00 176+00 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR Rae. o 102040 _6» | rome-snene cm ser oomc SM /= ALASKA ————————— 3101 vanguard Ore (NN ENERGY AUTHORITY GRAPHIC SCALE IN FEET Anchorage, Baska, $9507 (907) 522-707 voce @ (907) 522~3404 for AEA PROJECT #2—2011 UPPER CANAL P&P Rev [DATE REVISION DESCRIPTIONS [ber aY]APPD| FE REA aE Ica — 06.0 oF xx |H05—D-23-0000-R? Sicict, — 2c 1/6/2012 10:21 AM RYAN REDICK . 7 ~ - : ; T i T 7 K u IHO5 —D—23-0000-R?, PI 116457.2 EASTING 1478811.65 1478736.13 DELTA 044.2163 109.3731 NORTHING 2095290.49 2095648.47 120414.9 BRADLEY LAKE a DAM ACCESS RD MATCHLINE STA _116+00 1800: 1800 1760 71760 ‘STILLING BASIN \\ ACCESS RO DESIGN WATERLEVEL AT 850 CFS EXISTING GROUND 1720 : 1720 ~~ - SHOULDER OF UPPER ar *y KEY MAP CANAL SERVICE LANE Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG -0.30% aged GUD BRADLEY LAKE HYDROELECTRIC PROJECT T1700 T1800 T1500 72000 Tooke BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR Reais = eg ge gee | 7 ALASKA GRAPHIC SCALE IN FEET (oon ws Ta Bean sen = AEA PROJECT 42-2011 UPPER CANAL P&P mivloxe| —REVSION DESCRIPTIONS —parrerolca — os.o or xx|HO5—D—23—0000-R? Pse221—-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG 1/6/2012 10:22 AM RYAN REDICK INHOLVA os+oz! vis 3! MW IH05~D-23—0000-R? CURVE TABLE CURVE #] PI NORTHING | EASTING | DELTA | RADIUS| T L C10 1234+08.5 2095586.60 | 1479208.64 | 036.6263| 200.00 | 66.195 | 127.85 124+69.8 2095667.39 | 1479353.38 | 026.9960 200.00 | 48.008 | 94.23 MATCHLINE STA 125+00 BRADLEY LAKE d DAM ACCESS RD 6 1800. 1760. 1720 +1800 VERSION ACCESS RD { 1760 EXISTING — \ STLUING BASIN : 1720 \ DESIGN WATERLEVEL ws BS fee Se ee -0.30% : : FINISHED GRADE ——~ H 121400 122+00 123+00 124+00 125+00 BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR: ERS. oo ee _ |ommrmenim saan: | fom ALASKA Se |. emt sm exer ATHONTY (907) 522-407 voce « (907) 822-3404 fox AEA PROJECT #2—2011 UPPER CANAL P&P ST CAE TET KER GRAN NTR Fey [DATE] REVISION DESCRIPTIONS panic’ —~— 07.0 OF xx |HOS—D—23—0000—R?! Pse221—-xxX 1/6/2012 10:22 AM RYAN REDICK a a e D E F G H T T K T M eee Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG IH#05~D~23-0000-R? _— = \ z Be i Ss i ~~ 1 5 a \ — ——————————————— r ! o = Sh UPPER CANAL ' ae 2 a SERVICE LANE Hl 4 Ny a Ne a Pa N 2 = = — —— 2 7 NBT A945. ea Shee 12600 127400 1b 187 49°45.0°E 7 129+00 < mi UPPER_CANAL Ih Qe = 7 = wy oa ACCESS RO Zz “ls \ * 2 5 ni 5 = oa Fs : e a \ < 3\ + . 3 o| . a a \ 1 / iia he es & “Sk | : / 1800. +1800 1760. 7 1760 ‘STILLING BASIN \\ ACCESS RO fon GROUND aS 7 1720 1720 7) DESIGN. WATERLEVEL NN KEY MAP. AT 850 CFS SHOULDER OF UPPER FINISHED GRADE Zoe SERVICE LANE -0.30% /. BRADLEY LAKE HYDROELECTRIC PROJECT : BATTLE CREEK DIVERSION 126+00 12700 12800 12900 129+50 . FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR ERea.wi _ 10 0 __ | omumersreueson aus ace /= ALASKA Ls a. a, (QED ENERGY AUTHORITY GRAPHIC. SCALE IN FEET | cary san Mitty aso su Sa AEA PROJECT #2-2011 mae We UPPER CANAL P&P ae ant ESE TS TOE TE WE “ . Rey JOATE] REVISION DESCRIPTIONS pmmprrojc4’ — 08.0 OF xx |HOS—D-~23-—0000—-R? Pse221—-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG 1/6/2012 10:22 AM RYAN REDICK W TEX pnw IH05—D-23—0000-R? 6 1800 1760 1720 1800 1760 ome GROUND 10% RAMP FROM UPPER yea) DESIGN. WATERLEVEL CANAL SERVICE. LANE at bette SHOULDER OF UPPER FINISHED GRADE — ae SRE 8 ———— 73000 T3100 13200 133400 134400 010 2 “0 GRAPHIC SCALE IN FEET BRADLEY LAKE a DAM ACCESS RD STILLING BASIN \\ ACCESS RO Jo BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR: sochoroge, Wonka, 99507 (907) 522-1707 voce ©. (907) 822-3404 for AEA PROJECT #2~2011 UPPER CANAL P&P Rev [DATE] REVISION DESCRIPTIONS [bw BrIAPPD] Ta RED TR WTR 09.0 oF xx |HOS—D—23—0000—R?) Pse221—-xx 1/6/2012 10:23 AM w RYAN REDICK M 23-0000-R?| BRADLEY LAKE DAM ACCESS RD 3 \ 1 / i | ‘ END UPPER CANAL } STA 1344+53.8 / N = 2095852.96 € = 1480280.89 \ Z| i iS 1 a 1 t+ i : ue € ( wn \ wl \ 7 \ 3 UPPER CANAL @'SCHARGE 2 jin \ 2 \ ¢ semen T1700 5. EXISTING CREEK =. a WATERWAY \ ‘ Le y \ \ \ ‘ \ \ \ ( \ \ 1760. EXISTING GROUND 2 23 a38 gle 1720 a 64 6 DESIGN WATERLEVEL =0.30% AT 850 CFS FINISHED GRADE ‘SHOULDER OF UPPER CANAL SERVICE LANE 1760 1720 1680 135+00 136+00 GRAPHIC SCALE IN FEET ; VERSION ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR: Raw Downe ane: elcome /= ALASKA 2101 verges Da (EM ENERGY AUTHORITY snanorage, Wonka, 99507 (907) 522-70) wee @” (907) 522-3404 for Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG AEA PROJECT #2—2011 UPPER CANAL P&P TSF TS RET KER ORE RR REVISION DESCRIPTIONS ica — 10.0 OF xx |HOS—D—23—0000—R?| Pe221—-xxX 1/6/2012 10:23 AM RYAN REDICK Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C4_U_CANAL.DWG ~ 6 1650 1625 1600 1575 1550 1525 1500 1475 END UPPER CANAL / or STA 1344+53.8 / N = 2095852.96 / E = 1480280.69 ! i i er \ \ i \ ‘ UPPER CANAL, DISCHARGE \ \ e 2 i % SS EXISTING CREEK \ \\ WATERWAY \ \ FINISHED GRADE, DESIGN WATERLEVEL AT 850 CFS a GROUND SHOULDER OF UPPER CANAL SERVICE LANE EXCAVATE/MODIFY AS REQUIRED TO DIVERT FLOW TO. INCISED CHANNEL BELOW 1 —— xX, Me APPROX. 18 FT WIDE ELEVATION \ D TRANSITION CHANNEL IMPROVEMENTS, % AS REQUIRED % EXCAVATE/MODIFY AS REQUIRED TO DIVERT FLOW TO INCISED CHANNEL BELOW ok, \ — TT. ‘ ‘ 405 ~D23-0000-R?| L rem INCISED CHANNEL IN BEDROCK, WALLS APPROX 6° WIDE BY 15° DEEP = - BRADLEY LAKE 3 DAM ACCESS RD mare \ aw EXISTING: CHANNEL ‘SECTION BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED FOR: PREPARED BY. aes ESErReania ol seve ten ccm /= ALASKA 310 vad (mM ENERGY AUTHORITY GRAPHIC _SCALE IN FEET (907) 522-70 ice @ AEA PROJECT #2—2011 CANAL ELEVATION TRANSITION TST TRE RT TER RE TR Da mpProC’ ~ 11.0 OF xx |HO5—-D—23—0000—R? Rev [OATE| REVISION DESCRIPTIONS: PBe221—-xxX 1/5/2012 5:25 PM JOHNSTON, DAVID x B c D E F c H T 7 K L mt 105~D~23~—0000—R?| Ks penn seve V3 6x6" ‘SLUICEWAY 2 BRADLEY LAKE ey ) DAM ACCESS RD - P:\RM\340193\CAD\C\01-03-12\LOWER.DWG S KEY_MAP eee NTS. HEADWORKS z BRADLEY LAKE HYDROELECTRIC PROJECT 8 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. [PREPARED FOR: Ronin FEM CONSULTANTS, INC. a conocer | £55 ALASKA GRAPHIC SCALE IN FEET (907 s22-"70Y woes (007) 822-3404 fon oer Tae 7 eae as SOW @ HATCH AEA PROJECT #2~2011 CANAL STILLING BASIN oa Tama] ASSOCIATES CONSULTANTS, inc PLAN VIEW pre a7 aa ee ole 165 D 23 —0000-R?| (aon) 350570" a) 99794 fx RANE NOMBER Tae TRON DAE TE BON Wy [DATE| REVISION DESCRIPTIONS pw PPOICS ~ 01.0 OF XX |HOS—D~23—0000-R? PBe221 —-xXxXx 1/5/2012 5:25 PM JOHNSTON, DAVID P:\RM\340193\CAD\C\01-03-12\LOWER.DWG 1425 1420 1405 1400 1395 1390 1380 1375 1370 1365 . 15.00" \ 2.50" \ 12.00° \ EL 1396 XX WN 8 }raeaz -RMEYER |sTOPLoG ore SLOT i | | 7 ! ( y) €L_1382__ LJ | I 4 i { L137 Sed i i 1 1 EL_1373 a ! 1 \ | I 1 eu_1369 |_1 ! To 6'x6" GATE ee ee -30 -25 -20 -15 -10 5 oO 5 STATION 025 5 10 15 GRAPHIC SCALE IN FEET K 7 “ IHO5~D~23—0000-R? 28 neue NAPPE JABUTMENT DEFLECTOR PLATE, _ - 1399.5 . 1398.5 a ae / 1396 H}— 1394 1]\IIf} 1212" ut OBERMEYER BLADDER Hl GATE Hit IN| stoptos ' SLOT al 1 1 |= 138F25 1379.8 + 1 a I 1 1379 1378.6 _| 4 4 = - - ' So ao ! - \ — i — 1373 = + a a a - a 1 ie g me - t - 1 wie I = 1 Lo iT Lo ROCK 1363 ya | ANCHOR g 4 CANAL STILLING BASIN — SECTION B-B BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR: TISer | 7S ALASKA (007) 522-"707 wee @ (807) 822-3404 for [peoaer rioaze EAE _AS SHOW foram Or foxoab- er APRON oa 127 sa wae ASSOCIATES CONSULTANTS, INC. owe Pe 6 Meckerson Steet. Suite 10 ‘eaitn, Woshngion 98108 (200) 352-5730 vice 6 (208) 382-5734 fox AEA PROJECT #2—2011 CANAL STILLING BASIN SECTIONS ieeo]C5 02.0 OF Xx |HO5~D—23-0000-R? DRAWNG NUMBER ‘STK aE REFERENCE OTE DESORPTION REVISION DESCRIPTIONS [ber BY) P8B221—-xXxX 1/6/2012 10:30 AM RYAN REDICK 6 8 DIVERSION) CIVIL\ACAD\1158.24—C6.0 L CANAL STAGING.DWG Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK BEGIN LOWER STA 150+00.0 N = 2096368.75\ E = 1480389.41 \ STEP (MAINTAIN CHANNEL WALLS FLOW __ CONTRACTOR STAGING AREA ILLING BASIN ACCESS ROAD a y in| c ' “a STILLING BASIN LOWER CANAL SERVICE LANE j 7 150400 START OF TRANSITION INTO STILLING BASIN FROM APPROX. 15’ WIDTH 7 N / / POOL AREA (DEEPEN 5’ TO 10° 7 / / I ! POOL AREA | (DEEPEN APPROX. 5") | — APPROXIMATE EXISTING WALLS 6° WIDE BY 15’ DEEP INCISED CHANNEL GRARIEC SOME, UL EEET, (907) 522-707 ace @ (907) 822-3404 fox T Mw ~23-0000-R?| BRADLEY LAKE 2» DAM ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR —_g [Rasctantneremn: | fm ALASKA 0) vargas (mm ENERGY AUTHORITY ante 93507 AEA PROJECT #2—2011 LOWER CANAL STAGING AREA STIR TRS TT TER Bras WTR REVISION DESCRIP TONS. bambrrojce — 01.0 oF xx |JHOS-D—~23-0000—R? Ps221—-xXxX IH05~D~23-0000-R? Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C6_L_CANAL.DWG 1/6/2012 10:33 AM RYAN REDICK BEGIN LOWER CANAL STA 150+00.0 N = 2096368.75\ E = 1480389.41 \ \ \ 1 ' 1 1 1 1 \ \ ' 1 \ \ CURVE TABLE 3| 4 ;| \ LUNG BASIN ACCESS ROAD o} PI | NORTHING | EASTING | DELTA RADIUS | Tt : ry =| + 1514610] 209664503 | 1480531.23 | 023.5477 3 \ - Sek <| \ iG ann x & \ eS u t / LOWER CANAL | \ } ‘SERVICE LANE pe Le ey, = 150400 ue N61°43,30.5°E 151400 ef LOWER CANAL BRADLEY LAKE a DAM ACCESS RD 6 1480 1480 1440 3 3 ° # 1440 ow $8 BB5e : = Ba EXISTING GROUND ‘STILLING BASIN : « age ‘ / ACCESS RO oa DESIGN WATERLEVEL so é Ar tooo Crs See esha OME aos \ e = “oa0N \ KEY MAP FINSHED, GRADE BRADLEY LAKE HYDROELECTRIC PROJECT 750+00 T5100 751+80 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 40 GRAPHIC SCALE IN FEET PREPARED BY: SM CONSULTANTS, INC. 60 |e + nem CAH SOE SUTIN SRS 8101 Yonquord Deeg Anchorage Maka’ 95807 (907) 522-4707 voce (907) 522-3404 for PREPARED FOR = ALASKA (@mmm ENERGY AUTHORITY AEA PROJECT #2—2011 LOWER CANAL P&P ey [DATE REVISION DESCRIPTIONS loan ay] iseace — o2.0 or xx |H05—-D~23-0000-R?| Pse221—-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24~C6_L_CANAL.DWG HOS 23-0000—R? 0 2 2 S CURVE TABLE a | CURVE #{| PI | NORTHING | EASTING | DELTA | RADIUS 3 & [Tx Trssesi | ones 0o | enoses 4 [or2 202 | 20000 g afl o LOWER CANAL 2 < \ SERVICE LANE + > _ wo 3 i “ Ble = Ss 8 Zz al us z iz = a am | BRADLEY LAKE & > b d DAM ACCESS RD oO o & se 5 2 3 + & o 4 1480+ 1480 14404 1440 6 i... GROUND QESIGN WATERLEVEL ‘STILLING BASIN SHOULDER OF LOWER oe ‘SERVICE LANE AL ACCESS RO 1400: [_ 1400 \ —0.30% < ' Xe \ Kee Mae FINISHED GRADE jest00 154400 1se¥60 BRADLEY LAKE HYDROELECTRIC PROJECT GRAPHIC SCALE IN FEET BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR Brea. o |Sem-snemnan-scra oe | Jom ALASKA anchors Wosta 55807 (QD ENERGY AUTHORITY (007) 522-"709 ace e (907) 522-3404 fon AEA PROJECT #2-2011 LOWER CANAL P&P KER ORE TR ey DATE] REVISION DESCRIPTIONS [oer a] “03.0 oF xx |HO5~D-23—0000-R? PICS — P8221 —-xXxXxX 1/6/2012 10:34 AM RYAN REDICK A B x D E F G H I K L M HOS: ? CURVE TABLE Bi CURVE # PI NORTHING | EASTING | DELTA | RADIUS| T L 7 ; C3 154+77.3| 2096675.24 | 1480747.35 | 007.8486 | 200.00 | 13.720 | 27.40 ‘| ce ]156+75.6] 2096820.56 | 1480862.65 | 048.8766] 10000 [42012] 7055 | {i [es Tis7e90.7] 2008047 90 | 1490076.85 [032.4303 | 200.00 | e.165 [11320 1 3 BRADLEY LAKE DAM ACCESS RD 3 1480 +1480 14404 +1440 STILLING BASIN: i GROUND \\, Access RO SHOULDER OF LOWER \ DESIGN WATERLEVEL soo CANAL SERVICE LANE DESIGN WATER Tsao 4 iy KEY MAP -0.30% BRADLEY LAKE HYDROELECTRIC PROJECT A i i BATTLE CREEK DIVERSION 155+00 156+00 157+00 158+00 158+20 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR. es GRADE Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG is 5 ene Fae ALASKA (QM ENERGY AUTHORITY GAPING, SCALE: IN (FEET: (907) 522-1707 wee 9 (907) 822-3404 fox AEA PROJECT #2-2011 LOWER CANAL P&P KER GRR NRT IHOS —D—23—0000—-R?, Rev [DATE] REVISION DESCRIPTIONS Jom Br|APP'O| PBe221—-xXxX 1/6/2012 10:34 AM RYAN REDICK x B C D i F G W T T K T M ios 33—0000_R?| CURVE TABLE NORTHING | EASTING | DELTA 2097021.42 | 1480919.01 | 010.7894 Loe 160+56.5| 2097155.19 | 1481033.67 | 057.1913 MATCHLINE STA 158+20 BRADLEY LAKE 4 DAM ACCESS RD 1480. 1480, 1440 41440 EXISTING GROUND. ‘\ : DESIGN WATERLEVEL - AT 1000 CFS \ UPPER Sate “fons =. 1400: 1 \ KEY MAP. [_ -0.30% | FINISHED. ses” BRADLEY LAKE HYDROELECTRIC PROJECT : : BATTLE CREEK DIVERSION 159%+00 ¥60+00 167+00 161+80 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR Rea. am oe 0 _t0 | poumermene cen case /= ALASKA a 01 von Os, Gam ENERGY AUTHORITY Z:\PROJECT\ 1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C6_L_CANAL.DWG GRAPHIC SCALE IN FEET (007) 522-5709 kee 'e (507) 322-3404 fon AEA PROJECT #2-2011 LOWER CANAL P&P KER ORR - Tae oO oF xx |HO5—~D—23—0000~-R?) Rev [OATE| REVISION DESCRIPTIONS [om eY[APPDICS. Ps221—-xx Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C6_L_CANAL.DWG 1/6/2012 10:35 AM RYAN REDICK M IH05 D~23-0000—R? CURVE TABLE PI NORTHING | EASTING | DELTA |RADIUS| T L 164+73.8 2097563.92 | 1480911.89 | 049.7662 | 200.00 | 92.765 | 173.72 BRADLEY LAKE 2 DAM ACCESS RD 7 1480 1480 Ly 6 Véa0) EXISTING GROUND. tr4s0 ‘STILLING BASIN: \\ ACCESS’ RO DESIGN WATERLEVEL \ - . so aoe et sao « ] \ KEE MAP 0.30% = Ree GRADE BRADLEY LAKE HYDROELECTRIC PROJECT fs BATTLE CREEK DIVERSION ® 162+00 163+00 164400 165+00 165+40 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR: ERS. gio 2 __© | tname etn seme es /= ALASKA CREME SAE WOFEET | an wn Sm | OY AEA PROJECT #2-2011 LOWER CANAL P&P ESET EEE TER BE RT Hy [DATE] REVISION DESCRIPTIONS Jmmprrojce — 06.0 OF xx |HOS—~D—23—0000—-R?, Pse221—-xx 1/6/2012 10:35 AM 167+35.1 w RYAN REDICK CURVE TABLE CURVE #| PI [NORTHING | EASTING | DELTA co _[1e7+«s.0 | 2007800.86 | 1481066.78 | 0056826 LOWER CANAL SERVICE LANE ~ SNNHOLVN NSSTO30SE BRADLEY LAKE 3 DAM ACCESS RD Ov+S91 WLS SNOHOLVN 004691 WIS = 1480 VERSION ACCESS RD +1400 « 1440 1440 STILLING BASIN \ \ ACCESS RD f EXISTING GROUND DESIGN WATERLEVEL SHOULDER OF LOWER AT 1000 CFS 1400 CANAL SERVICE LANE -0.30% rinse GRADE BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR, 166+00 167+00 168+00 169+00 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG nam consuranrawe.| game Al ASKA ew 2% “0 60 | comme snenc- am onesocmcn ss | ff ——————__ ‘9101 Vanguard Drive: — ‘GRAPHIC. SCALE IN FEET anchorage Vote 9307 ENERGY AUTHORITY (907) 522-707 vaca 6. (007) 822-3404 for AEA PROJECT #2—2011 LOWER CANAL P&P fev oATE| REVISION DESCRIPTIONS jmmprrojc6 — 07.0 oF xx |JHOS—D-~23-0000—-R?| Pe221—-xXxX 1/6/2012 10:36 AM RYAN REDICK Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG A B c D E F ¢ H 1 J K L M HO5—D—23—0000-R? CURVE TABLE 5 | Crs isla i iit q | CURVE #| PI |NORTHING| EASTING | DELTA |RADIUS| T | L. Tf 10 | 1694410] 2007974.60 | 148118736 | 0005105] 20000 | oe] 178 4 ee 1 ee ~<a \ LOWER CANAL z Pisce! | |e i ‘ACCESS RAMP + = 5 oe | oy S ! 3 i LOWER CANAL 1 fe 2 = SERVICE LANE peer KS a <5 TIO 170+00 N260} 58.1 171,400 a es ar = t5--- T LOWER (7 > — —- == x BRADLEY LAKE all ns = DAM ACCESS RD - t—3 Sj a £ 4 aan = ene - ° 1 4 = 3S 4 we —— lg i + ioe 1 8 EEES ol i Tie. oe 1480 1480 Maa \Censmic crouno Aa ‘STILLING BASIN 10% RAMP FROM LOWER \\, Access RO CANAL SERVICE LANE DESIGN WATERLEVEL N SHOULDER OF LOWER fa ea ee) CANAL SERVICE LANE 1400 e A KEY Map = + st ~0.30% rater Nw > BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION 17000 171400 172+00 172+60 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR Eran ans INBULT! inc. i ee cece | Peet LSI a 101 Vang (QED ENERGY AUTHORITY. GRAPHIC SCALE IN FEET | gory suze wie 0 (007) 322-404 fr So AEA PROJECT #2~2011 wa LOWER CANAL P&P oa TF RR TF RE OR : fev DATE] REVISION DESCRIPTIONS pmanprroce — 08.0 oF xx |HOS—D—23—0000—-R?| PSe221 —x 1/6/2012 10:36 AM RYAN REDICK CURVE TABLE Pl |NORTHING | EASTING | DELTA | RADIUS| T L 172481.1| 2098274.88 | 1481317.20 | 063.2868] 100.00 | 61.625| 110.46 2098269.82 1744881 1481536.94 | 047.9187| 200.00 | 88.876 = Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG BRADLEY LAKE 3 DAM ACCESS RD 1480. +1480 1440 1440 EXISTING GROUND STILLING BASIN 10% RAMP_FROM LOWER [- \\ ACCESS RO CANAL SERVICE LANE DESIGN WATERLEVEL \ SHOULDER OF LOWER AT 1000 CFS (CANAL SERVICE LANE * 1400. 1400 \ KEY MAP. [_ ee ee eee -0.30% “T Nsiiee BRADLEY LAKE HYDROELECTRIC PROJECT £ a BATTLE CREEK DIVERSION 173+00 174+00 175+00 176+00 176+20 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR EReaewis _ mat py (EESIEEITS | 5S ALASKA ee 101 Vanguard GRAPH SCALE FEET | cor ants wth sue mn | OO OY NU ORTY = AEA PROJECT 42-2011 co LOWER CANAL P&P — REA RAS OER Tey [OATE| — REVISION DESCRIPTIONS [per arr IHO5 —D—23-0000—R? Pse221 —-xXxX 5 x B c D E F Cc H T T K T MW HOS 33—0000—-R? 8 FA CURVE TABLE 3 ie Pl |NORTHING | EASTING | DELTA |RADIUS| T L 1 H & LOWER CANAL i ‘cis [177+09.1| 2098437.98 | 1481695.97 | 056.7055 | 100.00 | 53.963 | 98.97 5 = al SERVICE LANE 178+52.5 | 2098586.26 | 1481660.90 | 082.2797| 100.00 |67.358| 14361} |} ahi a 9 “ é a le a 2 z = BRADLEY LAKE & D) OMT ACCESS RO 5 5 = s| 1 H VERSION 5 1480 +1480 Ly@ RD ( 6 1440 . 71440 pesme GROUND A STILLING BASIN y 8 SHOULDER OF LOWER DESIGN WATERLEVEL Hl CANAL SERVICE LANE ‘AT 1000 CFS ag 1400 aan Mii KEY MAP az | g 4 -0.30% -0.30% 4 NG BRADLEY LAKE HYDROELECTRIC PROJECT 38 FINISHED GRADE : BATTLE CREEK DIVERSION 3 3° a) 178+00 17900 179+80 FEASIBILITY STUDIES a8 PRELIMINARY DESIGN g a PREPARED BY. PREPARED FOR se ee 3 Hila eer) fame AIAG a 101 vogue ees == AUTHOR! Se GRAPHIC SCALE IN FEET (207) 2 vs fer th a 25 Sz AEA PROJECT #2-2011 35 LOWER CANAL P&P es — Pr TST TF EA a me : fv DATEL REVISION DESCRIPTIONS jmmprrojc6 — 10.0 OF xx |HOS—D—23-0000—R?| Pse221—-xxX 1/6/2012 10:37 AM w RYAN REDICK A B C D E F G H 1 J K L M H05 —-D—23—0000-R? mL CURVE TABLE ; CURVE #| PI |NORTHING| EASTING | DELTA |RADIUS| T ‘| C15, 179+84.1| 2098644.64 | 1481812.78 | 017.8442 | 200.00 | 31.398 | c16 | 180+60.8 | 2008648.92 | 1481269.83 | 016.1706 | 100.00 | 14208 ci7 | ve151.1 | 2008678 93 | 1481975.27 | 008.6273 | 100.00 | 7543 LI cis 181482.5 | 2098693.65 | 1482002.99 | 024.0089 | 100.00 | 21.264 c19 182+12.3 | 2098695.76 | 1482033.40 | 005.0662 | 200.00 | 6.648 OLN ; } j 183+40 15_180+00 — Nae aay BRADLEY LAKE py DAM ACCESS RD 08+62t WLS SNH: MATCHLINE STA 1480 +1480 \ EXISTING GROUND Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C6_L_CANAL.DWG 1440-4 +1440 SHOULDER OF LOWER CANAL SERVICE LANE DESIGN WATERLEVEL AT 1000 CFS 7 1400 +1400 « \ KEY MAP [_ =0.30% 0 x BRADLEY LAKE HYDROELECTRIC PROJECT Merenring ; : BATTLE CREEK DIVERSION 780400 Tai+00 162+00 183+00 T83+40 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR Ere. i ot 0 _0 | pone -mene ten soc -semcas ou /= ALASKA ee engl wong Or (qm ENERGY AUTHORITY GRAPHIC SCALE IN FEET (907) 522-1707 voce « (907) 522-3404 for fproect 1 i AEA PROJECT #2-2011 Asis Som LOWER CANAL P&P a aha eer —tenterdee — 410 om x0 /#05"D~23—0000—R? P8221 —-xxX 1/6/2012 10:37 AM RYAN REDICK HO5 23—0000-R? ee PI | NORTHING | EASTING | DELTA 1844358 2098730.86 | 1482254.12 | 027.8317 185+13.9 2098778.31_| 1482317.39 | 023.0699 —————————— 6 = Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG 1480 1480 1440 1440 liceses GROUND DESIGN. WATERLEVEL AT 1000 CFS 1400 SHOULDER OF LOWER +1400 [ CANAL SERVICE LANE -0.30% \cemasne GRADE 187+00 o_o 0 © ee ed BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: RSM CONSULTANTS, INC. REI + SE + STS “CONERUCTON SS ‘3101 Ory Ancnoroye, Wonks, 99807 (907) 522-1707 voce 0 (807) 522-3404 fox PREPARED FOR == ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2—2011 LOWER CANAL P&P REVISION DESCRIPTIONS: [Dex aYAPP| Ic6 — 12.0 OF xx RO a |HOS5—D—23-—0000—-R?) Pse221—-xx Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG 1/6/2012 10:38 AM RYAN REDICK WT T Wr EF RRS IHO5—D—23—0000—R?| CURVE TABLE PI |NORTHING | EASTING | DELTA |RADIUS| T L 187+28.2 | 2098829.68 | 1482526.57 | 017.6351| 200.00 | 31.024 | 61.56 188+00.6 | 2098867.65 | 1482588.71| 018.0325| 100.00 | 15.867 | 31.47 188+71.7 | 2098884.19 | 1482658.12 | 016.3529| 100.00 | 14.368 | 28.54 189+72.3| 2098934.24 | 1482745.68 | 021.1651 | 200.00 _| 37.366 | 73.88 BRADLEY LAKE DAM ACCESS RD 3 6 ~ 1480 1440 1400 DESIGN WATERLEVEL AT 1000 CFS ae GROUND SHOULDER OF LOWER E CANAL SERVICE LANE 1480 1440 1400 -0.30% FINISHED owoef 18800 189+00 190+00 190+60 o 10 2 40 GRAPHIC SCALE IN FEET ~ VERSION ACCESS RD NG KEY MAP. STILLING BASIN \\, Access RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED FOR, PREPARED BY: to | pom sneve-pen sa somen Da f= ALASKA 8101 Vanguard Ores Anghorager Hasta, 99507 (907) 522-907 voce @ (907) 522-3404 for ENERGY AUTHORITY AEA PROJECT #2—2011 LOWER CANAL P&P SRF TR OT AER Bane NO Rey [DATE] REVISION DESCRIPTIONS mmprroyce — 13.0 oF xx |HOS—D—23-0000—R?| Pse221—-xxX 1/6/2012 10:38 AM RYAN REDICK M IHO5—D~23-0000-R? CURVE TABLE NORTHING | EASTING | DELTA | RADIUS 2098968.24 | 1482970.85 | 022.8905 | 200.00 2099024.12 | 1483062.11 | 031.6020 | 200.00 1480 1400 DESIGN WATERLEVEL AT 1000 CFS EXISTING monte FINISHED GRADE +1480 1440 1400 SHOULDER OF LOWER CANAL SERVICE LANE 794400 194420 20 ee GRAPHIC SCALE IN FEET BRADLEY LAKE ) DAM ACCESS RD STILLING BASIN \\ ACCESS RO \ KEY MAP. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR, A&M CONSULTANTS, INC. — ALASKA (QM ENERGY AUTHORITY Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG AEA PROJECT #2-2011 LOWER CANAL P&P ic6 — 14.0 oF xx |HO5—D—23—0000—R?| Rev OATE| REVISION DESCRIP TIONS PSe221—-xxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG 1/6/2012 10:38 AM RYAN REDICK DAM ACCESS RD 1480. +1480, 7 BISTING. GROUND 1440. 1440 DESIGN WATERLEVEL SHOULDER OF LOWER AT 1000 CFS 1400 CANAL SERVICE LANE 44400 La GRADE — t =| t 0.30% 195+00 196+00 197+00 197+80 o 19 2 40 GRAPHIC SCALE IN FEET 60 CURVE TABLE 5 [curve #] Pi [NORTHING] EASTING] DELTA |RADIUS] T | L ] P- C28 196+54.8 | 209933845 | 1483221.72 | 041.8355 | 200.00 | 76.444 | 146.03 5] 1 | 3 BRADLEY LAKE BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN FTES PRE ARE FOR Ronis Seesceimsncona ne | fm ALASKA ae, 1 (mm ENERGY AUTHORITY (wn ns FTE et sot AEA PROJECT #2~2011 LOWER CANAL P&P [DATE REVISION DESCRIPTIONS om 87] EPICS — 15.0 OF xx |HOS—D—23—0000—-R? Pse221—-xXxX 1/6/2012 10:39 AM « RYAN REDICK CURVE TABLE — wt ae NORTHING | EASTING | DELTA 2099411.00 | 1483408.32 | 018.5429 +20 BRADLEY LAKE DAM ACCESS RD > MATCHLINE STA 200: 1480 1480 1440 ‘STILLING BASIN EXISTING GROUND ra ‘\ ACCESS RO 1400 SHOULDER OF LOWER 71400 ° KEY MAP. DESIGN WATERLEVEL co GRADE CANAL SERVICE: TONE [* 1000 CFS \ E t ft —0.30% I BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION +20 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR, sy |aceemtns | fas ALASKA 2101 venguad Do (QM ENERGY AUTHORITY rage laste 98307 198+00 199+00 200+00 200: Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG GRAPHIC SCALE WN FEET (907) 522-4707 voce « (907) 522-3406 for = a AEA PROJECT #2-2011 LOWER CANAL P&P 1 Ye.0 or xx |H05~D~23-0000-R?| REV [DATE] REVISION DESCRIPTIONS [pm eY[APPDICS. Pse221—-xXxX 1/6/2012 10:39 AM RYAN REDICK ‘ lH05~D-23-0000-R? > x B c D CURVE TABLE NORTHING | EASTING | DELTA 2099424.02 | 1483684.18 | 009.9756 Z.\PROJECT\ 1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6_L_CANAL.DWG WATERWAY BRADLEY LAKE d DAM ACCESS RD EXISTING STREAMBED RSION 1480 71400 iy RD 1440: “ +1440 ‘STILLING BASIN po GROUND Z 2. \\ Access’ RO «a8 g . \ 8\< F 6d... 2 1400: 2 1400 DESIGN WATERLEVEL KEY MAP SHOULDER OF LOWER fi ‘AT 1000 es ‘ & \ CANAL SERVICE LANE -0.30% BRADLEY LAKE HYDROELECTRIC PROJECT “\=FINISHED GRADE i BATTLE CREEK DIVERSION 202+00 203+00 FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR Brae. sesh [Once | f= ALASKA a O01 vont a GRAPH SCALE MO FEET | ur sn ere et son | OY HORT =a AEA PROJECT #2-2011 LOWER CANAL P&P TE RS Fev JOATE] REVISION DESCRIPTIONS [Om Br[APPO| 17.0 oF xx |HOS—D—23—0000—R?| Pse221—-xxX 1/6/2012 10:42 AM 39807 ks AEA PROJECT LOWER CANAL OUTLET ¥2—2011 STAGIN 1/6/2012 10:42 AM RYAN REDICK =) KEY MAP BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN GRAPHIC SCALE IN FEET PREPARED BY. RSM CONSULTANTS, INC. EN» REE + SES + RICTON SATS sncneroye, (907) 522-907 wae PREPARED FOR [EALASKA DIVERSION\CIVIL\ACAD\1158.24—C6.0_L CANAL STAGING.DWG AEA PROJECT #2—2011 OUTLET STREAM IMPROVEMENTS Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK REVISION DESCRIP TIONS ice 19.0 OF xx KE RAE TR IHOS—-D—23—0000—R? Ps221 —-—-x=x 1/6/2012 10:42 AM RYAN REDICK x B c D E F 6 H ; ! : K ‘ ‘ IHO5—D-~23-0000-R? = = EXISTING UPPER BATTLE 7 se---~- CREEK DIVERSION POND BRAD LEY LAKE —_——_—_- —_._ Fn — BLEV! 126110; DAM ACCESS RD _— =| peaahiaee = 7 FLOW in == esas. aa TT 39: MODIFY EXISTING a ~~ STREAM OUTLET TO POND AS REQUIRED } ‘STILLING BASIN: \ Pecess UPPER CANAL \ KEY MAP BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: [PREPARED FOR [Romenemooncn me | fom ALASKA Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C6.0_L CANAL STAGING.DWG soit Neogees Ot, (QP ENERGY AUTHORITY GRAPHIC SCALE IN FEET (907) 522-707 wae (907) 522-3404 for AEA PROJECT #2-2011 OUTLET STREAM IMPROVEMENTS TITER DARE AT KER GRA OTR Pat o/s wfoxe| nevi CEScRPTONS —farnferolce —" 20.0 or xx |HO5—D—23-0000-R?| Pse221—-xxX 1/6/2012 10:42 AM w RYAN REDICK IHO5—D~23-0000-R? EXISTING POND ELEV 1261.0 BRADLEY. LAKE ELEV 1180.0 BRADLEY LAKE. DAM ACCESS RD aN MODIFY EXISTING: ‘STREAM OUTLET TO POND AS REQUIRED KEY MAP BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. PREPARED FOR, ESReonis ss woe | ane mgeumsc-ocncn nt | fromm ALASKA Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C6.0_L_CANAL STAGING.DWG nll venue Ot, (QED ENERGY AUTHORITY GRAPHIC SCALE IN FEET (907) 522-1707 voice @ (907) 822-3404 for — --- AEA PROJECT #2-2011 ao OUTLET STREAM IMPROVEMENTS pee eA Hv [DATEL REVISION DESCRIPTIONS jmmprroyjce — 21.0 oF xx |HO5-D~23-—0000—R? P8221 —-xxX 1/6/2012 10:50 AM RYAN REDICK “23-0000-R?| Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C7_OAR.DWG So 6 + a o 2 . ™ Ss asio0 = Sw MSE. id = nar BRADLEY LAKE - >< urer ACCESS RO— — — j Z DAM ACCESS RD P307 z 3 < ig = N = 2102986.39 —<$S ee ae ES det ) € = 1481331.72 7 \ fo Zz x Ne \ = 1450 g +1450 / |: ala NCES RO 3 3/88 “ ( © 1400+ a 1400 Q alo SZ 3 ; ag ° ¢ g|PS Z 83 8 2 ae STILLING BASIN 3 38 £ sla8 11 60% \\ ACCESS’ RO ssp ALR a 1350 B5g g \ 7 FINISHED GRADE S ne =—_—_- EXISTING GROUND aso F 302 STAN Un 44300 soa” Ao BRADLEY LAKE HYDROELECTRIC PROJECT 300 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1250: PREPARED BY. PREPARED FOR 300+00 301+00 302+00 303+00 304+00 305+00 306+00 307+00 308+00 309+00 309450 ERE REM CONSULTANTS, INC. ALASKA —— ve (mM ENERGY AUTHORITY eer Tae AEA PROJECT #2—2011 fornec ROR OUTLET ACCESS ROAD P&P oe SET TE TE EF ka : Rev JOATE| REVISION DESCRIPTIONS: harroc7 — 01.0 oF xx |HOS—D—23—0000—R?| PSse221—-xXxX Ww 1/6/2012 10:51 AM CURVE TABLE Ds NORTHING| EASTING | DELTA [RADIUS] T | L |/P- Dio216521 | veste0700 | 0319176] 20500 [seezs [iraz0| FO 2101194.27 | 1482133.92 | 083.7083 | 437.63 | 392.032 | 639.37] || RYAN REDICK 6 = é $ = 5 < & s ELEV 1415.7 200’ ve VPI_STA 311+18.2 ELEV 1376.9 200° vc VPI_STA 317+23:3 ELEV 1372.7 200° ve z BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN GRAPHIC SCALE IN FEET PREPARED BY. Rani REM CONSULTANTS, INC. RI + SENG STS -CNSRACNN MS anchorage, esse 3507 (907) 522-1707 voce @ (007) 522-3406 for PREPARED FOR = ALASKA (QB ENERGY AUTHORITY AEA PROJECT #2—2011 Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C7_OAR.DWG. OUTLET ACCESS ROAD P&P TSF aie ee 5 ae REVISION DESCRIPTIONS ic7 — 02.0 oF xx |HOS—D—23—0000—-R? ee Sie ae 1/6/2012 10:52 AM RYAN REDICK OUTLET ACCESS ROAD 321+17.8 = v7 TEX SRR TT IHO5—D—23—0000—-R?, 1400: VPI_STA 320+27.9 ELEV 1328.1 1350 6 1300 12507 200° ve : S g gle als «lee a8 BIT? oe 88 age Seren GROUND FINISHED VPI_STA 329+73.2 ELEV 1230.2 200° vc 1400 1350 1300 1250 1200 322+00 323+00 324400 325+00 326+00 327+00 330+00 330+50 GRAPHIC SCALE IN FEET BRADLEY LAKE DAM ACCESS RO ZA 3 / RSION ACCESS RD ‘STILLING BASIN \\( ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR coanemene omsococen os | Jam ALASKA pet, 1m (mm ENERGY AUTHORITY (907) 522-707 voce @ (907) 522-3404 for Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C7_OAR.DWG AEA PROJECT #2—2011 OUTLET ACCESS ROAD P&P REVISION DESCRIPTIONS [om 6y] TST ORR RT KER ORR co Ic7_ — 03.0 oF xx |HO5—D—23—0000—R?| Ps221-xx A B Cc D E Gi C i T K t M IHO5 —D_—23—0000—R? CURVE TABLE NORTHING | EASTING | DELTA 332+22.4 | 2101229.72 | 1483461.42 | 109.6782 318.350 335+56.8 | 2100714.82 | 1483292.65 213.935 339+45.9 | 2100583.20_| 1483760.76 | 073.0838 | 205.00 | 151.924 PI T 092.4437 1/6/2012 10:53 AM BRADLEY LAKE DAM ACCESS RD RYAN REDICK 1400 1400 VPI_STA 335+51.7 ELEV 1317.0 200° ve 1350 6 EXISTING Sei 1300 1350 VPI_STA_338+50.5 ELEV 1313.1 200° ve VERSION ACCESS RO 1300 Le P333 oon 498 FINISHED GRADE 1250 1250 BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: PREPARED FOR RSM CONSULTANTS, Inc.| gam pe |e | JS ALASKA ——__ st Oni, (ERED ENERGY AUTHORITY GRAPHIC SCALE IN FEET (907) 522-709 lee @” (907) 522-3404 for AEA_ PROJECT #2—2011 OUTLET ACCESS ROAD P&P 1200 331+00 332+00 333+00 334+00 335+00 336+00 337+00 338+00 339+00 340+00 341400 STF ATS OE AER GRA ER Fey [DATE] REVISION DESCRIPTIONS mmpProc7 — 04.0 OF xx |JHOS—D—23—0000—-R?) Pe221—-xxX Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C7_OAR.DWG 3 x 5 c D E F G A T J K : * IHO5 ~D-23-0000-R? B : S|} er / A r CURVE TABLE ( 7 t \ | g . ‘ \ i HOY PI__| NORTHING | EASTING | DELTA : £ a i . meal 3434057 | 2100181.19 | 1483769.26 | 066.8272 q S|, ‘ 346+02.5| 210006757 | 1484051.01 | 102.3868 UPPER BATTLE CREEK ae CHANNEL “ § ale g & | z 3 | = i BRADLEY LAKE Hn d DAM ACCESS RO E 1 3 1h MYL ts ! { Wy S \ ; \_. STA 3514255 s ‘ { mY 7 \ 1 >\N = 2099535.40 | \ 1 ' wey \ue> ‘ ' y € = 1483687.33 \ \ a \ Mat! A v \ \ \ i \ \ t 1 ' i r r — r 1500 1500 " 5 a g 5 35 Ale 1450 gs q/P- 2 1450 gis bh 3 bie: zlo8 2 #48 s\g8 a 5 ay a 6 g Zo gee s 1400; 5|+ 71400 3 FINISHED GRADE 3\3° & 2\<% a |e . 63 A E I EXISTING GROUND \ ‘KEY MAP oF g z 1350: 10 es a BRADLEY LAKE HYDROELECTRIC PROJECT ails BATTLE CREEK DIVERSION 3 a FEASIBILITY STUDIES - = PRELIMINARY DESIGN z 1 A a 342+00 343+00 344+00 345+00 346+00 347+00 348+00 349400 350+00 351400 351470 — anw ERERARED FOR: g ABM CONSULTANTS, INC. be _ ~ etcneecane | fat Al ASICR 3 =———___ ro tongs ssn (ND ENERGY AUTHORITY 35 GRIPME SAE FEET | ny on te AE ot me Bs a ae Se AEA PROJECT #2-2011 $a maw ROR OUTLET ACCESS ROAD P&P oH Coe SOT STE OE EF i wa 2 El ~ Fev JOATE] _ REVISION DESCRIPTIONS. Dm APPoICT — OS.0 OF xx |HOS—D—23—0000—-R?) P8B221—-—xx 1/6/2012 11:16 AM RYAN REDICK 3 __ STA 400+00.0 SN = 210123242 E = 1482360.54 DIVERSION ACCESS ROAD 400+00.0= OUTLET ACCESS ROAD 321+17.8 CURVE TABLE CURVE #] PI | NORTHING | EASTING | DELTA RADIUS| T L cr 404401.4 2 406+16.8 2100863.28 | 1482202.90 | 055.9827 133.29 | 70.847 | 130.24 2100820.41 | 1481980.11 | 034.9387 | 328.51 _| 103.386 | 200.32 z Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C8_DAR.DWG 1450 1400 1350 1300 1250 VPI_STA 401+97.6 LEV 13045 200° ve jo GROUND 1450 1400 1350 P402 ZF FINISHED GRADE P404 r 1300 1250 406+90 025 50 100 GRAPHIC SCALE IN FEET BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: ASM CONSULTANTS, INC. EIN» SE =H ORES +ONSRUCTIN SS anenoroge, Moke $9507 (907) 522-1707 wea @ (907) 522-406 for [PREPARED FOR, =» ALASKA (QM ENERGY AUTHORITY AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P Rev [DATE REVISION DESCRIPTIONS [om or] cB — 01.0 OF xx Tae IHOS—D—23—0000—-R? P8e221—-xxX 1/6/2012 11:17 AM RYAN REDICK |HO5 —D—23—0000-R?, CURVE TABLE CURVE #/ PI |NORTHING| EASTING | DELTA RADIUS] T co 409+20.1| 2100598.24 | 1481764.30 | 019.8554 1032.37 | 180.691 cs 419+01.7| 2100327.11 | 1480823.00 | 163.2572] 71.46 | 485.609 cA 412+43.7 | 210045491 | 1481470.13 | 014.8048 143.356 f a Z\PROJECT\ 1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG 1350 1350 Eas VERSION “ys : . 1300 1300 y alge a 5 ?8 foe GROUND 4 Fs a & ‘STILLING BASIN Blo \\. ACCESS RO 125048 E 2 @ 1250 <|S als: FINISHED GRADE g ae oS \ 1200 1200 BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES 7 PRELIMINARY DESIGN “40700 408+00 409+00 410+00 411400 412+00 414400 w1s400 415450". Rene ee oss 10 __120 | pone sens amas f= ALASKA 201 vongeord Dre (NN ENERGY AUTHORITY GRAPHE SCALE FEET | uy sais S30 7 AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P ISSN TE EE Er Fev [DATE] REVISION DESCRIPTIONS JmmprrojcS — O2.0 oF xx |HOS—-D-23—0000—-R?| Pe221—-xXxxX 1/6/2012 11:17 AM RYAN REDICK CURVE TABLE PI |NORTHING | EASTING | DELTA |RADIUS| T L 416+87.0| 2100273.44 | 1481373.26 | 032.0233| 141.14 | 40.502 | 78.88 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG 13504-------- - 1350 1300+- 1300 STILLING BASIN \\. ACCESS RO 1250 © 1250 ) il \ alg x 5|= > \ KEY MAP 1200 g 8 FINISHED GRADE 300) BRADLEY LAKE HYDROELECTRIC PROJECT r BATTLE CREEK DIVERSION \cexstine GROUND FEASIBILITY STUDIES 50. i ; PRELIMINARY DESIGN " 417400 418+00 419+00 420+00 421+00 422400 422453" Rew on, 928 1o0_180 | poe svete coo us /= ALASKA ee 01 engrd re (am ENERGY AUTHORITY SERENE SCNE WACEET (007) 522-5707 waka e (907) 322-3404 fon a AEA PROJECT #2-2011 nh DIVERSION ACCESS ROAD P&P TSF RTS EA Sen OR Rev [DATE] REVISION DESCRIPTIONS jm@pPPoCSe — 03.0 OF xx |HOS—D—23-0000—-R? PBe221—-xx IHO5—D-23-0000-R? 3 2 2 é = - Y oe |: CURVE TABLE 7 g é ak CURVE #| PI |NORTHING EASTING | DELTA RADIUS} T Ls ; S c7 425+08.7 | 2100640.42 | 1482110.86 | 108.6261| 183.63 | 255.672 | 348.14 *] wh ; 1 2 x B lo a |e a z = BRADLEY LAKE 7 ) DAM ACCESS RD -_= Zs r r 1350 +1350 13004. ----- cee é Pinal andbvwentliasa tanediena o--41300 6 ‘STILLING BASIN ACCESS RD my 1250 4----20eedeeeeeeeees seeeteeeeeeee es f1250 \ a 4 oi7 3 . 8 ov 18 3 - KEY MAP ag ied ais * E i FINISHED GRADE = Be 1200 f---cs---deo € a8 g|=-2 44200 7 ~3.30% z a 8 BRADLEY LAKE HYDROELECTRIC PROJECT go 5 BATTLE CREEK DIVERSION 3 a eho chon = : ? FEASIBILITY STUDIES oe . PRELIMINARY DESIGN a> 1150 =f —- 1150 PREPARED BY. PREPARED FOR: = 2 423+00 424+00 425+00 426+00 427+00 427+60 EReawie a . 3 wes _ > (SESE | 75 ALASKA 3g GRAPHIC SCALE IN FEET (207) sa se fox ENERGY iy Bz AEA PROJECT #2—2011 3 3 DIVERSION ACCESS ROAD P&P z ra =e we a8 5 ‘ Iid5D~23-0000-R? Rev [OATE| REVISION DESCRIPTIONS [om eyaPPoICS. PBe221—-xXx 1/6/2012 11:18 AM w RYAN REDICK CURVE TABLE CURVE #| PI |NORTHING| EASTING] DELTA |RADIUS| T L ce 432+34.5 | 2099759.74 | 1482231.91| 083.3838 | 200.00 | 178.143] 291.06 1250+ 1250 STILLING BASIN \\ ACCESS RO 1200 1200 FINISHED GRADE =9.89% VPI_STA 430+53.4 ELEV 1138.4 200° ve fre. GROUND ooON ‘EY _MAP 1150. 1150 =0,b6%: BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1100: 1100 PREPARED BY. [PREPARED FOR: 428+00 429+00 430+00 431+00 432+00 433+00 434+00 434+50 Ere Z.\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C8_DAR.DWG. oss 501900 | ements ac /= ALASKA eS 301 vont (mmm ENERGY AUTHORITY GRAPHIC TSCALE (FEET. (007) 522-5707 when 6 (907) 52-3404 fon AEA PROJECT #2-2011 DIVERSION ACCESS ROAD P&P TST AR OT KER Da NTR Rev [DATE] REVISION DESCRIPTIONS fmmpPPoics — OS.0 OF xx |HOS—-D-—23—-0000—-R? PBe221—-xx 1/6/2012 11:19 AM RYAN REDICK 5 c D E G A T K T M a a E T F oS CURVE TABLE PI_|NORTHING | EASTING | DELTA | RADIUS L waiv7ea| 2ooa7e0.s0 | reaszse.27 | ve20us| 16326 [essaeo [43325] Z\PROJECT\ 1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION) CIVIL\ACAD\1158.24—C8_DAR.DWG —|+ 1300+ 1300 1250 1250 1200+ a 1200 5 3|- <8 Ps FINISHED GRADE s 3 1150+ 1150 P439 pp BRADLEY LAKE HYDROELECTRIC PROJECT on \. es BATTLE CREEK DIVERSION ease, exisiNG GRouNo P436 FEASIBILITY STUDIES PRELIMINARY DESIGN ues 435+00 436+00 437+00 438+00 439+00 440+00 waiv00 441450. mRenn = eo ro os 2 1 1 |pmmenerinaeanen ns | fromm ALASKA te 01 tong Orn (mm ENERGY AUTHOR! GRAPHIC SEALE FEET | car sn MH Re Satoh He to " " AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P SSE TSS TEE TE a : Rev JOATE] REVISION DESCRIPTIONS: imnpProylcs — 06.0 oF xx |HOS—D—23—0000—-R?! PS8s221—-xxX 1/6/2012 11:19 AM RYAN REDICK w MATCHLINE STA 441+50 MATCHLINE STA 448+50 IH05—D~23—0000-R?| 6 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG FINISHED GRADE VPI_STA 444+01.0 ELEV 1201.3 VPI STA 4474+12.9 170" vc EXISTING GROUND ee 1350 1300 1250 1200 1150 448+00 448+50 ‘STILLING BASIN \\, ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN GRAPHIC SCALE IN FEET PREPARED BY: PREPARED FOR | eon soanorage, Weaka, 99507, (907) 522-4707 wee (907) 522-3404 for AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P [DATE REVISION DESCRIPTIONS TTR TOR RE AER ORR co Ice — 07.0 oF xx |HOS—D—23—0000—R? Pse221—-xx = x B C D E F C WH T T K T w “33-0000-R? ° 3 | CURVE TABLE ar g |cuRVE #| Pl |NORTHING| EASTING | DELTA | RADIUS| T L Y : os C10 2098802.76 4 = | ah 1 2 g Be g & z = BRADLEY LAKE & 1350+ 1350 1300 1300 6 @ 2 2 ‘STILLING BASIN dle ‘ ACCESS RO om 1250 He 1250 a <|2e g é \ 5 FIN'SHED GRADE ag g 4 |r aa ss ag \ KEL MAP % 1200 nT eee es +1200 E 4 ENG. PRORD BRADLEY LAKE HYDROELECTRIC PROJECT a P450 ao), BATTLE CREEK DIVERSION ga FEASIBILITY STUDIES BE PRELIMINARY DESIGN 3 1150 1150 PREPARED BY. PREPARED FOR: : gl 449+00 450+00 451+00 452+00 453+00 454+00 455+00 EReea.nwiee Pe os 1 0 |pmmenacimaneosen ns: | Jom ALASKA 8 —— met & Peay 5B GRAPHIC SCALE IN FEET | cory sonia Nia a3 te ENERGY A Se AEA PROJECT #2—2011 SG DIVERSION ACCESS ROAD P&P. eB N6 merfpare| —RevsIon DESCRIP TONS —tarniercics — 08.0 oF xx |HO5—D—23-0000-R?| PBe221—-xXxX 1/6/2012 11:20 AM RYAN REDICK MW CURVE TABLE CURVE # NORTHING | EASTING | DELTA |RADIUS| T L 2098694.34 1480733.93 | 045.7278 1350 1300 1250 1200 1150. 1 STA 456+10.4 FINISHED GRADE VPI_STA 459+18.9 ELEV 1220.0 315° VC EXISTING Ell 456+00 1350 1300 ° fg 1250 tle 3 g|-s * . z a3 ae 1200 “a 1150 462+00 STILLING BASIN \\ ACCESS RO GRAPHIC SCALE IN FEET ~ ON KEY MAP. BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY PREPARED FOR Rowe Sentcunimmensen a | Jom ALASKA 9 se TS eon | © ENERGY AUTHORITY Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8 DAR.DWG AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P Rey [DATE] REVISION DESCRIPTIONS: REA DRA ica — 09.0 oF xx |HOS—D—23—0000—R?| Pse221—-xx 1/6/2012 11:20 AM RYAN REDICK “23-0000-R? CURVE TABLE CURVE #} PI |NORTHING| EASTING | DELTA |RADIUS] T ci2 466+65.5| 2098169.47 | 1480351.70 | 034.5881] 200.00 | 62.270 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24~C8_DAR.DWG. BRADLEY LAKE ) DAW ACCESS RO I 1350+ 1350 1300. 1300 2 3 by glo +3 STILLING BASIN <|28 \\ ACCESS’ RO 1250+ am ae 1250 s]a8 \ x \ kee EXISTING GROUND 1200+ 1200 SINR ED TORADS: BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1150: +— 463+00 464+00 465+00 466+00 467+00 468+00 469400" ee enim PRERARED LOR: REM CONSULTANTS, INC.| gq xe ep | PE AL AKA, — i vos — ‘AUTHORITY GRABIC [SCNLE 8) EEET, (007) 522-5707 when e (907) 82-3406 for o— Se a ST AEA PROJECT #2-2011 maw ROR DIVERSION ACCESS ROAD P&P a SET Bae ER EF : Rey [DATE] REVISION DESCRIPTIONS pmmpPPOICS — 10.0 OF xx |HO5—D—23—0000—-R? Pse221—-xXxX 1/6/2012 11:21 AM RYAN REDICK Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG “23-0000-R?| CURVE TABLE PI NORTHING | EASTING | DELTA 475+09.6 2097321.76 | 1480329.87 | 068.4574 | 200.00 1400 1350 1300+ 1250 VPI STA 469+65.7 ELEV 1223.3 325° ve atl EXISTING cmt ee FINISHED GRADE P474 } VPI STA 475+80.6 1200 470+00 471+00 472+00 473+00 474+00 475+00 1300 1200 475490 02550 =—_ GRAPHIC SCALE IN FEET SSTILLING BASIN ‘. ACCESS RO \ \ KEY MAP BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN [PREPARED FOR, = ALASKA (Ql ENERGY AUTHORITY PREPARED BY: ASM CONSULTANTS, INC. 100 150 | aetna +H SOON OUT SES 8101 Vanguard Orve antnoroge, Mose 99507 (907) 522-"707 wea @. (907) 522-3406 for AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P ae REA SRR rey DATE REVISION DESCRIPTIONS Tar 11.0 oF xx |HO5S—D—23—0000—-R?) [ber BYAPPD| Ps221—-xXxX Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG RYAN REDICK 1/6/2012 11:21 AM ~ STILLING BASIN z ACCESS ROAD pemnee 5 \ a x & =e - m $69°55'57.0°W— — 4 2F ee ee wee DIVERSION ACCESS ROAD A | oa PA BAILEY BRIDGE ALTERNATIVE oO DIVERSION ACCESS ROAD STA 480+25 = STILLING BASIN ACCESS ROAD STA 600+00 MATCHLINE STA 482+80 Wr TEX Bee NS |HOS5—D—23—0000—R?, 1400+ 1400 f , a a 5 VERSION ACCESS RD { 1350. 1350 6 ‘STILLING BASIN \ ACCESS RO 1300: 1300 . a . no ll ACROW (OR EQ) BRIOGE t S KEY MAP FINISHED GRADE ALTERNATIVE (60" SPAN) g 1250. < 1250 walog oles BRADLEY LAKE HYDROELECTRIC PROJECT 5 Pee BATTLE CREEK DIVERSION Pes FEASIBILITY STUDIES De Ca PRELIMINARY DESIGN 170076400 477+00 478+00 479+00 480+00 482+00 752480 mis) enim PREPARED ICR: 5 See ew et ene cone f= ALASKA GRAPHIC SCALE Wt FEET (GD ENERGY AUTHORITY AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P [DATE] _ REVISION DESCRIP TIONS. ice — 12.0 oF xx |HO5—D—23—0000—R?| Pse221—-xx 1/6/2012 11:22 AM w RYAN REDICK x B c D E F G H T T K T ™ HOS -D~23—0000-R? NORTHING | EASTING | DELTA |RADIUS| T | L 2096813.03 | 1478937.28 | 027.5806 | 200.00 | 49.089 | 96.27 ACCESS ROAD BRADLEY LAKE oa B «OME ACCESS fo om! MATCHLINE STA 482+80 1350 1350 / a ae Ly ACCESS RD 1300 1300 Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C8 DAR.DWG Si ep? aera 1250 z 1250 in GRADE S|ak aus \ 0.62% ° WN 9 5 P487 KEY MAP Me \ 1200+ 1200 Seon can BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1190" fa300 484+00 485+00 486+00 487+00 488+00 wa9r00 489470” Rew yaaly 025s 100 __150 | poueemeee bm xo oomcn a /= ALASKA SOUP SORE MEET | coy sn tSSPOke SLT sm | © Sm ENERGY AUTHORITY AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P wer foare| Revs DeScaPToNS —pambersce ~~" 13.0 oF xx |HO5—D—23-0000-R?| Pse221—-xXxX 1/6/2012 11:22 AM ™ RYAN REDICK IHO5—D-23-0000-R? CURVE TABLE PI |NORTHING | EASTING | DELTA |RADIUS| T L | 2096202.33 | 1478380.57 | 162.1791] 54.57 ¢-90+06r WIS = 1d 1400 1400 Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG 2 1350 s 1350 Sle S18 aps glg8 STILLING BASIN EXISTING GROUND ACCESS RD a as 1300 \ ¢ ak a ‘ P gles \ KEY_MAP | z/98 sol SLR i FINISHED GRADE 1250 P4gt BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1200-79070 491400 492+00 493+00 494+00 495+00 wo6r00 496460" ERenwies pense FOR vig ge go |memesrecim sana oe: | fom ALASKA —— 01 venues as GRAPHIC SCALE IN FEET (07) sex Na anos a mm ENERGY AUTHORITY a — AEA PROJECT #2—2011 7m =e DIVERSION ACCESS ROAD P&P m ESSE ATE TOE TE EH = Be Hey [OATe| REVISION DESCRIPTIONS —pmabrrice — 14.0 or xx |HO5—D-23—0000—R?| Pse221—-xx 1/6/2012 11:23 AM RYAN REDICK CURVE TABLE : NORTHING | EASTING | DELTA | RADIUS z 2096594.26 | 1479064.16 | 129.5542| 71.57 | 151.940 | 161.83] 2096266.82_| 1479008.04 | 021.6588 | 101.88 | 19.488 [3851 | || 1500+ 1500 / a ae VERSION ACCESS RD 1450+ 1450 ‘ Y STILLING BASIN \\, ACCESS RO 1400+ - 1400 Ss FINISHED GRADE: 7 \ KEY MAP 1350 VPI STA 498+86.5 ELEV. 1320.8. 200". VC EXISTING GROUND 1350 ‘\ BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1300 + 1300 PREPARED BY. [PREPARED FOR: 497+00 498+00 499+00 500+00 501+00 502+00 503+00 503+50 Ere. Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG gs _100 190 | moesene scm f= ALASKA —_—_—————— a = GRAPH SCALE FEET | uy sani Ols Silat eae te Ener TONY ae ae AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P Rev [DATE] REVISION DESCRIPTIONS jmmprPojc6 — 15.0 OF xx |HOS—D—23—0000—-R? PBe221—-xx RYAN REDICK Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C8_DAR.DWG 1/6/2012 11:23 AM ~---- ¢ \ x Nou 19 FOUL IHO5—D~23-0000-R?| = OTT SSS seeieeese> 2 o ee 2 c ——— Ss Zz mm y BRADLEY LAKE > OAM ACCESS RO pe a eo ee rr: \ oe 2 AP ae s ~ a = 4 FREE 4 | 1550+ 1550 / , i a mN. 5 VERSION ACCESS RD { . 8 ¥ 1500+ + 1500 2 a alg =e % «|= 5 g FE arr GROUND a cal $ - - S| ‘STILLING BASIN B= 9 \\, ACCESS RO 14507 z|9% 6.56%, 1450 sa8 \ . x~ FINISHED GRADE yO KEY_MAP 1400. 1400 BRADLEY LAKE HYDROELECTRIC PROJECT 4 BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1350 1350 PREPARED BY: |PREPARED FOR: 504+00 505+00 506+00 507400 508+00 509+00 '510+00 510+50 i SAR _ Sencsnsensaeoenca ne: | fom ALASKA ——— WO von Oe GRIPHIE SCALE M FEET | or sn ere SH sot me | NY HORT AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P SO Ta EE TE a WE Rev JOATE] REVISION DESCRIPTIONS ics — 16.0 oF xx |HOS—D—23—0000—R?!} Pse221—-xxX 1/6/2012 11:24 AM RYAN REDICK \ ‘SECONDARY DIVERSION CANAL C Z BEGIN SECONDARY DIVERSION CANAL IN DITCH @ STA 511465 oe A 8 IH05~D-23-0000-R? CURVE TABLE CURVE # NORTHING | EASTING | DELTA | RADIUS} T C19 510+89.1 2095713.27 | 1478361.71 | 043.7560| 200.00 | 80.310 513+63.2 2095443.28 | 1478280.41 | 047.5210| 373.72 | 164.524 531+61.2 2004654.67 | 1476643.38 | 175.2183] 56.17 _| 1393.189 6 1650 1600 1550. 1500 VPI STA 511+69.5 EXISTING oe 41,08% FINISHED GRADE VPI_STA 517+49.7 Eley 1548.5 100" vc. 1650 1600 1550 1500 1450 1450 513+00 514+00 515+00 518+00 518+50 9 25 so 100 130 / ax A VERSION ACCESS RO STILLING BASIN \\ ACCESS RO BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY. [PREPARED FOR RSM CONSULTANTS, INC. _——_ GRAPHIC SCALE IN FEET 2101 (907) 522-707 voce Ore Torte. 95807 10 (907) 322-3406 fox = ALASKA (mm ENERGY AUTHORITY Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG a AEA PROJECT #2-2011 DIVERSION ACCESS ROAD P&P a RE Da RR REVISION DESCRIPTIONS Jom WAPPOICS — 17.0 OF xx |HOS—-D-—23-0000—R?| Rev [DATE] Pe221 —-xXxx 1/6/2012 11:24 AM RYAN REDICK 7 7 = 7 r r c a K T ms IHO5~D~23—0000-R? CURVE TABLE [CURVE #} PI |NORTHING | EASTING | DELTA |RADIUS| T L 622 '522+40.9| 2095258.01 1478220.09 | 048.9777 | 206.63 | 94.117 | 176.63 = 1750 1750 / VERSION ACCESS RD 1700 1700 1650. 1650 EXISTING ee) 1600 1600 VP'STA 521+55.5 ELEV 1583.9 200° vc BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1550: 1550 PREPARED BY: [PREPARED FOR 519+00 520+00 521+00 522+00 523+00 524400 BRewie VPI_STA 519+56.8 ELEV 1558.8 100" ve FINISHED GRADE Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C8_DAR.DWG 025s 100 ___120 | pocm-snene sm soon /= ALASKA =... 3101 Vanguard Drive (Ql ENERGY AUTHORITY GRAPHIC: SCALE: BI FEET (007) 522-709 whee 'e (507) 322-3404 fon AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P ma TTT DE RT RED CRANE Rev [DATE| REVISION DESCRIPTIONS jm@PPojc6 — 18.0 OF xx |HOS—-D-23—0000—-R? Pse221—-xx 1/6/2012 11:25 AM RYAN REDICK x B C D E F G H T T K T MW H05 -D_23—0000-R? ~, CURVE TABLE S % Ne CURVE #{ PI |NORTHING| EASTING | DELTA |RADIUS| T L 1 c23_[ szeviei| 2000003.11 | 147873620 | 145.0045 | 12008 | 404a07|s1747| cz [5284706 2008476.14 |1476478.02 [077.9004 | 169.78 _|137.237 | 230.82] |{ c25 532+26.6 | 2095726.02 | 1478778.60 | 140.0109 78.15 214.775 | 190.97 ! 3 BRADLEY LAKE ) DAM ACCESS RD ee RS ’ BRADLEY 1800 1800 1750. 1750 STILLING BASIN \\, ACCESS RO 1700 1700 VPI STA 529+37.5 ELEV 1674.3 200' ve 1650 FINISHED. GRADE 1650 VPI_STA 524+28.3 BRADLEY LAKE HYDROELECTRIC PROJECT SS BATTLE CREEK DIVERSION EXISTING GROUND FEASIBILITY STUDIES PRELIMINARY DESIGN 1600 1600 525+00 526+00 527+00 528+00 529+00 530+00 531400 mr. enw — Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C8_DAR.DWG os 190 _150 | ements /= ALASKA —_—_——.. ie ore (QM ENERGY AUTHORITY 33507 (907) 522-1707 voce @ (907) 322-3404 for AEA PROJECT #2—2011 DIVERSION ACCESS ROAD P&P GRAPHIC SCALE IN FEET EA ae a 9.0 OF xx |HOS5—D—23—0000—R?| Rev [DATE] REVISION DESCRIPTIONS Jom Br[APPOICS. Pse221—-xXxX 1/6/2012 11:25 AM RYAN REDICK lHo5~D—23-0000-R? CURVE TABLE _ Cl NORTHING | EASTING | DELTA 2095432.82 | 1478725.45 | 025.5478 \ [czs [5344257] 2005290.26 [147676193 [407476] 186.12 [68.370 | 13093 END DIVERSION ACCESS ROAD’ TSTA 536422.2 1 \N = 2095114.78 { € = 1478674. 07 \ \ 5 \ 1 x \ \ { Sv DIVERSION ACCESS ROAD 536+22.2 = Z:\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C8_DAR.DWG 1850. 1850 f Lor eA VERSION 1800: 1800 ZZ STILLING BASIN ACCESS RO 1750 1750 \ \ iy oe GROUND <3 \ KEY MAP: 0.30% 1700: 1700 se BRADLEY LAKE HYDROELECTRIC PROJECT FINISHED GRADE BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN 1650 1650 PREPARED BY: PREPARED FOR: 532+00 533+00 534+00 535+00 536+00 537+00 Rennes gs o_o Ens Pee ALASKA (Qe ENERGY AUTHORITY GRPIIG' SOME: MIPEET; (007) 522-5707 wen 0” (907) 522-3404 fon AEA PROJECT #2-2011 DIVERSION ACCESS ROAD P&P TSE ARE OT KER DR OR Rv DATEL REVISION DESCRIPTIONS fm mPPOICS — 20.0 OF xx |HOS—~D-~23-0000—-R?| P8e221—-xXxX 1/6/2012 10:58 AM RYAN REDICK x B c D E F G a T K T M HOS D~23—0000_R? CURVE TABLE PI | NORTHING | EASTING | DELTA 600+75.0 | 2097063.10 | 1479840.39 | 052.0512 603+96.3| 2096962.34 | 1480152.69 | 050.3233 607+29.3| 2096641.87 | 1480280.84 | 096.6680 609+64.8 | 2096794.18 | 1480561.79 | 042.3084 611+79.1| 2097001.52 | 1480634.11 | 122.9219 BEGIN CANAL STILLING a ‘ BASIN ACCESS RD ‘STA 600+00.0 < N = 2097133.54 = \ E = 1479814.65 ! \ CANAL STILLING BASIN ACCESS RD 600+00.00 = ~ BRADLEY LAKE DAM ACCESS RD 1400 1400 / 5 ¢ 3 g 3 13507 8 598 3l< 1350 i Be i © flee 8 sey girs 4 2 2a dle oe = a8 ‘ STILLING BASIN 2|8° | 1 P610 \ G MESS 8 g|-8 1300+ #|< & Ble 1300 s|38 \ 1250 1250 BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN l| \VPI_STA:601+00.0 1200 : : : : : a PREPARED BY PREPARED FOR 601+00 602+00 603+00 604+00 605+00 606+00 607+00 608+00 609+00 610+00 eri+o0 611450 | A =? SNE Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\ CIVIL\ACAD\1158.24—C9_BAR.DWG os —_190 180 | nme cm f= ALASKA ot os, (mmm ENERGY AUTHORITY ic SC anchor "33507 ORARHAC, SOME; IN FEED (907) 522-707 voce ©” (907) 223404 for AEA PROJECT #2-2011 STILLING BASIN ACCESS ROAD P&P TST CAR OT AER GRA TR Ev [OATE| REVISION DESCRIPTIONS fmebrrojce — 01.0 OF xx |HOS5—~D—~23-—0000—R?| PB221—-xXxX Z\PROJECT\1158.24 AEA BRADLEY LAKE BATTLE CREEK DIVERSION\CIVIL\ACAD\1158.24—C9_BAR.DWG 1/6/2012 10:59 AM RYAN REDICK 7 END CANAL STILLING BASIN ACCESS i STA 618+51.4 \ N= 2096421.59 YE = 1480360.99 « : ‘ Hi05~pD~23—0000-R?| CURVE TABLE | ——Jcurve #] PI [NORTHING] EASTING] DELTA [RADIUS] T | L | P- 6 613+19.7| 2096799.72 | 1480790.93 | 096.2712| 100.00 | 111.591| 168.02 q c7 | 6r4+78.0| 2096687.95 | 1480609.12 | 029.2084 | 200.00 [2.106 | 101.08 ca [re+035| 200649787 | 1480507.61/ 0325093 | 20000 [se.si2 [11348 6 z 1500. 1500 ” 6 8 Ze 1450 Zise 1450 alee aa5 olo~ 2 < 9 “sg 8 2 1S 1400 2s 1400 <|/2 Ble? 383 1008 eee 1350 ‘300 i i i ' + ‘ i 612+00 613+00 614+00 615+00 616+00 617+00 618+00 619+00 620+00 025 50 GRAPHIC SCALE IN FEET a “ DIVERSION ¢ BRADLEY LAKE HYDROELECTRIC PROJECT BATTLE CREEK DIVERSION FEASIBILITY STUDIES PRELIMINARY DESIGN PREPARED BY: Revie 1s0 | socom seve- tense f= ALASKA 8101 vanguard Orvg (QM ENERGY AUTHORITY [PREPARED FOR Anchorage, ose, 99807 (907) 522-1707 wea 9. (007) 522-404 for AEA PROJECT #2-2011 STILLING BASIN ACCESS ROAD P&P ACS — 02.0 or xx|HO5—-D—23-0000-R? Rev [DATE] REVISION DESCRIPTIONS. [pew] Pse221—-xXxX REM CONSULTANTS, INC. ORDER-OF-MAGNITUDE COST ESTIMATE SUMMARY PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION Alaska Energy Authority CLIENT: OPTION: DATE: Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek DRAFT 16 JAN 2012 AREA|DIRECT COSTS: 400 |SAFETY/GUARDRAILS _ TOTAL COST ___ 2,602,000 | __2,276,000 | 835,000 500 |BRIDGESANDCULVERTS Cis 600 |DIVERSIONDAM a 1,346,000 | 2,398,000 |_700 |CANAL STILLING BASIN | 2,185,000 _800 INSTRUMENTATION _ ___ 80,000 1100 [ELECTRICAL AND POWER DISTRIBUTION FROM UTILITY | [NOT INCLUDED TOTAL DIRECT COSTS: 31,648,000 INDIRECT COSTS: ] DETAIL DESIGN ENGINEERING AND LICENSING SUPPORT se 380,000 GEOTECHNICAL INVESTIGATIONS 1,582,000 DESIGN SURVEY 5 7 | __-285,000 CONSTRUCTION MANAGEMENT _ | 1,266,000 TOTAL INDIRECT COSTS: 3,513,000 TOTAL DIRECT AND INDIRECT COSTS: a | 35,161,000 ESCALATION _ (COST BASISDECEMBER 2011) = ~~—~—_| [ NOTINCLUDED CONTINGENCY (25% ON CONSTRUCTION, 12% ON INDIRECTS, 8,330,000 TOTAL COSTS DECEMBER 2011 $US $ 43,500,000 Summary Page 1 of 6 1/17/2012 9:02 AM me eS Lean ickeanateeeemaca vie aires ORDER-OF-MAGNITUDE COST ESTIMATE ESTIMATE OF COST PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION DRAFT CLIENT: Alaska Energy Authority DATE: 16 JAN 2012 Adee Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek 4 ITEM DESCRIPTION ary | UNIT cost cost (sus EE — 100 |MOBILIZATION/DEMOBILIZATION - Description: Move in, setup camp and support facilities stage equipment and permanent materials - - | 7 ___1.1|Survey and layout site area iis 20,000 __20,000 | 1.2|Clear vegetation and overburden as required 5\|AC | —5,000| 25,000 1.3|Sanitary system and water supply 1\Ls 120,000 120,000 1.4/Mobe and Bage equipment spread _ __ii|Ls 167,000 167,000 1.5|Camp and camp mngmt a 1| LS 1,900,000 1,900,000 1.6|Set up shop, storage and fuel station - 1 |LS 180,000 180,000 1.7|Contractor offices and supervision vehicles 1\LS 100,000 100,000 ____1.8/Personnel Mobe/Demobe/ furlough travel _ 1\LS 75,000} —75,000 1.9|General conditions of Mobilization 1\LS 15,000 15,000 TOTAL - AREA 100: MOB AND DEMOBE 2,602,000 200 _|CLEARING AND SITE PREPARATION INCL PRESPLITTING =e Description: Clear and prep at Diversion Structure,Stilling Basin, along canal and access roads and work pads, presplit slopes. ee - 1|\Clearing ee _ 1.1| Survey and layout site area 1 /Ls 35,000 35,000 1.2/Clear vegetation and overburden as required 42 AC _ 3,000 126,000 2) Pre-splitting _ a 2.1 | Drilling with track drill 241,182 |LF 8.77 2,115,200 2.2 a —— ~ 2.3 - — = ____| TOTAL - AREA 200: CLEARING AND SITE PREPARATION INCL PRESPLITTING 2,276,200 300 EXCAVATION AND GRADING Description: Excavate overburden and coluvial ———— fe deposits as required, borrow material for fill | and grading, place subbase, place crushed aggregate base course on roads, excavate rock for canals and road. _ —__—_ 1|Unclassified Excavation ___1.1|Excavate overburden, soils and rock __ ee 727,000 |CY | _—18.00 | _ 13,086,000 | 1.2|Borrow and Placement 199,600 |CY 19.00 3,792,400 1.3|Sub-Base 36,200 |CY 22.00 796,000 Detail Page 2 of 6 1/17/2012 9:02 AM R&M CONSULTANTS, ING. ORDER-OF-MAGNITUDE COST ESTIMATE ESTIMATE OF COST PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION DRAFT CLIENT: Alaska Energy Authority OPTION: DATE: 16 JAN 2012 Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek UNIT TOTAL DESCRIPTION TY UNIT COST COST ($US) Crushed Aggregate Surface Course — 13,570 |CY — 37.00 502,000 Added Allowance for lining canal sections in colluvium __ : [ 7 | -1|Shape and compact cross-section _ 500 |LF 1,500 750,000 NDIRECTS) |Place Lining 500 |LF 2,000 1,000,000 TOTAL - AREA 300: EXCAVATION AND GRADING [ 19,926,400 400 _ |SAFETY/GUARDRAILS _ Description: Guard rails with steel posts _ located where required for vehicle/operator safety _ a |W-Beam Guard Rails with Steel posts 15,190 [LF 55.00| 835,450 TOTAL - AREA 400: SAFETY/GUARDRAILS 835,450 BRIDGES AND CULVERTS _ ff Description: Three bridges, abutment pads and CSP culverts 1 Culverts a Galvanized CSP culverts bedded in controlled density backfill (cement/aggregate low sterength concrete) —__ = _ 24 inch CSP 46 |LF 140 6,000 36 inch CSP : 410 |LF 190 78,000 48 inch CSP 1699 |LF_ 200 340,000 GEOTEXTILE 50000 |SY 2.00 100,000 | i _ 524,000 __2/Bridges ee | three bridges across creek channel; total aggregate length of bridges is 230 lineal feet. ____2.4|ACROW bridge (total lineal feet for 3 crossings) 230 |LF __3,000| 690,000 2.2|Bridge abutments 6 |EA 22,000 132,000 822,000 TOTAL - AREA 500: BRIDGES ANDCULVERTS 1,346,000 __600__| DIVERSION DAM re a es Concrete dam, reinforced and with rock bolts Detail Page 3 of 6 1/17/2012 9:02 AM eee eT a Ce ee ORDER-OF-MAGNITUDE COST ESTIMATE ESTIMATE OF COST PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION DRAFT CLIENT: Alaska Energy Authority DATE: 16 JAN 2012 OPTION: Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek | UNIT L ITEM DESCRIPTION Qty COST 1|Diversion and care of water ES = : ss 3 1.1| Diversion channel and dewatering ae 1|LS 20,000 20,000 2|Dam See eee cctaee | a q aie 2.1|Rock Excavation a 2100 |CY 100 210,000 ___2.2|Rock Anchors __ BSE 4 /EA 8,000 32,000 2.3|Reinforced Concrete f _ 1500 |CY | 1,000 | 1,500,000 2.4|Fill (shot rock) ee 600 |CY | _ 35.00 | 21,000 2.5|Curtain Grouting Pe 200 (LF, 200 40,000 | 2.6|Contact Grouting a 60 |CF 80.00} 4,800 3| Jib Crane ee eee : 3.1|Equipment a oS 1 |EA _30,000/ —- 30,000 3.2|Installation is 1 |LS 85,000 85,000 a 4|Miscellaneous Metal : oo ane ace 4.1|Hand rails 180 |LF 20.00 3,600 4.2|}removable walkways 2 |EA 3,000 6,000 4.3) Stop Logs 1\LS 45,000 45,000 = 191 gs == —= = : | _____—«5 Gates 5.1|Obermeyer 15X9-foot oe 7 1\/EA | 135,000 __ 135,000 | 5.2| Obermeyer 11X11-foot 1 |EA 120,000 120,000 5.3|Sluice Gate 6X6-f00t with operator 1 |EA 15,000 15,000 5.4|Air Compressor, Accumulator and controls = 1 {Ls _ 45,000 45,000 5.5|Air piping, SS 600 |LF 60.00 36,000 ee 6| Equipment Room/Storage Building Ee eae os {- : aoe | 6.1| Building Hy 1 |LS 50,000 6.2/Generator incl in instrumentation 0 |LS 12,000 TOTAL - AREA 600: DIVERSIONDAM oof 700 CANAL STILLING BASIN Sues cess eeticet erseeetoas Description: Stilling basin with control gates at elevation transition from upper to lower canal ns 4 Diversio yn and care of water ee — : =e 1.1|Diversion channel and dewatering 1\|LS 10,000 2|Stilling Basin Control Structure oe | 2.1|Rock Excavation 3200 |CY 100 320,000 | Detail Page 4 of 6 1/17/2012 9:02 AM MER ES aes Cont Arasere, a. ORDER-OF-MAGNITUDE COST ESTIMATE ESTIMATE OF COST PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION DRAFT CLIENT: Alaska Energy Authority DATE: 16 JAN 2012 (QETION: Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek ITEM DESCRIPTION 2.2|Rock Anchors = 2.3|Reinforced Concrete _ 2.4/Fill (shot rock) 400 |CY 35.00 14,000 2.5|Curtain Grouting oe | _ 140 |LF 200 28,000 ____2.6|Contact Grouting _ 40 |CF_ | 80.00 3,200 ____3/Miscellaneous Metal a _ [| 3.1/Hand rails | _- 160 |LF 20.00 3,200 3.2| removable walkways | 0 EA 3,000 _ 3.3|Stop Logs _ _ _ _1/Ls 20,000 20,000 4|\Gates 4.1|Obermeyer 12X12-foot - | 1 |EA 145,000 145,000 4.2| Obermeyer 11X11-foot 0 EA 120,000 _ 4.3|Sluice Gate 6X6-foot with operator 1 |EA 15,000 15,000 4.4|Air Compressor, Accumulator and controls | : 1 |LS 45,000| _—- 45,000 4.5|Air piping, SS 300 |LF 40.00 12,000 5 Equipment Room/Storage Building _ _ 5.1/Building 1 \LS 50,000 50,000 5.2|Generator incl in instrumentation : - 0 |LS 10,000 — TOTAL - AREA 700: CANAL STILLING BASIN ml 2,185,400 800 _ INSTRUMENTATION = fe Description: Monitoring instrumentation and video ___|surveillanceequipment = ee 1|Video Monitoring Equipment at dam and stilling basin VideoEquip | 2 |Ls 10,000 20,000 UPS/Battery Pack/Generator 2\LS 30,000 60,000 | _| AL - 800: INSTRUMENTATION | oe _80,000 900 NOT APPLICABLE ___ |Description: _ es ee a _ |TOTAL - AREA 900: NOT APPLICABLE ee fo | Detail Page 5 of 6 1/17/2012 9:02 AM DAM CONSULTANTS, 140. ORDER-OF-MAGNITUDE COST ESTIMATE ESTIMATE OF COST PROJECT: 1158.24 - Bradley Lake HEP - BATTLE CREEK DIVERSION DRAFT CLIENT: Alaska Energy Authority DATE: 16 JAN 2012 OPTION: Diversion Dam & Canal Conveyance to Bradley Lk from West Fork Upper Battle Creek | UNIT TOTAL ITEM DESCRIPTION QTY UNIT. COST COST ($US) 1000 _|NOT APPLICABLE TOI Ur TOTAL - AREA 1000: TBD _ 7 1100 _|ELECTRICAL AND POWER DISTRIBUTION FROM UTILITY 1 __|If power to site desired by AEA as well as fiberoptic data link VEE a EEL : 1|Allowance for system 1\LS 1,200,000 1,200,000 TOTAL - AREA 1100: ELECTRICAL AND POWER DISTRIBUTION FROM ayy NOT INCLUDED Detail Page 6 of 6 1117/2012 9:02 AM