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Home My WebLink About1.01 Application Part_2• SpringRidge Reserve Preliminary Plan Application List of Exhibits 1 . Vicinity Map 2. Land Ownership/Management Map 3. Garfield County Zoning Map 4. Land Use and Land Cover Map 5. Slope Analysis Map 6. Slope Hazard and Flood Plain Map 7. Wildfire Hazard and Slope Analysis Map 8. Soil Type Map 9. Soil Hazards Map 10. Existing Vegetation Map 11. Adjacent Conservation Easements Map 12. Conservation Easements Map 13. Illustrative Site Plan Map 14. Development Phasing Plan Map 15. Bald Eagle Activity Areas Map 16. Black Bear Activity Areas Map 17. Brazilian Free-tailed Bat Activity Areas Map 18. Elk Activity Areas: Summer Map • 19. Elk Activity Areas: Winter Map 20 . Mountain Uon Activit-f Areas MaP 21 . Mule Deer Activity Areas: summer MaP 22. Mule oeer Activity Areas: Winter MaP 23. QspreY Activity Areas MaP 24. Turl<eY Activit-j Areas MaP 25. Gartield county Board of count-1 commissioners Conditions on Spring Ridge II s1<etch Plan (Resolul1on 2003-77) 26. planners Response to conditions 27. Engineering Report 2B. Drainage Study 29. Geo-Technica\ Report • 30. soil oescrip\ions 3 ~ . Land Tit\e 32. water Righ\S and Well permits 33. oeed of conservation Easement 34. Master oeclaration of covenants. conditions and Restrictions 35 . weed Management P\an 36. Wildfire Hazard Assessment and Mitigation Plan 37. Revegetation P\an 38. Landscape Plant Material List 39. (\pplication for pUD zone District Te~\ Amendment 40. Pre-Anne~ation Agreement • 41 . county Engineer ADT email correspondence \ \ Legend --Hi ghw a ys --Coll ect or Roads --Ri v ers and Streams ~Ci t ies • [~~] Sp ri ngridge II Propert y Exh ibit 1 Vicin ity Map 1:100 .0 0 0 Da ta from COO T and Garfi eld Co unty • Legend LJPrivate LJ State LJ Division of Wi ldlife LJBLM LJUSFS Exhibit 2 Land Owners h ip/ Management 1:1 00 ,000 U~=-~~~ SpringRidge Reserve Boundary -Highways --Co llector Roads --Local Roads USFS Data from CDOT. and Garfield Co unty • • ARRD OS OS Legend CJ Agricultural/Industrial CJ Agricultural/ResidenballRural Density CJ Open/Space CJ Planned Development c::J Pl anned Unit Development Residential/limitecl'Subur ban Density --Coll eclDr Roads -Streams OS ARRD OS SpringRidge Reserve Exhibit 3 Garfield County Zoning 1:24.000 [=:_-_J SpringRidge Reserve Boundary PD ARRD \ ARRD OS OS Data fro m Ga rfield County, and USGS . 6 6 Legend c:::J 1 -Cropland and Pasture c:::J 2-0eciduousForestLand c:::J 3 -Evergreen Forest Land c:::J 4 -Herbaceous Rangeland c:::J 5-ether Agricultu ral Land c:::J 6-ethe r Urban or Built-Up Land c:::J ?-Residential LJ 8 -Shrub and Brush Range la nd CJ 9 -Transitional Areas c=J SpringndgeProperty 6 --,, ·-,, ...... ,\ I S . R "d R ~-j~ pnng 1 ge es erv e i '-----... --.. --... i ; ! IS _______ _! 6 Ex hi bit 4 6 Land U se and Land Cover 1:24.000 0 0 .2 5 0.5 ~~~~~iiiiiiiiiiiiiiiiii~~~~~~~~ Mil es Data from NDIS, COOT , and Ga rfield Cou nty • • Legend Slope .. 0-8% 8-20% 21 -30% .. 31-100% [~~~J SpringRidge Reserve Boundary Exhibit 5 Slope Analysis 1:12 .00 0 Data fr om CD OT , Garfie ld Count y, and USGS . ~Major Slope Hazard C:=J Moderate Slope Hazard C:=J 100-yr Floodplain Streams i -----i l_ ______ i SpringRidge Reserve Boundary SpringRid ge Reserve :--... --- ! J ! i ! _____ _! ----- Exhibit 6 Slope Hazard and Flood Plain 1:12 .000 I -I Data fr om Ga rfi e ld co un ty, and USGS . 0 0.125 0.25 ~~~~~iiiiiiiii~~~~~~~~0.5 : Miles Legend C=:J Hi gh Densi t y Vegetat ion I · · ~-1 Medi um Dens ity Veget at io n ~ Me dium /High Densi ty Ve getation l«:<,YJ Low De ns it y Vegetatio n Slope -0-8% 8-20% 21 -30% Exhibit 7 Wildfire Hazard and Slope Analysis 1:12 .000 -31 -100% 0 0 .125 0 .25 0.5 [~Spring Ridge Reserve Boundary ~~~~~---jil~~~~~~~~ Miles Data fr om CDOT , Garfield Count y, and USGS . 0 1 -Almy loam 1 to 12% slope 2 -Almy loa m 12 to 25% slope 3 -Ar1 e-Ansa ri n 5-Goslin · 6 -T orri orth en ts [~~] SpringRidge Reserve Boundary I 'l ' I • ~ ,. ,, ' .. ' ' • ~ ~ ,. 1, "" "' • >,fl..._.; h I. -lJ. w •. ..,· ••;.1• < lf\ J• J j 'I 5 .,,. t· ,_, (, ·"· 'i' Exhibit 8 Soil Types 1:12 .000 } 1, J ~I' ' 'I : ,,)._ 1 :---... --_ .. __ _ j ! f i j i '"'"------... Data from Garfie ld Co unty, SCS. and USGS . Legend 1§\~j Major Soil Hazard I I Moderate Soil Hazard --Streams and Rivers [~=-J Springridge II Property I I I I I I I I I I I I I I L 1 SpringRidge R' L ------~ I I I Exhibit 9 Soil Hazards 1:24 .000 Data from Ga rfi eld Count y and U SGS . Legend --Collector Roads --Streams LJ 1-Dry Land Crops LJ 2 -Deciduous Oak Type LJ 3 -Big Sagebrush Type LJ 4 -Aspen Type D 5 -Spruce-Fir Type LJ 6 -Pin yon-Juniper Type C:::-J SpringR idge Reserve Boundary 0 Exhibit 10 Existing Vegetation 1:24.000 0 .25 0.5 Data from Garfield County, NDIS and US G S . / I I '----·--_; P VT USFS Legend D Private LJBLM L]USFS BLM PV T I '"--/ I I I . r--. I i ....--"-.-··;..,· ~ I . I BLM Exhibit 11 Adjacent Co nservation 0 Faranhyll Conservation Easement [=] SpringR idge Reserve Boundary Ease m ents 1:36 ,00 0 n ----i I \ l \ BLM J L_~ \ Data from COOT , and Garft eld Co unty Total Property Area= 484 acres Total Open Space= 309 acres Legend Conservation Easement r----; SpringR idge Exhibit 12 Conservatio n Easements L _____ J Reserve Boundary 1:12,000 o~~~o.~12m5mmmmom.~25~~~~~~o.5 L Miles Data from CD OT. Ga rt ield County, and USGS . / Legend [==:J 1 acre or less lots l==:J 1 -2 acre lots CJ 2 - 3 acre lots 3 - 4 acre lots 4 acres or more lots C] Conservation Easement ....--.., L l SpringRidge Reserve Boundary ~7 'r-··I --\ J . ( Exhi bi t 13 Illustrative Site Pl an 1:36 .00 0 Total Lots = 81 Data from Garfi eld County, and U SGS . Legend LJ Phase 1 CJ Phase2 Phase 3 Phase 4 ---· Powerline ----Trails Exhibit 14 Development Phase Plan 1:36.000 0 0 .25 0 .5 1 _ Conservation Easement ""'""""'"'I ~ SpringRidge Reserve Boundary ~~~iiiiiiiiiiiiil~~~~~ Miles Data from Garfield County, and USGS . --- "",.•,,. • 'S , .-.. <" r.. ,.._A,.......-. '. •"- , ... ''L , ...... v ,,.-y ,. '•/ '\{ '·.! ..... · ·.· I """""'"' X.\."' .... ~ ....... ·'· /', )' .. :.\. :.1. / . , . v y ){ )t' ":/. ·-~ • ..,,_. ....... ...,, , . • /. /'. 7 . _;o; JI, '· Jf. _. A 11 ; I , . "'I I f •'" ;;.; . / I • I \ . " I /I I ; I I I \ ( BLM r----~ ..... , .~ .. -.. -,---------t y· I ......._ \ •. ~· '","\------+ tz::c::;;2".:S;:=::::::::::~=====~~===::s,r~?r -,----. t:===~===~~~~t====1 -.,_k ··., ·1::::::::::~~~s~~~~~~~=:::::::jt::::::::=;--...:-;: ,, .... __ -----------------&+-• ____ ! ""''\ .. ,~ BlM .·,/V·~·,,.· -;_''- >~ A_'\/', ', i'\. ' '"==;:::===========--l· ====· " •, r-~ : "' '~=======d::===============::;==d t========================~·-~======. ' ' ', ~!1 ----------------------+ !--------------~.\--~! \ \ \ ~ ''\-----------------------! 1'.------------~~+-~--1 ', ' \ !-'~----------------------1 "------------~'~'~n.>.--..:J.-, ', j ~\--,--------------------1 1------_.,:'.~';;.-L1 __ Sp_ri_ng _R_idge Reserve -'··--··-··-=j!1 ~~~~~~~~~§ +----------.a.-"-!----------'<-,---------->.·-==-i-----------------1 D +-------------! _________ ., \ 1=----~J -----------------1 1----------4~·.----) ·=======:=:J~====================l BLl\rl E~~~~~~1:1~~~~-~~~j·-~~.,-=-=-=-=-=1 -__ ~ __ -_-------i~~-~-rr.·_:'_,-_-, __ -j ~,~~~~~~~~~~~~~~~ PVT USFS Legend ~ Wnter Forage c=EJ Wnter Range --Collector Roads --Local Roads ---Streams ,------j SpringRidge Reserve -+------' Boundary A --· ' , ,,, ' • ,, \ \ l \ \ ...... , \ \.> \""' .-\ \ \ . \ '"o \..I . -" ,,. " " \ " . \ ,,,.. \ l ' j ,,,.. " / ; ; ,/ \ ' Exhibit 15 Bald Eagle Activity Areas 1:24 .000 \ , ' / ' \ I BL M Data from ND IS. COOT , and G ar fi el d Co unty . ' SL M SL M PVT USFS Legend Q Human Conflict Area ~ Fall Concentration Area --Collector Roads --Local Roads --Streams ,---~--! SpringRidge Reserve -------' Boundary Map 16 Black Bear Activity Areas 1:24 .000 ~1 ~~0~.2~5iiiiiiiiiiiiiiiiiio~.5~~~~~1 c= Miles BL M SL M Data from ND IS , COOT , and G arfi eld Co unty . I ,,·~I '/f' ' ,____======= - 1-- I- ~ - t:. - 1---- 1- .... _ ----:=- II PVT USFS Legend BL M §I Overall Range -Collector Roads --Streams --~ , . , . -,_ ' . -. ' -- , ---, ,/ --.,, -' ' .. ~ --t:.-~r _,_ ~·-s !~ \; ! " ',-..: __ ,_ ! I f i SpringRidge .Reserve ·---------. ,. i, , I=---·=~[ , \I i ---I --[~ ____ : ___ _J ___ ---) ' Exhibit 17 Brazilian Free-tailed Bat Activity Areas c::=J SpringRidge Reserve Boundary 1:24 .000 0 0 .25 0 .5 ~~~~--~~~~~~~Miles 1 - BLM BUvl Da ta from ND IS, COOT , and Ga rfi eld County I n'! IR II IL Bllllr c - t ~ II -Ill I~ II USFS Legend ///"./; //,./ . / . / / / / / / , v ,/ E_ L_ / -.- WI ",,. ./ /. "",,./ • , ,. / , / / . ,,· / _/ / ;p / •. ·· .I"// '// L~L~,/~, .P / "."'///// / ... / / / / ,, ... ,,. / / /,r'/ I / , L , . / / I ,_. / / I' / \,'. .... / ,. / // _/\,,..,,..... .. / // // / /.//•'_L I «I /.L l / / /;/.- ·" / / _/__,,,, ,Y'/, ~ / / .. / / ........ _L_ ... /. " ' , ,.. / / ·'"''' • / / .!}/ _L__,L / / /I / " · / / " .L / / / / / .L .· BbM //.-'/ ///·// ,I / "/////_L_ I / "L,, ///,./_L_·'...L / / .r ,.· / / / . ,,· / _L //// -'_L_." GI //~--··:,, .. ·:,.i~· ... ~':· .·<. -~ : ... /.~ ...... ~// / / //,//\I L /.t •'/ ////'/ .. ·,. / / ---1 .. ,' .... · .... / / __L__ / / / // ~'-/,. / .• ·,_,.. ,, / / / / ·' . · / ... ,. / / ./ ,. ' ,..,.. ... _LL /.,.../ // .· / . / ,.. .. / / ,.. \•i;:,..-,. ,. / / / . / / / / / / ~ ,.., ... / ///,,//_,'y /// , .. ,, '/ / / _/ / / / ,· / / -1>/ / / / " .' / / , .. , . ..\ •' ·' , .· .L . I'/ "lrrr.. /_ . / ,, /////'-_;"llt,,. /////.• • ,, / / / / / L . '"- / / ,I'/ . _L_ ' / ,,,.,_. •'/,/./ //.-.. , ·:'.:~. / / -~ / .. / _L •. ·~ ,,.,.~--~ .-·-~::· .. ~ ~ .. -7 >· / / ,·, / .. /'/.·_L /.· /...... '//// / / / / / / ·" / '/ / / . ,, _L _L , _L / ,\ ./' .' / / , .• / ,,• / . / ,,. ,, / ,' " , , / / / / / , / / / ' { / _ .. , / ... -· -- .• L _L / ,.. / / _.,,. , / /' / ,I ~· / / • / / " / , ·'. _ ... ,,,,,. "" , / / / , ///////_ .. · / / / ,. ·" .' . / / .• _.' / / / / ,· .. / ? / .• .·/ .-/·'// /,•'// / //. -=""'" //If'.-/ / / .· / . / , I'/ .·\ ,' / ... '"" ,.· / / / / / .. '/ . , ,.· Ex h ibi t 18 ... ,_ / / , " / / ,' I' .. .· -'I . / ,, ,, I' I' ... • " / / , / / ,. / Data fr om ND IS, COOT . and G arft eld Co unty High w ay Crossing Q Summer Range § Overall Range Elk Act iv ity A reas: S umm e r 1:24 .000 Collector Roads Local Roads Streams o 0 .2 5 [~~--_] SpringR idge Reserve Boundary ~~~~§iiiiiiiiiiiiiiiiil~~~~~~~~ Mil e s 0 .5 1 r /J J / I ..,, '·, ''" l''-/'v ....... , .... ..,....._,..._. ,., ...... ,,,. ,., /:. , .,,. Y. ~~ '( v J"\,,A_, '•.•f"\ '' V .,,,,·, ''-•' '· . ···" ;:<.x. Legend /" "M- \ --t Highway Crossing ~Severe Winter Range § Winter Range Collector Roads Local Roads Streams \' 1". ·..: ·..: " ., L"\. /' r ·. ,,."\A •• /' ,.., ,":.; \ I \ ' ' _\'\.\,··~..c: ...:. 7<. 7<. ., . .. ~ ... ... ··,·"'\ • • ..... ' '.if ,. \' '<' ;r i• ~. X Y, r •. ?-. · ...,_ :0 1 ,, -·~' ll .~ ,Y ' ' "' ~./ ..... ,.,, ...... './"\,-'\ ..... '('I( 'y ',( """'" ~< " )(.l ,...._ •A/_._ , • ._,,..._,ro._.A./'I ,_ ....... ' ....... ·.·;.:: ' ,.,,..~./, ,-. ~ ·-:-,•',\ Exhibit 19 Elk Activity Areas: Winter 1:24.000 \ ' ' / 0 0.25 0 .5 [_-_-_-~J SpringRidge Reserve Boundary~~~~§~iiiiiiiiiiiiril.~~~~~~~~_j Miles \ \ \ ' I , J' -· ~ ,.... }II'. , .... ,,,., ,,-., ...... ,....,/,/'• .. ""·-' Data from N D IS. C OOT . and G arfield Co unty I , i I '" , T "' , -,, . .... ·--.. ' , I c ~ ~""" I ,_, I ' T ' , . ' ~ L , / --"" ~ . ~ ---~ -I 7 . --7 7 ... '..:-" --. " -~ -~ . ' .r -c;;r-,, " ~ , UJ -, \ ... \ -, -BLM /Ol -~ II BbM / I / I I ' . \I ,, ./I / . I I I f I • • I I ----... .... .. · . . ' lo '\ ....... .,, '• '.1·-~~:· :-.. ~ , ' '•, i~_i BL M \ -'<> '· .... •v• \.,,_ .... / I ~ I '-·---"~· 1---"''" ·. __ .. "-• ' -. .. .... ~. ~ 1 ... l . ' " ~ '! .. " ..._ . ! -, ' . ' .• ' \ \ i \ .. f \ : \ ,. ~ ' ' J I• " -i ' ~-t : SRringRid~e-Reserve , __ h .. ---·-., .. [ .. LI ll ,, ! ' " r \ \ -~ [ ' \ : II ' ,, B.l M ' ---__ ! I ~ --... -...::.:.:..__, f -·- ! E Ll'vl . j -· ..--• 1 u '--. ' --. -=J ' II -~ / ,, L .. " ------------; "' ,,, " ' -. , " ' I -" ' ,. , ' / ' • ' 7 . --,; " ' , " ' ' , -. ' / \ ~ ' ,, -"" \ \ ~ \ \ ' ..., \ I \ ~ J ~l;_M .. - ~ . ··~ ~ \ l \ ,____ .. ' ,____ ~ . ,___ "'"' .. \ I-' • I-\ ' \ I- "" \ ,.. \ .. \I -" ;\ --. ~ \ "' ' M USFS .u. " / ' . / BL M .·•·'"""'·"'""'" ~ . • --, , Legend Exhibit 20 Da ta from ND IS. COOT . and Ga rfi eld County 13 Overall Range Mountain Lion Activity Areas ---Collector Roads 1:24 .000 ---Local Roads ---Streams ·c::=J SpringRidge Reserve Boundary \\ ,,~, 0 0 .25 0.5 1 /" I F.J Miles ,_ lo II II BLl'\i1 Ir Bl:.M , __ I'/ / ,·· / , ,· / ,, / / / ,I' ~· / / / / I' I' ,, /_J / _I' / / ' ... / . _,,,. ,·' , ,. / / / ,· ~ ,,,·// / / f / I'/ .' / ,I', ,. / . ,' ,/ / / / / / / ,.. / / ,.· , .· / -~ Bl:M USFS Legend ~ Migration Corridor LJ Summer Range ~ Overall Range Collector Roads Local Roads Streams , / ,/.-:.· I / , / / / /, / . , / &.' / / . /,. , .· . / / / ,f / / / / / / I' //,•//// '/ / / ,· I' / / / ./ ~ ,, / / . r/ ,. .I' / ,,. ,,. / .. , / / / r /V / I' ' ,. / / •• •• / A / / / / / .'\/ , ' // //' //J7 /•/ ... ,/ / / /' / .-' .· ,,· / _.,· / / / . I' / ,. / "' / / .• / ~' .. / ,.· / / I' , • "'· -..-/ , I' /,("/~//'!//•· / / ... /' ,· / ,,. """"' ... • L!f·. / / I' _, •• / ... 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CDOT. and Garfie ld County .~ ,11111111111111111111111111111111"' ''( 1111111111111 )07 10/14/2003 03:57P B1529 ~~o0 M ALSDORF , .16 R 0.00 D 0.00 GARFIELD COUNTY CO STATE OF COLORADO ) )ss County of Garfield ) At a regular meet ing of the Board of County Commissioners for Garfield County, Colorado, held in the Commissioners' Meeting Room, Garfield County Plaza Building, in Glenwood Springs on Tuesday, the 27th day of May, 2003, there were present: ~Jo=hn~M==art"""m=· =-------------------•Commissioner Chairman =L=arry ......... ~M~c~C~o~wn~----~---------~• Commissioner · -=-T=re=s..._i .... H=o"""up"""'t=------------------'' Commissioner =D~o=n~D~e=F~o=rd=-----------------'CountyAttomey =-M=il=dr=ed"-=-"A-=l=sd=o'-=-'rf=---------------'' Clerk of the Board -=E=d-=G=r..:.ee=n"------------------• County Manager when the following proceedings, among others were had and done~ to-wit: RESOLUTIONNO. 2003-77 A RESOLUTION CONCERNED WITH TH E APPROVAL OF A PLANNED UNIT DEVELOPMENT APPLICATION FORS & S RANCH LLC, SBJ RANCH LLC FREEMAN RANCH LLC, GSB RANCH L LC, WILD MOUNTAIN RANCH LLC, FOR THE SPRINGRIDGE II PLANNED UNIT DEVELOPMENT WHEREAS, the Board of County Commis'sioners of Gameld County, Colorado, received a Planned Unit Development (hereinafter "PUD") application from S & S Ranch LLC, SBJ Ranch LLC, Freeman Ranch LLC, GSB Ranch LLC, and Wild Mountain Ranch LLC (collectively defined herein as th e "Applicant") to develop the "Greenwald Ranch" (hereinafter the "Property") which consi sts of 484 acres and is practically located on Dry Park Road (CR 125) approximately 1 mile from the intersection with Four Mile Road (CR 117) in the Dry Park Valley; and WHEREAS, the Applicant proposed to rezone the Property from Agricultural I Residential I Rural Density (AIR/RD) to PUD which is more fully described in "Exlu'bit A" (PUD map) and ''Exhibit B" (PUD zoning) which provides the .appropriate zoning on the Property to 1) allow a subdivision of 150 acres more or less into 81 residential lotS which range from 0.7 acres to larger than 4 acres in size referred as a the "Residential Area" and 2) to designate approximately 308 acres more or less of the Property as open space to remain undeveloped and defined on the PUD plan as "Reserved"; WHEREAS, on January 8, 2003, th e Garfield County Planning Commission ,f';_,. ,. - .. \ considered a proposed sketch plan and PUD for SpringRidge II and forwarded a recommendation of approval with conditions to the Board of County Commissioners for the PUD; and WHEREAS, on March 17, 2003, the Board of County Commissioners opened a public hearing upon the question of whether the PUD should be granted, granted with conditions, or denied at which hearing the public and interested persons were given the opportunity to express their opinions regarding the issuance of said PUD; and WHEREAS, the Board of County Commissioners closed the public hearing on the 2ih day of May 2003 to make a-final decision; and WHEREAS, the Board of County Commissioners, on the basis of substantial competent evidence produced at the aforement ioned bearing, bas made the following determination of facts: 1. That proper publication, public notice, and posting was provided as required by law for the hearings before the Planning Commission and before the Board of County Commissioners. 2. That the hearings before the Planning Commission and the Board of County Commissioners was extensive and complete; .all pertinent facts, matters and issues were submitted; and that all interested parties were beard at those hearings. 3. The application is in compliance with the standards set forth in Section 4 :00 of the Garfield County Zoning Resolution of 1978 , as amended. 4 . That the proposed PUD is in compliance with the Comprehensive Plan of 2000 for the unincorporated areas of the County. 5. The proposed use is in the best interest of the health, safety, morals, convenience, order, prosperity and welfare of the citizens of Gaifield County. NOW, THEREFORE, BE IT RE SOLVED by the Board of County Commissioners of Garfield County, Colorado, th at based on the determination of facts · set forth above, the request is approved to rezone th e Property from AIR/RD to PUD (further described in "Exhibit B" attached hereto) which would provide the appropriate zoning on the Property to 1) allow a subdivision of 150 acres more or less into 81 residential lots and 2) to designate 309 acres more or less o f the Property as open space to remain undeveloped . This approval is granted with the fo llowing conditions: 1. That all representations made by the Appl icant in the application, and at the public hearing before the Board of County Commissioners and Planning Commission, shall be conditions of approval, unless speci fi cally altered by the Board of County Commissioners. ~u.. ~a:: _o =o -en -...10 !!!! a: u -:C>--..... -NZ = U> ::> _NO -a..u !!!! 0) c =N...1 -Ul u.I !!!!m~ -a:: .......:. a.. a: =l"'-C> -ICI = .. CS) -rJ "! -Q =C"I •es>c !!~ ISi = ........ CS> -· . .... CS> =~o:: ...... -.... ~ =s iii: 'Ci !!!M -COM 2. The Applicant shall submit the plans and /or maps finally approved by the Board of County Commissioners to the Building and Planning Department in an acceptable digital fonnat as part of final plat. 3. The Applicant shall delineate appropriate building and landscaping envelopes on all proposed lots in the subdivision as part of the Preliminary Plan application that are sensitive to geologic constraints (steep slopes and rockfall hazards) as well as the preservation of wildlife patterns throughout the site. As a part of this PUD, the Applicant shall fully define and describe what may occur within the building and landscaping envelopes within the protective covenants to be submitted as part of the Preliminary Plan application. 4. The Applicant shall be required to obtain all necessary "road cut permits" from Garfield County in the event the Applicant intends to place the extended sewer service line in any County public right-of-way such as CR 117 and /or CR 125. The Applicant shall submit all necessary information required from a road cut application to the Building and Planning Department and the Road and Bridge department as part of the Preliminary Plan application. 5. The Applicant shall provide the following information regarding providing sewer service from the City of Glenwood Springs as part of the Preliminary Plan: A) Provide a specific plan and design indicating exactly where the sanitary sewer line will be installed. B) Submit detailed standards for review of how any County roadway (if used) will be replaced after installation of utilities. C) Submit a swnmarized phasing plan for the entire sanitary sewer system for review and comment. 6. Lift stations shall have double pumps and emergency power. 7. Regarding fire flow, the proposed water system shall meet the requirements of the 1997 Uniform Fire Code, Division III, Fire Protection, Appendix III-A, Fire Hydrant Location and Distribution, Appendix A-III-B. 8. For any homes proposed in SpringRidge II over 3,600 sq. ft., they shall need to have an interior fire sprinkler system installed. These systems to be designed and installed to meet or exceed the standard set forth in NFPA 13R or 13D 1999. 9. The Applicant shall design all roadways, driveways, and water supply systems to meet the Uniform Fire Code 1997 specifications of Article 9. Exception: omit all of Section 902.3 Access to Building Openings. - ------------ I 0. The Applicant shall develop 1) a wildland fire fuels reduction mitigation plan for the entire Subdivision and 2) a plan to maintain the reduced vegetation fuel load . Guidelines to develop this plan may include but are not limited to: Colorado State Forest Defensible Space Thinning Standards (current edition), Uniform Fire Code 1997, Division II, Special Hazards Appendix II-A, Sections 1,2,3,5,7,10, 12,13,14,15,16,17,18,20,23,24. This shall be submitted with the Preliminary Plan application. 11. The Applicant shall submit a Weed Management Plan which includes 1) a map and inventory the property for noxious weeds found on the site, 2) a statement regarding what entity will be responsible for common area weed management in the future including such areas as parks and trails. This Plan shall also be referenced in the protective covenants fot the project. This plan shall be submitted with the Preliminary Plan application for review. 12. Newly created landscaped areas within SpringRidge II shall be limited to 1,300 square feet and shall use drought resistant native plant materials. A list of acceptable materials shall be compiled and included in the Prelimin~ry Plan submittal for review by the Garfield County Vegetation Director. Drip or mist irrigation shall be used within all landscaped areas. 13. The Applicant shall provide a general outline of a Soil Management Plan as part of the preliminary plan submittal. A detailed plan will be submitted for county approval prior to the commencement of construction. Specifically, the Applicant shall provide . a proposed Soil Management Plan that includes 1) provisions for salvaging on-site topsoil, 2) a timetable for eliminating topsoil and/or aggregate piles, and 3) a plan that provides for soil cover if any disturbances or stockpiles will sit exposed for a period of 90 days or more. This plan shall be submitted with the Preliminary Plan application for review by the County's Vegetation Manager. 14. The Applicant shall submit 1) a plant material list, 2) planting schedule, 3) a map of areas impacted by soil disturbance outside of building envelopes (in terms of acres) which are proposed to be disturbed and subsequently reseeded including all road cuts and utility disturbances, and 4) th~ provision of a revegetation security which shall be provided at the time of Final Plat. The amotint of the security shall be determined by the County Vegetation Manager and the Applicant based on the information above and provided at the time of Final Plat The Applicant shall provide estimates for revegetation that include costs for seeding, mulching, and other factors that may aid in plant establishment. The security shall be held by Garfield Colinty until vegetation has been successfully reestablished according to the attached Reclamation Standards. 15. The Applicant sha11 provide for the on-going flood irrigation of open space areas B and C. Provisions will be made to irrigate these areas by the Home Owners Association as an on-going obligation of the Association. In addition, the Applicant ~-----------·---- IL. ~ 0 0 en ...10 a;o C>- 1-•z co::> NO IL<.> CJ) 0 N...J lfl ILi ........ COIL It: D.. a: ..... C> Ill ••Q fl) CS) CS>· CS) M ISIC C5) NCS> ....... 6l .,. . ... Q ...... IS) It: ... co ........ Q U) ... ao o I") coin shall submit detailed calculations at the Preliminary Plan phase showing how the well will be recharged by maintaining irrigation. 16. The Applicant shall submit a revised dra inage study in the Preliminary Plan application that calculates a 100-year flood discharge for the project site so that residences are sited such that there is no threat to flash flood. 17. The Applicant shall submit a summarized phasing plan for the entire storm water control system for review and comment by the County Engineer during Preliminary Plan . 18. The Applicant shall design all ditches at a minimum of six feet for all secondary access roads per County regulations. 19. County Road 125 (Dry Park Road) shall be paved according to approved engineering standards from the end of the present pavement on Dry Park Road to the entrance of the SpringRidge II subdivision as soon as the weather allows in the first phase of development. 20. The proposed emergency entrance between SpringRidge phase I and SpringRidge phase lI shall be constructed so that it may be locked for access only be emergency personnel. The gate that blocks the emergency access shall have combination type locks so that owners in SpringRidge I could open it in case of an emergency. 21. School bus tum-around I pull off shall be designed as part of the Preliminary Plan submittal to be located at the entrances to SpringRidge phase I and phase II. 22. The Applicant may be allowed to construct the trail southward along the knoll above lots 55 through 61 so long as the trail is constructed out of dirt or wood chips. 23. The Applicant will be allowed to construct the cul-de-sac which ultimately serves lots 13 and 17 of the PUD plan so long as the two cul-de-sacs (ending at lots 13 I 17 and at 18 I 19) are connected by an emergency road right-of-way which shall include an improved pedestrian trail within the right-of-way. The design of the emergency I trail right-of-way shall accommodate the ability to handle the passage of large emergency vehicles. This design shall be provided to Staff in the preliminary plan submittal. 24. The Applicant shall be required to obtain driveway permits for four roadway cuts into SpringRidge II PUD from the Road and Bridge Department as part of the Final Plat application process. 25. The Applicant shall revise all sections in accordance with road ditch width standards. The drainage report should detail how deep all ditches need to be and drawings should ·delineate them accurately and in relation to drainage report recommendations. All culverts shall be sized and located per stonn drainage report recommendations. Refer to section 9:35 of the Garfield County Design and Improvement Standards. This information shall be provided during Preliminary Plan to allow adequate review by the County Engineer. 26. All roadways within the development shal l be dedicated to the public. 27. Prior to submitting the Preliminary Plan application, the Applicant shall forward the proposed traffic generation analysis to the County Engineer so that an accurate ADT calculation shall be calculated regarding the proposed trips to be generated from the development. 28. The Applicant shall improve CR 125 from the intersection of CR 117 to the main entrance of SpringRidge II. Further, the Applicant shall not be required to improve CR 125 beyond the main entrance to the eastern end of the development. The Applicant shall consider the possibility of relocating an existing school bus turnaround on CR 125 to the main entrance of SpringRidge II or at an appropriate location given topographic constraints and as appropriate engineering practices allow. 29. The Applicant shall be allowed to construct the proposed cul-de-sac which ultimately serves lots 77 -81 (which is longer than 600 linear feet) as it serves as a secondary emergency egress I ingress for the PUD and is approved by the Board of County Commissioners. 30. The Applicant shall construct the SpringRidge II PUD pursuant to the following phasing schedule provided below and shown on "Exhibit C" as attached to this Resolution. In addition, that Applicant shall submit a summarized phasing plan for the entire road system for review as part of preliminary Plan.· Phase Lots In Phase Commencement Comoletlon I 7-29 and 44-48 (Total of 28) 12 Months after Final Plat Within 12 Months of Commencement II 30-43 and 49-61 (Total of27) No Later than 36 Months after Within 12 Months of Comaletion of Phase I Commeneement Ill 62-81 (Total of 20) No Later than 36 Months after Within 12 Months of Comoletion of Phase II Commencement IV 1-6 (Total of 6) 12 Months after Completion of Within 12 Months of Phase Ill Commencement 31. Construction work for all co'nstruction phases for SpringRidge II shall occur between the hours of7:00 AM and 5:00 PM, Monday through Saturday. 32. In accordance with the opinion of the Division of Water Resources, the proposed water supply can be provided without causing material injury to decreed water rights, and is adequate, as long as: 1) the District's plan for augmentation, the Founnile Creek SWSP and the wells are operated according to their decreed/approved terms and conditions; and 2) the applicant obtains the aforementioned well permits and the contract with the District. The applicant shall -u. !!!!! er _o -Cl -"' --10 =a:(.) iii lC >--.... -IOZ =co::> -NO -0...(.) -enc -N..J -Ul UJ _ ......... -mu. • er -0..-a: =,...u . .., -•• ISi ; tiJ CS> 19· ~M CS) •C!>IO !~e;i = ...... CS) . .,. . • ..... 15) -...... : CS> a:: ..... · .... ~ : cg ·co ... 1 ao o !C"> 'co,.. be required to produce these approved well permits as part of the Preliminary Plan process and include provisions for man agi ng the water system (what entity ((i .e . Home Owner's Association)), will own and operate/manage the water supply system ) within the protective covenants. 33. Water usage at the new homes shall be limited to 18,000 gallons per month and shall be metered and strictly enforced. This lim itation may be reconsidered if the parties agree at a later date based on how th e wells respond and drought conditions. External read out water meters shall be required to be in place as a condition of final certificate of occupancy. 34. The Applicant shall submit a copy of the approved contract with the West Divide Conservancy District for 34 acre-feet and the required approved well permits as part of the submittal materials for Preliminary Plan so that they may serve as proof of a legal and adequate supply of water. 35. The development of the second well and second tank shall be tied together to provide back up provisions for both SpringRidge phase I and phase II. 36. The second well that is to be drilled, Well #2, will be drilled downstream of Well #1 (during phase I of construction within the right-of-way of SpringRidge Court) to offset the possibility of depletion of Well #1. Well #2 is presently permitted for a location downstream of Well #1. A third well will be permitted, but not drilled to be available as a backup if depletion starts to appear to be a problem. 37. The Applicant has agreed to upgrade and pipe the Atkinson Ditch from the divided box at the fire station to the SpringRidge II property in order to increase its efficiency. This upgrade and piping of the ditch shall occur in the first phase of construction. 38. The irrigation of the meadows in SpringRidge II shall continue as they have been irrigated in the past until the commencement of construction for each approved phase of SpringRidge II construction. 39. All foundations for all of the units in this development shall be required to have properly engineered foundations due to the potential for hydro-compactive soils in the area. In addition, the units on Lots 1 -6 and lots 63 -81 shall be required to be properly located within designated build ing envelopes to effectively avoid any potential for rockfall hazards on those lots. This condition shall be addressed during the Preliminary Plan review and included as a plat note on the final plat. 40. The Applicant shall submit an updated geotechnical report for the property that addresses the current project configuration as part of the Preliminary Plan application. 41. CGS recommends that an engineering geologist be retained to assist in the siting of residences for lots 1 through 6 and all those that flank the Maroon dip slope on the east side (lots 63-81). This should be completed prior to construction because if u~stable rock features are located, they can be easily removed with little cost. 42. All lot owners shall be provided with information in the protective covenants which shall serve as a reminder to land owners as to bow they can reduce wildlife I people conflicts and ultimately understand how to live with wildlife present in rural Garfield County. 43. The Applicant shall place building envelopes on perimeter lots to minimize disturbance to existing native sage shrub communities. This is very crucial to try and also preserve as much of the winter forage and cover for deer and elk. These building envelopes shall be shown on the plat provided as part of the preliminary plan submission. 44. Lot owners shall be restricted from erecting perimeter fences around the boundaries of lots. This will allow free movement of wildlife to, from, and between properties and will serve to help minimize wildlife caught in fences. Lot owners shall only be allowed to construct backyard privacy fences not to exceed 50x75 in area for their dogs. Further, these fenced areas should be constructed prior to a C.O. is issued. 45. During the winter and early spring, maintain closure of the hillside pedestrian trails. This area is very important to wintering deer and elk for forage and cover, and human or dog intrusion can have a large impact on wintering animals. 46. Keeping lots I -6 and their building envelopes down as close to county road 125 as possible. The adjacent hillside is one of the key areas to wintering deer and elk and disturbance in this area could significantly impact wildlife use of the area. The western hillside is steeply sloped, and avoiding construction up the slope will help lessen the impacts to wildlife. 47. The Applicant may be allowed to construct the trail southward along the krioll above lots 55 through 61 so long as the trail is constructed out of dirt or wood chips and is closed to use from January 15th through March 15th of each year to prevent disturbing deer and elk when they are in a weakened condition or are calving. 48. The Applicant should incorporate the following items, in addition to "Exhibit A": "Living in Rural Western Colorado" in the protective covenants: a) Dogs should not be allowed to rorun and homeowners should also be advised that dogs chasing wildlife is illegal and can lead to legal action. The Colorado Division of Wildlife will issue fines for dogs harassing or chasing wildlife. If a dog is observed chasing or harassing wildlife it may be shot. No more than one dog per household with a kennel restriction; furthermore an electric fence should not be considered a kennel. Dogs that are not kenneled must be iiiiiiiiu.. -a: =o iiiiiiii~ -..Jo -a:o -C>--~ _ooz =co=> _NO -0..U !!!CJ) 0 =N..J -IO llJ !!!!!! a;~ -a: _o..a: =t-CJ -IO =~~ -CS> • -15) =(") -~Q !!!!!! N CS> =-...csi _..,.. -"CSI =~i:t: iiiii" -,..~ =&» iiiii :g 'O !!!!!! C"J -COOi leashed at all times . Proof of kenne l construction should be required before a Certificate of Occupancy is issued. No dogs allowed by construction workers during the development process. b) Bear/human conflicts have the potential to be a reoccurring problem in this area and it is paramount that certain measures be taken to minimize these conflicts: );> All homeowner have and use an approved bear-proof container for storing all trash/garbage. Trash compactors inside the house can help eliminate bulk and odors, which will further reduce potential problems; );> Bird feeders (including hummi ngbird feeders) can be used but do not mount · humming bird feeders on windows or the · siding of the house. Seed feeders should be strung up at least 1 O' from the ground with a seed catchment to discourage other wil dlife foraging );> Pets should be fed indoors, and pe t food or food containers should not be left outside; );> Horse feed should also be stored in a bear proof container and locked; a job box with a padlock can adequately prevent bears from breaking into horse feed containers; »-BBQs should also be securely housed in the garage or cleaned with a bleach solution when not in use due to the fact that leftover food and grease are an overwhelming bear attractant; »-Round door knobs on the outside of doors rather than lever-type can limit bear access into houses as well as installing a cooling system rather than leaving windows open, as this is the main way bears access homes in the summer. Storm shutters that can be closed and locked when the house is not being used can also discourage bears from entering vacant houses; )> Under current state laws, the Division of Wildlife is not liable for damage to real or personal property by bears. »-For homeowners keeping horses on their property, fencing haystacks with 8' mesh fence for wildlife proofing at the homeowners expense is reconunended . · )> Eliminating plantings of any berry, fruit, or nut producing plants or shrubs will also discourage bears and other wildlife from feeding on expensive landscaping. Homeowners also need to be aware that the Division of Wildlife is not liable for any damage to landscaping by deer, elk, or bear. )> Maintaining as much of the native mountain shrub communities inside the building envelopes is encouraged to continue to provide the highest value to existing wildlife. c) Due to the fact that wildlife does travel through the area, all fencing should be eliminated. If absolutely necessary, homeowners need to adhere to wildlife fiiendly fencing consistent with the Colorado Division of Wildlife approved fences. For wire fencing, a maximum height of 48" with no more than 4 strands and a 12" kickspace between the top two strands is sufficient. Rail --u.. !!!!!!!! 0:: _o -0 -cno =~U !!!!!!!!! >--:Ct- -z -e»=> =coo -N<.> -CL -0 =e» ..J -NIU _IO ... _ .... ~ -al 0:: -a: -0..1!1 ="" -IOCS> =··Q M• =CS> CS> =Mc -tS> -C!ilt'i> -NIS) ='. _.,.«SI _ ... -'0:: =es> _ ... co -... "" =t'i> ... -co 0 -co !!!!! .., C5I -CO ... .·-._ fencing should be held to a max.irnwn height of 42" with at least 18" between two of the rails. Mesh fencing is strongly discouraged, as it significantly impairs wildlife movement. d) During the construction process, large areas of disturbed soil will be inviting to noxious weeds. Weeds can out-compete native vegetation, thus degrading the quality of the habitat. Precautions should be taken so that heavy machinery does not spread noxious weeds within the area. After construction is complete, a weed management plan should be drafted to further ensure that weeds do not invade the native plant community habitat. e) The surrounding lands are heavily hunted during big game seasons. Hunting in the area will not be eliminated due to development. t) Mountain lions may frequent the area and if one is seen in the area, small pets and children should not be left outside unattended during the early mornings and late evenings. Pets and any livestock should be kept in a kennel or enclosed area during the night. 49. The Applicant shall agree that completion of a phase means the completion of all construction including infrastructure for the subject phase. 50. SpringRidge phase II agrees to work with the SpringRidge phase I Home Owners Association to look into areas of mutual benefit on shared expenses and shared maintenance. 51. The Applicant shall include the following plat notes on the Final Plat: a) "Colorado is a "Right.to-Fann" State pursuant to C.R.S. 35-3-101, et seq. Landowners, residents and visitors must be prepared to accept the activities, sights, sounds and smells of Garfield County's agricultural operations as a normal and necessary aspect of living in a County with a strong rural character and a healthy ranching sector. All must be prepared to encounter noises, odor, lights, mud, dust, smoke chemicals, machinery on public roads, livestock on public roads, storage and disposal of manure, and the application by spraying or otherwise of chemical fertilizers, soil amendments, herbicides, and pesticides, any one or more of which may naturally occur as a part of a legal and non- negligent agricultural operations." b) "All owners of land, whether ranch or residence, have obligations under State law and County regulations with regard to the maintenance of fences and irrigation ditches, controlling weeds, keeping livestock and pets under control, using property in accordance with zoning, and other aspects of using and maintaining property. Residents and landowners are encouraged to learn about these rights and responsibilities and act as good neighbors and citizens of the County. A good introductory source for such infonnation is "A Guide to Rural I I I I I I I I I I I I -u.. !!!!!!!!!!!! « _o -c -enc -...IU -a: = >--lCI- -:z: -6>::> =t-o _('f() -A. -Cl ==~ irl -l(JM _ .... u. -a>~ -a: -A.C> =t- -IOQ = ··151 M • =6>151 =Mo -151 -QIS) -NCS> ='-. -·CS) _ .... -'~ =l5) _ .... IO -.... =~c... iiiii ~ 0 !!!!!! M .-f -ID ... Living & Small Scale Agriculture" put out by the Colorado State University Extension Office in Garfield County." c) "All exterior lighting will be the minimum amount necessary and all exterior lighting will be directed inward and downward, towards the interior of the subdivision, except that provisions may be made to allow for safety lighting that goes beyond the property boundaries." d) "One (I) dog will be allowed for each residential unit and the dog shall be required to be confined within the owner's property boundaries." e) '.'Each lot shall have water sufficient to irrigate 3,500 square feet." f) No open hearth solid-fuel fireplaces will be allowed anywhere within the subdivision. One (1) new solid-fuel burning stove as defied by C.R.S. 25-7-401, et. sew., and the regulations promulgated thereunder, will be allowed in any dwelling unit. All dwelling units will be allowed an unrestricted number of natural gas burning stoves and appliances. Dated this 13th day of October, A.D. 2003. COUNTY OF GARFIELD BOARD COMMISSIONERS, GARFIE COUNTY, COL? Upon motion duly made and seconded the foregoing the following vote: John Martin A -=::.=!~=..!:'~-------------:__------~• ye -=L=arry~~M~c~C~o~wn~-----------------~----'Aye -Absent Tresi Hount Aye ~.:=~~~~~~-~~~~-~~~~--~--~-~~~~~~· STATE OF COLORADO ) )ss County of Garfield ) .' -EXHIBIT Pr -u.. -0:: --0 -o !!!!! VI 0 _ ..... u --a: = >--s: .... - z _N:::I =~8 iiiii CL 0 !!!!! en_, =NUJ _Kl ... _ .... u. -ma: -a: __ a., Cl _:;;CS> -•• t5) ;;;;;;;;~ Q -=C"Jo -CS) . -CS) t5) -NCSl -...... iii .. IS) _ .... ....... « ==61 ... _ ........ -.... ,._ =es> ... --co 0 -GI) !!'!! (f) (f) __ co .... • Legend I ./ ...... N--"- ( -N"-Y......, ./ 1..a , ..... .. 10. .... C.-. • ,• o..t...i • -.... -u.. L. Springridge II Sketch Plan c~~:-~~~=::~:~on T otol Lots .., 81 1000 0 1000 Feet 1:12000 1• -1000' ·, l "Exhibit B" Exhibit B is an attachment to the Resolution approving the SpringRidge II Planned Unit Development that specifies the specific description of the approved PUD zones (Residential Zone, Reserved Zone, and Infrastructure Zone), uses, and dimensional requirements. · ~RiJ1a~ntt~1:~6.n~: -~~~iatr~rmorit6~lust:;Jl~~J1<~~lt~t~;ii~~;~~~~~~~~ri1~~,1t~~~~~1~ti~Wi'f~~1;~1;;~~->li(~?~')(1H Uses by Right One sini:ile-familv dwellinq per lot Dimensional Requirements One accessory garage per lot for a minimum of two cars, wither attached or detached - Accessory Uses customarily associated with single-family detached dwellinas Home Occuoations Trails Cross Countrv Ski and Eauestrian Trails Open Soace Gazebo & Picnic Facilities Underground utilities and appurtenant surface facilities and existing overhead utilities lrriaation Eauioment necessarv to irriaate fields .. Ditches and Pioelines Roads and Drivewavs Minimum Lot Area: As depicted on the proposed and approved site plan for the PUD Maximum Building Height: 25 feet as calculated by the Garfield County Zoning Resolution of 1978, as amended. Maximum Lot Coverage: 15% as calculated by the Garfield County Zoning Resolution of 1978, as amended. Minimum setbacks: Front= 50 feet from front lot line Rear :::: 25 feet from rear lot line Side = 10 feet from side lot lines (These shall apply except that Applicant may create building envelopes which are more restrictive than the above, in which case said building envelooes shall overrule and shall control) Additional Requirements: Same as AIR/RD & Supplemental Regulations in the Garfield Countv Zonina Resolution of 1978 as amended. facilities and existing inclement weather iiiiiiiiu_ -a:: --o =c -.,,o _ _.() -ex = >--:Ct- -· z _.,. ::l =~8 -a. -c !!!!!!!!! en_, =NU.I _Ill .... -riU.. -Ill~ -a..c.:> =r-iiiiii lf1 Q -··S -.., . =6)«5> =MCI -Q -CSJQ _NCS> ='. _.,.G> -~"' ===GJco _ .... -ri .... =(5) ... -co 0 -Cl) !!!! C") Ill _co,... Barns related to the Aaricu ltu ral Production Uses authorized bv PUD Aooroval Conditional Grazing and keeping of animals Uses Dimensional Minimum Lot Area: As aooroved and shown on the PUD site plan Requirements Maximum Building Height: 25 feel as calculated by .the Garfield County Zonina Resolution of 1978 , as amended. Maximum Lot Coverage: 15% as calculated by the Garfield County Zoning Resolution of 1978, as amended. Minimum setbacks: Front = 50 feet from front lot line Rear = 25 feet from rear lot line Side = 10 feet from side lot lines (as calculated by the Garfield Countv Zonina Resolution of 1978, as amended.) Additional Requirements: Same as NR/RD & Supplemental Regulations in the Garfield Countv Zonina Resolution of 1978, as amended. Infrastructure Zones: A Utility Zones: The purpose of this zone shall be for the construction, installation, and repair of utility lines along all roads and lot lines within the SpringRidge II development. The zone shall be 10 feet wide along both sides of all roads and all lot lines as approved and shown on the PUD site plan. plus 10 additional feet (in width) along these zones . B. Water Tank Zone: This zone shall be considered a 200' x 200 ' square around the water tank location as shown on the PUD documents for the purpose of the placement of the water tank to serve the SpringRidge II PUD development. C. Water Well Zone: The purpose of this zone is to designate areas for no more than 2 water wells created with in the PUD Plan under "Reservation and Recreation Plan." Additionally, this zone shall include the ability to construct a well house and treatment facility no t to exceed an area of 20' x 20' for each well. Said well houses shall be constructed with wood siding and painted with subtle earth tones tio blend with the surrou ndings. iiiii "- -a: -o iiiii 0. -ino =cl." = >--:Ct-~r!!i =N8 -a. -c !!!!!!m ..J =N&l.I _in ... -'"IL _aao:: -« _llLO ="'"' !!!!!!! '!! i -.., . =6)Q =C"'JCl :zt!i) -NS ='· -~(5) -" _ ....... ..:: -(5) __ ... ~ -,.. =CS) Ce--co 0 -IO !!!!!!! C"I IO -'°""'" Legend tr.' -~·· . •.· .; N """"" N----N-N .. _......, N ,,., ..... S-loaf~ ..... ~ ~ ... _____ , • ·: ,.,......u,,. ~.._ • _;, . '._'' _,:\'~f6;~;~ .... .'~"· :_:,: '\ 1000 -· Springridge II Sketch Plan Exhibit 15 - Development Phase Plan Data So<nce ' 8oM dola and Carfoun, tfigh Countty El>Q i""ring; 5'1e O..lgn, Otak, Inc. Dale l'nporod ' July 8, 1001 DPhaseOne DPhaseTwo • Phase Three • Phase Four . ¥. 0 1000 fffl (I\ 1:12000 l" = 1000' \AJ Responses to BOCC General Conditions on the Springridge II Sketch Plan (Resolution 2003-77) 1. This Preliminary Application is consistent with the SpringRidge II Sketch Plan. The SpringRidge II PUD includes the follow i ng: 484 total acres 152.5 acres devoted to 81 single-family lots 13. 7 4 acres devoted to internal road right-of-ways 8.9 acres devoted to right-of-way for Dry Park Road 309 acres devoted to lands under conservation easement The Applicant agrees that all representations made in the Preliminary Plan application and at the public hearing before the Board of County Commissioners shall be conditions of approval. 2. The Applicant agrees to submit all plans and maps approved by the Board of County Commissioners to the Building and Planning Dept. in an acceptable digital format as part of final plat. 3. Building envelopes for all lots are delineated on the Preliminary Plan map and will be recorded on the final plat. Uses permitted within the building envelopes and the landscape envelopes are fully described within the Preliminary Plan application. These uses are fully defined and described in the Master Declaration of Covenants. Conditions and Restrictions for Springridge Place Phase II Subdivision. 4. All the necessary information to acquire the required road cut permits is contained within the Engineering Report, included with this application as Exhibit 27. 5. Information pertaining to the proposed City of Glenwood Springs sewer service can be found in this Preliminary Plan as Exhibit 41. 6. This information can be found within the Engineering Report Exhibt 27. 7. This information can be found within the Engineering Report Exhibt 27. 8. Language has been included in the Master Declaration of Covenants. Conditions and Restrictions for Springridge Place Phase II Subdivision that requires homes that exceed 3,600 feet to have interior sprinkler systems. Again, these covenants are included as Exhibit 34. 9. All roads and driveways and water supply systems have been designed to meet the Uniform Fire Code 1997 specifications, except Section 902 .3. 10. A Wildfire Hazard Assessment and Mitigation Plan is included with this Preliminary Plan as Exhibit 36. Language has been included in the Master - ------------- Declaration of Coven a nts , Conditions and Restrictions for Springr idge Place Phase II Subdivision that specifically addresses maintenance of defensible s pace for wildfire hazard mitigati on . 11 . A Weed Management Plan is include d with this Pre liminary Plan as Exhibit 35 . The Weed Management Plan is refere nc e d i n the Master Declaration of Covenants, Conditions and Restrictions fo r Springridge Place Phase II Subdivision. 12. The PUD approval restricted new landscap ing to 13 00 sq. ft . The PUD a pproval also requires each lot to have sufficient w ater to irrigate 3500 sq. ft . The excess water to be available to irrigate pre-existing vegetation a nd may also serve to supplement fire flows within the project .. 13. A general outline of a soil management pla n is included within the Engineering Report, included as Exhibit 27 . 14. A Plant Material List is included as Exhibi t 38. A Planting Schedule is attached to the Plant Material List. The ground dis turbance that will occur outside the building envelopes is available on the Revegetaion Plan, included as Exhibit 37. The Applicant will submit a revegetation security at the time of Final Plat. 15. The on-going flood -irrigation of pasture l ands protected under conservation easements Nos. 2 and 3 i s mandated by the Deed of Conservation Easement (included as Exhibit33) as well as the Master Decla ration of Cove nants, Conditions and Restrictions for Springridge Place Phase II Subdivision. Furthermore, the Applicant has agreed to pipe the irrigation water at the head- gate on Four Mile Creek to the property (p e r Condition #37, below). The piping of the ditch will increase transport efficiency, thereby increasing the volume of water available to irrigate the pastures wit h . 16. A Drainage Study is included a s Exhibit 28 . Within the Drainage Study, recommendations are made regarding the s uggested top of foundation elevations for specific lots in order to avoid the threat of a flash flood. 17. A phasing plan for the entire storm water co ntrol system has been provided in the Engineering Report that accompanies t his Preliminary Plan. 18 . All ditches have been designed to meet this condition . 19 . The Applicant would like to clarify this co n dition. The Applicant agrees to paving County Road 125 (Dry Park Road) from the end of present pavement at the entrance to SpringRidge I to the entrance of SpringRidge II . The Applicant agrees to complete this task in Phase I of t his developme nt. 20. The proposed emergency entrance betwee n SpringRidge I and SpringRidge II shall be constructed so that it may be locke d for access only by emergency personnel. The gate that blocks the emerge ncy access shall have a combination type lock. This condition is documented on page 11 of the application. 21. A new school bus turn-around located at the entrance to SpringRidge II will be developed in Phase I. The existing bus turn-around located at the entrance to SpringRidge I will be mai ntained until it h a s been determined that the school bus needs to pick up children at the entrance to SpringRidge II. At this time the existing bus turnaround will be reclaimed b ecause the bus will be picking-up children at the new turnaround, then proce eding to the entrance to SpringRidge I to pick-up children on its way back to Four Mile Road. 22. The Preliminary Plan specifically states tha t this trail will be a natural surfaced trail on page 8 of the application . 23 . In regards to the proposed cul-de-sac that w ould ultimately serve lots 13 and 17 , an emergency access right-of-way has been included on the Preliminary Plan that connects this cul-de -sac with the one to the east that ultimately serves lots 18 and 19 . An improved p edestrian trail is i ncluded within this emergency access right-of-way. 24. The Applicant will obtain driveway permits for four roadway cuts as part of the Final Plat application process. 25. The Applicant has revised all ditch sections to a six-foot (6') width. The Drainage Report details all ditch specifications. 26. All roadways within Springridge II shall b e dedicated to the public, but will be privately owned and mai ntained. 27. The Applicant has submitted the traffic generation analysis to the County Engineer for review. The County Engineer's recommendation regarding ADT has been used to calculate the Off-site Road Impact Fee, and his response regarding this matter is documented in Exhibit 40. 28. The Applicant proposes to improve County Road 125 (Dry Park Road) from the current end of pavement at the entrance t o SpringRidge I to the entrance of SpringRidge II. The Applicant proposes to develop a school bus turnaround at the entrance to SpringRidge IL These improvement will occur in Phase I of the development. 29. The road in question will serve as a secondary emergency access . 30. The phasing plan included in the BOCC conditions has been adopted and is on page 7 and page 18 of the Preliminary Plan application. The phasing plan also includes details related to road, trail, utilit y and school bus turnaround construction phasing. 31. The Applicant has noted that construction shall occur between 7:00AM and 5:00 PM in the application text. 32. The well permits are included as Exhibit 32. The provisions for managing the water system are included in the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 33. Water usage provisions have been include d i n the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 34. A copy of the approved contract with the West Divide Conservancy District is included within Exhibit 32. 35. The second well (Springridge Well No. 2) and water tank shall be tied together to provide back up provisions for both SpringRidge I and SpringRidge II. This provision is detailed in the Engineering R eport, attached as Exhibit 27. 36. Springridge Well No .2 shall be drilled downhill from Well No.1, as detailed in the Engineering Report. 37 . The Applicant agrees with this condition, as detailed in the Engineering Report. 38. Irrigation of the pastures will continue as it has been in the past until the commencement of construction for each approved phase of SpringRidge II. 39. The Applicant agrees to include these con ditions as a note on the Final Plat. 40. The geotechnical report submitted with the Sketch Plan summarized the geologic conditions of the entire Property. It is the op inion of the Applicant that the geotechnical report is valid regardless of the development plan proposed for the Property. Therefore , it is the opinion of the Applicant that the geotechnical report prepared by Hepworth-Pawlak Geo technical, Inc. remains valid for this Preliminary Plan. The Applicant has taken care to ensure that any and all hazards or potential hazards identified in t he report have been avoided or are mitigated in the development plan for Spri ngridge IL 41. An engineering geologist will be retained to assist in the siting of residences for lots 1-6 and all those that flank the Maroon dip slope on the east side of the property (lots 63 -81). 42. Specific language regarding wildlife/people conflicts has been included in the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 43. Building envelopes are included for all lots on the Site Plan and will be included in the Final Plat. Building envelopes on p erimeter lots have been designed to minimize disturbance to native sage shrub communities. 44. Language prohibiting the construction of perimeter fencing is included in the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. Language in the covenants also specifies that privacy fencing shall be limited to 50X75. Furthermore, language in the covenants specifically identifies the design and type of fencing that is permitted within Springridge II. 45. Language identifying seasonal trail closure is included in the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 46 . Building envelopes for lo t s 1-6 have been loc ated as near to County Road 125 as possible. 47. The trail will be natural surfaced and will be subject to seasonal closure as identified in the Master Declaration of Cove nants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 48. These items have been included in the Master Declaration of Covenants, Conditions and Restrictions for Springridge Place Phase II Subdivision. 49. The Applicant agrees that all infrastructure construction for specific phases will be completed prior to the commencement of infrastructure construction for subsequent phases. However, once lots have been sold as part of a phase, construction on these lots may occur independently of infrastructure construction for subsequent phases. 50. The Applicant will encourage a working relationship between SpringRidge I and SpringRidge II homeowner's associations. 51. The Applicant shall include the notes listed in condition 50 on the Final Plat. Pat Fitzgerald Glenwood Brokers, LTD. P.O. Box 1330 Glenwood Springs, CO 81602 Re: Springridge Reserve, PUD, Preliminary Plan Application SE Job No. 24040.01 Dear Pat: This Jetter comprises an engineering report for the Preliminary Plan Application to Garfield County . Introduction • July 9, 2004 I The site is approximately 4 79 acres on the East Side of Four mile Cree k. The site is generally comprised of irrigated pasture , hay fields , scrub/sage brush and some juniper/pin yon forest. The site is accessed from County Road 125 (Dry Park Road). An irrigation ditch (Atkinson Ditch) conveys water from the southeast corner of the site across to the north at a 1-% slope. Water Svstem Water Supply Existing and proposed wells will provide a legal supply of potable water to the proposed treatment, storage and distribution ~ystem. The adjacent development to the north, Springridge Place Phase I (22 single family homes) utilizes the existing well ~ith a water chlorination system, storage tank and distribution system. To meet the calculated demand an additional well will be developed to provide adequate physical supply to meet water demands of 103 single family homes. The Proposed development will construct a new water storage tank and distribution s ystem that will be designed and connect into the existing system. Springridge Well No. 1 (the existing well that serves Spring Ridge Phase I) and Springridge Well No. 2 (not yet drilled) are decreed (Case No. 93CW51) to serve the Spring Ridge Subdivision and Springridge Reserve. A second well will be drilled and connected to the water system. Out of priority diversions from these two wells are allowed under the West Divide Water Conservancy Augmentation Plan decreed in Case No. 94CW344. Springridge Reserve has acquired additional contract water from West Divide Water Conservancy District to meet the full augmentation needs of the propo sed development. The wells are decreed to serve up to 125 single-family units however the combined demand for domestic and irrigation requirements is based on a total of 103 units for the Springridge Place Phase I (22 uni ts) and Springridge Reserve (81 units). The existing well has been evaluated for quantity and quality. Water Treatment The water treatment building is currently next to and connected to the existing well. After chlorination the water is pumped to the existing tank for storage. The second well to be located in the school bus turn around will be connected to the existing treatment building where it will be chlorinated and combined with the water from well #1 and pumped to the storage tanks. 502 Main Street• Suite A3 •Carbondale, CO 8162 3 • (970) 704-0311 •Fax (970) 704-0313 SOPRIS ENGINEERING • llC civil consultants ~Water Storage Pat Fitzgerald Jul y 6, 2004 Page 2 of 5 The syste m will be designed to provide a re li ab le water s upply adequate to meet exis tin g fire flow requirements and the in- house ne eds of the subdivision p ro p erty owners . S op ri s Engineering recommends the inst a llation of a minimum of 252, 100 ga llons of water storage in two storage tanks to me et the re qu ired fir e flow requirements . This vo lume is based on 1500 gpm minimum flow for 2 hours (180,000 gal) p lu s 2-day average use for domestic water s torage (350 gal/day/lot x 103 lots x 2 = 72,lOOga l) fo r a total of 252,100 ga ll ons. The existin g tank has been field meas ured and is 33.7 feet in diameter by 25 feet high. If the water le ve l is assumed to be 22 feet high this tank will hold 146,708 gallons. We h ave ass um ed a conservative operating storage capacity of 145 ,000 gallo ns. We are proposing the new tank be 29 feet in diamete r by 25 fee t high to ma tch the height of the ex isti n g tank. Assuming the water le ve l to be 22 feet high the new tank storage volume will be 108,640 gallons. Therefore the tota l cap acity of the two tanks will be 253 ,640 gallons. • The existing storage tank is located at an elevation of 6574 feet. The sta tic hea d in this tank is no t a dequ ate to m eet the required fire flow for all the Springridge Reserve development. P o tential tank sites have b ee n evaluated for use with the proposed distribution system during thi s design phase . There is ample space available at hi g her e le va tions on the site to c o nstruct the additional water storage capacity. B ase d on our findings it is fea sible to de s ign a new s torage facility loca ti o n at a higher elevation that would provide adequate pressure for fire fl ows fo r Springrid ge Res erve. A tank base elevation of 664 7 feet will be required to s upply fire flow a nd water service to the highest point in the development, Spring Ridge Reserve L ot #39. Sopris Engineering recommends th at a new tank be constructed at a locatio n 6647 feet in elevation. Once the new tank is on lin e, the exi stin g tan k w ill be re located adjacent to it so that the e nti re project, Springridge Phase I and Springridge :';.e serve will b e served at one pressure head . This will eliminate the ne ed for two ~-ressure zo ne s and the installation of pressure reducing valves. W e have determined that th e c···ns tructio n of a new smaller l'nk combined with the relocation of the existing tank is more economic than building a single larger tank. Appropriate construction methods will be incorporated to minimize disturbance on the hillsid e and provide an effective foundation and access route to th e proposed infrastructure improvements. Water Distribution A 10 " water main is required to extend from the tank into the developme nt with 8" water mains distributing the water through the development and 6" mains to fire hy drants. Individual homes will utilize 1" water servi ce taps. The existing 6" water service to Springridge Phase I will be connec ted to the 10" line from the tank at the intersectio n with Dry P ark Road. The proposed new lines are adequate to provide 1500 gpm fire flows to all fire h ydrants located within the Springridge Reserve deve lopment. Connection of Springridge Phase I to the new s torage tank will improve the fire flows to all the existing fire hydrants located in this development. The Lots 1 thru 5 in Springridge Reserve will have taps connected to the existing water main that serves Springridge Phase I where it runs para llel along Dry Park Road . Water Phasing Plan Sopris Engineering re commends that the water storage tanks and well be c o nstructe d during the first phase of development. The wate r distribution piping throughout the development will follow the phasing of the de ve lopment. All piping to serve 29 lots (6 , 7-29 & 44-48) will be constructed during Phase I. In addition the water line in Elk Ridge Drive will also be constructed to provide water to the sewer lift station. During Ph ase II co nstruction additional water piping will be installed to serve 27 lots (30-43 & 49 -6 1). Phase III piping will interconnect the loop on Hidden Valley Drive and provide service to 20 lots (62-81). Phase IV construction will consist of providing taps on the existing water line to prov ide service to 5 lots (1-5). All water sys tems will be designed installed and tested to meet the requirements of the Colorado Departme nt of Heal th. Sewer System Gra v itv Se\ver Svstem Pat Fitz gerald July 6, 200 4 Page 3 of 5 The proposed 81 lo ts will be served by a c e ntral 8 " g ravi ty s ew er sys tem, which w ill tie in Lo a lift s tati o n locate d in th e ope n space across from lots SO and 81. The majorit y of the gravity s ewer line s and manho le s will be locate d wi thin the road ri g ht of way. To provide interconnection some of the sewer line s will cro ss o pen s pa c e . Forced Sewer Svstern The lift station will pump the sewage through a 3" forced main line ap proximately 3 .7 mile s (1 9,400 f ee t) to a connection to the Glenwood Springs sanitary sewer at the Fourmile Ranch Subdivi sio n. The concept of the proposed system is delinea te d on the attached plan. The forced main will be installed parallel to the g ravity in utili ty easements within Springridge Re s erve to Dry Park Road. On Dry Park Road the forced main will run down the north side of the as phalt with clean out manhole provided where the forced main enters the Dry Park Road right of way. Sopris Engineering recommends that the forced sewer main be installed within the gravel shoulder or existing paveme n t if no shoulder exis ts along Fourmile Road. This location will place the centerline of the forced main generally within the road bench approximately 4 feet east of the break point (edge of asphalt or shoulder). See drawing detail for clarification . Traffic control/interruptions and length of construction period was a big factor in forced main location. We beli eve this location will minimize the impacts on traffic. Examination of the existing utilities along Fourmile Road indicate th a t they are located outside of the pavement on each side of the road except for road crossings s o the edge of road installation should also minimize conflicts with the utilities . We have proposed cleanout manholes be installate d every 2,500 feet min i mum to be able to remove any blockage in the for ce d main . (he count~ Road Cut Sp~cial Pro:ision Permit s?ecifies tha: the Co~~t y Comm_is ~ioners must ~pprove an~ i~stallation over ,000 feet 111 length . The 111format10n requested for the Special Prov1s10ns Permit 1s rncluded with the Prehmrnary Plan Drawings. We are asking that the County Commissioners approve th e Road Cut permit for the extended Forced main as part of the PUD Application. Lift Station The average daily sanitary sewer flow was calculated to be 20 ,250 gal/day at build out. The sewer lift station will be required to handle the peak flow of 30,375 gal/day, 1.5 times the average. The lift station will be equipped with two pumps for redund ancy. Each pump will be capable of pumping the full flow requirement. The lift station within the development is proposed a t a finish floor elevation of 6396.5, the high point of the forced main at Dry Park and Fourmile intersection is an elevation of 6488 and the discharge to gravity 19 ,372 lineal feet away is at an elevation of 6022. The pump pressure necessary to over come head loss and friction losses to the high point a t Fourmi!e Road and Dry Park Road is 120 psi. From the high point to discharge into the Glenwood Springs gravity sewer sy stem at Fourmile Ranch the head gain of 466 feet down hill will over come the friction loss within the pipe. The forced main has been sized at 3" to balance the head loss, friction loss, flow velocity (4.5 ft/sec) and head gain for a proposed flow rate of 100 gallon per minute . Normal sewage inflow will require th at the pump operate for a tota l of 3.4 hours per d ay. The volume of the 3" line is 7087 gallons, which is approxima tel y 35% of the daily storage volume. The lift station tank has been sized to hold a volume of 5445 gal up to the flow line of the gravity sewer in a (8' x 14") rectangular concrete tank. The volume contained within the tank is equal to approximately 25 % of the average daily volume. The tank will be completely buried underground, the pumps and control system will be mounted on top of the tank and enclosed within small building that will protect the lift station and allow maintenance. Emergency power backup for the lift station was required as part of the conditions for approval. We have p ro posed a pump system that uses natural gas for back up power however it could use propane. It is proposed that the entire lift station will be a design build . Controls will be designed to pump the sewage when the normal full level is reached . Should a peak ev e nt occur that one pump cannot ke ep up lith; the second pump will be programmed to start and double the fl ow out of the tank. Should all sys tems, alarms and '1ckup power fail, the lid elevation of the tank is lower than the lowes t proposed finished floor of any lot. Sewer Phasing Plan Pat Fitzgerald July 6, 2004 Page 4 of 5 The sewe r system will follow the pha si ng p lan proposed for the overall proj ect. The forced main from the lift s tatio n to di sc harg e point at Fourmile Ranch and the Lift station will be constructed durin g Phase I. The s ewer ma in and sewe r service to 29 lots (7-29 & 4 4-4 8), sew e r lin e across Res e rve Area "B " wi ll be co ns tructed d ur ing Phase I. The sewe r main and service lines to 27 lo ts (6, 30-43 & 49-61) \Vi l! be co n structed dur ing P hase II. The sewe r main and sewe r se rv ic e lines to 20 lo ts (62-81) will be constructed during Phase III. The sewe r mai n and sewe r service lines to 5 lots (1-5) wi ll be co ns tru cted du rin g Phase IV. All sewer mains shall terminate at a se\ve r manhole at the comple tio n of eac h phase . All sanitary systems shall be designed installed and tested to meet th e requirem e nt s of th e Colorado Department of H ea lth. Irri!wtion System • The existing irrigation sys tem which receives raw water from the (A tki n son Ditch) flows along t he sout h sid e of Dry Park Road to th e entrance to Springridge Pha se L Spring Ridge Road, where it crosse s Dry Park Roa d . The ditch sys tem continues from thi s point in a se ries of s malle r d itches a nd laterals through the project providing flood irrigation to th e ex isting fields within the project. W e have proposed that the Atkinson Ditch be pip ed in a 24 " pipe from the di ve rsion weir at Four Mile Road and Dry Park Road intersection to th e point w h e re it crosses Dry Park Road at Springridge Drive . The existing di ve rsio n to provide irrigation water to Springridge Phase I will be reconnected to the pip ed ditch at this point. Th e 24" p ipe will continue along the east s ide of Dry Park Road until it reaches the boundary between lo ts 11 and 12 where a Diversion manhole will be constructed. Surface drainage from the hills above that were hi storically collected in th e irri gation di tc h will be allowed to lllnter th e 24" pipe at specific locations. The irrigatio n ditches beyon d lots 11 a nd 1 2 will no longer be req uired and will be IJb andoned. The Diversion manhole will have o n e 12" irrigation o utl et and a 24" overfl ow. The 12" irrigation pipe will route water to the existing fields that are to remain and to des ignated Lots. Irrigation ri se rs will be provided at open channel lateral location s placed within the pastureland to flood irrigate this land more efficiently th a n the present system. A winter drain will be placed at the low point on the 12" irrigation pipe within the pa st ur eland. On ly 27 designated Lots (8-20, 41-50, 62, and 67-69) that are within th e area of existing irrigated fields will be allowed to co nn ect to th e irrigation sys tem. Irrigation laterals will extend from the 12" main line to each of these designated lots. Lot own e rs will have to provide their own irrigatio n system. The 24" overflow will parall e l the 12" line to the pastureland and day ligh t in an open discharge . We anticipate th a t the overflow will route large r storms along the historic p a th. Constructio n of all irrigation improvements w ill be accomplished during the first phase of development. Flood Plain The entire site is excluded from the limits of the FEMA 100-year flo o dplain zone. The site does not contain any active streams except for the existing irrigatio n ditches. Garfield County Flood plain Special Use Permitting is not applicable to this site. Drainage Attached drainage study dated June 17, 2004 discusses the proposed site draina ge . The drawings s ho w the installation of 6 detention b as ins to control the s urface runoff from a 25 and 100-year sto rm. The detention basins effectively control this runoff so that the 100-year peak runoff of 95 CFS historical rate will be reduced to 21 CFS post development leaving the site. ~Road Design Pat Fitzgerald July 6, 2004 Page 5 of 5 The existing Co u nty Road 125 (Dry Park Road) will be improved to the e n trance of the d evelo pment. The road improvement will be designed as a minor collector with 12 ' Jan e widths, 6 ' shoulders and 6' bo rrow di tc h. All necessary drainage imp rovements will be mad e with the add i tion of c ul verts to route storm water to th e proposed detention b asins. Based on th e estimated Vehicle tr ips per day, the interior s ubdi vis ion roads will be d esigned as Secondar y Access roads. The minimum right-of-way will be 50 ' with 11 ' Jane w idths, 4' shoulder w idth s and 6 ' borrow ditch . The Road design will be in accordance with Garfield Cou nty Stre et and Roadway design standards how eve r roads w ill b e owned and maintained by the HOA. Roads will be constructed in accordance with the phasing plan. Phase I will require construction of all improvements to Dry Park Road, Spring View Drive, High Point Drive, Sopris Way, Elk Ridge Drive, Wa te r Tank R oad a nd Hidd e n Valley Drive from lot 44 to the intersection with Elk Rid ge Drive. Ph ase II wi ll re q u;r e the continued construction of Hidden Valley Drive from lo t 44 to lot 50. Phase III will requir e the continu e d construction of Hid d en Valley Drive from lot 50 to the inte rsection with Elk Ridge D rive. Phase IV will req u ire construction of the dri veways to lots 1 thru 4. Pede strian Trails P e d es trian trails are provided around a ll the major interior roads. These tra ils will be 8 feet wide and soft surfaced . An additional nature trail will be provided beginning at lot 5 1 and end ing a t lot 68 through th e und eveloped a re a to th e south of the project. This nature trail will be confined to betwee n 18 and 24 inc hes in width and will be constructed out of th e existin g rock and soil within the area of the trail surface. This trail will have restricted use as described in th e PUD application, so as ~ot to impose on the wild life. Proper drainage for the tr ai l will need to b e inco rp ora ted in the field based up on site -spec ific J:onditions. If you have any questions or need any additional information please give me a cal l. DRAINAGE STUDY FOR SPRINGRIDGE PLACE PHASE II PUD COUNTY ROAD 125 GARFIELD, COLORADO PREPARED FOR: THE GREENWALD CHILDREN'S TRUST C/O GLENWOOD BROKERS, LTD . -- ATTN: PAT FITZGERALD P .O. BOX 1330 GLENWOOD SPRINGS, COLORADO 81602 SUB1\1ITTED TO : GARFIELD COUNTY BUJLDING & PLANNING DEPARTMENT 109 gm STREET, SUITE 100-C GLENWOOD SPRINGS, COLORADO 81601-3360 John E. Kornfeld, P .E. PREPARED BY: Sopris Engineering, LLC 502 Main, Su it e A3 . Carbondale, CO 81623 SE Job No. 20102.02 May20, 2002 Revised June 17, 2004 502 Main Street • Suite A3 • Carbo_ndale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 SOPRIS ENGINEERING LLC civil consultants TABLE OF CONTENTS SECTION 1.0 INTRODUCTION AND PURPOSE 3 SECTION 2.0 EXISTING DRAINAGE CONDITIONS 3 2 .1 Onsite Hydrologic Conditions 3 100-Year Floodplain Affecting Onsit e Development 4 Existing Runoff Rates 4 2.2 Offsite Hydrologic Conditions 5 SECTION 3.0 DEVELOPMENT DRAINAGE PLAN 5 Grading and Finished Floor Elevations of Permanent Structures 7 Detention 7 Culverts 7 Roadway Ditches 8 SECTION 4.0 ANALYSIS METHODS AND ASSUMPTIONS 8 SECTION 5.0 SUMMARY 8 Exhibit I -Existing Drainage Map (7.5 min quadrangle scale) Exhibit 2 -Existing Drainage Map (onsite I"= 600 ') Exhibit 3 -Post Development Drainage Plan Exhibit 4 -Swnmary of Detention Basins Exhibit 5 -Stage-Storage-Discharge Data of Detention Basins Appendix I Appendix II Appendix ill Appendix IV Appendix V Drainage Calculations and Hydrologic Data for Existing Conditions Drainage Calculations and Hydrologic Data for Developed Conditions Culvert Calculation Worksheets Ditch Hydraulic Capacity Rainfall Intensity -Duration -Frequency Curves 2 1.0 INTRODUCTION AND PURPOSE Springridge Phase II is located in Garfield County, about 5 miles south and west of Glenwood Springs, Colorado. The proposed development lies along County Road 125. The planned development consists of eight-one (81) si ngle family lots. The lots range from 1 acre to more than 4 acres in size . Six lots lie "uphill" (west) of County Road 125, and the remaining lots are located east of County Road 125, which lie in the "flatter" areas of the site. Additionally, the developed site includes significant open areas . The total area of the subject property is approximately 483 acres. Based on the location of this development and the proposed activity, the purpose of the drainage study is three-fold: • First, to estimate the stormwater peak runoff rates that may be expected due to development. Pre-development is defined as the existing condition prior to any development construction. Post-development is referred as the Springridge Place Phase II with all Jots developed with infrastructure roadways. • Second, to provide detention for any increase in developed peak runoff rates above the historic peak runoff rates, such that stormwater leaving the site does not increase. • Third, to meet compliance of approved drainage standards per Land Use Regulations for Garfield County. 2.0 EXISTING DRAINAGE CONDITIONS AND FEATURES Onsite Hydrologic Conditions The subject site consists of 483 acres. The parcel generally consists of undeveloped property with native vegetation and irrigated pasture . Existing vegetation consists predominately of sagebrush in the valley areas and pinyon-juniper woodlands on the steeper slopes and ridgetops . The flatter areas near the center of the site consist of irrigated pasture. Other than County Road 125, there are not any improved roads across the property. See Exhibit 1 -Existing Drainage Map. Several irrigation ditches are located on the site. The Atkinson Ditch is proposed to be piped through the development. The overall land slopes from south to north. Slopes vary from more than 30 percent on the sideslopes to about 2 percent in the flatter valley areas . The central portion of the site is characterized as a 'gently sloping valley bottom'. In contrast, the south, west and east sides have steeper slopes. Soils in the area are quite variable. According to the geotechnical study entitled "Preliminary Geotechnical Study, Proposed Springridge Place Phase II, County Road 125, Garfield County" by 3 '~,·, . ·. \ ti : · .. ; ri (i ~-\;( .. :''\ . ·-.........::::. j; \ : ( .... '· : \ · 1 : \. : fQ)\ \I_, ~I · .. \{. (!)1 '-" \~ r;:/ \ ~-!-~. Q:J ~- / '\· ~ .. ~\ ~ I I HP Geotech, dated February 26, 2001 , the valley bottoms have about 1 to 1 Yz feet of surface soils that are medium textured . The subsoils are variabl e in depth, d ep e nding on the position on the slope. Areas that are steep and rocky have an overall soil depth that is shallow to moderately deep . However, the soils in the valley bottoms are very deep to bedrock, i.e., greater than 60 inches in depth. According to the geotechnical engineer, groundwater is usUally more than eight feet below the surface . 100-Year Floodplain Affecting Onsite Development Although this site is not affected by a 100-year floo dp lain of any major drainage, several small ephemeral stream channels occur within the project site that merit attention as to potential flooding along the drainages . Likewise, small alluvial fans also occur near the eastern portion of the site. The geotechnical engineers identified several small alluvial fans occur for several of the lots at the mouth of several drainages . Existing Runoff Rates Four drainage basins are identified across the site. The principal drainage basin, Basin 1, encompasses most of the site. This drainage area includes significant offsite drainage from the south. The second drainage area occurs in the extreme northeast corner of the site, which combines with the larger drainage immediately north of the property. A third drainage area lies along a pronounced ridge that drains offsite to the west. Lastly, a fourth drainage area lies in the extreme northwest corner of the property and drains o ffsite . No development is proposed for the three smaller basins, as these areas are proposed as open space with no surface disturbance. Runoff curve numbers '51' and '58' represent the m aj ority of the existing hydrologic conditions . Curve number '51' represents sagebrush (with grass understory) in fair condition with "B" hydrologic soils. Curve number '58' represents piny on-juniper woodlands in fair condition with "B" hydrologic soils. The sagebrush areas generally occur in the central portion of the site on the flatter slopes, whereas the pinyon-juniper woodland areas occur on the steeper slopes and ridgelines. These values are representative of the existing vegetative composition and density, as well as the gravelly and cobbly soils along the flood p lain of the Roaring Fork River. The time of concentrations for the stormwater to travel from the most hydraulically remote part of the site to the point of concentrations varies from 5 7 minutes for the large watershed to less than 10 minutes for the smaller drainage basins. The time of concentration consists of sheet flow, shallow concentrated flows, and channelized flow. P lease refer to Section 4.0 Analysis Methods and Assumptions for the details pertaining to the methods and input parameters . The peak discharges generated onsite for the 25-year and 100-year design storms are : Drainage Area Basin IA Basin lB Combined Basin 1 Basin 2 Basin 3 Basin 4 25 Year -24 Hour Design Storm (cfs) 16 4 20 0 2 0 4 100 Year-24 Hour Design Storm (cfs) 74 24 95 4 8 2 Hydrologic data calculations for the existing conditions are included in Appendix I. Exhibit 2 also shows additional detailed information for existing onsite drainage. Two of the smaller basins produce less than 1.0 cfs of runoff during the 25-year design storm. This is due to the pervious soils, the vegetative cover, and the small drainage area. The southern boundary of Springridge Phase I development coincides with the north boundary of Springridge Phase II development. Two existing residences along the southern boundary of Phase I lie near the flow line of the natural drainage way of runoff leaving Phase II. Based on the existing peak runoff rates from Phase II, the finish floor elevations of the two structures do not lie significantly higher than the existing elevations of the swale where runoff enters Phase I. Offsite Hydrologic Conditions The site is affected by off site stormwater from the south and east of th~ site. The offsite drainage basins consist of natural conditions, are undeveloped, and have similar hydrologic characteristics as the basins within the project site. The drainage basin areas and peak runoff rates are listed above in the 'Onsite Hydrologic Conditions'. Basin IA is the offsite contribution of Basin 1. 3.0 DEVELOPMENT DRAINAGE PLAN Access roads will link the residential development with County Road 125 . Roadways are planned to be paved with ditches constructed on each side of the roadway to convey stonnwater runoff from the lots and roads. The conveyed stormwater will then drain to the proposed detention basins, where detention will be provided to reduce peak runoff rates and accommodate additional stormwater volumes generated from development. The development consists of 81 lots. Lot sizes range from about one acre to more than four acres . Remaining areas of the proposed development include undisturbed open areas and roadways. Refer to Exhibit 3 -Developed Drainage Plan. Due to the size of the lots, a majority of the surface area within each lot will remain in the native state. To estimate runoff potential with development, several assumptions are necessary to quantify stonnwater increases. The assumptions are described below. Roof Area Driveway = 18' x 50' Sidewalk = 3' x 60' Patios = 12' x 12' and 10' x 10' Total hnpervious Grass/Landscaping = 50' x 50' (front) = 3,000 SF = 900 SF = 180 SF = 244 SF =4,324 SF plus 50' x 30' (rear) = 4,000 SF Curve Number 98 Curve Number 70 Natural (assume one acre lot -so, 35,236 SF = 35,236 SF Curve Number 51 So, 35,236 SF remaining) 5 ) ' / <= DIRECTION OF SURFACE DRA INAGE BASIN IB DRAINAGE BASIN DESIGNATION EXHIBIT 2 EXISTING DRAINAGE GRAPHIC SCALE 0 300 600 1200 (INFUT) I inch = 600 ft. .. Wt CN per lot= 57.4 Use 58 Lots larger than 1 acre will result in a slightly lower curve number than 58. The developed weighted curve number can then be compared with the existing curve number to measure the increase in peak runoff rates with development. Calculations for the stonnwater increase with development are located in Appendix II. The site is divided into sub-drainage basins. Runoff from each sub-drainage area will drain into one or more detention basins before leaving the site to the north. Below are the peak runoff rates after development . Identifying Drainage Area 2 5 Year -24 Hour 100 Year-24 Hour No.* D esign Stonn (cfs) Design Storm (cfs) I Offsite Basin IA 16 74 2 Detention F 13 68 3 Area 19 0 1 4 Combined (2 and 3) 13 69 5 Detention E 10 27 6 Area2 1 3 7 Area6 1 3 .. 8 Combined ( 6 and 7) 1 6 9 Detention A 0 2 IO Area3 1 6 11 Area 7 0 2 12 Combined (I 0-11) 1 8 13 Area8 0 I 14 Area9 0 I 15 Combined (12, 13 and 14) 2 10 16 Area 10 0 0 17 Combined (15 and 16) 2 10 18 Combined (5 and 17) 11 30 19 Detention B 7 27 20 Area4 2 7 21 Area 11 0 1 22 Combined (20 and 21) 2 8 23 Area 15 0 0 24 Area 16 0 0 25 , Combined (22-24) 2 8 26 Area 12 0 0 27 Area 13 0 0 28 Combined (26-27) 0 I 29 Area5 2 9 30 Area 14 0 0 31 Combined (29-30) 2 9 .. 32 Combined (28 and 31) 2 10 33 Combined (25 and 32) 4 18 34 Area 17 0 1 35 Combined (33 and 34) 4 19 6 .. .. .. 36 Combined (19 and 35) 8 28 37 Detention C 5 23 38 Area 18 1 3 39 Combined (37 and 38) 5 24 40 Detention D 4 21 * Used to identify the routing and sequence of drainage areas involved in column 2 . Caution should be used with reference to the 100-year peak runoff rates from the detention basins. Once significant overtopping of the detention basin spillway occurs, the modeling may not be accurate. The primary purpose of the 100-year peak runoff rates is to compare the runoff potential of the individual drainage basins . Grading and Finished F1oor Elevations of Permanent Structures "The grading plan for the subdivision should consider runoffthroug}I_the project and at individual sites." All structures should be located above of the 100-year floodplain . All finished floor elevations of structures in the project will be above the 100-year water surface elevation. The general drainage plan includes establishing a minimum top of foundation elevation at least 1.0 feet above the highest adjacent grade of the structure. Detention To compensate for the increase in runoff potential from development, detention basins are proposed to temporary store the increase in stormwater volumes and reduce the peak flow downstream. Six (6) detention basins are proposed. Exhibit 4 shows the detention basins, elevations, low and mid flow orifices and elevations, grate elevations, and spillway elevations. Also included are the volumes and the water surface elevations for the 25-year and 100-year design stonns. The volume of each basin is based upon variable depths and sideslopes . Exhibit 5 shows the stage-storage-discharge relationship of each detention basin. The above basins will retard runoff sufficiently to reduce historic peak runoff rates leaving the property with development. This is evident upon a comparison of existing and developed runoff rates . For example, compare the existing (historic) rat e of 20 cfs from Basin 1 with the outflow from Detention Basin D (4 cfs). Similarly, the 100-year peak is reduced from 95 cfs to 21 cfs leaving the site at the north boundary. This will sign i ficantly benefit downstream hydraulic conditions when major storms larger than the 25-y ear event occur. Culverts The minimum culvert size for roadway crossings is 15-inch, except for a proposed 12-inch culvert for the roadway accessing the water tank . Eighteen to thirty-six inch culverts are proposed for the roadways crossing the center of the s ite where the offsite drainage from the south drains through the property. All proposed culvert sizes will maintain a headwater depth about equal to the culvert diameter. Appendix ID has culvert calculation worksheets for the 15- inch, 18-inch, 24-inch, 30-inch, and 36-inch diameter sizes. 7 I I EXHIBIT4 SUMMARY OF DETENTION BASINS, WATER SURFACE ELEVATIONS, & OUTLET STRUCTURES Detention Elevation Elevation Outlet Pipe Low Flow Orifice Low Flow Mid Flow Orifice Mid Flow Grate Basin at Bottom at Top Dlemeter Size (In) Diameter Size (In) Orifice Elevation Diameter Size (In) Orifice Elevation Elevation A 6542.0 6546 .0 8 8 6542 .0 NA NA NA B 6422 .0 6426 .0 30 2·10" Openings 6422 .0 3· 1 O" Openings 6423 .5 6425 .5 c 6396 .0 6400.0 24 12 6396.0 3·10" Openings 6398 .0 6399.5 D 6388.0 6392 .0 24 8 6388.0 3-1 O" Openings 6390 .0 6391 .5 E 6439.5 6444 .0 30 2-10" Openings 6439 .5 3-10" Openings 6440 .5 6443 .. 5 F 6472 .5 6476 .0 36 3-1 O" Openings 6472 .5 3-10" Openings 6473 .0 6474 .9 Nole : All spillways lo be constructed 0 .50 feel below the top or embankment. Q25 Historic Leaving Site = 20 cfs 025 peye/ooed Leaving Site • 4 cfs Q100 Historic Leaving Site= 95 cfs Q100 Deyeloped Leav/na Site• 21 cfs Detention Volume Available 25 Year Water Approximate Vol 100 Year Water Approximate Vol Basin Approx (cf) Surface Elevation Used (cf)· 25 Year Surface Elevation Used (cf) ·100 Year A 46,003 6542 .46 4,000 6543 .54 14 ,000 B 237 ,662 6423.57 61 ,000 6424 .87 144,000 c 294 ,559 6397 .72 83,000 6399 .65 257 ,000 D 208,994 6390.24 83,000 6391 .81 183,000 E 254,450 6440.88 39 ,000 6443 .90 253 ,000 F 104,258 6472 .63 28 ,000 6476 .01 104 ,000 # # # EXHIB/T5 STAGE-DISCHARGE DA TA SPRINGRIDGE PHASE II DEVELOPMENT Stage • Discharge Curve for Det•ntlon A Orifice Grete Ef1M1tlon H .. d Arel 8"(•2 NoofPl~s O(cf•l Heed Are110· No of Pl~ O(cfsl Tot1f Q (tf•l Head Q (cf•l Total Q (cf•l 6542.0 0.0 0.348 1 0.000 0.0 0 0 0.000 0.000 0 0.000 0.000 6543.0 1.0 0 .348 1 1.878 0.0 0 0 0.000 1.676 0 0 .000 1.676 6544.0 2.0 0.348 1 2.370 0.0 0 0 0.000 2.370 0 0.000 2.370 6545.0 3.0 0.348 1 2.902 0.0 0 0 0.000 2.902 0 0 .000 2.902 6546.0 4.0 0 .348 1 3.m 0.0 0 0 0.000 3.351 0 0.000 3.351 Stage • D/1charge Curve for Detention B Orifice Grate Ele't18tlon Head Area 10" (•Q No of Pie!!_ O(cf•l Hoed Arllt 10" NoofPl~s O(cfsj Total Q (cfsl He act Q (cfSl Total Q (cfs/ 6422.0 0.0 0.545 2 0.000 0.0 0.545 3 0.000 0.000 0.0 0.000 0 .000 8423.0 1.0 0.545 2 5.248 0.0 0.545 3 0.000 5.248 0.0 0.000 5 .246 6423.5 1.5 0.545 2 8.428 o.o 0.545 3 0.000 8.428 0 .0 0.000 6.428 6424 .0 2.0 0 .545 2 7.422 0.5 0.545 3 5.567 12.989 0 .0 0.000 12.989 6424.5 2.5 0 .545 2 8.298 1.0 0.545 3 7.873 18.171 0.0 0.000 16.171 8425.0 3.0 0 .545 2 9 .090 1.5 0.545 3 9.842 18.732 0.5 12.017 30.750 Stage • Dl1ch1rge Curve for Detention C Orifice Grate Elrntfon Head Are112• (•Q No of Pie!!_ O(cf•l Head An• 10" No of Pie.es O(cfsj Tottl Q (cfsl Head Q(cf•l Total Q (cfsl 8398.0 0.0 0 .785 1 0.000 0.0 0.545 3 0 .000 0.000 0.0 0.000 0 .000 6397 .0 1.0 0 .785 1 3.780 0.0 0.545 3 0.000 3.780 0 .0 0.000 3.780 6396.0 2.0 0 .765 1 5.345 0.0 0.545 3 0 .000 5.345 0 .0 0.000 5.345 6399.0 3.0 0.765 1 8.547 1.0 0.545 3 7.873 14 .419 0.0 0.000 14 .419 6400.0 4.0 0 .765 1 7.560 1.0 0.545 3 7.673 15.432 0 .5 12.017 27.449 Stage. Dlscharg• Curve for Detention D Orifice CJrate Elevatlon Heed Ant 8"(•2 No of Pie." Q (Cf•j Hetd Arw110• NoofPlf!!.• Q(cf•l Total Q (cf•l Head Q (•fsl Totel Q (cf•l 6386.0 0.0 0.346 1 0.000 0.0 0.545 3 0.000 0.000 0 .0 0.000 0.000 8369.0 1.0 0 .346 1 1.676 0.0 0.545 3 0.000 1.679 0.0 0 .000 1.676 8390.0 2.0 0 .346 1 2.370 0.0 0.545 3 0.000 2.370 0 .0 0 .000 2.370 8391.0 3.0 0.346 1 2.902 1.0 0.545 3 7.673 10.775 0 .0 0.000 10 .775 6392 .0 4.0 0.346 1 3.351 1.0 0.545 3 7.873 11 .224 0.5 12.017 23.24 1 Stage • Discharge Curve for Detention E Or/flee CJ rate El1M1tlon Heed Arw110• (•2 No of Pl~ Q (•'•1 H11d Arw110· NoofPlf!!.• O(cfsl Total Q (•'•l ·Heed Q (cfsl Totat Q (cfsl 6439.5 0 .0 0 .545 2 0.000 0.0 0.545 3 0.000 0 .000 0.0 0.000 0.000 6440.0 0.5 0.545 2 3.711 0.0 0.545 3 0.000 3.711 0.0 0.000 3.7 11 6440.5 1.0 0 .545 2 5.248 0 .0 0.545 3 0.000 5.246 0 .0 0.000 5.248 8441 .0 1.5 0.545 2 8.428 0.5 0 .545 3 5.567 11 .995 0.0 0.000 11 .995 6442.0 2.5 0.545 2 8.298 1.5 0.545 3 9.842 17.940 0.0 0.000 17.940 8443.0 3.5 0.545 2 9.819 2.0 0 .545 3 11 .1 33 20 .952 0.0 0.000 20.952 6444.0 4.5 0.545 2 11 .133 2.0 0.545 3 11 .133 22 .287 0 .5 5.000 27 .267 Stage • Discharge Curve for Detention F Orifice Grate Elevatlon Head ArHfO" No of Pl~ Q (cf•l Head Arw110· No of Pl~ Q(cfsl Toto/ Q (cf•1 Hoed Q(cfsl Tot•I Q (e's/ 6472.5 0 .0 0 .545 3 0.000 0.0 0.545 3 0 .000 0.000 0.0 0.000 0.000 8473.0 0 .5 0 .545 3 5.597 0.0 0.545 3 0.000 5.567 0.0 0.000 5.567 8474.0 1.5 0 .545 3 9 .842 1.0 0.545 3 7.673 17.514 0 .0 0 .000 17 .514 8475.0 2.5 0 .545 3 12.448 2.0 0 .545 3 11 .133 23 .561 0 .1 1.075 24 .656 6475.5 3.0 0 .:545 3 13.636 2.5 0.545 3 12.448 26 .083 0 .0 15.797 41 .860 6476.0 3.5 0.545 3 14.726 3.0 0 .545 3 13 .638 28.384 1.1 39.214 67.578 .. .. .. Roadway Ditches Developed flows across the site that drain to the roadway ditches will be contained in the ditch section. The ditches are proposed to be 2 feet deep with 3 to 1 side slopes. For a 1 % slope, the capacity of the ditch is 57.3 cfs. This capacity exceeds all of the above peak rates. Appendix IV has the hydraulic calculations of the ditch at several longitudinal slopes . 4.0 ANALYSIS METHODS AND ASSUMPTIONS The NRCS TR55 method was used for the time of concentration calculations and the curve numbers. HEC-1 was used to estimate peak runoff rates. The design stonns used for this analysis include the 25-year and the 100-year frequency events, based on the 24-hour duration. The precipitation data is based on the Hydrain-Drainage Design Systems, of the Federal Highway Administration. A copy of the precipitation data is included in Appendix V . Runoff curve numbers used to calculate the peak discharges include the following: Surfuce Type Existing Sagebrush with Fair Condition "B" hydrologic soils Existing Pinyon-Juniper Woodlands With Fair Condition "B" hydrologic soils Turf and Landscape Areas (Average) Proposed Asphalt & Impervious Surfaces 5.0 SUMMARY Curve Number 51 58 70 98 The results from this drainage study suggest that no long-term, adverse impacts to drainage are anticipated with the development of the Springridge Phase II Development. Onsite peak discharges will increase slightly with development. The additional increase in stormwater volumes will be provided in the proposed detention basins. The proposed detention basins significantly reduce the developed peak rates less than historic rates . This provides some assistance to the low finished floor elevations of existing structures to the north in Phase I and subdivision developments further to the north. Since surface disturbance is proposed only within the building envelope areas and the roadways, the historical drainage pattern will be maintained. Compliance with Garfield County Drainage Standards will be adhered . 8 1 , ........ ~ .......................... . * * * * I *************************************** * FLOOD HYDROGRAPH PACKAGE (HEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * * RUN DATE 04/21/2004 TIME 08:29:37 * * * ***************************************** * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * ( 916) 756-1104 * * *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE / SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 HEC-1 INPUT ID ....... 1 ••••.•• 2 ••••••• 3 ••••••• 4 ••.•••• 5 ••....• 6 .•.•.•• 7 .•.•..• 8 ..••... 9 ...•.• 10 ID ID ID ID SPRINGRIDGE PHASE II DEVELOPMENT EXISTING CONDITIONS 25-YEAR 24-HOUR DESIGN STORM ID *DIAGRAM IT 5 21APR04 5 1200 300 IO KK AREA lA BA 1. 581 PH 0.41 0.78 1.33 LS 55 UD 0. 78 KK AREA lB BA 0.581 LS 53 UD o. 408 1. 71 1. 86 2.09 2.23 2.32 PAGE 1 7 IO IT 1 + + + + + + + I EXISTING CONDITIONS 25-YEAR 24-HOUR DESIGN STORM OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL I DATE 21APR 4 STARTING DATE I TIME 1200 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 22APR 4 NDTIME 1255 I CENT 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS ENDING DATE ENDING TIME CENTURY MARK .08 HOURS 24 .92 HOURS SQUARE MILES INCHES FEET DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATI ON FLOW CUBIC FEET PER SECOND STORAGE VOLUME SURFACE AREA TEMPERATURE ACRE-FEET ACRES DEGREES FAHRENHEIT FLOW IN RUNOF F SUMMARY CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT AREA 1 16. 13. 75 8. 2. 2. HYDROGRAPH AT AREA 1 4. 13.42 2. o . 0. 2 COMBINED AT COMB IN 20. 13.67 9. 3. 3. HYDROGRAPH AT AREA 2 0. 13.08 0. 0. o. HYDROGRAPH AT AREA 3 2. 12. 75 1. 0. 0. HYDROGRAPH AT AREA 4 0. 13.00 '0. 0. 0. I BASIN MAXIMUM TIME OF AREA STAGE MAX ST AGE f.58 .58 2 .16 .09 .06 . 0 4 TABULAR HYDROGRAPH METHOD Version 2 .00 ~ct : SPRINGRIDGE II ~y : GARFIELD State: co User: JEK Checked: Date: Date: Subtitle: EXISTING HYDROLOGIC CONDITIONS Total watershed area: 2.395 sq mi Rainfall type: II Frequency: 25 years Area ( sq mi) Rainfall(in) Curve number Runoff (in) Tc (hrs) (Used) TimeToOutlet Ia/P Time (hr) 11.0 11.3 11.6 11.9 -12.3 12.4 12. 5 12.6 12. 7 12. 8 13. 0 13. 2 13 .4 13. 6 13. 8 14. 0 14. 3 14. 6 15.0 .15. 5 16.0 16.5 17.0 • 20.0 22.0 26.0 (Used) Total Flow 0 0 0 0 0 5 4 2 4 5 8 10 12 14 16P 14 13 12 11 9 8 7 6 6 5 5 5 5 4 4 3 0 P -Peak Flow --------------------------Subareas -------------------------- lAl lBl 2 3 4 5 1.58* 0.58* 0 .09* 0 .06* 0.04* 0.04* 2.3 2.3 2.3 2.3 2.3 2.3 55* 0.05 1.30* 1.25 0 .00 0.71 0.50 53* 0.03 0.68* 0.75 0.00 0.76 0.50 lAl lBl 0 0 0 0 0 0 0 0 1 2 4 6 8 10 12P 12 11 10 9 8 7 6 5 5 4 4 4 4 3 3 2 0 0 0 0 0 0 0 0 0 1 2 3P 3 3 3 3 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 0 52* 0.02 0.29* 0.30 0.00 0.80 0.50 58* 0.09 0.08* 0.10 0.00 0.62 0.50 54* 0 .04 0.12* 0.10 0.00 0.73 0 .50 55* 0.05 0.08* 0 .10 0.00 0.71 0.50 -- Subarea Contribut ion to Total Flow (cfs) 2 3 4 5 0 0 0 0 0 0 0 lP 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3P 2 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lP 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 lP 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * -value(s) provided from TR-55 system routines TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ t · SPRINGRIDGE II ~ : GARFIELD State: co :ubtitle: EXISTING HYDROLOGIC CONDITIONS User: JEK Checked: Date: Date: ·-----------------------------Subarea #1 -lAl ------------------------------- 1low Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) iheet 2. 32 ihallow Concent'd >pen Channel >pen Channel 50 200 3150 8800 .16 .16 J u 0.043 0.009 2 0.438 3 0. 815 Time of Concentration = 1.30* ===== ·------------------~----------Subarea #2 -lBl ------------------------------- ?low Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) 3heet 2.32 3hallow Concent'd )pen Channel 50 20 5600 .08 .08 J u 0.056 0.001 2.5 0.622 Time of Concentration = 0.68* ===== --------------------------------Subarea #3 -2 ------------------------------- ~low Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) 3heet 2.32 3hallow Concent'd )pen Channel 50 20 2150 .10 .10 J u 0.052 0.001 2.5 0.239 Time of Concentration = 0.29* ===== --------------------------------Subarea #4 -3 ------------------------------- ~low Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent'd )pen Channel 50 200 450 .27 .27 ~nerated for use by TABULAR method J u 0.035 0.007 3 0.042 Time of Concentration = 0.08* ---------- TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD State: co User: JEK Checked: Date: Date: Subtitle: EXISTING HYDROLOGIC CONDITIONS --------------------------------Subarea #5 - 4 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2 .32 Shallow Concent 1 d Open Channel 50 100 850 .30 .30 J u 0.033 0.003 3 0. 079 Time of Concentration = 0 .12* ===== --------------------------------Subarea #6 - 5 ------------------------------- Flow Type 2 year Length Slope Surf ace n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent 1 d Open Channel 50 200 400 ~ ---Sheet Flow Surface ~ Smooth Surface B Fallow (No Res.) C Cultivated < 20 % Res. D Cultivated > 20 % Res. E Grass-Range, Short .27 .27 Codes --- J u F Grass, De n se G Grass, Bunnuda H Woods, Light I Woods, De n se J Range, Natural * -Generated for use by TABULAR method 3 0.035 0.007 0.037 Time of Concentration = 0.08* ===== Shallow Concentrated Surf ace Codes P Paved U Unpaved RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD State: co Subtitle: EXISTING HYDROLOGIC CONDITIONS Subarea : lAl User: JEK Checked: Date: Date: ---------------------------------------------------------·---------------------- COVER DESCRIPTION i\RID AND SEMIARID RANGELANDS Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: lAl TOTAL DRAINAGE AREA: 1012 Acres A Hydrologic Soil Group B C D Acres (CN) 607(58) 405(51) 1012 WEIGHTED CURVE NUMBER: 55 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD State: co Subtitle: EXISTING HYDROLOGIC CONDITIONS Subarea : lBl COVER DESCRIPTION ARID AND SEMIARID RANGELANDS Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: lBl TOTAL DRAINAGE AREA: 372 Acres User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 93(58) 279(51) 372 WEIGHTED CURVE NUMBER: 53 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~~t · SPRINGRIDGE II ~ : GARFIELD State: co ;ubtitle: EXISTING HYDROLOGIC CONDITIONS ;ubarea : 2 COVER DESCRIPTION ffiID AND SEMIARID RANGELANDS 'inyon -juniper fair >agebrush (w/ grass understory) fair ~otal Area (by Hydrologic Soil Group) )UBAREA: 2 TOTAL DRAINAGE AREA: 60 Acres User: JEK Checked: Date: Date: A Hy drologic Soil Group B C D Acres (CN) 1 2(58) 48(51) 6 _0 WEIGHTED CURVE NUMBER: 52 RUNOFF CURVE NUMBER COMPUTATIO N Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD State: CO Subtitle: EXISTING HYDROLOGIC CONDITIONS Subarea : 4 COVER DESCRIPTION ~ID AND SEMIARID RANGELANDS Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 4 TOTAL DRAINAGE AREA: 23 Acres User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 11(58) 12(51) 23 WEIGHTED CURVE NUMBER: 54 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct · SPRINGRIDGE II ~y ; GARFIELD State: CO Subtitle: EXISTING HYDROLOGIC CONDITIONS Subarea : 5 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS Pinyan -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 5 TOTAL DRAINAGE AREA: 27 Acres User : JEK Checked : Date: Date: A Hy drologic Soil Group B C D Acres (CN) 14(58) 13(51) 2 7 WEIGHTED CURVE NUMBER: 55 ' ' -1 !***************************************** *************************************** 1 * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * SEPTEMBER 1990 * * HYDROLOGIC ENGINEERING CENTER * .. VERSION 4. 0 * 609 SECOND STREET * * .. RUN DATE 06/17/2004 TIME 10:27:25 * * DAVIS, CALIFORNIA 95616 * * ( 916) 756-1104 * * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 HEC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID SPRINGRIDGE II DEVELOPMENT DEVELOPED CONDITIONS ID 25-YEAR 24-HOUR DESIGN STORM ID *DIAGRAM IT IO 5 17JUN04 5 KK AREAlA BA 1. 581 PH LS 55 UD 0. 78 Kl< DETENTION F KM 3-10" LOW LEVEL KM 3-10" MID LEVEL 1200 300 o. 41 0. 78 DIAMETER OPENINGS DIAMETER OPENINGS 1. 33 KM GRATE SET AT 2.0 ' ABOVE BASIN BO~TOM KO 3 RS 1 ELEV 1. 71 1. 86 2.09 2.23 2.32 PAGE 1 I ' 6 IO IT SPRINGRIDGE II DEVELOPMENT DEVELOPED CONDITIONS 25-YEAR 24-HOUR DESIGN STORM OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSCAL 0. HYDROGRAPH TIME DATA NMIN IDATE ITIME NQ NDDATE NDTIME I CENT 5 17JUN 4 1200 300 18JUN 4 1255 19 COMPUTATION INTERVAL TOTAL TIME BASE ENGLISH UNITS PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE MINUTES IN COMPUTATION INT ERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK .08 HOURS 2 4 .92 HOURS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW SQUARE MILES INCHES STORAGE VOLUME SURFACE AR8A TEMPERATURE FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGR8ES FA HRE NHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 1 2 KI< 16 KO 17 RS ************** * * * DETENT * ION F * * ************** OUTPUT CONTROL IPR NT I PLOT QSCAL VARIABLES 3 0 o. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE HYDROGRAPH RO UTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT ' + + + + 18 19 20 21 22 , SA SE SQ SE SS *** AREA ELEVATION DISCHARGE ELEVATION SPILLWAY STORAGE ELEVATION STORAGE OUTE"LOW ELEVATION CREL SPWID COQW EXPW .00 6472.50 .oo .oo 6472.50 *** . 5 6472.50 0. 6472.50 6475.50 10.00 3.09 1.50 .90 6474.00 .28 5,57 6473.00 *** .. 7 . 8 6474.00 6476.00 6. 18. 25. 6473.00 6474. 00 6475.00 SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEE"E"ICIENT EXPONENT or HEAD *** I 42. 6475.50 COMPUTED STORAGE-ELEVATION DATA 2 .39 6476 .00 68. 6476.00 COMPUTED STORAGE-OUTE"LOW-ELEVATION DATA .90 17.51 6474.00 1. 60 24 .66 6475. 00 *** 1. 98 41.88 6475.50 *** 2.39 67. 58 6476.00 HYDROGRAPH AT STATION DETENT PEAK FLOW TIME MAXIMUM AVERAGE E"LOW 6-HR 24-HR 72-HR 24.92-HR (CFS) (HR) (CE"S) 13. 14.42 7. 2. 2. 2. (INCHES) .043 .051 . 051 .051 (AC-E"T) 4. 4. 4. 4. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR (AC-E"T) (HR) 1. 14.33 0. 0. 0. o. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR (E"EET) (HR) 64 73.63 14.42 6473.15 6472.70 6472. 69 6472.69 CUMULATIVE AREA -1. 58 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** , -~~~------------------------.............. ...........- + + , 29 KK 32 KO 33 RS 34 SA 35 SE 36 SQ 37 SE 38 SS *** PEAK FLOW (CFS) 10 . * * * DE TENT * ION E * * ************** OUTPUT CONTROL IPRNT I PLOT QSCAL VARIABLES 3 0 0. HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION x 1 ELEV .00 .00 WORKING R AND D COEFFICIENT AREA . 4. . 6 1. 4 2.4 ELEVATION 6439.50 6440.00 6442. 00 6444.00 DISCHARGE o. 4. 5. 12. ELEVATION 6439.50 6440.00 6440.50 6441. 00 SPILLWAY CREL 6443.80 SPILLWAY CREST ELEVATION SPWID 10.00 SPILLWAY WIDTH COQW 3.09 WEIR COEFFICIENT EXPW 1. 50 EXPONENT OF HEAD *** 18. 6442.00 COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .27 2.19 5.88 ELEVATION 6439.50 6440.00 6442.00 6444.00 COMPUTED STORAGE-OUTFLOW-ELEVATION STORAGE ~00 .27 . 61 1.05 2.19 3.78 OUTFLOW .00 3.71 5.25 11. 99 17. 94 20.95 ELEVATION 6439.50 6440.00 6440.50 6441. 00 6442.00 6443 .00 *** *** *** *** HYDROGRAPH AT STATION DETENT TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (HR) (CFS) 15.50 7. 2. 2. 2. (INCHES) .040 .050 .050 . 050 (AC-FT) 3. 4. ' 4. 4. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 21. 27. 6443.00 6444.00 DATA 5.88 27. 27 6444 .00 ---------------------------------------~~~ + + I I 6-HR 24-HR 72-HR 24.92-HR (AC-FT) (HR) l. 15.50 l. o: 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24. 92-HR (FEET) (HR) 6440.88 15.50 6440.56 6439.82 6439.81 6439.81 CUMULATIVE AREA = l. 61 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 49 KK 51 KO 52 RS 53 SA 54 SE 55 SL 56 SS ************** * * * * DETENT * * ************** ION A OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA 1 ELEV .00 .00 . 2 ELEVATION 6542.00 LOW-LEVEL OUTLET ELEVL CAR EA COQL EXPL SPILLWAY CREL SPWID COQW EXPW STORAGE ELEVATION .00 6542.00 6542.30 .35 .60 .50 6545.90 10.00 3.09 1.50 .45 6544.00 NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION WORKING R AND D COEFFICIENT .3 .3 6544.00 6546.00 ELEVATION AT CENTER OF OUTLET CROSS-SECTIONAL AREA COEFFICIENT EXPONENT OF HEAD SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEFFICIENT EXPONENT OF HEAD *** COMPUTED STORAGE-ELEVATION DATA 1.05 6546.00 I _........ .............. ----------------------~~~ + + + + *** PEAK FLOW (CFS) 0. OUTFLOW ELEVATION OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION STORAGE OUTFLOW ELEVATION TIME (HR) 14.17 PEAK STORAGE TIME (AC-FT) (HR) o. 13.92 PEAK STAGE TIME (FEET) (HR) 6542. 4 6 14.25 .oo 6542.00 3 .19 6545.90 .00 .00 6542.00 1. 02 3.19 6545.90 *** .00 6542.30 3.20 6545.90 .06 .00 6542.30 1.02 3.22 6545.91 *** • COMPUTED OUTFLOW-ELEVATION DATA .98 6542.64 3.22 6545.91 1. 09 6542.72 3.27 6545.92 1. 22 6542.83 3.33 6545.93 1. 39 6542.99 3. 43 6545.94 1. 62 6543.23 3.56 6545.95 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA .13 .14 .17 .20 .26 .99 1. 09 1. 22 1. 39 1. 62 6542.64 6542.72 6542.93 6542.99 6543.23 1. 03 1. 03 1. 03 1. 04 1. 04 3.33 3. 43 3.56 3. 73 3.94 6545.93 6545.94 6545.95 6545.96 6545 .98 *** *** HYDROGRAPH AT STATION DETENT MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (CFS) o. 0. o. o. (INCHES) .033 .039 .039 . 039 (AC-FT) 0. 0. o. o. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24 .92-HR 0. o. o. 0 . MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR 6542.40 6542.20 6542.19 6542.19 CUMULATIVE AREA = .08 SQ MI 1. 94 6543.63 3.73 6545.96 .35 1. 94 6543.63 1. 05 4.21 6546.00 2. 41 6544.36 3. 94 6545.98 .45 2 .19 6544.00 3.19 6545.90 4.21 6546.00 .54 2.41 6544.36 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 85 KK 88 KO ************** .. * * .. DETENT * * ************** ION B OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL + + + + 89 RS 90 SA 91 SE 92 SQ 93 SE 94 SS I PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA 1 ELEV .00 .00 • 6 ELEVATION 6422.00 DISCHARGE ELEVATION SPILLWAY CREL SPWID COQW EXPW 0. 6422.00 6424.80 10.00 3.09 1. 50 NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION WORKING R AND D COEFFICIENT 1. 3 2.3 6424.00 6425.00 5. 6. 13. 6423.00 6423.50 6424.00 SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEFFICIENT EXPONENT OF HEAD *** I 1 6. 6424.50 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION .00 6422.00 1. BG 6424.00 3.66 6425.00 31. 6425.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA *** STORAGE OUTFLOW ELEVATION PEAK FLOW TIME (CFS) (HR) 7. 17.17 PEAK STORAGE TIME (AC-FT) (HR) 1. 17.08 PEAK STAGE TIME (FEET) (HR) .00 .00 6422.00 *** • 7 4 5.25 6423.00 *** 1. 24 6.43 6423.50 1. 86 12.99 6424.00 *** 2.63 16.17 6424.50 HYDROGRAPH AT STATION DE TENT MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR (CFS) 6. 2. 2. (INCHES) . 031 . 045 . 04 5 (AC-FT) 3. 5. 5. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 1. 0. 0. MAXIMUM AVERAGE STAGE 6-HR 24-HR 7 2-HR *** 3.66 30.75 6425.00 24. 92-HR 2. .045 5. 24.92-HR 0. 24.92-HR I 6423.57 17.09 6423.39 6422.48 6422.46 6422.46 CUMULATIVE AREA = 1. 88 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 147 KK 150 KO 151 RS 152 SA 153 SE 154 SQ 155 SE 156 SS .... * ************** .. * * DETENT "' ION C .. .. ************** OUTPUT CONTROL IPRNT I PLOT QSCAL VARIABLES 3 0 o. HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION x 1 ELEV .00 .00 WORKING R AND D COEFFICIENT AREA . 7 1. 6 2.8 ELEVATION 6396.00 6398.00 6400.00 DISCHARGE o. 4. s. 14. 27. ELEVATION 6396.00 6397.00 6398.00 6399.00 6400.00 SPILLWAY CREL 6399.80 SPILLWAY CREST ELEVATION SPWID 10.00 SPILLWAY WIDTH COQW 3.09 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD "'* .. COMPUTE:D STORAGE-ELEVATION DATA STORAGE .00 2.21 6.61 ELEVATION 6396.00 6398.00 6400 .00 COMPUTED STORAGE-OUTFLOW-ELEVATION STORAGE .00 .86 2.21 4.10 6.61 OUTFLOW .oo 3. 78 5.34 14.42 27. 45 ELEVATION 6396.00 6397.00 6398.00 6399.00 6400.00 .. * .. *** ...... *** DATA I + + + + I I HYDROGRAPH AT STATION DETENT PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (CFS) (HR) (CFS) 5. 21.58 5. 2. 2. 2. (INCHES) .020 .033 .033 .033 (AC-FT) 2. 4. 4. 4. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR (AC-FT) (HR) 2. 21. 50 2. 1. 1. 1. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 2 4 .92-HR (FEET) (HR) 6397.72 21.58 6397.63 6396.63 6396.61 6396.61 CUMULATIVE AREA -2.20 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 163 KK 166 KO 1 67 RS 168 SA 169 SE 170 SQ 171 SE 172 SS ************** * * * * DETENT * * ION D ************** OUTPUT CONTROL IPRNT I PLOT QSCAL . VARIABLES 3 0 o. HYDROGRAPH ROUTING DATA PRINT CONTROL . PLOT CONTROL HYDROGRAPH PLOT SCALE STORAGE ROUTING NSTPS ITYP RSVRIC 1 NUMBER OF SUBREACHES x AREA ELEVATION DISCHARGE ELEVATION SPILLWAY CREL SPWID ELEV TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT . 4 1. 2 2.2 6388.00 6390.00 6392.00 0. 2. 2 . 11. 6388.00 6389.00 6390.00 6391. 00 6391.90 SPILLWAY CREST ELEVATION 20.00 SPILLWAY WIDTH 23. 6392.0 0 I + + + + 1 + + + + + *** STORAGE ELEVATION STORAGE OUTFLOW ELEVATION PEAK FLOW TIME (CFS) (HR) 4. 24. 92 PEAK STORAGE TIME (AC-FT) (HR) 2. 24.92 PEAK STAGE TIME (FEET) (HR) 6390.24 24.63 OPERATION HYDROGRAPH AT ROUTED TO HYDROGRAPH AT COQW 3.09 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD .00 6388.00 .oo .00 6386.00 *** 1.50 6390.00 .56 1. 66 6369.00 *** *** COMPUTED STORAGE-ELEVATION DATA 4.76 6392.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 1.50 2.37 6390.00 2.88 10. 77 6391.00 *** 4.76 23.24 6392.00 *** HYDROGRAPH AT STATION DETENT MAXIMUM AVERAGE FLOW 6-HR 24 -HR 72-HR 24.92-HR (CFS) 3. 1. 1. 1. (INCHES) .013 .018 .018 .016 (AC-FT) 2. 2. 2. 2. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR 2. 1. 0. 0. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR 6390.03 6388.70 6388.68 6388.68 CUMULATIVE AREA = 2.27 SQ MI RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREAlA 16. 13.75 8. 2 . 2. DETENT 13. 14.42 7. 2. 2. AREA19 0. 13.58 o. 0 . 0. BASIN MAXIMUM TIME OF AREA STAGE MAX STAGE 1.56 1. 58 6473.63 14.42 .03 , , !***************************************** *************************************** 1 * * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * RUN DATE 06/17/2004 TIME 09:41:45 * * * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * ( 916) 756-1104 * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT LINE ID ....... 1 ....... 2 .... · ... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... B ....... 9 ...... 10 1 2 3 5 6 7 8 9 10 11 12 13 14 15 16 17 SPRINGRIDGE II DEVELOPMENT DEVELOPED CONDITIONS ID ID ID 100-YEAR 24-HOUR DESIGN STORM ID *DIAGRAM IT 5 17JUN04 IO 5 KK AREAlA BA 1. 581 PH LS 55 UD O. 78 KK DETENTION F 1200 300 0. 4 8 0.95 KM 3-10" LOW LEVEL DIAMETER OPENINGS KM 3-10" MID LEVEL DIAMETER OPENINGS 1. 69 KM GRATE SET AT 2.0 ' ABOVE BASIN BOTTOM KO 3 RS 1 ELEV 2 .18 2 .37 2. 67 2.86 2. 98 PAGE 1 _....... .............. ------------------------~~~ 6 IO IT OUTPUT CONTROL IPRNT I PLOT QSCAL HYDROGRAPH TIME SPRINGRIDGE II DEVELOPMENT DEVELOPED CONDITIONS 100-YEAR 24-HOUR DESIGN STORM VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE DATA I NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 17JUN 4 STARTING DATE ITIME 1200 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 18JUN 4 ENDING DATE; NDTIME 1255 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .08 HOURS 24.92 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 12 KK 16 KO 17 RS ************** * * * * DETENT * ION F * ************** OUTPUT CONTROL VARIABLES IPRNT 3 I PLOT 0 QSCAL 0. HYDROGRAPH ROUTING DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE STORAGE ROUTING NSTPS ITYP RSVRIC 1 NUMBER OF SUBREACHES x ELEV TYPE OF INITIAL CONDITION . 00 INITIAL CONDITION , .00 WORKING R AND D COEFFICIENT + + + + I 18 SA 19 SE 20 SQ 21 SE 22 SS WARNING WARNING *** AREA ELEVATION DISCHARGE ELEVATION SPILLWAY STORAGE ELEVATION STORAGE OUTFLOW ELEVATION ROUTED ROUTED CREL SPWID COQW EXPW .00 6472.50 .oo .00 647.2.50 OUTFLOW OUTFLOW *** .5 6472.50 o. 6472.50 6475.50 10.00 3.09 1. 50 .90 6474.00 .28 5.57 6473.00 68.) IS 68.) IS *** ' . 7 . 8 6474. 00 6476.00 6. 18. 25. 42. 6473.00 6474.00 6475.00 6475.50 SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEFFICIENT EXPONENT OF HEAD COMPUTED STORAGE-ELEVATION DATA 2.39 6476. 00 68. 6476.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA • 90 1. 60 1. 98 2.39 17. 51 24.66 41. 88 67.58 6474.00 6475.00 6475.50 6476.00 GREATER THAN MAXIMUM OUTFLOW 68.) IN STORAGE-OUTFLOW TABLE GREATER THAN MAXIMUM OUTFLOW 68.) IN STORAGE-OUTFLOW TABLE *** *** HYDROGRAPH AT STATION DE TENT PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (CFS) (HR) (CFS) 68. 13.67 28. 8. 8. 8 . (INCHES) .164 .186 .186 .186 (AC-FT) 14. 16. 16. 16. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24 .9 2-HR (AC-FT) (HR) 2. 13.67 1. o. 0. o. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24 -HR 72-HR 24.92-HR (FEET) (HR) 6476. 01 13.67 6474.57 6473.10 6473.08 6473.08 CUMULATIVE AREA ~ 1. 58 SQ MI ' + + *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 29 KK 32 KO 33 RS 34 SA 35 SE 36 SQ 37 SE 38 SS *** PEAK FLOW (CFS) 27. ************** * * * * DETENT * * ************** OUTPUT CONTROL IPRNT I PLOT QSCAL ION E VARIABLES 3 0 0. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE HYDROGRAPH ROUTI~G DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA ELEVATION DISCHARGE ELEVATION . SPILLWAY CREL SPWID COQW EXPW 1 NUMBER OF SUBREACHES ELEV TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT . 4 .6 1. 4 2. 4 6439.50 6440.00 6442.00 6444.00 0. 4. 5. 12. 6439.50 6440.00 6440.50 6441.00 6443.80 SPILLWAY CREST ELEVATI ON 10.00 SPILLWAY WIDTH 3.09 WEIR COEFFICIENT 1. 50 EXPONENT OF HEAD *** 18. 6442.00 COMPUTED STORAGE-ELEVATION DATA STORAGE ELEVATION STORAGE OUTFLOW ELEVATION TIME (HR) 15.42 .00 .27 2.19 5.88 6439.50 6440.00 6442.00 6444.00 COMPUTED STORAGE-OUTFLOW-ELEVATION .00 .27 .61 1. 05 2.19 3.78 .00 3. 71 5.25 11. 99 17. 94 20 .95 6439.50 6440.00 6440.50 6441. 00 6442.00 6443.00 *** *** **" "** HYDROGRAPH AT STATION DETENT MAXIMUM AVERAGE FLOW 6 -HR 24-HR 72-HR 24.92-HR (CFS) 23. 8. 8. 8. 21. 27. 6443.00 6444 .00 DATA 5.88 27.27 6444.00 + + , (INCHES) .134 .182 .182 .182 (AC-FT) 12. 16. 16. 16. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR (AC-FT) (HR) 6. 15. 42 4. 1. 1. 1. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR (FEET) (HR) 6443.90 15. 42 6443.30 6440.75 6440.70 6440.70 CUMULATIVE AREA = 1. 61 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 49 KK 51 KO 52 RS 53 SA 54 SE 55 SL 56 SS ************•* * * * * DETENT * * ION A ************** OUTPUT CONTROL IPRNT I PLOT QSCAL VARIABLES 3 0 0 . HYDROGRAPH ROUTING DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE STORAGE ROUTING NSTPS ITYP RSVRIC 1 NUMBER OF SUBREACHES x AREA ELEV TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING RAND D COEFFICIENT .2 .3 .3 ELEVATION 6542.00 6544.00 6546.00 LOW-LEVEL OUTLET ELEVL CAR EA COQL EXPL SPILLWAY CREL SPWID COQW EXPW 6542.30 .35 .60 .so 6545.90 10.00 3.09 1. 50 ELEVATION AT CENTER OF OUTLET CROSS-SECTIONAL AREA COEFFICIENT EXPONENT OF HEAD SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEFFICIENT EXPONENT OF HEAD +++ + + + + I COMPUTED STORAGE-ELEVATION DATA STORAGE .oo .45 1.05 ELEVATION 6542.00 6544.00 6546.00 COMPUTED OUTFLOW-ELEVATION DATA OUTFLOW .00 .00 .98 1. 09 1. 22 1. 39 1. 62 1. 94 2. 41 3 .19 ELEVATION 6542.00 6542.30 6542.64 6542.72 6542.83 6542.99 6543.23 6543.63 6544.36 6545.90 OUTFLOW 3.19 3.20 3.22 3.27 3.33 3. 43 3.56 3. 73 3 .94 4.21 ELEVATION 6545.90 6545.90 6545.91 6545.92 6545.93 6545.94 6545.95 6545. 96 6545.98 6546 .0 0 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .00 .06 .13 .14 .17 .20 .26 .35 .45 . 54 OUTFLOW .oo .00 . 98 1. 09 1. 22 1. 39 1. 62 1. 94 2 .19 2.41 ELEVATION 6542.00 6542.30 6542.64 6542.72 6542.83 6542.99 6543 .23 6543 .63 6544 .0 0 6544 .3 6 STORAGE 1. 02 1. 02 1.03 1. 03 1.03 1. 04 1. 04 1.05 OUTFLOW 3.19 3.22 3.33 3. 43 3.56 3. 73 3.94 4.21 ELEVATION 6545.90 6545.91 6545.93 6545.94 6545.95 6545.96 6545.98 6546.00 *** *** *** *** *** HYDROGRAPH AT STATION DETENT PEAK FLOW TIME MAXIMUM AVERAGE FLOW .6-HR 24-HR 72-HR 24.92 -HR (CFS ) (HR) (CFS) 2. 13.58 1. o. o. 0. (INCHES) .154 .175 .175 .175 (AC -FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24. 92-HR (AC-FT) (HR) o. 13.50 0. 0. 0. 0 . PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 2 4.92-HR (FEET) (HR) 6543.54 13.58 6543.03 6542.36 6542.35 6542 .35 CUMULATIVE AREA = .08 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 85 KK ************** * * * * DETENT * * ION B I + + + 88 KO 89 RS 90 SA 91 SE 92 SQ 93 SE 94 SS *** PEAK FLOW (CFS) 27. ************** OUTPUT CON TROL IPRNT I PLOT QSCAL VARIABLES 3 0 0. HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NUMBER OF SUBREACHES TYPE OF INITIAL CONDITION INITIAL CONDITION I x 1 ELEV .00 .00 WORKING R AND D COEFFICIENT AREA • 6 1. 3 2.3 ELEVATION 6422.00 6424.00 6425.00 DISCHARGE 0. 5. 6. 13. 16. ELEVATION 6422.00 6423.00 6423.50 6424.00 6424.50 SPILLWAY CREL 6424.80 SPILLWAY CREST ELEVATION SPWID 10.00 SPILLWAY WIDTH COQW 3.09 WEIR COEFFICIENT EXPW 1.50 EXPONENT OF HEAD *** COMPUTED STORAGE-ELEVATION DATA STORAGE .oo 1.86 3.66 ELEVATION 6422.00 6424.00 6425.00 31. 6425.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA STORAGE .oo .74 1. 24 1. 86 2.63 3.66 OUTFLOW .oo 5.25 6.43 12.99 16.17 30.75 ELEVATION 6422.00 6423.00 6423.50 6424.00 6424.50 6425.00 *** *** *** *** HYDROGRAPH AT STATION DETENT TIM E MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (HR) (CFS) 16.75 23. 9. 8. 8. (INCHES) .115 .168 .168 .168 (AC-FT) 12. 17. 17. 17. I PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR '72-HR 24.92-HR (AC-FT) (HR) 3. 16. 75 3. 1. 1. 1. -~-~~~~~~~~~~~~~~~~------------------------------------ TABULAR HYDROGRAPH METHOD Version 2.00 ~ct : SPRINGRIDGE ~I ~y : GARFIELD State: co User: JEK Checked: Date: Date: Subtitle: EXISTING HYDROLOGIC CONDITIONS Total watershed area: 2.395 sq mi Rainfall type: II Frequency: 100 years Area (sq mi) Rainfall(in) Curve number Runoff (in) Tc (hrs) (Used) TimeToOutlet Ia/P Time (hr) 11.0 11.3 11.6 11.9 " 12.3 12.4 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 " 22.0 26.0 (Used) Total Flow 0 0 0 0 3 16 13 11 16 24 31 40 49 56 59P 56 50 46 42 37 33 29 26 23 22 19 18 17 15 13 10 1 P -Peak Flow --------------------------Subareas -------------------------- lAl lBl 2 3 4 5 1.58* 0.58* 0.09* 0.06* 0.04* 0.04* 3.0 3.0 3.0 3.0 3.0 3.0 55* 0.19 1.30* 1.25 0.00 0.55 0.50 53* 0.14 0.68* 0.75 0.00 0.60 0.50 lAl lBl 0 0 0 0 0 0 0 1 4 8 13 20 27 37 43P 43 38 35 32 28 25 22 19 17 16 14 13 13 11 10 8 1 0 0 0 0 0 0 0 1 4 8 12 14 16P 14 12 10 9 8 7 7 6 5 5 4 4 4 4 3 3 3 2 0 52* 0.12 0.29* 0.30 0.00 0.62 0.50 58* 0.27 0.08* 0.10 0.00 0.49 0 .49 54* 0.17 0.12* 0.10 0.00 0.57 0.50 55* 0.19 0.07* 0.10 0.00 0.55 0.50 Subarea Contribution to Total Flow (cfs) ------------ 2 3 4 5 0 0 0 0 0 0 2 3P 3 3 2 2 2 1 1 1 1 1 1 l. 1 1 1 l. 1 0 0 0 0 0 0 0 0 0 0 0 2 9P 6 3 3 3 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 3P 2 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 4P 3 2 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 O · 0 0 0 0 0 * -value(s) provided from TR-55 system routines TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ct · SPRINGRIDGE II ~y ; GARFIELD State: co User: JEK Checked: Date: Date: Subtitle: EXISTING HYDROLOGIC CONDITIONS --------------------------------Subarea #5 - 4 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/f t ) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent'd Open Channel 50 100 850 .30 .30 J u 0.033 0.003 3 0. 079 Time of Concentration= 0.12* ===== --------------------------------Subarea #6 - 5 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 50 200 400 ---Sheet Flow Surface Smooth Surface B Fallow (No Res.) C Cultivated < 20 % Res. D Cultivated > 20 % Res. E Grass-Range , Short .27 .27 Codes --- J u F Grass, Dense G Grass, Burmuda H Woods, Li ght I Woods, Dense J Range, Natural * -Generated for use by TABULAR method .. 0.031. 0.007 3 0.037 Time of Concentration= 0.07* ===== Shallow Concentrated Surf ace Codes P Paved U Unpaved TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ct · SPRINGRIDGE II ~y ; GARFIELD State: co Subtitle: EXISTING HYDROLOGIC CONDITIONS User: JEK Checked: Date: Date: ------------------------------Subarea #1 -lAl ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent'd Open Channel Open Channel 50 200 3150 8800 .16 .16 J u ------------------------------Subarea #2 -lBl Flow Type 2 year Length Slope Surf ace n rain (ft} (ft/ft) code Sheet 2.32 Shallow Concent'd Open Channel .. 50 20 5600 .08 .08 J u 0.043 0.009 2 0.438 3 0.815 Time of Concentration = 1.30* ===== -----~------------------------- Area (sq/ft) Wp (ft) Velocity (ft/sec) Time (hr) 0.056 0.001 2.5 0.622 Time of Concentration = 0.68* ---------- --------------------------------Subarea #3 - 2 ------------------------------- Flow Type 2 year Length Slope Surf ace n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent'd Open Channel 50 20 2150 .10 .10 J u 0.052 0.001 2.5 0.239 Time of Concentration= 0.29* ---------- --------------------------------Subarea #4 - 3 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.32 Shallow Concent'd Open Channel 50 200 450 .27 .27 ~enerated for use by TABULAR method J u 0.035 0.007 . 3 0.042 Time of Concentration = 0.08* ---------- TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ct : SPRINGRIDGE II ~~y : GARFIELD Subtitle: DEVELOPED DRAINAGE State: CO User: JEK Checked: Date: Date: -------------------------------Subarea #5 -15 Flow Type 2 year Length Slope Surf ace n Area (sq/ft) Wp (ft) Velocity (ft/ sec) Time (hr) rain (ft) (ft/ft) code Sheet 2.98 Shallow Concent'd Open Channel 100 200 400 .04 .06 J u 2 0.114 0.014 0.056 Time of Concentration = 0.18* ===== -------------------------------Subarea #6 -16 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel Sheet 2.98 Shallow Concent'd Open Channel 100 200 800 200 200 700 .08 .06 .02 .02 J u E u 0.087 0.014 2 0.111 Time of Concentration= 0.21* 1.5 ===== 0.295 0.024 0.130 Time of Concentration= 0.45* ===== -------------------------------Subarea #8 -18 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 100 200 3000 .06 .05 J u 0.097 0.015 2 0.417 Ti~e of Concentration= 0.53* ===== -------------------------------Subarea #9 -19 ------------------------------- Flow Type 2 year Length Slope Surf ace n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) -------------------------------------------------------------------------- 2. 98 100 . 06 E 0 .109 Shallow Concent'd 200 .03 U 0.020 Open Channel 1250 1.5 0.231 Time of Concentration = 0.36* ===== RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~ : GARFIELD ;ubtitle: DEVELOPED DRAINAGE :>ubarea : 1 COVER DESCRIPTION !:\RID AND SEMIARID RANGELANDS State : CO ~inyon -juniper fair Sagebrush (w/ grass understory) fair rotal Area (by Hydrologic Soil Group) User: JEK Checked: Date: Date : Hydrologic Soil Group B C D Acres (CN) 607(58) 405(51) 1012 SUBAREA: 1 TOTAL DRAINAGE AREA: 1012 Acres WEIGHTED CURVE NUMBER: 5 5 .. .. RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD ;ubtitle: DEVELOPED DRAINAGE :>ubarea : 2 COVER DESCRIPTION ~ID AND SEMIARID RANGELANDS State: CO ?inyon -juniper fair :>agebrush (w/ grass understory) fair rotal Area (by Hydrologic Soil Group) SUBAREA: 2 TOTAL DRAINAGE AREA: 27 Acres .. User: JEK Checked: Date: Date: Hydrologic Soil Group A B C D Acres (CN) 16(58) 11(51) 27 WEIGHTED CURVE NUMBER: 55 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ..... y : GARFIELD Subtitle: DEVELOPED DRAINAGE Subarea : 3 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyan -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 3 TOTAL DRAINAGE AREA: 49 Acres .. .. User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 29(58) 20(51) 49 WEIGHTED CURVE NUMBER: 55 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD Subtitle: DEVELOPED DRAINAGE Subarea : 8 COVER DESCRIPTION ~ID AND SEMIARID RANGELANDS State: co Pinyan -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 8 TOTAL DRAINAGE AREA: 15 Ac r es .. .. User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 5(58) 10(51) 15 WEIGHTED CURVE NUMBER: 53 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ct : SPRINGRIDGE II y : GARFIELD tle: DEVELOPED DRAINAGE Subarea : 11 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 11 TOTAL DRAINAGE AREA: 16 Acres .. .. User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 2(58) 14(51) 16 WEIGHTED CURVE NUMBER: 52 RUNOFF CURVE NUMBER COMPUTATION Vers i on 2.00 ~Qct : SPRINGRIDGE II ~y : GARFIELD Subtitle: DEVELOPED DRAINAGE Subarea : 12 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyan -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 12 TOTAL DRAINAGE AREA: 4 Acres .. User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 1(58) 3 ( 51) 4 WEIGHTED CURVE NUMBER: 53 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIEW Subtitle: DEVELOPED DRAINAGE Subarea : 14 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 14 TOTAL DRAINAGE AREA: 6 Acres User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 1(58) 5 (51) 6 WEIGHTED CURVE NUMBER: 52 RUNOFF CURVE NUMBER COMPUTATION Version 2.00 ct : SPRINGRIDGE II y : GARFIELD tle: DEVELOPED DRAINAGE Subarea : 16 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyon -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 16 TOTAL DRAINAGE AREA: 6 Acres .. .. User: JEK Checked: Date : Date: A Hydrologic Soil Group B C D Acres (CN) 1(58) 5 {51) 6 WEIGHTED CURVE NUMBER: 52 RUNOFF CURVE NUMBER COMPUTATION Version 2 .00 ~ct : SPRINGRIDGE II ~y : GARFIELD Subtitle: DEVELOPED DRAINAGE Subarea : 18 COVER DESCRIPTION ARID AND SEMIARID RANGELANDS State: CO Pinyan -juniper fair Sagebrush (w/ grass understory) fair Total Area (by Hydrologic Soil Group) SUBAREA: 18 TOTAL DRAINAGE AREA: 40 Acres .. .. User: JEK Checked: Date: Date: A Hydrologic Soil Group B C D Acres (CN) 20(58) 20 (51) 40 WEIGHTED CURVE NUMBER: 54 TABU LAR HYDROGRAPH METHOD • ct : SPRINGRIDGE II y : GARFIELD Subtitle: DEVELOPED DRAINAGE State: CO User: JEK Checked: Continuation of subarea --------------------------Subareas information Area (sq mi) Rainfall(in) Curve number Runoff (in) Tc (hrs) (Used) TimeToOutlet Ia/P (Used) 16 17 18 0.01* 0.04* 0.06 * 3.0 3.0 3.0 52* 0.12 0.21* 0.20 0.00 0.62 0.50 51* 0.11 0.45* 0.40 0.00 0.64 0.50 54 * 0.17 0.53 * 0.50 0.00 0.57 0.50 19 0.03* 3.0 51* 0.11 0.36* 0.40 0.00 Q.64 0.50 'SfL/tJO A Version 2.00 Date: Date: Time (hr) -------------Subarea Contribut ion to Total Flow (cfs) ------------ 11. 0 11.3 11.6 11.9 12.0 -12.4 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13 .6 13.8 14. 0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 w 22.0 26.0 P -Peak Flow 16 17 18 19 OP 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1P 1 1 1 1 1 1 0 0 0 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2P 2 2 2 2 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l P 1 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 * -value(s) provided f r om TR-55 system routines T IM E OF CONCENTRATIO N lL"t\JD TRAVEL TIME Version 2 .00 ~ect : SPRINGRIDGE II ~ty : GARFIELD State: co User: JEK Checked: Date: Date: Subtitle: DEVELOPED DRAINAGE --------------------------------Subarea #1 -1 Flow Type 2 year Length Slope Surf ace n rain (ft) (ft/ft) code Sheet 2.98 Shallow Concent'd Open Channel Open Channel 50 200 3150 8800 .16 .16 J u Area (sq/ft) Wp (ft) Velocity (ft/sec) Time (hr) 0.038 0.009 3 0. 292 4 0.611 Time of Concentration = 0.95* ===== - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -Subarea #2 - 2 - - --·-.~ --- - - - - - - - - - - - - - - - - - - - - - - Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel .. 50 200 1700 .35 .35 J u 3 Time of Concentration = 0.028 0.006 0.157 0.19* ===== --------------------------------Subarea #3 - 3 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 50 200 1620 .37 .37 J u 3 0.027 0.006 0.150 Time of Concentration = 0.18* ---------- --------------------------------Subarea #4 -4 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 50 200 1220 .38 .38 ~Generated for use by TABULAR method J u 0.027 0.006 3 0.113 Time of Concentration = 0.15* ===== TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 ~ct : SPRINGRIDGE II ~y : GARFIELD Suotitle: DEVELOPED DRAINAGE State: CO User: JEK Checked: Date: Date: --------------------------------Subarea #5 - 5 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 50 200 1220 .39 .39 J u 0.026 0.006 3 0.113 Time of Concentration= 0.1 4 * ===== --------------------------------Subarea #6 - 6 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft ) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel Sheet 2.98 Shallow Concent'd Open Channel 100 200 1150 100 200 1200 .03 .045 .08 .15 J u J u 2 0.128 0.016 0.1 60 Time of Concentration= 0.30* ---------- 0.087 0.009 2 0.167 Time of Concentration = 0.26* ---------- --------------------------------Subarea #8 -8 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 100 200 900 .05 .095 J u 2 0.105 0.011 0.125 Time o f Concentration =.0.24* ===== --------------------------------Subarea #9 -9 ------------------------------- 1 w Type 2 year Length Slope Surf ace n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/f t ) (ft) (ft/sec) (hr) --------------------------------------------------------------------------- t 2.98 100 .04 J 0.114 Shallow Concent'd 200 .05 U 0.015 Open Channel 2100 2 0.292 Time of Concentration= 0.42* ===== TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 State: co User: JEK Checked : Date: Date: ------------------------------Subarea #10 -10 Flow Type 2 year Length Slope Surf a c e n rain (ft) (ft/ft) code Sheet 2.98 Shallow Concent'd Open Channel 100 200 950 ---Sheet Flow Surface A Smooth Surf ace B Fallow (No Res.) C Cultivated < 20 % Res. D Cultivated > 20 % Res. E Grass-Range, Short .06 .06 Codes --- J u F Grass, Den se G Grass, Burmuda H Woods, Lig ht I Woods, Dense J Range, Natural * -Generated for use by TABULAR method Area (sq/ft) Wp (ft) Velocity (ft/ sec) T i me (hr) 0.097 0.014 2 0 .132 Time of Concentration = 0.2 4 * ===== ---Shallow Concentrated Surf ace Codes P Paved U Unpaved TIME OF CONCENTRATION AND TRAVEL TIME Version 2.00 .. ct : SPRINGRIDGE II y : GARFIELD Subtitle: DEVELOPED DRAINAGE State: CO User: J EK Checked: Date: Date: -------------------------------Subarea #1 -11 ------------------------------- Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 100 200 1600 .08 .08 J u 0.087 0.012 2 0.222 Time of Concentration = 0.32* ===== -------------------------------Subarea #2 -12 ------------------------------- Flow Type 2 year Length Slope Surface n Ar ea Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (h r) Sheet 2.98 Shallow Concent'd Open Channel 100 200 50 .10 .08 J u 2 0.079 0.012 0.007 Time of Concentration= 0.10* ===== 111---------------------------Subarea #3 -13 ---------------~---------------Flow Type 2 year Length Slope Surface n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 100 200 200 .08 .06 J u 2 0.087 0.014 0.028 Time of Concentration = 0.13* ===== -------------------------------Subarea #4 -14 ------------------------------- Flow Type 2 year Length Slope Surf ace n Area Wp Velocity Time rain (ft) (ft/ft) code (sq/ft) (ft) (ft/sec) (hr) Sheet 2.98 Shallow Concent'd Open Channel 100 100 700 .08 .08 * -Generated for use by TABULAR method - J u 0.087 0.006 2 0.097 Time of Concentration = 0 .19* ===== .. PIPE CULVERT ANALYSI S COMPUTATION OF CULVERT PERFORMANCE CURVE June 16, 2004 ================================================================================ PROGRAM INPUT DATA DESCRIPTION Culvert Diameter (ft) ...................................... . FHWA Chart Number ....•.........•.....•...................... FHWA Scale Number (Type of Culvert Entrance) ............... . Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ............•......•...................... Invert Elevation at Downstream end of Culvert (ft ) ......... . Invert Elevation at Upstream end of Culvert (ft) ........... . Culvert Slope (ft/ft) ...................................... . Starting Flow Rate (cfs) .•..•..•.....•......•............... Incremental Flow Rate (cfs) .........•....................... Ending Flow Rate (cfs) ..............••....................•. Starting Tailwater Depth (ft) ........•...•.................. Incremental Tailwater Depth (ft) .....•...•....•.•...•....... Ending Tailwater Depth (ft) ................................ . VALUE 3.0 1 3 0.012 0.5 100.0 100.0 100.25 0.0025 1.0 2.0 61. 0 0.0 0.0 o.o ================================================================================ COMPUTATION RESULTS .. Flow Tail water Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft ) (ft) (ft) (fps) -------------------------------------------------------------------------------- 1.0 o.o 0.41 0. 4 6 0.34 0.31 0.31 2.6 3.0 0.0 0. 72 0.81 0.58 0.54 0.54 3.47 5.0 0.0 0.95 1.05 0.75 0.7 0.7 3.99 7.0 0.0 1.13 1.26 0.9 0.83 0.83 4.38 9.0 0.0 1.29 1.44 1. 02 0.95 0.95 4.7 11. 0 0.0 1. 44 1. 6 1.14 1.05 1.05 4.98 13.0 o.o 1.58 1. 76 1.24 1.15 1.15 5.24 15.0 0.0 1. 72 1.9 1.35 1.24 1.24 5.47 17.0 0.0 1. 84 2.04 1. 45 1.32 1. 32 5.68 19.0 0.0 1. 96 2.17 1.5 5 1. 4 1. 4 5.89 21.0 0.0 2.08 2.3 1. 64 1.47 1. 47 6.08 23.0 0.0 2.2 2.42 1. 74 1.54 1.54 6.27 25.0 0.0 2.31 2.54 1. 84 1. 61 1. 61 6.45 27.0 0.0 2.42 2.66 1. 93 1. 68 1. 68 6.63 29.0 0.0 2.54 2.78 2.03 1. 74 1. 74 6~81 31.0 0.0 2.64 2.9 2.14 1.81 1. 81 6.98 33.0 0.0 2.75 3.01 2.25 1.86 1. 86 7.15 35.0 0.0 2.86 3.13 2.38 1.92 1.92 7.31 37.0 0.0 2.97 3.24 2.53 1.98 1.98 7.48 39.0 0.0 3.08 3.36 3.0 2.03 2.03 7.65 41. 0 0.0 3.18 3.48 3.0 2.09 2.09 7.82 43.0 0.0 3.3 3.6 3.0 2.14 2 .14 7.99 45.0 0.0 3.45 3. 72 3.0 2.19 2.19 8.16 47.0 0.0 3.55 3.85 3.0 2.23 2.23 8.33 49.0 0.0 3.59 3.98 3.0 2.28 2.28 8.5 51. 0 0.0 3. 72 4 .11 3.0 2.32 2.32 8.68 .. 53.0 0.0 3.85 4.26 3.0 2.37 2.37 8.86 55.0 0.0 3.99 3.48 3.0 2.41 3.0 7.78 57.0 0.0 4.13 3.6 3.0 2.45 3.0 8.06 59.0 0.0 4.27 3.69 3.0 2.48 3.0 8.35 61. 0 0.0 4.43 3.8 3.0 2.52 3.0 8.63 ================================================================================ 1-lw;. (u,_1e:R-t-014 .. PIPE CULVERT ANALYSI S COMPUTATION OF CULVERT PERFORMANCE CURVE June 16, 2004 ============================================~=================================== PROGRAM INPUT DATA DESCRIPTION culvert Diameter (ft) ......................•................ FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ........•....... Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ........................•........•....... Invert Elevation at Downstream end of Culvert (ft ) ..•....... Invert Elevation at Upstream end of Culvert (ft) ...••...•... Culvert Slope (ft/ft) ...................................... . Starting Flow Rate (cf s) ...........................•........ Incremental Flow Rate (cfs) ................................ . Ending Flow Rate (cfs) ..•..................•...........•.... Starting Tailwater Depth (ft) .............................. . Incremental Tailwater Depth (ft) ...................•...•.... Ending Tailwater Depth (ft) ............................••..• VALUE 2.5 1 3 0.012 0.5 100.0 100.0 100.25 0.0025 1. 0 2.0 41. 0 0.0 0.0 0.0 ================================================================================ COMPUTATION RESULTS .. Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft) (ft) (ft) (fps) -------------------------------------------------------------------------------- 1. 0 0.0 0.43 0.48 0.3 6 0.32 0.32 2. 68 3.0 0.0 0.77 0.85 0 . 62 0.57 0.57 3.59 5.0 0.0 1.0 1.12 0.8 1 0.74 0.74 4.13 7.0 0.0 1.21 1. 34 0.96 0.88 0.88 4.55 9.0 o.o 1.39 1. 54 1.11 1.0 1. 0 4.91 11. 0 0.0 1.55 1. 72 1. 24 1.11 1.11 5.22 13.0 0.0 1. 71 1. 89 1.37 1.21 1.21 5.51 15.0 0.0 1. 86 2.05 1. 5 1 1.31 1.31 5.78 17.0 0.0 2.01 2.21 1. 6 4 1.39 1.39 6.04 19.0 0.0 2 .16 2.37 1. 78 1. 48 1. 48 6.29 21.0 0.0 2.3 2.52 1. 9 4 1.56 1.56 6.53 23.0 o.o 2.44 2.68 2.14 1.63 1. 63 6.77 25.0 0.0 2.58 2.83 2.5 1. 7 1. 7 7.02 27.0 0.0 2. 72 3.0 2.5 1. 77 1. 77 7.26 29.0 0.0 2 .91 3.16 2.5 1.84 1.84 7.5 31. 0 o.o 2.99 3.34 2.5 1.9 1.9 7.76 33.0 0.0 3.15 2.86 2.5 1. 96 2.5 6.72 35.0 0.0 3.33 3.0 2.5 2.01 2.5 7.13 37.0 0.0 3.52 3.17 2.5 2.06 2.5 7.54 39.0 0.0 3. 72 3.32 2.5 2.11 2.5 7.95 41. 0 0.0 3.93 3.49 2.5 2.15 2.5 8.35 ================================================================================ HYDROCALC Hydraulics for Windows, Version l.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suit e 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:sof t ware@dodson-hydro .com ~All Rights Reserved. fli.1J: Clfl-V@?:f OJ A PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE April 21, 2004 ================================================================================ PROGRAM INPUT DATA DESCRIPTION Culvert Diameter (ft) .......•..............•................ FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ....•...•....... Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) .........•............................... Invert Elevation at Downstream end of Culvert (ft) ......... . Invert Elevation at Upstream end of Culvert (ft) •........... Culvert Slope (ft/ft) ......•...••.•..•....•......•.......... Starting Flow Rate (cfs) ...•..•.•••..•...•...•........•..... Incremental Flow Rate (cfs) .•............•.•.•........•..... Ending Flow Rate (cfs) .........••....•...................... Starting Tailwater Depth (ft) ..•.....•...•......•........... Incremental Tailwater Depth (ft) .........•.................. Ending Tailwater Depth (ft) ••..•..••.•..•.•.•.........•..... VALUE 2.0 1 3 0 .0 12 0.5 50.0 100.0 100.25 0.005 1.0 2.0 21.0 0.0 0.0 0.0 ================================================================================ 1. 0 3.0 5.0 7.0 9.0 11.0 13.0 15.0 11.0 19.0 21.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.46 0.82 1.09 1.32 1.53 1. 74 1.93 2.13 2 .36 2.53 2.79 COMPUTATION RESULTS 0.0 0.0 0.0 o.o 0.0 0.0 0.0 2.34 2.53 2.74 2.98 0.33 0.56 0.74 0.88 1. 02 1.16 1. 29 1. 44 1. 61 2.0 2.0 0.34 0.6 0.79 0.94 1.07 1.19 1.3 1. 4 1. 49 1.57 1. 64 0.33 0.56 0.74 0.88 1.02 1.16 1.29 1. 4 1. 49 1.57 1. 64 3.01 4.13 4.77 5.23 5.57 5.84 6.05 6.41 6.79 7.19 7.61 ================================================================================ HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. .. PIPE CULVERT ANALYSI S COMPUTATION OF CULVERT PERFORMANCE CURVE April 21, 2004 ================================================================================ PROGRAM INPUT DATA DESCRIPTION Culvert Diameter (ft) ...................................... . FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ......•......... Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening .•..•.•.......•. Culvert Length (ft) ..............•................•......... Invert Elevation at Downstream end of Culvert (ft) ......... . Invert Elevation at Upstream end of Culvert (ft) .•.•........ Culvert Slope (ft/ft) ......•.............•........•.......•. Starting Flow Rate (cfs) .................•........•......... Incremental Flow Rate (cfs) ...•..•............•.......•..... Ending Flow Rate (cfs) .....•..........•..................... Starting Tailwater Depth (ft) .•..........•....•....•......•. Incremental Tailwater Depth (ft) ..............•...•...•..... Ending Tailwater Depth (ft) .......................•......... VALUE 1.5 1 3 0.012 0.5 50.0 ioo.o 100.25 0.005 1.0 2.0 21.0 0.0 0.0 0.0 ================================================================================ COMPUTATION RESULTS Flow Tail water Headwater (ft) Nonnal Critical Depth at outlet Rate Depth Inlet Outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft ) (ft) (ft) (fps) -------------------------------------------------------------------------------- 1. 0 o.o 0.5 0.0 0.36 0.37 0.36 3.11 3.0 0.0 0.92 0.0 0.63 0.66 0. 63 4.22 5.0 0.0 1.25 0.0 0.86 0.86 0.86 4.79 7.0 0.0 1.55 1. 7 1.08 1.02 1.02 5.44 9.0 0.0 1.85 2.02 1.5 1.16 1.16 6.13 11. 0 0.0 2.26 1. 9 1.5 1.27 1.5 6.22 13.0 0.0 2.75 2.26 1.5 1.35 1.5 7.36 15.0 0.0 3.32 2.64 1.5 1.41 1.5 8.49 17.0 0.0 3.96 3.06 1.5 1. 44 1.5 9.62 19.0 0.0 4.7 3.53 1.5 1. 46 1.5 10.75 21. 0 0.0 5.51 4.05 1.5 1. 47 1.5 11. 88 ================================================================================ HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax: (281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. /IP-) = C.1-ra:r [1A .. PIPE CULVERT ANALYSI S COMPUTATION OF CULVERT PERFORMANCE CURVE April 21, 2004 ================================================================================ PROGRAM INPUT DATA DESCRIPTION Culvert Diameter (ft) ........•.............................. FHWA Chart Number .......................................... . FHWA Scale Number (Type of Culvert Entrance) ............... . Manning's Roughness Coefficient (n-value) .................. . Entrance Loss Coefficient of Culvert Opening ............... . Culvert Length (ft) ..•......••.............................. Invert Elevation at Downstream end of Culvert (ft ) ......... . Invert Elevation at Upstream end of Culvert (ft) ........... . Culvert Slope (ft/ft) •......•............................... Starting Flow Rate (cfs) .•.•..••..........................•. Incremental Flow Rate (cfs) ..•..• , ..............•........... Ending Flow Rate (cfs) ...•..•............................... Starting Tailwater Depth (ft) ....•..........•............... Incremental Tailwater Depth (ft) ........................... . Ending Tailwater Depth (ft) •••.••...•...............•.....•. VALUE 1. 25 1 3 0.012 0.5 50.0 100.0 100.25 0.005 1.0 2.0 21. 0 0.0 0.0 0.0 ================================================================================ COMPUTATION RESULTS .. Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet Rate Depth Inlet outlet Depth Depth Outlet Velocity (cfs) (ft) Control Control (ft ) (ft) (ft) (fps) -------------------------------------------------------------------------------- 1. 0 0.0 0.54 0.0 0.3 8 0.39 0.38 3.16 3.0 0.0 1.0 1.12 0.7 0.7 0.7 4.27 5.0 0.0 1.43 1.53 1.04 0.91 0.91 5.24 7.0 0.0 1.89 1. 6~---:r:-2 5 1. 06 1.25 5.7 9.0 0.0 2.56 2.21 1. 2 5 1.16 1.25 7.33 11. 0 0.0 3.41 2.85 1.25 1.2 1.25 8.96 13.0 0.0 4.42 3.59 1.25 1.23 1.25 10.59 15.0 0.0 5.6 4.46 1.25 1.24 1.25 12.22 17.0 0.0 6.94 5.44 1.25 1.24 1. 25 13.85 19.0 0.0 8.46 6.55 1.25 1.24 1.25 15.48 21. 0 0.0 10.14 7.78 1.25 1.25 1. 25 17.11 ================================================================================ HYDROCALC Hydraulics for Windows, Version 1.2a Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone: (281)440-3787, Fax:(281)440-4742, Email:soft ware@dodson-hydro.com All Rights Reserved . .. 11-jl.1 :. a11 .. Y£L7 u1A ---The Selected Return Period is 25 years. *** End of Command File .. Duration ***** HYDRO ***** (Version 6.0) ***** Date 12-03-** 25 Yr Page No 2 IDF CURVEDDDDODODDDODDDOOOOODDODODDDOOOOO IDF Curve for Various Return Periods Intensities (in/h) 2 Yr 5 Yr 10 Yr 50 Yr 100 Yr ----------------------------------------------------------------------------- 5 10 15 30 60 120 4 8 16 24 .. min min min min min min h h h h 4.960 3.179 3.917 4 .372 5.387 5.794 3.869 2.339 2.961 3.353 4.251 4.618 3.112 1. 756 2.297 2.645 3.461 3.801 2.119 1.111 1.504 1. 764 2.389 2.656 1.327 • 658 .915 1.087 1.511 1.695 .856 .425 .590 . 702 .975 1. 093 .500 .248 .345 .410 .569 .638 .273 .135 .188 .224 .311 .349 .143 .071 .099 .117 .163 .183 .097 .048 .067 .079 .no .124 GARFIELD COUNTY, COLORADOOODOOOOOOOO[][](]OOOODDDDOD Intensity Curve for 25 Year Return Period Rainfall Intensity (in/h) versus Duration (h) 4. 96* ........••••.....•...........••.•........•.•.........•.....•........ PEAK STAGE + (FEET) 6424.87 TIME (HR) 16 .75 6-HR 6424.74 CUMULATIVE AREA = , MAXIMUM AVERAGE STAGE 24-HR 72-HR 24.92-HR 6423.15 6423.11 6423.11 1. 88 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 147 KK 150 KO 151 RS 152 SA 153 SE 154 SQ 155 SE 156 SS ************** * * * DETENT * ION C * *""************ OUTPUT CONTROL VARIABLES IPRNT 3 !PLOT 0 QSCAL 0. HYDROGRAPH ROUTING DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE STORAGE ROUTING NSTPS ITYP RSVRIC 1 NUMBER OF SUBREACHES x AREA ELEVATION DISCHARGE ELEVATION SPILLWAY CREL SPWID COQW EXPW ELEV TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT . 7 1.6 2 .8 6396.00 6398.00 6400.00 o. 4. 5. 14. 6396.00 6397.00 6398.00 6399.00 6399 .80 SPILLWAY CREST ELEVATION 10.00 SPILLWAY WIDTH 3.09 WEIR COE FFICIENT 1.50 EXPONENT OF HEAD *** 27. 6400.00 COMPUTED STORAGE-ELEVATION DATA STORAGE .00 2.21 6.61 ELEVATION 6396.00 6398.00 6400.00 COMPUTED STORAGE-OUTFLOW-ELEVATION STORAGE .00 .86 2.21 4.10 6.61 OUTFLOW .00 3. 78 5.34 14.42 27.45 DATA + + + + , I ELEVATION 6396.00 6397.00 6398.00 6399.00 6400.00 *** *** *** *** *** HYDROGRAPH AT STATION DETENT PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (CFS) (HR) (CFS) 23. 19.00 21. 8. 8. 8. (INCHES) .089 .138 .138 .138 (AC-FT) 10. 16. 16. 16. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 24.92-HR (AC-FT) (HR) 6. 19.00 5. 2. 2. 2. PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 24.92-HR (FEE.Tl (HR) 6399.65 19. 00 6399.52 6397.53 6397.48 6397. 48 CUMULATIVE AREA = 2.20 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 163 KK 166 KO 167 RS 168 SA 169 SE 170 SQ 171 SE ************"'* * * * DE.TE.NT * * * ************** OUTPUT CONTROL IPRNT I PLOT QSCAL ION D VARIABLE.S 3 0 0. HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS 1 ITYP E.LEV RSVRIC .00 x .00 ARE.A • 4 ELEVATION 6388.00 DISCHARGE 0. ELEVATION 6388.00 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NUMBER OF SUBREACHES TYPE. OF INITIAL CONDITION INITIAL CONDITION WORKING RAND D COEFFICIENT 1.2 2.2 6390.00 6392.00 2. 2 .• 11. 6389.00 6390.00 6391.00 23. 6392.00 + + + + 1 + + + 172 SS *** SPILLWAY CREL SPWID COQW EXPW STORAGE ELEVATION STORAGE OUTFLOW ELEVATION .00 6388.00 .oo .00 6300.00 *** 6391.90 20.00 3.09 1.50 1. 50 6390.00 .56 1. 69 6309.00 *** SPILLWAY CREST ELEVATION SPILLWAY WIDTH WEIR COEFFICIENT EXPONENT OF HEAD *** I COMPUTED STORAGE-ELEVATION DATA 4. 76 6392.00 COMPUTED STORAGE-OUTFLOW-ELEVATION DATA 1. 50 2.37 6390.00 2.88 10.77 6391.00 *** 4. 7 6 23.24 6392. 00 *** HYDROGRAPH AT STATION DE: TENT PEAK FLOW TIME: MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR (CFS) (HR) (CFS) 21. 21.17 19. 7. 6. 6. (INCHES) .090 .109 .108 .1 0 8 (AC-FT) 1 0. 13 . 13 . 13. PEAK STORAGE TIME MAXIMUM AVE:RAGE STORAGE: 6-HR 24-HR 72-HR 24 .92-HR (AC-FT) (HR) 4. 21. 08 4. 2. 1. 1. PE:AK STAGE TIME: MAXIMUM AVERAGE: STAGE: 6-HR 24-HR 72-HR 24.92-HR (FEET) (HR) 6391.81 21. 08 6391.70 6389. 49 6389 .4 3 6399. 43 CUMULATIVE ARE:A -2.27 SQ MI RUNOFF SUM MARY FLOW IN CUBIC FE:E:T PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME: OF AVE:RAGE: FLOW FOR MAXIMUM PE:RIOD OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT AREAlA 74. 13.42 28. 0. 8. ROUTED TO DETENT 68. 13.67 20. 0. 9. BASIN MAXIMU M TIME OF AREA STAGE MAX STAGE 1. 58 1. 5 0 . ' .. TABLE OF CONT ENTS PURP O SE AND SCO P E OF STUDY ........................................................................................................ -1 - PROPOSED CO N STRU CTJO N ................................................................................................................ -l - SITE CONDITJ ONS ................................................................................................................................... -2 - GEOLOGJC CONDJTIONS ....................................................................................................................... -2 - FORMATJON ROC K ............................................................................................................................ - 3 - SURFICIAL SOILS ............................................................................................................................... -4 - SUBSURFACE EXPLORATION .............................................................................................................. -4 -·• SUBSURFACE CONDITIONS .................................................................................................................. - 5 - GEOLOGIC SITE ASSESSMENT ............................................................................................................ -5 - ROCKFALL ........................................................................................................................................... -5 - STREAM FLOODING ........... : ................................... : .......................................................................... -6 - ALLUVIAL FAN FLOODING ............................................................................................................. -6 - MOISTURE SENSITIVE SOILS .......................................................................................................... -7 - CONSTRUCTION RELATED SLOP E INSTABILI T Y ....................................................................... -7 - REGIONAL EVAPORITE DEFORMATIONS .................................................................................... -7 -.. EARTHQUAKE CON SIDERATIONS ................................................................................................. -8 - RADIATION POTENTIAL ........................................................................................................................ - 8 - ENGINEERING ANALYSIS ..................................................................................................................... - 8 - PRELIMINARY DESIGN RECOMMENDATIONS ................................................................................ - 9 -- FOUNDATIONS ................................................................................................................................... - 9 - FLOOR SLAB ....................................................................................................................................... - 9 - BELOW GRADE CONSTRUCTION ................................................................................................. -10- ROADWAY GRADING ...................................................................................................................... -10 - SURF ACE DRAINAGE ...................................................................................................................... -10 - WATER TANK SITE .......................................................................................................................... -11- LIMITATIONS ......................................................................................................................................... -11 - REFERENCES ......................................................................................................................................... -13 - FIGURE 1 -VICINITY MAP FIGURE 2-PRELIMINARY GEOLOGY MAP AND EXPLORATORY P IT LOCATIONS FIGURE 3 -LOGS OF EXPLORATORY PITS FIGURES 4 - 6 -SWELL-CONSOLIDATION TEST RESULTS TABLE 1-SUMMARY OF LABORATORY TEST RE SULTS ' . .. .. .. PURPOSE AND SCOPE OF STUDY This report presents the results of a preliminary geotechnical study fo r the propo se d Springridge Place Phase II to be located along County Road 125, about five miles south of Glenwood Springs , Garfield County, Colorado. The project site is shown on Figures l and 2. The purpose of the study was to evaluate potential geologic hazard impacts , and to develop recommendations for preliminary design of the building foundation and site grading . The study was conducted in accordance with our agreement fo r professional . . . engineering services to The Greenwald Children's Trust, dated Apri l 6, 1994 and subsequent proposal to Glenwood Brokers , Ltd. dated May 28; 2004 . This report is an update of our previous stlidy for the proposed d_evelopment (Hepworth -Pawlak Geotechnical, 2001 ). A field exploration program consisting of a geologic reconnaissance and exploratory pits was conducted to obtain information on the site and subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to detennine their compressibility, classification and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for planning and preliminary design for building foundation and site grading. This report summarizes the data obtained during this study and presents our conclusions, recommendations and other geotechnical engineering considerations based on the proposed development and the subsurface conditions encountered. PROPOSED CONSTRUCTION Development plans for the Phase II part of the property consist of 81 single family residential lots having sizes between about 1 acre to greater than 4 acres . Six of the lots will be located uphill of County Road 125 and the rest of the lots will be located in the valley bottom to eastern valley side. All of the building areas will be on slopes less than 40%. A private roadway system will provide access to the east of County Road 125 . The development plan is shown on Figure 2. Water and sewer services will be from central lnh Nn . IOI 126 .. .. .. -2 - systems. The ro adway grading is as sumed to be minor \Vith c uts and fill s up to ab out 1 O feet deep. The Atkinson Ditch \Vill be piped t hrough the de velopm ent. SITE CO NDITIONS The development is situated on an upland surfa ce adj ac en t t o the ea st Dank of the Grand Hogback, a large northwest trending ridge. The elevations v ar y from about 6400 f eet at the nmih end to 7200 feet on top of the ridge at the southwest boundary . Building site s only extend to about elevation 6,550 feet on th e east flank o f the hogback (west side of the development). Two smaller hogbacks occ ur to the east. A Jew bedrock outcrop s occur on the hogbacks . An ephemeral stream drains toward the no1ih . A tributary joins the main drainage near the c~nter of the site . A rro yo cutting is occurring at the south end of these drainages . Several irrigation ditches are located on the development. The central portion of the site is mostly a fairly flat valley floor. The south, west and east sides h av e steep slopes. County Road 125 runs through the development from northwest to southeast, parallel ing the lower slope of the Grand Hogback. A ranch house and out buildings are located n ear - the center of the development. The existing development is locat ed to the north. The valley bottoms have been used for hay and pasture. Some trash was noted adjacent to the east drainage at one location. Otherwise , the d evelopment area is t ypically natural. Vegetation on the slopes consisted of sage, pin on, j uniper and other brush. The valley bottoms have grass and sage. An existing above ground, steel water tank is located west of Lot 6. GEOLOGIC CONDITIONS The project site is located on the limb of the Grand Hogback monocline. This first order regional structure defines the boundary between the Pieance basin that lies to the west and the Carbondale evaporite collapse center that li es to the east (Kirkham and Widmann, 1997). The monocline was fonned during the Laramide orogeny about 40 to 70 million HP .., -.) - years ago as a result ofregional compressional stresses. The sedimentary rocks on the monocline limb in the project area have an average strike of about N 30° W. The average dip of the monocline limb in this area is about 45° to the southwest. but dips in the proj ect area vary from 9° to 78 ° because of secondary folding (Kirklrnm and Others, 19 96 ). Locally the bedding is ove1iurned and the bedding dips are as much as 28° to th e northeast in the eastern part of the project area. Faults have not been mapped at the project site, but regional mapping has identified several n01ihwest trending , down to the southwest normal faults to the west of the project area (Kirkham and Other s, 1996). These faults appear to be bedding plane fault s fri the Mancos Shale and Mesa Verde Group that result from shallow crustal strains associated with ~vapori te solution and flow in the Carbondale evaporite collapse center. The faults displace and form scarps in . . Pleistocene and possibly Holocene age debris flow deposits (Kirkham and Others , 1996). This indicates that some of the faults may have movements that are younger than 10,000 years. FORMATION ROCK Fonnation rock at the project site includes the Cretaceous Dakota Sandstone (Kd), the Jurassic Morrison Fonnation (Jm) and Entrada Sandstone (Je), the Triassic and Permian Chinle and State Bridge Formations (TRPcs) and the Permian and Pem1sylvanian Maroon Formation (PPm), see Figure 2. The project site is located in a strike valley between two hogback ridges. The resistant Entrada Sandstone forms the crest of the hogback along the western side of the project area and resistant beds in the Maroon Formation fom1s the hogback along the eastern side of the project area. All of the proposed development will be in areas underlain by the Maroon Formation. The Maroon Formation is made up of red interbedded sandstone, siltstone, rnudstone and shale with some minor, thin gray limestone beds. The rock is usually hard and cemented. The rock mass is cut by joints that parallel the bedding and at high angles to the bedding. lnh Nn 101 1?6 .. .. -4 - SURFICIAL SOILS Formation rock in the project area is usually covered by surficial soi l s . Relatively shallovl colluvium (Qc) and local rock outcrops are present on the boundary hogbacks and upland ridg es on the valley floor. Small alluvial fans (Qaf) have developed at the mouths of several ephemeral drainages on the eastern hogback. Alluvial aprons (Qaa) have developed along the lower part of the western hogback and lower slopes of the ·• upland ridges on the valley floor. The relatively flat valley floo r at the project site is underlain by alluvium (Qal) that grades to a low terrace level _along Four Mile Creek to the north of the project area. This terrace lies about 10 to 20 feet above the modern creek channel and most of the valley floor alluvium in th e project area was probably deposited during the late Pleistocene . The exploratory pits show that the surficial soils at the project site are typically sanely clay and silty sand with angular rock fragments fr om gravel-to boulder-size . Formation rock was less that five feet deep in several of the pits located on the lower parts of the boundary hogbacks and upland ridges on the valley floor. SUBSURFACE EXPLORATION The subsurface exploration for the project was conducted on April 13, 22 and 29, 1994. Eleven exploratory pits were excavated at the approximate locati ons shown on Figure 2 to evaluate the subsurface conditions. The pits were dug with a rubber tired backhoe and logged by a representative of Hepworth-Pawlak Geotechnical, Jnc. Samples of the subsoils were taken with relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are shown on the Logs of Exploratory Pits, Figure 3. The samples were returned to our laboratory for review by the project engineer and testing. lnh Nn 101 126 .. .. .. -) - SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 3. The subsoils encountered in the valley bottom areas consist of about 1 to 1 Y:> feet of topsoil above sandy silty clay and silty sand with rock fragments. On the valley side slope areas, sandstone bedrock was encountered between deptbs of 12 to 6 feet below rocky, silty sand and clay colluvial soils. The bedrock is generally hard to very hard and ·• could not be effectively dug with the backhoe. The soil moisture was relatively lmv and no free water was encountered to the pit depths of 8 to 11 feet.-The central field area was being flood irrigated at the time of our April 29, 1994 site visit. Laboratory testing performed on samples obtained from the pits included natural moisture content and density, gradation analyses, and liquid and plastic limits . Results of consolidation testing performed on relatively undisturbed liner samples of the sandy clay and silt soils, presented on Figures 4, 5 and 6, indicate low compress ibility under initial low moisture conditions and moderate to high compressibility when wetted and loaded. The samples generally showed a low to moderate collapse potential. The liquid and plastic limits testing i11dicates the soils are generally low plasticity. The laboratory testing is summaTized in Table 1. GEOLOGIC SITE ASSESSMENT There are several conditions of a geologic nature that should be considered in project planning and design. These conditions and their expect influence on the proposed development are discussed below. ROCKFALL In some places outcrops of Entrada Sandstone along the western hogback crest are potential start areas for rockfall that could potentially reach building sites on Lots 1 .. .. .. -8 - EARTHQUAKE CONSIDERATIONS The project are a could e xperience m oderat ely s trong earihquake rel at ed gro und shakin g . Modified Mercalli Int ensity VI ground shaking sh o uld be ex p ected d ur ing a reaso nab le service life for the development but the prob ability for stron ger ground shakin g is lo w. Intensity VI ground shaking is felt by most peo ple and causes general alarm, but result s in negligible damage to structures of good desi gn and construction. Occupied structures should be designed to withstand moderately st rong ground shaking with little or no ·• damage and not to collapse under stronger ground shaking. Considering the nature of the faults to the west of the project area , in our opinion, these fault s although geologicall y young do not increase the earthquake potenti al at the project site . The region is in the 1997 Uniform Building Cod~, Seismic Risk Zorie I . Based on our cmTent understanding of the earthquake hazard in this part of Colo rado, we see no reason to increase the commonly accepted seismic risk zone for th e area . RADIATION POTENTIAL The project site is not located in an area where geologic deposits are expected to have unusually high concentrations of radioactive minerals. However, there is a potential that radon gas could be present in the area. It is di fficult to assess the potential for future radon gas concentrations in buildings before the buildings are constructed. Testing for radon gas can be done when the residences and other occupied structures have been completed . New building are often designed w ith provisions for ventilation of lower enclosed spaces should post construction test ing show unacceptable radon gas concentrations. ENGINEERING ANALYSIS The subsurface conditions encountered throu ghout the project are a are variable but should be suitable for suppo1i of spread footing foun d ations. The colluvium in the steeper slop e areas and the fine-grained soils in the non-irr igated valley bottom areas tend to be ' 1 °"" T _ 1 ru 1 ""I t.:" '. .. .. .. -9 - bydrocompressive. \Ve expect that the soils in the historically irrigated fields have been wetted and should be less prone to hydrocompression . The bedrock ""ill provide excellent support for buildings. Ground,:vater \.Vas not encountered and basement level construction appears feasible in most areas of the property. The bedrock is very hard and may limit the practical use of basements, especially where the rock is cemented and requires blasting to dig. The soils and bedrock should be suitable for typical roachvay grading with the expected relatively minor cut and fill sections. PRELIMINARY DESIGN JIBCOMMENDATIONS Development of the property should be feasible based on geotechnical considerations. The following recomrnendations are made for p°Ianning and preliminary design of the buildings and site grading . FOUNDATIONS Spread footings placed on the natural soils below the topsoil should be suitable for support of typical light residential building loads. Allowable soil bearing pressures in the- . range of 1,000 psf to 2,000 psf should be acceptable. The hydrocompression potential can probably be mitigated by engineered foundation design and should be evaluated on a site specific basis. Compaction of the subgrade can help reduce the settlement potential. Footings placed on the bedrock materials should have allowable bearing pressures in the range of 3,000 psf to 6,000 psf. Additional subsurface exploration should be performed by the individual lot owner when the building location, grading and loading conditions have been determined to provide the site specific bearing recommendations. FLOOR SLAB The natural soils below the topsoil should be suitable for support of lightly loaded slabs- on-grade. The upper soils may be compressible and result in some slab movement. Removal and recornpaction can reduce the potential for movement. Separating the slab . ' .. .. -10 - from the bearing walls and colunms is usu ally ad eq ua te to allow for slight mo ve me nt and limit potential distress. Backfi!J p laced beneath slabs should consist of properly placed and compacted soil excluding vegetation, topsoil and oversized rock. BELOW GR.t\DE CONSTRUCTJON Basement level construction should not enc o unter shallo\v groundwater but seasonal perched water could occur from springtime runoff and local iITigation. We unders t and that the Atkinson Ditch will be lined with a s ofiC! pipe. Subsurface drainage is recommended to protect below grade construction. Typically_,_ this consists of foundation drains and underslab free draining gravel connected to a gravity outlet. The bedrock is shallow or outcrops in most ·of the valley side siopes and could make building excavations very difficult to dig . ROAD\V A Y GRADING We assume grading for the roadway development will be relatively minor. Existing topsoil ; vegetation and debris should be removed from the cut and embankment fill areas.. Slopes greater than 20% should be benched beneath fill areas. The exposed surface should be moistened to optimum and compact ed to at least 95% of st andard Proctor density. Structural fill should then be placed and compacted to the project specifications and elevations. Cut and fill slopes should be graded at 2 horizontal to 1 ve1iical or flatter. Embankment fill should be compacted to at least 95% of standard Proctor density near optimum moisture content. The on-site soils devoid of vegetation, topsoil , debris and · oversized rock should be suitable for use as structural fill. Positive drainage away from the road surface and subgrade should be provided. SURF ACE DRAINAGE Positive smface drainage should be provided around the buildings and throughout the site to prevent ponding adjacent to structures and roadways. The Atkins on Ditch through the Job No. IOI 126 I I .. .. -11 - building area should be lined to prevent seepage impact on adjacent sites. The natural drainages from the upper valley areas and the v alley side slopes can probably be used to provide positive drainage through the prope1iy. The soils are susceptible to erosion, particularly after the vegetation is stripped. G ullying can be expected on unprotected slopes unless properly protected. WATER TANK SITE An above ground steel water tank is proposed r:i.~ar the southeast end of the project above County Road 125 (see Figure 2). The tank will be similar to the existing tank located .. uphill of County Road 125 west of Lot 6. The proposed tank site is located on a northeast sloping hillside that consists·of relatively stable· colluvial depos its above Maroon Formation. We assume that the tank pad will be developed mainly by cutting and could transition the colluvial soils and fo rmation rock . The site should be suitable for the proposed tank based on geotechnical considerations. The bearing conditions could be variable and have differential settlement potential between soil and rock areas. The site specific subsurface conditions should be evaluated for the tank and grading designs. LIMITATIONS This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this a rea at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from our site reconnaissance, the exploratory pits dug at the location indicated on Figure 2, the assumed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits. Additional exploration and analysis is recommended for the individual building foundatio n design. JobNo. 101126 I' .. .. .. -12 - This report has been prepared fo r the exclusive use by our client for planning and preliminary design purposes. We are not re sponsible for technical interpretations by others of our information. As th e project evolves . 've should provide continued consultation to verify that the recommendations have been appropriately interpreted. We recommend observation of excavations for bearing conditions and testing of structural fill by a representative of our office. If you have any questions or if we can be of further assistance, please let us know. ·• Sincerely, HEPWORTH-PAV/LAK GEOTE CHNICAL, INC . Steven L. Pawlak, P. and By: Ralph G. Mock Engineering Geologist SLP/ksw cc: Sopris Engineering -Attn : Yancy Nichol Job No. 101 126 101 126 HEPWORTH-PAWLAK GEOTECHNICAL, INC. VICINITY MAP Fig. 1 '' .. Qc/Kd 0 1000 ft . I Scale : 1 in. = 1000 ft . Contour Interval : 10 ft. June 2004 Explanation: Qc/PPm Qa1 Valley Floor Alluvium Qaa Alluvial Apron Qaf Alluvial Fan Qc Colluvium Kd Dakota Sandstone Jm Morrison Formation Je Entrada Sandstone TRPcs Chinle & State Bridge Formations PPm Maroon Formation 101 126 HEPWORTH-PAWLAK GEOTECHNICAL, Inc. • Contact: Approximate boundary of map units . Exploratory Pit: Approximate location of exploratory pit . Potential Rockfall Start Area: Approximate location of potential rockfall start zone . Springridge Place Phase II Preliminary Geology Map and Exploratory Pit Locations Figure 2