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HomeMy WebLinkAbout032-338-33-1101-LUP-2022-261 io__ uunox nx APCLICATION FOR UlND USE PERMIT � fFFSawyerCouMy SAWYERCOUNN,WISCONSIN G 1 2anIn68Cnnserva4onDePart o.e.s�.molaR•�+al / I �'1 � � ]OfifOMain5t5uile<9 (...�C-3pC..��ZL� I.�.i.�rr:'�.... �� Naywar0.W1568C3 � ... (�351634-8288 �I�q+a} Lnk# o� ��3� -- � .��k.,.,.aa. -�as � _ < <,..� . . . o"n=a�,�s��.nm.�,. Rcpt#New w�r�� �,,,��+ 0 �w �orekm�.�.� - , _- P-,.rv. ong�nalnppn<allo�musrbeiuemmea rrtlolrtln�xK(NOPEN[IL)�� a..,�e�slnameCe .. mnvxxaHslrvame Kyle Marinoff Stack Brothers Mechanical Contractors Mmr gneere::: - m,amqname::: W1613 Counry Rd.W 3119 Hill Avenue °"°: 715-415-0297 °"°"`: 715398-2964 ,. kyle.marinoff@wisconsin.gov E,,,,A, JWick@stackbr.com I ESR�,ea,�.: Flambeau RiverState Forest o.ow.o,r�eb,: �une 16,2022 P�H. b' ;�-333- 33-Ilol ,�„�a: iNCn�e-� IVeimltEellveryMn�otl - Email to owner antl NE�.�biesmann@klengineenng.com � �ISProperty/lanEwlMin300he�ofRiver,SMam��ni. DbbnteSHvctureisfromSM1oreI1M: ourFropnny ~ 8 4 Connor.cGreek �ee[ nfloodplain eWellaMs Cr ekor1l�nEwardskeofFloodO�aln? r�ge . prPreunt? �ShorelmE ��P� �n��UP �O"`� Yes ISVroperty/tanEwithin1000hetofLake,VantlwFlowage �iDlstanceSWcfureisfromSAorelin<: �Yes No Ilycs��contlnue�j Ieet No �:_�;Xon-SM1oreWnE Valueatnmeol Describe VrojeR Tp�alpo( Wmoletbn �roje��� Number Fo�ndrtion ��oo What'ype&Capatlryis[he �No se,garage,shed,Ceck, (Base ent, pos[� �'''e/Sa i[ary5ystem�5) i 0 tlonatM u Addi[ion,etc...) O�SIOAlS ��a �m IimrU&mate�ia' W SPi Ce' OnSt�uC[iOn list sepantely Slab 5 , 1 .�G,kw ninl.r � 3��F'. ,.E_ sfora•. � NN:snowmot;ilEvain S �euay ela� 5 aatroNu�na�ion NeiBht: TotalSquare Lowest Foatage GroAeto VroposedUse � VroposedStrucNre Dimensions (mulHplyper Highest rtory� Peak ResiEence ' x ' Ft. � X � with 2^°s[ory or bh F� ( X � with Basemen[ Ft, ( % ) '�ReSidentialUSe A«achedGarage F� AcrossarySlruRurele+oiainl ( K � l'�Agricultural '.^`"'° �.."."..°°.'"°"'^."' Ft. �� TemperaryGuestQuartersorBunkhouse�ciraeryoel ' x , Ft. % ) � COmmefcidl� Detk/Vor<h/Va[io I F�. Industrial Use � x � �2n°�Deck/Vorch/Pallo Ft. L�MUNcipal Use ( x � Other(�.oia�nl Bnage RePlacmam F� ■othu � x 1 arv�sno�.mootlevatl oriMivalsnuaurew9����m„lcomrrc.a,LMonavaLe+.� pe. � x � Addi[ion/Alteration(<.�i.inl F�, TMaI Nomhabitable square teet Total habRable square teet: NA �Eecks,pa[ios,garaRes,sFetls,stonge area 8 ot�er struc�ures� -�'���P���+� �s�,;�-- Original Application MUST Ge submitred Attach a Glan or SkeKM1 your Property on 8.5"x 11"or 8.5"K 19"Oaper.�Mutt•Include bcafian arW setbeck of proporE anA aKlrtin�rtructwes,rwAs, tlAvew��,nninry compone�rt;wll,qke,rNar,strum,antl weW nds. oew+nelon s.cwck seewa M!lSV�lTlllp ���� Meawremenb Setback from ffie[enterline of VlatttE Noad and/or Feet Setback from the Lake lo,anurv��e�-w,�.�m.n) Ret SetbackfromtheEsbbllsheENl6hbo(-Way F¢et SefbackhomtheRlveqStream,Creek Feet Setback from lhe BIuH��ncp.ade Feet Setback/rom Ue NortM1 I ot line i Feet Selbaak fmm Ue South Lot�ine Fce[ Setback fmm WetbnE Feet Setbackiromt�eWestlotlme feet Slopewithlnareaoicrosvuttion/ElsturOmce %Slope . Se[back imm tt�e East lot Gne Geet Elevation o(FlooEpbin pi� Setbackto5e0���TankorHOldingTank F<et SetbackloWell ��h i Setbazk[oDralnFieltl Feet Setback[o Priry�Fortable,Compostlng� Fee[ � _..- . . . . ..v. . ..�:n��i�. s .._ � � �_��..a aeoo��aani�rrromwnrm.,rienrk��a .� �,.ee ie..izm�.enom�,. . �.�..-� ,.,,� , i� �� _r .o . „ ,�o.._ �.� �.� �u r .,..r .e.cer�. � .. i,�..�.,or , � ._ .-�. rni�..�o.,.. � ,nr��e�: . e �ea..�.e. �e��ri� . ...i,:. ���:.e. � .... _ . ._. �. , u... ,.,, . .., . .. ., r�Pe��n��o ���r�o,�,. ,r . .vc�amo.ssi . �o..�.. . . Pm �.� - .,�.i.,. . .. o -�. �.� r i ��.. r � ��u ..vi _. �_„�. � . Ti��, �o,�,n� � . �.���� Glcula[e impeMous suAaces.@ookd,concrete,pavad,md ahn wrhns Nat watar onmt penettne.The 2onlrK Oflke on help you deta�mlM I/• �. wAaceismnsitleredimpervloux) ��.. 61cub[e lot area: � intllcate lor size/rom CSM or NOVUS�ci¢le onp): _ p�re�;MuHiply by 43,560=Lot area: SOuare footage Glcub[e impeMous surtace area: Oeterminetheto[alsize,insquarefeepotYourpmjectslistetlabove�induEeeaves�' sqk. Derermine the ro[al slae,in spuare feet,ot all eKisting roofeE slmcNres�indode eaves�: sa k. �eterminetheto[alsixe,insqvarcfect,ofallexistingpaveE/bricked/blockedsurtaces: . �h, � Atltlthesemeasurementstode[erminerotalimperviousmrfaces'. spft. � 6lmlate ImOerviouslot percm[a`e totalimpervloussurface:____:Lotarea�. 5a&.%300=1mpervioussurface a IM��v.�p��,2am,.d i•�m.:..«<e.�sx� �, '••Notlaasepan[egnAingcermRneedstobeoEbineEHAlAurbeAareaiswithin[�e5horel�ntlEisnictasindinteEonpreviouspaee��dmee4criteriabebw'^ Grading on a slope reater Ihan 20X Grading nf more roan I,OOO Sa.N.on 129[-2096 slopes I I G�atlingofmorethan200p5q Ft on51 p I [h 1]% � � G d g' fi00005q Ft {?i W PC i0 06iAlN q pEflMiT15T�R'1NG CONSLNUC�ION W IInOUi A PFPMii W�I I.P6UlI IN nENBR1F5 I(w¢�Eeda�e thaf Ihls applkation pnaluding any xmmoanyirg Information)has been e�am neE Ey me�us)ane m tFe�e�t o!my�oarl knowleEge aM Ee�lef d I5 tme,mrrea anE mmOkte. I�we�avknowleEgetbatilwefamprel�esporsible(ortb<defallanCazcuraiyo4alllnbmationi�we�am�are�prandinHanElMfttwillberelie0u0onby4wyer i Wunty'in4eterminingwM1et�ermissueapermiCi�we�furlperacaplhabdlrywM1k�maylearesWto(Sauqer(ounryrelyingont�kln�ormationl�we�am�are)ymv�d�nginor I ,� w�;t�tb'�sapollaatbn.i�wp)consmtrorounryoffcialsc�argedwr[M1aEmimsreringmuntyorENanresroM1aveaccesstot�eaboveEesnibe0pmpenyafunyreasonabl¢4melort�e '� porposeofl�spe6on.Atltlitionally,t�nmCer9gnedperson�z�Mre�ygivepennls5roniora¢essmlFeproOertybronsRelnsOepinnbyMunioOalOffibal5. � I owner ����' � � Bill Biesmann,KL Engineenng- I ,I si¢naan ownersrepresemetiva June 18, 2022 � , v e a name w<• � r�onct i r. . .. , , , IF.n-..-:�.. n�w ., ._,.. .� ,n � , . ea����,r_t. � ., � . w .���� ... .., .. ,... ,,�.. , � .. .. i Y a�. po zGlekrmmplylnH�'�N�h cq o t- (M Snwy ofQ^ �1 gZo g0al c dl C g I t oft�eStam tW' ' .Y uareakoresponsbh�or c ply g ep5ht¢antlPodealbw nngmmb t ear w t nEz,laMqaNst ams FalurtrommplymayrezWfinremovalormodif atonolconsnuttbn Ihatvlolaesthelaworo^.herpen�leezormzts. . mor<Informrtion.visitMeEepartmento(nalmalro'ov¢swetbnESlEentlflptionweGpageo�cmta�tatlepartmentof ' .�a<�al resourcu seNce wnter�608�>fi�d125 Iuuance Intormation(County Uu Only� Sanitdry Numbec Nof pe0roams: vermit DenieO�Dare�: qeasan for Denial: , Vermitn: Issuin8a8enC w1e: aP - a (� t � ,a aa� ISVarcela5u0-SbiMmtllot �'�.Yes �oee0ofrtecaN� ISGarcelinCommonOwnersFlD �� Yn I�mM/CodiNomlmisp � N Millga[IonRequi�¢E �Yes .-.No ISS[mvlureNomConkrming Yn ..� Ml�igationRttac�eE '�. Yas No GonhC bV���unce IB.O.A.) Grante0 W ConEitbnai Ilu �Y�s �"No (�y�N: ..Yes i'Ho (py�y; Was Varcellegalry GeaceE .Yn -No Were PropeM�nes ReOresenced bY 0wner .Yes No Wu>ropouEBuildingSileDllinealetl Yes �No WasProp¢M1ySurveyeE Yes No OfficeCommenb: ZoneDisMn: Fee: ' �'I��P��-� M;� _ 6ra ��S' HoldForSamtary�. noldlorlBA: +Cn�oiAHidaeie. HoICfmFeex'. of.nzozi Real Estdte Sawyer County Property Property Status: Current Listing Today's Date: 7/19/2022 Created On: 2/6/2007 7:55:55 AM Description Updated: 3/21/2011 Ownership Updated: 3/21/2011 Tax ID: 33034 FLAMBEAU RIVER MADISON WI P�N: 57-032-2-38-03-33-1 O1- STATE FOREST- 000-000010 WISCONSIN DEPT Legacy PIN: 032338331101 OF NATURAL Map ID: .1.1 THRU .16.1 RESOURCES Municipality: (032) TOWN OF WINTER STR: 533 T38N R03W 8����ng Address: Mailing Address: FLAMBEAU RIVER FLAMBEAU RIVER Description: ALL OF SECTION 33 STATE FOREST- STATE FOREST- Recorded 640.000 WISCONSIN DEPT WISCONSIN DEPT Acres: OF NATURAL OF NATURAL Lottery � RESOURCES RESOURCES Claims: PO BOX 7921 PO BOX 7921 First Dollar: No MADISON WI 53707- MADISON WI 53707- Waterbody: Connor Creek �9z1 7921 Little Connor Creek Zoning: (F-1) Forestry One Site Address * indicates Private Road ESN: 428 N/A Tax Districts Updated: 2/6/2007 Property Updated: 2/6/2007 1 State of Wisconsin Assessment 57 Sawyer County z022 Assessment Detail 032 Town of Winter Code Acres Land Imp. 576615 Winter School District X2-EXEMPT 640.000 0 0 001700 Technical College STATE Recorded 2-Year 2021 2022 Change Documents Updated: 10/15/2019 Comparison MINERAL CLAIM Land: 0 0 0.0% Date Improved: 0 0 0.0% Recorded: 10/10/2019 420395 Total: 0 0 0.0% WARRANTY DEED Date 095819 property History Recorded: 10/22/1953 WARRANTY DEED N�A Date 087091 Recorded: 3/10/1949 WARRANTY DEED Date 073290 67/194 Recorded: 2/15/1943 72�2994 86/319 72/503 WARRANTY DEED Checklist for Submitting a Floodplain Study Wisconsin Department of Natural Resources "M� . � / . 1 . This outline for department review of floodplain studies may not contain all of the requirements of the administrative code. It is a general outline and detailed examination of the codes should be done to be assured that a submittal may meet department approval. Appropriate areas should be �lled in by the engineer submitting the study for WDNR review. Community/Zoning Authority: Sawyer County Official Stream Name: Connors Creek County: Sawyer County Study Author: KL Engineering Submission Date: 01-14-2022 Submitted to: Wisconsin DNR Legal Description: Upstream Limit 1/4(QQ), 1/4(Q), Section(s) 33 , Township 38N , Range 3W Downstream Limit l/4(QQ), 1/4(Q), Section(s) 33 , Township 38N , Range 3W Study Type (circle) F3ridge/Culvert Channel Kealignment Enclosure Filling/Grading BFE determination Other 1 OS/19/17 I) General Documentation Contact(Telephone Conservation) Reports Meeting Minutes/Reports X General Correspondence Submittal letter or e-mail Gom �oning authority requesting review II) Narrative Report X Purpose of the study X Geographic location of the study X Detailed descri tion of the methodolo used for h drolo r h draulics and an s ecial P �Y Y �Y� Y Y P applications used in the study X Description of the project location related to model river stations X Documentation of the changes made between each model run X Floodway Data Table Note: Include at least one table with the following output variables: `River Sta' `Q Total' `W.S. Elev' `Top Wdth Act' `Flow Area' `Vel Total' NA previous studies on the same watercourse—date/author/source of study X Data collection methods NA Past flooding X Benchmark identification and location Coordination with other agencies X Other supporting documentation provided (circle) Soils Maps Watershed Ma Photographs Stream Flow Records Other: 2 OS/19/17 I11) En�ineerin�Analvses 1) Hydrologic Analysis (electronic inpuUoutput files) NO Is there an existing model'? Existing model input Iile name: The tx�o techniques used to determine the regional flood flow discharges: Log-Pearson Type III, described in Technical Bulletin#17B Y Regional Regression Equations (i.e. Congers) Synthetic hydrographs (i.e. HEC-HIv�S) Was (loodplain storage explicitly taken into account to attenuate flood peak Ilow`? If yes, have flood storage district maps been created for the community to adopt'? Which rainfall distribution was used? If a distribution other than NRCS's MSE3/MSE4 was used, what duration was the critical duration when the critical duration analysis was performed to identify the peak storm duration'? Technical Release No. 55 (TR-55) Y Comparison of similar drainage basins at gaged sites Historic (lood data Other methods with department approval(comment on what method) Input file name: New peak f7ows tie in with upstream and downstream published flows 3 OS/19/17 2) Hydraulic Analyses (electronic input/output files) Note: The same model must be used for both existing and proposed conditions for relative consistency �O Is there an existing model'? Existing model input file name: Existing model was not truncated from its original study reach New hydraulic model type(i.e. HEGRAS) HEC-RAS New input�le name(project model name that has one or multiple runs): Connors Creek Model plan descriptions: p•01 = Existing p.02 = Proposed (ex. p.01 =effective, p.02 =corrected effective, p.03 =pre-project, p.04=post-project...) NAVD 88 (2012) What is the vertical datum of the survey/geometric data(NAVD88, NGVD29...) NO Is there a dam with operable gates in the study reach? If yes, does the modeled operation represent the DNR approved Inspection, Operations, and Maintenance Plan (IOM)? The dam operator then assumes liability that the gates will be operated as outlined in the IOM. If not, explain NO Is there a detailed study upstream of the subinitted reach? (Y/N) If yes, do the profiles match within 0.5' at the boundary'? (Y/N) �O Is there a detailed study downstream of the submitted reach? (Y/N) If yes, do the profiles match exactly at the boundary? (Y/N) YeS Model shows increases due to development (proper legal arrangements required) 4 OS/19/17 3)Miscellaneous Supporting hand calculations,sketches and tigures used in analyses Kcy to Cross-Section Labeling Key to Transect Labeling(coastal study only) IV) Manoineinformation Workmaps including floodway,Floodfiinge,cross sections,and stream centerlines Floodway Data Table Note: include at least one table with the following output variables: `River Sta' `Q Total' `W.S.Elev' `Top Wdth Act' 'Flow Area' `Vel Total' Digital mapping data provided: (Circle) ESRI shapefile(s)/database CAD data Other ; Horizontal coordinate system used: � Certification X Signed,stamped,and submitted by a Professional Engineer registered in Wisconsin Nam�Bill Biesmann Reg�stra��oa#E-34145 ����������„��,,� ``�\yC O NS���,� �� ,,. . ,. .` ' � � �#,;' WILLIAM N• '•* � MpNN ='o� B�E 34145 �W =9� MADISON :W� O�'.. WI ..��_ '���'ss�0 N AL����. 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'� '� I '.4w� n F '�n�I l�t�. ]1 �y�r .�i�?..�� "`.�a.Y,R 4 �:�' �-�17'��N°� k� +t`.�" . > x ry.-�t� A�,y�G � +._ '.} .a y`'k f'��� '.'�hp�' � ..� �i�r f a� ,.:r t. �f c �Y�t +�iJ` Q,4'�4+y ��o'.y���' �•�'R'%x4�`� + � 4 i n�. ��'.._,r 't1e:t Ke,1'#'�c i} .�. �'`y; �..\ a 'fl .C`fdi . :�,� f' -4 �'� �, � . �lb �"F`~ . ,"� •�i t • f 1... � ^i '7v� ,�. w �- Enqineerinq � � �� ��-� �s.<e- Letter of Transmittal June 30, 2022 5400 King James Way, Suite 200 Madison, W153719-1703 608.663. 1218 TQ: Toll Free: 800.810.4012 Jay Kozlowski Fax: 608.663.1226 www.klengineering.com Sawyer County Zoning & Conservation Administrator Sawyer County Zoning & Conservation 10610 Main Street, Suite 49 Hayward, Wi 54843 r., f�1� j rn,a `�;� 7, i{_.�a --. REGARDING: Connors Creek Bridge Replacement � `- i: 'L `�� ::: � '`_. ` . � DNR Flambeau River State Forest `'' � � ` Floodplain Zoning Approval �a� ��� 9 _9 ���� . : ,1 �\��,�'i^�'4'Y�{E=R �•C;�.,;.;�.r, ZVSY�I �� J �i�M;Pvi�, �qT!n'•; WE ARE SENDING YOU THE FOLLOWING: COPIES DESCRIPTION TRANSMITTED AS CHECKED BELOW: ❑ For approval ❑ For your use ❑ As Requested ❑ Approved as submitted ❑ Approved as noted ❑ Returned for Corrections ❑ For review and comment REMARKS: Jay, Enclosed is the $75.00 floodplain permit fee for the above referenced project. CC: — 'GGi[/ ��`� �< <r SIGNED. � __ � Bill Biesm�°fin, PE � State of Wisconsin Tony Evers,Governor DEPAR7MENT OF NATURAL RESOURCES Preston D.Cole,Secrelary Northern Region Telephone 608-266-2621 810 W.Maple Street Toll Free 1-888-936-7463 Spooner,WI 54801 TTV Access via relay-717 Junc 9,2022 I�AD#20773 Mr..lay Kozlowski loninE and Conservation Administrator 1U610 Main titrcet,Suitc#49 Hayward WI 54R43 . Subject Uepanmen�Review of Connors Creek,I�loodplain Development,'I�own o(Winrer,WI Dear Mr.Kozlowski, Sawyer County cmailed the DeparUnent on July 2R,2021 und reyucstcd assistance in dctcnninin�,whe�her a tluudplain annlysis was nuessary for a proposed brid�e replacement project on Connors Creek l�he project i�located in the SW'e ol the SW'/<of Seetion 3l,�I�38N,R03W in the Town of Winter,WI.�fhe proposed project is located in a 7,one A�loodplain associated with Connors Creek(WRIC 2274600).�fhe Department concluded un�he basis nf Sawyer County's Floodplain Zoning Ocdinance as wcll as Administ�a�ive Codc NRl 16,lhat a floodplain analysis was necessary to establish a regional Ilond dischargc,Rcgional Flood Elcvntion(RFF.),Oix�dway,�luod&inge,and dcicrminc thc impacl of thc proposcd developmen�. The project involves replacing existing bridge NR-56-W9 on an A'f V trnil ovcr Connors Creek_�Ihe existing bridge opening is approximatcly 32-f1 and wfll be fncreased to 37-ft with the proposed bridge.�Ihe proposed bridge approach grades nn�3 deck eleva[ions will also be increased in height from the existing bridge configuration. The Uepariment's review found thn�the revised analysis submit[ed on lune 3,2(Y22 by Dill 13iesmanq P.F..,of KL Engincering,m tiis ihc rcyuircments oC NR 116,Wisconsin Administrative Code and has�herefom gained Oie DeparhnenPs approval.�fhe Iloodplain analysis shows increases in the 100-yr water surfacc clevation between the existing and thc propoaed cundilions at River Stations 1006 and 1006.The analysis shows a decrease nt Rfver Station 991.7he elevations reFlected by the study,reference control points 1U0,101,and 102 in NAVU8R datum as outlined in the bridge p(ans. Conditions ol thc approval: I) The applicem must submit to thc Ucparimcnt and Sawyer Counry a final analysis report with floodplain map (�loodway/Iloodlringc dclineation based on modeled inefl�ective flow areas),a(loodway data tuble,a�d a Llood prolilc.The da�a mi�s�be adopted into the Sawyer County Ploodplain Zoning Ordinance. 17�is approval docs no�account for any local ordina�cc variations. If you havc any qucstions,plcasc contact me at(715)4(1- 0159 or lacob_druffner(ti)wisconsin.eov. ��l J�b DrW Incr Wa[er Management F,nginecr Spoancr Service Center Existing Cross Section Distance(ft) Drainage Area(mi^2) Top Width(ft) Discharge(cfs) Area Velocity Flood Elevation 1066 60 15.8 386.11 1500 570.92 4.21 1390.95 1006 15 15.8 260.77 1500 434.38 6.61 1390.28 Bridge 991 45 15.8 265.33 1500 388.48 7.19 1390.16 946 274 15.8 426.66 1500 792.17 3.49 1390.27 672 - 15.8 311.85 1500 708.41 4.27 1389.65 Proposed Cross Section Distance(ft) Drainage Area(mi^Z) Top Width(ft) Discharge(cfs) Area Velocity Flood Elevation 1066 60 15.8 386.84 1500 795.51 4.51 1390.96 1006 15 15.8 264.51 1500 415.8 638 1390.33 Bridge 991 45 15.8 254.91 1500 337.23 7.56 1390.10 946 274 15.8 426.72 1500 775.00 3.53 1390.27 672 - 15.8 311.85 1500 708.41 4.27 1389.65 HEC-RAS Model Plan: Proposed 6/9I2022 ' __-__. _ .. ... _._-. . . . . ._ ____. _._ _ . _ .. __-__ ConnonrsCreekConnors __ ____—__- -_- _____ . ... _.__—___ _. .. _ __ __.. _ ..__.- ._._ _ _ � 1392� ' -... .. .. LLegand EG PF#1� WS PF#t I .._._.. Crrt PF#t I �391 ' ... ..... ... � ... _ ..... EG PFK 2 I .. ._.._._ ._ —�___ �. ; WS PF#2 I - � .�... . .. ... . � Crd PFX 2 . .... .. ... �,. _____________._________-.___ _�__ _, _" ,;', i Ground . . .. ___' �__ 1390 � . ____-_____.______'._.__ _ _____._. . . . ..___"__- _- � i 1735 _ � ' _._._...._..._......._... .____ . _...__.._.__. ...._._.__._...._..__.. _._ � ...__......_.._._.....__�_�_::_:.. '� .....__..___.....____.._..__'.-_.._._.'_ � ..........._".._._. 1388 }..__........__ _ � r— j � a � � > W i 138? , + t i 138C � t i I I I 138° I i I �_ ■ ---_ / { � /� � � \ j 1386 1383 � .-.. ._._-,__ _. -• •- _._ .-� _.,_ __.,._ . _, , T- _ , - _..,... ___-T . __-._. _... , ,_. ._,__._. .. ,. .__-_� 0 100 200 300 400 Main ChannN Distance(fl) ��`Engineering (A]Better Experience 5400 King James Way.Suite 200 Matlison,Wisconsin 53719 608•683-1218 www.klengineering.com TECHNICAL MEMORANDUM To: Wisconsin DNR From: Bill Biesmann,P.E. KL Engineering,Inc. Date: February 21,2022 Subject: Hydraulic Study—ATV Trail over Connors Creek Flambeau River State Forest Town of Winter,Sawyer County Introduction The proposed action is to replace the existing bridge NR-56-009 on an ATV Trail over Connors Creek.The existing bridge experienced an abutment failure due to settlement caused by local scour. The existing superstructure was not damaged during the failure. Structural rating calculations deemed the superstructure does not have capacity for H-15 vehicle,resulting in the replacement of the entire structure. The AN trail has been ciosed since the abutment failure.The site location is approximately 1 mile south of Connors Lake and is in Section 33,T38N,R3W,Sawyer County.See attachment 1 and 6. The bridge crossing is located within a mapped floodplain according to the FEMA Flood Insurance Study for Sawyer County dated September 14, 1990.Connors Creek is mapped as Zone A(i.e. no elevation determined or detailed study).See attachment 1. A drainage basin hydrology study was completed for the project location on 11/11/2021. The drainage basin has an area of 15.8 sq.mi.and a Q100 discharge of 1,500 cfs.The drainage area to the structure was determined by using StreamSTATS.The Q100 discharge was determined two separate ways due to the large amount of storage in the drainage area.First approach was using the USGS regression equations on the entire drainage area for the bridge location supplemented with the USGS Transfer Method and comparison gage sites to determine the Q100 discharge. Second approach was splitting the drainage basin into rivo regions. One region consisted of Little Connors creek and used the USGS regression equations to determine a Q100 discharge.The other region consisted of Connors Lake and Lake of the Pines. This region used HydroCAD to determine a Q100 discharge. The separate Q100 values were summed together to get a final discharge.Both approaches returned Q100 discharge values close to 1,500 cfs.See attachment 2. Site Description The bridge is located within the Flambeau River Hardwood State Forest and is approximately 1 mile,by trail,from CTH M.The surrounding area is mostly wooded forest with thick vegetated wetlands adjacent to the creek. The bridge spans Connors Creek and has a total length of 35'-0". The bridge is located approximately 1 mile downstream of Connors Lake, 0.5 miles downstream of the confluence with Little Connors Creek and 1 mile upstream of the confluence with the Flambeau River. There are no other � structures upstream or downstream of NR-56-009 located on Connors Creek. There is structure located upstream on Little Connors creek that crosses under CTH M. Size of the structure is unknown. See attachment 1. KL Engineering collected survey data of the project site on 11/5/2021. The vertical datum used was NAVD 88 (2012) and the horizontal coordinates are referenced to WISCRS Sawyer County, NAD 83 (2011). KL Survey data was supplemented for the overbank and upstream areas with Sawyer County 1-ft Contours provided to us by Brian DeVries from Sawyer County government. Hvdreulic Analvsis Overview A hydraulic model or original plans of the existing structure was not available. The hydraulic analysis was performed using GeoHECRAS paired with HEC-RAS v5.0.7 computer program to model the bridge and determine the water surtace elevations for the design flow rates at the site. The beginning water surtace was based on the normal depth condition. Cross sections were based on field survey and supplemented with Sawyer County Contours for the overbanks. Cross sections were surveyed as per HEC-RAS user manual which included two sections at the bridge and two located approximately one bridge length upstream and downstream of the structure. A cross section was added approximately 300' downstream to allow full flow expansion. This cross section data was extrapolated from the Sawyer County Contours and supplemented with KL streambed survey. Manning's roughness coefficients were determined using field photos and survey data and based on values listed in Chow's book "Open-Channel Hydraulics" [1959] or table 3-1 in the HEC-R,4S user's manual. The channel value used was 0.045 for winding channel with some stones and weeds. The downstream and upstream overbanks were given a manning's coe�cient of 0.1 for medium to dense brush and trees. Existinq Structure Bridge plans were not available. Hydraulic modeling of the bridge was based on survey data and field measurements. The existing structure, NR-56-009, is a single span steel deck girder bridge on timber abutments. The existing bridge has a total length of 35'-0" and a clear width of 11'-0". The navigational clearance is approximately 1'-11" above normal water, which is surveyed elevation 1386.25'. An analysis of the Q100 design flow of 1,500 cfs at the existing structure yielded a HW100 elevation of 1391.03'at the cross section upstream of the bridge(RS 1006).The maximum velocity through the existing bridge is 3.44 ft/s. The trail is overtopping by approximately 2'-4" at the low point east of the structure. Proposed Structure A couple alternatives for a bridge replacement were ran in the hydraulic model. The differences in the alternatives were the raise in profile and total length of the bridge. Profile raise varied from 0' to approximately 2'-0", while total length of bridge varied from 35'-0" to 40'-0". Timber bridge dimensions, CAD files and pdfs for the bridge size in consideration were obtained to accurately represent all alternatives. Below is a summary of the recommended structure. The recommended proposed structure is a single span, timber panel lam bridge with a total length of 40'- 0". The bridge will have a 14'-0"clear width and an assumed railing width of 1'-0"for a total out-to-out width of 16'-0". The bridge will have a 4'-0" tall wooden railing that matches the existing railing and follows AASHTO LRFD code for minimum clearance between horizontal members. The structure will have a timber abutment cap and timber backing.Abutment cap will be set on helical piles driven into underlying soil. Heavy riprap over geotextile type HR will be provided in front of the abutments, wings and at other scour critical areas detailed in the plans. See attachment 3. The horizontal alignment will be shifted to the south by approximately 2'-0" to limit impact to streambed and wetlands on the NE side of the bridge. The vertical profile will be raised by approximately 2'-0" to improve navigational clearance. The navigational clearance is approximately 3'-6" above normal water, which is surveyed elevation 1386.25'. The vertical profile will have a longitudinal grade of 0.41% An analysis of the Q100 design flow of 1,500 cfs at the proposed structure yielded a HW100 elevation of 1391.07'at the cross section upstream of the bridge(RS 1006).The maximum velocity through the existing bridge is 3.56 Ws. The trail is overtopping by approximately 2'-4" at the low point east of the structure. The backwater elevation at section 1006 (upstream of the bridge) was used to compare to the existing condition. A 0.04 ft. increase in backwater elevation at this section was found for the proposed versus existing condition. Backwater increase is contained within DNR owned land. DNR owned land extends all the way to the outlet of Connors Lake, which is approximately 1 mile upstream of the project location. See attachment 4 and 5. Scour Analvsis Scour analysis for the proposed structure was completed in Hydraulic Toolbox version 4.4. Both contraction scour and local scour at abutment were taken into consideration. D50 grain size used was 0.2 mm or 0.00656 ft. Contraction scour, using the live bed method, was calculated to be 3.4 ft. Local scour at abutment, using the Froelich method, was calculated to be 25.8 ft. Heavy riprap placed over geotextile fabric will be placed in front of the abutments, wings and extend to other scour critical areas detailed in the plans. Abutment caps will be set on helical piles driven into underlying soil. See attachment 3. ATTACHMENTS: #1: Project Location Map (FEMA FIRM) #2: Hydrology Calculations #3: Final Plan Set NR-56-009 #4: HEC-RAS autput #5: Floodplain Map #6: Site Photos ATTACHMENT #1 Project Location Map (FEMA FIRM) 8� Photos of Existing Bridge a e e n a ,r � «ENo .o.� , .��,. :.. , � .. ..,, , � �I: f ..,a ,. � . . . � , � . ` , . _ ,o,�. �E; �—_ , _ ..� � , — �-..� . �.w..N�m�...� ,, J � O �.. � �' � '����'' �� ,.. r �x. '� l� _ . , �. m ,o. �j i ' ' ; C� .,.�. °; ��'l� -1�y`_ � — i 0 s ... - - � � ;f/ AN Trail over Connors Creek -- , ._. � 4� Fµ m... ' _ ,� i � .. � i • _. ,. . , ., .-: � . ''' . ' ', I .. t'y �, ._. . . , . 7l---�'� , _ � . _ -� . .. .� . � M .. .) . � .�y,� f' -.__,—_.. . ,.. ro,.. ti�_ . . . '_ � . ..._ .. i �% . �,� � , �i :o�.. i � /� � / � _ . . eon ' � • • -�'- �—��� / �� �� ... .�_ a .�` � �1� \\ , +nm lo ... . »_. . " � ' � � � I ..... . I I\� 1 ECw[� . . • � �� 1 , � ro.�. s�r � � ° � " I .�.�, E ��.�,.. � . ,�i . . . .. cl: .. ..--. . eo.�. �$ Hn.�w•� 3'- _ . . � , . - 1 . �/ y�r� , I , * �' �IIMM� �a / 'l ��� :1-. enq�4 nwo wWu�fl ra:�W�. i 5L � E _ �` �. , ^�, i FIRM � I:I�'�. i1000 iMSUP�ntE A/IF MRI 6 � � ede� { y i . � I���� . . . �p ., mrrt• � . r� � � in�xi�. . � I lU\1 kR COl']T\'. VA IlCOVtIN ? D � ��;���""• � i � . —� ! ..i ,o,�. � . -i . �' r.eu»s w m ' . �' t —__—___—__'—'_— �:".—__—___—__—_�_��__�_ � . .�, _--•' ,.—.c._� _. _.. '., I _ Y �� 6 � LpYWIXIT-/AX[l MYI[R�'. ssosn o�n e'� � ...T.....�..,,om.��.�, � 5[�f[MR�14 If10� / ATTACHMENT #2 Hydrology Calculations 1 st Approach P►OjC+Ct: Connors Creek Bridge Replocemen[ '�� SL►UCLUff NUTLIOC Existinp:NR-56-009 Proposed: NR-56-009 P►OJOCi #: KL ProjeR-23070 ja5�t: HYDFOLOGVCOMPU7ATIONS EnqJneerfnq Design 8y: caH Date: ti/ii/zozi Checked By: se Date: 11/11/1oz1 Stream Stats Area Data Flood Prequenq Area:� Tobl Draimge Ares 15.8 mi' % Forest Drai�uge Area 50.09 'M %5[wage Area�57) 39.70 % Main Channel Sloce(SI 5.81 fVmi Soil Pelmeablilih. SP IPlate 21 0.3 in/hr Precinitation InlensiN. I IFia. 11 4.79 in Snowfall. SN IFia.21 Oin ResuRs See bble 2 for equaHon Eq 3fi Q�oo = 149.OAo.e�a SP-o.nsST-0.zz��l-4.2)25.138 Connors Creek Brldge Replaume�rt A= 15.80 mi� 5= 5.81 k/mi %FOR a 1= 51.09 % %Stonge+l �ST� 40.7000 % ��= 1453da 1- 4J9 in/hr SN= 60.00 in SF- 0.30 in/hr 1992 USGS Transfer Method GageA Site O Qu Qa Or Area Com ariston Site# cfs cfs cfs s mi r r' 4067800 Armstron CreeknearArmatron Creek Wis. 1450 315 317 23.1 0.99 1.00 9074300 Mud Creek near Nashville Wia. 1453 111 111 9.1 1.00 I.00 5359600 PriceCreeknearPhilli s Wis. 1753 470 380 16.9 114 1.21 5358100 Smith Creek near Park Falls Wis 1565 386 499 9.5 0.77 1.08 5361400 Hay Creek newar Prentice,Wis. 1508 1530 1411 21.9 1.08 1.04 Average of gagcd sites 1546 Oa=O100 From TaMe A 1 0l USGS Iad�wted guageA� pr-0100 From TaNe A-2 ol USGS (calcula�ed� Deslgnflow = 150och �gg2 USGS Transfer M hod Tha wenge Qa`ed sRe flow rata md the calculrted regression flow rate are<lose in valve. M avenge value ol r, _ Qa �0 5��� Qa 1 490 ch wil I be used as the design Now. -� I �.[ �.[ � �� _ ���u Eq 3-1 Qz = 36.5Ao.s3z SP-0.e�aST-o.�aa�l-4.2)Ze.�sa � �z= 419cfs Hydro_Comps_Connars Creek.xisx 1/30/2022 3�.4G PM 1 of 1 2nd Approach P.OI�:CannorsC.vo Pla StructureNumberk[ qn/a<v pra�ecttt:K� ,C` Task N ��q Deslgn By: c Date: li/�L�oz� [heckeE Hy: e Date: i�/>>/zoz� Stream Stats Area Data rmoa .e�.�a�•.�.� xv a �..Isrl�x� rc 5 ��vmi ;oa rerm.eeiam. ���/n� Precinitatlanlnbn .tl �i� �'" Results ea�ei310 c.,ao� Q�oo =149.OAo.eiaSPa.nsSTasz��l-4.2)zs.'ac �o��e,.�,..x eny. , _ �eim� �s<a��isn o.= '°�"�n. � �m, HydroCAD Results iryaoer.o� O `"""� Inflow Area=5,619.000 ac Peak EIev=1,001.23' Storage=526.541 af MAX Discharge=90 cfs � Total Discharge for second approach=1432 cfs+90 cfs=1522 cfs. 1500 cfs used for Q100 design flow xv _ c_ i.co��a,�o»w..m :ns�za:x i:.uvm iai ATTACHMENT #3 Final Plan Set NR-56-009 �� ;, .6U//BaU/.�U�7 � ai �� i y +i�i�riv7env.i.-_ .� -,c�-- _��,u i� I � �� ' . 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I j I I ' ' a o 0 0 0 0 0 0 � � , ' � I __ I r z I i j pl ali n j _ I _ � >; � -i' � ' n I w r- W w i �� � � �' � :- : f:. � p . U �I m — l4 J c+ t z -_ i I I m � I Q I � 1- ' �I I, . �;� � I� �'I Q'�. _ .__ .__. �I � ' � i o 0 0 ;o 0 0 0 0 '� j ; , i � ,� ' i , �� , � � ;-I, � � _ _ -� - --�.; � - ��� I � O4_�v I � y ._[s� i _'__ F . V, u � � � z m '\ .—__, l _.. . -�'1 � - � ��,, �._ . i ` �� � � � � . � I � w . z 0 �� � � �_ J V z � 6 � z o 0 0 0 0 0 0 0 ` I2 � � � � � ATTACHMENT#4 HEC-RAS Output HEC-RAS HEC-RAS 5.0.6 November 2018 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XxXXxX XXXX XxXX xX XXXX x x x x x x x x x x x x x x x x x x x xxxx�cx xxxx x xxx xxxx x�cxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx PRO7ECT DATA Project Title: HEC-RAS Model, NR-56-009 Project File : ConnorsCreek.prj Run Date and Time: 1/10/2022 3:39:51 PM Project in English units Project Description: CRS Info=6patialReference> <Coordinate5ystem Code="7632" Unit="US survey_Foot" AcadCode="" /> <Registration Offset%="0" OffsetY="0" OffsetZ= 0" ScaleX="1" ScaleV="1" ScaleZ="1" /x/SpatialReference> PLAN DATA Existing Plan Title: Existing Plan File : g:\WI DFD\Z1070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.p01 Geometry Title: Existing Geometry Geometry File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.g01 Flow Title : Default Steady Flow Flow File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01 Plan Description: Existing surface with existing bridge geometry. Plan Summary Information: Number of: Cross Sections = 5 Multiple Openings = 0 Culverts = 0 Inline StrucYures = 0 Bridges = 1 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 2e Maximum difference tolerance = 0.33 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical flow FLOW DATA Flow Title: Default Steady Flow Flow File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01 Flow Data (cfs) River Reach RS Q100 Q2 Connonrs Creek Connors 1066 1500 400 Boundary Conditions River Reach Profile Upstream Downstream Connonrs Creek Connors Q100 Normal 5 = 0.00114 Connonrs Creek Connors Q2 Normal 5 = 0.00114 Profile Output 7able - Standard Table 1 Reach River Sta Profile Q 7ota1 Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) ConnOrS 1066 Q100 1500.00 1384.83 1391.34 1391.42 0.002868 3.66 942.67 434.15 0.37 Connors 1066 Q2 400.00 1384.83 1389.67 1389 J0 0.002742 2.14 355.91 292.36 0.31 Connors 1006 Q100 1500.00 1383.94 1391.03 1389.43 1391.13 0.018608 1.28 647.77 334.81 0.10 Connars 1006 Q2 400.00 1383.94 1389.14 1386.51 1389.22 0.093993 2.40 177.45 212.29 0.21 Cannors 1000 Bridge Connors 994 Q100 1500.00 1384.65 1390.77 1391.10 0.004468 5.53 552.52 347.81 0.47 Connors 994 Q2 400.00 1384.65 1388.62 1386.85 0.003314 3.84 104.26 44.95 0.38 Connors 946 Q100 1500.00 1384.91 1390.81 1390.90 0.000956 2.93 993.38 469.55 0.23 Connors 946 Q2 400.00 1384.91 1388.64 1388.68 0.000781 1.80 309.77 236.66 0.19 Connors 672 Q100 1500.00 1384.91 1390.51 1388.46 1390.61 0.001141 3.17 995.08 357.93 0.25 Connors 672 Q2 400.00 1384.91 1388.36 1386.77 1368.42 0.001141 2.15 334.77 272.79 0.23 Profile Output Table - eridge Only Reach River Sta Profile E.G. U5. Min E1 Prs BR Open Area Prs O WS Q Total Min E1 Weir Flow Q Weir Delta EG BR Sluice Coef (ft) (ft) (sq ft) (ft) (cfs) (ft) (cfs) (ft) Connars 1000 Q100 1391.13 1388.39 66.41 1500.00 1388.89 1241.36 0.03 Connors 1000 Q2 1389.22 1368.39 66.41 400.00 1388.89 69.60 0.38 HEC-RAS HEC-RAS 5.0.6 November 2018 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x x xxxxxx xxxx xxxx xx xxxx x x x x x x x x x x x x x x x x x x x xxxxxxx xxxx x xxx xxxx xxxxxx xxxx x x x x x x x x x x x x x x x x x x x x x xxxxxx xxxx x x x x xxxxx PROJECT DATA Project Title: HEC-RAS Model, NR-56-009 Project File : ConnorsCreek.prj Run Date and Time: 1/10/2022 12:49:13 PM Project in English units Project Description: CRS Info=<SpatialReference> <Coordinate5ystem Code="7632" Unit="US survey_Foot" AcadCode="" /> <Registration OffsetX="0" OffsetV="0" OffsetZ= 0" ScaleX="1" ScaleV="1" ScaleZ="1" /></SpatialReference> PLAN DATA Proposed Plan Title: Proposed Plan File : g:\WI DFD\21070-000 21E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.p04 Geometry Title: Proposed Geometry File : g:\WI DFD\z1070-000 21E3K Connars Creek Bridge\_DESI6N\DRAINAGE\GEOHECRAS\ConnorsCreek.g04 Flow Title : Default Steady Flow Flow File : g:\WI DFD\21070-000 23E3K Connors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01 Plan Description: Proposed surface with Proposed bridge geometry. Plan Summary Information: Number of: Cross Sections = 5 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 1 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Mazimum difference tolerance = 0.33 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Default Steady Flow Flow File : g:\WI DFD\21070-000 21E3K Cannors Creek Bridge\_DESIGN\DRAINAGE\GEOHECRAS\ConnorsCreek.f01 Flow Data (cfs) Rive� Reach RS Q100 Q2 Connonrs Creek Connors 1066 1500 400 Boundary Conditions River Reach Profile Upstream Downstream Connonrs Creek Connors Q100 Normal 5 = 0.00114 Connonrs Creek Connors Q2 Normal 5 = 0.00114 Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (Ft) Connars 1066 Q100 1500.00 1384.83 1391.47 1391.55 0.003498 3.80 902.21 450.62 0.40 Connors 1066 Q2 400.00 1384.83 1389.30 1389.46 0.002596 3.99 236.90 278.22 0.36 Connors 1006 Q100 1500.80 1383.94 1391.07 1389.35 1391.19 0.023990 1.52 606.45 338.49 0.11 Connors 1006 Q2 400.00 1383.94 1388.79 1386.46 1388.93 0.194690 3.04 133.23 147.99 0.30 Connors 1000 Bridge Connors 991 Q100 1500.00 1384.65 1390.72 1391.17 0.005255 6.16 476.93 343.25 0.51 Connors 991 Q2 400.00 1384.65 1388.61 1388.84 0.003548 3.84 104.17 46.80 0.39 Connors 946 Q100 1500.00 1384.91 1390.81 1390.90 0.000985 2.97 971.86 469.56 0.24 Connors 946 Q2 400.00 1384.91 1368.64 1388.68 0.000749 1.76 325.97 236.55 0.19 Connors 672 Q100 1500.00 1384.91 1390.51 1388.46 1390.61 0.001141 3.17 995.08 357.93 0.25 Connors 672 Q2 400.00 1384.91 1388.36 1386.77 1388.42 0.007141 2.15 334.77 272.79 0.23 Profile Output Table - Bridge Only Reach River Sta Profile E.G. US. Min E1 Prs BR Open Area Prs 0 WS Q Total Min E1 Weir Flow Q Weir Delta EG BR Sluice Coef (ft) (ft) (sq ft) (ft) (cfs) (ft) (cfs) (ft) Connors 1000 Q100 1391.19 1389.85 136.20 1500.00 1388.76 807.37 0.02 Connors 1000 Q2 1388.93 1389.85 138.20 400.00 1388.76 5.80 0.09 ATTACHMENT #5 Floodplain Map N w � �l —. � ; - � � -. � � � �r LL � � �� � � � � �-. ^ / /. � a .��� � _ ' \ \ � . . . . .-1 .-^� ! / 1 nt \ / d \ � C �h . . � .� ..__.... _ ;� � '''' . -'__ ,... , � �i O � � o� p, � LL' yp� - " � e � � � > N . U `'/ U �, �� a� � ra � t ��� ��' .� g � � � �� oa - ,�g0 = — C tl Z . O F `\� 1 . U,�i/BS ��l'°G ,03.� O � N � /" T�! p 6 � ./ ��Jo v .� It �� /� �B.r � .� ' � ^ � �J J rd O ` Ig�`�I. � IO � v �_ � � p �O'3 ��s, ' s Pp� Q Jv z � t6 � 0 � Sf ro!. _ (n .. ° ��Q� , �� � � gy , � l d s .. �26`E,l �� dd� � (A �� � � c e m � � � � — _ � rn � ' � / m � (" `�.�+. . C N F. O m f�� `� J E I � � o � Y � � �� a°J � i i � o � " 'r � y `� y. 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