Loading...
CAS-01_MISSION HILLS SENIOR LIVING - 8600 GREAT PLAINS BOULEVARD FILE 1 OF 2 REZ/SUB/SITEE AI-Jaff, Sharmeen • From: Skancke, Jennie (DNR) [Jennie.Skancke@state.mn.us] Sent: Tuesday, January 06, 2015 3:19 PM To: AI-Jaff, Sharmeen Subject: RE: City of Chanhassen Agency Review Request for Mission Hills Senior Living That sounds like a good solution. Thank you Sharmeen. I don't plan to do a more extensive review unless changes are made that need DNR input. Please let me know if you need anything further from our office. Jennie Jennie Skancke - Area Hydrologist (Scott, Dakota and Carver Counties) MnDNR 1 1200 Warner Road I St. Paul, MN 55106 1 T: 651-259-5790 1 lennie.5kanckepstate.mn.us From: AI-Jaff, Sharmeen rmailto:SAI-JaffCalci.chanhassen.mn.us] Sent: Tuesday, January 06, 2015 3:05 PM To: Skancke, Jennie (DNR) Subject: RE: City of Chanhassen Agency Review Request for Mission Hills Senior Living Hi Jennie, Please find attached a diagram that show the building rotated and moved outside the shoreland overlay completely. There will be a total of 9 twin homes within the third tier of the overaly district.. PUD's in the City of Chanhassen are a zoning district. They are not a CUP. Sincerely, Sharmeen Al-Jaff Senior Planner 952.227.1134 From: Skancke, Jennie (DNR) rmailto:Jennie.Skancke(o)state.mn.us] Sent: Tuesday, January 06, 2015 11:33 AM To: Meuwissen, Kim; AI-Jaff, Sharmeen Cc: Jeffery, Terry Subject: RE: City of Chanhassen Agency Review Request for Mission Hills Senior Living Hello Kim and Sharmeen, I'm sorry to get to this so late. I tried to access it in December, but couldn't get the pages to come up. I have not performed a comprehensive review, with density calculations by tier, but I have a few preliminary comments/questions. Do PUDs in the shoreland district of Chanhassen require a CUP? I didn't note anything in the staff report. I didn't see the shoreland district delineated on any of the drawings. However, I note that the height requirement for residential in the shoreland within the City's Ordinance is not to exceed 35ft. 1 note that heights for this development are up to 50ft. Are heights >35 ft outside the shoreland zone? 1 would appreciate a written response to my comments. Thank you, Jennie Jennie Skancke - Area Hydrologist (Scott, Dakota and Carver Counties) MnDNR 1 1200 Warner Road I St. Paul, MN 55106 1 T: 651-259-5790 1 lennie.Skanckepstate.mn.us From: Meuwissen, Kim rmailto:kmeuwissen(cbci.chanhassen.mn.us] Sent: Wednesday, December 10, 2014 9:57 AM To: 'Kate Miner'; 'chentges@co.carver.mn.us'; Skancke, Jennie (DNR); Sherman, Tod (DOT); 'cbleser@rpbcwd.org'; 'cthompson@mediacomcc.com'; 'darylh@mvec.net';'cherie.monson@CenterPointEnergy.com'; 'Maureen.Arnst@centurylink.com'; brenda.sudheimerCabcenturylink.com; randall.olson(cbcentu link.com Cc: AI-Jaff, Sharmeen; Mohn, Jerry; Smith, Stephanie; Littfin, Mark; Sinclair, Jill; Hoffman, Todd; Jeffery, Terry Subject: City of Chanhassen Agency Review Request for Mission Hills Senior Living Development Plan Referral Agencies: Please review the attached referral request and respond with your comments no later than Wednesday, December 24, 2014 to: Sharmeen AI-Jaff, Senior Planner City of Chanhassen PO Box 147 Chanhassen, MN 55317 952-227-1131 sal!aff cDcLchanhassen.mn.us Replies to this email will be automatically be copied to Sharmeen. You can view the project documents at htti)://www.ci.chanhassen.mn.us/2015-01. Thank you! 0 Kim Meuwissen Sr. Communications/Administrative Support Specialist CITY OF CHANHASSEN 7700 MARKET BOULEVARD PO BOX 147 CHANHASSEN, MN 55317 952-227-1107 kmeuwissenrci.chanhassen mn us © FM xbwk • • RMNHOME DESIGN OPTION #4 TWINHOME DESIGN OPTION #3 TWINHOME DESIGN OPTION LOCATIONS i F., Ja T\.,AP,HOME DESGN OPTION #4 ys� .. �F_ ice✓ �./ O Z zoo '09 s J 'iOm � aZo Z W Cn J NO _ =z m� Z oz O cn s VUA DESIGN �m A2.4 MISSION HILLS SENIOR LIVING HWY 101 AND 86TH STREET WEST CHANHASSEN, MINNESOTA PROJECT TEAM O ER: HEADWATERS DEVELOPMENT 17500 HEtt.= AVE4E --_. LAIIEVILLE, FN 55044 CONTACT: MIS HOAGBEfXi PHONE: (952)378-4386 BUL: M40AGBEW.204-HOLDINGSLLC.COM CONTRACTOR: ENGELSMA CONSTRICTION, NC 7119 31ST AVENE NOON MINNEAPOLIS, Md 55477 CONTACT: JEFF ENGELSMA FHOIE: (763) 536-9200 ARCHITECT: SPERDES RENERS ARCHITECTS, NC. 4200 WEST OLD S AWOPEE ROAD SUITE 220 BLOOMNGTON M7 55437 CONTACT: P14CE: (952) 996-9662 FAX: (952)996-9663 STRUCTURAL ENGINEER: BKBM ENGNEERS LOCATION MAP KEY MAP 59429 5ROMYN BLVD. CCNTACTt TINA W5tt F7E: (763) 843-50442290 T fMMEA CIVIL ENGREER: BKBM ENGINEERS .- 59425 BROOKLYN BLVD. MINNEAPOLIS, M4 55429, CONTACT: KEITH MATTE, PE. PHCNE: (163)843-0664 i 1^VA J SURVEYOR: SONDE LAND SURVEYNG 9001 EAST BLOOMINGTON REBUT ' SUITE 0118 tt – BLocrINGrON MN 55420 N� - _ CONTACT: LDW CARLSON PHONE: (%2881-2455 TRAFFIC ENGINEER: 5R= CONSULTANT GROUP, NC ONE CARLSCN PAJOCIJAY NORTH SUITE 0150 MNNEAFi7LIS, M155447 CONTACT: JORDAN SCRIJAME, PE P41ONE: (763)452-4787 SHEET INDEX aee NYp4 aee PANG O!O PANG ULO eE'Ilae Uel (hTW ARCHITECTURAL: N.1 /Ol i1REHHl N] WA IIIE bR£f I a] XI NIE ROIRFlIIC M1NI ... CIVIL: aee NYp4 aee PANG O!O PANG ULO eE'Ilae Uel (hTW ARCHITECTURAL: N.1 NILM1M YR RIN eLtALL N] M]YMNW RTALD a] Nwoacve nwtvera4AfwNfJEf.Nb.fll1T N]E31LE a.A BlgCm n.urtw AlNAean axmG OLrs4e pl F%19GORNeDIG HEYAIKM as PXINiGR aanw atvaron u] nenL OL�nleee ne-� ax] v Nre r�isarrae ewrn OITY OF CHANHASSEP _ RECEIVED 4 / DEC 0 0 2014 Nafh C44NHASSEN PLANNING DEPT 444444 z � o Z zw� 1 a 1 af azz OU Z N IL.I/..1I L' Q Ln W ~ s Q J Z r Z Z 0w O N (5n o • MU SFEET AO.O SCANNED 0 ku 101 E I �I:l I/lh 7RWK AYNO. 312 Il, 2 RETAMING WALL DETAIL ar 3 FLAGPOLE 5ASE SECTION Ah GENERAL SITE PLAN NOTES' i. :sAn o.eeiawro � ��« ar�wv ice w... c•.ew SITE PLAN KEYED NOTES: pa ev+curc.ows...ixmma�.e�o.n�e-yes pen.ns..oero�..rse C)ra .•.r..ewvo.ra.mmee ®..aas.oa,.ev ewrA. ..i.n MTERNATIONAL SYMBOL OF ACCESSIBILITY .517E mm .511E PUN WNLS tCIM f, qC. \MISSION HILLS SENIOR LIVING SITE PLAN /1B5LARD DETAIL HANDICAP PARKING SIGNAGE - - AM a w v o CV 00 o z W C_7 O ¢ v. O x `c O r .517E mm .511E PUN WNLS tCIM f, qC. \MISSION HILLS SENIOR LIVING SITE PLAN /1B5LARD DETAIL HANDICAP PARKING SIGNAGE - - AM 0 0 �ZMONUMENT SIGN SECTIONS `�.ousw•. r4 (ENL.ArRGED MONUMENT SIGN PLAN --f---- 1 r -----T-- ------------1--1--- - -���" -----T-- -----�--- ---J�. ------------- L-----�----------------�--- ---� L--J----i--L-----------1---L---J----i OMOM 1ENi SIGN ELEVATIONS I I — _ — — — L �1 �% � t �i•v'xa&s1tl0am~ers j1 MEMORY CARE PATIO FENCE COLLPINS L MEMORY CARE PATIO FENCE AND COLUMN ELEVATIONS 0 LL v 6J _ =W N z � 00 UV O O¢ w > O • MONUMENT SIGN DETALS • PATIO GARDEN FENCE DETAILS woicrw iww rnz nM u A1.2 a w O Z 2 S a w cn x z EMISSION HILLS SENIOR LIVING SITE PLAN u •LVl. 1 . Vd mmm PLANTING SPECIFICATIONS: nW,M Fx.FR LK ruY1«4NRRB KRelud, wtMM�® Te{�> cM i:Mea':."ox+.e'""w ai.orwo.*weaa. weal. «.M+w: eumMw+eex•xuQ an,n. M.r umm q�r.'eeFM.re°n.®Me aro Rv�v. auwo�e�Moe� mxnr,.nam«.w�ccluu®o�xw�wr.+aa.an�. ' aan w+.amwwnav�i®Fo w`�se �aaiirsn� • on as +me uv:.�eavaNans. wr.'.ew.Mve. ♦ .LL M1MIfYYxYltl TMlMxf eeemlp PWOn[M01 v+M IpEYYrt.wwNi MllttlLM IMIWfL! TCi M19®YP1F.lM1lE F PLANTING NOTES: LYK.R Yoe6i nm. ro M a0'Ev®�.1MFd Ci M YA NMYe, vR M101�9 x�i CMnNN Ytl11YM MSOaHi � Brt.vYTxWx,! nti sMLL ®6 nb o ®mrv°4ee"r,aN.xaee �emr..e.o.a�rvwvK,.«i MlnaN•xwnaa.w.mnWrtraevxn rliewMxvnl� •. .uYwvwawenen l�mr«!: ^�u:4rx uo.�r.• r. Ylc Ym�.vm w.m �wxmaxFa sen Yuu! 4 ®.N ueY�W�ni®wcban�MmYwx'�«E MAMBO !. IwM�.LL mNYE RlR0.eieM� rlNixicRYTX.i W AiNMNIa LANDSCAPE PLAN GENERAL NOTES: maxrowmeawF MMMwwFxF..9e �wrMP16"'v wom«w.s� !'M'r.ms""s"aowww�Mimro srunm wnxsaw `sr�uF s�rm uz�ara�ox�.ee�� ro wls�rmvxw ii ��creen~a °«C. MitTtl! YnyL gRt®Bn> rolwwGepr� oiM MM1wLfR�mXm, tKIWeIDROi MO. �- xu Mmxow wxrum wulu'arrw >rseMFa m..�•vu Kxwirap�.rs�w�MeucY� �.am.F"�u>'�xu®. IRRIGATION NOTES: Y wi:`rr-.ra�s�rae� ares . .w. mnevmM®wc.m•rsiv.iWuirx x ov.e.s«�vn.«u m.oivNMsurou®a.wru! a v!ulveucrx aMacm ramma!!nn•. m •o.wNm uFerre vn.«a M RrrM MMrea...Mwv Ftl.•t/•VNAfIi.RiM W.PnW CtG.F RVOsmI 6. ML•lflimllSpelLLMxvl�M.M. Mw.MRAMlI•i YiO11lWeIRAQOM OMTfnC.e IOro M� 110e �IIYYlrO! A& M«ven. Yf�l{[L PLar T sce ES NrM aE m�INmMbw lR6msWYO.FP rNsrwKNe Y,xF MMwieY 11E[Rt? m«ra�naeMF� u�iY xNMon eaNe•mYr lv aa.v xximuvYoevuw °nw� e«mon 4 X.MIICINI! GFEROWTREES ewNasY.«ucuali x u,o.vx. na®e ,amu urmwtr rYYc ru«noem omweFr. w+eu,eus .YvmlY VY«MYMK o MtlNVYYLIIYI'MIVFflS.L' L . _ r NO-rM PRAIRIE GRASSES SEED PROFAE YLRMe,Nx, ORNAI'ENTAL TREES �vwe ala• i eY• e NwlYs risx, i evfcnn m+a-.. wF Yecwv Nem •+r 1 R.GL.O rGTN� .P�®..•II.tA! M BYi¢a muE�BTiWeI YO YTF�IDM n.wM DEGDIld1S SNR�S wsaw • N O XM Y m O XW1 1«.YY r M. • 7 u•uI I vx.n r B rM • rM O rM EVERSREEN SNR 56 w ma m mraw wxw .awn u XM ..poax..r eJ XM Dr4 LY }Y W O p . N.Y• PER£NIIALSXM • GROLM DOVER IMFR wuaar m awM xOgO WIa41 ORIpM REJ'IARKS axe. WOM+Mav«.l.Yr i M °.veum-.YSFa«ewn.w e.na. r.o-lv.a«w,eYwe l�mi mm.., walaec �Moc wTlOylilNxS!�E .. !e«lwMrwlY®roevwmroa�K M«ven. Yf�l{[L SEED nIXMES RAN GARDEN PL NT PROFILE ♦ RMx oamwvovl Yro aaw NrM rNsrwKNe Y,xF MMwieY m«ra�naeMF� u�iY xNMon eaNe•mYr lv aa.v xximuvYoevuw °nw� e«mon IiPl4 X.MIICINI! :;mw ewNasY.«ucuali x u,o.vx. na®e ,amu urmwtr rYYc ru«noem omweFr. w+eu,eus .YvmlY VY«MYMK TK' MtlNVYYLIIYI'MIVFflS.L' L . NO-rM PRAIRIE GRASSES SEED PROFAE YLRMe,Nx, xr l,e m+ea M.rF n...l Cu«M. wr...s...M �vwe ala• i eY• e NwlYs risx, i evfcnn m+a-.. wF Yecwv Nem •+r 1 R.GL.O rGTN� .P�®..•II.tA! M BYi¢a muE�BTiWeI YO YTF�IDM QQ O 2 = N 2j O *UJ LL LU O O¢ W F © L v Q T :J • LANDSCAPE PIM! • INSTALIATION DETAILS •PUNK SCHEDW voFaxo uow uFcaon Ee A1.3 �., -.c wcerm n.row rwim ar,cacr �� rm ween ..c am u.r•iece nF wv n,K mormu rauri.c T tK Kw l'6YrtM.lEi2<t,L.rt arc w a rrw i.cs.re wn a ne mor e.0 SBC rO m rttl11d qrN irF IYVf fCWR Y TunCelrtR r— �.e��r�ry r -in• ��•.r.ro•ia.�.,rae is w1e.� u.1XOO°iumn� OM CPnwtl:t4R]CPlpl MAITI M _ bEbCtlMt hR 4NRMrE[FERW. rrE NYF Mswaw. BCOOrr[.! .MC.ed®aPIRi CR.Wi r. m w3nau m*., mn •crrrra14W >a oae rower ar..cx n,r w.a.e eo. voa ruw-.• om• ne®om m.rc r,nrrw eor.-eff e� n'. ..n.. .... /1 TYPICAL TOLLNHOME VILLA LANDSCAPE PLAN a •{aa•aa B YHVS%K T,B _. 2 ENLARGED SECTION OF TYPICAL RAIN GARDEN LAYOUT AND CO1145TRUCTION /1ENLt D LANDSCAPE PLAN AT MEMORY CARE GARDEN AND DINING ROOM FORMAL GARDENS V 1 W NN 6Q s®rM Q� TW •�/O'//� a 0 Q z 2 ENLARGED SECTION OF TYPICAL RAIN GARDEN LAYOUT AND CO1145TRUCTION /1ENLt D LANDSCAPE PLAN AT MEMORY CARE GARDEN AND DINING ROOM FORMAL GARDENS V . PllwnNG PROFlIES • "N GARDEN DIAGP/•M • ENIARGED PIAN WG BED %ANS A1.4 1 W NN 6Q N Q� TW cc) O a 0 Q z . PllwnNG PROFlIES • "N GARDEN DIAGP/•M • ENIARGED PIAN WG BED %ANS A1.4 0 00 o,� (� ) 00 0 Ll 0 0 0 0 0 0 SENIOR LIVING BUILDING NORTHWEST ELEVATION - FROM CANOPY AND ENTRANCE O 0 Q O O O 0 0 .&C 7LL 3b1VCHiµ1 SENIOR LIVING BUILDING SOUTHWEST ELEVATION - PARKING GARAGE AND SERVICE ENTRANCES O O O O O O 0 O O O 0 O 35l 1 LL . Ala® lµ1 .eru.n SENIOR LIVING BUILDING NORTHEAST ELEVATION yy R Al b HIS _ std M Lu .�- 0 2p O z CV W 00 = W a: C LLW � oW ~ O O T U z o Z_ zoo J � p � azz U Z w N �ocn Z � Z m � Z ow O <� • MNN BUILDING DCFEwOR aWATIONS A2.0 O BIYiP FCRf O O O O O TN[R NIe iM1YJ O OO O.P T• o OO O O kd O O O O IN.Y�I4 Vr• !A@NTS [Va s Vw� I, w1m .14mrt>�rr 1uVsice�[ •V4m� en Jtrfso/ .ITa v'�a :mu Wlseo NPon 4.. a.� -: romwmn wMCW Nnvmnw I MAwY W� aa4mlew .FAiIw MY � a•-vca.rea pJe[xrYww a•:emrml <femrrw I Vc4smim� xdvnwim J _ – i .c.�-uar �: �mwa•o w.vw SIDE ELEVATION REAR ELEVATION f ♦¢,.nN .cmd.r w.7. . Lu UlLu Mina mm m �. ���8]aF0 �nu[w. Win= nVM SI.A Y�NF p4u0 SWl YR:'� "KM43M AY 44']CKpW.W� i`NOS C�iY ai�M� �LdCY%1f. lu +W picCS AEYeL 9+_x48 a. �.T 8MY[6iQt1'IBY.RICIIE MG ONNf N'lR1 PdM ffD W16BD JSiQtf QG SENIOR LYING BUILDING SOLFFHEAST ELEVATION 3D VIEW FROM THE CURB IN FRONT OF A TWINHOME VILLA RESIDENCE FRONT ELEVATION 3D VIEW FROM FROM THE AIR BEHIND A TWINHCM1E VILLA RESIDENCE CCS yVy 9< Z CAn P g� �I ae IM 3�3egis 4�k�S Y 2 w v o No z W N SZ 2WCAD C Z OM Lj r � _ � Q O x v 444444 r� % � � ON Zvi W �' N �Q N � J v w Z � Z_ Lb Z ow p Q� V • MAIN BALDING EMEPoOR ELEVATION • TW" -KM VILLA ELEVATIONS A2.1 TN[R NIe iM1YJ .MO[Nl1 �MYI ' Yb1E 4i1 IN.Y�I4 a! 4'/ iTd • �; m0 V� o�� •�m�v m r• m mam .. v m+w AICPim -: romwmn �.nw vn em, —6"'x•99 k "r–tee- i� I d .v J _ – i .c.�-uar �: �mwa•o w.vw SIDE ELEVATION REAR ELEVATION CCS yVy 9< Z CAn P g� �I ae IM 3�3egis 4�k�S Y 2 w v o No z W N SZ 2WCAD C Z OM Lj r � _ � Q O x v 444444 r� % � � ON Zvi W �' N �Q N � J v w Z � Z_ Lb Z ow p Q� V • MAIN BALDING EMEPoOR ELEVATION • TW" -KM VILLA ELEVATIONS A2.1 0 t i! 'to Nizi, Allow 6, MAIN BUILDING AERIAL VIEW FROM SOUTHEAST CORNER I xfl � L MAN BUILDING AERIAL VIEW FROM THE EAST LOOKING TOWARD HWY 101 ,N iowlaille ` MAIN BUILDING ENTRY VESTIBULE AND DRIVE UNDER CANOPY 00 z o _Z zoo iwz � azz U Z Lu N Q cnw J �O Z � Z m � Z z O OT • 3D SITE DEVFIOPMENT VIEWS A2.2 a 00 z o _Z zoo iwz � azz U Z Lu N Q cnw J �O Z � Z m � Z z O OT • 3D SITE DEVFIOPMENT VIEWS A2.2 VIEW OF SITE FROM THE MAIN ENTRY DRVE VIEW OF SITE HIGHWAY 101 JUST PAST SOUND WALL VIEW OF MAIN MONUMENT SIGN ALONG HIGHWAY 101 VIEW OF SITE FROM THE CORNER OF 86TH STREET WEST AND HIGHWAY 101 W d- cri $2,-) nO Wcj J=! OO CC) V C OM LJ, • 3D SITE DEVEIC VIEWS .a A2.3 IaM UGHTNG Ilk BNB1 LED Bounce Bollard revision 7/28/14 • kl_bnbled_spec.pdf 708: Job: Page: 2 of 4 Standard Features Fixture GITY OFCHANHASSEN RECEIVED DEC 0 8 2014 CHANHASSEN PLANNING nFPT Cat. No. Ll BNB1 Electrical Module Cat. Nos. for LED Electrical Modules available: LED = Light Emitting Diode xL xK UV Source: Color Temperature: r ❑ 18L= Type I ❑ 2K = 580nm - Amber Uiversal Voltage ❑ 27L=Type III ❑3K=3000Krange from ❑ 36L= T V ❑4K =5100K V -277V YPe ❑ SK = 5100K Luminaire Finish Color. Black Dark Bronze Light Gray Steahh Gray Platinum Silver White Custom Color, TGIC powder coat paint on Cat. No.: ❑ BL ❑ DB ❑ LG ❑ SG ❑ PS ❑ WH ❑ CC fixture and shaft. ,Custom colors subject to additional charges, minimum quantities and extended lead times. Consult representative. Custom color description: 0.10V Dimming Interface Driver has a 0-10V dimming interface with a dimmingEH=1 Standard In w Black + range of 10-100%. Is compatible with most control White - systems , lcluding Hubbell Building Automation Green GND w1HUBB . Approved dimmers include Lutron Diva Gr DimmingLeadt-> AVN, Lutron Nova NFI-V and NTFTV. Note: Not Purple Dimmin Lead (+) rM compatible with current sourcing dimmers. Controls 3n mA Max compatible via Gray and Purple dimming lead. 02014 Kat LIGHTING • 16555 EAST GALE AVENUE, CITY OF INDUSTRY, CA 91745-1768 • TEL: 6261968-5666 • FAX: 6261968-5716 SCANNED BN131 LED WM LIGHTING Bounce Bollard revision 7/28/14 • kl_bnbled_s df Type: Job: Page: 3 of 4 Optional Features Fusing (internal only): High temperature fuse holders factory installed inside the fiixturehousing. Cat. No. (see chart Fuse is included. at right) Line Volts: 120V 208V 240V 277V 347V ❑ No Option Cat. No.: ❑ SF ❑ DF ❑ DF ❑ SF ❑ SF Single Fuse Matte Black Body Cap: For locations where complete cutoff optical control is desired, an Cat. No. ❑BBC Optional Matte Black Body Cap can be specified. This significantly ❑ No Option reduces the indirect up -light distribution, providing complete uce the cutoff. To further rednighttime visualpresence of the Optional Cap fixture, specify Black or Dark Bronze luminaire finish. Battery Back-up Internal battery pack provides 90 minutes of supplemental light Cat. No. ❑ EM at 25% of initial lamp lumens. ❑ No Option Battery Back-up Optional Duplex Mounted 18' from bottom of shaft, in a cast aluminum box that is internally welded and sealed Rile with a gasketed While -In -Use cover with locking tab. Painted to match bollard. Cat No. ❑ DR DR weather proof duplex receptacle rated 20A, 125V. ❑ DR-GFI DR-GFl weather proof duplex receptacle with ground fault circuit interrupter rated 20A, 125V. ❑ No Option 0 2014 KIM LIGNnNG • 16555 EAST GALE AVENUE, CITY OF INDUSTRY, CA 91745-1788 • TEL: 626/968-5666 • FAX: 626/966-5716 0 MM LIGHTING BNB1 LED Bounce Bollard revision 7/28114 • kl_bnbled_spec.pdf Type: Job: Page: 4 of 4 Lumen Data Spectroradiometric - Cu 350mA Temperature 3000K Average 4200K Avera a 51 OOK Average Correlated Color Temp. CCT (K) 2800K - 3175K 3800K - 4600K 4600K - 5600K Color Rendering Index (CRI) >75 >70 ?65 Power Factor >.90 >.90 >.90 Projected Lumen Maintenance mA 50,000 hrs 100,000 hrs 350mA Based on 36LED version. Electrical Drive Current - Cu 350mA Temperature Type I TYPE 3 TYPE 5 Ty e1 T 3 Type 5 Volts - AC Amps - AC System Watts Amps - AC System Watts Amps - AC System Watts 120 0.18 21 0.26 31 0.34 41 208 0.10 210.15 31 0.20 41 240 0.09 21 0.13 31 0.17 41 277 0.08 21 0.11 31 0.15 41 B.U.G. Hating (TM15) in Lumens where B = Backlight. U = Uplight, G = Glare Temperature Type I TYPE 3 TYPE 5 3000K 81 UO Gl B7 UO Gl 81 UO Gl 4200K 81 UO Gl Bl UO G7 Bl UO G7 5100K 61 UO Gl 81 UO Gl B2 UO Gl Absolute Lumens Tem rature TYPE 1 TYPE 3 TYPE 5 3000K 1321 2188 2747 4200K 1365 2174 2838 5100K 1509 2404 3137 LED pedomame and lumen output continues to improve at a rapid pace. Log mm w kimlighting.com to download Lire r cu em rAmmanonic files from Kim Lightinifs IFS File Libary. For custom optics and color temperature confguatiom, wnaa laaory 0 2014 KIM LIGHTING a 16555 EAST GALE AVENUE, CITY OF INDUSTRY, CA 917451788 • TEL 626/968-5666 • FAX: 6261968-5716 • CITY OF CHAM1THAS' Et • RECEIVED 1 OEl 0 8 2014 MM LIGHTING „pp.Cl enMlNf nPOT Type: Job: Catalog number: MIg. F', nv De, 1 Module finish 01 L_ See page 2 11 See page 3 see rW a s Specifications Horizontal Lamp 70 to 150 watt Medium Base Lamps I� 31'DIA. — (]e1.. mm1 .1 3P/a' mml II I i u_ (2245V5/e 31 -131/e' (m.. mm1 Vertical Lamp 70 to 200 watt Medium Base Lamps (MA .) HUBBELL rwe�u w+nmc.in< U.S. Patent 0473,333S BNS1 Bounce® revision 10/24/12 • kl._bounce_spec.pdf Approvals: Date: Page: 1 of 5 Hood and Lens Frame: Die-cast, low copper (<0.6% Cu) aluminum alloy hood and lens frame with stainless steel hinge. The hood is opened with a tool -less latch made of die-cast aluminum and stainless steel brackets. The hood is held open for relamping with a stainless steel wire self-locking stop arm. The 3/16 thick clear flat or convex tempered glass lens seals against the reflector flange by a one-piece molded silicone gasket, to produce a fully sealed optical chamber. The underside of the hood is always painted white. Reflector Module: Specular Alzak® optical segments are rigidly mounted within an aluminum enclosure (die-cast for horizontal, spun for vertical) which attach to the hood as a one-piece module with four captive screws. The 4KV, medium base socket is factory prewired with a high temperature quick -disconnect plug. The wires pass through a silicone gasket to maintain sealed optical chamber integrity. Ballast Chamber: Die-cast, low copper (<0.6% Cu) aluminum alloy flanges compress a ribbed extruded aluminum chamber. The die-cast aluminum cover is held with two captive stainless steel screws and a retaining wire is provided to secure the cover during installation or servicing. The four heavy wall extruded support rods are mechanically fastened to the lents frame with stainless steel fasteners. The support rods are held in position through die-cast arms and mechanically fastened at the bottom with a custom aluminum boN. The electrical wiring is channeled through a support rod with an aluminum bushing. The die-cast cover is always painted reflective white. (Optional Black Ballast Cover). Mounted by one of the following pole attachment means: FM - Flush Mounting by means of an expansion device activated by a single bolt within the ballast comparbnent Pole must have a plain -cut top. Standard pole size is 4' O.D. (Other pole adapter sizes available; contact Kim representative). PT - Pole Tenon mounting by means of a cast aluminum adapter containing four recessed 3/e stainless steel allen head set screws. Pole must have a 2" pipesize tenon (23/8" O.D. x 41/ minimum length). Pole tenon must be field drilled at one set screw location to secure against fixture rotation. Electrical Module: All electrical components are UL and CSA recognized mounted on a single bracket and factory prewired to a main power disconnect plug. The power quick -disconnect plugs are glass -filled thermoplastic, self alignm and rated for 10,000 matings. The male portion of the plug is mounted to the ballast bracket and the female portion is mounted to the bottom die-cast flange section. Wires are supplied to reach the pole hand hole. Power to the ballast disconnects when die bracket is pulled out. All ballasts are high power factor with starting ternperatures of -40°F for HPS and -20OF for PMH lamp Trades. Finish: Super TGIC thermoset polyester powder coat paint, 2.5 mil nominal thickness, applied over a titanated zirconium conversion coating; 2500 hour salt spray test endurance rating. Standard colors are Black, Dark Bronze, Light Gray, Stealth Gray-, Platinum Silver, or White. Custom colors are available. CAUTION: Fixtures must be grounded in accordance with national, state, and/or local corks. Failure to do so may result in serious personal injury. Listings and Ratings UL cUL 15W IP66 Rated I 25C Ambient 'Suitable for wet locations. KIM LIGHTING RESERVES THE RIGHT TO CHANGE SPECIFICATIONS WITHOUT NOTICE. O 2012 KIM LIGHTING INC. • P.O. BOX 66680, CITY OF INDUSTRY, CA 91716-0090 • TEL: 626/968-5666 • FAX: 626/369-2695 SCANNED Jor MM LIGHTING Type: Job: Mounting Fixture Cat. No. designates BNS1 and light distribution. See the Kim Site/Roadway Optical Systems Catalog for detailed information on reflector design and application. 0 0 BNS1 Bounce® revision 10/24/12 • kl_bounce_spec.pdf Page: 2 of 5 Standard Features Plan View .i EPA: 1.2 1.2 Cat. No: ❑ FM Flush Mount ❑ PT Pole Tenon Mount Pole Top Requirements: 4'0.D. Poles only 2' Pipe -size Tenon (23/a O.D. x 41/2' min. length) EPA: 3.6 n/a Cat. No: ❑ 2SB Twin Mount ❑ 1W Wall Mount Pole Top Requirements: 4' or 5' O.D. Poles only n/a Horizontal Lamp Flat Glass Lens Light Distribution: Type I Type It Type III Type IV Type V Forward Throw Square Full Cutoff Full Cutoff Full Cutoff Full Cutoff Full Cutoff Cat. No.: ❑ BNS1H1 ❑ BNS1H2 ❑ BNS1H3 ❑ BNS1H4 ❑ BNS1 H5 Vertical Lamp Convex Glass Lens Light Distribution: Asymmetric Symmetric Square Cat. No.: ❑ BNS1 F3 ❑ BNS1F5 02012 KIM LIGHTING INC. • P.O. BOX 60080, CIT' OF INDUSTRY, CA 91716-0080 • TEL: 6261968-5666 • FAX: 6261369-2695 0 0 /� IGM LIGHTING BNS1 Bounce® revision 10/24/12 • kl_bounce_specpdf Type: Job: Page: 3 of 5 Electrical Module HIPS = High Pressure Sodium PMH = Pulse Start Metal Halide Standard Features Cat. Nos. for Electrical Modules available: ❑ 7OMPS120 ❑ 70HPS208 ❑ 70HPS240 ❑ 70HPS277 ❑ 70HPS347 ❑ 70HPS48W ❑ 100HPS120 111 OOH PS208 ❑ 100HPS240 ❑ 100HPS277 ❑ 100HPS347 ❑ 100HPS4802 Lamp Lamp Line Watts Type Volts 100 HPS 277 ❑ 150HPS120 ❑ 150HPS208 ❑ 150H PS240 ❑ 150HPS277 ❑ 150HPS347 ❑ 150HPS480' Lam ED -17, Coated I ED -17, Coated I ED -17, Coated Socket Medium Base Medium Base Medium Base ANSI Ballast S-62 S-54 S-55 Type ❑7OPMH120 ❑10OPMH120 ❑ 7OPMH2O8 ❑ 100PMH2O8 ❑7OPMH240 0100PMH240 ❑70PMH277 ❑10OPMH277 ❑7OPMH347 ❑100PMH347 ❑ 7OPMH4802 ❑ 10OPMH4802 —150PMH120 ❑ 15OPMH2O8 150PMH240 ❑ 150PMH277 ❑ 150PMH347 ❑ 150PMH4802 ❑ 175PMH120' ❑ 175PMH2O8' ❑ 175PMH240' ❑ 175PMH2771 ❑ 175PMH347' ❑ 175PMH480' ❑ 200PMH120' ❑ 200PMH2O8' ❑ 200PMH240' ❑ 200PMH277' ❑ 200PMH347' ❑ 200PMH480" Lam ED -17, Coated ED -17, Coated ED -17, Coated ED -17, Coated ED -17, Coated Socket Medium Base Medium Base IMediumBase I Medium Base I Medium Base ANSI Ballast M-98 M-90 M-102 M-137 M-136 Type ' NOTE: Available with vertical lamp reflectors Type III and Type V only. Not for use in horizontal lamp reflectors. 'Check with local codes for use of medium base sockets with the 480 volt. Finish Color. Black Dark Bronze Light Gray Stealth Gray- Platinum Silver White Custom Color' Super TGIC powder Cat No.:❑BIL LJ 06 El LG ❑SG OPS ❑WH OCC coat paint over a titanated zirconium conversion 'Custom colors subject to additional charges, minimum quantities and extended lead times. coating. Consult representative. Custom color description: 0 2012 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY. CA 917160080 • TEL: 6261968-5666 • FAX: 6263692695 MM LIGHTING Type: Job: 0 Optional Features 0 BNS1 Bouncee revision 1024/12 • kl_bounce_spec.pdf Page: 4 of 5 Wall Mounting Extruded aluminum arm is factory assembled, Cat. No. 1 W with internal concealed draw bolts, to an Mounting Plate Select from Mounting on eluded aluminum fixture support riser and a 18 51/2 9 page 2. cast aluminum wall cover plate. A cast "" " 41/4 41W aluminum wall mounting plate pre -attaches to wall with bolts (by others). Fixture riser has a cast aluminum bottom cap. Wall cover plate 10% 83/4 has a removable cast aluminum cover for field I �s I 11 /12 M splice access. Complete arm assembly can be 3�71/z mounted before field splices are made. All components are mechanically attached with 11/4' s�/4' 23/4' no visible welds or fasteners. All wall components are finished to match fixture. Twin Mounting Two extruded aluminum arms are supplied Cat. No. 2S6 with internal concealed draw bolts for 39' Select from Mounting on attachment to Kim 4' and 5' O.D. poles with page 2. predrilled mounting holes. Arms are 180° apart, 191/2 supplied with an intemal le reinforcing plate=mm with wire strain relief and an extruded aluminum riser for mounting FM (Flush Mount) fixtures only. A cast aluminum pole cap and matching riser cap are included, and all components are mechanically fastened to 371/2 eliminate welds and visible fasteners. All components are finished to match fixture. V Photocell Control Factory installed fully gasketed sensor mounted in the hood. Ca:- \'). (See right) Cat. No. Line Volts: Cat. No. Line Volts: Photocell No Option ❑A-30 120V El A-33 277V Control ❑ A-31 208V ❑ Ati45 347V ❑ A.42 240V ❑ A-34 480V Convex Glass Lens The 3/16 thick clear convex tempered glass lens replaces the Cat. No. ❑ CGL standard flat glass lens in horizontal lamp fixtures. ProvidesConvex ❑ No Option increased lens presence and provides a subtle improvement Glass in uniformity where pole spacing is extreme. Lens NOTE: Convex lens is standard on all Vertical Lamp Optical Systems. Convex Polycarbonate Lens One-piece vacuum farmed, clear, UV stabilized convex a;. CP polycarbonate, fully Basketed, replacing the standard Convex No Option tempered flat or convex glass lens. Polycarbonate CAUTION:Use only when vandalism is anticipated to be Lens high. Useful life of lens is limited by UV discoloration from sunlight and metal halide lamps. © 2012 KIM LIGHTING INC. • P.O. BOX 60080, CITY OF INDUSTRY, CA 91716-0090 • TEL: 626968-5656 • FAX: 628x3832695 0 MM LIGHTING BNS1 Bounce® revision 10/24/12 • kl_bounce_spec.pdf Type: Job: Page: 5 of 5 Optional Features Houseside Shield (Types II, III, IV - Asymmetric distributions only). Cat. No. (See right) The cutoff horizontal reflectors are available with L1 No Option stamped aluminum louvers that pass streetside lightand block houseside light, and a blackened panel added to the reflector to reduce houseside reflections. The vertical reflectors and horizontal reflectors with the optional convex lens are available with a formed aluminum shield that passes streetside light and blocks HS HSC houseside light, and a blackened panel added to the reflector to reduce houseside reflections. for flat lens for convex lens or polycarbonate lens Cat. No. ❑ HS Not for use with Type V (horizontal lamp) or symmetric (vertical lamp) light distributions. ❑ HSC For use with all fixtures with convex glass or polycarbonate lenses. Not for use with Type V or symmetric light distributions. Neighbor Friendly Shield (Type IV only) Stamped internal shield and blocking al. No. NFS panels are used to direct and redirect lighting into a No Option forward throw distribution. The amount of light directed and redirected toward the back of the liminaire is dramatically reduced to create extremely low glare behind the pole. Only available on the Type IV reflectors. NFS Black Ballast Cover (For Full Cutoff distributions). Replaces reflective white ballast cover with black ballast Cat. No. ❑ BBC cover. For use in conjunction with black or dark bronze fixture finish and horizontal lamp 11 No Option optics utilizing a flat lens only. Eliminates indirect under -hood illumination and horizontal light distribution, to produce a full cutoff light distribution. For use with Black or Dark Bronze fixtures only. Fusing High temperature fuse holders factory installed. Fuse is included. Cat. No. (See right) Line Volts: 120V 208V 240V 277V 347V 480V ❑ No Option Cat. No.: ❑ SF ❑ DF ❑ DF ❑ SF ❑ SF ❑ DF 0 2012 KIM LIGHTING INC. • P.O. BOX 66080, CITY OF INDUSTRY, CA 91716-0080 - TEL: 6261968-5666 • FAX: 626/369-2695 0 ilk IIGM UGHTWG Type: Job: Catalog number: Eienirr Electrical Module Luminaire Finish Options I See Page 2 — 11 See page 3 Specifications BNB1 LED 18, 27 or 36 LED 5' eoLT aRCLE olA 2% i AI-Jaff, Sharmeen From: Eric Reiners [ereiners@srarchitectsinc.com] Sent: Friday, December 05, 2014 5:50 PM To: AI-Jaff, Sharmeen Subject: Mission Hills Senior Living Sharmeen: I hope you had a great mental health day! r We suffered a few setbacks here in the office today, and in lieu of leafing in a couple sheets into the seven copies of the architectural portion of the submittal, and bringing a replacement CD, I opted to hold the entire architectural section hereto insure it was entirely coordinated. I will deliver all architectural sheets and final submittal CD directly to your attention Monday morning. I delivered all other portions of the submittal except architecture. On your desk, you'll have the application form and fees, narrative, area resident summary with all property owners within 500 feet of the property, soils report, traffic study, survey, hydrology report with calculations, all civil, utility, and storm water management plans, and site photometric plan. I will deliver the architectural sheets including landscape plan, colore rendering pages, and CD with a su mitts ocuments to you on Monday morning. The materials oar an pre iminaryplat will follow as soon as we get t em pu a together. Although not specifically identified in the list of required submittal materials, I will also include cut sheets for the site lighting fixtures for your reference. (Both pole -mounted lights and bollards will be full cut-off fixtures) Thank you very much. See you Monday morning. FYI: We delivered the survey, all civil, utility, and storm water management plans, hydrology report with calculations, and geotechnical report to the Riley Purgatory Bluff Creek Watershed District engineer today to initiate the watershed district review. Thanks again. Eric A. Reiners, AIA Principal _.a_ SPERIDFS REINERS ARCNREC7S iNC 4200 West Old Shakopee Road Suite 220 Bloomington, MN 55437 952.996.9662 phone 952.996.9663 fax 612.209.3749 mobile SCANNEC DESCRIPTION: QTY. DATE 1 1 12/5/2014 12/5/2014 1 12/5/2014 1 12/5/2014 7 12/5/2014 7 12/5/2014 7 12/5/2014 7 7 7 COMMENTS: 12/5/2014 12/5/2014 12/5/2014 12/5/2014 ITEM DESCRIPTION Transmittal Application for Development Review and Fee payment 500' Radius Report Letter Calculations Narrative Traffic Study Geotechnical Report Property Survey Architectural Site Plan Review Set Civil Engineering Site Plan Review Sets Site Photometric Plan CC: Mike Hoagberg & Greg Zoidis - Headwaters Development Susan Farr & Jill Nokleby Kaiser - Ebenezer Jeff Engelsma - Engelsma Construction 4200W. Old Shakopee SR Rd. #2222 0 Bloomington, MN 55437 (952) �...: s IHS ax¢vo.' INC. 996.9662 (952) 996.9663 - fax TRANSMITTAL To: Sharmeen AI-Jaff City of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 FROM: Eric A. Reiners, AIA PROJECT NAME: Mission Hills Senior Housing PROJECT NO: 14-040 DATE: 12/5/2014 The items below are transmitted: FOR YOUR INFORMATION ❑ VIA: MAIL FOR YOUR REVIEW ❑ CITYOFCHANHASSEN MESSENGERr� FOR YOUR APPROVAL ❑ %MVED PERSONAL DELIVERY FOR YOUR USE DEC 0 5 2014 PICK-UP� FOR YOUR RECORDS ❑ qr UPS -NEXT DAY�� AS REQUESTED ❑ DESCRIPTION: QTY. DATE 1 1 12/5/2014 12/5/2014 1 12/5/2014 1 12/5/2014 7 12/5/2014 7 12/5/2014 7 12/5/2014 7 7 7 COMMENTS: 12/5/2014 12/5/2014 12/5/2014 12/5/2014 ITEM DESCRIPTION Transmittal Application for Development Review and Fee payment 500' Radius Report Letter Calculations Narrative Traffic Study Geotechnical Report Property Survey Architectural Site Plan Review Set Civil Engineering Site Plan Review Sets Site Photometric Plan CC: Mike Hoagberg & Greg Zoidis - Headwaters Development Susan Farr & Jill Nokleby Kaiser - Ebenezer Jeff Engelsma - Engelsma Construction o. � eRA �cc �iA •• Is rs fift Now �.� .w ,,,moi i � / /� .11r.�a„�•_�_..t"_—.d �.•� //�������'�x `// Jay l \ �/ ..•�\"E,.x---wr ��+x�� ).•//—rn� .Y7V .j."' .fJr/_.\,_�'e' \\�\ sk shis _N. AI r i�u�.•vrN----..0—'._.v•a%"'w ux �fit, 17 rNlAMx"0:/f_I •'fi /rvK9 .�, >�__�_ mossis .{.• // uArr a w6r rums pR.._ _ — —'_' —._ \ �.d / Row RAT NO, n — — — j siblis l.\ sib_ .tel"' I r i� 111 / \ / uitp 11.1.••f• �/ M °^R PT ON OF PROP RTY 5 aV V 0 C� / /// I / \ -- �!• �� •�• •�'• •'�" /. / '7 onlm c .r u. wpr .r unnry Nm. U— CcIsty um.•xra •=u wm E...' — ev m —' ,. mRx rrv� rw h. / // / \� \ !I\ - x•J / ,� •� I X' wY /._•I / .� .Iu IIO rllin.•r 111 312. •( � / // \ \ _ •J 111 T \wL \\ // •_• rr rd� /� rY 1 I/N" O PLeT REGORGING INFORMATIIXJ 't l� /�� ^o \ 1 L-- 1 ! '7'/ / �•M -• --- �so •Y • / '�• / x•� ti f I I 6� TI. w.I I alts. Na. n. I W . of Off -it. ]0. I.N. I. .—I .. 171. i l \ l\- •-L r /L I �€ •O [ ] Rnnnu..eb mm.... INIM •IUF bwYar. m W Obt w III a--isIt hysby by 0. O .1. II \ \ \\ \\\ \\ ,... _• —./. ._•/ '*• I II Id TITLE 2 / _ �•• — _ — I �l'•ppw }¢ / rnl......n x ". .luxel<bn eS.wN .�.w.nlll C6. m Cew 11.nµ w .e ..m Y 1. sill x. F.rrwlx .wmmnm.l w m,-./. on...I Q "Y —II+• \ I ~h.-- \\ R `we—'r GENERAL NOTE is IL ��--�.w—\ \\�---/ / �_— J•~• \ \ \ .../ I.) s...r..rulN.tOld 5..F55M. (br_. C.Mr c..INF.l. S*m UTILITY NOTES E RT -r • f' \ \ \ / / 1I I,) a n mr.meu er n:.:a.q,Off! e /// / � @—. �_ �=\rr\ \ �r„��\ �-K-ya-/� / //•—w ���\. �• \ \ \ war\ \ y / •II wN.. pamllwn,. wm e.l.n.e :FmnrmmIpA.Nnrw.°•m ..t1117 .—dV.11. m.mt t .:- .�Il..0 jJ Iw. -.l xebM...1 be ..,.Ist�.t., one mm51Y sysil xxx.rn .1..a.righl .1.11..r .nM .. w. w.wl m.r xwl. ll al 111 wObal by of fil } _—`.Iw \ �•\\\•� \ \y /�—� \ \ \\ \--- /% o.) sw...l.Ml.. .. J.nxmm.e all. ermw .mty r.mx �. I 1111 -- �� `\ \ \ \\ \ / . .� \ \ :` \ \• .na l.6.N15.•puenry -tw. rtpwEN Ip w, lNn. sml. P...1. its., ...1. IrPBm9w. w•e I esl-.s• ) al. ..J mwlm STATE ONE .r cul .-000: (9ao-xsx-llee) 1.. w ..I<. m u.N or mems mwx....n.. C.I x.,�Rp• � \ \ \ \ \ \ � w\ AREA AiNfI 175,46 ...._Ittor El fitissif 757. Wilts =z MLWWAYNO.. 312 )v i11v0T RIGHT OF 'iini��ni 11110. It It i EGM O 0..". Ym sh—wit M mwb6 MI PI Ng. 4y 6 O.I.I_ rwm6 Fm mmum.rl 6n Cy 0_M_ 5sw by It. ...h. MN 5.M aR o.lw_ wmm.5a.mr u.. ON. �.IN.. +motel•. mvlRw 6 Onm_ wu. V W6 ..t- p..INpwl Nil Gtw_ n.. ngm'•'p Iia Otm_ light V. gl ... It pdaY.Y1 I -d. plp. RW 9.Wsh,I.rY ..I. host... . pro. 17.1.1. 1' 9 5 Owp l.ry Ol_m..- Tc ...hyst .I .111.1. aA TOs TCB]R O.r.l_ yIff"Il aen Y.I .Nn O.wl_ mIYJ 517 I hl I Nllrvm.— On.l_ 1.1 Im.M mmmunkpibn IF. M.N_ wlt IM. .m.._ MI et. un onr.i: ..Is :°•• I'm Owxl. PMw lrw RENCN MARKS (RM) I.) T. er 1p hit .1. n)O.t . u. -1 .a..1 NEI til, IN hil l .wm .I MghI a. . . OIAM N.t qT 1) Ttpotop l ut W of t . u. hi .a..1 ma s5 w.. 1J nyrxl O.wuwr - ousz M1:I by o.twr CITYOFCHANHASSEN RECEIVE[) DEC 0 5 2014 CHAII'HA9%N P�AkiNINO DEPT pn.nSr ..INr u.t mN.rr..r. qm. w rpwl n. .pp.k wr m. p. N.M INr ev.a xp I .N lh,t- I ON fill ON NFm_I.. 1. 111 6"r_p un6. N. C.1M this .m Wr IF NbaN.. 2014 s1N0 �NN VEMNL�' ; G NNr I..nv6 F. F 0w tN. P.LS ll 1N. N.. M6Poll W. NO. M6Po b10YI ..LOG/AW 7011 ibbdf r� SPER/DES REIMERS ARCHREC pL1ML6.49F1'LA611CAP/AGM41 JJSUNDE-m I M® 9CNE 1N .�! SCANNED /HG aaaaaa Z_ =w 1ILE7 J Dir O LLJ a J � J Qp _S Z " O cd G SL1 nwxomlAic wsnveco nAu rs ea. Aa+rs 0 I'ffL#fWAl MJ. UW (@ � \ GRPDING DMA GE AND EROSION CONTROL PIAN ! 2 1 FlL 1IQN MIN DFAJL 0 iO W6IWILIMM 1RMii M R1WT0! MEAS .YLORU MIfA /JEA WS ®1 FMAVAMR0. i NSA RCd6 C4PILh4 LYNN soA wix w.avwca iwA vNan ro rew SMiII111IX R1M1101 MFA4 NS NJi 1WRO.FO evmw arzs Aro Nc xm m a usn sm OSS AMr M96 YLIMIE AT A MMIW M Y 1-xw ew xou! uWe A evsaAm! Rsr M Mt uNln mve fraK AvmrAxrE rzwvAm! r¢r 91NL BE 9GFD BV A ISi61N® 4EVRONUL wvm! Mm wMAilm ro ihE mr nm EIA®I ra Rxtr/ euoN[ � uwrovr_ as av 0 o w .sowv rs tv+m n+.0 ur aw.cs mn.n uA.m�A.rm .moi lW Hg S && 4 a'Yi 4 Lgkg�i� T '%i£�s s 0 Z J O W Ln J_ 53 O 8Z Z � Z w w O p i V) v .¢mnv cw� DRAINAGE, AND EROSION CONTROL PIAN C100 0 1 l w pit 2� Q� ;R*&fj]ET 5ffiUUCTURE n®m �' wpm a ens ,a.ox x..m ra.cY o� p, �r�r�m.rwo�..•.��.n.�:r...n. ©IM.m aw.�lmn.l Mm..Y ❑ � :r."'.,rc �mm.<lim�..m Holm �wm.�o��x ;'o as w o m w m,4M P. s/8's.l o<a®v UTILITY PLAN C200 N Lr) U W O sYR o saP srR RW ]NR Yf PmI4Y si. P slm P s>rM fw 6KO.fsst msR 61Y es . afvR im p NUP Kau s -.O, 61Y o.i�,R ilwN sa Rs sYJ'm ms.P K. FUR 41YO.sa{3wl pe s' sI.M K. mlY o.iT{aNY /R sliuM Kw FO1 MY O.Sm{f�IR sa R[ pm awH SYm - 4YM.sY4mm.sY Tsd isP fan RV'O.sss[saP swP Kau RIY V.,.6 iwP zrP Fs oim(4P .R m�¢la ammmw sI.P Kau 4YM.s64mml¢ofrsOl Wlx.v w M •.ua+r M .m. PI s-ssls � p 4� a�YYs..4i P ma Y fPlp !sry 6tl'O.Y3 saM eml Ms ..vm sa na sYu PaIPm.Y TM M YrY M .114mswl ns aM fau n�Y O.134 svM •�, a M V F M.I.aR 4 vI aYM TMY m,4M P. s/8's.l o<a®v UTILITY PLAN C200 N Lr) U W O kv 1 J, -*P m 6 / ) \AWN CURB SECTION 1.1 �III�IIRI�IIL==11F1 BITUMINOUS PATH s� 1:. mo.x yll 6 15gd 9 e , PAVING AND GEOMETRIC RP RAP NEW P��W. / 4 1 CURBOPENING FDR DRAINAGE SWALE TAUNKHAa mAYNo. 312 C300 1 17 PAWVI,NG ANO GEOMETRIC PLAN PAVEMENT 1.1 �III�IIRI�IIL==11F1 BITUMINOUS PATH s� 1:. mo.x yll 6 15gd 9 e PAVING AND GEOMETRIC RP RAP NEW P��W. / 4 1 CURBOPENING FDR DRAINAGE SWALE TAUNKHAa mAYNo. 312 C300 1 17 PAWVI,NG ANO GEOMETRIC PLAN r ro r q roM �C N��R�E�CE 1.1 �III�IIRI�IIL==11F1 BITUMINOUS PATH s� 1:. mo.x yll 6 15gd 9 e PAVING AND GEOMETRIC RP RAP NEW P��W. / 4 1 CURBOPENING FDR DRAINAGE SWALE C300 [ate` PllK 3' ® 1YPICAI tY OW[1Ex GTIN Bi9i tv®Y .Ytl,ul, ' 3103 ell T WIN ® F..V® OO YCIIM MW r � o.�yyi-vii v fe+%Yxn PL 44 r � �� u`�• Y _ �.•'®YRNCE WIN STOiN YNfR CAICI BA9N ® 3' % I ISCTANCJLYt 4+um.c mnne.r "- nm YTANt [ate` PllK 3' ® 1YPICAI tY OW[1Ex GTIN Bi9i tv®Y .Ytl,ul, ' 3103 0 ell T WIN ® F..V® OO YCIIM MW 0 10 HY10 HY RA 4 She1 WIN �wu un SxW iAPY ¢x[TI yNXC[ Cy.4EClCN aiaq R.CN4Y.T oamsc 0Vs.x0l1 ^-- T14i � o.�yyi-vii v fe+%Yxn r � �� u`�• Y _ �.•'®YRNCE PWEbtJ Or.RIYp� •—`� 1W5 YTANt ISTyLa➢CN_ 14: 10 HY10 HY RA WTR 4 She1 WIN �wu un SxW iAPY ¢x[TI yNXC[ Cy.4EClCN aiaq R.CN4Y.T oamsc 0Vs.x0l1 ^-- T14i � o.�yyi-vii v fe+%Yxn r � �� u`�• Y _ �.•'®YRNCE PWEbtJ Or.RIYp� •—`� 1W5 WTR ® I w Bo% xsruunox s WIN ruToeiAN/sraw sEYER SxW iAPY ¢x[TI yNXC[ Cy.4EClCN aiaq R.CN4Y.T oamsc 0Vs.x0l1 ^-- T14i � o.�yyi-vii v fe+%Yxn r � �� u`�• Y _ ® I w Bo% xsruunox 450REED END SECTION 12 _0% yALVE ANO B0� X INSTAL BON � @%RMWN/STORM SEWER GROSSING 0 0 ate: mei m 5 \WW4PPIPE BEDDING FOR RCP ANO DIP QI1Q rwuTnl ®yam OETA% aamnuv.N,u, ^--- zZas 6 QP6 INS MN ENTRANCE OxM4K ®NN0I! •-` 5]01 OROC CONSTRUCTION ENTRANCE ®' prm. ancwr rMOS .cw. MODF_1 ICG' ffi �o- reOn w.W"[.nvs MOM GI�18Ag1 $[p[xT TR/V v vxe Yairbo �lY[Nox 5]0]A y� WIN CML DETAILS SHEET C400 •d. N CD U w m s WIN ruToeiAN/sraw sEYER SxW iAPY ¢x[TI yNXC[ Cy.4EClCN aiaq R.CN4Y.T oamsc 0Vs.x0l1 ^-- T14i � o.�yyi-vii v ONE TYACK SWTim 11ER SFR112 B.Jmxs)M.1111011 •-` Zgll 450REED END SECTION 12 _0% yALVE ANO B0� X INSTAL BON � @%RMWN/STORM SEWER GROSSING 0 0 ate: mei m 5 \WW4PPIPE BEDDING FOR RCP ANO DIP QI1Q rwuTnl ®yam OETA% aamnuv.N,u, ^--- zZas 6 QP6 INS MN ENTRANCE OxM4K ®NN0I! •-` 5]01 OROC CONSTRUCTION ENTRANCE ®' prm. ancwr rMOS .cw. MODF_1 ICG' ffi �o- reOn w.W"[.nvs MOM GI�18Ag1 $[p[xT TR/V v vxe Yairbo �lY[Nox 5]0]A y� WIN CML DETAILS SHEET C400 •d. N CD U w m M'OCIAx U1[Of $'LfY ¢YA WIN ruToeiAN/sraw sEYER oamsc 0Vs.x0l1 ^-- T14i 450REED END SECTION 12 _0% yALVE ANO B0� X INSTAL BON � @%RMWN/STORM SEWER GROSSING 0 0 ate: mei m 5 \WW4PPIPE BEDDING FOR RCP ANO DIP QI1Q rwuTnl ®yam OETA% aamnuv.N,u, ^--- zZas 6 QP6 INS MN ENTRANCE OxM4K ®NN0I! •-` 5]01 OROC CONSTRUCTION ENTRANCE ®' prm. ancwr rMOS .cw. MODF_1 ICG' ffi �o- reOn w.W"[.nvs MOM GI�18Ag1 $[p[xT TR/V v vxe Yairbo �lY[Nox 5]0]A y� WIN CML DETAILS SHEET C400 •d. N CD U w m 0 SECTION VIEW s- 6" PLAN VIEW W.mjzWrjr1I.. OF �u a�wa C .w / 10{\�jyl�QG PERIMETER DRAIN TILE a�w�w ,�.Nnm s¢r�Wma.a ue�,m ¢i��sa n[ra / it \_�YPIPE BEDDING FOR PVC ws.l nwm �..c osau •�.nsi wm,w®., orrt yp[w¢srtu.L .ci f,m6 T[�4omvS.e['f.x[u �Y, a,s,¢, .b,oauum 1 1 �II$ 1�8 `mss I .- I 11�gI�,y !1{Il lia!I® (x i 1 � I.;t+ I 1.1.,E ,t I r„ t! IT— rri SrPlcu w �n 9000 aMlldl - 5101 �'t r 15 au- OF �u a�wa C .w / 10{\�jyl�QG PERIMETER DRAIN TILE a�w�w ,�.Nnm s¢r�Wma.a ue�,m ¢i��sa n[ra / it \_�YPIPE BEDDING FOR PVC ws.l nwm �..c osau •�.nsi wm,w®., orrt yp[w¢srtu.L .ci f,m6 T[�4omvS.e['f.x[u �Y, a,s,¢, .b,oauum C40 ) kNEW&PI)ITER I F1 �vsa s wc, � caaxlF 9Llwltlt 0.amm4 ®/n.IM `e`; 5114 OfIC ao8 M SIDEWALK in � ZW mr �dilH BA91 Ip1M 9RIP cvm+ic® " SIW POE� (40 < \ CURB RAMP (}_5) 1 1 �II$ 1�8 `mss I .- I 11�gI�,y !1{Il lia!I® (x i 1 � I.;t+ I 1.1.,E ,t I r„ t! IT— mIr SrPlcu w pyy FF �il [�■9I � � 1� T � li 9000 aMlldl - 5101 C40 ) kNEW&PI)ITER I F1 �vsa s wc, � caaxlF 9Llwltlt 0.amm4 ®/n.IM `e`; 5114 OfIC ao8 M SIDEWALK in � ZW mr �dilH BA91 Ip1M 9RIP cvm+ic® " SIW POE� (40 < \ CURB RAMP (}_5) r r. 1 1 �II$ 1�8 `mss I .- I 11�gI�,y !1{Il lia!I® (x i 1 � I.;t+ I 1.1.,E ,t I r„ t! Oj !j I 1/ I pyy FF �il [�■9I � � 1� T � li �'t r 15 au- r r. r6"N PEDIMTRAN CURB RAMP (5-5) ao 1 bill 1 I 11�gI�,y !1{Il lia!I® (x i 1 � I r_ t j I .I ' 'yyi Ili��li. fi [ l ` 531Y r6"N PEDIMTRAN CURB RAMP (5-5) ao y 1I1 g QddddttI-d (D U z u occ J U 0 LLI z 44<1 J W — Z J Z = m� z �w O o N N v� ::E V emarla isles wwm F.w� owmr CML DETAILS SHEET C401 C= 0 N O C-) w rm 1 bill 1 I r_ t j I .I ' 'yyi Ili��li. fi [ l 1+ �'t r y 1I1 g QddddttI-d (D U z u occ J U 0 LLI z 44<1 J W — Z J Z = m� z �w O o N N v� ::E V emarla isles wwm F.w� owmr CML DETAILS SHEET C401 C= 0 N O C-) w rm N • BO' 300 GO�Y20 SCALE f - to v- �©m®maaee AA— i000meeee omomeeee OFrX1WHj ; CONDMONS VICINITY MAP PROJECT LOCATION s ,P RIp T WC E MAPS EYASTING DRAINAGE MEAS STMMWATER RUNOFF SUMMARY . Wn : wpm I�eA'1n m(uY „a az U 0AT 9 qk E V POLLUTION PREVENTION PLAN ON �©m®maaee i000meeee omomeeee l0oo0ooee '0000®©0 '�eeeoo®oma �eeemoom �e000eee �eeaeaae �eeeo�o© 0000®®o®� STMMWATER RUNOFF SUMMARY . Wn : wpm I�eA'1n m(uY „a az U 0AT 9 qk E V POLLUTION PREVENTION PLAN ON 0 HYDROLOGY CALCULATIONS FOR MISSION HILLS SENIOR LIVING CIIANIIASSEN, MN 101N:1'LT1 9n7►rlxwolks.: December 04, 2014 Prepared for: Headwaters Development 17550 Hemlock Avenue Lakeville, MN 55044 Contact: Michael Hoagberg Prepared by: BKBM Engineers, Inc. 5930 Brooklyn Boulevard Minneapolis, Minnesota 55429-2518 (763)843-0420 CiTYOFCHANtjASoEt' FECENEi] JEC 0 5 2014 CHgp!NF fir, plpkkiM3 rF='i SCANNED BKBM WMAN HYDROLOGYFOR MISSION HILLS SENIOR LIVING CHANHASSEN, MINNESOTA December 4, 2014 EXISTING SITE DESCRIPTION The site is a 8.64 acre parcel located at the south west comer of the intersection of Highway 101 and 8e Street West. Currently the site is a farm field used for row crops. A majority of the site drains to the culverts/storm sewer located in the north east and south east corners of the site. A portion of the site drains to the adjacent property to the east. All drainage is via sheet flow and shallow concentrated flow. No storm water management is currently being provided for this site. EXISTING SITE DRAINAGE CHARACTERISTICS Detail 1/C500 of the Storm Water Pollution Prevention Plan (S WPPP) shows the existing delineated site drainage areas. Table 1 briefly summarizes the ground cover characteristics and drainage routing of each numbered drainage area. Most of the site drainage to each respective drainage point is via overland sheet flow and shallow concentrated flow. Table 1: Existing Site Drainage Descriptions Refer to Detail I/C500 Drainage Description Drainage Routes to: Area No. 1 North portion of the site, row crops Intersection of Highway 101 and 86 Street West 2 East portion of the site, row crops Intersection of Highway 101 and Highway 312 off ram 3 South portion of the site, row crops I Adjacent property to east EXISTING SITE DRAINAGE FLOW RATES HydroCAD was used to model the existing site hydrology. The NRCS Method of Abstractions was used in the model with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on topographic survey information (completed by Sunde Land Surveying) and information on cover and underlying soil types from geotechnical information from Braun Intertec Corporation. Table 2 lists the derived curve runoff numbers for each cover type. 5930 Brooklyn Boulevard, Minneapolis, MN 55429 763-843-0420 (F) 763-843-0421 425 Seoond Street BE, Suite 950, Cedar Rapids, IA 52401 319-365-4001 (F) 319-365-4002 104 Third Avenue NW, Suite 304, Mandan, ND 58554 701-220.8450 w .bkbmmrn 0 9 Table 2: NRCS Hydrologic Soil Group and Runoff Curve Numbers Ground Cover Type Hydrologic Soil Group Curve Number C Existing Pervious Area D 89 Proposed Pervious Area D 80 Paving/Buildings NA 98 Peak runoff computations were performed for the 2 -year, 10 -year, and 100-year/24-hour return period rainfall events, listed in Table 3, and the 100 -year 10 -day snow melt event (10.9 -inches in 10 -days). The weighted curve number for each drainage area is based on a weighted average of each area of ground cover type as listed in Table 2. Peak HydroCAD runoff computations are summarized in Table 4 and are included as an appendix to this report. Table 3: NOAA Atlas 14 24-hour Duration Storm Events for Each Return Period inches 2 -year 10 -year 100- ear Snow -Melt 2.87" 4.26" 7.38" 10.90" Table 4: Summary of Peak Runoff Rates: Existing Drainage Areas(Detail VC500 Drainage Area No. Time of Concentration (minutes) 24-hour Storm Events Peak Runoff Rates 2 -year I0 -year 100 -year cfs (cfs) (cfs) Snow -Melt (cfs 1 13.7 8.15 13.75 26.27 5.31 2 10.6 10.04 16.89 32.16 5.96 3 12.3 3.67 6.19 11.81 2.29 Total 1 21.86 36.83 70.24 13.56 PROPOSED DEVELOPMENT DESCRIPTION The proposed development will include the addition of an approximate 55,000 square foot senior housing building and 9 townhome buildings. Parking, Walking paths, and sidewalks will be provided to service the proposed building. Stormwater Management for the site will be provided via 5 filtration basins, sump catch basins, and grass swales. Due to the clay onsite soils infiltration is not feasible. PROPOSED SITE DRAINAGE ROUTING Detail 2/C500 ofthe Storm Water Pollution Prevention Plan shows the proposed delineated site drainage areas. Table 5 gives a brief summary and routing of the proposed drainage patterns on site. Table 5: Proposed Site Drainage Descriptions (Refer to Detail 2/C500 Drainage Description Drainage Routes to: Area No. I Bituminous trail and grass area to Sheet flows offsite to south south 2 West parking lot and majority of Sheet flows and open channel flows to onsite building roof storm sewer which discharges into filtration basin #1 3 Portion of building roof and patio area Sheet flows and open channel flows to west of senior building. filtration basin #2 4 Portion of townhome roofs and grassy Sheet flows and open channel flows to area. filtration basin #3, overflows to filtration basin #5 5 Portion of town home roofs and main Sheet flows and open channel flows to drive filtration basin #4, overflows to filtration basin #5 6 Portion of town home roofs, grass Sheet flows and open channel flows to swale, and town home drive access filtration basin #5, overflows to northeast corner of site 7 Townhome roof and grass area to Sheet flows and open channel flows to northwest. I northwest comer of site. PROPOSED SITE STORM WATER TREATMENT HydroCAD was used to model the proposed site hydrology. The NRCS Method of Abstractions was used with Type II, 24-hour rainfall events from the NOAA Atlas 14 precipitation frequency estimates (refer to Table 3). NRCS curve numbers were derived based on a weighted average of each area of ground cover type. Refer to Table 2 for runoff curve numbers used in the proposed computations. The project is located within the Riley Purgatory Bluff Creek Watershed District and the City of Chanhassen. The most stringent treatment and runoff standards for the two agencies are the following; Water Quality — Provide for at least sixty percent (60 percent) annual removal efficiency for total phosphorus, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The onsite abstraction of runoff may be included in demonstrating compliance with the total suspended solids and total phosphorus removal requirements. 1 0 Volume Control —Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; • Where infiltration or filtration facilities, practices or systems are proposed, pretreatment of runoff must be provided. • The bottom of infiltration facilities must be at least three feet above the seasonal high water table. Peak Stormwater Runoff Control — Limit peak runoff flow rates to that from existing conditions for the 2-, 10- and 100 -year frequency storm events using a nested 24- hour rainfall distribution, and a 100 -year frequency, 10 -day snowmelt event, for all points where stormwater discharge leaves the site; To meet the above requirements a series of filtration basins are being proposed. Pretreatment to the filtration basins is being provided via sump catch basins and grass swales. A P8 model was run for the site to demonstrate compliance with the water quality requirement. The inputs and results of the P8 model are provided as an attachment to this report. Infiltration is not feasible for this site due to the presence of clay soils. In liu of using infiltration to meet the volume control requirement, the filtration basins have been sized to fully filter 1.1 inches over the impervious areas. See Table 6. Table 6: Filtration Requirement Filtration Basin Impervious Area to Basin (Acre) 1.1" of Stormwater Runoff Over Impervious Areas CF Filtered Volume Provided 1 1.854 7,403 8,787 2 0.566 2,260 5,697 3 0.150 599 1,637 4 0.497 *1,985 255 5 1 0.881 3,518 4,334 Total 3.948 15,764 20,710 0 N Table 7 shows a summary of the peak runoff rates for the proposed conditions. Table 8 compares the existing site runoff rates with the proposed site runoff rates. Table 6: Summary of Peak Runoff Rates: Proposed Drainage Areas (Detail 2/C500 Drainage Area No. Time of Concentration (minutes) 2 -year cfs) 24-hour Peak Runoff 10 -year (cfs) Storm Events Rates 100 -year (cfs Snow -Melt cfs 70.24 1 5.0 1.79 3.28 6.78 0.89 2 5.0 3 5.0 4 5.0 5 5.0 6 5.0 7 5.0 0.66 1.17 2.34 0.31 Filtration Basin #1 4.98 13.91 15.77 5.00 Filtration Basin #2 0.10 0.62 10.56 1 1.80 Filtration Basin #3 - - - Filtration Basin #4 - - - Filtration Basin #5 8.03 17.42 34.44 5.39 Total 15.56 1 36.40 69.89 13.39 Table 7: Comparison of Peak Runoff Rates: Existing vs. Proposed cfs Condition 2 -year/ 10 -year/ 24 -hr 24 -hr 100 -year/ 24 -hr Snow -Melt 10 -da Existing 21.86 36.83 70.24 13.56 Pro sed 16.19 36.43 70.07 13.39 r EX. SUBCATCHMENT EX. SUBCATCHMENT 2 Subcat Reach Aon Llnk 0 EX. SUBCATCHMENT 3 0 0 15139 Existing Snowmelt 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HydroCADO 10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description icres) (subcatchment-numbers) 8.644 89 Row crops, straight row, Good, HSG D (1 E, 2E, 3E) 8.644 89 TOTAL AREA 0 15139 Existing Snowmelt 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD® 10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.644 HSG D 1 E, 2E, 3E 0.000 Other 8.644 TOTAL AREA 15139 Existing Snowmelt 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HHydroCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paue 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 8.644 0.000 8.644 Row crops, straight row, Good 1E, 2E, 3E 0.000 0.000 0.000 8.644 0.000 8.644 TOTAL AREA 0 • 15139 Existing Snowmelt 2014-11 Type 1124 -hr 240.00 hrs Snow Meft Rainfall= 10.90", AMC=1 Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 5 Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment1 E: EX. SUBCATCHMENT1 Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=7.85" Flow Length=610' Tc=13.7 min AMC Adjusted CN=76/0 Runoff --5.31 cfs 2.228 of Subcatchment2E: EX. SUBCATCHMENT2 Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=7.85" Flow Length=360' Tc=10.6 min AMC Adjusted CN=76/0 Runoff=5.96 cfs 2.472 of Subcatchment3E: EX. SUBCATCHMENT3 Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=7.85" Flow Length=270' Tc=12.3 min AMC Adjusted CN=76/0 Runoff=2.29 cfs 0.957 of Total Runoff Area = 8.644 ac Runoff Volume = 5.657 of Average Runoff Depth = 7.85" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac 0 9 15139 Existing Snowmelt 2014-11Type 1124-hr240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD@ 10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 E: EX. SUBCATCHMENT 1 Runoff = 5.31 cfs @ 119.17 hrs, Volume= 2.228 af, Depth= 7.85' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Ado Description 3.404 89 Row crops straight row, Good HSG D 3.404 89 76 Weighted Average, AMC Adjusted 3.404 89 76 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description 8.5 100 0.0420 0.20 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 5.2 510 0.0325 1.62 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps IBS=SGiC.IF1 Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff = 5.96 cfs @ 119.13 hrs, Volume= 2.472 af, Depth= 7.85' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac) CN Ado Description 3.777 89 Row crops straight row, Good HSG D 3.777 89 76 Weighted Average, AMC Adjusted 3.777 89 76 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0400 0.19 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.9 260 0.0654 2.30 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 10.6 360 Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff = 2.29 cfs @ 119.16 hrs, Volume= 0.957 af, Depth= 7.85' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type 11 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 r 15139 Existing Snowmelt 2014-11Type // 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Prepared by {enter your company name here} Printed 12/4/2014 HVdroCAD®10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 7 Area (ac) CN Adi Description 1.463 89 Row crops straight row, Good HSG D 1.463 89 76 Weighted Average, AMC Adjusted 1.463 89 76 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description 10.5 100 0.0250 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.8 170 0.0294 1.54 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fos 12.3 270 Total EX. SUBCATCHMENT EX. SUBCATCHMENT 2 Subcat Reach A Llnk EX. SUBCATCHMENT 3 15139 Existing 2014-11-13 Prepared by {enter your comp name Area Listing (all nodes) I* Area CN Description icres) (subcatchment-numbers) 8.644 89 Row crops, straight row, Good, HSG D (1 E, 2E, 3E) 8.644 89 TOTAL AREA Printed 12/4/2014 E 15139 Existing 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.644 HSG D 1E, 2E, 3E 0.000 Other 8.644 TOTAL AREA 17 15139 Existing 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 02014 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 8.644 0.000 8.644 Row crops, straight row, Good 1E, 2E, 3E 0.000 0.000 0.000 8.644 0.000 8.644 TOTAL AREA 15139 Existing 2014-11-13 Type// 24 -hr 2 -YEAR Rainfall=2.87" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paae 5 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchmentl E: EX. SUBCATCHMENTI Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=1.78" Flow Length=610' Tc=13.7 min CN=89/0 Runoff=8.15 cfs 0.506 of Subcatchment2E: EX. SUBCATCHMENT2 Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=1.78" Flow Length=360' Tc=10.6 min CN=89/0 Runoff --1 0.04 cfs 0.561 of Subcatchment3E: EX. SUBCATCHMENT3 Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=1.78" Flow Length=270' Tc=12.3 min CN=89/0 Runoff --3.67 cfs 0.217 of Total Runoff Area = 8.644 ac Runoff Volume = 1.284 of Average Runoff Depth = 1.78" 100.00% Pervious= 8.644 ac 0.00% Impervious = 0.000 ac 0 15139 Existing 2014-11-13 Prepared by (enter your company name HvdroCAD® 10.00-12 s/n 01655 © 2014 Hvdi U Type// 24 -hr 2 -YEAR Rainfall=2.87' Printed 12/4/2014 Summary for Subcatchment 1E: EX. SUBCATCHMENT 1 Runoff = 8.15 cfs @ 12.05 hrs, Volume= 0.506 af, Depth= 1.78" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87' Area (ac) CN Description 3.404 89 Row crops straight row, Good HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (cfs) (cfs) 8.5 100 0.0420 0.20 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87' 5.2 510 0.0325 1.62 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 13.7 610 Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff = 10.04 cfs @ 12.02 hrs, Volume= 0.561 af, Depth= 1.78" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87' Area (ac) CN Description 3.777 89 Row crops straight row, Good HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description min (feet) (f /ft) (f /sec) (cfs) 8.7 100 0.0400 0.19 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 1.9 260 0.0654 2.30 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 10.6 360 Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff = 3.67 cfs @ 12.04 hrs, Volume= 0.217 af, Depth= 1.78" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87' Area (ac) CN Description 1.463 89 Row crops straight row, Good HSG D 1.463 89 100.00% Pervious Area 15139 Existing 2014-11-13 Type// 24 -hr 2 -YEAR Rainfall=2.87" Prepared by {enter your company name here} Printed 12/4/2014 HvdroCAD®10 00-12 s/n 01655 @2014 HVdroCAD Software Solutions LLC Page 7 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0250 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.8 170 0.0294 1.54 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps 12.3 270 Total 15139 Existing 2014-11-13 Type 11 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 8 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentlE: EX. SUBCATCHMENT1 Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=3.07" Flow Length=610' Tc=13.7 min CN=89/0 Runoff=13.75 cfs 0.870 of Subcatchment2E: EX. SUBCATCHMENT2 Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=3.07" Flow Length=360' Tc=10.6 min CN=89/0 Runoff=16.89 cfs 0.966 of Subcatchment3E: EX. SUBCATCHMENT3 Runoff Area= 1.463 ac 0.00% Impervious Runoff Depth=3.07" Flow Length=270' Tc=12.3 min CN=89/0 Runoff=6.19 cfs 0.374 of Total Runoff Area= 8.644 ac Runoff Volume= 2.210 of Average Runoff Depth= 3.07" 100.00% Pervious = 8.644 ac 0.00% Impervious = 0.000 ac 0 0 15139 Existing 2014-11-13 Type 11 24 -hr 10 -YEAR Rainfall=4.26" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 1 E: EX. SUBCATCHMENT 1 Runoff = 13.75 cfs @ 12.05 hrs, Volume= 0.870 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 3.404 89 Row crops straight row, Good HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 8.5 100 0.0420 0.20 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 5.2 510 0.0325 1.62 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 13.7 610 Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff = 16.89 cfs @ 12.02 hrs, Volume= 0.966 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 3.777 89 Row crops straight row, Good HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0400 0.19 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 1.9 260 0.0654 2.30 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 10.6 360 Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff = 6.19 cfs @ 12.04 hrs, Volume= 0.374 af, Depth= 3.07" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 1.463 89 Row crops, straight row, Good, HSG D 1.463 89 100.00% Pervious Area 0 17 15139 Existing 2014-11-13 Type 11 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paae 10 Tc Length Slope Velocity Capacity Description 10.5 100 0.0250 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.8 170 0.0294 1.54 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 12.3 270 Total 0 u 15139 Existing 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD010.00-12 s/n 01655 02014 HydroCAD Software Solutions LLC Paae 11 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchmentl E: EX. SUBCATCHMENTI Runoff Area=3.404 ac 0.00% Impervious Runoff Depth=6.08" Flow Length=610' Tc=13.7 min CN=89/0 Runoff=26.27 cfs 1.725 of Subcatchment2E: EX. SUBCATCHMENT2 Runoff Area=3.777 ac 0.00% Impervious Runoff Depth=6.08" Flow Length=360' Tc=10.6 min CN=89/0 Runoff=32.16 cfs 1.914 of Subcatchment3E: EX. SUBCATCHMENT3 Runoff Area=1.463 ac 0.00% Impervious Runoff Depth=6.08" Flow Length=270' Tc=12.3 min CN=89/0 Runoff=11.81 cfs 0.741 of Total Runoff Area= 8.644 ac Runoff Volume= 4.379 of Average Runoff Depth= 6.08" 100.00% Pervious= 8.644 ac 0.00% Impervious = 0.000 ac 15139 Existing 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD@ 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 1 E: EX. SUBCATCHMENT 1 Runoff = 26.27 cfs @ 12.05 hrs, Volume= 1.725 af, Depth= 6.08" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 3.404 89 Row crops straight row, Good HSG D 3.404 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.5 100 0.0420 0.20 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 5.2 510 0.0325 1.62 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 13.7 610 Total Summary for Subcatchment 2E: EX. SUBCATCHMENT 2 Runoff = 32.16 cfs @ 12.02 hrs, Volume= 1.914 af, Depth= 6.08" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 3.777 89 Row crops straight row, Good HSG D 3.777 89 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 100 0.0400 0.19 Sheet Flow, Cultivated: Residue>20% n=0.170 P2=2.87" 1.9 260 0.0654 2.30 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 10.6 360 Total Summary for Subcatchment 3E: EX. SUBCATCHMENT 3 Runoff = 11.81 cfs @ 12.04 hrs, Volume= 0.741 af, Depth= 6.08" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" _ Area (ac) CN Description 1.463 89 Row crops straight row, Good HSG D 1.463 89 100.00% Pervious Area 0 0 15139 Existing 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by {enter your company name here} Printed 12/4/2014 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.5 100 0.0250 0.16 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 2.87" 1.8 170 0.0294 1.54 Shallow Concentrated Flow, Cultivated Straiaht Rows Kv= 9.0 fps 12.3 270 Total 0 • Filtration Ba `n #5 O OPROPOSED AREA 7 PROPOSED AREA 6 6P 1 P Filtrat' n Basin #3 Filtration Basin #4 O PROPOSED AREA 5 O O PROPOSED AREA 2 3P Filtration Basin #1 m PROPOSED AREA 4 9---, 5P PROPOSED AREA 3 PROPOSED AREA 1 Sub4 Reach A Rk Filtration Basin #2 0 . 15139 Proposed Snowmelt 2014-11-13 Prepared by {enter your company name here) HvdroCAD® 10.00-12 s/n 01655 @2014 HvdroCAD Software Solutions Area Listing (all nodes) Area CN Description Printed 12/4/2014 (acres) (subcatchment-numbers) 4.563 80 >75% Grass cover, Good, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 4.080 98 Roofs, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 8.642 88 TOTAL AREA 15139 Proposed Snowmelt 2014-11-13 Prepared by (enter your company name here) Printed 12/4/2014 IVdroCAD® 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paae 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.642 HSG D PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7 0.000 Other 8.642 TOTAL AREA 15139 Proposed Snowmelt 2014-11-13 Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD® 10 00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 4.563 0.000 4.563 >75% Grass cover, Good PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 5, PROPO SED AREA 6, PROPO SED AREA 7 0.000 0.000 0.000 4.080 0.000 4.080 Roofs PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 15139 Proposed Snowmelt 2014-11-13 Prepared by {enter your company name here} HvdroCAD® 10.00-12 s/n 01655 n 2014 HvdroCAn Ground Covers (all nodes) (continued) HSG -A HSG -B HSG -C HSG -D Other Total Ground (acres) (acres) (acres) (acres) (acres) (acres) Cover 0.000 0.000 0.000 8.642 0.000 8.642 TOTAL AREA Printed 12/4/2014 Subcatchment Numbers 15139 Proposed Snowmelt 2014- Type 1124 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Prepared by (enter your company name here} Printed 12/4/2014 HydroCAD®10 00-12 s/n 01655 @2014 HvdroCAD Software Solutions LLC Page 6 Time span=0.01-260.00 hrs, dt=0.01 hrs, 26000 points x 4 Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentPROPOSED AREA 1: Runoff Area=0.631 ac 12.38% Impervious RunoffDepth=6.57" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=0.89 cfs 0.346 of SubcatchmentPROPOSED AREA 2: Runoff Area=3.094 ac 59.92% Impervious RunoffDepth=8.52" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=5.13 cfs 2.198 of SubcatchmentPROPOSED AREA 3: Runoff Area=1.181 ac 47.96% Impervious RunoffDepth=8.03" Tc=0.0 min AMC Adjusted CN=63/94 Runoff --1.88 cfs 0.790 of SubcatchmentPROPOSEDAREA 4: Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=6.86" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=1.12 cfs 0.443 of SubcatchmentPROPOSED AREA 5: Runoff Area=0.921 ac 53.95% Impervious RunoffDepth=8.28" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=1.50 cfs 0.635 of SubcatchmentPROPOSED AREA 6: Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=8.04" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=2.91 cfs 1.225 of SubcatchmentPROPOSED AREA 7: Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=7.09" Tc=0.0 min AMC Adjusted CN=63/94 Runoff=0.31 cfs 0.126 of Pond 1 P: Filtration Basin #4 Peak EIev=912.70' Storage=389 cf Inflow --1.50 cfs 0.635 of Outflow=1.48 cfs 0.635 of Pond 2P: Filtration Basin #5 Peak EIev=907.98' Storage=5,514 cf Inflow --5.48 cfs 2.303 of Primary=5.27 cfs 1.125 of Secondary=0.12 cfs 1.178 of Outflow=5.39 cfs 2.303 of Pond 3P: Filtration Basin #1 Peak EIev=899.79' Storage=10.277 cf Inflow=5.13 cfs 2.198 of Outflow=5.00 cfs 2.198 of Pond 5P: Filtration Basin #2 Peak EIev=919.62' Storage=6,575 d Inflow --1.88 cfs 0.790 of Primary=1.68 cfs 0.181 of Secondary=0.12 cfs 0.609 of Outflow=1.80 cfs 0.790 of Pond 6P: Filtration Basin #3 Peak EIev=914.66' Storage=1,947 cf Inflow=1.12 cfs 0.443 of Outflow=1.09 cfs 0.443 of Total Runoff Area = 8.642 ac Runoff Volume = 5.763 of Average Runoff Depth = 8.00" 52.79% Pervious =4.563 ac 47.21% Impervious = 4.080 ac 15139 Proposed Snowmelt 2014- Type// 24 -hr 240.00 hrs Snow Melt Rainfall=10.90" AMC=1 Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 © 2014 HvdroCAD Software Solutions LLC Page 7 Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff = 0.89 cfs @ 119.02 hrs, Volume= 0.346 af, Depth= 6.57' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Ado Description 0.553 80 >75% Grass cover, Good, HSG D 0.078 98 Roofs. HSG D 0.631 82 66 Weighted Average, AMC Adjusted 0.553 80 63 87.62% Pervious Area, AMC Adjusted 0.078 98 94 12.38% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff = 5.13 cfs @ 119.02 hrs, Volume= 2.198 af, Depth= 8.52" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Adl Description 1.240 80 >75% Grass cover, Good, HSG D 1.854 98 Roofs HSG D 3.094 91 80 Weighted Average, AMC Adjusted 1.240 80 63 40.08% Pervious Area, AMC Adjusted 1.854 98 94 59.92% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff = 1.88 cfs @ 119.02 hrs, Volume= 0.790 af, Depth= 8.03" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Ado Description 0.615 80 >75% Grass cover, Good, HSG D 0.566 98 Roofs HSG D 1.181 89 76 Weighted Average, AMC Adjusted 0.615 80 63 52.04% Pervious Area, AMC Adjusted 0.566 98 94 47.96% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff = 1.12 cfs @ 119.02 hrs, Volume= 0.443 af, Depth= 6.86" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type 11 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 15139 Proposed Snowmelt 2014- Type 11 24 -hr 240.00 hrs Snow Melt Rainfall=10.90" AMC=1 Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 @ 2014 HydroCAD Software Solutions LLC Page 8 Area (ac) CN Ado Description 0.625 80 >75% Grass cover, Good, HSG D 0.150 98 Roofs. HSG D 0.775 83 67 Weighted Average, AMC Adjusted 0.625 80 63 80.66% Pervious Area, AMC Adjusted 0.150 98 94 19.34% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff = 1.50 cfs @ 119.02 hrs, Volume= 0.635 af, Depth= 8.28" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Add Description 0.424 80 >75% Grass cover, Good, HSG D 0.497 98 Roofs, HSG D 0.921 90 78 Weighted Average, AMC Adjusted 0.424 80 63 46.05% Pervious Area, AMC Adjusted 0.497 98 94 53.95% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff = 2.91 cfs @ 119.02 hrs, Volume= 1.225 af, Depth= 8.04" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Area (ac) CN Add Description 0.946 80 >75% Grass cover, Good, HSG D 0.881 98 Roofs HSG D 1.827 89 76 Weighted Average, AMC Adjusted 0.946 80 63 51.77% Pervious Area, AMC Adjusted 0.881 98 94 48.23% Impervious Area, AMC Adjusted Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff = 0.31 cfs @ 119.02 hrs, Volume= 0.126 af, Depth= 7.09" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-260.00 hrs, dt= 0.01 hrs Type II 24 -hr 240.00 hrs Snow Melt Rainfall= 10.90", AMC=1 Area (ac) CN Add Description 0.160 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.213 84 68 Weighted Average, AMC Adjusted 0.160 80 63 75.02% Pervious Area, AMC Adjusted 0.053 98 94 24.98% Impervious Area, AMC Adjusted 0 0 15139 Proposed Snowmelt 2014- Type 1124 -hr 240.00 hrs Snow Melt Rainfall= 10. 90", AMC=1 Prepared by (enter your company name here} Printed 12/4/2014 H drOCAD®10.00-12 s/n 01655 @2014 HYdroCAD Software Solutions LLC Page 9 Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.921 ac, 53.95% Impervious, Inflow Depth = 8.28" for Snow Melt event Inflow = 1.50 cfs @ 119.02 hrs, Volume= 0.635 of Outflow = 1.48 cfs @ 119.02 hrs, Volume= 0.635 af, Atten= 1 %, Lag= 0.4 min Primary = 1.48 cfs @ 119.02 hrs, Volume= 0.635 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.70' @ 119.02 hrs Surf.Area= 718 sf Storage= 389 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 75.9 min ( 7,767.6 - 7,691.7 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,096 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 912.00 394 0 0 913.00 857 626 626 914.00 1,367 1,112 1,738 914.25 1,500 358 2,096 Device Routing Invert Outlet Devices #1 Primary 907.20' 24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 907.20'/ 906.70' S= 0.0063'P Cc= 0.900 n=0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 912.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00' 1.000 in/hr Exfiltration over Surface area #4 Device 1 913.90' 10.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=1.48 cfs @ 119.02 hrs HW=912.70' TW=907.98' (Dynamic Tailwater) t =Culvert (Passes 1.48 cfs of 31.91 cfs potential flow) E3= Orifice/Grate (Weir Controls 1.47 cfs @ 1.46 fps) =Exfiltration (Exfiltration Controls 0.02 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area = 3.523 ac, 43.37% Impervious, Inflow Depth = 7.84" for Snow Melt event Inflow = 5.48 cfs @ 119.02 hrs, Volume= 2.303 of Outflow = 5.39 cfs @ 119.03 hrs, Volume= 2.303 af, Atten= 2%, Lag= 1.0 min Primary = 5.27 cfs @ 119.03 hrs, Volume= 1.125 of Secondary = 0.12 cfs @ 119.03 hrs, Volume= 1.178 of 0 0 15139 Proposed Snowmelt 2014- Type // 24 -hr 240.00 hrs Snow Melt Rainfall=10.90" AMC=1 Prepared by {enter your company name here) Printed 12/4/2014 HydroCADO 10.00-12 s/n 01655 @ 2014 HydroCAD Software Solutions LLC Page 10 Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 907.98'@ 119.03 hrs Surf.Area= 5,269 sf Storage= 5,514 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 175.7 min ( 8,003.3 - 7,827.6 ) Volume Invert Avail.Storage Storage Description #1 906.70' 8,451 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 906.70 3,374 0 0 907.00 3,779 1,073 1,073 908.00 5,297 4,538 5,611 908.50 6,062 2,840 8,451 Device Routing Invert Outlet Devices #1 Primary 907.75' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.70' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=5.27 cfs @ 119.03 hrs HW=907.98' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 5.27 cfs @ 1.14 fps) Secondary OutFlow Max=0.12 cfs @ 119.03 hrs HW=907.98' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area = 3.094 ac, 59.92% Impervious, Inflow Depth = 8.52" for Snow Melt event Inflow = 5.13 cfs @ 119.02 hrs, Volume= 2.198 of Outflow = 5.00 cfs @ 119.03 hrs, Volume= 2.198 af, Atten= 2%, Lag= 0.9 min Primary = 5.00 cfs @ 119.03 hrs, Volume= 2.198 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 899.79'@ 119.03 hrs Surf.Area= 5,232 sf Storage= 10,277 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 390.2 min ( 8,044.7 - 7,654.5 ) Volume Invert Avail.Storage Storage Description #1 897.25' 20,711 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15139 Proposed Snowmelt 2014- Type 1124 -hr 240.00 hrs Snow Melt Rainfall=10.90", AMC=1 Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD@ 10.00-12 s/n 01655 @2014 HVdroCAD Software Solutions LLC Paae 11 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 897.25 2,798 0 0 898.00 3,597 2,398 2,398 899.00 4,470 4,034 6,432 900.00 5,431 4,951 11,382 901.00 6,478 5,955 17,337 901.50 7,021 3,375 20,711 Device Routing Invert Outlet Devices #1 Primary 895.25' 16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 895.25'/ 895.00' S=0.0074? Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2 Device 1 899.50' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 897.25' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=5.00 cfs @ 119.03 hrs HW=899.79' (Free Discharge) t�Cuivert (Passes 5.00 cfs of 13.24 cfs potential flow) 2=Orifice/Grate (Weir Controls 4.88 cfs @ 1.77 fps) 3=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond SP: Filtration Basin #2 Inflow Area = 1.181 ac, 47.96% Impervious, Inflow Depth= 8.03" for Snow Melt event Inflow = 1.88 cfs @ 119.02 hrs, Volume= 0.790 of Outflow = 1.80 cfs @ 119.04 hrs, Volume= 0.790 af, Atten= 4%, Lag= 1.5 min Primary = 1.68 cfs @ 119.04 hrs, Volume= 0.181 of Secondary = 0.12 cfs @ 119.04 hrs, Volume= 0.609 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.62' @ 119.04 hrs Surf.Area= 5,202 sf Storage= 6,575 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 261.4 min ( 7,992.7 - 7,731.3 ) Volume Invert Avail.Storage Storage Description #1 918.00' 8,640 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 918.00 2,923 0 0 919.00 4,305 3,614 3,614 920.00 5,746 5,026 8,640 Device Routing Invert Outlet Devices #1 Primary 919.45' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 0 0 15139 Proposed Snowmelt 2014- Type 1124 -hr 240.00 hrs Snow Melt Rainfall=10.90" AMC=1 Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD@ 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paae 12 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 918.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.68 cfs @ 119.04 hrs HW=919.62' (Free Discharge) t1=Broad-Crested Rectangular Weir(Weir Controls 1.68 cfs @ 0.97 fps) Secondary OutFlow Max=0.12 cfs @ 119.04 hrs HW=919.62' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.775 ac, 19.34% Impervious, Inflow Depth = 6.86" for Snow Melt event Inflow = 1.12 cfs @ 119.02 hrs, Volume= 0.443 of Outflow = 1.09 cfs @ 119.03 hrs, Volume= 0.443 af, Atten= 3%, Lag= 1.0 min Primary = 1.09 cfs @ 119.03 hrs, Volume= 0.443 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-260.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.66'@ 119.03 hrs Surf.Area= 2,036 sf Storage= 1,947 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 225.7 min ( 8,185.2 - 7,959.5 ) Volume Invert Avail.Storage Storage Description #1 913.00' 4,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 913.00 470 0 0 914.00 1,254 862 862 915.00 2,439 1,847 2,709 915.50 2,958 1,349 4,058 Device Routing Invert Outlet Devices #1 Primary 909.62' 15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 909.62'/ 908.34' S=0.00737 Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 914.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 913.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=1.09 cfs @ 119.03 hrs HW=914.66' TW=907.98' (Dynamic Tailwater) t�Culvert (Passes 1.09 cfs of 9.37 cfs potential flow) 2=Orifice/Grate (Weir Controls 1.04 cfs @ 1.31 fps) 3=Exfiltration (Exfiltration Controls 0.05 cfs) PROF 0 0 O PROPOSED AREA 2 3P Filtration Basin #1 PROPOSED AREA 4 n #3 9---,A,p PROPOSED AREA 3 PROPOSED AREA 1 Subcat Reach on Llnk PROPOSED AREA Filtration Basin #2 15139 Proposed 2014-11-13 Prepared by {enter your company name here) Printed 12/4/2014 HydrOCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 4.563 80 >75% Grass cover, Good, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 4.080 98 Roofs, HSG D (PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7) 8.642 88 TOTAL AREA 0 0 15139 Proposed 2014-11-13 Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Group Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 8.642 HSG D PROPOSED AREA 1, PROPOSED AREA 2, PROPOSED AREA 3, PROPOSED AREA 4, PROPOSED AREA 5, PROPOSED AREA 6, PROPOSED AREA 7 0.000 Other 8.642 TOTAL AREA r] 15139 Proposed 2014-11-13 • Prepared by (enter your company name here) Printed 12/4/2014 HydrOCAD010 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 4 Ground Covers (all nodes) HSG -A HSG -B HSG -C HSG -D Other Total Ground Subcatchment (acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers 0.000 0.000 0.000 4.563 0.000 4.563 >75% Grass cover, Good PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 5, PROPO SED AREA 6, PROPO SED AREA 7 0.000 0.000 0.000 4.080 0.000 4.080 Roofs PROPO SED AREA 1, PROPO SED AREA 2, PROPO SED AREA 3, PROPO SED AREA 4, PROPO SED AREA 0 15139 Proposed 2014-11-13 Prepared by {enter your company name HvdroCAD® 10.00-12 s/n 01655 Cc) 2014 Hvdr HSG -A (acres) 0.000 r Ground Covers (all nodes) (continued) HSG -B HSG -C HSG -D Other Total Ground (acres) (acres) (acres) (acres) (acres) Cover 0.000 0.000 8.642 0.000 8.642 TOTAL AREA Printed 12/4/2014 Subcatchment Numbers 0 0 15139 Proposed 2014-11-13 Type // 24 -hr 2 -YEAR Rainfall=2.87" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paae 6 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR -20 method, UH=SCS, Split Perviousdmperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentPROPOSED AREA 1: Runoff Area=0.631 ac 12.38% Impervious RunoffDepth=1.34" Tc=0.0 min CN=80/98 Runoff --1.79 cfs 0.070 of SubcatchmentPROPOSED AREA 2: Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=2.04" Tc=0.0 min CN=80/98 Runoff=12.10 cfs 0.527 ai Subcatchment PROPOSED AREA 3: Runoff Area=1.181 ac 47.96% Impervious RunoffDepth=1.87" Tc=0.0 min CN=80/98 Runoff=4.30 cfs 0.184 a1 SubcatchmentPROPOSED AREA 4: Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=1.44" Tc=0.0 min CN=80/98 Runoff --2.32 cfs 0.093 of SubcatchmentPROPOSED AREA 5: Runoff Area=0.921 ac 53.95% Impervious RunoffDepth=1.95" Tc=0.0 min CN=80/98 Runoff=3.48 cfs 0.150 of SubcatchmentPROPOSED AREA 6: Runoff Area=1.827 ac 48.23% Impervious Runoff Depth=1.87" Tc=0.0 min CN=80/98 Runoff --6.66 cfs 0.285 of Su bcatchmentPROPOSED AREA 7: Runoff Area=0.213 ac 24.98% Impervious Runoff Depth=1.52" Tc=0.0 min CN=80/98 Runoff --0.66 cfs 0.027 of Pond IP: Filtration Basin #4 Peak Elev=912.84' Storage=497 cf Inflow=3.48 cfs 0.150 of Outflow --3.30 cfs 0.150 of Pond 2P: Filtration Basin #5 Peak EIev=908.05' Storage=5,872 cf Inflow --9.94 cfs 0.528 of Primary=7.91 cfs 0.233 of Secondary=0.12 cfs 0295 of Outflow --8.03 cfs 0.528 of Pond 3P: Filtration Basin #1 Peak EIev=899.79' Storage=10.273 cf Inflow=12.10 cfs 0.527 of Outflow --4.98 cfs 0.527 of Pond 5P: Filtration Basin #2 Peak EIev=919.13' Storage=4,187 cf Inflow --4.30 cfs 0.184 of Primary=0.00 cfs 0.000 of Secondary=0.10 cfs 0.184 of Outflow=0.10 cfs 0.184 of Pond 6P: Filtration Basin #3 Peak EIev=914.56' Storage=1,748 cf Inflow --2.32 cfs 0.093 of Outflow=0.28 cfs 0.093 of Total Runoff Area = 8.642 ac Runoff Volume = 1.336 of Average Runoff Depth = 1.85" 52.79% Pervious =4.563 ac 47.21% Impervious =4.080 ac 15139 Proposed 2014-11-13 Type// 24 -hr 2 -YEAR Rainfall=2.87' Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD010.00-12 s/n 01655 @2014 HvdroCAD Software Solutions LLC Page 7 Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff = 1.79 cfs @ 11.90 hrs, Volume= 0.070 af, Depth= 1.34" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 0.553 80 >75% Grass cover, Good, HSG D 0.078 98 Roofs HSG D 0.631 82 Weighted Average 0.553 80 87.62% Pervious Area 0.078 98 12.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff = 12.10 cfs @ 11.90 hrs, Volume= 0.527 af, Depth= 2.04" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 1.240 80 >75% Grass cover, Good, HSG D 1.854 98 Roofs, HSG D 3.094 91 Weighted Average 1.240 80 40.08% Pervious Area 1.854 98 59.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff = 4.30 cfs @ 11.90 hrs, Volume= 0.184 af, Depth= 1.87" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 0.615 80 >75% Grass cover, Good, HSG D 0.566 98 Roofs. HSG D 1.181 89 Weighted Average 0.615 80 52.04% Pervious Area 0.566 98 47.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff = 2.32 cfs @ 11.90 hrs, Volume= 0.093 af, Depth= 1.44" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type 11 24 -hr 2 -YEAR Rainfall=2.87' 0 15139 Proposed 2014-11-13 Prepared by {enter your company name Area (ac) CN Description E Type 1124 -hr 2 -YEAR Rainfall=2.87' Printed 12/4/2014 0.625 80 >75% Grass cover, Good, HSG D 0.150 98 Roofs, HSG D 0.775 83 Weighted Average 0.625 80 80.66% Pervious Area 0.150 98 19.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff = 3.48 cfs @ 11.90 hrs, Volume= 0.150 af, Depth= 1.95' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 0.424 80 >75% Grass cover, Good, HSG D 0.497 98 Roofs. HSG D 0.921 90 Weighted Average 0.424 80 46.05% Pervious Area 0.497 98 53.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff = 6.66 cfs @ 11.90 hrs, Volume= 0.285 af, Depth= 1.87" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 0.946 80 >75% Grass cover, Good, HSG D 0.881 98 Roofs, HSG D 1.827 89 Weighted Average 0.946 80 51.77% Pervious Area 0.881 98 48.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff = 0.66 cfs @ 11.90 hrs, Volume= 0.027 af, Depth= 1.52" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 2 -YEAR Rainfall=2.87" Area (ac) CN Description 0.160 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.213 84 Weighted Average 0.160 80 75.02% Pervious Area 0.053 98 24.98% Impervious Area 0 15139 Proposed 2014-11-13 Prepared by {enter your company name here} • Type// 24 -hr 2 -YEAR Rainfall=2.87" Solutions LLC Summary for Pond 1 P: Filtration Basin #4 Inflow Area = 0.921 ac, Inflow = 3.48 cfs @ Outflow = 3.30 cfs @ Primary = 3.30 cfs @ 53.95% Impervious, Inflow Depth = 1.95" 11.90 hrs, Volume= 0.150 of 11.91 hrs, Volume= 0.150 af, 11.91 hrs, Volume= 0.150 of Printed 12/4/2014 for 2 -YEAR event Atten= 5%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs l4 Peak Elev= 912.84'@ 11.91 hrs Surf.Area= 784 sf Storage= 497 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 47.0 min ( 820.9 - 773.9 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,096 cf Custom Stage Data (Prismatic)-isted below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 912.00 394 0 0 913.00 857 626 626 914.00 1,367 1,112 1,738 914.25 1,500 358 2,096 _Device Routing Invert Outlet Devices #1 Primary 907.20' 24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 907.20'/ 906.70' S=0.00637 Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 912.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00' 1.000 in/hr Exfiltration over Surface area #4 Device 1 913.90' 10.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=3.29 cfs @ 11.91 hrs HW=912.84' TW=908.03' (Dynamic Tailwater) t =Culvert (Passes 3.29 cfs of 32.47 cfs potential flow) E3= Orifice/Grate (Weir Controls 3.27 cfs @ 1.91 fps) =Exfiltration (Exfiltration Controls 0.02 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = Inflow = Outflow = Primary = Secondary = Summary for Pond 2P: Filtration Basin #5 3.523 ac, 9.94 cfs @ 8.03 cfs @ 7.91 cfs @ 0.12 cfs @ 43.37% Impervious, Inflow Depth = 1.80" 11.90 hrs, Volume= 0.528 of 11.93 hrs, Volume= 0.528 af, Atten= 19%, Lag= 1.9 min 11.93 hrs, Volume= 0.233 of 11.93 hrs, Volume= 0.295 of for 2 -YEAR event 0 15139 Proposed 2014-11-13 Type 11 24 -hr 2 -YEAR Rainfall=2.87" Prepared by {enter your company name here} Printed 12/4/2014 HydroCADO 10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Paoe 10 Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.05' @ 11.93 hrs Surf.Area= 5,372 sf Storage= 5,872 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 242.2 min ( 1,106.9 - 864.7 ) Volume Invert Avail.Storage Storage Description _ #1 906.70' 8,451 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 906.70 3,374 0 0 907.00 3,779 1,073 1,073 908.00 5,297 4,538 5,611 908.50 6,062 2,840 8,451 Device Routing Invert Outlet Devices #1 Primary 907.75' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.70' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=7.89 cfs @ 11.93 hrs HW=908.05' (Free Discharge) t-1=Broad-Crested Rectangular Weir(Weir Controls 7.89 cfs @ 1.32 fps) Secondary OutFlow Max=0.12 cfs @ 11.93 hrs HW=908.05' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area = 3.094 ac, 59.92% Impervious, Inflow Depth = 2.04" for 2 -YEAR event Inflow = 12.10 cfs @ 11.90 hrs, Volume= 0.527 of Outflow = 4.98 cfs @ 11.97 hrs, Volume= 0.527 af, Atten= 59%, Lag= 4.2 min Primary = 4.98 cfs @ 11.97 hrs, Volume= 0.527 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 899.79'@ 11.97 hrs Surf.Area= 5,231 sf Storage= 10,273 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 559.4 min ( 1,329.2 - 769.8 ) Volume Invert Avail.Storage Storage Description #1 897.25' 20,711 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15139 Proposed 2014-11-13 Type l/ 24 -hr 2 -YEAR Rainfall=2.87" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 11 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 897.25 2,798 0 0 898.00 3,597 2,398 2,398 899.00 4,470 4,034 6,432 900.00 5,431 4,951 11,382 901.00 6,478 5,955 17,337 901.50 7,021 3,375 20,711 Device Routing Invert Outlet Devices #1 Primary 895.25' 16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet /Outlet Invert= 895.25'/ 895.00' S= 0.0074'P Cc= 0.900 n=0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2 Device 1 899.50' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 897.25' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=4.97 cfs @ 11.97 hrs HW=899.79' (Free Discharge) t1=Culvert (Passes 4.97 cfs of 13.23 cfs potential flow) �2=Orifice/Grate (Weir Controls 4.85 cfs @ 1.77 fps) 3=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond SP: Filtration Basin #2 Inflow Area = 1.181 ac, 47.96% Impervious, Inflow Depth = 1.87" for 2 -YEAR event Inflow = 4.30 cfs @ 11.90 hrs, Volume= 0.184 of Outflow = 0.10 cfs @ 14.02 hrs, Volume= 0.184 af, Atten= 98%, Lag= 127.2 min Primary = 0.00 cfs @ 0.01 hrs, Volume= 0.000 of Secondary= 0.10 cfs @ 14.02 hrs, Volume= 0.184 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.13'@ 14.02 hrs Surf.Area= 4,493 sf Storage= 4,187 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 406.2 min ( 1,184.5 - 778.4 ) Volume_ Invert Avail.Storage Storage Description #1 918.00' 8,640 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq -ft) (cubic -feet) (cubic -feet) 918.00 2,923 0 0 919.00 4,305 3,614 3,614 920.00 5,746 5,026 8,640 Device Routing Invert Outlet Devices #1 Primary 919.45' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 0 15139 Proposed 2014-11-13 Type// 24 -hr 2 -YEAR Rainfall=2.87" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD® 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 12 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 918.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.00 cfs @ 0.01 hrs HW=918.00' (Free Discharge) t-1=13road-Crested Rectangular Weir( Controls 0.00 cfs) Secondary OutFlow Max=0.10 cfs @ 14.02 hrs HW=919.13' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.10 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.775 ac, 19.34% Impervious, Inflow Depth = 1.44" for 2 -YEAR event Inflow = 2.32 cfs @ 11.90 hrs, Volume= 0.093 of Outflow = 0.28 cfs @ 12.07 hrs, Volume= 0.093 af, Atten= 88%, Lag= 10.3 min Primary = 0.28 cfs @ 12.07 hrs, Volume= 0.093 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.56'@ 12.07 hrs Surf.Area= 1,917 sf Storage= 1,748 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 392.4 min ( 1,200.1 - 807.6 ) Volume Invert Avail.Storage Storage Description #1 913.00' 4,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 913.00 470 0 0 914.00 1,254 862 862 915.00 2,439 1,847 2,709 915.50 2,958 1,349 4,058 Device Routing Invert Outlet Devices #1 Primary 909.62' 15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 909.62'/ 908.34' S= 0.0073'P Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 914.50' 19.1" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 913.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.28 cfs @ 12.07 hrs HW=914.56' TW=907.88' (Dynamic Tailwater) tTculvert (Passes 0.28 cfs of 9.27 cfs potential flow) 2=Orifice/Grate (Weir Controls 0.24 cfs @ 0.80 fps) 3=Exfiltration (Exfiltration Controls 0.04 cfs) 0 i 15139 Proposed 2014-11-13 Type// 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD010.00-12 s/n 01655 02014 HydroCAD Software Solutions LLC Page 13 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentPROPOSED AREA 1: Runoff Area=0.631 ac 12.38% Impervious Runoff Depth=2.48" Tc=0.0 min CN=80/98 Runoff --3.28 cfs 0.130 of SubcatchmentPROPOSED AREA 2: Runoff Area=3.094 ac 59.92% Impervious Runoff Depth=3.32" Tc=0.0 min CN=80/98 Runoff=19.44 cfs 0.855 of SubcatchmentPROPOSED AREA 3: Runoff Area=1.181 ac 47.96% Impervious RunoffDepth=3.11" Tc=0.0 min CN=80/98 Runoff=7.10 cfs 0.306 of SubcatchmentPROPOSEDAREA 4: Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=2.60" Tc=0.0 min CN=80/98 Runoff=4.15 cfs 0.168 of SubcatchmentPROPOSED AREA 5: Runoff Area=0.921 ac 53.95% Impervious Runoff Depth=3.21" Tc=0.0 min CN=80/98 Runoff --5.66 cfs 0.246 of SubcatchmentPROPOSED AREA 6: Runoff Area= 1.827 ac 48.23% Impervious Runoff Depth=3.11" Tc=0.0 min CN=80/98 Runoff- 10.99 cfs 0.474 of SubcatchmentPROPOSED AREA 7: Runoff Area=0.213ac 24.98% Impervious RunoffDepth=2.70" Tc=0.0 min CN=80/98 Runoff=1.17 cfs 0.048 of Pond 1 P: Filtration Basin #4 Peak Elev=912.98' Storage=606 cf Inflow --5.66 cfs 0.246 of Outflow=5.41 cfs 0.246 of Pond 2P: Filtration Basin #5 Peak EIev=908.23' Storage=6,882 cf Inflow=19.15 cfs 0.888 of Primary= 17.29 cfs 0.570 of Secondary=0.13 cfs 0.318 of Outflow- 17.42 cfs 0.888 of Pond 3P: Filtration Basin #1 Peak EIev=900.20' Storage=12.470 cf Inflow=19.44 cfs 0.855 of Outflow=13.91 cfs 0.855 of Pond 5P: Filtration Basin #2 Peak EIev=919.54' Storage=6,141 cf Inflow=7.10 cfs 0.306 of Primary=0.62 cfs 0.052 of Secondary=0.12 cfs 0.254 of Outflow=0.73 cfs 0.306 of Pond 6P: Filtration Basin #3 Peak Elev=914.83' Storage=2,322 cf Inflow --4.15 cfs 0.168 of Outflow=3.22 cfs 0.168 of Total Runoff Area = 8.642 ac Runoff Volume = 2.227 of Average Runoff Depth = 3.09" 52.79% Pervious= 4.563 ac 47.21% Impervious =4.080 ac 0 15139 Proposed 2014-11-13 Type 1124 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff = 3.28 cfs @ 11.90 hrs, Volume= 0.130 af, Depth= 2.48" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 0.553 80 >75% Grass cover, Good, HSG D 0.078 98 Roofs HSG D 0.631 82 Weighted Average 0.553 80 87.62% Pervious Area 0.078 98 12.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff = 19.44 cfs @ 11.90 hrs, Volume= 0.855 af, Depth= 3.32" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 1.240 80 >75% Grass cover, Good, HSG D 1.854 98 Roofs, HSG D 3.094 91 Weighted Average 1.240 80 40.08% Pervious Area 1.854 98 59.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff = 7.10 cfs @ 11.90 hrs, Volume= 0.306 af, Depth= 3.11" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 0.615 80 >75% Grass cover, Good, HSG D 0.566 98 Roofs. HSG D 1.181 89 Weighted Average 0.615 80 52.04% Pervious Area 0.566 98 47.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff = 4.15 cfs @ 11.90 hrs, Volume= 0.168 af, Depth= 2.60" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type 11 24 -hr 10 -YEAR Rainfall=4.26" 15139 Proposed 2014-11-13 Type // 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD@ 10.00-12 s/n 01655 02014 HydroCAD Software Solutions LLC Page 15 Area (ac) CN Descriotion 0.625 80 >75% Grass cover, Good, HSG D 0.150 98 Roofs, HSG D 0.775 83 Weighted Average 0.625 80 80.66% Pervious Area 0.150 98 19.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff = 5.66 cfs @ 11.90 hrs, Volume= 0.246 af, Depth= 3.21" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 0.424 80 >75% Grass cover, Good, HSG D 0.497 98 Roofs, HSG D 0.921 90 Weighted Average 0.424 80 46.05% Pervious Area 0.497 98 53.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff = 10.99 cfs @ 11.90 hrs, Volume= 0.474 af, Depth= 3.11" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Descriotion 0.946 80 >75% Grass cover, Good, HSG D 0.881 98 Roofs HSG D 1.827 89 Weighted Average 0.946 80 51.77% Pervious Area 0.881 98 48.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff = 1.17 cfs @ 11.90 hrs, Volume= 0.048 af, Depth= 2.70" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 10 -YEAR Rainfall=4.26" Area (ac) CN Description 0.160 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs. HSG D 0.213 84 Weighted Average 0.160 80 75.02% Pervious Area 0.053 98 24.98% Impervious Area 0 0 15139 Proposed 2014-11-13 Type // 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD010 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 16 Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.921 ac, 53.95% Impervious, Inflow Depth= 3.21" for 10 -YEAR event Inflow = 5.66 cfs @ 11.90 hrs, Volume= 0.246 of Outflow = 5.41 cfs @ 11.91 hrs, Volume= 0.246 af, Atten= 4%, Lag= 0.5 min Primary = 5.41 cfs @ 11.91 hrs, Volume= 0.246 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 912.98'@ 11.91 hrs Surf.Area= 846 sf Storage= 606 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 32.7 min ( 799.5 - 766.8 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,096 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 912.00 394 0 0 913.00 857 626 626 914.00 1,367 1,112 1,738 914.25 1,500 358 2,096 Device Routing Invert Outlet Devices #1 Primary 907.20' 24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 907.20'/906.70' S= 0.0063'P Cc= 0.900 n=0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 912.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00' 1.000 in/hr Exfiltration over Surface area #4 Device 1 913.90' 10.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=5.38 cfs @ 11.91 hrs HW=912.98' TW=908.22' (Dynamic Tailwater) t =Culvert (Passes 5.38 cfs of 32.98 cfs potential flow) 2=Orifice/Grate (Weir Controls 5.36 cfs @ 2.25 fps) 3=Exfiltration (Exfiltration Controls 0.02 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Filtration Basin #5 Inflow Area = 3.523 ac, 43.37% Impervious, Inflow Depth = 3.02" Inflow = 19.15 cfs @ 11.90 hrs, Volume= 0.888 of Outflow = 17.42 cfs @ 11.92 hrs, Volume= 0.888 af, Primary = 17.29 cfs @ 11.92 hrs, Volume= 0.570 of Secondary = 0.13 cfs @ 11.92 hrs, Volume= 0.318 of for 10 -YEAR event Atten= 9%, Lag= 1.2 min 15139 Proposed 2014-11-13 Prepared by {enter your company name Type// 24 -hr 10 -YEAR Rainfall=4.26" Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.23'@ 11.92 hrs Surf.Area= 5,652 sf Storage= 6,882 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 154.7 min ( 987.2 - 832.5 ) Printed 12/4/2014 Volume Invert Avail.Storage Storage Description #1 906.70' 8,451 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 906.70 3,374 0 0 907.00 3,779 1,073 1,073 908.00 5,297 4,538 5,611 908.50 6,062 2,840 8,451 Device Routing Invert Outlet Devices #1 Primary 907.75' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.70' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=17.25 cfs @ 11.92 hrs HW=908.23' (Free Discharge) 't1=Broad-Crested Rectangular Weir(Weir Controls 17.25 cfs, @ 1.79 fps) Secondary OutFlow Max=0.13 cfs @ 11.92 hrs HW=908.23' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area = 3.094 ac, 59.92% Impervious, Inflow Depth = 3.32" for 10 -YEAR event Inflow = 19.44 cfs @ 11.90 hrs, Volume= 0.855 of Outflow = 13.91 cfs @ 11.93 hrs, Volume= 0.855 af, Atten= 28%, Lag= 2.2 min Primary = 13.91 cfs @ 11.93 hrs, Volume= 0.855 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 900.20'@ 11.93 hrs Surf.Area= 5,637 sf Storage= 12,470 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 369.1 min ( 1,131.9 - 762.8 ) Volume Invert Avail.Storage Storage Description #1 897.25' 20,711 cf Custom Stage Data (Prismatic)Listed below (Recalc) 0 0 15139 Proposed 2014-11-13 Type // 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here) Printed 12/4/2014 HydroCAD@ 10 00-12 s/n 01655 02014 HydroCAD Software Solutions LLC Page 18 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 897.25 2,798 0 0 898.00 3,597 2,398 2,398 899.00 4,470 4,034 6,432 900.00 5,431 4,951 11,382 901.00 6,478 5,955 17,337 901.50 7,021 3,375 20,711 Device Routing Invert Outlet Devices #1 Primary 895.25' 16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 895.25'/ 895.00' S= 0.0074'P Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2 Device 1 899.50' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 897.25' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=13.91 cfs @ 11.93 hrs HW=900.20' (Free Discharge) t1=Culvert (Inlet Controls 13.91 cfs @ 9.96 fps) t2=Orifice/Grate (Passes < 17.87 cfs potential flow) 3=Exfiltration (Passes < 0.13 cfs potential flow) Summary for Pond 5P: Filtration Basin #2 Inflow Area = 1.181 ac, 47.96% Impervious, Inflow Depth = 3.11" for 10 -YEAR event Inflow = 7.10 cfs @ 11.90 hrs, Volume= 0.306 of Outflow = 0.73 cfs @ 12.15 hrs, Volume= 0.306 af, Atten= 90%, Lag= 15.0 min Primary = 0.62 cfs @ 12.15 hrs, Volume= 0.052 of Secondary = 0.12 cfs @ 12.15 hrs, Volume= 0.254 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.54'@ 12.15 hrs Surf.Area= 5,081 sf Storage= 6,141 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 437.3 min ( 1,208.4 - 771.1 ) Volume Invert Avail.Storage Storage Description #1 918.00' 8,640 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 918.00 2,923 0 0 919.00 4,305 3,614 3,614 920.00 5,746 5,026 8,640 Device Routing Invert Outlet Devices _ #1 Primary 919.45' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 15139 Proposed 2014-11-13 Type// 24 -hr 10 -YEAR Rainfall=4.26" Prepared by {enter your company name here} Printed 12/4/2014 H droCAD@ 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 19 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 918.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.62 cfs @ 12.15 hrs HW=919.54' (Free Discharge) t--1 =Broad -Crested Rectangular Weir(Weir Controls 0.62 cfs @ 0.70 fps) Secondary OutFlow Max=0.12 cfs @ 12.15 hrs HW=919.54' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.12 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.775 ac, 19.34% Impervious, Inflow Depth= 2.60" for 10 -YEAR event Inflow = 4.15 cfs @ 11.90 hrs, Volume= 0.168 of Outflow = 3.22 cfs @ 11.93 hrs, Volume= 0.168 af, Atten= 22%, Lag= 1.8 min Primary = 3.22 cfs @ 11.93 hrs, Volume= 0.168 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 914.83'@ 11.93 hrs Surf.Area= 2,243 sf Storage= 2,322 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 258.4 min ( 1,054.9 - 796.6 ) Volume Invert Avail.Storage Storage Description #1 913.00' 4,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 913.00 470 0 0 914.00 1,254 862 862 915.00 2,439 1,847 2,709 915.50 2,958 1,349 4,058 Device Routing Invert Outlet Devices #1 Primary 909.62' 15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 909.62'/ 908.34' S= 0.0073'f Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 914.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 913.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=3.22 cfs @ 11.93 hrs HW=914.83' TW=908.23' (Dynamic Tailwater) t =Culvert (Passes 3.22 cfs of 9.53 cfs potential flow) 2=Orifice/Grate (Weir Controls 3.16 cfs @ 1.89 fps) 3=Exfiltration (Exfiltration Controls 0.05 cfs) 15139 Proposed 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by {enter your company name here} Printed 12/4/2014 HydroCAD®10 00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 20 Time span=0.01-80.00 hrs, dt=0.01 hrs, 8000 points x 4 Runoff by SCS TR -20 method, UH=SCS, Split Pervious/[mperv. Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method SubcatchmentPROPOSED AREA 1: Runoff Area=0.631 ac 12.38% Impervious RunoffDepth=5.31" Tc=0.0 min CN=80/98 Runoff=6.78 cfs 0.279 of SubcatchmentPROPOSEDAREA 2: Runoff Area=3.094 ac 59.92% Impervious RunoffDepth=6.30" Tc=0.0 min CN=80/98 Runoff --36.23 cfs 1.625 al SubcatchmentPROPOSED AREA 3: Runoff Area=1.181 ac 47.96% Impervious Runoff Depth=6.05" Tc=0.0 min CN=80/98 Runoff --13.54 cfs 0.595 ai SubcatchmentPROPOSED AREA 4: Runoff Area=0.775 ac 19.34% Impervious Runoff Depth=5.45" Tc=0.0 min CN=80/98 Runoff=8.44 cfs 0.352 of SubcatchmentPROPOSED AREA 5: Runoff Area=0.921 ac 53.95% Impervious RunoffDepth=6.18" Tc=0.0 min CN=80/98 Runoff=10.67 cfs 0.474 of SubcatchmentPROPOSED AREA 6: Runoff Area=1.827 ac 48.23% Impervious RunoffDepth=6.06" Tc=0.0 min CN=80/98 Runoff --20.96 cfs 0.922 of SubcatchmentPROPOSED AREA 7: Runoff Area=0.213 ac 24-98% Impervious RunoffDepth=5.57" Tc=0.0 min CN=80/98 Runoff --2.34 cfs 0.099 of Pond 1 P: Filtration Basin #4 Peak Elev=913.42' Storage=1,032 cf Inflow=10.67 cfs 0.474 of Outflow --9.22 cfs 0.474 of Pond 2P: Filtration Basin #5 Peak EIev=908.49' Storage=8,412 cf Inflow --36.98 cfs 1.748 of Primary=34.44 cfs 1.407 of Secondary=0.14 cfs 0.342 of Outflow --34.58 cfs 1.748 of Pond 3P: Filtration Basin#1 Peak Elev=901.42' Storage=20.135 cf Inflow=36.23 cfs 1.625 of Outflow= 15.77 cfs 1.625 of Pond 5P: Filtration Basin #2 Peak EIev=919.99' Storage=8,597 cf Inflow=13.54 cfs 0.595 of Primary= 10.56 cfs 0.297 of Secondary=0.13 cfs 0.299 of Outflow=10.69 cfs 0.595 of Pond 6P: Filtration Basin #3 Peak EIev=915.08' Storage=2,918 cf Inflow --8.44 cfs 0.352 of Outflow --7.36 cfs 0.352 of Total Runoff Area = 8.642 ac Runoff Volume = 4.346 of Average Runoff Depth = 6.03" 52.79% Pervious =4.563 ac 47.21% Impervious =4.080 ac 15139 Proposed 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD@ 10.00-12 s/n 01655 @2014 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment PROPOSED AREA 1: PROPOSED AREA 1 Runoff = 6.78 cfs @ 11.90 hrs, Volume= 0.279 af, Depth= 5.31" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 0.553 80 >75% Grass cover, Good, HSG D 0.078 98 Roofs. HSG D 0.631 82 Weighted Average 0.553 80 87.62% Pervious Area 0.078 98 12.38% Impervious Area Summary for Subcatchment PROPOSED AREA 2: PROPOSED AREA 2 Runoff = 36.23 cfs @ 11.90 hrs, Volume= 1.625 af, Depth= 6.30" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 1.240 80 >75% Grass cover, Good, HSG D 1.854 98 Roofs, HSG D 3.094 91 Weighted Average 1.240 80 40.08% Pervious Area 1.854 98 59.92% Impervious Area Summary for Subcatchment PROPOSED AREA 3: PROPOSED AREA 3 Runoff = 13.54 cfs @ 11.90 hrs, Volume= 0.595 af, Depth= 6.05' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 0.615 80 >75% Grass cover, Good, HSG D 0.566 98 Roofs, HSG D 1.181 89 Weighted Average 0.615 80 52.04% Pervious Area 0.566 98 47.96% Impervious Area Summary for Subcatchment PROPOSED AREA 4: PROPOSED AREA 4 Runoff = 8.44 cfs @ 11.90 hrs, Volume= 0.352 af, Depth= 5.45' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type 11 24 -hr 100 -YEAR Rainfall=7.38" 0 0 15139 Proposed 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by {enter your company name here} Printed 12/4/2014 HydrOCAD®10.00-12 s/n 01655 © 2014 HydroCAD Software Solutions LLC Page 22 Area (ac) CN Descriotion 0.625 80 >75% Grass cover, Good, HSG D 0.150 98 Roofs, HSG D 0.775 83 Weighted Average 0.625 80 80.66% Pervious Area 0.150 98 19.34% Impervious Area Summary for Subcatchment PROPOSED AREA 5: PROPOSED AREA 5 Runoff = 10.67 cfs @ 11.90 hrs, Volume= 0.474 af, Depth= 6.18" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Descriotion 0.424 80 >75% Grass cover, Good, HSG D 0.497 98 Roofs. HSG D 0.921 90 Weighted Average 0.424 80 46.05% Pervious Area 0.497 98 53.95% Impervious Area Summary for Subcatchment PROPOSED AREA 6: PROPOSED AREA 6 Runoff = 20.96 cfs @ 11.90 hrs, Volume= 0.922 af, Depth= 6.06" Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Description 0.946 80 >75% Grass cover, Good, HSG D 0.881 98 Roofs. HSG D 1.827 89 Weighted Average 0.946 80 51.77% Pervious Area 0.881 98 48.23% Impervious Area Summary for Subcatchment PROPOSED AREA 7: PROPOSED AREA 7 Runoff = 2.34 cfs @ 11.90 hrs, Volume= 0.099 af, Depth= 5.57' Runoff by SCS TR -20 method, UH=SCS, Split Pervious/Imperv., Time Span= 0.01-80.00 hrs, dt= 0.01 hrs Type II 24 -hr 100 -YEAR Rainfall=7.38" Area (ac) CN Descriotion 0.160 80 >75% Grass cover, Good, HSG D 0.053 98 Roofs, HSG D 0.213 84 Weighted Average 0.160 80 75.02% Pervious Area 0.053 98 24.98% Impervious Area 15139 Proposed 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by (enter your company name here} Printed 12/4/2014 HydroCAD®10.00-12 s/n 01655 © 2014 HVdroCAD Software Solutions LLC Page 23 Summary for Pond 1P: Filtration Basin #4 Inflow Area = 0.921 ac, Inflow = 10.67 cfs @ Outflow = 9.22 cfs @ Primary = 9.22 cfs @ 53.95% Impervious, Inflow Depth = 6.18" 11.90 hrs, Volume= 0.474 of 11.92 hrs, Volume= 0.474 af, 11.92 hrs, Volume= 0.474 of for 100 -YEAR event Atten= 14%, Lag= 1.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 913.42'@ 11.92 hrs Surf.Area= 1,072 sf Storage= 1,032 cf Plug -Flow detention time= 19.6 min calculated for 0.474 of (100% of inflow) Center -of -Mass det. time= 19.7 min ( 776.5 - 756.9 ) Volume Invert Avail.Storage Storage Description #1 912.00' 2,096 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 912.00 394 0 0 913.00 857 626 626 914.00 1,367 1,112 1,738 914.25 1,500 358 2,096 Device Routing Invert Outlet Devices #1 Primary 907.20' 24.0" Round Culvert L= 80.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 907.20'1906.70' S= 0.0063'P Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Device 1 912.50' 19.1" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 912.00' 1.000 in/hr Exfltration over Surface area #4 Device 1 913.90' 10.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=9.21 cfs @ 11.92 hrs HW=913.42' TW=908.49' (Dynamic Tailwater) t =Culvert (Passes 9.21 cfs of 33.57 cfs potential flow) E32=Orifice/Grate (Orifice Controls 9.18 cfs @ 4.61 fps) Orifice/Grate (Exfiltration Controls 0.02 cfs) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Inflow Area = Inflow = Outflow = Primary = Secondary = Summary for Pond 2P: Filtration Basin #5 3.523 ac, 36.98 cfs @ 34.58 cfs @ 34.44 cfs @ 0.14 cfs @ 43.37% Impervious, Inflow Depth = 5.95" 11.90 hrs, Volume= 1.748 of 11.92 hrs, Volume= 1.748 af, 11.92 hrs, Volume= 1.407 of 11.92 hrs, Volume= 0.342 of for 100 -YEAR event Atten= 6%, Lag= 1.0 min 15139 Proposed 2014-11-13 Prepared by (enter your company name here) Type 1124 -hr 100 -YEAR Rainfall=7.38" Printed 12/4/2014 Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 908.49'@ 11.92 hrs Surf.Area= 6,052 sf Storage= 8,412 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 90.0 min ( 887.3 - 797.3 ) Volume Invert Avail.Storage Storage Description #1 906.70' 8,451 cf Custom Stage Data (Prismatic)Listed below (RecaIc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 906.70 3,374 0 0 907.00 3,779 1,073 1,073 908.00 5,297 4,538 5,611 908.50 6,062 2,840 8,451 Device Routing Invert Outlet Devices #1 Primary 907.75' 20.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 906.70' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=34.38 cfs @ 11.92 hrs HW=908.49' (Free Discharge) t-1 =Broad -Crested Rectangular Weir(Weir Controls 34.38 cfs @ 2.31 fps) Secondary OutFlow Max=0.14 cfs @ 11.92 hrs HW=908.49' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.14 cfs) Summary for Pond 3P: Filtration Basin #1 Inflow Area = 3.094 ac, 59.92% Impervious, Inflow Depth = 6.30" for 100 -YEAR event Inflow = 36.23 cfs @ 11.90 hrs, Volume= 1.625 of Outflow = 15.77 cfs @ 11.97 hrs, Volume= 1.625 af, Atten= 56%, Lag= 4.0 min Primary = 15.77 cfs @ 11.97 hrs, Volume= 1.625 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 901.42'@ 11.97 hrs Surf.Area= 6,931 sf Storage= 20,135 cf Plug -Flow detention time= 215.3 min calculated for 1.625 of (100% of inflow) Center -of -Mass det. time= 215.5 min ( 968.8 - 753.3 ) Volume Invert Avail.Storage Storage Description #1 897.25' 20,711 cf Custom Stage Data (Prismatic)Listed below (Recalc) 15139 Proposed 2014-11-13 Prepared by (enter your company name Type 1124 -hr 100 -YEAR Rainfall=7.38" Printed 12/4/2014 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 897.25 2,798 0 0 898.00 3,597 2,398 2,398 899.00 4,470 4,034 6,432 900.00 5,431 4,951 11,382 901.00 6,478 5,955 17,337 901.50 7,021 3,375 20,711 Device Routing Invert Outlet Devices #1 Primary 895.25' 16.0" Round Culvert L= 34.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 895.25'/895.00' S=0.0074? Cc= 0.900 n=0.013 Concrete pipe, straight & clean, Flow Area= 1.40 sf #2 Device 1 899.50' 36.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 897.25' 1.000 in/hr Exfiltration over Surface area Primary OutFlow, Max=15.76 cfs @ 11.97 hrs HW=901.42' (Free Discharge) t Culvert (Inlet Controls 15.76 cfs @ 11.29 fps) 2=Orifice/Grate (Passes < 47.10 cfs potential flow) 3=Exfiltration (Passes < 0.16 cfs potential flow) Summary for Pond 5P: Filtration Basin #2 Inflow Area = 1.181 ac, 47.96% Impervious, Inflow Depth= 6.05" for 100 -YEAR event Inflow = 13.54 cfs @ 11.90 hrs, Volume= 0.595 of Outflow = 10.69 cfs @ 11.93 hrs, Volume= 0.595 af, Atten= 21 %, Lag= 1.7 min Primary = 10.56 cfs @ 11.93 hrs, Volume= 0.297 of Secondary = 0.13 cfs @ 11.93 hrs, Volume= 0.299 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 919.99'@ 11.93 hrs Surf.Area= 5,735 sf Storage= 8,597 cf Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time= 275.8 min ( 1,036.5 - 760.6 ) Volume Invert Avail.Storage Storage Description #1 918.00' 8,640 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 918.00 2,923 0 0 919.00 4,305 3,614 3,614 920.00 5,746 5,026 8,640 Device Routing Invert Outlet Devices #1 Primary 919.45' 10.0' long x 5.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.34 2.50 2.70 2.68 2.68 2.66 2.65 2.65 2.65 0 0 15139 Proposed 2014-11-13 Type 1124 -hr 100 -YEAR Rainfall=7.38" Prepared by (enter your company name here) Printed 12/4/2014 HydroCAD01000-12 s/n 01655 @ 2014 HydroCAD Software Solutions LLC Page 26 2.65 2.67 2.66 2.68 2.70 2.74 2.79 2.88 #2 Secondary 918.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=10.53 cfs @ 11.93 hrs HW=919.99' (Free Discharge) t1=13road-Crested Rectangular Weir(Weir Controls 10.53 cfs @ 1.94 fps) Secondary OutFlow Max=0.13 cfs @ 11.93 hrs HW=919.99' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.13 cfs) Summary for Pond 6P: Filtration Basin #3 Inflow Area = 0.775 ac, 19.34% Impervious, Inflow Depth = 5.45" for 100 -YEAR event Inflow = 8.44 cfs @ 11.90 hrs, Volume= 0.352 of Outflow = 7.36 cfs @ 11.92 hrs, Volume= 0.352 af, Atten= 13%, Lag= 1.1 min Primary = 7.36 cfs @ 11.92 hrs, Volume= 0.352 of Routing by Dyn-Stor-Ind method, Time Span= 0.01-80.00 hrs, dt= 0.01 hrs / 4 Peak Elev= 915.08'@ 11.92 hrs Surf.Area= 2,526 sf Storage= 2,918 cf Plug -Flow detention time= 141.1 min calculated for 0.352 of (100% of inflow) Center -of -Mass det. time= 141.2 min ( 922.1 - 780.9 ) Volume Invert Avail.Storage Storage Description #1 913.00' 4,058 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 913.00 470 0 0 914.00 1,254 862 862 915.00 2,439 1,847 2,709 915.50 2,958 1,349 4,058 Device Routing Invert Outlet Devices #1 Primary 909.62' 15.0" Round Culvert L= 176.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 909.62'/ 908.34' S= 0.0073'P Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 914.50' 19.1" Horiz. Orifice/Grate C=0.600 Limited to weir flow at low heads #3 Device 1 913.00' 1.000 in/hr Exfiltration over Surface area Primary OutFlow Max=7.34 cfs @ 11.92 hrs HW=915.08' TW=908.49' (Dynamic Tailwater) 't -Culvert (Passes 7.34 cfs of 9.75 cfs potential flow) 2=Orifice/Grate (Weir Controls 7.28 cfs @ 2.50 fps) 3=Exfiltration (Exfiltration Controls 0.06 cfs) P8 CALCULATIONS 0 P8 Urban Catchment Model, Version 3.4 Run Date 12/04/14 Case 15139 - P8.p8c FirstDate 10/07/58 Precip(m) 24.5 Title Proposed Conditions LastDale 09/30/59 Rain(in) 22.77 PrecFile MSP _4909.pcp Events 62 Snow(m) 1.72 PartFile nurp50.p8p TotalHrs 8449 TotalYrs 0.96 File Directory F:\15\15139\Civil\P81 Case Title Proposed Conditions Case File 15139 - P8.p8c Particle File nurp50.p8p Temperature File MSP_4808.tmp Storm File MSP_4909.pcp Precip Scale Factor 1 Watersheds 7 Devices 6 Particles 5 WO Components 7 Start Date 10/07/58 Keep Date 10/07/58 Stop Date 09/30/59 Storm Count 62 Total Hours 8449 Wet Hours 659 Precip (in) 24 Rain (in) 23 Snowfall (in) 2 Snowme8 (n) 2 EvapoTran(in) 0 Overall TSS Removal(%) 1 Water Balance Error(%) 0 TSS Mass Balance Error (%) 0 P8 Udhan Cemnmem Mocel, version 3.4 Fun oa)e 12rou14 Case 15190-P9.p8c FImnDale 10M7168 Precip(In) 24.5 The Proposed CoMillons LeslDele 09130/59 Felnon) 22.11 Precfile MSP_/000.pcp Events 82 Snow(in) 1,72 Pencils nureso Op TotaMrs 8000 T.t.Wns 098 SnWall Temperature hle0-9 eMeh Temperelu s hde o emeh Coe! (InMeBF-Day) °ream Temp (deo-F) mgtl FWVacllon Factor Monte FainHp ♦ Funoh (Inches) islure Co dhbn • CJ D11,E FIIVmlrn Bnem N3 Mftmlon Basin Filtration Basin M4 p5 O15ita INF BASIN INF_BASIN INF_SASIN 1114F—BASIN INF—BASIN PIPE LW9llellBd I{ Enslaved Arte Proposed Area 1 2 '.. Propol d Ane 1 Proposed Ata 4 Patterns, Area Pren ed Area Poetical Area 8 6 7 R.W to Delle I.M.I nto Oetle. WtleiYhed Area Cite Fiftrellon Basin N1 FlXnllon Basin Fimation Basin FIIOellon Basin Hull ian Basin 02 M3 M4 e5 OBsBe Onsite Osree 0.631 3.004 1.181 0,]]5 0.021 1.827 0.213 SCS Curve Numaer(Pen ions) Scab Face, lm Pervious Runoff Lead Indlimel Connected Imprint Frae110o 80 80 80 80 80 80 80 1 1 1 1 1 1 1 0,1236 0 0,4793 9.1835 0 0.4822 03488 Unwept lmoMous Places Un6wept Depresslan Storage( Inches) UOS.M lmorv, RooX Coemclnt UnSw pt Sola Factor for Particle Loads o 05002 0 0 0.5306 0 0 0.02 0.02 0.02 002 0.02 002 0,02 1 1 I 1 1 1 1 1 1 1 1 1 1 1 Swept lmp rVous Erection Svepl Depression Storage (Inches) Svrepl lmoM. Runde CoeRwlmut Swept Sole Factor for Panicle Loads Sweeping Frequency Sweephlg Ellil Sweeping Sten Oele(MMOO) .Sweeping Slop Data (MMDD) o 0 0 0 0 0 0 0.02 0.02 002 0.02 0.02 0.02 0.02 1 1 I I 1 I 1 1 1 1 1 1 1 1 0 0 0 0 0 0 0 1 1 1 1 1 1 1 IN 101 tat 101 101 101 101 1231 1231 1231 1231 1231 1231 1231 niton Outlet ml Oullel vat Outlel de Removal Scnlc Facln im EcWWri (n) m Am (acres) and Pool Am nuona) amen P00l Volum"("', 1 Pool InIft Rode (Inter) I Pool Area (acrm) I Pool Volume (Ge) J Pool In88 Rale (InMr) Basin Vol Freclln (%) Fliftelon Basin FIIu61um Brain kt M2 FIIVmlrn Bnem N3 Mftmlon Basin Filtration Basin M4 p5 O15ita INF BASIN INF_BASIN INF_SASIN 1114F—BASIN INF—BASIN PIPE OOree OHsBe FIWallon Ease X5 FlNmpon Basin #5 OXslle Onsite Osree Fimnllon Bazln %5 Further, Basin X5 OI15ire 1 1 1 89].25 918 913 912 0007 0064233 0.067103 0.01070 0.009045 0077456 0.1132 0.113705 0.042401 0,014371 0.112902 0.201722 0.130785 1 0.03750 0005854 0.099485 1 1 1 1 100 100 1 100 100 1ao 0 • mter 0uelHy CompBnmt Dati Co M*M Neme T06 TP TKN CU PB ZN HC Conlent Scale Factor 1 t I 1 1 1 1 ntrle Cnmmc� M PO% 0 89000 600000 13000 2000 010000 250000 P. 1000000 3050 15000 360 1 100 1 1000 1 12500 P30% 1000000 3850 15000 310 100 1000 22500 P50% 1000000 3850 15000 310 18D 1800 22500 Pao% 1000000 0 0 300 100 0 22500 0 0 P8 Urban Catchment Model, Version 3.4 Type QoMeancfs Run Date 12/04/14 Case 15139-P8.p8c FirstDate 10/07/58 Precip(in) 24.5 Title Proposed Conditions LastDate 09/30/59 Rain(in) 22.77 PrecFile MSP _4909.pcp Events 62 Snow(in) 1.72 ParlFile nurp50.p8p TotalHrs 8449 TotalYrs 0.96 Removal Efficiency (%) Device Type QoMeancfs QVOIAcft TSS TP OVERALL NONE 0.01 5.9 98.63 94.28 Filtration Basin #1 INF BASIN 0.01 3.7 99.28 95.19 Filtration Basin #2 INF BASIN 0.00 0.4 99.86 94.99 Filtration Basin #3 INF BASIN 0.00 0.1 99.96 93.97 Filtration Basin #4 INF BASIN 0.00 1.0 77.72 59.46 Filtration Basin #5 INF BASIN 0.00 1.7 97.02 91.52 Offsite PIPE 0.01 5.9 0.00 0.00 L V L A N D T I T L E service beyond the expected Prepared for: Headwaters Development, LLC 17550 Hemlock Avenue Lakeville, MN 55044 - Attn: Michael Hoagberg Client File No.: clTy R C NEDSSEV DEC 0 5 2014 CHAWASSDRAMINGD50T 500 FOOT RADIUS REPORT LETTER 11 LT File Number: 512821 Land Title, Inc. hereby certifies that as of 9/29/2014, it has searched the public records in the Carver County Department of Property Taxation and finds the names and addresses of property owners within 500 feet of the property described as: Outlot E, Mission Hills (PID p 25-5300400) to be entries 1 through 113, inclusive, as shown on attached Exhibit A. Dated this 21st day of October, 2014 at 7 o'clock A.M. LANDTITLE By: 01 %Afkci An Auto . d Skyaiure Main Office - 2200 County Road C West, Suite 2205 - Roseville, MN 55113 website vnvw.landtitleinccom - phone number 651.638.1900 - fax number 651.638.1994 SCANNED 0 1) 25-5300400 (Subject) Klingelhutz Farms LLC 545 Lake Dr Apt #205 Chanhassen, MN 55317 3) 25-0242412 State of MN- DOT n 395 John Ireland Blvd St. Paul, MN 55155 5) 25-2930010 Brian & Lou Ann Klingelhutz 8860 Klein Dr Waconia, MN 55387 7) 25-0830080 Apple Tree Estates LLC 545 Lake Dr Apt 205 Chanhassen, MN 55317 9) 25-0135300 Brad & Carol Willmsen 8510 Waters Edge Dr Chanhassen, MN 55317 11) 25-7870020 Gary R. Schultz 8507 Waters Edge Dr Chanhassen, MN 55317 13) 25-0135100 Norman & Kimberly Grant 9021 Lake Riley Blvd Chanhassen, MN 55317 15) 25-0134900 Gregory & Dana Ohnsorg 8500 Waters Edge Dr Chanhassen, MN 55317 0 J EXHIBITA IT File No. 512821 Page 2 of 9 2) 25-0242400 State of MN- DOT 395 John Ireland Blvd St. Paul, MN 55155 4) 25-2930020 Chanhassen Gateway Place LLC PO Box 10 Albany, MN 56307 6) 25-0242420 Brian & LouAnn Klingelhutz et al 9731 Meadowlark Ln , Ne<t's �GlreSS Chanhassen, MN 55317 8) 25-0136400 John & Barbara Jacoby 8516 Waters Edge Dr Chanhassen, MN 55317 10) 25-7870010 Jeffrey Raymond Sichender 8508 Waters Edge Dr Chanhassen, MN 55317 12) 25-0134600 George & Leslie Gilman 7470 Atherton Way Eden Prairie, MN 55346 14) 25-0135000 John & Shirley Robinson Trust 180 Seaview Ct Apt 611 Marco Island, FL 34145 16) 25-0135500 Kenneth & Garnita Wencl Trust 8412 Waters Edge Dr Chanhassen, MN 55317 0 0 v EXHIBIT A LT File No. 512821 17) 25-0135510 18) 25-0135800 Frederick Kamps & Laurie Strand Dale & Greta Westvig 8410 Waters Edge Dr 8408 Waters Edge Dr , Chanhassen, MN 55317 Chanhassen, MN 55317 19125-5310570 20) 25-5310450 Mission Hills Garden Homes Karla K. Thomson 2681 Long Lake Rd 8524 Mayfield Ct Roseville, MN 55113 Chanhassen, MN 55317 21) 25-5310460 22) 25-5310470 Matthew & Joan Ruddy Patrick & Constance Sullivan 8520 Mayfield Ct 8500 Mayfield Ct Chanhassen, MN 55317 Chanhassen, MN 55317 23) 25-5310480 . 24) 25-5310490 Trust of Dorothy S. James Jocelyne Ryan 8501 Mayfield Ct 576 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 25) 25-5310500 26) 25-5310510 Michael & Stephanie Dille Connie M. Moehl 291 Timber Hill Road 8540 Mayfield Ct Chanhassen, MN 55317 Chanhassen, MN 55317 27)25-5310520 28) 25-5310530 Judith A. Hruby Trust Laurel J. Boseck 8544 Mayfield Ct 592 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 29)25-5310540 30)25-5310550 Jared A. Krueger Dennis & Diane Siefker Trust 596 Mission Hills Dr 588 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 31) 25-5310560 32) 25-5310410 Burton Brandrud Susan M. Dean 584 Mission Hills Dr 8525 Mayfield Ct Chanhassen, MN 55317 Chanhassen, MN 55317 Page 3 of 9 0 10 EXHIBIT A LT File No. 512821 33) 25-5310420 34)25-5310430 Richard & Evelyn Kettler David F. Nickolay 8521 Mayfield Ct 552 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 35)25-5310440 36)25-5310010 Diane M. Depoe Wayne & Candace Bean 548 Mission Hills Dr 593 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 37)25-5310020 38)25-5310030 Lenore.]. Molstad Virginia A. Wellumson 589 Mission Hills Dr 585 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 39)25-5310040 40)25-5310050 Renee D. Walstrom Ardis M. Olufson 581 Mission Hills Dr 565 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 41) 25-5310060 42) 25-5310070 Debra J. McGarry Viola Marie Collingham Trust 569 Mission Hills Dr 573 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 43)25-5310080 44)25-5310090 Barbara 1. Wellumson Howard M. Longpre 577 Mission Hills Dr 561 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 45) 25-5310100 46)25-5310110 Carol K. Geldert Erwin & Clara Sider Trust 557 Mission Hills Dr 553 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 47) 25-5310120 48) 25-5310130 Carol L Erickson Kathy J. McKim 549 Mission Hills Dr. 533 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 Page 4 of 9 EXHIBITA LT File No. 512821 49) 25-5310140 50) 25-5310150 Bonnie Jean Thurk Lynette Laabs 537 Mission Hills Dr 541 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 51) 25-5310160 52) 25-5310370 Thomas H. Berge Hartin Family Trust 545 Mission Hills Dr 540 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 53) 2S-5310380 54) 25-5310390 Matthew & Kathleen Albrecht Duane & Donna Moore 6220 Cascade Pass 536 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 55) 25-5310400 56) 25-5310330 Patrick A. Huttner Dale E. Hetland 532 Mission Hills Dr 524 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 57) 25-5310340 58) 25-5310350 Janice M. Weispfening1/ Michael J. Mills 528 Mission Hills Dr / 520 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 59) 25-5310360 60) 25-5310170 Vckie L. Novak Pamela R. Murray 516 Mission Hills Dr 529 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 61) 2S-5310180 62) 25-5310190 Grace Regalado Beverly E. Christensen 525 Mission Hills Dr 517 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 63) 25-5310200 64) 25-5310210 Bernard & Joann Gaytko Robert & Susan Erickson 521 Mission Hills Dr 513 Mission Hills Dr Chanhassen, MN 55317 Chanhassen, MN 55317 Page 5 of 9 0 65) 25-5310220 Beverly Haffner 509 Mission Hills Dr Chanhassen, MN 55317 67) 25-5320590 Michael J. Benkovic /} 511 Heartland Ct Chanhassen, MN 55317 69) 25-5320160 s 6 �.0 Brian P. Keenan \8220 W Lake Ct _ C Chanhassen, MN 55317 EXHIBIT A LT File No. 512821 25-5300370 Chanhassen City PO Box 147 Chanhassen, MN 68) 25-5320600 Roxanne K. Edenborg 509 Heartland Ct Chanhassen, MN 55317 70) 25-5320620 Jeffry & Monette Day I 6996 Royal Link Ct / Eden Prairie, MN 55346 71) 25-5320630 72)25-5320640 Ryan J. Graf n Stacy L Semler �f 513 Mission Hills Way W (� 517 Mission Hills Way W / Chanhassen, MN 55317 Chanhassen, MN 55317 73) 25-5320650 74) 25-5320660 Steven M. Burns Beverly Essel Hirt 521 Mission Hills Way W 525 Mission Hills Way W� Chanhassen, MN 55317 - Chanhassen, MN 55317 75) 25-5320410 76)25-5320420 Stephani K. Thykeson 17 Zettel Investments LLC 545 Marshland Trl 19580 Vine Ridge Rd Chanhassen, MN 55317 Excelsior, MN 55331 77)25-5320430 78)25-5320440 Houck Investment LLC Karen Cwayna Dougherty 776 Applewood Cir 533 Marshland Trl Victoria, MN 55386 Chanhassen, MN 55317 79) 25-5320450 80)25-5320460 Jennifer Youngs Anne M.Suddendorf 529 Marshland Trl # 45 525 Marshland TO Chanhassen, MN 55317 Chanhassen, MN 55317 Page 6 of 9 1A 0 81) 25-5320470 n Joel A. Loomis 2725 S 700 E Apt I Salt Lake City, UT 84106 83) 25-5320490 Kelley P. Bentley 534 Mission Hills W Chanhassen, MN 55317 85) 25-5320510 Vi Quang 542 Mission Hills Way N Chanhassen, MN 55317 87) 25-5320530 Nam Nguyen & Ngoc Dung 551 Mission Hills Way W Chanhassen, MN 55317 89) 25-5320550 Kellie L. Weilbrenner 543 Mission Hills Way W Chanhassen, MN 55317 91)25-5320570 Heather L. Heyer 3526 Grimes Ave N Minneapolis, MN 55422 93) 25-5320290 Edward Miller 579 Mission Hills Way W Chanhassen, MN 55317 95) 25-5320310 Maneesh Bhagat 125 Main St SE # 130 Minneapolis, MN 55414 EXHIBITA LT File No. 512821 Page 7 of 9 0 82) 25-5320480 Samantha Boland 530 Mission Hills Way Chanhassen, MN 55317 84) 25-5320500 Phyllis J. Riley 538 Mission Hills Way W Chanhassen, MN 55317 86) 25-5320520 Andrew & Lindsey Bronczyk 311 Winkler Ct Cologne, MN 55322 88) 25-532OS40 Heather S. Valiton 547 Mission Hills Way W Chanhassen, MN 55317 90) 25-5320560 Marie & Jean Anderson 539 Mission Hills Way W Chanhassen, MN 55317 92) 25-5320580 Drew D. Carlson 531 Missions Hills Way W Chanhassen, MN 55317 94) 25-5320300 Urban Capital Holdings LLC 5421 Tracy Lynn Terr Minnetonka, MN 55345 96)25-5320320 Jane M. Vanden Plas 567 Mission Hills Way N Chanhassen, MN 55317 10 97)25-5320330 Patricia Struck 563 Mission Hills Way W Chanhassen, MN 55317 99) 25-5320350 Rodney A. Ferrozzo 560 Blackbird Ct Chanhassen, MN 55317 101)25-5320370 Gregory A. Martell 568 Blackbird Ct Chanhassen, MN 55317 103)25-5320390 Brett Weigel 576 Blackbird Ct Chanhassen, MN 55317 105)25-5320230 Mary Miller 591 Mission Hills Way N Chanhassen, MN 55317 107)25-5320250 David & Allison Orfield 587 Mission Hills Way N Chanhassen, MN 55317 109)25-5320270 Anne M. Samuelson 583 Mission Hills Way W Chanhassen, MN 55317 111)25-5320190 Donna Levasseur 599 Mission Hills Way N Chanhassen, MN 55317 EXHIBITA LT File No. 512821 Page 8 of 9 98) 25-5320340 Chris & Alanna Liebhart 3051 Venezia Ter Chino Hills, CA 91709 100)25-5320360 "10'— 564 Blackbird Ct Chanhassen, MN 55317 102)25-5320380 Kenna Properties LLC 1096 Symphony Ln Chaska, MN 55318 104)25-5320400 Jay Andrew Elliot 639 Springhill Rd St. Paul, MN 55127 106)25-5320240 mfere*41. Alkinaen- 589 Mission Hills Way W Chanhassen, MN 55317 108)25-5320260 Victoria L Olender 585 Mission Hills Way Chanhassen, MN 55317 110)25-5320280 Matthew R. Kley 3136 31d Ave 5 Minneapolis, MN 55408 112)25-5320200 Heather L. Trimble 597 Mission Hills Way W Chanhassen, MN 55317 • • ()Af.-I EXHIBIT A LTRIe No. 512821 113)25-5320210 114)25-5320220 Gordon G. Wainwright Eric Bann & Valorie Pearson 595 Mission Hills Way W 6972 Pima Ln Chanhassen, MN 55317 Chanhassen, MN 55317 Page 9 of 9 r Cry RECEIVED SEN DEC 0 b 2014 CHANHASSEN PLANNING DEPT Geotechnical Evaluation Report Chanhassen Senior Housing Project 8637-8655 Great Plains Boulevard Chanhassen, Minnesota Prepared for Chanhassen Senior Living Developer, LLC Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. g a ro, PE, PG ice Pr ent License Number: 18221 November 18, 2014 Project B14-07818 Braun Intertec Corporation OJGGIR1JA11rrfi ,�.�Q< ......... Oy0 LIC�kSED J PR',: ',L'; SCANNED 0 BRAUN INTERTEC TIN Sci v You BuM On. November 18, 2014 Mr. Michael Hoagberg Chanhassen Senior Living Developer, LLC 17550 Hemlock Avenue Lakeville, MN 55044 Re: Geotechnical Evaluation Chanhassen Senior Housing Project 8637-8655 Great Plains Boulevard Chanhassen, Minnesota Dear Mr. Hoagberg: 0 Braun Intertec Corporation 11001 Hampshire Avenue S Minneapolis, MN 55438 Project 814-07818 Phone: 952.995.2000 Fax: 952.995.2020 Web: braunintertec.com We are pleased to present this Geotechnical Evaluation Report for the new senior housing project located in Chanhassen, Minnesota. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please call Jake Wotczak at 952.995.2382 or Gregg Jandro at 952.995.2270. Sincerely, BRAUN INTERTEC CORPORATION �acobczak, EIT Staff Engineer 4Ge Jan, PE, PG Vice President— Principal Engineer c: Eric Reiners; Sperides Reiners Architects, Inc. AA/E0E r 0 • Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Purpose................................................................................................................................1 A.3. Background Information and Reference Documents..........................................................1 A.4. Site Conditions.....................................................................................................................2 A.S. Scope of Services.................................................................................................................2 B. Results ..............................................................................................................................................3 B.1. Exploration Logs..................................................................................................................3 B.l.a. Log of Boring Sheets...............................................................................................3 B.l.b. Geologic Origins.....................................................................................................3 B.2. Geologic Profile...................................................................................................................3 B.2.a. Geologic Materials.................................................................................................3 B.2.b. Topsoil....................................................................................................................3 B.2.c. Fill...........................................................................................................................4 B.2.d. Organic Deposits....................................................................................................4 B.2.e. Glacial Deposits......................................................................................................4 B.2.f. Groundwater..........................................................................................................4 B.3. Laboratory Test Results.......................................................................................................5 C. Basis for Recommendations.............................................................................................................5 C.1. Design Details......................................................................................................................5 C.l.a. Building Structure Loads........................................................................................5 C.S.b. Pavements and Traffic Loads.................................................................................6 C.l.c. Anticipated Grade Changes....................................................................................6 C.l.d. Precautions Regarding Changed Information........................................................6 C.2. Design and Construction Considerations............................................................................6 D. Recommendations...........................................................................................................................7 D.1. Building and Pavement Subgrade Preparation...................................................................7 D.l.a. Excavations.............................................................................................................7 D.l.b. Excavation Oversizing.............................................................................................9 D.l.c. Excavation Side Slopes...........................................................................................9 D.l.d. Excavation Dewatering...........................................................................................9 D.l.e. Selecting Excavation Backfill and Additional Required Fill.....................................9 D.l.e.l. Wall Backfill Below Floor Slabs...............................................................10 D.l.f. Placement and Compaction of Backfill and Fill....................................................10 D.2. Spread Footings.................................................................................................................10 D.2.a. Embedment Depth...............................................................................................10 D.2.b. Subgrade Improvement .......................................................................................11 D.2.c. Net Allowable Bearing Pressure...........................................................................11 D.2.d. Settlement............................................................................................................11 D.2.e. Footings in Wall Backfill.......................................................................................11 D.2.f. Grade Supported Interior Slabs (Garage Floors)..................................................11 D.3. Below Grade Walls............................................................................................................12 D.3.a. Drainage Control..................................................................................................12 D.3.b. Selection, Placement, and Compaction of Backfill...............................................12 D.3.c. Configuring and Resisting Lateral Loads...............................................................13 Table of Contents (continued) Description Page D.4. Interior Slabs.....................................................................................................................14 D.4.a. Moisture Vapor Protection..................................................................................14 D.4.b. Randon.................................................................................................................14 D.S. Exterior Slabs.....................................................................................................................15 D.S.a. Isolated Footing and Piers....................................................................................16 D.6. Pavements.........................................................................................................................16 D.6.a. Engineered Fill......................................................................................................16 D.6.b. Subgrade Proofroll...............................................................................................17 D.6.c. Design Sections....................................................................................................17 D.6.d. Materials and Compaction...................................................................................17 D.6.e. Subgrade Drainage...............................................................................................18 D.7. Utilities..............................................................................................................................18 D.7.a. Subgrade Stabilization..........................................................................................18 D.7.b. Selection, Placement and Compaction of Backfill................................................18 D.7.c. Corrosion Protection............................................................................................18 D.B. Construction Quality Control............................................................................................19 D.B.a. Excavation Observations......................................................................................19 D.B.b. Materials Testing..................................................................................................19 D.B.c. Pavement Subgrade Proofroll..............................................................................19 D.B.d. Cold Weather Precautions...................................................................................19 E. Procedures......................................................................................................................................20 E.I. Penetration Test Borings...................................................................................................20 E.2. Material Classification and Testing...................................................................................20 E.2.a. Visual and Manual Classification..........................................................................20 E.2.b. Laboratory Testing...............................................................................................20 E.3. Groundwater Measurements............................................................................................20 F. Qualifications ..................................................................................................................................20 F.1. Variations in Subsurface Conditions..................................................................................20 F.l.a. Material Strata.....................................................................................................20 F.l.b. Groundwater Levels.............................................................................................21 F.2. Continuity of Professional Responsibility ..........................................................................21 F.2.a. Plan Review..........................................................................................................21 F.2.b. Construction Observations and Testing...............................................................21 F.3. Use of Report .....................................................................................................................21 F.4. Standard of Care................................................................................................................22 Appendix Boring Location Sketch Log of Boring Sheets (ST -1 to ST -19) Descriptive Terminology BRAUN INTERTEC ri L-A A. Introduction A.1. Project Description 0 We understand Chanhassen Senior Living Developer, LLC is planning to develop nine single level twin home villas, a 132 -unit senior apartment building, and associated parking area on the vacant lot addressed 8637-8655 Great Plains Boulevard in Chanhassen, Minnesota. The lot is located near the northeast quadrant of the intersection of Minnesota State Highway 101 and U.S. Highway 212 in Chanhassen, Minnesota. A.2. Purpose The purpose of our geotechnical evaluation will be to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed development. A.3. Background Information and Reference Documents To facilitate our evaluation, we were provided with or reviewed the following information or documents: We reviewed aerial photographs of the project area using Google Earth and Bing Maps. • We reviewed conceptual site plans indicating the location of the twin home villas and apartment building. The plans were provided by Sperides Reiners Architects, Inc. (SRA) and were undated. We reviewed the Surficial Geology Map for Hennepin County prepared by the University of Minnesota, Minnesota Geological Survey. The map is denoted as Atlas C-4, Plate 3 of 9, Surficial Geology, and is dated 1989. • We had conversations with Mr. Eric Reiners of SRA regarding various aspects of the project. BRAUN INTERTEC 0 A.4. Site Conditions 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 2 The site is currently undeveloped and generally vegetated with grasses, although the site is partially bordered with trees along the eastern boundary. Site elevations at the soil boring locations range between approximately 900 and 927. A.S. Scope of Services Our scope of services for this project was originally submitted as a Proposal to Mr. Michael Hoagberg of Chanhassen Senior Living Development, LLC. Tasks performed in accordance with our authorized scope of services included: • Performing a reconnaissance of the site to evaluate equipment access to exploration locations. • Staking and clearing exploration locations of underground utilities. Performing six penetration test borings to 25 feet in the apartment building footprint, nine penetration test borings to 15 feet at the twin home villa locations, and four penetration test borings to 10 feet in drive lanes and parking lots. • Performing laboratory tests on selected penetration test samples. • Preparing this report containing a CAD sketch, exploration logs, a summary of the geologic materials encountered, results of laboratory tests, and recommendations for structure subgrade preparation and the design of foundations, pavements, interior and exterior slabs, and utilities. Exploration locations and surface elevations at the exploration locations were determined using GPS (Global Positioning System) technology that utilizes the Minnesota Department of Transportation's (MnDOT's) permanent GPS Virtual Reference Network (VRN). Our scope of services was performed under the terms of our September 1, 2013, General Conditions. BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 3 B. Results 13.1. Exploration Logs B.1.a. Log of Boring Sheets Log of Boring sheets for our penetration test borings are included in the Appendix. The logs identify and describe the geologic materials that were penetrated, and present the results of penetration resistance and other in-situ tests performed within them, laboratory tests performed on penetration test samples retrieved from them, and groundwater measurements. Strata boundaries were inferred from changes in the penetration test samples and the auger cuttings. Because sampling was not performed continuously, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may also occur as gradual rather than abrupt transitions. B.l.b. Geologic Origins Geologic origins assigned to the materials shown on the logs and referenced within this report were based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance and other in-situ testing performed for the project, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. 13.2. Geologic Profile B.2.a. Geologic Materials The general geologic profile at the site consists generally of trace amounts of topsoil at most boring locations underlain by glacially deposited soils extending to the boring termination depths. The following subsections discuss the strata in more detail. B.2.16. Topsoil Silty sand topsoil with traces of organics and roots was encountered at the boring locations. Two of the borings had one to 11/2 feet of topsoil, however, the majority of the borings encountered only a trace to a few inches of topsoil. BRAUN INTERTEC 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 4 B.2.c. Fill One boring (ST -4) encountered a layer of sandy lean clay which is possibly a previously placed fill soil. This layer extended to about the four foot depth. 6.2.d. Organic Deposits Organic clay was encountered at ST -4 and ST -5 at depths ranging between approximately four and seven feet, and zero and fourfeet, respectively. These depths correspond to elevations between approximately 903 and 908. The organic clay was black and wet. B.2.e. Glacial Deposits Glacial till consisting of sandy lean clay (CL) and clayey sand (SC) was encountered beneath the topsoil, possible fill, and organic clays. The clays soils ranged from rather soft to hard in consistency and the clayey sands were medium dense based on the encountered penetration resistances. B.2.f. Groundwater Groundwater was measured or estimated to be down approximately eight feet and 15 feet in Borings ST -1 and ST -11, respectively. These depths correspond to elevations 913.5 and 906 based on our reported datum. Groundwater was not encountered as other exploration borings were advanced. Due to the coincidence of groundwater and the sand seam encountered at approximately eight feet in Boring ST -1, and relatively shallow depth at which groundwater was observed, we suspect that the groundwater was perched. The depth/elevation at which perched groundwater accumulates seasonally and annually will likely vary. The groundwater level at boring ST -11 was measured or estimated to be down approximately 15 feet prior to borehole abandonment. Given the cohesive nature of the geologic materials encountered, however, it is likely that insufficient time was available for groundwater to seep into the boring and rise to its hydrostatic level. Piezometers or monitoring wells would be required to confirm if groundwater was present within the depths explored. Seasonal and annual fluctuations of groundwater should also be anticipated. BRAUN I NTERTEC 0 13.3. Laboratory Test Results n u Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 5 The moisture content of the selected soil samples were determined to vary from approximately 15.6 to 23.7 percent, indicating that the tested clayey soils were was likely near or above their probable optimum moisture content. Pocket Penetrometer tests were taken on select soil samples to estimate the unconfined compressive strengths of the soil samples tested. The results of these tests ranged from 1/2 to 3 1/2 tons per square foot (tsf). The individual test results can be found in the right hand margin of various log of boring sheets, opposite the soil sample tested. C. Basis for Recommendations C.1. Design Details The project development consists of nine twin home style villas and a 132 -unit living complex. Structural plans for the project were not available at the time this report was prepared. The wood framed, slab -on -grade villas have planned finished floor elevations (FFEs) ranging between 914 and 917. The planned location of the villas is in the northern portion of the site where current elevations range between 908 and 924. The proposed apartment building is a four story wood framed structure over a precast plank main level with proposed HE of 923. An underground garage is planned with a proposed elevation of 912. A single story wood framed wing addition is planned along the southern boundary of the apartment building. The wing has the same proposed underground garage and entry level elevations as the main apartment building. C.1.a. Building Structure Loads We have assumed that bearing wall loads associated with the twin home villas will not exceed two kips per lineal foot (klf); column loads will not exceed 35 kips per column. Loads associated with the main apartment building will not exceed six klf along bearing walls or 400 kips per column. The wing addition loads will not exceed four klf along bearing walls or 75 kips per column. BRAUN INTERTEC 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 6 C.l.b. Pavements and Traffic Loads We have assumed that bituminous pavements, typical of residential neighborhoods, will be subjected to no more than 50,000 equivalent 18 -kip single axle loads (ESALs) over an assumed design life of 20 years. CA.c. Anticipated Grade Changes Existing ground surface elevations are within approximately three to seven feet of the proposed FFEs at the locations of the twin home villas. Elevations are within approximately two to 12 feet of the proposed basement level in proximity to the apartment structures. It is likely that the range of cuts and fills across the site could be as much as 18 feet. It is likely that several areas of the site will have cuts on the order of six to twelve feet while other areas will require fill on the order of three to six feet. C.l.d. Precautions Regarding Changed Information We have attempted to describe our understanding of the proposed construction to the extent it was reported to us by others. Depending on the extent of available information, assumptions may have been made based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, we should be notified. New or changed information could require additional evaluation, analyses, and/or recommendations. C.2. Design and Construction Considerations The geologic materials encountered generally appear to be suitable for support of conventional spread footings, grade supported slabs, and pavements. The topsoil and organic clays encountered are not suitable to support fill and structures and are not suitable for use as engineered fill in the building pads or paved areas. Also, any soft or rather soft clays found in building pad areas should be subcut. In order to prevent differential settlement, areas of construction immediately adjacent to the tall walls of the proposed garage excavation will require backfill of granular material. Because it is not likely suitable granular material will be encountered during excavation and grading activities, they may need to be imported to the site. Due to the frost susceptible nature of the clay -rich soils present at anticipated exterior slab and pavement subgrade elevations, consideration should also be given to incorporating a granular subbase into the pavement sections. This will enhance subgrade drainage efforts and reduce the potential for pavement subgrades to become saturated and heave upon freezing; strength loss upon thawing will also be reduced. BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 7 In some areas, the soils present at and just below the proposed foundation levels are sensitive to disturbance, particularly if they are wet. Contractors should select equipment and construction techniques that minimize soil disturbance. Foundation soils that do become disturbed should be replaced with clean sand or clean crushed rock. It may be necessary to place a working surface of rock in excavations to reduce soils disturbance from construction traffic. Some contingency should be provided in project budgeting for using these imported materials in the excavation process. Typical subgrade preparation procedures as outlined in Section D.6 should be used for preparation of the new pavement areas. These procedures should be anticipated to primarily involve stripping of the existing topsoil and any organic clays or soft, wet clays, subcutting/filling to proposed grades, proofrolling the subgrade, and then moisture conditioning and compaction of loose or soft areas of exposed subgrade soils. D. Recommendations D.1. Building and Pavement Subgrade Preparation M.a. Excavations We recommend removing the topsoil, organic clays, and any near surface soft wet clays from beneath the proposed building pads, pavement subgrades, and oversize areas. Based on the soil borings, excavation depths are expected to range from approximately six to 12 feet. Table 1 lists the expected excavation depths based on the penetration test borings. Note that at several locations, excavations to estimated footing and slab elevations will extend below the depths needed for soil correction. Table 1. Anticipated Excavation Depths for Villa and Apartment Construction. Boring Surface Elevation (ft) Proposed HE (ft) Anticipated Depth of Soil Correction Excavation (ft) Approximate Bottom Elevation (ft) ST -1 921.8 917 5 917 ST -2 918.9 916 4-6** 915-913 5T-3 912.5 915 1/2 912 5T-4 909.9 915 9-11** 901-899 BRAUN INTERTEC Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 8 Boring Surface Elevation (ft) Proposed FFE (ft) Anticipated Depth of Soil Correction Excavation (ft) Approximate Bottom Elevation (ft) ST -5 908.3 914 4-6** 904 1/2-902 1/2 ST -6 920.5 914 1/4 920 ST -7 922.3 915 1/4 9211/2 ST -8 921.9 916 1/4 9211/2 ST -9 924.1 917 1/4 9233/4 ST -10 924.0 912 1/4 9233/4 ST -11 921.0 912 1/4 9203/4 ST -12 916.6 912 1/4 9161/4 ST -13 915.7 912 5 9101/2 ST -14 911.7 912 1/4 9111/2 ST -15 910.0 912 1/4 9093/4 ST -16 900.0 911* 1/4 8993/4 ST -17 927.1 920* 1/4 9263/4 ST -18 924.1 916* 1/4 9233/4 ST -19 914.8 913* 1/4 9141/2 *Approximate finished pavement elevation. **Actual depth of soil correction to be determined in the field by a qualified geotechnical engineer or their representative. Excavation depths will vary between the borings. Portions of the excavations may also be deeper than indicated by the borings. Contractors should also be prepared to extend excavations in wet or fine- grained soils to remove disturbed bottom soils. Prior to placement of engineered fill or footings, we recommend the exposed soils in the bottoms of the excavations be surface compacted using a minimum of five passes over the foundation areas with a large sheep's foot compactor. This will increase the density of the underlying natural soils and provide a more BRAUN INTERTEC Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 9 uniformly compacted base to support any additional fill or footings. We recommend this work be observed by a geotechnical engineer. The engineer may modify these recommendations if this compaction work causes upward movement (pumping) of groundwater or soil disturbance. D.l.b. Excavation Oversizing To provide lateral support to replacement backfill, additional required fill, and the structural loads they will support, we recommend oversizing (widening) the excavations 1 foot horizontally beyond the outer edges of the building perimeter footings, or pavement limits, for each foot the excavations extend below bottom -of -footing or pavement subgrade elevations. D.l.c. Excavation Side Slopes The onsite soils generally appear to consist of soils meeting OSHA Type B requirements, which indicate excavation side slopes should be constructed to lie back at a minimum horizontal to vertical slope of one to one or flatter. An OSHA -approved competent person or professional engineer should review the excavation conditions in the field. All excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches". This document states that excavation safety is the responsibility of the contractor. Reference to these OSHA requirements should be included in project specifications. D.1.d. Excavation Dewatering Although perched water was only encountered in one of the borings, it is possible that water could be encountered in other parts of the site. If encountered, we recommend removing groundwater from the excavations. Because this site consists of predominately clayey soil, sumps and pumps can be used to control water. D.l.e. Selecting Excavation Backfill and Additional Required Fill If the bottoms of excavations are wet, we recommend the initial backfill soil consist of at least 2 feet of coarse sand having less than 50 percent of the particles by weight passing a #40 sieve, and less than 5 percent of the particles passing a #200 sieve. We anticipate that this material will need to be imported to the site. On-site soils free of organic soil can be considered for reuse as backfill and fill. The glacially deposited sandy lean clay, being fine-grained, will be more difficult to compact if wet or allowed to become wet, or if spread and compacted over wet surfaces. BRAUN INTERTEC Ll n �J Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 10 We recommend that granular subbase material for pavement support consist of sand having less than 12 percent of the particles by weight passing a #200 sieve. We anticipate that this material will also need to be imported. D.l.e.l. Wall Backfill Below Floor Slabs There are at least two locations where exterior and possibly interior slabs at the first floor elevation will be partially supported on relatively deep wall backfill zones. This occurs next to sections of the basement level walls. To reduce risks of differential settlement and possible slab damage, we recommend these areas of backfill consist of sand with less than 12% fines (material passing the #200 sieve). The sand soils beneath slabs should be compacted to at least 98% of their Standard Proctor density. Refer to section D.3 of this report for additional recommendations. D.1.f. Placement and Compaction of Backfill and Fill We recommend spreading backfill and fill in loose lifts of approximately six to 12 inches depending on the soil type and size of compactor used. We recommend compacting backfill and fill in accordance with the criteria presented below in Table 2. The relative compaction of utility backfill should be evaluated based on the structure below which it is installed, and vertical proximity to that structure. Table 2. Compaction Recommendations Summary '98% compaction recommended for sand in wall backfill adjacent to tall garage walls (see D.Le.1.) D.2. Spread Footings D.2.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the twin home villas, as well as structures outside the apartment building and wing addition such as canopies, retaining walls, etc., 42 inches below the lowest exterior grade. Interior footings maybe placed directly below floor slabs. We BRAUN INTERTEC Relative Compaction, percent Moisture Content Variance from Reference (ASTM D 698 —Standard Proctor) Optimum, percentage Points -1 to +2 for Clay Soils Below foundations 98 ±3 for Sand Soils -1 to +3 for Clay Soils Below slabs 95 to 98* ±3 for Sand Soils -1 to+3 for Clay Soils Adjacent to Underground Garages 98 ±3 for Sand Soils Below pavements, within 3 feet of 100 -1 to+2 for Clay Soils subgrade elevations ±3 for Sand Soils Below pavements, more than 3 feet -1 to+3 for Clay Soils below subgrade elevations 95 ±3 for Sand Soils '98% compaction recommended for sand in wall backfill adjacent to tall garage walls (see D.Le.1.) D.2. Spread Footings D.2.a. Embedment Depth For frost protection, we recommend embedding perimeter footings of the twin home villas, as well as structures outside the apartment building and wing addition such as canopies, retaining walls, etc., 42 inches below the lowest exterior grade. Interior footings maybe placed directly below floor slabs. We BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 11 recommend embedding footings not heated during winter construction, and other unheated footings associated with canopies, stoops, or sidewalks, 60 inches below the lowest exterior grade. D.2.b. Subgrade Improvement If small amounts of groundwater are present within footing excavations, or if the foot subgrade soils become disturbed prior to placing forms or reinforcement, we recommend subcutting the soft or wet clay and placing a 6- to 12 -inch layer of clear rock. The clear rock will provide a stable working surface, and will allow for flow of water to a drain tile or sump. D.2.c. Net Allowable Bearing Pressure We recommend sizing spread footings to exert a net allowable bearing pressure of 2,000 pounds per square foot (psf) for the twin home villas and 4,000 psf for the apartment building. These values include a safety factor of at least 3.0 with regard to bearing capacity failure. The net allowable bearing pressures can be increased by one-third their value for occasional transient loads, but not for repetitive loads due to traffic, or for other live loads from snow or occupancy. D.2.d. Settlement Provided the foundation areas are prepared as discussed in this report, we estimate that total and differential settlements among the footings will amount to less than one and 1/2 inch, respectively, under the assumed loads. D.2.e. Footings in Wall Backfill It takes time for wall backfill to "settle -out' after it has been placed. Footings bearing in exterior wall backfill may behave differently than nearby footings bearing upon native soils. A construction delay of a month, or more, would allow the backfill to adjust, but this delay is not practical for many construction schedules. Alternately, the foundation elements could be extended down to native soils. While this approach is more expensive, it reduces the risk of excessive differential settlement between the building and footings supported in the backfill. Refer to sections D.l.e.l. and D.3. for additional recommendations for wall backfill. D.2.f. Grade Supported Interior Slabs (Garage Floors) The lower parking level floor will be supported upon the soils present at approximately 912 in Borings ST -10 to ST -15. These soils are competent but sensitive to disturbance, particularly when wet. If may be necessary to subcut these soils if they become disturbed. BRAUN INTERTEC 0 0 Chanhassen Senior Living Develop Project B14-07818 November 18, 2014 Page 12 We recommend using a modulus of subgrade reaction, k, of 150 pounds per square inch per inch or deflection (pci) to design the slabs. D.3. Below Grade Walls D.3.a. Drainage Control We recommend installing subdrains behind the basement walls, adjacent to the wall footings, and below the slab elevation. Preferably, the subdrains should consist of perforated pipes embedded in washed gravel, which in turn is wrapped in filter fabric. Perforated pipes encased in a filter "sock" and embedded in washed gravel, however, may also be considered. We recommend routing the subdrains to a sump and pump capable of routing any accumulated groundwater to a storm sewer or other suitable disposal site. General waterproofing of basement walls surrounding occupied or potentially occupied areas is recommended even with the use of free -draining backfill because of the potential cost impacts related to seepage after construction is complete. D.3.b. Selection, Placement, and Compaction of Backfill Unless a drainage composite is placed against the backs of the exterior perimeter below -grade walls, we recommend that backfill placed within 2 horizontal feet of those walls consist of sand having less than 50 percent of the particles by weight passing a #40 sieve and less than 12 percent of the particles by weight passing a #200 sieve. Sand meeting this gradation will need to be imported. We recommend that the balance of the backfill placed against exterior perimeter walls also consist of sand, though it is our opinion that the sand may contain up to 20 percent of the particles by weight passing a #200 sieve. Clay is not recommended as wall backfill where higher elevation slabs will rely on the backfill for support. However, if clay must be considered in areas not supporting slabs to make up the balance of the below - grade wall backfill (assuming a drainage composite or sand is placed against the backs of the walls), post - compaction consolidation of the clay occurring under its own weight can be expected to continue beyond the end of construction. The magnitude of consolidation could amount to between 1 and 3 percent of the clay backfill thickness, or wall height, and if not accommodated could cause slabs to settle unfavorably or be damaged. Should lean clay still be considered for use as backfill, however, we further recommend that: BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 13 The bottoms of the excavations required for below -grade wall construction are wide enough to accommodate compaction equipment. Backfill is placed at moisture contents at least equal to, but not more than three percentage points above, its optimum moisture content. Backfill is placed in loose lifts no thicker than 6 inches prior to compaction. The relative compaction of the backfill is measured through density testing at intervals not exceeding one test per 50 horizontal feet for each vertical foot of backfill placed. We recommend a walk behind compactor be used to compact the backfill placed within about 5 feet of the retaining walls. Further away than that, a self-propelled compactor can be used. Compaction criteria for below -grade walls should be determined based on the compaction recommendations provided above in Section D.1. Exterior backfill not capped with slabs or pavement should be capped with a low -permeability soil to limit the infiltration of surface drainage into the backfill. The finished surface should also be sloped to divert water away from the walls. D.3.c. Configuring and Resisting Lateral Loads Below -grade wall design can be based on active earth pressure conditions if the walls are allowed to rotate slightly. If rotation cannot be tolerated, then design should be based on at -rest earth pressure conditions. Rotation up to 0.002 times the wall height is generally required when walls are backfilled with sand*. Rotation up to 0.02 times the wall height is required when walls are backfilled with clay. To design for sand backfill, excavations required for wall construction should be wide enough and flat enough so that sand is present within a zone that (1) extends at least two horizontal feet beyond the bottom outer edges of the wall footings (the wall heel, not the stem) and then (2) rises up and away from the wall at an angle no steeper than 60 degrees from horizontal. We anticipate these geometric conditions will be met if the excavations meet OSHA requirements for the types of soils likely to be exposed in the excavation, and the wall footings are cast against wood forms rather than any portion of the excavation. Recommended equivalent fluid pressures for wall design based on active and at -rest earth pressure conditions are presented below in Table 3. Assumed wet unit backfill weights, and internal friction angles are also provided. The recommended equivalent fluid pressures in particular assume a level backfill with no surcharge —they would need to be revised for sloping backfill or other dead or live loads that are BRAUN INTERTEC E Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 14 placed within a horizontal distance behind the walls that is equal to the height of the walls. Our design values also assume that the walls are drained so that water cannot accumulate behind the walls. Table 3. Recommended Below -Grade Wall Design Parameters Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.50. These values are un -factored. DA Interior Slabs D.4.a. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, consideration should be given to placing a vapor retarder or vapor barrier immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, floor covering manufacturers should be consulted regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. DA.b. Randon In preparation for radon mitigation systems under residential structures, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate, or sand overlain with a geotextile matting suitable for venting the subgrade. The clean aggregate material should consist of sound rock no larger than 2 inches and no smaller than 1/4 inch. Sand should have less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. BRAUN INTERTEC Equivalent Fluid Equivalent Fluid Pressure, Active Pressure, At -Rest Wet Unit Weight Friction Angle Case Case Backfill (Pcf) (deg) (pcf) (pcf) Sand 120 33 35 50 Clay 120 26 50 70 Resistance to lateral earth pressures will be provided by passive resistance against the retaining wall footings, and by sliding resistance along the bottoms of the wall footings. We recommend assuming a passive pressure equal to 300 pcf and a sliding coefficient equal to 0.50. These values are un -factored. DA Interior Slabs D.4.a. Moisture Vapor Protection If floor coverings or coatings less permeable than the concrete slab will be used, consideration should be given to placing a vapor retarder or vapor barrier immediately beneath the slab. Some contractors prefer to bury the vapor retarder or barrier beneath a layer of sand to reduce curling and shrinkage, but this practice risks trapping water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or barrier is placed, floor covering manufacturers should be consulted regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. DA.b. Randon In preparation for radon mitigation systems under residential structures, we recommend that slabs on grade be constructed over a layer of gas permeable material consisting of a minimum of 4 inches of either clean aggregate, or sand overlain with a geotextile matting suitable for venting the subgrade. The clean aggregate material should consist of sound rock no larger than 2 inches and no smaller than 1/4 inch. Sand should have less than 50 percent of the particles by weight passing a #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 15 Above the gas permeable aggregate or sand, a polyethylene sheeting (6 mil minimum) should be placed. The sheeting should be properly lapped and penetrations through the sheeting sealed. Penetrations through the slab and foundation walls should also be sealed. D.S. Exterior Slabs All or some of the exterior slabs will be underlain with mostly sandy lean clays and lean clays which are considered to be moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated due to surface runoff or infiltration or are excessively wet in-situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and related surface features could also develop. This type of heaving could impact design drainage patterns and the performance of the paved areas or exterior slabs, as well as any isolated exterior footings and piers. To address most of the heave related issues, we recommend the general site grades and grades for surface features be set to direct surface drainage away from buildings, across large paved areas and away from walkways to limit the potential for saturation of the subgrade and any subsequent heaving. General grades should also have enough "slope" to tolerate potential larger areas of heave which may not fully settle when thawed. Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Several subgrade improvement options can be explored to address this condition. The most conservative and potentially most costly subgrade improvement option to help limit the potential for heaving, but not eliminate it, would be to remove any frost -susceptible soils present below the exterior slabs "footprint' down to the bottom -of -footing grades or to a maximum depth of five feet below subgrade elevations, whichever is less. We recommend the resulting excavation then be refilled with sand or sandy gravel having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing a #200 sieve. Another subgrade improvement option would be to build in a transition zone between those soils considered to be frost -susceptible and those that are not to somewhat control where any differential movement may occur. Such transitions could exist between exterior slabs and pavements, between entry way slabs and sidewalks, and along the sidewalks themselves. For this option, the frost -susceptible soils in critical areas would be removed to a depth of at least five feet below grade as discussed above. The excavation below the footprint of the sidewalks or other slabs would then be sloped upward at a gradient no steeper than 3:1 (horizontal:vertical) toward the less critical areas. The bottom of the excavation should then be sloped toward the center so that any water entering the excavation could be quickly drained to the deepest area for removal. In the deepest areas of the excavation, a series of perforated drainpipes will need to be installed to collect and dispose of surface water infiltration and/or BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 16 groundwater that could accumulate within the backfill. The piping would need to be connected to a storm sewer or a sump to remove any accumulated water. If the water is not removed, it is our opinion this option will not be effective in controlling heave. Regardless of what is done to the walkway or pavement area subgrade, it will be critical the end-user develop a detailed maintenance program to seal and/or fill any cracks and joints that may develop during the useful life of the various surface features. Concrete and bituminous will experience episodes of normal thermo-expansion and thermo-contraction during its useful life. During this time, cracks may develop and joints may open up, which will expose the subgrade and allow any water flowing overland to enter the subgrade and either saturate the subgrade soils or to become perched atop it. This occurrence increases the potential for heave due to freezing conditions in the general vicinity of the crack orjoint. This type of heave has the potential to become excessive if not addressed as part of a maintenance program. Special attention should be paid to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. D.5.a. Isolated Footing and Piers Soils classifying as "silt' (USCS symbols ML or MH), "clay" (CL or CH), or as being "silty' or "clayey' (including but not limited to SP -SM, SC -SM, SM or SC), have the potential for adhering to poured concrete or masonry block features built through the normal frost zone. In freezing conditions, this soil adhesion could result in the concrete or masonry construction being lifted out of the ground. This lifting action is also known as heave due to adfreezing. The potential for experiencing the impacts of adfreezing increases with poor surface drainage in the area of below grade elements, in areas of poorly compacted clayey or silty soils and in areas of saturated soils. To limit the impacts of adfreeze, we recommend placing a low friction separation barrier, such as high density insulation board, between the backfill and the element. Extending isolated piers deeper into the frost -free zone, enlarging the bottom of the piers and then providing tension reinforcement can also be considered. Recommendations for specific foundation conditions can be provided as needed. D.6. Pavements D.6.a. Engineered Fill Fill needed to reach pavement subgrade should be placed in thin lifts not exceeding 12 inches. The engineered fill placed in paved areas should be compacted to at least 100 percent of Standard Proctor maximum dry density and within one percent of the optimum moisture content when present within the upper three feet of pavement subgrade. Below the upper three feet, the compaction level may be reduced to 95 percent of Standard Proctor maximum dry density and the moisture content should be BRAUN I NTE RTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 17 within three percent of optimum moisture content. Compaction tests should be taken to evaluate the contractor's method of fill placement. D.6.b. Subgrade Proofroll Prior to placing aggregate base material, we recommend proof -rolling pavement subgrades to determine if the subgrade materials are loose, soft, or weak, and in need of further stabilization, compaction or subexcavation, and recompaction or replacement. A second proofroll should be performed after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. D.6.c. Design Sections Laboratory tests to determine an R -value for pavement design were not included in the scope of this project. Based on the clay subgrade, however, it is our opinion that an R -value of 12 can be assumed for design purposes. For exclusively auto parking, we recommend 3 inches of bituminous over 6 inches of Class 5 aggregate base. For drive lanes that will have occasional truck traffic, we recommend a pavement section of 4 inches of bituminous over 10 inches of Class 5 aggregate base. Bus traffic areas (if any) should have a minimum of 6 inches of bituminous over 12 inches of aggregate base. These pavement designs also assume that the aggregate base is properly drained. For enhanced long term performance, consideration should be given to incorporating a 12 inch sand subgrade into the design, especially in drive lanes. If a 12 inch sand subgrade is considered the drive lane section could be reduced to 3 1/2 inches of asphalt and six inches of Class 5 aggregate. The above pavement designs are based upon a 20 -year performance life. This is the amount of time before major reconstruction is anticipated. This performance life assumes maintenance, such as seal coating and crack sealing, is routinely performed. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. D.6.d. Materials and Compaction We recommend specifying crushed aggregate base meeting the requirements of Minnesota Department of Transportation (MnDOT) Specification 3138 for Class 5. We recommend that the bituminous wear and base courses meet the requirements of Specifications 2360, Type SP. We recommend the aggregate gradations for the asphalt mixes meet Gradation B for the base course and Gradation B or A for the surface course. Gradation A contains a smaller aggregate size than Gradation B and will provide a surface with less visible aggregate which is desirable for some owners. We recommend the Performance Graded Asphalt cement be a PG 58-28. (If additional resistance to rutting, scuffing and dimpling is desired, we BRAUN INTERTEC 0 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 18 recommend utilizing a PG 64-28. If additional resistance to cold weather cracking is desirable, we recommend utilizing a PG 58-34.) We recommend that the aggregate base be compacted to a minimum of 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous pavement be compacted to at least 92 percent of the maximum theoretical Rice density. We recommend specifying concrete for pavements that has a minimum 28 -day compressive strength of 4,000 psi, and a modulus of rupture (Mr) of at least 600 psi. We also recommend Type I cement meeting the requirements of ASTM C 150. We recommend specifying five to eight percent entrained air for exposed concrete to provide resistance to freeze -thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. D.6.e. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points and about catch basins. The drainpipes should be placed in small trenches extended at least 8 inches below the granular subbase layer — or aggregate base material where no subbase is present. D.7. Utilities D.7.a. Subgrade Stabilization We anticipate that utilities can be installed per manufacturer bedding requirements. If localized soft areas are encountered at pipe invert elevations, we recommend placing a stabilizing aggregate beneath the pipe. The depth of the aggregate bedding will vary, however, a minimum of six inches and a maximum of two feet is commonly used. D.7.b. Selection, Placement and Compaction of Backfill We recommend selecting, placing and compacting utility backfill in accordance with the recommendations provided above in Section D.I. D.7.c. Corrosion Protection The soil borings indicated the site consists predominately of clay soils. These soils are considered slightly to moderately corrosive to metallic conduits. We recommend wrapping metallic pipe that is in contact with clayey soils or if clayey soils are placed as backfill around the pipe. BRAUN INTERTEC 0 D.B. Construction Quality Control D.8.a. Excavation Observations 0 Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 19 We recommend having a geotechnical engineer observe all excavations related to subgrade preparation and spread footing, slab -on -grade, and pavement construction. The purpose of the observations is to evaluate the competence of the geologic materials exposed in the excavations, and the adequacy of required excavation oversizing. D.8.b. Materials Testing We recommend density tests betaken in wall backfill and additional required fill placed below spread footings, slab -on -grade construction, and below pavements. We recommend Marshall tests on bituminous mixes to evaluate strength and air voids, and density tests to evaluate compaction. We also recommend slump, air content, and strength tests of portland cement concrete. D.B.c. Pavement Subgrade Proofroll We recommend that proofrolling of the pavement subgrades be observed by a geotechnical engineer to determine if the results of the procedure meet project specifications, or delineate the extent of additional pavement subgrade preparation work. D.B.d. Cold Weather Precautions If site grading and construction is anticipated during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading. No fill should be placed on frozen subgrades. No frozen soils should be used as fill. Concrete delivered to the site should meet the temperature requirements of ASTM C 94. Concrete should not be placed on frozen subgrades. Concrete should be protected from freezing until the necessary strength is attained. Frost should not be permitted to penetrate below footings. BRAUN INTERTEC 0 E. Procedures E.1. Penetration Test Borings n u Chanhassen Senior Living Developer, LLC Project 614-07818 November 18, 2014 Page 20 The penetration test borings were drilled with a truck -mounted core and auger drill equipped with hollow -stem auger. The borings were performed in accordance with ASTM D 1586. Penetration test samples were taken at 2 1/2- or 5 -foot intervals. Actual sample intervals and corresponding depths are shown on the boring logs. E.2. Material Classification and Testing E.2.a. Visual and Manual Classification The geologic materials encountered were visually and manually classified in accordance with ASTM Standard Practice D 2488. A chart explaining the classification system is attached. Samples were placed in jars and returned to our facility for review and storage. E.2.b. Laboratory Testing The results of the laboratory tests performed on geologic material samples are noted on or follow the appropriate attached exploration logs. The tests were performed in accordance with ASTM procedures. E.3. Groundwater Measurements The drillers checked for groundwater as the penetration test borings were advanced, and again after auger withdrawal. The boreholes were then backfilled or allowed to remain open for an extended period of observation as noted on the boring logs. F. Qualifications F.1. Variations in Subsurface Conditions F.1.a. Material Strata Our evaluation, analyses, and recommendations were developed from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from BRAUN INTERTEC Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 21 exploration locations continuously with depth, and therefore strata boundaries and thicknesses must be inferred to some extent. Strata boundaries may also be gradual transitions, and can be expected to vary in depth, elevation, and thickness away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until additional exploration work is completed, or construction commences. If any such variations are revealed, our recommendations should be re-evaluated. Such variations could increase construction costs, and a contingency should be provided to accommodate them. F.l.b. Groundwater Levels Groundwater measurements were made under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. It should be noted that the observation periods were relatively short, and groundwater can be expected to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications, and other seasonal and annual factors. F.2. Continuity of Professional Responsibility F.2.a. Plan Review This report is based on a limited amount of information, and a number of assumptions were necessary to help us develop our recommendations. It is recommended that our firm review the geotechnical aspects of the designs and specifications, and evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs and specifications. F.2.b. Construction Observations and Testing It is recommended that we be retained to perform observations and tests during construction. This will allow correlation of the subsurface conditions encountered during construction with those encountered by the borings, and provide continuity of professional responsibility. F.3. Use of Report This report is for the exclusive use of the parties to which it has been addressed. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses, and recommendations may not be appropriate for other parties or projects. BRAUN I NTERTEC 0 FA. Standard of Care F- 'I L -J Chanhassen Senior Living Developer, LLC Project B14-07818 November 18, 2014 Page 22 In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC BRAUN INTERTEC BRAUN CL-2- PoFFN B1W]B18 paB BI/0I818 SpuY 1'.IM By IW .soi.+m: fafav cw e.1Mu9M: 1�/dal. BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -1 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 3114' HSA Autohamma DATE: 10/17114 SCALE: 1" =4' Elev. Depth feet feel Description of Materials BPF WL MC cip Tests or Notes 921.8 0.0 Symbol (Soil -ASTM D2488 a D2487, Rock-USACE EM1110-1-2908) % tsf SM .` SILTY SAND, fine-grained, trace roots, dark brown, Benchmark: 920.8 1.0 moist. (Topsoil Fill) Elevations were obtained using CL — GPS and the State SANDY LEAN CLAY, with Gravel, brown, wet, rather soft, of Minnesota's — (Glacial Till) 4 permanent base 917.8 4.0 station network. CL SANDY LEAN CLAY, with Gravel, brown, wet, medium — to very stiff. (Glacial Till) 8 20 112 _ 12 SZ Layers of Poorly Graded Sand at 8 feet. An open triangle in — the water level (WL) column — indicates the depth 12 at which — groundwater was observed while — drilling. — 16 Groundwater levels fluctuate. 17 13/4 905.8 16.0 END OF BORING. Water observed at 8 feet with 7 feet of hollow -stem auger — in the ground. — Water not observed with 14 1/2 feet of hollow -stem auger in the ground. Boring immediately backfilled with cuttings. B14-07818 Braun Interlec Corporation, Bloomington MN 55438 ST -1 page 1 of 1 0 0 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -2 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota r DRILLER: R. Hansen METHOD: 3 1/4" HSA, Autohammer DATE: 10/17/14 SCALE: 1" = 4' ' Elev. Depth ' feet feet Description of Materials BPF WL MC qp Tests or Notes 918.9 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) % tsf SM ':' : SILTY SAND, fine-grained, trace Gravel, dark brown, moist. ' 917.4 1.5 (Topsoil) _ CL SANDY LEAN CLAY, brown, wet, rather soft. (Glacial Till) 5 914.9 4.0 CL SANDY LEAN CLAY, with Gravel, brown, wet, rather soft to stiff. (Glacial Till) 5 i 7 22 8 11/2 _ 12 1 3/4 13 1 1/2 902.9 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. B14-07818 Braun Intense Corporation Bloomington MN 55438 ST -2 page 1 of 1 0 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -3 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: B. Kammermeter METHOD: 3114" HSA, Autohammer DATE: 10117/14 SCALE: 1"=4' Elev. Depth feet feet Description of Materials BPF WL MC qp Tests or Notes 912.5 0.0 Symbol (Soil -ASTM D2488 a D2487, Rode-USACE EM1110-1-2908) % tsf 9194 SM SILTY SAND, fine- to medium -grained, trace roots, dark brown, moist. — CL (Topsoil) SANDY LEAN CLAY, with Gravel, brown, wet, medium. — (Possible Fill) 6 3/4 908.5 4.0 CL SANDY LEAN CLAY, trace Gravel, brown to gray, wet, — medium to stiff. (Glacial Till) 8 19 2 _ 11 1 12 _ 14 898.5 14.0 CL SANDY LEAN CLAY, trace Gravel, gray, very stiff. — (Glacial Till) SZ 17 896.5 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 12 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. B14-07818 Braun Intertec Corporation, Bloomington MN 55438 ST -3 page 1 of 1 BRAUN'" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -4 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota ' DRILLER: B. Kammermeier METHOD: 31/4" HSA, Autohammer DATE: 10/17/14 SCALE: 1" = 4' ' Elev. Depth ' feet feet Description of Materials BPF WL MC qp Tests or Notes 909.9 0.0 Symbol (Soil -ASTM D2488 or D2487, Rack-USACE EM1110-1-2908) % tsf i SM SILTY SAND, fine -to medium -grained, trace roots, with Gravel, gray, dry. — CL (Topsoil) SANDY LEAN CLAY, with Gravel, brown to gray, wet. — (Possible Fill) 6 20 905.9 4.0 OL ORGANIC CLAY, black, wet. — _ (Swamp Deposit) 5 1 1/4 902.9 7.0 CL SANDY LEAN CLAY, dark gray, wet, rather soft. _ (Glacial Till) 5 24 900.9 9.0 CLSANDY LEAN CLAY, with Gravel, brown to gray, wet, rather soft to rather stiff. (Glacial Till) 5 1 1/2 _ 9 895.9 14.0 CL SANDY LEAN CLAY, gray, wet, rather stiff. (Glacial Till) 9 1 3/4 893.9 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 10 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 814-07818 Braun Intertec Corporation, Bloomington MN 55438 ST4 page 1 of 1 si IN Braun Project B14-07818 BORING: ST -5 GEOTECHNICAL EVALUATION LOCATION: See Chanhassen Senior Housing Project attached sketch. 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: B. Kammenneler METHOD: 3 114" HSA, Autohammer DATE: 10117114 SCALE: V. =4' Elev. Depth feet feet Description of Materials BPF W L MC qp Tests or Notes 908.3 0.0 Symbol (Soil -ASTM D2488 or D2487, Rods-USACE EM 1110-1-2908) % tsf — — 904.3 4.0 SM — _ — SILTY SAND, fine- to medium -grained, trace roots, with Gravel, gray, dry. (Topsoil) 5 5 9 11 20 3l4 31/2 21/2 OL_ ORGANIC LEAN CLAY, black, wet. (Swamp Deposit) — 902.3 6.0 CL SANDY LEAN CLAY, with Gravel, gray, wet, rather soft. (Glacial Till) — _ CL SANDY LEAN CLAY, trace Gravel, brown to gray, wet, rather stiff. (Glacial Till) 896.3 12.0 CL SANDY LEAN CLAY, trace Gravel, gray, wet, rather stiff to stiff. 11 (Glacial Till) 892.3 16.0 14 31/2 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 11 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. B14-07818 Braun Interte Corporation, Bloomington MN 55438 ST -5 page 1 of 1 0 0 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -6 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota i ' DRILLER: B. Kammermeier METHOD: 31/4" HSA, Autohammer DATE: 10116114 SCALE: 1" =4' Elev. Depth feet feet Description of Materials BPF WL MC qp Tests or Notes 920.5 0.0 Symbol (SoikASTM D2488 ar D2487, Rock-USACE EM1110-1-2908) % tsf SM SILTY SAND, dark brown, moist. (Topsoil) i — CL SANDY LEAN CLAY, trace Gravel, brown, wet, stiff. i — (Glacial Till) 14 20 16 31/4 15 14 21/2 _ 16 16 904.5 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. B14-07818 Braun Intertec Corpora8on, Bloornington MN 55438 J I t page 1 of 1 0 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -7 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 3 1/4" HSA, Autohammer DATE: 10/16/14 SCALE: 1" =4' Elev. Depth feet feet Description of Materials BPF WL MC qp Tests or Notes 922.3 0.0 Symbol (Soil -ASTM D2488 a D2487, Rock -USAGE EM1110-1-2908) % tsf SM SILTY SAND, fine -to medium -grained, with Gravel, brown, moist. CL (Topsoil) SANDY LEAN CLAY, trace Gravel, brown to gray, wet, — — medium to rather stiff. 6 (Glacial Till) 12 16 — 13 21/2 13 _ 12 23/4 13 31/4 906.3 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. 814-U/BIB Braun Intertec Corporation, Bloomington MN 55438 ST -7 page 1 of 1 0 BRAUNm INTERTEC 0 LOG OF BORING Braun Project B14-07818 BORING: ST -8 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota ! DRILLER: R. Hansen METHOD: 3114' HSA, Autohammer DATE: 10116114 SCALE: 1" =4' Elev. Depth feet feet Description of Materials BPF WL MC qp Tests or Notes 921.9 0.0 Symbol (Sal -ASTM D2488 a D2487, Rock-USACE EM1110-1-2908) % tsf SM SILTY SAND, fine -to medium -grained, trace roots, - brown, moist. CL (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium - to rather stiff. 6 21 2 1/4 - (Glacial Till) 9 10 9 31/2 909.9 12.0 Sc CLAYEY SAND, fine to medium -grained, brown, wet, medium dense. 14 (Glacial Till) 907.9 14.0 CL SANDY LEAN CLAY, trace Gravel, wet, very stiff. — (Glacial Till) 19 3 905.9 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in - the ground. - Boring immediately backfilled with cuttings. B14-07818 Braun Intenec Corporation, Bloomington MN 55438 ST -8 page 1 of 1 0 0 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -9 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 31/4" HSA, Autohammer DATE: 10116/14 SCALE: 1" ='V Elev. Depth feet feet Description of Materials BPF WL MC qp Tests or Notes 924.1 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) % tsf SM SILTY SAND, fine -to medium -grained, brown, moist. (Topsoil) — CL SANDY LEAN CLAY, trace Gravel, brown, wet, medium. — (Glacial Till) _ 6 1 1/2 920.1 4.0 CL SANDY LEAN CLAY, trace Gravel, brown, wet, medium to rather stiff. (Glacial Till) 8 _ 10 19 21/2 11 _ 11 1 3/4 12 2 908.1 16.0 END OF BORING. Water not observed with 15 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. Braun Interte Corporation, Bloornington MN 55438 Si -9 page 1 o11 0 BRAUN" INTERTEC 0 LOG OF BORING Braun Project B14-07818 BORING: STAID GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 31/4'HSA, Autohammer DATE: 10/16/14 SCALE: 1"=4' Elev. Depth feet feet Description of Matedals BPF W L qp Tests or Notes 924.0 0.0 Symbol (Sall -ASTM 02488 ar D2487, Rack-USACE Evil 110-1-2908) tsf SM SILTY SAND, fine-grained, trace Gravel, brown, moist. (Topsoil) — CL SANDY LEAN CLAY, trace Gravel, dark brown, wet, — medium. s 921.0 3.0 (Glacial Till) 6 CL SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Glacial Till) 7 i I i 8 11 23/4 _ 14 15 21/4 905.0 19.0 CL SANDY LEAN CLAY, trace Gravel, gray, wet, stiff. — (Glacial Till) 14 14 898.0 26.0 END OF BORING. Water not observed with 25 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. 814-0/818 Braun Intertec Corporation, Bloomington MN 55438 b I -1u page 1 of 1 C-] BRAUN'" INTERTEC 16 LOG OF BORING Braun Project B14-07818 BORING: ST -11 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 31/4" HSA, Autohammer DATE: 10/17/14 SCALE: 1" =4' Elev. Depth feetfeet Description of Materials BPF WL qp Tests or Notes 921.0 0.0 Symbol (Soil -ASTM D2488 a D2487, Rods-USACE EMI 110-1-2908) tsf SM SILTY SAND, fine-grained, brown, moist. — (Topsoil) CL SANDY LEAN CLAY, wet, brown, medium. — (Glacial Till) _ 6 917.0 4.0 CL SANDY LEAN CLAY, trace Gravel, brown, wet, medium to stiff. (Glacial Till) 7 21/4 _ 9 9 21/4 _ 11 Q 13 21/4 902.0 19.0 CL SANDY LEAN CLAY, with Gravel, trace Cobble, gray, — wet, very stiff to hard. (Glacial Till) 22 59 895.0 26.0 END OF BORING. Water observed at 24 1/2 feet with 25 feet of hollow -stem — auger in the ground. — Water observed at 15 feet with 25 feet of hollow -stem auger in the ground. Boring immediately backfilled with bentonite grout. B14 -U/918 Braun Interte Corporation, Bloomington MJ 55438 ST -11 page 1 of Braun Project B14-07818 BORING: ST-12 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 3 1/4" HSA Autohammer DATE: 10/16/14 SCALE: V = 4' .' Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 916.6 0.0 Symbol (SoikASTM D2488 a D2487, Rods-USACE EM1110-1-2908) tsf SM SILTY CLAYEY SAND, dark brown, moist. (Topsoil) — CL SANDY LEAN CLAY, brown, wet, medium. i— 913.6 3.0 6 CL SANDY LEAN CLAY, trace Gravel, brown, wet, rather _ stiff to stiff. (Glacial Till) 10 I 10 21/2 10 _ 15 14 2 898.6 18.0 CL SANDY LEAN CLAY, gray, wet, very stiff. _ (Glacial Till) 20 17 690.6 26.0 END OF BORING. Water not observed with 25 feet of hollow-stem auger in — the ground. — Boring immediately backfilled with cuttings. 814-07818 Braun Intertec Corporation, Bloomington MN 55438 ST -12 page 1 of 1 E BRAUN °' INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -13 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project LOCATION: See attached sketch. 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 31/4" HSA, Autohammer DATE: 10/16/14 SCALE: 11.=41! Elev. Depth feet feet Description of Materials BPF WL qp Tests or Notes 915.7 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) tsf q1,9 6 01 SM SILTY SAND, fine- to medium -grained, dark brown, wet. — (Topsoil) CL SANDY LEAN CLAY, trace Gravel, brown, wet, soft to — medium. (Glacial Till) 3 7 23/4 909.7 6.0 SC CLAYEY SAND, fine- to medium -grained, brown, moist, — medium dense. (Glacial Till) 12 906.7 9.0 CL SANDY LEAN CLAY, trace Gravel, brown, wet, rather stiff to stiff. (Glacial Till) 10 3 _ 11 11 13 21/4 11 889.7 26.0 END OF BORING. Water not observed with 25 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. B14-07818 Braun Intertec Corporafion, Bloomington MN 55438 ST -13 page 1 0 1 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -14 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota ' DRILLER: B. Kammenneier i METHOD: 31/4" HSA, Autohammer DATE: 10/17/14 SCALE: 1" =4' 0 ' Elev. Depth ' feet feet Description of Materials BPF WL qp Tests or Notes 911.7 0.0 Symbol (Sal -ASTM D2488 or D2487, Roar-USACE EMI 110-1-2908) Isf SM SILTY SAND, fine- to medium -grained, trace Gravel and — CLroots, gray, moist. (Topsoil) SANDY LEAN CLAY, with Gravel, brown to gray, wet, — ' ' very stiff. 18 — (Glacial Till) 907.7 4.0 CL SANDY LEAN CLAY, with Gravel, brown, wet, stiff to — very stiff. (Glacial Till) 20 i— I i 15 31/2 17 _ 18 18 31/2 15 21/2 888.7 23.0 CL SANDY LEAN CLAY, trace Gravel, gray, wet, hard. _ (Glacial Till) 50/2" 31/4 885.7 26.0 END OF BORING. Water not observed with 25 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 814-ui818 Braun lntertac corporation, Bloomington MN 5 38 s i -ry page t or i • BRAUN'" INTERTEC 0 LOG OF BORING Braun Project B14-07818 BORING: ST -15 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project LOCATION: See attached sketch. 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: B. Kammermeier METHOD: 3 1/4' HSA, Autohammer DATE: 10/17/14 SCALE: 1., = 4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 910.0 0.0 Symbol (Soil -ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) SM ISILTY SAND, fine -to medium -grained, trace roots, gray, — CL moist. (Topsoil) SANDY LEAN CLAY, trace roots and Gravel, brown, wet, — 907.0F3.0 medium. (Glacial Till) 6 CL FILL: Sandy Lean Clay, with Gravel, brown, wet, rather _ stiff. — (Glacial Till) 11 903.0 7.0 CL SANDY LEAN CLAY, trace Gravel, brown to gray, wet, _ stiff to very stiff. 15 (Glacial Till) 16 _ 18 22 21 886.0 24.0 CL SANDY LEAN CLAY, gray, wet, stiff. — (Glacial Till) 13 884.0 26.0 END OF BORING. Water not observed with 25 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 18 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. 814-87818 Braun Intertec Cotwabon, Bloomington MN 55438 ST -15 page 1 of 1 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -16 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota ' DRILLER: B.Kammemteier i METHOD: 31/4" HSA,Autchammer DATE: 10117/14 SCALE: 1"=4' 0 ' Elev. Depth ' feet feet Description of Materials BPF WL qp Tests or Notes 900.0 0.0 Symbol (SoikASTM D2488 m D2487, Rock-USACE EM1110-1-2908) tsf SM SILTY SAND„ fine- to medium -grained, trace roots, with — CL Gravel, brown, moist. i (Topsoil) SANDY LEAN CLAY, with Gravel, dark brown to gray, — wet, rather soft to medium. 5 13/4 — i (Glacial Till) ' 6 893.0 7.0 CL SANDY LEAN CLAY, brown, wet, stiff. _ I (Glacial Till) 13 891.0 9.0 CL SANDY LEAN CLAY, gray, wet, very stiff. — (Glacial Till) 17 2314 889.0 11.0 END OF BORING. Water not observed with 10 feet of hollow -stem auger in — the ground. — Water not observed to cave-in depth of 7 feet immediately after withdrawal of auger. Boring immediately backfilled with cuttings. B14-07818 Braun Intertec Corporation. Bloomington MN 55438 6l -16 page 1 or 1 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -17 GEOTECHNICAL EVALUATION Chanhassen Senior Housing Project LOCATION: See attached sketch. 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 3 114" HSA Autchammer DATE: 10117114 SCALE: I..= 4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 927.1 0.0 Symbol (Soil -ASTM D2488 ar D2487, Rock-USACE EM1110-1-2908) 927 0 01 SM SILTY SAND, fine-grained, with roots, brown, moist. — CL (Topsoil) SANDY LEAN CLAY, trace Gravel, brown, wet, medium — to rather stiff. (Glacial Till) 7 9 _ 12 916.1 11.0 11 END OF BORING. Water not observed with 10 feel of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. 614-U1818 Braun Intertec Corporabon, Bloomington MN 55438 ST -17 page 1 c'' 0 9 BRAUN" INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -18 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota i DRILLER: R. Hansen METHOD: 31/4' HSA, Autohammer DATE: 10117/14 SCALE: 1"=4' 0 '- Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 924.1 0.0 Symbol (Soil -ASTM D2488 a D2487, Rock-USACE EM1110-1-2908) SMSILTY SAND, fine-grained, brown, moist, medium. (Topsoil) — CL SANDY LEAN CLAY, trace Gravel, brown, wet, medium. — (Glacial Till) _ 6 I I— ' 8 918.1 6.0 CL SANDY LEAN CLAY, brown, wet, rather stiff. _ (Glacial Till) i i 1 9 10 913.1 11.0 END OF BORING. Water not observed with 10 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. B14-07818 Braun Intertm Corporation, Bloomington MN 55438 51-18 page 1 of 1 BRAUN INTERTEC LOG OF BORING Braun Project B14-07818 BORING: ST -19 GEOTECHNICAL EVALUATION LOCATION: See attached sketch. Chanhassen Senior Housing Project 8623-8635 Great Plains Boulevard Chanhassen, Minnesota DRILLER: R. Hansen METHOD: 3 114" HSA, Autohammer DATE: 1011114 SCALE: V. = 4' Elev. Depth feet feet Description of Materials BPF WL Tests or Notes 914.8 0.0 Symbol (Soil -ASTM D2488 or D2487, Rods-USACE EM1110-1-2908) q14 7 01 SM CL SILTY SAND, fine -to medium -grained, with Gravel, light brown, dry. — (Topsoil) SANDY LEAN CLAY, with Gravel, brown, wet, medium — — to very stiff. 8 (Glacial Till) 10 15 25 903.8 11.0 END OF BORING. Water not observed with 10 feet of hollow -stem auger in — the ground. — Boring immediately backfilled with cuttings. 914-07918 Braun Intertec Corporation, Bloomington MN 55438 ST -19 page 1 of 1 BRAUN ` Descriptive Terminology of Soil Ijry Standard D 2487 - 00 I N T E RT E C �,�' (Unified fied Solon of Soils Classification System) Eng Purposes I a Basedon the marerialpessirgihe3in (75mmj risco. b. If field sample contained cobbles or bodders, or both, add ^xith rubbles or boulders or loom- to group name. c. C� = D./ Da C�=(Dad' D10 x D® d Mewl conlairls215%sand sed With saxP rogmry come. a Gmvelswim 5tc 12%finesregdredual symbols: GWGM well -graded gravel with silt GW -GC wellgraded gravel wan day GP -GM poorly gredetl grant withsih GP -GC poorly graded gravel with day t M fines dassity as CL -ML, use dual symbol GG -GM or SC -SM. g. Mfires ars organic, add lvith olganicfines-logmup name. In it soil contains 215% gravel, add 'with grave- to group name. i. Sandswitti 12%fines aXamde! symbols SWSM walgradedsandwith silt SWSC wellgradedsand with day $P -SM poorly goaded sant with silt SP -SC pooh graded sand win day j. it Adertherg Iimrs plot in hatched area ads is a CL -Mt silly day. k Mesa contains 10to29%plus Nc.2m,addlvlh sanC orwln graverwtirlevarispredarirenl I. Itadl contaim200% plus No. 2n0,prednnimr ysaxtedd'mndy'MgroWname. in Itsdlmrtains230% plus No. 200predpnin ritygravel, adt'gravelly togroupname. n. PI 24 and plots an or above °A- lire. e. PI <4 or plots below, W line. p. PI plots on or above'A- line. q. PI plots below W lire. 60 50 2L 40 X 41 v � 30 y 20 R IL Criteria for Assigning Group Symbols and Soils Classification Cobbles _........................_... Group Names Using Laboratory Tests a Gmup DD Dry density, pd OC Organic content.% WD Symboll Group Name ^ eo Gravels Clean Gravels C.24and1SC°<3` GW Well -graded gravel c $ More than 50% of 5% or less fines • C,< 4 and/or 1 > C,,> 3 ` GP Poody graded graveld m c m Q m mares fraction retained on Gravels with Fines Finesd as MLor MH GM Silty ravel die Fines classify as CL or CH GC Clayey graveling o No. 4 sieve More than 12% fines ° 91 Sands Clean Sands C„> 6 and 1 < C° 25.3c SW Well -graded send ^ C.< 6 and/or 1 > Ci> 3 ` SP Poorly graded sand ^ ! c i 50% or more of 5% or less fines I coarse fraction Sandswith Fines SSIfY Fines da as ML or MH SM Si sand 19h itY e Q passes c E No, 4sieve More than 12%I Fines classify as CL or CH SC Clore sandreh e 5 Inorganic PI > 7 and plots on or allow 'K line I CL Lean dayx I m lot <4 or plots below -A-lined ML silt"I'" is n v SiOs and Clays e m - u' ,c is .y Liquid limit less man it Organic Liquid limit - oven dried < 0.75 OL Organic day k I m e m C- Liquid limit - not dried OL Organic sill x l m o = o r E Sift and clays nic PI plots on or above'A' line CH Fat da -A'tine d e `o z Liquid limit PI plots heow MH Elastic sit k "• 70rW97anab Liquidlimit - oven dried <075 OH Organic day I u� 'm 50 or more Liquid limit- not dried ON Organo sht k "' ^ Highly Organic Soils Primarily organic matter, dark in color and organic odor PT Peal a Basedon the marerialpessirgihe3in (75mmj risco. b. If field sample contained cobbles or bodders, or both, add ^xith rubbles or boulders or loom- to group name. c. C� = D./ Da C�=(Dad' D10 x D® d Mewl conlairls215%sand sed With saxP rogmry come. a Gmvelswim 5tc 12%finesregdredual symbols: GWGM well -graded gravel with silt GW -GC wellgraded gravel wan day GP -GM poorly gredetl grant withsih GP -GC poorly graded gravel with day t M fines dassity as CL -ML, use dual symbol GG -GM or SC -SM. g. Mfires ars organic, add lvith olganicfines-logmup name. In it soil contains 215% gravel, add 'with grave- to group name. i. Sandswitti 12%fines aXamde! symbols SWSM walgradedsandwith silt SWSC wellgradedsand with day $P -SM poorly goaded sant with silt SP -SC pooh graded sand win day j. it Adertherg Iimrs plot in hatched area ads is a CL -Mt silly day. k Mesa contains 10to29%plus Nc.2m,addlvlh sanC orwln graverwtirlevarispredarirenl I. Itadl contaim200% plus No. 2n0,prednnimr ysaxtedd'mndy'MgroWname. in Itsdlmrtains230% plus No. 200predpnin ritygravel, adt'gravelly togroupname. n. PI 24 and plots an or above °A- lire. e. PI <4 or plots below, W line. p. PI plots on or above'A- line. q. PI plots below W lire. 60 50 2L 40 X 41 v � 30 y 20 R IL 10 7 4 00 10 16 20 30 40 s0 60 70 60 90 100 110 Boulders ............................... Liquid Limit (LL) Cobbles _........................_... Who 12' Laboratory Tests DD Dry density, pd OC Organic content.% WD Wet density, pd s Percent of saturation, % MC Natural moisture content, % SG Specificgravity LL Ligiuid limit, % C Cohesion, list PL Plastic limit % 0 Angle of internal friction PI WNWI.■■ qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf IMNNEMEME MMM.■.■ FA 10 7 4 00 10 16 20 30 40 s0 60 70 60 90 100 110 Particle Size Identification Boulders ............................... Liquid Limit (LL) Cobbles _........................_... Who 12' Laboratory Tests DD Dry density, pd OC Organic content.% WD Wet density, pd s Percent of saturation, % MC Natural moisture content, % SG Specificgravity LL Ligiuid limit, % C Cohesion, list PL Plastic limit % 0 Angle of internal friction PI Plasticity index, % qu Unconfined compressive strength, psf P200 % passing 200 sieve qp Pocket penetrometer strength, tsf Particle Size Identification Boulders ............................... over 1V Cobbles _........................_... Who 12' Gravel Medium .................................... Coarse ............................ 3/4' to 3 - Fine ................................. No. 4 to 3/4' Sand Very stiff ................................... Coarse ............................ No. 4 to No. 10 Medium ........................... No. to to No. 40 Fire ................................. No. 40 to No. 200 Sill ....................................... <No. 200. Pi<4 or below 'K line Clay .....................................< No. 200, PI24 and on or above'A' line Relative Density of Cohesionless Soils Very loose ................................ 0 to 4 BPF Loose ....................................... 5 to 10 BPF Medium dense ......... 11 to 30 BPF Dense ...................................... 31 to 50 BPF Very dense ............................... over 50 BPF Consistency of Cohesive Soils Very so0.................-................ 0 to 1 BPF Soft ._ .................................... 2to3 BPF Ramer soft ............................... 4 to 5 BPF Medium .................................... 6 to 8 BPF Ramer stiff ............................... 9 to 12 BPF Stitt ....................................... 13 to 16 BPF Very stiff ................................... 17 to 30 BPF Had ....................................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 31/4'or 61/4' ID hollow -stem augers unless noted otherwise, Jetting water was used to clean out auger prior to sampling only where indicated an logs. Standard penetration test borings are designated by the prefix 'ST' (Split Tube). All sampleswere taken with the standard 2'OD split -tube sampler, except where noted. Power auger borings were advanced by 4' or 6' diameter continuous - flight, solid -stem augers. Soil classifications and strata depths were in- ferred from disturbed samples sugared to the surface and are, therefore, somewhat approximate. Power auger borings are designated by the prefix'B.' Hand auger borings were advanced manually with a 1 1/2' or 3 1/4' diameter auger and were limited to the depth from which the auger could be manually withdrawn. Hand auger borings are indicated by the prefix -H. BPF: Numbers indicate blows per foot recorded in standard penetration lest, also known as'N'value. The sampler was set 6' into undisturbed soil below the hollow -stem auger. Driving resistances were then counted for second and third 6' increments and added to get BPF Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6' increments, respectively. WH: WH indicates the sampler penetrated soil underweight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated mil under weight of rods alone; hammer weight and driving not required. TW indicates thin-walled (undisturbed) tube sample. Note: Al tests were run in general accordance with applicable ASTM standards. Rev 7,07 To: Michael Hoagberg Chanhassen Senior Living Developer LLC From: Matt Pacyna, PE, Senior Associate Jordan Schwarze, PE, Senior Engineer Date: November 21, 2014 Subject: Chanhassen Senior Facility Traffic Study Introduction 0 Memorandum SRFNo. 0148676 CITY OF CHANHASSEN RECEIVED DEC 0 5 2014 CHANHASSEN PLANNING DEPT SRF has completed a traffic study for the proposed senior living facility development located near the TH 212/County Highway 101 interchange in the City of Chanhassen (see Figure 1: Project Location). The main objectives of this study are to review existing operations within the study area, evaluate the traffic impacts to the adjacent roadway network, and recommend any necessary improvements to accommodate the proposed development. Furthermore, this study will provide a comparison between the traffic impacts associated with the proposed development and those associated with the maximum potential traffic demand under the proposed zoning, which is assumed to be market rate apartments. The following information provides the assumptions, analysis and study recommendations offered for consideration. Existing Conditions The existing conditions were reviewed to establish a baseline in order to identify any future impacts associated with the proposed development. The evaluation of existing conditions includes peak period intersection turning movement counts, field observations and an intersection capacity analysis. Data Collection Peak period turning movement counts were collected by SRF during the week of October 27, 2014 at the following study intersections: • County Highway 101 and Lake Susan Drive/TH 212 Westbound Ramps • County Highway 101 and 86th Street Note that the 86th Street/Mission Hills Drive intersection tnlumes were derived from County Highway 101 / 86th Street intersection turning movement counts and surrounding land use trip generation estimates. Historical and year 2013 annual average daily traffic (AADT) volumes within the study area were provided by the Minnesota Department of Transportation (MnDOT). ONE CAaisON PARKWAY, SUITE 150 1 MD NEApous, MN 55447 1 763.475.0010 1 wwwsucoxsuLnNG.coni SCANNED DEStIGNERS Consulting Group, Inc. To: Michael Hoagberg Chanhassen Senior Living Developer LLC From: Matt Pacyna, PE, Senior Associate Jordan Schwarze, PE, Senior Engineer Date: November 21, 2014 Subject: Chanhassen Senior Facility Traffic Study Introduction 0 Memorandum SRFNo. 0148676 CITY OF CHANHASSEN RECEIVED DEC 0 5 2014 CHANHASSEN PLANNING DEPT SRF has completed a traffic study for the proposed senior living facility development located near the TH 212/County Highway 101 interchange in the City of Chanhassen (see Figure 1: Project Location). The main objectives of this study are to review existing operations within the study area, evaluate the traffic impacts to the adjacent roadway network, and recommend any necessary improvements to accommodate the proposed development. Furthermore, this study will provide a comparison between the traffic impacts associated with the proposed development and those associated with the maximum potential traffic demand under the proposed zoning, which is assumed to be market rate apartments. The following information provides the assumptions, analysis and study recommendations offered for consideration. Existing Conditions The existing conditions were reviewed to establish a baseline in order to identify any future impacts associated with the proposed development. The evaluation of existing conditions includes peak period intersection turning movement counts, field observations and an intersection capacity analysis. Data Collection Peak period turning movement counts were collected by SRF during the week of October 27, 2014 at the following study intersections: • County Highway 101 and Lake Susan Drive/TH 212 Westbound Ramps • County Highway 101 and 86th Street Note that the 86th Street/Mission Hills Drive intersection tnlumes were derived from County Highway 101 / 86th Street intersection turning movement counts and surrounding land use trip generation estimates. Historical and year 2013 annual average daily traffic (AADT) volumes within the study area were provided by the Minnesota Department of Transportation (MnDOT). ONE CAaisON PARKWAY, SUITE 150 1 MD NEApous, MN 55447 1 763.475.0010 1 wwwsucoxsuLnNG.coni SCANNED 0 0 RION I Existing Conditions Figure 2 Consulting Group, inc Chanhassen Senior Facility Traffic Study 0148676 Chanhassen, MN November 2014 0 Michael Hoagberg Chanhassen Senior Living Developer LLC 0 November 21, 2014 Page 3 In addition to the intersection turning movement counts, observations were completed to identify roadway characteristics within the study area (i.e. roadway geometry, posted speed limits, and traffic controls). Currently, County Highway 101 is a four -lane divided roadway with a posted speed limit of 45 miles per hour (mph). 86th Street is a two-lane roadway with no posted speed limit and parking allowed only along its north side. The study intersections are side -street stop controlled, except the County Highway 101/Lake Susan Drive intersection which is signalized. It should be noted that County Highway 101 is functionally classified as a minor arterial, while other study roadways are classified as local streets. Existing geometries, traffic controls, and volumes within the study area are shown in Figure 2. Existing Intersection Capacity Analysis An existing intersection capacity analysis was completed to establish a baseline condition to which future traffic operations could be compared. The study intersections were analyzed using Synchro/ SimTraffic software (V8.0). Capacity analysis results identify a Level of Service (LOS) which indicates how well an intersection is operating. Intersections are ranked from LOS A through LOS F. The LOS results are based on average delay per vehicle, which correspond to the delay threshold values shown in Table 1. LOS A indicates the best traffic operation, while LOS F indicates an intersection where demand exceeds capacity. Overall intersection LOS A though LOS D is generally considered acceptable in the Twin Cities Metropolitan Area. Table 1. Level of Service Criteria for Signalized and Unsignalized Intersections LOS Designation Signalized Intersection Average Delay/Vehicle (seconds) Unsignalized Intersection Average Delay/Vehicle (seconds) A < 10 510 B >10-20 >10-15 C >20-35 >15-25 D >35-55 >25-35 E >55-80 >35-50 F > 80 > 50 For side -street stop controlled intersections, special emphasis is given to providing an estimate for the level of service of the side -street approach. Traffic operations at an unsignalized intersection with side -street stop control can be described in two ways. First, consideration is given to the overall intersection level of service. This takes into account the total number of vehicles entering the intersection and the capability of the intersection to support these volumes. Second, it is important to consider the delay on the minor approach. Since the mainline does not have to stop, the majority of delay is attributed to the side -street approaches. It is typical of intersections with higher mainline traffic volumes to experience high levels of delay (Le. poor levels of service) on the side -street approaches, but an acceptable overall intersection level of service during peak hour conditions. 0 Michael Hnagberg Chanhassen Senior Living Developer LLC E November 21, 2014 Page 5 Results of the existing intersection capacity analysis shown in Table 2 indicate that all study intersections currently operate at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the field or traffic simulation at the study intersections. It should be noted that all results shown represent the SimTraffic analysis due to the proximity of the County Highway 101/Lake Susan Drive intersection traffic signal and its impacts on operations at the County Highway 101/86th Street intersection. Table 2. Existing Intersection Capacity Analysis Intersection A.M. Peak Hour I P.M. Peak Hour LOS Delay LOS Delay County Highway 101/1-ake Susan Drive B 12 sec. B 17 sec. County Highway 101/86th Streettrl A/B 13 sec. A/A 9 sec. 86th Street/Mission Hills Drive(') A/A 3 sec. A/A 2 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst approach LOS. The delay shown represents the worst side trees approach delay. Year 2017 No Build Conditions To help determine impacts associated with the proposed development, traffic forecasts were first developed for year 2017 no build conditions (i.e. one year after anticipated completion). The no build condition takes into account general area background growth and traffic generated by adjacent developments, if any. The evaluation of year 2017 no build conditions includes details on the adjacent development, traffic forecasts and an intersection capacity analysis. Adjacent Development Based on discussions with City staff, the Preserve at Rice Lake development is expected to be complete prior to the proposed development. The Preserve at Rice Lake is located north of TH 212, near the eastern terminus of 86th Street (see Figure 3: Adjacent Development). This adjacent development will consist of 16 single-family homes and is currently under construction. Motorists traveling to/from the Preserve at Rice Lake would primarily be expected to utilize 86th Street, though Mission Hills Lane could also be utilized to access County Highway 101 northbound. Adjacent development trips were estimated using the ITE Trp Generation Manaal Nintb Edition. These trips were distributed throughout the area based on the directional distribution shown in Figure 4, which was developed based on existing travel patterns within the area and engineering judgment. Results of the trip generation estimates shown in Table 3 indicate that the adjacent development is expected to generate 12 a.m. peak hour, 16 p.m. peak hour, and 152 daily trips. A-' RIN I Directional Distribution C .... l f g,uy, Ina. Chanhassen Senior Facility Traffic Study Figure 4 0148676 Chanhassen, MN November 2014 0 Michael Hoagberg November 21, 2014 Chanhassen Senior Living Developer LLC page 8 Table 3. Trip Generation Estimates - Adjacent Development A.M. Trips P.M. Trips Daily Land Use Type (ITE Code) Size Trips In Out In Out Single -Family Detached Housing (210) 16 Dwelling Units 3 9 10 6 152 Year 2017 No Build Traffic Forecasts To determine the general area background growth rate, historical AADT volumes and the forecasts presented in the City of Chanhassen 2030 Comprebensim Plan were considered. Based on the information available, an annual growth rate of one percent was applied to the existing peak hour and daily traffic volumes. This background growth rate accounts for motorists that are expected to travel through the study area. The resultant year 2017 no build conditions, including general area background growth and traffic generated by the adjacent development, are shown in Figure 5. Year 2017 No Build Intersection Capacity Analysis To determine how the adjacent roadway network will accommodate year 2017 no build traffic forecasts, an intersection capacity analysis was completed using Synchro/SitnTraffic software. Results of the year 2017 no build intersection capacity analysis shown in Table 4 indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. Table 4. Year 2017 No Build Intersection Capacity Analysis Intersection A.M. Peak Hour I P.M. Peak Hour LOS Delay LOS Delay County Highway 101/Lake Susan Drive B 12 sec. B 17 sec. County Highway 101/86th Street() A/B 13 sec. A/B 11 sec. 86th Street/Mission Hills Driven) q/A 3 sec. AlA 3 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst approach LOS. The delay shown represents the worst sidestreet approach delay. Proposed Development The proposed development is located along the east side of County Higbway 101, north of TH 212 and south of 86th Street. The current development proposal shown in Figure 6 consists of senior housing including 18 independent living townhomes and a 134 -unit facility offering memory care, assisted and independent living. The proposed development is expected to be constructed by the end of the year 2016. Access to the development is proposed along the south side of 86th Street across from Mission Hills Drive. Further discussion regarding site access is documented later in this study. 0 0 Year 2017 Build Conditions Figure 7 ,ou � Consulting Croup, Inc. Chanhassen Senior Facility Traffic Study 0148676 Chanhassen, MN November 2014 0 Michael Hoagberg Chanhassen Senior Living Developer LLC Year 2017 Build Conditions November 21, 2014 Page 11 To help determine impacts associated with the proposed development, traffic forecasts were next developed for year 2017 build conditions (i.e. one year after anticipated completion). The build condition takes into account general area background growth and traffic generated by the adjacent and proposed developments. The evaluation of year 2017 build conditions includes details on the traffic forecasts and an intersection capacity analysis. Year 2017 Build Traffic Forecasts To account for traffic impacts associated with the proposed development, trip generation estimates for the a.m. and p.m. peak hours and a daily basis were developed. These estimates, shown in Table 5, were developed using the ITE Tip Generation Maxum Nintb Edition. It should be noted that several land use assumptions were used to identify specific development types and sizes for trip generation purposes based on discussions with project staff. These assumptions are intended to provide a realistic development scenario that could occur. Table 5. Trip Generation Estimates - Proposed Development Land Use Type (ITE Code) Size A.M. Trips P.M. Trips Daily Trips In Out In Out Residential Townhouse (230) 18 Dwelling Units 1 7 6 3 105 Senior Adult Housing -Attached (252) 67 Dwelling Units 5 9 9 8 230 Congregate Care Facility (253) 67 Dwelling Units 2 2 6 5 135 Totes Trips 8 18 21 16 470 Results of the trip generation estimates indicate the proposed development is expected to generate approximately 26 a.m. peak hour, 37 p.m. peak hour, and 470 daily trips. The trips generated were distributed throughout the area based on the directional distribution shown previously in Figure 4. The resultant year 2017 build conditions, including general area background growth and traffic generated by the adjacent and proposed developments, are shown in Figure 7. Year 2017 Build Intersection Capacity Analysis To determine how the adjacent roadway network will accommodate year 2017 build traffic forecasts, an intersection capacity analysis was completed using Synchro/SimTraffic software. Results of the year 2017 build intersection capacity analysis shown in Table 6 indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the proposed development on study area traffic operations, roadway improvements are not required under year 2017 build conditions from a traffic operations perspective. 0 0 W ON I Year 2017 No Build Conditions 9 Consulting Group, Inc. Chanhassen Senior Facility Traffic Study Figure 5 0148676 Chanhassen, MN November 2014 Ip Q LIYear 2017 Build Conditions -Alternate Development , Figure 8 � � Consvlling G.oup, In<. Chanhassen Senior Facility Traffic Study 0148676 Chanhassen, MN November 2014 Michael Hoagberg Chanhassen Senior Living Developer LLC Table 6. Year 2017 Build Intersection Capacity Analysis November 21, 2014 Page 13 Intersection A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay County Highway 101/1-ake Susan Drive B 12 sec. B 18 sec. County Highway 101/86th Street() A/B 13 sec. A/B 11 sec. 86th Street/Mission Hills Drive(') A/A 5 sec. A/A 4 sec. (1) Indicates an unsignalized intersection with sidestreet stop control, where the overall LOS is shown followed by the worst approach LOS. The delay shown represents the worst side -street approach delay. Year 2017 Build Conditions - Alternate Development While the proposed senior living facility development is not expected to significantly impact traffic operations within the study area, it should be noted that the proposed zoning of the study property would allow for a more intense land use. Based on discussions with City staff, the highest intensity land use under the proposed zoning is assumed to be market rate apartments. Therefore, to better understand the impacts under an alternate development scenario, traffic forecasts and an intersection capacity analysis were once again completed. Year 2017 Build Traffic Forecasts - Alternate Development To account for traffic impacts associated with the alternate development, trip generation estimates for the a.m. and p.m. peak hours and a daily basis were developed. These estimates shown in Table 7 were developed using the ITE Tip Generation Manual, Nintb Edition. It should be noted that a density of approximately 20 dwelling units per acre was assumed based on an inventory of nearby apartment complexes, which equates to approximately a 175 -unit apartment complex. Table 7. Trip Generation Estimates - Alternate Development Land Use Type (ITE Code) Apartment (220) Size 175 Dwelling Units A.M. Trips P.M. Trips I Daily In Out In Out Trips 18 1 71 1 71 l 38 1 1,164 Results of the trip generation estimates indicate the alternate development would be expected to generate approximately 89 a.m. peak hour, 109 p.m. peak hour, and 1,164 daily trips. The trips generated were distributed throughout the area based on the directional distribution shown previously in Figure 4. The resultant year 2017 build conditions, including general area background growth and traffic generated by the adjacent and alternate developments, are shown in Figure 8. Michael Hoagberg Chanhassen Senior Living Developer LLC Year 2017 Build Intersection Capacity Analysis -Alternate Development November 21, 2014 Page 15 To determine how the adjacent roadway network will accommodate year 2017 build traffic forecasts under the alternate development scenatio, an intersection capacity analysis was completed using Synchro/SimTraffic software. Results of the year 2017 build intersection capacity analysis shown in Table 8 indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the alternate development on study area traffic operations, roadway improvements would not be required under year 2017 build conditions from a traffic operations perspective. Table 8. Year 2017 Build Intersection Capacity Analysis -Alternate Development Intersection A.M. Peak Hour P.M. Peak Hour LOS Delay LOS Delay County Highway 101/Lake Susan Drive B 13 sec. B 18 sec. County Highway 101/86th Street') A/C 18 sec. A/B 14 sec. 86th Street/Mission Hills Drive(u A/A 8 sec. A/A 5 sec. (1) Indicates an unsignalized intersection with side -street stop control, where the overall LOS is shown followed by the worst approach LOS. The delay shown represents the worst side -street approach delay. Site Plan/Access Review A review of the proposed site plan was completed to identify any issues and recommend potential improvements with regard to parking, access spacing, sight distance, traffic control, and circulation. Parking As noted previously, on -street parking is allowed along the north side of 86th Street. Neighborhood concerns were expressed regarding parked cars causing sight obstructions in the vicinity of horizontal curves along 86th Street. However, since all of the parking demand associated with the senior living facility is expected to be accommodated on site, the proposed development is not expected to impact on -street parking. Access Spacing The proposed development access is expected to replace an existing field access along the south side of 86th Street across from Mission Hills Drive. Since the 86th Street/Mission Hills Drive intersection already exists as a full -access intersection, the proposed development access does not represent a significant change in access spacing and is in a logical location. It should be noted that an existing curb cut along County Highway 101 is not expected to be utilized/changed as part of the proposed development Michael Hoagberg November 21, 2014 Chanhassen Senior Living Developer ILC Page 16 Sight Distance Based on field observations, horizontal curves exist along County Highway 101 to the north and south of the 86th Street intersection. Additionally, a vertical crest exists in the terrain of the study property which limits the sight distance to the south for motorists along 86th Street Therefore, a review of the existing sight distance was completed. The required sight distance from a minor street, as indicated in A Policy on Geometric Design of Higbmays and Streets by AASHTO, is 500 feet for a 45 mph mainline roadway. Based on the field observations at 86th Street, there is approximately 620 feet of sight distance to the south and more than 1,000 feet of sight distance to the north along County Highway 101. Therefore, the sight distance available at the County Highway 101/86th Street intersection is sufficient to clearly identify approaching vehicles. However, special consideration should be made to limit any sight distance impacts from future structures, landscaping and signing. Traffic Control/Traffic Circulation Internal traffic controls were not identified. However, the following should be considered when designing internal traffic controls: • Incorporate traffic controls, signing and striping based on guidelines established in the Manual on Uniform Traffic Control Devices (MUTCD). o In particular, it is important to identify traffic controls at intersections between internal roadways/driveways to minimize vehicular conflicts and driver confusion. Based on this guidance, stop control should be implemented at the site access to 86th Street to reduce the potential for driver confusion. A review of the proposed site circulation was also completed. The movement of general passenger vehicles within the proposed development is not expected to be an issue. However, truck turning movements should be reviewed to ensure that large vehicles (e.g. delivery/garbage/recycling trucks) have adequate accommodations to negotiate internal roadways. Furthermore, it is recommended that one-way operations be implemented at the access points to the parking lots of the main senior living facility. One-way operations should then be continued into the facility pick-up/drop-off zone to provide an orderly flow of traffic. Finally, it should be noted that the raised median along 86th Street west of Mission Hills Drive will likely need to be modified to accommodate large vehicles exiting the proposed development. It is recommended that the raised median be modified near the 86th Street/Mission Hills Drive intersection to allow for these types of maneuvers. The modification should include striping to help delineate the travel/tum lanes. An illustration of recommended improvements is presented in Figure 9. WON I Recommended Improvements C—� If .s ee, Chanhassen Senior Facility Traffic Study Figure 9 0148676 Chanhassen, MN November 2014 • Michael Hogberg Chanhassen Senior Living Developer LLC Summary and Conclusions November 21, 2014 Page 18 The following study conclusions and recommendations are offered for your consideration: • Results of the existing intersection capacity analysis indicate that all study intersections currently operate at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the field or traffic simulation at the study intersections. • To help determine impacts associated with the proposed development, traffic forecasts were first developed for year 2017 no build conditions (i.e. one year after anticipated completion). The no build condition takes into account general area background growth and traffic generated by the adjacent Preserve at Rice Lake development. o An annual growth rate of one percent was applied to the existing peak hour and daily traffic volumes to account for general background growth. o The Preserve at Rice Lake development is expected to generate 12 a.m. peak hour, 16 p.m. peak hour, and 152 daily trips. • Results of the year 2017 no build intersection capacity analysis indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. • The proposed development is located along the east side of County Highway 101, north of TH 212 and south of 86th Street and is expected to be constructed by the end of the year 2016. o The current development proposal consists of senior housing including 18 independent living townhomes and a 134 -unit facility offering memory care, assisted and independent living. o Access to the development is proposed along the south side of 86th Street across from Mission Hills Drive. • The proposed development is expected to generate approximately 26 a.m. peak hour, 37 p.m. peak hour, and 470 daily trips. • Results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. o Given the minimal anticipated impact caused by the proposed development on study area traffic operations, roadway improvements are not required under year 2017 build conditions from a traffic operations perspective. Michael Hoagberg November 21, 2014 Chanhassen Senior Living Developer LLC Page 19 • An alternative land use scenario was also reviewed to understand the impacts of the highest intensity use allowed under the proposed zoning, which was assumed to be market rate apartments. o Approximately 175 apartment units were assumed, which would be expected to generate approximately 89 a.m. peak hour, 109 p.m. peak hour, and 1,164 daily trips. • Results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating at an acceptable overall LOS B or better during the a.m. and p.m. peak hours under the alternate development scenario. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. o Given the minimal anticipated impact caused by the alternate development on study area traffic operations, roadway improvements would not be required under year 2017 build conditions from a traffic operations perspective. • Parking, access spacing, sight distance, traffic control, and circulation were reviewed in the Site Plan/Access Review section. Key recommendations and considerations include the following: o Special consideration should be made to limit any sight distance impacts from future structures, landscaping and signing. o When designing internal traffic controls, incorporate improvements based on guidelines established in the Manual on Uniform Traic Control Devices. In particular, it is important to identify traffic controls at intersections between internal roadways/driveways to minimize vehicular conflicts and driver confusion. o Implement stop control at the site access to 86th Street to reduce the potential for driver confusion. o Review truck turning movements to ensure that large vehicles have adequate accommodations to negotiate internal roadways. o Implement one-way operations at the access points to the parking lots and pick-up/ drop-off zone of the main senior living facility. o Modify the raised median at the 86th Street/Mission Hills Drive intersection and stripe 86th Street to help delineate the travel/tum lanes. K\P*&\8676\rs\ _141121.d � . 0 • CITy OF RECEIVED SEN PROJECT NARRATIVE DEC 0 5 2014 CHANHASSEN PLANNING3DEPT Mission Hills Senior Living Hwy 101 and 212, Chanhassen, Minnesota Project Team: Owner/Developer Design Lead / Architecture Headwaters Development Sperides Reiners Architects, Inc. 17550 Hemlock Avenue 4200 West Old Shakopee Road Lakeville, MN 55044 Bloomington, MN 55437 Contact: Michael Hoagberg, Managing Member Contact: Eric A. Reiners, AIA Phone: 952-378-4386 Phone: 952-996-9662 Email: mhoagbera@CH-HoldinesLLC.com email: ereiners@srarchitectsinc.com Facility Operator Civil Engineer Ebenezer BKBM Engineers 2722 Park Ave. South 5930 Brooklyn Blvd. Minneapolis, MN 55407 Minneapolis, MN 55429 Contact: Susan Farr Contact: Keith Matte, PE Phone: 612-874-3460 Phone: 763-843-0464 Structural Engineer Surveyor BKBM Engineers Sunde Land Surveying 5930 Brooklyn Blvd. 9001 East Bloomington Freeway Ste. 118 Minneapolis, MN 55429 Bloomington, MN 55420 Contact: Tina Wyffles Contact: Lenny Carlson, PLS Phone: 763-843-0420 Phone: 952-881-2455 General Contractor Traffic Engineer Engelsma Construction, Inc. SRF Consulting Group, Inc. 7119 31" Avenue North One Carlson Parkway North, Suite 150 Minneapolis, MN 55427 Minneapolis, MN 55447-4443 Contact: Jeff Engelsma Contact: Jordan Schwarze, PE Phone: 763-536-9200 Phone: 763-452-4787 SCANNED 0 0 PROJECT SITE DATA Parcel Basics The existing site is currently an undeveloped, 8.64 acre parcel identified as Mission Hills Outlot E. The property is bounded by Trunk Highway 101 to the west, Trunk Highway 212 to the south, 86`h Street West on the north, and Mission Hills Outlot B with previously developed townhomes to the east. Project Land Use Data The project site falls under the Chanhassen Mixed -Use guiding (Commercial/Residential), and the Mission Hills PUD Neighborhood Commercial zoning. Highway 101/212/Lyman Boulevard Neighborhood Land Use Study completed and published by the City of Chanhassen Planning Staff on October 28, 2008, specifically identified this project parcel as a desirable candidate for senior housing. The property does not fall within any shore land, highway, or other special overlay districts. Under the permitted residential land use for the parcel, residential density calculations as provided by Planning Staff, is comprised of 16 allowable residential units per acre across the 7.72 net site acres (123.5 units), plus 33 total residential units of un -used unit density from the original Mission Hills PUD development. The result is a total allowable zoned site density of 156 residential units. Mission Hills PUD does not specifically govern parking, hardcover, setbacks or building heights and these components of the proposed development will be guided by the city's underlying district guidelines. City ordinance requires 1 parking space for each independent living unit, one parking space for every three assisted living units, plus parking for visitors and staff. Refer to the matrix below for a parking summary illustrating required and provided parking. Parking Required Provided Independent Living Unit 1 per townhouse unit =18 18 1 per apartment unit = 66 66 Assisted Living Unit 1 for every 3 assisted unit = 23 23 Staff (maximum shift) 1 per employee = 24 24 Guests & Visitors 35 TOTAL PARKING 131+Visitors 166 The site will have a total of 52 surface parking spaces for staff and visitors. This is comprised of 42 spaces directly in front of the main building, and 10 spaces for town home guests. The main building will also have 96 underground parking spaces, and the town home villas will have 18 individual garage stalls bringing the site total to 166 parking spaces. In addition, the driveways leading to each of the town homes has been planned with a minimum length of twenty feet to accommodate additional parking directly in front of each unit if required. Since most of our residents are not expected to drive, we expect many of our employees will park under the main building which will leave surface spaces for visiting friends and relatives. w • • PROJECT DEVELOPMENT DATA Program The site will be developed and finished to accommodate a 134 -unit, senior housing structure whose primary focus will be to provide independent living, assisted living and memory care apartments to senior citizens together with a full continuum of care allowing the residents to comfortably age in place, while supported by the full range of additional services provided by Ebenezer, the facility operator. Additionally, the site will contain nine (9) twin homes, adding eighteen more independent living units to the development. These single story twin homes will be located on the north end of the site and closest to the site entrance and West 86`" Street. Total planned residential units on site will be 152. The site will also include a series of amenities for the residents as well. These amenities include patios, gardens, and walking paths. The walking paths will also connect to the central site circulation as well as the public sidewalk along west 86`h Street that was developed as a part of the original Mission Hills development P.U.D. Site The existing site is currently undeveloped, roughly graded for agricultural use, and contains only volunteer vegetation with the exception of its boundary with the town home property to the east, which is densely planted. Many of the mature volunteer trees along the east and north boundaries of the site will be preserved as a part of the final development plan. Under this development plan, however, the site will be re -graded to accommodate the planned building and necessary infrastructure and construction. Impervious surface coverage for this site was not redefined in the original P.U.D. and thus, the city ordinance for this development type will govern, limiting hardcover to 50% and requiring a minimum of 50% green space. As illustrated in the summary matrix below and the summary tables on the Civil Engineering sheets in the submittal set, the green space requirement is met. Developed property area: 376,546 SF 8.644 Acres Building footprints: 81,255 SF 1.865 Acres Total impervious surface area: 175,111 SF 4.02 Acres 46.50% of Site Total green surface area: 201,435 SF 4.62 Acres 53.50% of Site Engineering and Utilities Project civil engineers, BKBM Engineers, together with city engineering staff have worked closely in preliminary stages to accommodate and properly configure the building development, site coverage and storm water management, as well as the requisite utility connections. Storm water management plan, including collection, treatment, infiltration, rate control and discharge are fully explained and detailed within the submittal drawings. Building Design The main building will be a combination three and four-story wood frame structure over a concrete and precast basement — a structural configuration and height implemented elsewhere in Chanhassen at developments such as SummerWood of Chanhassen located just north of this proposed development site. The basement level will house utility, storage and inside parking functions for the structure. The ground floor will welcome residents and visitors through the main entrance with a covered drop-off, house most of the building's public spaces including commercial kitchen and dining rooms, and connection to the rest of the development amenities. Ground floor will also encompass the primary health care functions, guest suite, a closed 14 -suite memory care wing, and twenty-three (23) of the 120 independent and assisted living apartment units will be on the first level. Levels two and three will contain another seventy-five (75) resident apartments varying in size from 514 SF studios to 1,224 SF, two-bedroom, two -bath residences. Selected residences are provided with balconies and other unit amenities. Each floor also contains spaces for health care attendants, and common area functions such as laundry (to supplement washer/ dryers available in most units). Level four will house the final twenty-two (22) residential units. Once again, a cross-section of larger units are provided with balconies to take advantage of wonderful views over the surrounding areas. The fourth level also provides additional resident common areas such as a 20 -seat theater, as well as a library that overlooks the entire site, and out toward Lake Susan to the northwest. Exterior building materials will be masonry, painted siding, and E.I.F.S. [exterior finish and insulation system] and the structure will have sloped shingle roofs. Gutters and downspouts will discharge on grade and into catch basins that will flow through storm water treatment areas — on grade and/or below grade — prior to exiting the site. Once again, storm water management plan, including collection, treatment, infiltration, rate control and discharge are fully explained and detailed within the submittal drawings. The twin home villas will capture some of the details from the main building creating an aesthetic synthesis of building components across the site, and each individual independent twin home will contain approximately 1,186 finished square feet, plus the single inside garage stall. Miscellaneous Building Components Mechanical screening as required by city ordinance is very limited as most of the mechanical systems are contained within the structure. Limited screening, where required, will be achieved by roof screens designed to coordinate with the building architecture. Site trash enclosure is not illustrated in the development plan and will not be used. Interior trash rooms are utilized in the facility plan, dumpsters will be rolled out on collection days, and back inside to trash rooms following pick up. Site deliveries, move-in/move-out, and building service including trash collection are all achieved on the southwest corner of the building and site at the building's lower level. This service entry point and its access drive are the most remote from neighboring residents and away from all neighborhood traffic and views. Neighborhood Meeting An open neighborhood meeting was held the evening of November 24, 2014 to introduce the project to area residents, summarize the development parameters, review preliminary designs and project images, and answer questions. The development team also wanted to be able to address any concerns the neighboring residents had within the content of the final submittal to the City of Chanhassen. r 1 • • The meeting lasted 90 minutes and was well attended by approximately 30 area residents, 17 of whom signed in and left contact information. During the meeting, following the project introduction, the development team answered a variety of questions regarding facility design and operational details, development offerings, proposed development schedule, and rental rates. Feedback by meeting attendees was overwhelmingly positive. One reoccurring concern was voiced by a number of meeting attendees, but not about the Mission Hills Senior Living development. Rather, neighbors are unhappy with the traffic levels and lack of traffic control or a crosswalk at the intersection of West 86th Street and Highway 101. There was also repeated concern regarding the configuration and construction of the existing median in the middle of West 86th Street as it meets Highway 101. The development team relayed the fact to those in attendance, that a traffic study had been completed in conjunction with the planning of Mission Hills Senior Living and that ultimately, the disposition of the intersection of West 86th Street and Highway 101 would be guided by the recommendations contained in the traffic analysis, together with mandates prepared by city and county engineers. Traffic Studv A traffic study was completed by SRF Consulting Group, Inc. The main objectives of this study were to review existing operations within the study area, evaluate the traffic impacts to the adjacent roadway network, and recommend any necessary improvements to accommodate the proposed development. Furthermore, this study also provided a comparison between the traffic impacts associated with the proposed development, and those associated with the maximum potential traffic demand under the proposed zoning, which is assumed to be market rate apartments. Results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating at an acceptable range or better during the a.m. and p.m. peak hours. In addition, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the proposed development on study area traffic operations, roadway improvements are not required under year 2017 build conditions from a traffic operations perspective. An alternative land use scenario was also reviewed to understand the impacts of the highest intensity use allowed under the proposed zoning, which was assumed to be market rate apartments. Approximately 175 apartment units were assumed, which would be expected to generate approximately 89 a.m. peak hour, 109 p.m. peak hour, and 1,164 daily trips. Even under this scenario, results of the year 2017 build intersection capacity analysis indicate that all study intersections are expected to continue operating within an acceptable range or better during the a.m. and p.m. peak hours under the alternate development scenario. In addition, once again under this heightened use scenario, no significant side -street delays or queuing issues were observed in the traffic simulation at the study intersections. Given the minimal anticipated impact caused by the alternate development on study area 10 0 traffic operations, roadway improvements would not be required under year 2017 build conditions from a traffic operations perspective. FACILITY OPERATIONS Ebenezer- Proposed Operator The proposed operator of our senior housing community is Ebenezer which is an affiliate of the Fairview Health System. This affiliation with Fairview provides substantial programmatic support and care options for community residents. We expect rapid change in senior care over the next 5 — 10 years as senior housing continues to evolve from a focus on simply housing and hospitality to a more integrated delivery of medical and social care. We believe Ebenezer will be our best option to provide high quality care alternatives for our residents. Ebenezer currently operates our 115 -unit senior housing community in Saint Louis Park (Towerlight on Wooddale) and is the proposed operator for the 137 -unit senior housing community we are building in Eagan which recently received final city approvals. Ebenezer is the second largest provider of senior living in Minnesota, and had $72.7 million of total operating revenue in 2013. Ebenezer operates 60 communities and manages more than 5,000 units throughout its portfolio in Minnesota. The portfolio includes Independent Living Communities, Assisted Living Communities, Memory Care Communities, Skilled Nursing Facilities, Transitional Care Centers, Adult Day Programs, and Child Care Programs. For more than 90 years, Ebenezer has helped older adults make their lives more independent, healthful, meaningful and secure by creating opportunities for residents to live vibrantly, and participate in the daily fabric of life. Public Benefits of Senior Housing The proposed senior community will benefit the public by providing senior housing for the area so that seniors who have spent their lives in Chanhassen and the surrounding communities remain in the area. Many local seniors will be attracted by the health benefits of a senior housing community as an attractive alternative to the isolation of living alone and the burden of maintaining a home. The proposed facility will help to meet the current housing needs of seniors in the immediate area (several neighbors are on senior housing waiting lists), while also helping to meet the anticipated needs of unmet demand in the near future as projected by a recent independent market study. Senior Living is a great community partner— not only creating a place where people come to volunteer, but also housing people who are interested in contributing back to their surrounding community. Senior Housing residents participate in local churches, volunteer opportunities, and engage in the greater community. Senior Housing, and specifically the programs and activities promoted by Ebenezer, also support local economic development since seniors typically prefer to shop in their familiar community. In addition, Ebenezer brings stable, high quality jobs to the communities in which they operate. There is also no better neighbor than a senior citizen. They are light on the land, streets and park systems, yet senior communities create significant tax base without burdening infrastructure and school systems. Ebenezer prefers larger senior housing communities like the proposed Mission Hills Senior Living since operational efficiencies are gained through larger senior housing developments when compared to smaller ones. Some of the operating benefits of a larger building are listed below: L A larger facility can afford to offer a broader range of healthcare services, options, and amenities to Chanhassen seniors while limiting disruptive moves from one facility to another for additional care. ii. Creating a larger pool of care staff helps to support stable services for our residents. More hours of care and therefore staffing can be offered to provide more consistent employment, rather than a lot of part-time positions that are more difficult to fill with qualified care givers. This is expected to be increasingly important if the current shortage of qualified nurses continues, as we expect, as our population ages. iii. A larger building allows for more competitive wages and benefits at all levels of staff which typically translates to better care for our residents. iv. A larger facility offers more apartment options, which reduces the chance that families have to split up (i.e. one spouse needs Memory Care and the other can live in an Independent Unit, all under one roof) Additionally, this type of project also provides the public benefit of encouraging a turnover of single family housing in the area. When seniors move into these communities, neighborhoods typically experience younger families moving into the formerly senior owned housing stock which helps to revitalize these neighborhoods. Finally, in addition to construction jobs, Mission Hills Senior Living is expected to employ many people on site as care is provided to our residents 24 hours a day. The building is projected to employ over 50 individuals (FTEs) in a combination of full and part time positions. 0 Chanhassen Senior Living Developer, LLC ���001 17550 Hemlock Avenue Lakeville, MN 55044 (952) 378-4386 mhoogberg@ch-holdingsllc.com C� �F Vc•• - November 5, 2014 Dear Property Owner: Please be advised that a formal application will be submitted to the City of Chanhassen seeking approval of a Site Plan Development for the following described property: Outlot E Mission Hills — Senior Living Community Site near the Northeast corner of Highway 101 (Great Plains Boulevard) and Highway 212. Site plan insert included as an attachment. We are asking the City to approve this application to allow development of Outlot E Mission Hills into approximately 150 senior housing units providing Independent Living, Assisted Living, and Memory Care Services for our residents. A Neighborhood Information Meeting will be held to provide you an opportunity to become fully informed of our development intentions and to give you an opportunity to offer comments and suggestions. The Neighborhood Information Meeting will be held on November 24`h, 2014 at 5:30pm at the American Legion Post 580, 290 Lake Drive East, Chanhassen, MN 55317. At this meeting we will make every effort to show you how the property will be developed and to answer any questions. Should you have questions prior to the meeting, please contact me directly. Sincerely, Michael J. Hoagber Chanhassen Senior Living Developer, LLC Managing Member • SITE MASTER PLAN CHANHASSEN ENs Mw SENIOR HOUSING a <eNGEL HEADWATERS —CAPITAL— SO&T PAUL MM Ski i755o Hemlock Avenue Lakeville MN 55044 .:04 NOV 21ri3."ll PM2 L. 25-5300370 �11- Y Chanhassen City O.P ��+1140 PO Box 147 Chanhassen, MN 55317 sF � 55317:014747 11Jill, I11,1 J„1111,111 ,LII 1111111111,1111111 11,L II11111 0 October 28, 2014 Kathryn Aanenson, Chanhassen Development Director Lyndon Robjent, Carver County Engineer Dear Kathryn & Lyndon: This letter is to request that the Mission Hills Garden Homeowners' Association would like to start discussions with the city and county about traffic control as the result of future development of property located on the southeast corner Highway 101 and West 86th Street in Chanhassen. Currently, the property is for sale, Barr Engineering has done soil borings during the past two weeks, and a surveying company is surveying/staking the property. As you are aware, a new housing development is currently being built on West 86th street and Tigua Lane. The combination of new traffic from this development plus the traffic generated by future development of the property on the SE corner of 101 and W 86th Street will compound the current traffic issues to access 101 from W 86tH The Mission Hills Homeowners' Association represents 56 homes on the West Side of W 86" Street. A majority of our residents are retired and considered senior citizens of our community. We are concerned for the safety of our association members as they access the 101 & 86th intersection. The current median on West 86th & 101 will need to be redesigned to accommodate the access from future development of the SE corner property currently for sale. The existing driveway off of W 86th to this property was not designed to handle large amounts of traffic. It was designed for a farmer field access. The control of traffic at 101 and W 86th to allow residents using 86th to access 101 is our biggest concern. We would like to see a controlled signal intersection but are open to other traffic control systems to manage traffic at this location. Please consider this letter our request to be participants in the planning and design meetings for the future intersection of Highway 101 and W 86th Street. Respectfully Submitted, Karla Thomsen, President Mission Hills Garden Homeowners' Association cGANNEL Our Board Member Dave Nickolay is the board representative assigned to work with the City and County. He can be reached through the following: Mail: 552 Mission Hills Dr Chanhassen, MN 55317 Phone: 952-974-5285 Email: acmadave@gmail.com 0 Property Card Taxpayer inion. atlon Taxpayer Name KLINGELHUTZ FARMS LLC Mailing Address 545 LAKE DR APT #205 CHANHASSEN, MN 55317-9323 Property Address Address Uses Tax Description Building Style Year Built City r� u Parcel ID Number 255300400 Parcel Information Agricultural GIS Acres 8.66 Tau Acres 8.67 Plat MISSION HILLS Lot Block OUTLOT E EXC THAT PART DEEDED TO MNDOT FOR HIGHWAY Building Infonnation Finished Sq Ft Other Garage N Miscellaneous Information School District Watershed District Homestead 0112 WS 064 RILEY PURG BLUFF N CREEK Assessor Information Bedrooms Bathrooms Green Acres Ag Preserve Y N Esfimated Market Value 2013 Values 2014 Values Last Sale (Payable 2014) (Payable 2015) Land $522,000.00 $720,900.00 Date of Sale Building $0.00 $0.00 Sale Value Total $522,000.00 $720,900.00 Qualified/ Unqualified Disclaimer. This information is to be used for reference purposes only. Carver County does not guarantee accuracy of the material centalned herein and is not responsible for misuse or misinterpretation. The preceding disclaimer is provided pursuant to Minnesota Statutes 466.03, Subd. 21 (2000), and the user of this service acknowledges that the County shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the County from any and all claims brought by User, CARVER its employees or agents, or third parties which arise out of the user's access or use of data provided. COUNTY Monday, December 08, 2014 Carver County, MN Page 1 of 1 SCANNED SCANNED 0 ANDREW B SANVICK 582 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 ANNE M SUDDENDORF 525 MARSHLAND TRL CHANHASSEN, MN 55317-7711 BARBARA J W ELLUMSON 577 MISSION HILLS DR CHANHASSEN, MN 55317-7716 BEVERLY HAFFNER 509 MISSION HILLS DR CHANHASSEN, MN 55317-7715 BRETT WEIGEL 576 BLACKBIRD CT CHANHASSEN, MN 55317-7703 BURTON BRANDRUD 584 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CAROL R VENEZIA 586 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 CHRIS & ALANNA LIEBHART 3051 VENEZIA TER CHINO HILLS, CA 91709-6610 DALE E HETLAND 524 MISSION HILLS DR CHANHASSEN, MN 55317-7715 ANDREW J BRONCZYK 311 WINKLER CT COLOGNE, MN 55322-4510 APPLE TREE ESTATES LLC 545 LAKE DR APT 205 CHANHASSEN, MN 55317-9323 BERNARD M & JOANN C GAYTKO 521 MISSION HILLS DR CHANHASSEN, MN 55317-7715 BONNIE JEAN THURK 537 MISSION HILLS DR CHANHASSEN, MN 55317-7716 BRIAN & LOUANN KLINGELHUTZ 9731 MEADOWLARK LN CHANHASSEN, MN 55317-8626 CAROL K GELDERT 557 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CARVER COUNTY 602 4TH ST E CHASKA, MN 55318-2102 CONNIE M MOEHL 8540 MAYFIELD CT CHANHASSEN, MN 55317-7719 DAVID B & ALLISON C ORFIELD 587 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 0 ANNE M SAMUELSON 583 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 ARDIS M OLUFSON 565 MISSION HILLS DR CHANHASSEN, MN 55317-7716 BEVERLY E CHRISTENSEN 517 MISSION HILLS DR CHANHASSEN, MN 55317-7715 BRAD H & CAROL M WILLMSEN 8510 WATERS EDGE DR CHANHASSEN, MN 55317-9749 BRIAN A & LOU ANN D KLINGELHUT 8860 KLEIN DR WACONIA, MN 55387-4566 CAROL L ERICKSON 549 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CHANHASSEN GATEWAY PLACE LLC PO BOX 10 ALBANY, MN 56307-0010 COREY ALLEN MILLER 589 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 DAVID F NICKOLAY 552 MISSION HILLS DR CHANHASSEN, MN 55317-7716 DEBRA J MCGARRY DENNIS R & DIANE E SIEFKER REV DIANE M DEPOE 569 MISSION HILLS DR 588 MISSION HILLS DR 548 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7716 DONNA LEVASSEUR DREW D CARLSON DUANE D & DONNA M MOORE 599 MISSION HILLS WAY W 531 MISSIONS HILLS WAY W 536 MISSION HILLS DR CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7716 EDWARD MILLER ERIC J BORM ERIC W & MEGAN E TEALE 579 MISSION HILLS WAY W 6972 PIMA LN 550 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-9230 CHANHASSEN, MN 55317-7701 ERWIN C & CLARA MAE SIDER FREDERICK Q KAMPS GARY R SCHULTZ 553 MISSION HILLS DR 8410 WATERS EDGE DR 8507 WATERS EDGE DR CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-8698 CHANHASSEN, MN 55317-9749 GEORGE W & LESLIE GILMAN GORDON G WAINWRIGHT GRACE REGALADO 7470 ATHERTON WAY 595 MISSION HILLS WAY W 525 MISSION HILLS DR EDEN PRAIRIE, MN 55346-4410 CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7715 GREGORY A & DANA J OHNSORG GREGORY A MARTELL GREGORY SELLS 8500 WATERS EDGE DR 568 BLACKBIRD CT 3808 DOTTY ST CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317-7703 CARMICHAEL, CA 95608-2715 HARTIN FAMILY TRUST HEATHER J HEYER HEATHER L TRIMBLE 540 MISSION HILLS DR 3526 GRIMES AVE N 597 MISSION HILLS WAY W CHANHASSEN, MN 55317-7716 MINNEAPOLIS, MN 55422-2838 CHANHASSEN, MN 55317-7702 HEATHER M RUDNICKI HEATHER S VALITON HEIDI L BUCKENTINE 561 MARSHLAND TRL 547 MISSION HILLS WAY W 558 MISSION HILLS WAY W CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7702 HOUCK INVESTMENTS LLC HOWARD M LONGPRE J A & JUDITH A HRUBY 776 APPLEWOOD CIR 561 MISSION HILLS DR 8544 MAYFIELD CT VICTORIA, MN 55386-8254 CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7719 JANE M VANDEN PLAS JANET E BROWN JARED A KRUEGER 567 MISSION HILLS WAY W 501 MISSION HILLS DR 596 MISSION HILLS DR CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7715 CHANHASSEN, MN 55317-7717 JAY ANDREW ELLIOT JEFFREY RAYMOND SICHENEDER JENNIFER YOUNGS 639 SPRINGHILL RD 8508 WATERS EDGE DR 529 MARSHLAND TRL # 45 SAINT PAUL, MN 55127-3598 CHANHASSEN, MN 55317-9749 CHANHASSEN, MN 55317-7711 JOCELYNE RYAN JOHN F & SHIRLEY M ROBINSON JOHN S & BARBARA A JACOBY 576 MISSION HILLS DR 8502 WATERS EDGE DR 8516 WATERS EDGE DR CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317- CHANHASSEN, MN 55317-9749 JONATHAN M SCHLUETER JULIE A STOLL JULIE L JORGENSON 564 BLACKBIRD CT 554 MISSION HILLS WAY W 570 MISSION HILLS WAY CHANHASSEN, MN 55317-7703 CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7702 KAREN J CWAYNA DOUGHERTY KARLA K THOMSON KATHY J MCKIM 533 MARSHLAND TRL 8524 MAYFIELD CT 533 MISSION HILLS DR CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-7719 CHANHASSEN, MN 55317-7715 KELLEY P BENTLEY KELLIE L WEILBRENNER KENNA PROPERTIES LLC 534 MISSION HILLS W 543 MISSION HILLS WAY W 1096 SYMPHONY LN CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7701 CHASKA, MN 55318-4589 KENNETH J & GARNITA A WENCL KIM M FEIST KLINGELHUTZ FARMS LLC 8412 WATERS EDGE DR 565 MARSHLAND TRL 545 LAKE DR APT #205 CHANHASSEN, MN 55317-8698 CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-9323 LAUREL J BOSECK LENORE J MOLSTAD LYNETTE LAABS 592 MISSION HILLS DR 589 MISSION HILLS DR 541 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7716 MANEESH BHAGAT MARIE L & JEAN E ANDERSON MARY MILLER 125 MAIN ST SE #130 539 MISSION HILLS WAY W 591 MISSION HILLS WAY W MINNEAPOLIS, MN 55414-2161 CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7702 MATTHEW L &KATHLEENALBMATTHEW R KLEY MATTHEW S RUDDY JR 6220 CASCAECHTDE 3136 3RD AVE S 8520 MAYFIELD CT 6220 CAADE PASS CHANHASSEN, MN 55317-9476 MINNEAPOLIS, MN 55408-3221 CHANHASSEN, MN 55317-7719 MELISSA A MUIR MICHAEL S & STEPHANIE R DILLE MISSION HILLS GARDEN HOMES 22485 CANTREL WAY 291 TIMBER HILL RD 2681 LONG LAKE RD FARMINGTON, MN 55024-4011 CHANHASSEN, MN 55317-9129 ROSEVILLE, MN 55113-1128 NAJLAA OUALLEN NAM T NGUYEN NANCY J GOLLING 566 MISSION HILLS WAY W 551 MISSION HILLS WAY W 590 MISSION HILLS WAY W CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7702 0 C� NORMAN C JR & KIMBERLY GRANT PAMELA R MURRAY PATRICIA STRUCK 9021 LAKE RILEY BLVD 529 MISSION HILLS DR 563 MISSION HILLS WAY W CHANHASSEN, MN 55317-8650 CHANHASSEN, MN 55317-7715 CHANHASSEN, MN 55317-7702 PATRICK A HUTTNER PATRICK S & CONSTANCE PHYLLIS J RILEY 532 MISSION HILLS DR SULLIVAN 538 MISSION HILLS WAY W CHANHASSEN, MN 55317-7715 8500 MAYFIELD CT CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7719 RENEE D WALSTROM RICHARD & EVELYN J KETTLER ROBERT C & SUSAN J ERICKSON 581 MISSION HILLS DR 8521 MAYFIELD CT 513 MISSION HILLS DR CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7719 CHANHASSEN, MN 55317-7715 ROBERT J BAUER RODNEY A FERROZZO RYAN L MAAS 569 MARSHLAND TRL 560 BLACKBIRD CT 594 MISSION HILLS WAY CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-7703 CHANHASSEN, MN 55317-7702 SAMANTHA BOLAND SEAN S WARK STATE OF MINNESOTA - DOT 530 MISSION HILLS WAY 549 MARSHLAND TRL 395 JOHN IRELAND BLVD 631 TRAN CHANHASSEN, MN 55317-7701 CHANHASSEN, MN 55317-7711 ST PAUL, MN 55155-1801 STEPHANI K THYKESON STEPHEN W JONES JR SUSAN M DEAN 545 MARSHLAND TRL 553 MARSHLAND TRL 8525 MAYFIELD CT CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-7711 CHANHASSEN, MN 55317-7719 THOMAS H BERGE TIMOTHY B LAMBERT TRUST OF DOROTHY S JAMES 545 MISSION HILLS DR 578 MISSION HILLS WAY W 8501 MAYFIELD CT CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7719 URBAN CAPITAL HOLDINGS LLC VALERIE LUEBKE VI QUANG 5421 TRACY LYNN TERR 562 MISSION HILLS WAY W 542 MISSION HILLS WAY W MINNETONKA, MN 55345-4237 CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7701 VICKIE L NOVAK VICTORIA L OLENDER VIOLA MARIE COLLINGHAM LIVING 516 MISSION HILLS DR 585 MISSION HILLS WAY 573 MISSION HILLS DR CHANHASSEN, MN 55317-7715 CHANHASSEN, MN 55317-7702 CHANHASSEN, MN 55317-7716 VIRGINIA A WELLUMSON WAYNE L BEAN WILLIAM D HEINRICH JR 585 MISSION HILLS DR 593 MISSION HILLS DR 598 MISSION HILLS WAY W CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7716 CHANHASSEN, MN 55317-7702 0 ZETTEL INVESTMENTS LLC 19580 VINE RIDGE RD EXCELSIOR, MN 55331-9118 ' SO )T DEUNagREBTO CITY OF CHOUSSEN 7700 Market Boula,•- t P.(1 p- 'I a ESSED S ;^g D 24.43 OR69- > ®ti tSau\\\\\ \\,1\\d\\ Disclaimer 55 \ I % This map is neither a legal B O'' �\II\\\\\ll\, ,.,,red to be used as one. This map is a comp '\\\ _.era located in various city, county, state and federal oh regarding the area shown, and is to be used for reference purM „re City does not warrant that the Geographic Information System (GIS) Dale used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking or any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors of discrepancies are found please contact 952- 227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §686.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnify, and hold harmless the City from any and all claims brought by User, its empployees or agents, or third parties which arse out of the users access or us5 & t$t3pi01gR3 4 7 55317 s eJESPosr,9t� � PITNEY BOW!! 021 P $ 000.480 0003195036 DEC 24 201 MAILED FROM ZIP CODE 553 Jq�kce,toj 0/41 �q��S s,qr MELISSA A MUIR • 22485 CANTREL WAY FARMINGTON, MN 55024-4011 IIItIIIIIIIIIIIIIIIIIIIIIIIIIIII'1IIII IliII'tIIIIIIlIlI11III111I1 Notice of Public Hearing 0 15-01 Chanhassen Planning Commission Meeting Date & Time: Tuesday, January 6, 2015 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property Outlot E, Mission Hills (8600 Great Plains Boulevard) Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff Questions & by email at saliaff oOci.chanhassen.mn.us or by phone at 952 - Comments: 227-1134. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure; • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses. Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any Interested party Is Invited to attend the meeting. • staff prepares a report on the subject application that Includes all pertinent Information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The Item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/Industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be Included in the report to the City Council. If you wish to have something to be Included in the report, please contact the Planning Staff person named on the notification. CITY OF CHAWSSEN 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci.chanhassen.mn Ilo A ��lt�gipl�' i .C8 t:? ARD Fk Disclaimer RtGT \-S � SON -11 $' This map is neither a legally recorded ma UNP` , 1\\vt` , as one. This map is compilation f county, state and fed al officesand o her ; �1 01 — WIN, 1, be used for referenceur t p poses only. The qS _ \\to,. - Information System (GIS) Data used to preps a not represent that the GIS Data can be us �_..y other purpose requiring exacting measurement of precision in the depiction of geographic features. if enors or dis .,..rroundpleasecontact952- 227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §466.03, Subd. 21 (2000), and the user of this map acknowledges that the City shall not be liable for any damages, and expressly waives all claims, and agrees to defend, indemnity, and hold harmless the City from any and all claims brought by User, its emplojXees or agents, or third parties which arise out of the user's a=33'D,, sgEFd - 57djqR? .4k 7 7 ' ' A� gtOSS PCs?,. jnrw[r sows 021 P $ 000.480 0003195036 DEC 24201 MAILED FROM ZIP CODE 553 R4e'�4e qti s �`FO cyyyyq�o�s sFti :I JOHN F & SHIRLEY M ROBINSON 8502 WATERS EDGE DR CHANHASSEN, MN 55317- rlfiulilllUllrlul)(Iir�Iill�IjnIilllrnhrjlrrinrnll�Ilrrll NOMINEES Notice of Public Hearing Ch'dhhassen Planning Commission Meeting Date & Time: Tuesday, January 6, 2015 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: -City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property Outlot E, Mission Hills (8600 Great Plains Boulevard) Location: A location map is on the reverse sidle of this notice. he purpose of this public he , ing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff by email at sal'affOci.chanhassen.mn.us or by phone at 952- Coa Comments: nts; 227-1134. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Weiland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any Interested party Is invited to attend the meeting. • Staff prepares a report on the subject application that Includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the Item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or party the Planning Commission's recommendation, Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to cemmercialfindusmal. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an Item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative Is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal, Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have somethIng to be Included In the report, please contact the Planning Staff person named on the notification. Ursclalmer This map is neither a legally recorded map nor a survey and is not intended to be used as one. This map is a compilation of records, information and data located in various city, county, state and federal offices and other sources regarding the area shown, and is to be used for reference purposes only. The City does not warrant that the Geogiv a CITY OF CHANHASSEN 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci.chanhassen.mn.us 4 W � � vrrNer eowea 02 IP $ 000.480 0003195036 DEC 24 204 MAILED FROM ZIP CODE 553 Information System (GIS) Data used to prepare this map are error free, and the City i X 5 5 3 N P E 10 @ a 8 13 10 @ 12 ( 2 4 } 14 not represent that the GIS Data can be used for navigational, tracking or any c FOR WARD TIME EXP R TN TO SEND purpose requiring exacting measurement of distance or direction or precision in CIES HART r C -RI 5 STOPH E R depiction of geographic features. If errors or discrepancies are found please contact 4 6 2 @ HAWKS N EST DR APT 201 227-1107. The preceding disclaimer is provided pursuant to Minnesota Statutes §46E p; A? L E 5 F 341-1-4-38233 Subd. 21 (2000), and the user of this map acknowledges that the City shall not be It for any damages, and expressly waives all Uaims, and agrees to defend, indemnify, RETURN TO SENDER hold harmless the City from any and all claims brought by user, its employees or agc I I I l l I il i n i l l ii i il i i i i I l i i i t l or third parties which anse out of the user's aQ0e6s3ftAe�lt,� E MENOMINEE Notice of Public Hearing Bbl ChaTihassen Planning Commission Meeting Date & Time: Tuesday, January 6, 2015 at 7:00 P.M. This hearing may not start until later In the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property Outlot E, Mission Hills (8600 Great Plains Boulevard) Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff by email at saliaff(a)ci.chanhassen.mn.us or by phone at 952- Questions Comments: C Comments:: 227-1134. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations. Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The Item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the Item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/Industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an Item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and City Council. If to have any correspondence regarding the application will be included in the report to the you wish something to be Included in the report, lease contact the Planning Staff person named on the notification. B�PRBWECT OPERTY Disclaimer This map is neither a legally recorde as one. This map is a compilatio- county, state and federal ofE .�5� c O1�1 CITY OF CHANNSEN 7700 `y9 ,� 0y e0 5S� O Aci � Lp \\ y0 000 0 $S, yy�J��Pa�O *OIL \\,to :.. be used for reference \yi ,� yp \� ,grephic Information System (GIS, not represent that the GI, purpose requiring exacting depiction of geographic featur. 227-1107. The preceding disda, Subd. 21 (2000), and the user of for any damages, and expressly wa hold harmless the City from any and or third parties which arise out of the u. ulevard ota 55317 MAS e City does .g or any other f5 or precision in the ,and please contact 952- 8` • \\`�' ' .Amnesota Statutes §465.03, .° that the City shall not be liable ,yid agrees to defend, indemnity, and .ought by User, its employees or agents, °��r}'n:S4ts��v7de�:'f 473 PGS" •t" iPITMEN BOWES 021 P $ 000.480 0003195036 DEC 24 2010 MAILED FROM ZIP CODE 553 RECEIVE® J Cl � 9 �OFCHA1VNASSFN TRUST OF DOROTHY S JAMES "I I �{8 ssc f 8501 MAYFIELD CT CHANHASSEN, MN 55317-7719 III1'Ii:1IP IIIII1"II!I1I'0IIi1lllllilfllrlll'I')lllllllillli:: L Notice of Public Hearing S U I ChIlhassen Planning Commission Meeting Date & Time: Tuesday, January 6, 2015 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property "butlot E, Mission Hills (8600 Great Plains Boulevard) Location: A location map Is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff Questions & by email at sallaff anci.chanhassen.mn.us or by phone at 952 - Comments: 227-1134. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application In writing. Any Interested party Is Invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent Information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commerclalfmdustrlal. • Minnesota Slate Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an Item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative Is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be Included In the report, please contact the Planning Staff person named on the notification. SUBJECT PROPERTY eo, eaa � � •ao i CITY OF CHMSSEN 7700 Market Boulevard 9 P.O. Box 147 " hanhassen, Minnesota 55317 SUBJECT @� 1 w.ci.chanhassen.w.us '" PROPERTYVrm @" "Opi q@ g �� Rhys 2a; t4 -- ccs°i 10 Ptr-''r• DisclaimerL ' utiNpB -;) (�J @ -L 6 \s\w\\ This map is ro' E�JtiQ' �� * \\` \' . used as one T' Sr :" O� ;1 �a A' %�\\�\ .,nown, and city, 0� be u y0. \�\\\\\\\v. to mat the Geographic Infom. N �@ \\�\\ .,ror free, and the City does not rep ygy \,\s ..gational, tracking or any other purpose S `�� -nce or direction or precision in the depiction, �• \N .,screpanciesarefoundpleasecontact952- 227-1107.. g ` \ ,,ovided pursuantto Minnesota Statutes §466.03, Subd. 21 (21. .os map acknowledges that the City shall not be liable for any damal, .sly waives all Uaims, and agrees to defend, indemnify, and hold harmless r .,om any and all claims brought b�user, its a to ees or agents, or third parties w..,ch arise out of theEOY!$ aUCE.69[y=p _ 7 gs P0.sr, c vrrwEr eowcs .0 80.48 0� 9 24 200 MAILED FROM ZIP E 553 JAN n g 2015 CITY OF CttANHASSEN GEORGE W & LESLIE GILMAN J 7470 ATHERTON WAY EDEN PRAIRIE, MN 55346-0410 111111111111'U11111iliii,IiI11111111111111111111111Lr1i1 • Notice of Public Hearing Ch�assen Planning Commission Meet go Date 8r Time: Tuesday, January 6, 2015 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of theagenda. Location: -City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property Outlot E, Mission Hills (8600 Great Plains Boulevard) Location:, A location map is on the reverse side of this notice. 'The purpose of this public hearing is to i fgrFp,jou about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff by email at saliaff(d,)ci.chanhassen.mn.us or by phone at 952- Questions a Comments: Comm 227-1134. If you choose to submit written comments, it is y helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this item will be available online on the project web site listed above the Thursday prior to the PlanningCommission meeting. aY Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Welland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application In writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the Item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding Its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative Is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff Is also available to review the project with any Interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included In the report to the City Council. If you wish to have somethln to be Included in the report, please contact the Planning Staff person named on the notification. CITY OF CHANHASSEN 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci.chanhassen.mn.us ;5 is esalegalty ra^- 553 C'S13 SYNC K�-yyN asloneaThis map NIXIE 4 EOtr NC�w^M1y beunty,usetl orerel Inorrabon Syst RET"R 1gg7r-011` p,.11 Aal-c r Y H27 8. 1'\..� ::i+� if.� rri ot yn 1�\i, � r renui n, purpose rea s depiction of geogr 47 � •�71,,,;,�% ®s.47 , r1,�,,,,•. r Xr 1 �i•�`, —,tact The pret B 3;7 r S Sr 1, . `�we•• `r' r -„m Statutes §466.03, Subd. 21 (2000), ark 1l,Z„•r \� �� - „ai the City shall not be liable or any damages, an and agrees o defend, indemnify, and hold harmless the Cit .� uaims brought D User its em loyees or agents 3 `\ d r 7 PITNEY BOWES 021 P $ 000.48° 0003195036 DEC 242* MAILED FROM ZIP CODE 55 RECEIVED JAN 14 2015 CIT Y OF CHANHASSEN MISSION HILLS GARDEN HOMEan 2681 LONG LAKE RD ROSEVILLE, MN 55113-1128 or third paries which ,,,�, of the use r9 acs !I'IIIII'IIILl1�1li�n,Inlrl,�rL'1�1l Ilr 11 llrlf lrll���I�IHI�II • Notice of Public Hearing'5—d' Aassen Planning Commission Mee�g Date & Time: Tuesday, January 6, 2015 at 7:00 p.m. This hearing may not start until later in the evening,depending e endin on the order of theagenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure Proposal: and 9 twin homes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) MISSION HILLS SENIOR LIVING Applicant: Headwaters Development Property Outiot E, Mission Hills (8600 Great Plains Boulevard) Location: len map Is on the reverse side of this notice. The purpose of this public hearing is lb inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2015-01. If you wish to talk to someone about this project, please contact Sharmeen AI-Jaff Questions & by email at saliaffna ci.chanhassen.mmus or by phone at 952 - Comments: 227-1134. If you choose to submit written comments, it is helpful to have one copy to the department in advance of the meeting. Staff will provide copies to the Commission. The staff report for this Item will be available online on the project web site listed above the Thursday prior to the Planning Commission meeting. City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses. Welland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested parry is Invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent Information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse. affirm or modify wholly or partly the Planning Commission's recommendation, Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial industrial. • Minnesota State statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokespersontrepresentative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal, Staff Is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be Included in the report to the City Councll. If you wish to have something to be included in the report, please contact the Planning Staff person named on the notification. 5UANNtU 0 Affidavit of Publication Southwest Newspapers State of Minnesota) CITY CHANHASSEN ) CARVE Count )SS. R&HENNEPIN y of Carver COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 201"1 NOTICE IS HEREBY GIVEN Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized that the Chanhassen Planning agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Yd - Commission will hold a public lager and has full knowledge of the facts herein stated as follows: hearing on Tuesday, January 6, 2015, at 7:00 p.m. in the Council (A) These newspapers have complied with the requirements constituting qualification as a legal Chambers in Chanhassen City newspaper, as provided by Minnesota Statute 331A.02, 33IA.07, and other applicable laws, as Hall, 7700 Market Blvd. The amended. Purpose of this hearing is to consider a request for PUD (B) The printed public notice that is attached to this Affidavit and identified as No. Amendment, Subdivision and was published on the date or dates and in the newspaper stated in the attached Notice and said Sire Pian Review with Variances fora 134 -unit senior housing Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of structure and 9 twinhomes (18 the newspaper specked. Printed below is a copy of the lower case alphabet from A to Z, both independent living units) on inclusive, and is hereby acknowledged as being the kind and size of type used in the composition 8.64 acres of property zoned and publication of the Notice: Planned Unit Development (PUD) alxdefghij7BTy:4t located at 8600 Great Plains Boulevard (Outlot E, Mission LIVING. G. Applicant He SENIOR LIVING. Applicant HeadwatersDevelopment. A plan showing the location Laurie A. Hartmann of the proposal is available for public review on the City's web site at wwwci.chanhassen. mn.us/2015-01 or at City Hall Subscribed and sworn before me on during regular business hours. AB interested persons are invited to attend this public hearing fh and express their opinions with this _day of 14 respect to this proposal. Sharmeen A1Jaff, Senior Planner J1�` flE JEANNETTE BARK Email: sabaff&i.chanhassen. NO'ARl' Pl:B:1C - IA:NNESO'A ina.us 3 Phone: 952-227-1139 :y i!1'COMMSSION DO'RES 01!31!78 (Published in the Chanhassenbis Villager on Thursday, December 25,2014: No. 4061) RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed by law for the above matter ................................. $31.20 per column inch Rate actually charged for the above matter ............................................... $12.59 per column inch SCANNED CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 2015-01 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, January 6, 2015, at 7:00 p.m. in the Council Chambers in Chanhassen City Hall, 7700 Market Blvd. The purpose of this hearing is to consider a request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure and 9 twinhomes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) located at 8600 Great Plains Boulevard (Outlot E, Mission Hills) — MISSION HILLS SENIOR LIVING. Applicant: Headwaters Development. A plan showing the location of the proposal is available for public review on the City's web site at www.ci.chanhassen.mn.us/2015-01 or at City Hall during regular business hours. All interested persons are invited to attend this public hearing and express their opinions with respect to this proposal. Sharmeen Al-Jaff, Senior Planner Email: saliaffCa ei.chanhassen.mn.us Phone: 952-227-1134 (Publish in the Chanhassen Villager on December 25, 2014) SCANNED • CITY RECEIVED SEN • SHa DEC 2 2 2014 secatnns aemtsns Kxcertrcrs, INC. CHANHASSEN PLANNING DEPT TRANSMITTAL TO: Sharmeen of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 FROM: Eric A. Reiners. AIA PROJECT NAME: Mission Hills Senior Housing PROJECT NO: 14-040 DATE 12/19/2014 The items below are transmitted 4200 W. Old Shakopee Rd. #220 Bloomington, MN 55437 (952) 996.9662 (952) 996.9663 - fax COMMENTS: CC: Mike Hoagberg & Greg Zoidis - Headwaters Development Susan Farr & Jill Nokleby Kaiser - Ebenezer Jeff Engelsma - Engeisma Construction FOR YOUR INFORMATION E-1 VIA: MAIL FOR YOUR REVIEW F-1 MESSENGER�� FOR YOUR APPROVAL F-1 PERSONAL DELIVERY FOR YOUR USE Ex PICK-UP�� FOR YOUR RECORDS F-1 UPS -NEXT DAY�� AS REQUESTED 0 DESCRIPTION: QTY. DATE ITEM DESCRIPTION 1 12/19/2014 Transmittal 1 12/19/2014 Revised CD with digital version of drawings 7 12/19/2014 Revised Architectural Tide Sheet AO.0 7 12/19/2014 Architectural Sheet A2.4 - Twinhome Villa Design Options 7 12/19/2014 11X17 color version of the revised Architectural Tide Sheet AO.0 7 12/19/2014 11x17 color version of the Architectural Sheet A2.4 - Twinhome Villa Design COMMENTS: CC: Mike Hoagberg & Greg Zoidis - Headwaters Development Susan Farr & Jill Nokleby Kaiser - Ebenezer Jeff Engelsma - Engeisma Construction MISSION HILLS SENIOR LIVING HWY 101 AND 86TH STREET WEST CHANHASSEN/ MINNESOTA PROJECT TEAM OUNER: HEADWATERS DEVELOPMENT 17550 HEMLOCK AVENUE - LAKEALLE, Md 55044 CONTACT MIKE NOAG5ERG FWM (%2)378 4386 EMAIL- MNOAG5ER39C4-HCLDN35LLC.CCM CONTRACTOR: ENGEL5MA CONSTRUCTION, INC _ 7119 31ST AVENUE NORTH MUNEAPOLIS, NN 55427 CONTACT: JEFF ENGELSMA PHONE: (763)536-9200 ARCHITECT: 5PERIDES RENERS ARCHITECTS, INC. _ 4200 VEST OLD SAAKoPEE ROAD SUITE 220 BLOOMW.TON MN 55437 CONTACT: PHONE: (%2)5%-56&2 FAX: (%2) 996-9663 STRUCTURAL ENGINEER: 5KE3M ENGINEERS 59429 BROOKLYN BLVD. MINNEAPOLIS, Md 55429, CONTACT: TNA WTiFLES PHONE: (763)543-0420 CIVIL ENGINEER: BK13M ENGINEERS 59429 BROOKLYN BLVD. MN.EAPOLIS, FN 5542% CONTACT: KEITH MATTE, PE. PHONE: (763) 843-0464 SURVEYOR: SUNDE LAND SURVEYING 9001 EAST BLOOMW.TON FREEWAY SUITE site BLOOMNGTON MN 55420 CONTACT: LETNY CARLSON PHOTS: (552 WI -2455 TRAFFIC ENGINEER: 5R F CONSULTANT GROUP, INC ONE CARLSON PARgW1Y NORTH SU17E 0150 MINNEAPOLIS. hN 55447 CONTACT: JORDAN SOHUWRZE, PE PHONE: (T63)452-4151 LOCATION MAP Zv .' ; elk i!LLth KEY MAP N.th SHEET INDEX m.m * a WA &tE PJFET YI BI@RY)IQ£IfdLflMl CIVIL: Uao rxrow aae PAR* OCO PAVKa cra �*ws GOI CEfdYB ARCHI CTURAL: dl.l GIERN1811E RAN OETNb u: �+rertsrn ve*eus Y.3 UYMUEftNL 101e11Alp1 CETM5.RlM COEpIE N.{ BQIG'£9 P✓NIW NrtdSeW P.NIfW'LfiML6 QX IXIE¢cR W¢Ow 6EvercM az.i Exoxa ®u�mG Tisvetxxe m� npre oe¢ar+e+r Worts N.3 8l lIIE L£YELGRENf 1'Vt£6 NA TWq'EYLLADEWN (Mpb w U) W o Z > N N O¢ T_ 4 4 4 4 4 4 ( r z 0 Z �wU > D —J zw awz O Z w V) w S Lr) w � z J Z _ 'z O �w N Ln o L • TFRE SHEEP A0.0 o_ O z z a W N Q U .x da 7 N.th SHEET INDEX m.m * a WA &tE PJFET YI BI@RY)IQ£IfdLflMl CIVIL: Uao rxrow aae PAR* OCO PAVKa cra �*ws GOI CEfdYB ARCHI CTURAL: dl.l GIERN1811E RAN OETNb u: �+rertsrn ve*eus Y.3 UYMUEftNL 101e11Alp1 CETM5.RlM COEpIE N.{ BQIG'£9 P✓NIW NrtdSeW P.NIfW'LfiML6 QX IXIE¢cR W¢Ow 6EvercM az.i Exoxa ®u�mG Tisvetxxe m� npre oe¢ar+e+r Worts N.3 8l lIIE L£YELGRENf 1'Vt£6 NA TWq'EYLLADEWN (Mpb w U) W o Z > N N O¢ T_ 4 4 4 4 4 4 ( r z 0 Z �wU > D —J zw awz O Z w V) w S Lr) w � z J Z _ 'z O �w N Ln o L • TFRE SHEEP A0.0 o_ O z z a W N Q U 0 0 TWINHOME DESIGN OPTION #1 J I � � yon. TWINHOME DESIGN OPTION #3 Fm } TWINHOME DESIGN 0.-- _ TWINHOME DESIGN OPTION #4 E7- --r.* A 4444 Z �o i Awa J boy O z LU v7 N �o J Z r Z Z Zw O o . 1VANHOME MLA DESIGN oFnoNs A2.4 MEMORANDUM TO: Sharmeen AI-Jaff FROM: Jerritt Mohn, Building Official DATE: December 16, 2014 SUBJ: Mission Hills Senior Living: Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure and 9 twinhomes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development (PUD) located at 8600 Great Plains Boulevard (Outlot E, Mission Hills). Planning Case: 2015-01 I have reviewed the plans for the above project and offer the following comments. These comments should be included in the conditions of approval. 1. The building plans must be prepared and signed by design professionals licensed in the State of Minnesota. A "Code Record" is required (Code Record schematic plans may be same scale as architectural). For "Code Record" information go to MN Dept. of Labor and Industry: http://www.dli.mn.eov/CCLD/PlanConstruction.ast) 2. Buildings must be protected with automatic fire suppression systems. 3. An accessible route must be provided to buildings, parking facilities, public transportation stops and all common use facilities. 4. Parking areas, including parking garages, must be provided with accessible parking spaces dispersed among the various building entrances. 5. Accessible dwelling units must be provided in accordance with Minnesota State Building Code Chapter 1341. 6. The building owner and/or their representatives should meet with the Inspections Division to discuss plan review and permit procedures (in particular, type of construction and allowable area issues must be addressed). GAPLAN\2015 Planning Csses\2015-01 Mission Hills Senior Livingftildingofficialwnuncnrs.doc /e -C. �Wtr, is C CenterPoint. Energy December 16, 2014 Sharmeen AI-Jaff Senior Planner 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 RE: Planning Case: 2015-01 Dear Ms. Sharmeen AI-Jaff: 700 West Linden Avenue PO Box 1165 Minneapolis, MN 55440-1165 With reference to your request, CenterPoint Energy has no natural gas mains or service line within the area requested but does have main in the road Right of Way around the project are. CenterPoint Energy looks forward to serving this project when needed and with that CNP has no objection to this proposal. If you have any questions, please contact me at 612-321-5381. Respectfully, CENTERPOINT ENERGY Chuck Mayers QW P Right -of -Way Specialist Engineering Services 612-321-5381 0 AI-Jaff, Sharmeen From: Daryl Hoffman [darylh@mvec.net] Sent: Wednesday, December 10, 2014 11:49 AM To: Meuwissen, Kim; AI-Jaff, Sharmeen Cc: Jeff Langeberg Subject: RE: City of Chanhassen Agency Review Request for Mission Hills Senior Living MVEC has no problem serving this load. We have 3 phase power on the west and north side of the property. Darvl Hoffman aFr::tc oO,, i, t (Ifl%'j L. is ( 0operative 91;2-492-8243 From: Meuwissen, Kim[mailto:kmeuwissen(&ci.chanhassen.mn.us1 Sent: Wednesday, December 10, 2014 9:57 AM To: 'Kate Miner'; 'chentges@co.carver.mn.us'; 'jennie.skancke@state.mn.us'; tod.sherman(aldot.state.mn.us,, 'cbleser@rpbcwd.org'; 'cthompson@mediacomcc.com'; Daryl Hoffman;'cherie.monson@CenterPointEnergy.com'; 'Maureen.Arnst@centurylink.com'; brenda.sudheimer(alcenturylink.com; randall.olsonCabcenturylink.com Cc: AI-Jaff, Sharmeen; Mohn, Jerry; Smith, Stephanie; Littfin, Mark; Sinclair, Jill; Hoffman, Todd; Jeffery, Terry Subject: City of Chanhassen Agency Review Request for Mission Hills Senior Living Development Plan Referral Agencies: Please review the attached referral request and respond with your comments no later than Wednesday, December 24, 2014 to: Sharmeen AI-Jaff, Senior Planner City of Chanhassen PO Box 147 Chanhassen, MN 55317 952-227-1131 saliaff(cDci.chanhassen.mn.us Replies to this email will be automatically be copied to Sharmeen. You can view the project documents at htto://www.ci.chanhassen.mn.us/2015-01. Thank you! 0 Kint Meutvissen Sr. CommunicationslAdministrative Support Specialist CITY OF CHANHASSEN 7700 MARKET BOULEVARD PO BOX 147 CHANHASSEN, MN 55317 952-227-1107 kmeuwissenCa-ci.chanhassen mra us © us �Faceebook COMMUNITY DEVELOPMENT DEP7MTMENT Planning Division — 7700 Market Boulevard Mailing Address — P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1130 / Fax: (952) 227-1110 *CITY OF CBANBASSEN AGENCY REVIEW REQUEST LAND DEVELOPMENT PROPOSAL Please review and respond no later than the review response deadline Agency Review Request Date: December 9, 2014 Agency Review Response Deadline: December 24, 2014 Date Application Filed: December 5, 2014 Contact: Contact Phone: Contact Email: Sharmeen AI-Jaff 952-227-1134 saljaff@ci.chanhassen.mn.us Senior Planner ® Park Director Planning Commission Date: City Council Date: 60 -Day Review Period Deadline: January 6, 2015 at 7:00 .m. January 26, 2015 at 7:00 p.m. February 3, 2015 Application: Mission Hills Senior Living: Request for PUD Amendment, Subdivision and Site Plan Review with Variances for a 134 -unit senior housing structure and 9 twinhomes (18 independent living units) on 8.64 acres of property zoned Planned Unit Development PUD located at 8600 Great Plains Boulevard Outlot E, Mission Hills). Planning Case: 2015-01 1 Web Page: www.ci.chanhassen.mn.us/2015-01 In order for staff to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services, storm water drainage, and the need for acquiring public lands or easements for park sites, street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. Your cooperation and assistance is greatly appreciated. Citv Departments: ❑ Attorney ® Building Official ® Engineer ® Fire Marshal ® Forester ® Park Director ® Water Resources Carver County Agencies: ❑ Community Development ® Engineer ❑ Environmental Services ❑ Historical Society ❑ Parks ® Soil & Water Conservation District State Agencies: ❑ Board of Water & Soil Resources ❑ Health ❑ Historical Society ❑ Natural Resources -Forestry ® Natural Resources -Hydrology ❑ Pollution Control ® Transportation Federal Agencies: ❑ Army Corps of Engineers ❑ US Fish & Wildlife Watershed Districts: ❑ Carver County WMO ❑ Lower MN River ❑ Minnehaha Creek ® Riley -Purgatory -Bluff Creek Utilities: Cable TV — Mediacom Electric— Minnesota Valley Electric — Xcel Energy Magellan Pipeline Natural Gas — CenterPoint Energy Phone — CenturyLink Adjacent Cities: ❑ Chaska ❑ Eden Prairie ❑ Jackson Township ❑ Minnetonka ❑ Shorewood ❑ Victoria Adjacent Counties: ❑ Hennepin ❑ Scott School Districts: ❑ Eastern Carver County 112 ❑ Minnetonka 276 Other Agencies: ❑ Hennepin County Regional Railroad Authority ❑ MN Landscape Arboretum ❑ SouthWest Transit ❑ TC&W Railroad SCANNED CITY OF CHANHASSEN P 0 BOX 147 CHANHASSEN MN 55317 12/08/2014 2:55 PM Receipt No. 00270119 CLERK: AshleyM PAYEE: Chanhassen Senior Living Developer LLC 17550 Hemlock Ave Lakeville MN 55044 - Mission Hills Senior Living: Planning Case 2015-01 ------------------------------------------------------- Site Plan Review 1,260.00 Sign Rent 200.00 Recording Fees 450.00 Rezoning Fees 100.00 GIS List 352.00 Final Plat 250.00 Total Cash Check 10006 Change 2,612.00 0.00 2,612.00 0.00 SCANNED Fee Tabulation Minor Amendment to existing PUD $100 Residential District $500 -plus $5 per dwelling unit (152 x 5 = 760) $760 Subdivision — Final Plat $250 Final Plat Escrow $450 Notification Sign $200 Property owners' list within 500 feet VONO -$3 per address (11'4 x 3 =3342 $342 S� Qj 3100 TOTAL $2,612 SCANNED 6 0 MISSION HILLS SENIOR LIVING - PLANNING CASE 2015-01 $250.00 Final Plat $450.00 Final Plat Escrow $100.00 Rezoning (minor) $1,260.00 Site Plan Review ($500 + 152x$5) $352.00 Property Owners List $200.00 Notification Sign $2,612.00 TOTAL $2,612.00 Chanhassen Senior Living Developer, LLC Check 10006 $0.00 BALANCE SCANNED 0 0 TWIN HOME VILLAS VILLA GUEST PARKING MAIN PARKING LOT 118 UNIT BUILDING 14 UNIT MEMORY CARE WING MEMORY CARE GARDEN PATIO MAIN DINING PATIO TERRACE GARDENS COMMUNITY PATIO LAWN GAMES ANNUAL GARDENS WALKING PATH MONUMENT SIGN JAN �11 TRUNK HIGHWAY 212 - - -_-� i df6��G�,e4p� e5 46' zao Z CITY OF CHANHASSEN VILLAGES ON THE PONDS 7TH ADD. PROJECT NO. 02-12 BREAKDOWN OF ADMINISTRATION FEES - 10/4/02 Estimated Total Cost of Public Improvements 3% of Public Improvement Costs (up to $500,000) Final Plat Process (Attorney Fee for Review and Recording of Plat and Development Contract) Recording Fees a. Development Contract b. Plat Filing One -Third Park Fee 161 Units x $1250/3 One -Third Trail Fee 161 Units x $417/3 Surface Water Management Fee GIS Fee ($25/plat and $10/parcel) TOTAL ADMINISTRATION FEES FEE.As pl�J $ 301,892.00 $ 9,057.00 $ 450.00 $ 30.00 $ 30.00 $ 67,137.00 13'/i 211- 0 $ 22,379.00 11417 u $ (9,267.00) $ 35.00 $ 89,851.00 -rte �,`w" , e9,l, i;; 0 h�`�0 /6 �NY77�0 -770i44 i l l �� UN175 E • C 4 Park Dedication Fees Housing Type 2001 12002 I 2003 2004 2005 2006 2007 2008 2009 2010 Residential Single Family/Duplex Units $1,500/unit 1,5 $00/unit $2,400/unit $2,800/dwelling Residential Single Family --$4,000/dwelling $5,800/dwelling $5,800/dwellln $5,800/dwelling $5,800/dwelling $5,800/dwelling Duplex $4,000/dwelling $5,000/dwelling $5,000/dwelling $5,030/dwelling $5,000/dwelling $5,000/dwelling Multi-Family/Apartment Units $1,250/unit $1,250/unit $2,000/unit $2,200/dwelling $3,100/dwelling $3,800/dwelling $3,800/dwelling T3,800/dwelling $3,800/dwelling $3,800/dwelling Commerical/Industrial Property $4,500/acre $4,500/acre $7,000/acre $7,000/acre $10,000/acre $12,500/acre $12,500/acre $12,500/acre $12,500/acre $12,500/acre Trail Dedication Fees 1/3 of the 1/3 of the None None None None None None None None cost of park cost of park dedication dedication fees fees Z0G( Zprz 2Cr/3 . . t -Tft�J 1 $ 6 7, 13 7 --F 26s ,S X18 158 Unit Senior Housing ft*d • CHANHASSEN Estimated City of Chanharsen Fees ni � nn e%or�l� � y ft'1ov.�1 Water and Arterial Total 35 a bolVIc 115051;51 f/7K'pI(o