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CAS-16_FAIRVIEW CHANHASSEN MEDICAL CENTER (WITHDRAWN) FILE 2 OF 2/ \ \ T ".1 n. r r raor I• ~ $ i # `�� 'tl(Ii�i 7rt6S rt ,o-m'•,� i t'' F it �.t E q L •P mo ate* 1 t �--....4---' ' !'� In ' j yf f nr nTn U - ref /.Pr..� \ _ l • � v QF.-,� \ e( % srw mw° mn rrt�ir., !.Rs BLV . . r. W mma ONE GOPHER STATE 0!K CALL .n 61r Ms 651-.>•-OCO] ]JEW MIKEWORY Iz- Ir Lgld D—pb— .a`� cT.T cer.r. rw "riAfJnAjn�P. RECEIVED OCT 0 6 2008 - — CHANHASSEN PLANNING DEPT -- ----------------- 7 Port Assou..,[s I,x aEmc- Gx,th S,PU MN-- W. '-- o wtTES FROPEITIES Chanhassen Faimew Medical Center Prthmina� Plat Submival O" o; OR rrrr EXISTING CONDITIONS & TOPOGRAPIDC SURVEY Cl .�woa•. e ® a•.r um su ® Tn ra. ®m�p + .�:a. �.,,.P.,rT N07 FOR CONSTRUC770N 7 Port Assou..,[s I,x aEmc- Gx,th S,PU MN-- W. '-- o wtTES FROPEITIES Chanhassen Faimew Medical Center Prthmina� Plat Submival O" o; OR rrrr EXISTING CONDITIONS & TOPOGRAPIDC SURVEY Cl .�woa•. 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ZRi WL N MR INT (TL10 W N 0..¢9 .T x SRi S' LTJ . A YNNW ¢ f iB(Y CROS.IN%. 4l .RP BNR 9.M1 EY1EM NI¢I CMCMNN r9Ti' STIm. UiIEz TO a Nl 9v.z 9.x1 Y s N.® Ir mEo x e.al ¢ ¢IIm uuns D,IQR NO1@. . ® Sapp Irgmd Older to MnDOT DeIm W awl¢ 9E ItwT u NYocr Y"¢saE Ir Y Tr v -r S) ILO PM OIC Lr . it IF]E S. W 110„RR YS E'1 OE Ml N' . # xFN S6 Op O'T S) N.EW YMFR Ir x.r 1w M-1 sE Non LYE .vN IIIEI NNT # . # w LEN SII TFID N" . N' NME r® NOT FOR CONSTRUCTION PDx ml.IN< •E 'S P ex DR TST P"u MN... FM 4511weaa i EiTfYFaiIFY Lbanham Fairview Medical Center E rrer PHASE ONE CML SITE PLAN C6 RANTING MOTES Nt u4aPRM NYRS Mei WW w31Y4WNt R an PMr m IYUR/iF �iTaN IRwrRS Q r 6 aK[n W r0➢ YO ai mYYu6 ME. 4 E x4N]m wn u vYrY rIo GarsT.Waw xr m dwam x M rmAR �RamYMW �A YFW.gnMIMO4MR YWNEtimRWyy�.6 r. w Yo/u mITUGIq 9wz WV6 RF WN OYRMRE 6 Yl P/xi Y.RN4S M OYP]YM ECr6 w M gUmpn PM�ir.vwRW�Y aaw ��]. R RM� �60M.OYWrM M PY �rv� rs�auRnia a w¢�r�ID�Y� YOAI xYo. 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LANDSCAPE DATA I.T41IIfd4lml TMS IFRR➢ - STATE COPIER STALE ONE CAR[ Tilldr mAn.m MTM YRW m Vw T➢ ZIO] mRF/.TP W512 qwQ ] IPilz [Yf6Th.1[ MRIU w raia�.Iwl-.s�omz -eco-}s}_Tw [n3gG CN{9Y mKR.Q d 91E - rlTn] 4. I.dl ea> ETIE aM W �Ir.«.arr.RMI[ m A6YRD GW VY m1gAE W ROIAx d 9R - rI.].1 4. um fN1WY mtFA.Z RERIRO d 91[ - IW..m 4. (AR) Rax> I[Am wrM .ilrgrAlO wtY .TOLE w.NV��K dIm rm YYP BF]W.Np 9' VSm N CkCWIYrS Ey�A x eem� Im WIN] RJz[YMD (¢. MLTEA Um) - YIO V. m14 OIEI6IWY rRC4 SRI®- w WTa awes - .rM RfEI51dY TEES REYRD SI s I.LYYCI[p 9IYp[z A. I[Kas iN 9NYH4 RERI(➢ - ]4 ..' Y -Y.-.; �—NqR]( n 0. rar Ysp) - Sn V. ;; I . y..+ � .Yp rprq 6 nx¢ ) . ]014 P.Qzlm. TMS IERI[FO - 13 6w y]r I.T41IIfd4lml TMS IFRR➢ - i] YRW m Vw T➢ ZIO] mRF/.TP W512 qwQ ] IPilz [Yf6Th.1[ MRIU TorN aures IEOYE9 - m ea> ETIE aM W �Ir.«.arr.RMI[ m �RThRTc w a. , F Q Srlr Rax> I[Am wrM .TOLE w.NV��K dIm rm YYP w TA[RSIgr Ma - Ey�A x eem� Im mz - m MS LMR MM"RIDSi RAO'max O1p1 R.In mTM RMmidr MEz - w WTa awes - r m mY r ® pnm.G..Y. .oal] a TREE DETAx. SERB DETAI 4M4M iwAIN 6 9][! NMN O�W�RN uqAC d3 91Mi 4dS f R RRM Fo ®.Qu [rc ��'Y� �YWR pymP W®S a�LL R6 mRa i NiAf[ ytyrtp�e—xMY gs]ID.OfId6L[. 'l��Y_ BMR] qN.i Pi YTh ROm .ImLL 51 xlCr I19ECM /YN.ES IE]r( I[v2a5 w . M . I F tt STUB m �R Rv�m wd ov vPr k A[NKT nAGw. w RSQ ..b/u SLL. 9m.y R xU[. sA10PO rm Namt. wu im wmRlm wm[ m RO uTNY 14S uTeµ EVERGREEN DETAE [ mn- = mnage wn mm. mv}IYnrcw.a . I ..vu .e. s,..xv itr Yrae Sax.b3Tm Ie .N.✓c l..¢Y P..M b. IY.u. M. SN Aat: F r vw w+rf' tau vas �w wP w I..Yi v�Y ]sr.en �me'I'..A+. ewx MOnmer s.,Y rv. 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Boamul Ridge AdtlitOr (TM ErNft Pmpeny) CUPISUBIREMPRN AP se Pc z- /LZ_'1 Is it lire or is it Memeresl' � . Memnrex��,� Ctrl sj*jq%A Stec e r� July 29, 2008 CITY OF iMr. Bill Katter United Properties LLC 770oMarket6oulevard PO Boz 147 3500 American Boulevard West Chanhassen, MN 55317 Minneapolis, MN 55431 Re: Fairview Chanhassen Medical Center — Planning Case 08-16 Administration Refund of Overpayment Phone: 952.227.1100 Fax 952.227.1110 Dear Mr. Katter: Building Inspections Enclosed lease find Check #137283 in the amount of $681.00 which represents a Phone: 952.227.1180 P P Fax: 952.227.1190 refund of overpayment of Development Fees paid associated with the Fairview Chanhassen Medical Center submittal. A receipt showing the fee breakdown is Engineering also enclosed. Phone: 952.227.1160 Fax: 952.227.1170 If you have any questions, feel free to contact me. Finance Plane: 952.227.1140 Sincerely, Fax: 952.227.1110 iza HANHASSEN Park & Recreation Phase: 952.227.1120 Fax: 952.227.1110 RecrurmCedff Robert Generous 2310Ccutla0oulevvard Senior Planner Phone: 952.227.1400 Fax: 952.227.1404 RG:ktm Planning & Enclosures Natural Resources Phone: 952.227.1130 FaX:952.227.1110 rWlanX2008 planning ca \08-16 fabiew chantussen medical centertrefund letter 7-29-08 Am Public Works 1591 Park Road Phone: 952.227.1300 Fax: 952.227.1310 Senior center Phone: 952.227.1125 Fax: 952.227.1110 Web Site vrwad.chanhassen.mn.us Chanhassen is a Community for Life - Providing for Today and Planning for Torrunow 08-1(.0 SCANNED CITY OF CHANHASSEN P' O BOX 147 CHANHASSEN MN 55317 07/11/2008 11:44 AM Receipt No. 0076131 CLERK: katie PAYEE: UNITED PROPERTIES INVESTMENT C/O NORTHMARQ REAL ESTATE SERV 3500 W AMERICAN BLVD #200 BLOOMINGTON MN 55431 Fairview Chan Med Ctr Planning Case 08-16 ------------------------------------------------------- Use & Variance 3,698.00 Recording Fees 600.00 Rezoning Fees 500.00 Wetland 275.00 Sign Permit 200.00 Overpayment 681.00 GIS List 192.00 Total Cash Check 033092 Change 6,146.00 0.00 6,146.00 0.00 SCANNED 0 Vendor: United Properties Investment Vendor No: UmPro Vendor Acct No: Invoice Number Date Description 071108 07/11/2008 Overpayment Check Date: Check Amount: 07/17/2008 $681.00 Invoice Amount 681.00 AMERICANA CITY CHANHASSEN COMMUNITY BANK 111283 7700 MARKET BLVD., PO. BOX 147 CHANHASSEN, MN 55317 CHANHASSEN, MN 55317 7`''196'919 (952) 227-1140 Pay: *** Six hundred eighty-one dollars and Zero cents To the order of: United Properties Investment c/o Northmarq Real Estate Sery 3500 W American Blvd #200 Bloomington, MN 55431 9. 137 28311' 1:09 L9019691: 60 949 Sill Date 07/17/2008 Amount $681.00 *,CANti[D CITY OF CHONSEN 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 Administration Phone: 952.227.1100 Fax: 952.227.1110 Building Inspections Phone: 952.227.1180 Fax: 952.227.1190 Engineering Phone: 952.227.1160 Fax: 952.227.1170 Finance Phone: 952.227.1140 Fax: 952.227.1110 Park 8 Recreation Phone: 952.227.1120 Fax: 952.227.1110 Recreation Center 2310 Coulter Boulevard Phone: 952.227.1400 Fax 952.227.1404 Planning & Natural Resources Phone: 952.227.1130 Fax: 952.227.1110 Public Works 1591 Park Road Phone: 952.227.1300 Fax: 952.227.1310 Senior Center Phone: 952227.1125 Fax 952227.1110 Web Site www.ci.chanhassen.mn.us July 15, 2008 Mr. Bill Katter United Properties, LLC 3500 American Boulevard West Minneapolis, MN 55431 Re: Fairview Chanhassen Medical Center Planning Case #08-16 Dear Mr. Katter: Staff has reviewed the submittal documents for the above -referenced project. Based on this review, the submittal is incomplete and cannot be scheduled for public review. The following information needs to be addressed and the plans revised and resubmitted before we can initiate the City review process: ►�n: cir:\►[y�l Variance requests require that the applicant provide, via narrative, a justification for each variance request addressing the criteria of Section 20-58 of the Chanhassen City Code. The variances include building height, and encroachment into and setback from the Bluff Creek primary zone. The sign variance request should address the criteria in section 20-1253 of the Chanhassen City Code. SITE PLAN • The parking ramp must be set back at least 35 feet from the future ramp right- of-way. The buildings and traffic circulation need to be shifted to the south. • The site plan should incorporate an interim landscape buffer plan for the Phase 1 project perimeter. • Eliminate the sidewal to Powers Boulevard and replace with sidewalks to the access road and the trail adjacent to the Highway 312 ramp as part of Phase 2. • Trees on the landscape plan are shown down the middle of the trail near the off ramp of Highway 312. SCANNED The City of Chanhassen • A growing community with clean lakes, quality schools, a charming downtown, thriving businesses, winding trails, and beautiful parks. A groat place to live, work, and play. Mr. Bill Katter July 15, 2008 Page 2 • A swale of 2% is required west of the parking garage. • Show truck turning template for appropriate size delivery trucks. • Switch the location of the sanitary sewer with the watermain location on the east side of the building, or move the sanitary to the west side of the building. • Maintain 10 feet of separation between stone, sanitary, and watermain. • Proof of parking is shown on land not currently owned by the applicant. Provide from MnDOT a time frame for the proposed tumback of the right-of-way to be incorporated in the project. • The building acreage and property access exhibit, sheet SKP06, does not provide a permissible nor feasible access to the area between Lot 1, Block 1 and the wetland located to the east of the lot. The driveway shown to access the remnant piece is unbuildable. Since there is no legitimate access, this area may not be used in determination of future density. SUBDIVISION • The primary zone boundaries shall be shown on the preliminary plat. Chanhassen City Code requires that the primary zone be composed of 100 percent open space. The areas within the Bluff Creek Primary Zone shall be incorporated within separate outlots or be covered by a conservation easement. Pursuant to Minnesota Statutes section 463.358, subd. 2a, the regulations shall require that subdivisions be consistent with the municipality's official map if one exists and it's zoning ordinance, and may require consistency with other official controls and the comprehensive plan. • The grading plan should be revised to reduce the impacts to trees and within the Bluff Creek Primary Zone. • A tree removal calculation shall be provided for the development contained with this project. • Street profile should be shown on the same sheet as the sanitary sewer profile. Also include horizontal curve information. • The roadway should be constructed to the east property line of the proposed Fairview parcel and a temporary cul-de-sac should be provided. Mr. Bill Katter July 15, 2008 Page 3 • Provide a minimum of a 4 -foot median near the entrance to Powers Boulevard along with a left turn lane into the Fairview site. • Narrow the roadway to a 36 -foot maximum east of the second access into Fairview. • Forcemain location must be shown north of the site. • Lift station pad must line up with the existing sanitary line. Access shall be provided off of Powers Boulevard. • Pond dead storage is insufficient. The applicant should investigate directing the drainage from north of the developed site in such a manner as to bypass the pond thereby minimizing the need for additional dead storage. • Maximum pond depth is 10 feet. • Provide full-size drainage maps showing entire drainage areas. • Drainage maps do not match drainage calculations. • Street grade within 30 feet of Powers Boulevard must be less than or equal to 3%. • The subdivision should dedicate the required right-of-way for Highway 101. • The subdivision cannot plat the property that is currently owned by MnDOT. • Show drainage and utility easements on the preliminary plat. • Provide snow storage for the trail along the Highway 312 off ramp and along the access road. • A street light is needed at the intersection of Powers Boulevard and the access road. • Applicant needs to maintain existing drainage patterns as shown on Overview Map #3 prepared by MnDOT for the TH 312 design/build which was supplied by the City to Westwood on July 1, 2008. Drainage previously/currently directed to the west side of Powers Boulevard is shown to be directed down ditch on the east side of Powers Boulevard without any calculations showing the ability of the receiving water to handle this discharge. • Applicant needs to show outlet for the water body south of the Highway 312 on ramp north of the subject property. Mr. Bill Katter July 15, 2008 Page 4 • The applicant is strongly encouraged to employ stormwater storage and treatment below the parking lot in order to minimize the necessary pond size, thereby minimizing impacts within the primary zone. This water can be used for irrigation purposes. Provide adequate erosion/sediment controls consistent with the NPDES Construction permit and the City of Chanhassen's standards. This includes, but is not limited to: ■ Installation of silt fence down gradient of all disturbed soils. • Installation of a rock construction entrance with a minimum length of 75 feet. ■ Stabilization of all channels for at least the final 200 feet prior to discharge of site or into the storm sewer infrastructure. ■ Placement of ditch checks within the existing ditch in existing Drainage Area 2. • A Storm Water Pollution Prevention Plan will be required. TRAFFIC STUDY • Update traffic counts to current county estimates. Get traffic model from Carver County. • Traffic report states that a traffic signal is required. Carver County spacing guidelines are not met at this location. Discussions between MnDOT, Carver County, and the City are needed to see if a traffic signal can be installed at this location. • Development will occur on the opposite side of this proposed access road. Has this been taken into account in the traffic report? If so, what are your assumptions? • What happens to the intersection on the Highway 101 side in the year 2020 when this area is fully developed? WETLANDS The applicant needs to clearly indicate all delineated wetland boundaries including the date the delineation was completed and the entity performing the delineation. The City reserves the right to verify the wetland boundaries per Minnesota Rules 8420 and may request that a portion or all of the wetland boundaries are re -staked as existing conditions may have been significantly altered since the original delineation was performed. • The applicant needs to clearly indicate all wetland buffers. • The applicant needs to clearly indicate all wetland setbacks. • The applicant needs to clearly indicate the wetland mitigation area. Mr. Bill Katter July 15, 2008 Page 5 Pursuant to Minnesota Statues section 15.99, subsection 3, if an agency receives a written request that does not contain all required information, the 60 -day review limit for the proposed development review does not start until receipt of a complete application. Once you have submitted the required information, we will schedule this item for Planning Commission and City Council review based on the submittal deadlines established by the City. If you have any questions or need additional information, please contact me at (952) 227-1131 or beenerous @ ci.chanhassen.mn.us. Sincere] , Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Todd Gerhardt, City Manager Paul Oehme, City Engineer Joe Shamla, Project Engineer cc: Tim and Dawne Erhart Pope Architects, Inc. Westwood Professional Services, Inc. g 1plan\2008 Planning cases%08-16 fairview chanhassen medical centerlincomplete lener.doc PROPERTIES October 22, 2008 Mr. Robert Generous Sr. Planner City of Chanhassen 7700 Market Blvd. P. O. Box 147 Chanhassen, MN 55317 Ref: United Properties application for development Erhart Property — SE Corner of Highway 212 and Powers Blvd. Dear Bob: RECEIVED OCT 2 3 2008 �jTy OF CHANHASSEN As you know, our proposed medical office development for the subject property is tentatively on hold as a result of economic volatility. We would therefore ask that the City suspend any formal action on our application, and we hereby agree to waive the 60 day review period as required by MN Statutes 15.99, until such time as we notify you in writing that we wish for our application to become active again. In any event we will notify you on or before March 2, 2009 if we wish to have our application reinstated. We understand that if we have not reinstated our application by May 1, 2009, the City will rule our application to be withdrawn and must resubmit a new application after that date. We appreciate staffs work on this matter and look forward to taking this project up again as market conditions improve. William P. Katter Sr. Vice President United Properties LLC (952)837-8525 Cc: Tim Erhart Robb Gruman — Fairview Health Systems 3500 American Blvd. W.. Minneapolis, MN 55431 • 952.831.1000 • fax 952.893.8206 • www.uproperties.com CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on October 14, 2008, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public Hearing POSTPONEMENT for Fairview Chanhassen Medical Center — Planning Case 08- 16 to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me this 1444"day of 0(_AAabP_r 2008. - 7_1 rl Notary P blit L KIM T MEUWISSEN €My Comm scion otary flapires'innJan3SOta 2010 SCANNED CITY OF CHANHASSEN NOTICE OF PUBLIC HEARING POSTPONEMENT Dear Property Owner: On Thursday, October 9, 2008, the City of Chanhassen mailed a public hearing notice to you regarding the following proposal: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from Agricultural Estate (A2) to Office/Institutional (OI), Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, up to a 731 -stall, five -level parking ramp and signage; and a Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast corner of Powers Boulevard and new Highway 212) — FAIRVIEW CHANHASSEN MEDICAL CENTER. The public hearing has been POSTPONED and WILL NOT be held at the October 21, 2008 Planning Commission meeting as originally scheduled. The item has not been rescheduled at this time; however, new notices will be mailed to you when and if it is rescheduled. If you have questions regarding this proposal, contact Bob Generous at 952-227-1131 or by email: bgenerous@ci.chanhassen.mn.us, or visit the project web page at www.ci.chanhassen.mn.us/sery/plan/08-16.html CITY OF CHANHASSEN NOTICE OF PUBLIC HEARING POSTPONEMENT Dear Property Owner: On Thursday, October 9, 2008, the City of Chanhassen mailed a public hearing notice to you regarding the following proposal: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from Agricultural Estate (A2) to Office/Institutional (OI), Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, up to a 731 -stall, five -level parking ramp and signage; and a Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast corner of Powers Boulevard and new Highway 212) — FAIRVIEW CHANHASSEN MEDICAL CENTER. The public hearing has been POSTPONED and WILL NOT be held at the October 21, 2008 Planning Commission meeting as originally scheduled. The item has not been rescheduled at this time; however, new notices will be mailed to you when and if it is rescheduled. If you have questions regarding this proposal, contact Bob Generous at 952-227-1131 or by email: bgenerous@ci.chanhassen.mn.us, or visit the project web page at www.ci.chanhassen.mn.us/sery/plan/08-16.html ANDREW T RIEGERT BEVERLY C ERICKSON BRADLEY C WORM 620 96TH ST W 520 PINEVIEW CT 750 96TH ST W CHANHASSEN, MN 55317-8601 CHANHASSEN, MN 55317-8697 CHANHASSEN, MN 55317-8603 BRIAN J & MICHELLE R O'DONNELL CHARLES E & SANDRA R WORM DAMON D & LISA L KANZLER 1151 HOMESTEAD LN 760 96TH ST W 1161 HOMESTEAD LN CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8613 DANIEL D & KATHERINE HORSFALL DAVID D & STEPHANIE J VIEAU DAVID L & ROSELEE W WONDRA 9610 FOXFORD RD 901 HOMESTEAD LN 9590 FOXFORD RD CHANHASSEN, MN 55317-8688 CHANHASSEN, MN 55317-8609 CHANHASSEN, MN 55317-8681 DAVID R & MARY B BLANSKI DAVID S & CYNTHIA L DEVOY DOUGLAS J & REBECCA A DUCHON 9350 GREAT PLAINS BLVD 600 94TH ST W 9630 FOXFORD RD CHANHASSEN, MN 55317-8642 CHANHASSEN, MN 55317-8600 CHANHASSEN, MN 55317-8688 DOUGLAS L & PAULA JO STEEN EICKHOLT TRUST G&M LAURENT FAMILY LTD PTRSHP 701 96TH ST W 3825 CHOWEN AVE S 24760 CEDAR POINT RD CHANHASSEN, MN 55317-8603 MINNEAPOLIS, MN 55410-1044 NEW PRAGUE, MN 56071-4056 GARY J & MARY LANE BENDZICK GAYLE O & LOIS J DEGLER GREGORY M FALCONER 731 96TH ST W 541 PINEVIEW CT 720 96TH ST W CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8697 CHANHASSEN, MN 55317-8603 JAMES & ARLENE J CHURCH JAMES D WILSON ETAL JAMES H & TERESA O GIUSTI 611 96TH ST W 5730 YANCY AVE 540 PINEVIEW CT CHANHASSEN, MN 55317-8602 NEW GERMANY, MN 55367-9327 CHANHASSEN, MN 55317-8697 JAMES L & JANET P BROWNELL JAMES M & TERESA A BYRNE JAMES R & SHARON M HEDBERG 1190 HOMESTEAD LN 700 96TH ST W 750 PIONEER TRL CHANHASSEN, MN 55317-8612 CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8671 JOHN C & JACKIE J DANIELS JOHN E & CYNTHIA N HART JOHNNIE J & ELAINE A MEYERING 1111 HOMESTEAD LN 951 HOMESTEAD LN 1050 HOMESTEAD LN CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8609 CHANHASSEN, MN 55317-8634 JOYCE E KING KAREN KAY HENRICKSON KEVIN J & PATRICIA A ELLSWORTH 9391 KIOWA TRL 9651 FLINTLOCK TRL 9601 FLINTLOCK TRL CHANHASSEN, MN 55317-8617 CHANHASSEN, MN 55317-8605 CHANHASSEN, MN 55317-8605 KEVIN L & LORI A BOGENREIF KURT W PAPKE & LESLIE L O'HALLORAN 631 96TH ST W 1131 HOMESTEAD LN 710 96TH ST W CHANHASSEN, MN 55317-8602 CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8603 LORI L LARSON 1051 HOMESTEAD LN CHANHASSEN, MN 55317-8611 PAUL D & CAROL L PAULSON 9250 GREAT PLAINS BLVD CHANHASSEN, MN 55317-8641 PETER A & JERILYN M SCHWALEN 1001 HOMESTEAD LN CHANHASSEN, MN 55317-8611 RICHARD A & BETTY A DERHAAG 711 96TH ST W CHANHASSEN, MN 55317-8603 ROBERT A & ELIZABETH K HAAK 770 PIONEER TRL CHANHASSEN, MN 55317-8671 ROGER G NOVOTNY 560 PINEVIEW CT CHANHASSEN, MN 55317-8697 STEPHEN J & COLEEN M WILKER 621 96TH ST W CHANHASSEN, MN 55317-8602 THOMAS J & SHARON L MESCHKE 9701 FLINTLOCK TRL CHANHASSEN. MN 55317-8637 MAGDY A & JUNE L EBRAHIM 521 PINEVIEW CT CHANHASSEN, MN 55317-8697 PAUL J & CHERYL LOKKESMOE 9650 FOXFORD RD CHANHASSEN, MN 55317-8688 PETER A DIRKS 900 HOMESTEAD LN CHANHASSEN, MN 55317-8608 ROBERT & BETTY WOLD 731 PIONEER TRL CHASKA, MN 55318-1157 ROBERT F ERLER & 9600 FLINTLOCK TRL CHANHASSEN, MN 55317-8605 RONALD L & KOLLEEN M BROWN 9650 FLINTLOCK TRL CHANHASSEN, MN 55317-8605 STEVEN J & SANDRA R KADISAK 810 PIONEER TRL CHANHASSEN, MN 55317-8673 THOMAS M & CHERYL L JESSEN 9570 FOXFORD RD CHANHASSEN, MN 55317-8681 PAMELA A O'NEILL 9550 FOXFORD RD CHANHASSEN, MN 55317-8681 PAUL T ANDERSON & 9380 KIOWA TRL CHANHASSEN, MN 55317-8616 PRINCE R NELSON 7801 AUDUBON RD CHANHASSEN, MN 55317-8201 ROBERT & CHRISTIN E BOECKER 610 96TH ST W CHANHASSEN, MN 55317-8601 ROGER A & KIMBERLY A LEE 600 96TH ST W CHANHASSEN, MN 55317-8601 STATE OF MINNESOTA - DOT 395 JOHN IRELAND BLVD 631 TRANSPORTATION ST PAUL, MN 55155-1801 THEODORE B & KAREN K HASSE 630 96TH ST W CHANHASSEN, MN 55317-8601 TIMOTHY A & DAWNE M ERHART 9611 MEADOWLARK LN CHANHASSEN, MN 55317-8695 TIMOTHY A & LINDA M BLOUDEK TIMOTHY J LOWE WADE W MARSHALL 1171 HOMESTEAD LN 601 96TH ST W 9441 GREAT PLAINS BLVD CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8602 CHANHASSEN, MN 55317-8607 WAYNE O & GAYLE D WENZLAFF WENCES M HORAK ETAL WESLEY & CAROL DUNSMORE 1181 HOMESTEAD LN 9700 FLINTLOCK TRL 730 96TH ST W CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8637 CHANHASSEN, MN 55317-8603 WILLIAM F & MARY E HEINLEIN WILLIAM G & ELIZABETH M AHERN WILLIAM J & PAMELA A O'NEILL 721 96TH ST W 1191 HOMESTEAD LN 9550 FOXFORD RD CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8681 CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Karen J. Engelhardt, being first duly sworn, on oath deposes that she is and was on October 9, 2008, the duly qualified and acting Deputy Clerk of the City of Chanhassen, Minnesota; that on said date she caused to be mailed a copy of the attached notice of Public Hearing for Fairview Chanhassen Medical Center — Planning Case 08-16 to the persons named on attached Exhibit "A", by enclosing a copy of said notice in an envelope addressed to such owner, and depositing the envelopes addressed to all such owners in the United States mail with postage fully prepaid thereon; that the names and addresses of such owners were those appearing as such by the records of the County Treasurer, Carver County, Minnesota, and by other appropriate records. Subscribed and sworn to before me this day of'Seye rARc , 2008. Notary P gir/ KIM T. MEUWISSEN 3 fir' Notary Public -Minnesota MY CmnMMIOn Expires Jan 31, 2010 Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, October 21, 2008 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 a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from Agricultural Proposal: Estate (A2) to Office/Institutional (OI), Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 781 -stall, four -level parking ramp; and a Wetland Alteration Permit — FAIRVIEW CHANHASSEN MEDICAL CENTER Applicant: United Properties, LLCfTimothy & Dawns Erhart Property Outlot A, Butternut Ridge Addition (SE Comer of Powers Boulevard Location: and TH 312) 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 What Happens this project. During the meeting, the Chair will lead the public What Happens hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. at the Meeting: 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/serv/plan/08-16.htmi. If you wish to talk to Questions & someone about this project, please contact Robert Generous by Questions & email at §generous@ci.chanhassen.mn.us or by phone at 952 -227 - Comments: 1131. 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 City Review Procedure: 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 recommentlation, Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercialfndustrial. • 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. Notice of Public Hearing Chanhassen Planning Commission Meeting Date &Time: Tuesday, October 21, 2008 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 a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlets and dedication of public right-of-way; Rezoning from Agricultural Proposal: Estate (A2) to Office/Institutional (OI), Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 781 -stall, four -level parking ramp; and a Wetland Alteration Permit— FAIRVIEW CHANHASSEN MEDICAL CENTER Applicant: United Properties, LLC/-rimothy & Dawne Erhart Property Outlot A, Butternut Ridge Addition (SE Corner of Powers Boulevard Location: and TH 312) 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 public What Happens hearing through the following steps: 1 • Staff will give an overview of the proposed project. at the Meeting: 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 ro'ect. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/serv/plan/08-1 6.html. If you wish to talk to someone about this project, please contact Robert Generous by Questions & email atbqenerous@ci.chanhassen.mn.us or by phone at 952 -227 - Comments: 1131. 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 vole 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, lease contact the Planning Staff person named on the notification. Disclaimer: 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 Geographic Information System (GIS) Data used to prepare this map are error free, and the City does not represent that the GIS Data can be used for navigational, tracking of any other purpose requiring exacting measurement of distance or direction or precision in the depiction of geographic features. If errors or discrepancies are found please contact 952-227-1107. 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, indemnify, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties which arse out of the users access or use of data provided. Disclaimer: 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 Geographic Information System (GIS) Data 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 or discrepancies are found please contact 952-227-1107. 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, indemnify, and hold harmless the City from any and all claims brought by User, its employees or agents, or third parties which arse out of the users access or use of data provided. ANDREW T RIEGERT BEVERLY C ERICKSON BRADLEY C WORM 620 96TH ST W 520 PINEVIEW CT 750 96TH ST W CHANHASSEN, MN 55317-8601 CHANHASSEN, MN 55317-8697 CHANHASSEN, MN 55317-8603 BRIAN J & MICHELLE R O'DONNELL CHARLES E & SANDRA R WORM DAMON D & LISA L KANZLER 1151 HOMESTEAD LN 760 96TH ST W 1161 HOMESTEAD LN CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8613 DANIEL D & KATHERINE HORSFALL DAVID D & STEPHANIE J VIEAU DAVID L & ROSELEE W WONDRA 9610 FOXFORD RD 901 HOMESTEAD LN 9590 FOXFORD RD CHANHASSEN, MN 55317-8688 CHANHASSEN, MN 55317-8609 CHANHASSEN, MN 55317-8681 DAVID R & MARY B BLANSKI DAVID S & CYNTHIA L DEVOY DOUGLAS J & REBECCA A DUCHON 9350 GREAT PLAINS BLVD 600 94TH ST W 9630 FOXFORD RD CHANHASSEN, MN 55317-8642 CHANHASSEN, MN 55317-8600 CHANHASSEN, MN 55317-8688 DOUGLAS L & PAULA JO STEEN EICKHOLT TRUST G&M LAURENT FAMILY LTD PTRSHP 701 96TH ST W 3825 CHOWEN AVE S 24760 CEDAR POINT RD CHANHASSEN, MN 55317-8603 MINNEAPOLIS, MN 55410-1044 NEW PRAGUE, MN 56071-4056 GARY J & MARY LANE BENDZICK GAYLE O & LOIS J DEGLER GREGORY M FALCONER 731 96TH ST W 541 PINEVIEW CT 720 96TH ST W CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8697 CHANHASSEN, MN 55317-8603 JAMES & ARLENE J CHURCH JAMES D WILSON ETAL JAMES H & TERESA O GIUSTI 611 96TH ST W 5730 YANCY AVE 540 PINEVIEW CT CHANHASSEN, MN 55317-8602 NEW GERMANY, MN 55367-9327 CHANHASSEN, MN 55317-8697 JAMES L & JANET P BROWNELL JAMES M & TERESA A BYRNE JAMES R & SHARON M HEDBERG 1190 HOMESTEAD LN 700 96TH ST W 750 PIONEER TRL CHANHASSEN, MN 55317-8612 CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8671 JOHN C & JACKIE J DANIELS JOHN E & CYNTHIA N HART JOHNNIE J & ELAINE A MEYERING 1111 HOMESTEAD LN 951 HOMESTEAD LN 1050 HOMESTEAD LN CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8609 CHANHASSEN, MN 55317-8634 JOYCE E KING KAREN KAY HENRICKSON KEVIN J & PATRICIA A ELLSWORTH 9391 KIOWA TRL 9651 FLINTLOCK TRL 9601 FLINTLOCK TRL CHANHASSEN, MN 55317-8617 CHANHASSEN, MN 55317-8605 CHANHASSEN, MN 55317-8605 KEVIN L & LORI A BOGENREIF KURT W PAPKE & LESLIE L O'HALLORAN 631 96TH ST W 1131 HOMESTEAD LN 710 96TH ST W CHANHASSEN, MN 55317-8602 CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8603 LORI L LARSON 1051 HOMESTEAD LN CHANHASSEN, MN 55317-8611 PAUL D & CAROL L PAULSON 9250 GREAT PLAINS BLVD CHANHASSEN, MN 55317-8641 PETER A & JERILYN M SCHWALEN 1001 HOMESTEAD LN CHANHASSEN, MN 55317-8611 RICHARD A & BETTY A DERHAAG 711 96TH ST W CHANHASSEN, MN 55317-8603 ROBERT A & ELIZABETH K HAAK 770 PIONEER TRL CHANHASSEN, MN 55317-8671 ROGER G NOVOTNY 560 PINEVIEW CT CHANHASSEN, MN 55317-8697 STEPHEN J & COLEEN M WILKER 621 96TH ST W CHANHASSEN, MN 55317-8602 THOMAS J & SHARON L MESCHKE 9701 FLINTLOCK TRL CHANHASSEN, MN 55317-8637 MAGDY A & JUNE L EBRAHIM 521 PINEVIEW CT CHANHASSEN, MN 55317-8697 PAUL J & CHERYL LOKKESMOE 9650 FOXFORD RD CHANHASSEN, MN 55317-8688 PETER A DIRKS 900 HOMESTEAD LN CHANHASSEN, MN 55317-8608 ROBERT & BETTY WOLD 731 PIONEER TRL CHASKA, MN 55318-1157 ROBERT F ERLER & 9600 FLINTLOCK TRL CHANHASSEN, MN 55317-8605 RONALD L & KOLLEEN M BROWN 9650 FLINTLOCK TRL CHANHASSEN, MN 55317-8605 STEVEN J & SANDRA R KADISAK 810 PIONEER TRL CHANHASSEN, MN 55317-8673 THOMAS M & CHERYL L JESSEN 9570 FOXFORD RD CHANHASSEN, MN 55317-8681 PAMELA A O'NEILL 9550 FOXFORD RD CHANHASSEN, MN 55317-8681 PAUL T ANDERSON & 9380 KIOWA TRL CHANHASSEN, MN 55317-8616 PRINCE R NELSON 7801 AUDUBON RD CHANHASSEN, MN 55317-8201 ROBERT & CHRISTIN E BOECKER 610 96TH ST W CHANHASSEN, MN 55317-8601 ROGER A & KIMBERLY A LEE 600 96TH ST W CHANHASSEN, MN 55317-8601 STATE OF MINNESOTA - DOT 395 JOHN IRELAND BLVD 631 TRANSPORTATION ST PAUL, MN 55155-1801 THEODORE B & KAREN K HASSE 630 96TH ST W CHANHASSEN, MN 55317-8601 TIMOTHY A & DAWNE M ERHART 9611 MEADOWLARK LN CHANHASSEN, MN 55317-8695 TIMOTHY A & LINDA M BLOUDEK TIMOTHY J LOWE WADE W MARSHALL 1171 HOMESTEAD LN 601 96TH ST W 9441 GREAT PLAINS BLVD CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8602 CHANHASSEN, MN 55317-8607 WAYNE O & GAYLE D WENZLAFF WENCES M HORAK ETAL WESLEY & CAROL DUNSMORE 1181 HOMESTEAD LN 9700 FLINTLOCK TRL 730 96TH ST W CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8637 CHANHASSEN, MN 55317-8603 WILLIAM F & MARY E HEINLEIN WILLIAM G & ELIZABETH M AHERN WILLIAM J & PAMELA A O'NEILL 721 96TH ST W 1191 HOMESTEAD LN 9550 FOXFORD RD CHANHASSEN, MN 55317-8603 CHANHASSEN, MN 55317-8613 CHANHASSEN, MN 55317-8681 Public Hearing Notification Area (500+ feet) Fairview Chanhassen Medical Center SE Corner Powers Boulevard & TH 312 (Outlot A, Butternut Ridge Addition) Planning Case 2008-16 � x. CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC HEARING PLANNING CASE NO. 08-16 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, October 21, 2008, 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 a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from Agricultural Estate (A2) to Office/Institutional (OI), Site Plan Review with Variances for a two- phase, three-story, 160,000 square -foot medical center, up to a 731 -stall, five -level parking ramp and signage; and a Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast comer of Powers Boulevard and Highway 312) — FAIRVIEW CHANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. 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/sere/Plan/08-16.htm1 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. Robert Generous, Senior Planner Email: beenerous@ci.chanhassen.mn.us Phone: 952-227-1131 (Publish in the Chanhassen Villager on October 9, 2008) O$ -11. SCANNED CITY OF CHANHASSEN CARVER & HENNEPIN COUNTIES NOTICE OF PUBLIC BEARING PLANNING CASE NO. 08-16 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public hearing on Tuesday, October 21, 2008, at 7:00 p.m. in the Council Chambers in Chanhassen Cityliall, 7700 Market Blvd. The purpose of this hearing is to consider a request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor, Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from Agricultural Estate (A2) to O@1ce7hvstitutional (OI), Site Plan Review with Variances for a two- phase, three-story, 160,000 square- fcot medical center, up toa 731 -stall, frvedevel parkingramp and signage; and Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast corner of Powers Boulevard and Highway 312) - FAIRVIEW CHANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. A plan showing the location of the proposal is available for public review on the City's web site at www. i. h nha en.mn.us/sery/ plan/08-16.html 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. Robert Generous, Senior Planner Email: bgenerous&i.chanhassen.mmus Phone: 952-227-1131 (Published in the Chanhassen Villager on Thursday, October 9, 2006; No. 9122) Affidavit of Publication Southwest Newspapers State of Minnesota) )SS. County of Carver ) Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized agent of the publisher of the newspapers known as the Chaska Herald and the Chanhassen Vil- lager and has full knowledge of the facts herein stated as follows: (A) These newspapers have complied with the requirements constituting qualification as a legal newspaper, as provided by Minnesota Statute 331A.02, 331 A.07, and other applicable laws, as amended. (B) The printed public notice that is attached to this Affidavit and identified as No.'4//? a was published on the date or dates and in the newspaper stated in the attached Notice and said Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both inclusive, and is hereby acknowledged as being the kind and size of type used in the composition and publication of the Notice: abcdefghllklmnopgrstu Larnie A. Hartmann Subscribed and swom before me on this 7 �day of 0Ck&._- , 2008 JYMME J. BARK NOTARY PUBLIC - MINNESOTA .M♦k� My Commission Expires 01/31!2013 RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $40.00 per column inch Maximum rate allowed by law for the above matter ............................... $40.00 per column inch Rate actually charged for the above matter .............................................. $12.19 per column inch RECEIVED Nov 7 - 2008 CITY OF CHANHASSEN PROPOSED MOTIONS: A. "The Chanhassen Planning Commission recommends that City Council approve the Rezoning of Lot 1, Block 1, from Agricultural Estate District, A2, to Office & Institutional District, OI." B. "The Chanhassen Planning Commission recommends that City Council approve the Conditional Use Permit with Variances to encroach into the primary zone and required buffer for development in the Bluff Creek Corridor; subject to conditions 1 through 8 on page 33." C. "The Chanhassen Planning Commission recommends that City Council approve the Subdivision Preliminary Plat creating one lot, two outlots and dedication of public right-of-way, plans prepared by Westwood Professional Services, Inc., dated September 5, 2008, subject to conditions 1 through 42 on pages 33-37." D. "The Chanhassen Planning Commission recommends that City Council approve the Site Plan Review with Variances for building height, Bluff Creek Primary Zone setbacks and parking setbacks for Planning Case #08-16, for a two-phase, three-story, 160,000 square -foot medical center, and up to a 731 -stall, five level parking ramp on Lot 1, Block 1 of the development, plans prepared by Pope Associates, Inc. and Westwood Professional Services, Inc., dated September 19, 2008, subject to the conditions 1 through 26 on pages 37-39." And, E. "The Chanhassen Planning Commission recommends that City Council approve a sign size Variance request to permit an eight (8) foot tall sign with up to 64 square feet of sign display area, subject to conditions 1 through 4 on page 39." The Planning Commission also adopts the attached findings of fact and recommendations. SUMMARY OF REQUEST: FAIRVIEW CHANHASSEN MEDICAL CENTER The developer is requesting the following: • Conditional Use Permit with Variances for development in the Bluff Creek Corridor; • Rezoning from Agricultural Estate District, A2, to Office & Institutional, OI; • Subdivision into one lot, two outlots and dedication of public right-of-way; • Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 731 -stall, five -level parking ramp, and signage. ac"Neo Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 2 of 40 LOCATION: Outlot A, Butternut Ridge Addition (southeast corner of Powers Boulevard/CSAH 17, and Highway 212) APPLICANT: United Properties, LLC Timothy & Dawne Erhart 3500 American Boulevard West 9611 Meadowlark Lane Minneapolis, MN 55431 Chanhassen, MN 55317 (952)837-8525 william.katter@uproperties.com PRESENT ZONING: Agricultural Estate District, A2 2020 LAND USE PLAN: Office and Residential — Low Density (net density 1.2 — 4.0 units per acre) ACREAGE: 116.88 acres DENSITY: F.A.R. 0.36 LEVEL OF CITY DISCRETION IN DECISION-MAKING: The City has a relatively high level of discretion in approving rezonings because the City is acting in its legislative or policy making capacity. A rezoning must be consistent with the City's Comprehensive Plan. The City's discretion in approving or denying a preliminary plat is limited to whether or not the proposed plat meets the standards outlined in the Subdivision Regulations and Zoning Ordinance. If it meets these standards, the City must approve the preliminary plat. This is a quasi judicial decision. The City's discretion in approving or denying a site plan is limited to whether or not the proposed project complies with Zoning Ordinance requirements. If it meets these standards, the City must then approve the site plan. This is a quasi-judicial decision. The City's discretion in approving or denying a variance is limited to whether or not the proposed project meets the standards in the Zoning Ordinance for a variance. The City has a relatively high level of discretion with a variance because the applicant is seeking a deviation from established standards. This is a quasi-judicial decision. The City has limited discretion in approving or denying conditional use permits, based on whether or not the proposal meets the conditional use permit standards outlined in the Zoning Ordinance. If the City finds that all the applicable conditional use permit standards are met, the permit must be approved. This is a quasi-judicial decision. The City's discretion in approving or denying a wetland alteration permit is limited to whether or not the proposal meets the standards outlined in the Zoning Ordinance. If it meets these standards, the City must approve the wetland alteration permit. This is a quasi-judicial decision. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 3 of 40 PROPOSAUSUMMARY The applicant is proposing to build a medical center southeast of the intersection of Minnesota Trunk Highway 212 and Powers Boulevard. The facility is intended to be constructed in two phases and be a total of 160,000 finished square feet. The full build out is contingent upon a tumback to the land owner of MnDOT right-of-way. In the event that this tumback does not occur, the applicant has requested to build a four-story building totaling 112,000 square feet. The site is located within the Bluff Creek Overlay District (District). This district was created in 1998 based upon the findings and recommendations of the 1996 Bluff Creek Watershed Natural Resources and Management Plan. The district was intended to have several functions. The primary function of the district is to protect the geomorphology and hydrology of Bluff Creek, a 303d listed impaired water, and to preserve the natural corridor from the Minnesota River Valley to Lake Minnewashta Regional Park for aesthetic, recreational and wildlife benefits. In reviewing the proposed project, there are two major issues that need to be reviewed: The background, vision and rules governing and the impact of the proposed development on the Bluff Creek corridor, including the location of the building, the encroachment into the primary zone, and any necessary or appropriate mitigation, which will be reviewed in the conditional use permit discussion. The impacts of the development on infrastructure, especially traffic, which is reviewed as part of the subdivision and site plan. The applicant is requesting a subdivision of the property and a site plan review to permit the development of a medical clinic on the westerly portion of the property and to provide access for the future development of the eastern portion of the property. The property surrounding this site is zoned Agricultural Estate District, A2, and is located in the next area of urban services expansion anticipated for the City. To the north is the eastbound ramp to Highway 212, a passive park area purchased by the City in the 1998, the southern portions of the Wilson nursery property, and two single-family homes on larger lots. To the east is Highway 101 across which is Bandimere Community Park and single-family homes. To the south are single-family homes on large lots. West across Power; Boulevard is a vacant fano field and wetlands that is guided for Office uses. Water service was provided to the site in conjunction with the Highway 212 project. The water extension was expedited to avoid the necessity of having to retrofit a water line under the new highway and along Powers Boulevard. Sewer service is being provided in conjunction with City Project #08-09, which is anticipated for approval in early 2009. This sewer project includes a lift station located south of the local street connection to Powers Boulevard which will serve all the land Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 4 of 40 in the City south of Highway 212 currently not connected to City sewer, and a force main from the lift station to Lyman Boulevard. The portion of the site proposed for development is limited to the extreme western quarter of the property. Portions of this area are part of the Bluff Creek corridor primary zone. A created wetland and proposed wetland mitigation area are located in the eastern portion of the development area. A ridge line, with a high elevation of approximately 924, divides the western development area from the eastern development area. A wooded area runs from the northeast to the southwest across this portion of the site. The site generally slopes from the north and east to the southwest with an elevation of 868. An existing stormwater pond is located in the west central portion of the site. Staff is recommending approval of the proposed development with modifications, subject to the conditions contained within the staff report. APPLICABLE REGUATIONS Chapter 18, Subdivisions Chapter 20, Article 11, Division 3, Variances Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article IV, Division 2, Conditional Use Permits Chapter 20, Article VI, Wetland Protection Chapter 20, Article XXI, "OP' Office and Institutional District Chapter 20, Article XXIII, Division 7, Design Standards for Commercial, Industrial and Office - Institutional Developments Chapter 20, Article XXIV, Off -Street Parking and Loading Chapter 20, Article XXV, Landscaping and Tree Removal Chapter 20, Article XXVI, Signs Chapter 20, Article XXXI, Bluff Creek Overlay District BACKGROUND As part of the City's 2030 Comprehensive Plan update, the City proposed a Land Use amendment of the westerly 10 acres of the property from Residential -Low Density to Office. This site also represents a significant gateway into our community. As such, it is anticipated that the development be a higher caliber and grander scale than other development in the OI district. This area is topographically and vegetatively separated from the remainder of the parcel to the east. It is anticipated that the remainder of the site will develop with a mix of housing types that maintain the 1.2 — 4.0 units per acre density. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 5 of 40 On October 23, 2006, the Chanhassen City Council approved Wetland Alteration Permit #06-32 for the construction of an access road and stormwater pond. The wetland mitigation for this is located just east of the proposed Lot 1 and north of the large wetland complex. In 2006, the Minnesota Department of Transportation (MnDOT) constructed an extension of Powers Boulevard from Lyman Boulevard to Pioneer Trail in conjunction with the Trunk Highway 212 project. Future development within the City requires a lift station south of TH 212 and north of Pioneer Trail along Powers Boulevard. In addition, the TH 212 project needed to provide access to properties south of TH 212, west and east of the Powers Boulevard extension. Due to Carver County's requirements for separation of access points onto a county road, the curb cut to access the Erhart property was located adjacent to an existing wetland. The applicant proposed the construction of a 31 -foot wide street to provide access to the western portion of the property, in addition to the future City lift station. In conjunction with the access point and lift station location, the property owner requested and received a wetland alteration permit (Planning Case #06-32) in 2006. The wetland mitigation required of the permit has not been completed On July 10, 1995, the City Council approved the preliminary and final plat of Butternut Ridge Addition, Subdivision #95-9, creating one lot and one outlot. This subdivision permitted the property owner to sell the 2Y2 -acre home site on the property and keep the balance of the site for the owner's personal use and future development. REZONING While the development had originally been contemplated as a planned unit development (PUD), staff felt that Office & Institutional (OI) zoning with a variance request was more appropriate for the site. The OI district is a limited use district that permits health services/hospitals, offices and cultural type uses, which will be more compatible with the existing and future residential development to the east. The proposed zoning classification is consistent with the office land use designation of the northwesterly comer of the property that was proposed as part of the 2030 Comprehensive Plan update. The balance of the property is guided residential—low density and will maintain its Agricultural Estate District (A2) zoning until it is ready for development. ARTICLE XXI. "OI" OFFICE AND INSTITUTIONAL DISTRICT Sec. 20-791. Intent. The intent of the "OI" District is to provide for public or quasi -public nonprofit uses and professional business and administrative offices. Sec. 20-792. Permitted uses. The following uses are permitted in an "OI" District: (1) Antennas as regulated by article XXX of this chapter. (2) Community center. (3) Churches. (4) Fire station. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 6 of 40 (5) Funeral homes. (6) Health services/hospitals. (7) Library. (8) Museum. (9) Nursing homes. (10)Offices. (I I)Post office. (12)Public parkstopen space. (I3)Public recreational facilities. (14)Schools. (I5)Utility services. Sec. 20-793. Permitted accessory uses. The following are permitted accessory uses in the "OP' District: (1) Parking lots. (2) Signs. (3) Temporary outdoor sales (subject to the requirements of section 20-312). Sec. 20-794. Conditional uses. The following are conditional uses in the "OP' District: (1) Adaptive reuse of vacant public or private school buildings for private business uses. (2) Commercial towers as regulated by article XXX of this chapter. Sec. 20-795. Lot requirements and setbacks. The following minimum requirements shall be observed in an "OP' District subject to additional requirements, exceptions and modifications set forth in this chapter: (1) The minimum lot area is 15,000 square feet. (2) The minimum lot frontage is 75 feet, except that lots fronting on a cul-de-sac shall have a minimum lot frontage. of 60 feet. (3) The minimum lot depth is 150 feet. (4) The maximum lot coverage is 65 percent. (5) Off-street parking shall comply with district setback requirements except: a. There is no minimum setback when it abuts a railroad right-of-way, except as provided in chapter 20, article XXV, division 3 pertaining to landscaping requirements. b. There is no minimum setback when it abuts, without being separated by a street, another off-street parking area. c. The minimum setback is 50 feet when it abuts a residential district without being separated from the residential district by a street or railroad right-of-way. d. The minimum setback is 25 feet for side street side yards. (6) The maximum height is as follows: Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 7 of 40 a. For the principal structure, two stories. b. For accessory structures, one story. (7) Minimum setback requirements: a. For front yards, 35 feet. b. For rear yards, 30 feet. c. For side yards, 15 feet. d. The minimum setback is 50 feet when it abuts a residential district without being separated from the residential district by a street or railroad right-of-way. Sec. 20-796. Interim uses. The following are interim uses in the "OP' District: (1) Temporary classroom structures for use by public or private schools needed for temporary use. CONDITIONAL USE PERMIT BLUFF CREEK OVERLAY DISTRICT Fairview Medica I Center Bluff Creek Overlay District T D Development within the Bluff Creek corridor requires approval of a Conditional Use Permit. As part of this specific development request, the applicant is requesting a variance from the primary zone boundary to encroach into the primary zone for the development of the project, including buildings, grading, parking and driveway, stormwater ponding and the proposed wetland mitigation area. The Bluff Creek Primary Zone encompasses approximately the westerly 20 percent of the property. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 8 of 40 Bluff Creek is entirely within the City of Chanhassen. It provides a unique blend of habitat, vegetation and recreational opportunities through the center of the City. The corridor encompasses all of the land which drains to Bluff Creek. In December 1996, the City of Chanhassen adopted the Bluff Creek Watershed Natural Resources Management Plan (BCWNRMP). The plan was the culmination of several years of study and planning focused on protecting the natural and recreational resources provided by the Bluff Creek corridor. The BCWNRMP recommended the establishment of a primary zone (the creek, riparian wetlands, associated steep slopes, native vegetation) and a secondary zone (other undeveloped portions of the watershed) as a tool to help protect the creek's natural resources. The primary and secondary zones were mapped at that time using aerial photography to provide staff and the public with a general idea of where the zones would lie. The City of Chanhassen established the Bluff Creek Overlay District (BCOD) by ordinance in 1998. The BCOD was modified on this property to remove that portion impacted by grading north of the pond and that portion impacted by the construction of TH 212. Even with this modification of the BCOD, a significant portion of the property remains encumbered by the BCOD. The primary zone includes the forested area of the site and the wetlands contained therein, which included the wetland that was filled as part of the approved wetland alteration permit in 2006. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 9 of 40 As is pointed out in the developer's narrative, this will be the first variance of this type within the Bluff Creek Overlay District in this area. Decisions made regarding this development will set a precedent for future developments. The Bluff Creek Overlay District was intended to preserve the natural corridor along Bluff Creek for aesthetic, recreational, wildlife and water quality functions. As Section 20-1551 states, "significant natural features should impact development rather than development impacting significant natural features." Bluff Creek is a 303d -listed water with turbidity and fish IBI impairments. It is known to have significant erosion and sediment issues resulting from the increase in surface water discharge volumes to the creek. The Bluff Creek Overlay District was intended, in part, to guide development to minimize the increases in hardscape that accompany development by creatively designing site plans to reduce impervious surface and save significant natural resources. Because of the need to define the underlying causes of the erosion within Bluff Creek, the Bluff Creek Corridor Feasibility Study was undertaken. This study identified 22 severely eroded gullies and escarpments just in the lower valley alone downstream of the proposed development. Figure 3. Bluff Creek erosion issues downstream of proposed development Properties within the Bluff Creek Overlay District are subject to the following requirements: 1. A conditional use permit is required prior to all subdivisions, site plans, land alteration and building within the BCOD. 2. Bluffs must be preserved as set forth in Article XXVHl of City Code. 3. Density transfers can be used to cluster development in areas where the location of the primary zone makes portions of the site unsuitable for development. 4. Natural habitat areas within the primary zone must be preserved as open space. 5. The primary zone must be 100 percent open space. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 10 of 40 6. All structures must be set back at least 40 feet from the primary zone. 7. The first 20 feet of the setback from the primary zone cannot be disturbed. The area has experienced extensive land alteration in the last two years with the construction of TH 212, the extension of Powers Boulevard and the placement of the access road onto the site. The corridor, which was contiguous in 2006, has experience significant fragmentation, tree loss and wetland loss. Figure 4. Land use changes from 2006 to 2008 All of these land use changes lead to increased runoff to Bluff Creek and further degradation of the creek. In addition, as loss of wetland and woodland diminishes the wildlife and aesthetic value of the area, the function and value of the Bluff Creek corridor as a natural area is reduced. Natural Habitat Preservation Section 20-1561. Natural Habitat Preservation. (a) Natural habitat areas within the primary zone shall be preserved as permanent open space. Any development that occurs shall be directly related to the development of a continuous greenway along the creek from the Minnesota River to Lake Minnewashta as outlined in the Bluff Creek Watershed Natural Resources Management Plan. (b) Where possible, any disturbances of natural habitat areas within the secondary zone shall be avoided. Any alterations to the natural habitat within the secondary zone shall adhere to the practices delineated in the city's surface water management plan. Land use changes on the property have already resulted in the loss of one Manage 1 wetland and a significant area of woodland. The proposed development plan will remove nearly three additional acres of trees. Further, the limits of tree removal and the placement of the road will completely sever the southwestern portion of the site, as well as Bluff Creek and the adjoining wetland from the remainder of the property. oi: a t�f 2006 Existing Conditions 2008 Existing Conditions Figure 4. Land use changes from 2006 to 2008 All of these land use changes lead to increased runoff to Bluff Creek and further degradation of the creek. In addition, as loss of wetland and woodland diminishes the wildlife and aesthetic value of the area, the function and value of the Bluff Creek corridor as a natural area is reduced. Natural Habitat Preservation Section 20-1561. Natural Habitat Preservation. (a) Natural habitat areas within the primary zone shall be preserved as permanent open space. Any development that occurs shall be directly related to the development of a continuous greenway along the creek from the Minnesota River to Lake Minnewashta as outlined in the Bluff Creek Watershed Natural Resources Management Plan. (b) Where possible, any disturbances of natural habitat areas within the secondary zone shall be avoided. Any alterations to the natural habitat within the secondary zone shall adhere to the practices delineated in the city's surface water management plan. Land use changes on the property have already resulted in the loss of one Manage 1 wetland and a significant area of woodland. The proposed development plan will remove nearly three additional acres of trees. Further, the limits of tree removal and the placement of the road will completely sever the southwestern portion of the site, as well as Bluff Creek and the adjoining wetland from the remainder of the property. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 11 of 40 Wetlands Wetland A, as shown in Figure 4 above, was filled to create an access road to the site. This wetland was part of a drainage system that flowed from northeast to southwest across the site into the filled wetland before discharging into the riparian wetland adjacent to Bluff Creek. Two other wetlands exist on or immediately adjacent to the project site. The first is located near the top of Figure 4 and was intended to be restored and expanded to mitigate for the loss of Wetland A. To date, this mitigation has not been performed. The original applicant has given a letter of credit to the City of Chanhassen and has until June 1, 2009 to complete the restoration or be in violation of the WAP and the Wetland Conservation Act. Figure 5. RIM wetland showing 40 -foot buffer (brown) and 40 -foot setback (purple) from the National Wetland Inventory shapefile. The other wetland potentially affected by the proposed development is the largest basin located just east of center in Figure 4. This wetland was restored and is under a perpetual Reinvest in Minnesota (RIM) Reserve Program easement. The Natural Resource Conservation Service, NRCS, is the holder of this easement and must approve any changes to the hydrology of this wetland. No jurisdictional wetland boundary determination or delineation has been performed on this wetland. The RIM easement exists up to the 901.5 foot elevation. Based upon soils, hydrology, existing drainage patterns and topography, it is highly probable that the wetland extends well beyond the water's edge. This is of importance when considering the proposed road alignment which would be directed through this fringe wetland area south of the wetland. The existing east -west trail visible in Figure 5 is the approximate centerline of the proposed road. A wetland delineation will be needed to determine the extent of the wetland. Depending upon the findings, any proposed impacts will require a Wetland Alteration Permit showing that sequencing conditions are met and that they will be mitigated for at the required ratio if allowed. This wetland, although identified as a Manage 1 wetland, would actually be classified as a Preserve wetland based upon the existence of the RIM easement which was unknown at the time our wetland inventory was performed. This classification requires a 40 -foot buffer and a 40 -foot setback of primary structures from the buffer. Although outside of the Bluff Creek Overlay District, the road should be aligned to stay out of the buffer and setback. 0 Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 12 of 40 Woodlands The filling of the wetland and subsequent construction of the pond resulted in removal of a significant area of woodland. Further removal has taken place north of the new pond in an area outside of the approved wetland mitigation plan (see Figure 2). The proposed plan would remove approximately three additional acres of woodland. This removal would create additional woodland edge which would be highly susceptible to colonization by European buckthorn, garlic mustard and other invasive species. This removal would result in further fragmentation of the natural corridor that exists currently. Finally, this removal would result in a decrease of interception of rainfall and an increase in runoff, ultimately leading to finther degradation of Bluff Creek. The hydrologic model shows that runoff from the site increases from 50% to over 100% depending upon the rainfall event for the proposed plan. Bluffs There are no areas within the proposed grading area that meet the criteria of "bluff' as defined in City Code. The Bluff Creek Overlay District has additional requirements for impervious coverage based upon slopes. Section 20-1556. Impervious Coverage and Slopes Within the secondary zone of the BCO district, areas with average slopes exceeding 25 percent shall be preserved in their natural states and maintained as permanent open space. Areas with average slopes less than 25 percent but greater than ten percent shall not exceed an impervious surface coverage of 25 percent. Because no development is to occur within the primary zone, this language is only mentioned as it pertains to the secondary zone. Most of the wooded area within the proposed grading limits exceeds ten percent slopes. Impervious Coverage Calculations were not provided to show the breakdown of impervious coverage within the primary zone or secondary zone. The following calculations are based upon planimetric calculations with the plan set. A planimeter is a tool used to calculate areas from a two- dimensional paper drawing. Some discrepancies are inherent when using this tool. Based upon the planimetric calculations, 5.75 acres of Lot 1 is within the primary zone. This does not include the proposed road and pond. The pond is entirely within the primary zone as is most of the proposed road. It is estimated, based upon the figures obtained from the planimeter, that 43.9% of that portion within Lot 1 will be impervious surface. Nearly 1001/6 of the secondary zone will be impervious surface. Based upon the hydrologic calculations provided by the consulting engineer, runoff volumes for a one-year event will more than double for the entire site and nearly triple at the discharge under Powers Boulevard to Bluff Creek. This discharge point will experience a 57% increase in runoff volume for a ten-year event while discharge from the entire site will increase by 51 % for the Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 13 of 40 same rain event. This condition will likely be mitigated for somewhat because it does not discharge directly to Bluff Creek but instead into the adjacent wetland. Mitigation The project proposes construction of the building, an access drive, parking and retaining wall, as well as a storm water pond and public street within a portion of the Bluff Creek Overlay District primary zone. The encroachment into the primary zone and setback requires a variance. To mitigate for the impacts to the primary corridor, the applicant should submit a plan for the restoration of areas adjacent to the Bluff Creek Corridor with species consistent with the City's Bluff Creek Watershed Natural Resources Management Plan. Additionally, the developer should be required to meet green construction standards to mitigate the impacts in the primary zone through the enhanced environmental benefits from the green construction. The applicant is requesting a variance to encroach into the primary zone. This variance needs to be the minimum necessary to accomplish the goals. A variety of practices and designs are available and could potentially decrease the total impact to the primary zone. These should be evaluated in an attempt to minimize these impacts. This includes, but is not limited to, alternative stormwater design, disconnected pavement areas, pervious pavement and the establishment of forested areas. Various products are available to allow for storage and treatment of stormwater under the parking lot. This would reduce or eliminate the need to place the pond in Outlot B and subsequently remove those trees. Other options may be available to promote infiltration or abstraction of rainfall and decrease the resulting runoff volumes. The applicant should evaluate recognized low -impact development techniques as to their benefits, and incorporate these techniques where practicable to do so, or clearly show why they are not practicable. In the narrative provided by the developer, they discuss using a four-story building and a parking ramp in the event that MnDOT does not tum back the right-of-way as anticipated. If the applicant feels that the project would be viable without land available in the right-of-ways, it seems to follow that the same design techniques could be used to minimize the impact to the primary zone. In conjunction with the development of the site and to mitigate some of the natural feature impacts of the proposed development, the site developer should be required to meet standards that would lead to, at a minimum, certification by Leadership in Energy and Environmental Design (LEED), Green Building Rating System by the U.S. Green Building Council, or comply with the Minnesota Sustainable Building Guidelines (MSBG), administered by the University of Minnesota Center for Sustainable Building Research. The area east of Lot 1 within Outlot A and the primary corridor of Bluff Creek shall be covered by a conservation easement, which shall be recorded with the first phase of the development. This easement shall restrict activities within the area and prohibit any development. Due to the fact that this area of Outlot A is undevelopable (the property cannot get access to the west because of the 12 foot retaining wall, cannot be accessed to the public street because of the site grades and the existing wetland and wetland setbacks required for any development would not permit the siting of structures in this area) the land within the conservation easement could not be Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 14 of 40 used in future phases for density transfer purposes. The city shall have final approval of the easement restrictions. Any wetland mitigation activities that are required within this area shall have final approval by city staff. No additional activities shall be allowed within this area and access to the mitigation site shall be the existing path. The wooded areas of Lot 1 and Outlot B shall be covered by a conservation easement that restricts specific activities and prohibits any further development within the area. The granting of the variance to encroach into the Bluff Creek primary zone is unavoidable due to the configuration of Powers Boulevard (CSAH 17) and Highway 212 and the access to the site. This site is intended as a gateway location of the City. As such, it requires a significant site presence. The easterly driveway is proposed to provide a separation between client, employee and surgical patient pickup traffic. Staff is recommending approval of the variance subject to the development incorporating mitigation strategies outlined above. Approminate :-Iii•ea of Conservation Easement 'T l� ��•'{ia�� SM'.'d'7TM Plnls \ t� s[ 1 OUXor A 1 1 i .v • so •n �., IIS ' i- i - �. 1 � � s,•nr,i 69.101 � _�—T The granting of the variance to encroach into the Bluff Creek primary zone is unavoidable due to the configuration of Powers Boulevard (CSAH 17) and Highway 212 and the access to the site. This site is intended as a gateway location of the City. As such, it requires a significant site presence. The easterly driveway is proposed to provide a separation between client, employee and surgical patient pickup traffic. Staff is recommending approval of the variance subject to the development incorporating mitigation strategies outlined above. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 15 of 40 SUBDIVISION REVIEW The developer, United Properties LLC, is proposing the creation of one lot and two outlots. Lot 1 is proposed for the development of the Fairview Chanhassen Medical Center. Outlot A is reserved for future development. Outlot B contains the stormwater pond and a lift station site for the City of Chanhassen. The preliminary plat currently does not have a name. Staff recommends that the Plat continue the name of Butternut Ridge. GRADING, DRAINAGE AND EROSION CONTROL ,l �`�— �♦ •--i wlN�l' j'yt X11 _ • ••• I I I - I I I I r_ - ' � I Ile ..�-4_-_-__ _- i I i P I r { � F�,^•tel"" , I I , I I I 1_ lel ate• ^ ""'fih3i \I I ♦♦ �� ' I I I 3r I I ♦ I I 1 ' I _ The developer, United Properties LLC, is proposing the creation of one lot and two outlots. Lot 1 is proposed for the development of the Fairview Chanhassen Medical Center. Outlot A is reserved for future development. Outlot B contains the stormwater pond and a lift station site for the City of Chanhassen. The preliminary plat currently does not have a name. Staff recommends that the Plat continue the name of Butternut Ridge. GRADING, DRAINAGE AND EROSION CONTROL ,l �`�— �♦ •--i wlN�l' j'yt X11 _ • ••• I I I - Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 16 of 40 Existing drainage areas rroposea aramage areas A gravel driveway extends from the curb cut on Powers Boulevard and accesses the flat area the north of the pond. The pond was constructed in 2006 when the access for the MnDOT construction staging area was constructed. The trees south of the driveway have been cleared. The remainder of the area proposed for development is treed. The high point of area proposed for development is on the northeast comer of proposed Lot 1. The ridge continues along the northern property line. A drainageway extends from the east and discharges to the area proposed for development. The developer has submitted drainage calculations. The following illustrates the existing and proposed drainage areas. A summary of the existing and proposed drainage is as follows: Area Peak Dischar a cis Existing Proposed Existing Proposed 1 yr 2 yr 10 yr 100 yr 1 yr 2 yr 10 yr 100 yr To Highway 212 ROW 2.10 ac 2.10 ac 1.3 2.1 5.1 9.5 1.7 2.6 5.8 10.4 To Highway 212 ROW 2. .. 1.5 2.4 5.6 10.2 2.0 2.6 4.5 6.9 To Powers Blvd pipe 0.71 ac 0.69 ac 1.0 1.4 2.7 4.6 1.0 1.4 2.7 4.4 To off-site wetland 3.70 ac 3.32 ac 1.8 3.0 7.5 14.2 2.0 3.1 7.4 13.6 To Powers Blvd ditch 7.42 ac 7.42 ac 5.2 9.0 23.7 46.0 4.7 8.2 22.9 45.6 11.01 ac 12.30 ac n/a 0.24 ac 27.1 ac 27.1 ac Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 17 of 40 The drainage calculations indicate that the post -development peak discharge rates increase to the Highway 212 right-of-way. A copy of the drainage calculations were forwarded to MnDOT for Alth ff h L heir review and comment. ough City sta as not received written comments, MnDOT staff has indicated that the plans must be revised so that the peak discharge rates to their system do not increase. A drainage permit will be required from MnDOT. The plans must also be modified so that the peak discharge to the off-site wetland does not increase under fully developed conditions. The drainage area shown in blue contains a drainageway. Under the proposed developed conditions a retaining wall will be constructed across the drainageway on the west side of the building. The developer proposes to install stonn sewer to convey runoff from the drainageway underneath the retaining wall. The plans must be revised to provide either an overland emergency overflow or an additional outlet control structure at a higher elevation. The developer must submit a letter from an engineer stating that the retaining wall design can accommodate temporary ponding behind the wall. The runoff from the drainageway will not be treated in the proposed stormwater pond since the runoff is from an undeveloped area. The runoff will be conveyed to the Powers Boulevard drainage ditch on the southwest comer of the site via storm sewer pipe. The alignment of the storm sewer pipe must be redesigned to eliminate excess cover over the pipe. The plan indicates that the storm sewer in the northwest comer of the parking lot will connect to storm sewer installed with Highway 212. If MnDOT approves this connection, then the plans must be revised to show the existing pipe. Wetlands One wetland exists on the property. This wetland is located north and east of the proposed building site. A second wetland formerly existed on the site. This wetland was impacted under Wetland Alteration Permit #2006-32. Under this WAP, the applicant was to replace the wetland by creating new wetland adjacent to the formerly discussed wetland. This replacement, per the approved WAP and the Minnesota Wetland Conservation Act, was to be constructed prior to or concurrent with the approved wetland impact. To date, in violation of the approved permit, this mitigation area has not been constructed. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 18 of 40 The applicant requested additional time so that several oak trees could be spaded out of the area and transplanted elsewhere on the site. Staff agreed to this request but only after the applicant produced an Irrevocable Letter of Credit in the amount of $5,000 identifying the City of Chanhassen as the beneficiary and the applicant agreed to have the restoration complete no later than June 1, 2009. The applicant will need to comply with all other conditions of the WAP. In the event that the restoration is not completed, this may constitute a violation of the Wetland Conservation Act and could, by law, require replacement at a ratio of as much as 4:1 in addition to other compensations. r.. =_ P"Pti 6. Figure 2. Approved Wetland Grating and Mbgabon Plan In addition to the previously identified wetland, at least one other wetland exists on or in proximity to the subject property such that the likelihood of wetland impact is significant. This wetland is a Preserve wetland which is in a Perpetual Reinvest In Minnesota Easement (RIM) and a perpetual Flowage Easement. Both easements are held by the Minnesota Department of Agriculture and are administered by the Natural Resources Conservation Service and are described as containing all land up to the 901.5. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 19 of 40 The proposed mad alignment to the east appears to be outside of the RIM easement. However, the jurisdictional wetland boundary was never determined and is not identified anywhere within the plan set or in the Delineation Report prepared by Westwood Professional Services in August of 2006. A Preserve wetland requires a 40 -foot buffer and a 40 -foot setback from the buffer of primary structures. Secondary structures must be setback 20 feet from the buffer. A jurisdictional wetland boundary determination and delineation will be needed to determine the extents of the buffer and setbacks and the impact this will have on the road alignment. Surface Water Drainage The majority of the site drains to the Bluff Creek watershed. In the existing conditions, the drainage from the proposed mitigation area flows from northeast to southwest through an intermittent stream channel to what was formerly a Manage 1 wetland. This drainage currently is conveyed through the same channel to the existing stormwater pond. Because this water is "clean" it does not require treatment prior to discharge into the wetland located west of Powers Boulevard adjacent to Bluff Creek. The applicant has been instructed to direct this flow such that it bypasses the proposed stormwater pond, thus minimizing the pond size necessary to accommodate this volume and still meet National Urban Runoff Program (NURP) recommendations. It is apparent that there is an area of depression upstream of the proposed building site. It is quite conceivable that this area could be utilized to store runoff, thereby garnering extended detention and rate control. This practice was identified in the Bluff Creek Natural Resources Management Plan, the Draft Bluff Creek Corridor Feasibility Study and in the Second Generation Surface Water Management Plan as one that would yield beneficial results in the limiting of erosion and sediment deposition within Bluff Creek. It is recommended that the applicant evaluate and utilize this practice as water will likely impound behind the proposed retaining wall in either case. By moving the inundation further from the retaining wall, the potential hazards of having water behind the wall will be minimized. The applicant is also proposing to increase peak discharge rates to the MnDOT system constructed for the TH 212 project. This practice is generally not accepted and MnDOT will need to comment as to whether they would allow this increase in peak discharge. The applicant is also requesting to berm a low area between the RIM wetland and the proposed mitigation area. This is not indicated on the plan set but was requested through conversations with City staff. The RIM wetland is not tributary to the Bluff Creek system and it does not appear that the proposed activity would result in a redirection of surface water drainage from one watershed to another. However, it will be incumbent upon the applicant to show that this is the case and to show that the creation of this berm will not result in a change in hydrology or hydraulics and will not have a deleterious impact on downstream properties and receiving water bodies. Drainage is directed to the RIM wetland from the south through a relatively well-defined swale. Under the proposed road alignment, this swell will be intersected by the road. Conveyance must be maintained from this swale to the RIM wetland. An appropriately sized and designed culvert Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 20 of 40 needs to be installed under the proposed road to maintain this conveyance and prevent the possibility of erosion and sediment deposition. Erosion Control The applicant has provided a Grading and Erosion Control Plan for Phase Two but has not incorporated any of the changes requested by staff. Phase II is contingent upon MnDOT turning back a portion of the right-of-way to the land owner. In the event that the MnDOT right-of-way is not turned back to the applicant, this plan will not address erosion and sediment control issues specific to site grading for Phase I only. If the applicant does not receive the tumback as anticipated, or does not grade the entire area as shown on the plan for any reason, a new plan set will be required specific to Phase I grading. As indicated in City Code, grading should be phased, where practicable to do so, such that the least amount of disturbed area is exposed at any one time. That the plan is designed for two separate phases indicates that it is practicable to do so. Staff recommends that a phasing plan be included with the erosion control to indicate the timing of when areas will be open. No Storm Water Pollution Prevention Plan (SWPPP) was provided with this plan. The consulting engineer has stated that they will provide this as well as the additional erosion control best management practices with the construction level drawings. It has always been the practice of the City to require a full SWPPP and erosion control plans be submitted as part of the review process. Article II Section 18-40 (4)g states that a soil and erosion control plan are required as part of the submittal. Staff sees no compelling reason to deviate from this practice. In addition, the Carver County Soil and Water Conservation District will need to see these plans and comment on them. The development must comply with Carver Soil and Water Conservation District comments. These comments have been made available to the applicant and are incorporated by reference. In general, they require a Storm Water Pollution Prevention Plan be developed and submitted for review per the National Pollution Discharge Elimination System permit. In addition to landscaping requirements, plantings are a part of the erosion control best management practices. The submittal does indicate landscaping trees and calls out a seed mix to be used on disturbed areas. Those disturbed areas adjacent to the remaining wooded areas will experience shaded conditions. The MnDOT 340 mix does not seem appropriate for these areas and staff recommends that a modified BWSR U7 seed mix be used instead. Further, those disturbed areas east of the proposed building and south of the proposed road which will not have buildings, parking or other permanent surface structures should be reforested with native deciduous tree species consistent with the existing species composition. Based upon the tree survey, this would indicate that bur oak should be used. SURFACE WATER MANAGEMENT PLAN (SWMP) The following charges are based upon the 2008 SWMP fees for water quality and water quantity. These fees are consistent with Minn. Stat. §103B. The site is an Office and Institutional zoning Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 21 of 40 change. The acreage used to calculate the fees are based upon the assumption that the tumback of MnDOT right-of-way will occur. Developable Acreage Calculations Water Quality Fees The 2008 per acre water quality fees for commercial development is $6,820.00. Total developable acreage for build out is 11.21 acres. Based upon these figures, total estimated water quality fees for the development equals $76,452.20. Water Quantity Fees The 2008 per acre water quantity fees for commercial development is $17,400.00. Total developable acreage equals 11.21 acres. Based upon these figures, total estimated water quantity fee is $195,054.00. SWMP Credits The City of Chanhassen gives SWMP fee credits for on-site stormwater treatment. This credit is equal to one-half of the water quantity fee per acre of development treated in a NURP basin. According to the drainage calculations and figures provided by Westwood Professional Services, Inc., 8.93 acres of the developed site will be treated in the proposed pond. This results in a SWMP credit of $77,691.00. In addition, the pond outlet and the outlet for the bypass system each warrant a credit of $2,500.00 for an additional $5,000.00 credit. This means the estimated total SWMP credit is $82,691.00. Based upon the above fees and credits, the estimated SWMP fee due at the time of final plat is $271,506.20. RETAINING WALLS The developer proposes to construct two retaining walls: Location Length Maximum Height East of the building 440 feet 12 feet East of the proposed pond 230 feet 6 feet Area (ac) w/o Turnback Area (ac) w/ Turnback Lot 1 8.26 10.31 Outlot A 103.03 103.03 Outlot B 1.74 2.53 ROW 1.18 1.18 Total 1 114.21 1 117.05 Water Quality Fees The 2008 per acre water quality fees for commercial development is $6,820.00. Total developable acreage for build out is 11.21 acres. Based upon these figures, total estimated water quality fees for the development equals $76,452.20. Water Quantity Fees The 2008 per acre water quantity fees for commercial development is $17,400.00. Total developable acreage equals 11.21 acres. Based upon these figures, total estimated water quantity fee is $195,054.00. SWMP Credits The City of Chanhassen gives SWMP fee credits for on-site stormwater treatment. This credit is equal to one-half of the water quantity fee per acre of development treated in a NURP basin. According to the drainage calculations and figures provided by Westwood Professional Services, Inc., 8.93 acres of the developed site will be treated in the proposed pond. This results in a SWMP credit of $77,691.00. In addition, the pond outlet and the outlet for the bypass system each warrant a credit of $2,500.00 for an additional $5,000.00 credit. This means the estimated total SWMP credit is $82,691.00. Based upon the above fees and credits, the estimated SWMP fee due at the time of final plat is $271,506.20. RETAINING WALLS The developer proposes to construct two retaining walls: Location Length Maximum Height East of the building 440 feet 12 feet East of the proposed pond 230 feet 6 feet Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 22 of 40 Building permits are required for retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. UTILITIES Lateral sanitary sewer and watermain to serve the proposed buildings will extend from the existing trunk utilities in Powers Boulevard. The developer will be responsible for extending lateral sanitary sewer and watermain to the east end of the access road; therefore, the sanitary sewer and water connection charges will be waived. A manhole must be installed at the terminus of the sanitary sewer. All sanitary sewer and watermain within Lot 1, Block 1 shall be privately owned and maintained. The storm sewer that will convey runoff from the drainageway to the east of the property shall also be privately owned and maintained, including those portions that lie within public right-of- way and the City owned outlot. The 20 -foot wide drainage and utility easement shown on the preliminary plat over this storm sewer must be deleted. The plans include a 50 -foot wide by 50 -foot deep pad at the southeast comer of the Powers Boulevard/access road intersection. This pad will be within the same outlot as the proposed stormwater pond, which shall be deeded to the City. The City will construct a sanitary sewer lift station and forcemain under a separate contract. Staff anticipates that the forcemain will be directionally bored to minimize impacts. The preliminary plat includes a 20 -foot wide drainage and utility easement extending from the lift station, east within the access road right-of-way, then northeast along the west side of an off- site wetland. Due to the variability associated with the forcemain installation, the 20 -foot wide drainage and utility easement shall be replaced with a temporary blanket drainage and utility easement. A permanent 20 -foot wide easement will be required over the final forcemain alignment. Each new lot will be subject to the sanitary sewer and water hookup charges. The 2008 trunk hookup charges are $1,769/SAC unit for sanitary sewer and $4,799/SAC unit for watermain. These fees will be collected with the building permit, subject to the rates in effect at the time of building permit, and shall be based on the Metropolitan Council Environmental Services' SAC unit determination. All of the utility improvements are required to be constructed in accordance with the City's latest edition of Standard Specifications and Detail Plates. The applicant is also required to enter into a development contract with the City and supply the necessary financial security in the form of a letter of credit or cash escrow to guarantee installation of the improvements and the conditions of final plat approval. All public utility improvements will require a precwnstruction meeting before building permit issuance. Permits from the appropriate regulatory agencies will be required, including the MPCA, Department of Health, Carver County and Watershed District. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 23 of 40 Upon project completion, as -built drawings must be submitted for the private utilities. STREETS/ACCESS The developer proposes to construct a public street from Powers Boulevard, approximately 600 feet south of the Highway 212 on ramp. A curb cut was constructed at this location when this segment of Powers Boulevard was constructed. The traffic study completed for the site indicates that a double left tum lane is required for southbound Powers Boulevard into the site. This turn lane must be constructed with Phase I improvements. The developer must coordinate this work with Carver County and provide additional right-of-way, if needed. The traffic study also indicates that the intersection at Powers Boulevard will likely warrant a traffic signal when the second building phase is constructed. The 2005 AUAR traffic analysis did not include a traffic signal at this intersection because at that time a through street was not proposed on the subject property because lower density development was projected. The traffic study indicates that the full buildout of this property will warrant the traffic signal; therefore, the developer must pay a cash fee with the final plat to cover the cost of the traffic signal. Staff will determine the signal cost prior to final plat approval. The public street will be 50 feet wide. The plans include turn lanes from the access road into the site. An 80 -foot wide right-of-way will be platted to accommodate the access road, including the tum lanes. A temporary roadway, drainage and utility easement must be provided over the cul- de-sac at the east end of the access road. This property is subject to the Arterial Collector Fee which is $3,600 per developable acre. The acreage used in this calculation shall include the right-of-way tumback from both Highway 212 and Powers Boulevard. This fee shall be paid in cash with the final plat. Submit proposed names for the street labeled "Access Road" on plans for approval. TREE PRESERVATION Tree canopy coverage and preservation calculation for the subdivision are as follows: Total upland area (excluding wetlands and bluffs) 559,310 sq ft Total canopy area (excluding wetlands and bluffs) 221,675 sq ft Baseline canopy coverage 40% Minimum canopy coverage allowed 20% or 111,862 sq ft Proposed tree preservation 22% or 124,341 sq It The applicant meets minimum requirements for tree preservation. All of the existing wooded areas within the proposed subdivision are within the Bluff Creek primary and secondary corridors. Because of this, the applicant was asked to minimize grading and tree removal in the development and revise the original grading plan. The revised grading does not present any changes. The tree removal remains identical to the original proposal. The intent of the primary corridor, to protect the watershed of Bluff Creek, has not been met by the proposed plan. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 24 of 40 To mitigate for the effects of development within the primary corridor, the developer should be required to meet green construction standards for the whole site. In wooded areas within the grading limits, staff recommends that all resulting openings be reforested with native trees. There are multiple sites that can be reforested along the eastern wooded area and along the east end of the access road. Tree planting sites are also available around the proposed pond to the south. Tree species shall be selected from the Bluff Creek Management Plan native species list. Staff recommends that the area east of Lot 1 within Outlot A and the primary corridor of Bluff Creek be covered by a conservation easement. This easement shall restrict activities within the area and prohibit any development. A legal description of the area is included in the report. The city shall have final approval of the easement restrictions. Any wetland mitigation activities that are required within this area shall have final approval by city staff. No additional activities shall be allowed within this area and access to the mitigation site shall be the existing path. Staff recommends that the wooded areas of Lot 1 and Outlot B also be covered by a conservation easement that restricts specific activities and prohibits any further development within the area The applicant is proposing to save several large oaks along the eastern grading limits. Staff recommends that the following practices be required in order to insure the best chance of survival for the oaks: understory trees near the oaks shall be preserved, roots at the grading limits shall be cut cleanly with a trencher or vibratory plow, and tree preservation fencing shall be installed prior to any grading. Preserving the existing grade as far out as possible from the base of the tree would be very beneficial. The applicant could install a second retaining wall that would protect the existing grade and reduce grading PARKS AND RECREATION Parks A primary component of the 1997 Park, Open Space and Trail Referendum was the acquisition of a large highly desirable parcel of open space. The "Fox" woods located north and east of the proposed Fairview Centre contains the largest forested preserve in the city's park system. Collection of a park dedication fee in lieu of acquisition of additional open space as a condition of approval for the Fairview project is recommended. Trails Powers Boulevard Trail This existing section of trail was installed concurrent with the extension of Powers _ 1 1 i ti Access Road Tran Fairview Trail Map 2K] na„,.m Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 25 of 40 Boulevard. This trail transports people north and south between the proposed access road and the on/off ramp at Highway 212. Access Road Trail Designation and construction of this 10 -foot wide trail on the north side of the proposed access road is consistent with the comprehensive plan and when extended east will serve as an important east/west trail connection between Powers Boulevard and Highway 101. North Trail Construction of the 10 -foot wide North Trail as a condition of approval of this subdivision will satisfy an important pedestrian connection. The intersection of Powers Boulevard and the Highway 212 on/off ramp will serve as a key trailhead location in the future. An extensive trail system will be developed in the park preserve serving as a primary attractor to this area. In addition, a second more regional future trail connection will extend from this intersection northeast along a large wetland and running parallel with Highway 212. This particular section of trail will extend to the intersection of Highway 101 and Lyman Boulevard serving as a commuter bikeway in addition to a recreational trail. The current design as shown in the plan set for the North Trail is not ideal. Assuming that the MnDOT right-of-way at this location will remain fenced, the trail should be set back a minimum of three feet from the fence to safely allow for winter plowing and snow storage. Similarly, a minimum three-foot boulevard with six feet or more being preferred should be maintained between the trail and the parking lot, again for winter maintenance and snow removal but, more importantly, to create an aesthetically pleasing and inviting trail corridor and property boundary. East Trail Construction of a future trail east of the Fairview lot and paralleling an existing wetland will connect the access road with the park preserve. Acquisition of a trail easement over this area to accommodate this trail should occur at this time. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 26 of 40 COMPLIANCE TABLE MnDOT will be reconveying approximately 2.8 acres of land back to the property owner. This land represents excess right-of-way taken for the construction of Highway 212 and Powers Boulevard. GENERAL SITE PLAN/ARCHITECTURE ARCHITECTURAL COMPLIANCE The developer is proposing a two-phase, three-story, 160,000 square -foot medical center, and up to a 731 -stall, five -level parking ramp. The full buildout is predicated upon a tumback to the land owner of MnDOT right-of-way. In the event that this tumback does not occur, the applicant has requested to build a four-story building totaling 112,000 square feet. The Office Institutional (OI) District limits building height to two stories. The proposed number of stories for both the building and parking ramp exceed the district regulations, by one and four stories respectively. Therefore, the applicant is requesting a variance from these standards in conjunction with the site plan review. The applicant is requesting a variance from the sign ordinance to permit a larger monument sign in conjunction with the project. Finally, the applicant is requesting a variance from the setback requirements in the OI district and Bluff Creek corridor. While the development had originally been contemplated as a planned unit development (PUD), staff felt that OI zoning with a variance request was more appropriate for the site since this project would be a single building and one accessory structure. The PUD Areas . ft Frontage ft Depth f Notes Code 15,000 75 150 Lot 1 359,689 488 737 8.26 ac. (10.31 ac. with MnDOT land) 103.03 ac. Future Outlot A 4,487,987 Development Area less the area of the conservation easement 1.74 ac. (2.53 ac. with Outlot B 75,911 MnDOT land) Storm water pond ROW 51,623 1.18 ac. TOTAL 4,975,210 114.21 ac. (117.05 ac. with MnDOT land) MnDOT will be reconveying approximately 2.8 acres of land back to the property owner. This land represents excess right-of-way taken for the construction of Highway 212 and Powers Boulevard. GENERAL SITE PLAN/ARCHITECTURE ARCHITECTURAL COMPLIANCE The developer is proposing a two-phase, three-story, 160,000 square -foot medical center, and up to a 731 -stall, five -level parking ramp. The full buildout is predicated upon a tumback to the land owner of MnDOT right-of-way. In the event that this tumback does not occur, the applicant has requested to build a four-story building totaling 112,000 square feet. The Office Institutional (OI) District limits building height to two stories. The proposed number of stories for both the building and parking ramp exceed the district regulations, by one and four stories respectively. Therefore, the applicant is requesting a variance from these standards in conjunction with the site plan review. The applicant is requesting a variance from the sign ordinance to permit a larger monument sign in conjunction with the project. Finally, the applicant is requesting a variance from the setback requirements in the OI district and Bluff Creek corridor. While the development had originally been contemplated as a planned unit development (PUD), staff felt that OI zoning with a variance request was more appropriate for the site since this project would be a single building and one accessory structure. The PUD Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 27 of 40 district is a better zoning district for mixed use or highly complex developments. The OI district, in this case, provides an adequate and limited range of development for the lot. The need for the variances is due to the type and function of building. This site is intended as a gateway location of the City. As such, it requires a significant site presence. To do this with a one or two story structure would not provide the same impact as a taller building and would require even greater encroachment into the Bluff Creek Primary zone. As part of staff's initial discussions with the developer, staff had recommended that the building be pushed as close to Powers Boulevard as possible. However, due to the need for the reconveyance of the excess right-of-way back to the property owner, the uncertainty of timing for such tumback, and the site user's desire to have the building overlooking the natural area east of the site, the developer has located the building as far east on the property as was feasible given the requirements for setback and parking. The first phase of the development consists of a three-story, 88,000 square -foot building, comprising the south half and the main entrance area of the building. The second phase would add the north half of the building and the parking ramp structure. The timing of the phasing is indeterminate at this time, but shall rely on market conditions. In order to mitigate some of the natural feature impacts of the proposed development, the site developer should be required to meet standards that would lead to, at a minimum, certification by Leadership in Energy and Environmental Design (LEED), Green Building Rating System by the U.S. Green Building Council, or comply with the Minnesota Sustainable Building Guidelines (MSBG), administered by the University of Minnesota Center for Sustainable Building Research. LEED activities provide a point system for a project. The minimum scoring necessary for LEED certification would be 26 points. The maximum scoring is 59 points, which provides a Platinum certification. An example of a project with Platinum certification is the Great River Energy Corporation in Maple Grove, Minnesota. Green design not only makes a positive impact on public health and the environment, it also reduces operating costs, enhances building and organizational marketability, potentially increases occupant productivity, and helps create a sustainable community. MSBG requires development to comply with four sustainable categories: performance management, site and water, indoor environmental quality, and materials and waste. This system functions on a base standard (Buildings, Benchmarks and Beyond, B3). Sustainable design is a means to reduce energy expenditures, enhance the health, well-being and productivity of the building occupants, and improve the quality of the natural environment. The Minnesota Legislature required the Departments of Administration and Commerce, with the assistance of other agencies, to develop sustainable building design guidelines for all new state buildings funded by bond money after January 15, 2004. According to the legislation, the guidelines must: Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 28 of 40 • Exceed the energy code in effect in January 2004 by at least 30 percent • Achieve lowest possible lifetime costs for new buildings • Encourage continual energy conservation improvements in new buildings • Ensure good indoor air quality • Create and maintain a healthy environment • Facilitate productivity improvements • Specify ways to reduce material costs • Consider the long-term operating costs of the building including the use of renewable energy sources and distributed electric energy generation that uses a renewable source of natural gas or a fuel that is as clean or cleaner than natural gas. Size Portion Placement Due to site topography and proposed grading, the main entry to the building is located on the west elevation of the building. The entry is highlighted by being recessed in the middle of the ultimate building with a canopy covering the entrance and drive-up/drop-off. The entrance consists of expanded storefront window treatments. Material and Detail and Color The developer is proposing the use of three colors of face brick (light iron spot (reddish -brown), beige velour (tan), and limestone (white) as the primary building material. Accent bands and columns use a cream stone. The end cap of the building consists of a bronze metal panel and gray window curtain walls. The building facade is articulated through the use of projecting columns along the first floor elevation as well as projected segments incorporating vertical glass panels spaced along the building front. The lower level consists of larger window openings than the upper stories. The parking garage continues the use of the face brick. However, it appears as if only one brick color is proposed. Staff would recommend that the architecture of the primary structure be continued on the garage through the use of the three brick colors as well as the use of stone and metal. Height and Roof Design The project proposes a flat roof with raised towers for stairwells and elevators. The variety of roof heights add architectural detail and articulation to the building. The highest roof/parapet height is 55 feet. A one-story canopy is provided over the drop-off entry to the building. Facade Transparency Fifty percent of the first floor elevation that is viewed by the public shall include transparent windows and/or doors. All other areas shall include landscaping material and architectural detailing and articulation. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 29 of 40 Site Furnishing Community features may include landscaping, lighting, benches, and tables. The developer shall provide secure bicycle racks and/or storage (within 200 yards of a building entrance) for 5% or more of all building users (measured at peak periods), and provide shower and changing facilities in the building. The developer shall also provide benches throughout the site as well as tables and chairs in the patio area. Loading Areas, Refuse Area, etc. Screening of service yards, refuse and waste removal, other unsightly areas and truck parking/loading areas is accomplished through the location of this area on the east side of the building. Landscaping Phase I Minimum requirements for landscaping include 13,002 square feet of landscaped area around the parking lot, 52 trees for the parking lot, and bufferyard plantings along the north, south and west property lines. The applicant's proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Phase I Required Proposed Phase I Proposed North property line Vehicular use landscape area 13,002 sq. ft. >13,002 sq. ft. Trees/landscape area 52 canopy trees 23 canopy trees Landscape islands/peninsulas 20 islands/ peninsulas 15 islands/ peninsulas PHASE II 28 understory trees 7 understory 26 understory Vehicular use landsca a area 12,065 sq. ft. >12,065 sq. ft. Trees/landsca a area 148 canopy trees 35 canopy trees Landscape islands/peninsulas 1 19 islands/ peninsulas 16 islands/ peninsulas The applicant does not meet required landscape quantities for parking lot trees and islands/peninsulas in both phases. The applicant must meet minimum requirements for parking lot trees and landscape islands/peninsulas. Required Proposed Phase I Proposed Phase II North property line 11 canopy trees 8 canopy 10 canopy bufferyard B — 570' 22 understory trees 15 understory 22 understory 34 shrubs 0 shrubs 36 shrubs West property line. 14 canopy trees 2 canopy 14 canopy bufferyard B — 720' 28 understory trees 7 understory 26 understory 43 shrubs 1 0 shrubs 49 shrubs South property line 11 overstory 12 overstory 12 overstory Boulevard trees — 350' Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 30 of 40 Phase I: The applicant does not meet minimum requirements for either of the bufferyard areas. The applicant shall revise the landscape plan to meet minimum requirements. Phase II: The applicant is short one overstory tree in the north bufferyard. The applicant shall increase the plantings to meet minimum requirements. In the proposed plant schedule, the applicant must replace the Colorado spruce with other approved species. All transplanted materials must be pre -approved by the city. If approved for transplanting, the material must be warranted and replaced with nursery stock. Lot Frontage and Parking Location Parking is distributed on the west and north sides of the building. The applicant is proposing proof of parking which includes adding additional levels of parking to the ramp in the future should site parking become an issue. The City may allow reductions in the number of parking spaces actually constructed as long as the applicant provides a proof of future parking plan. The City may require the installation of the additional parking whenever the need arises. The developer is also proposing parking closer to the property line than permitted in the OI district. In all of the non-residential zoning districts, except the Central Business District which has no required setback, the standards permit reduction of the parking setback to 10 feet provided landscaping and berming are proposed. The development shall incorporate becoming along Powers Boulevard. The parking on the north side of the property, while 12 feet from the property line, will be over 55 feet from the Highway 212 on ramp. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 31 of 40 LIGHTING/SIGNAGE The developer is proposing the use of 30 -foot tall site lighting with shoebox type fixtures, which complies with City Code. The plan specifies metal halide lamp type. City Code requires high- pressure sodium lighting. The light fixtures shall be revised to high-pressure sodium lighting. The applicant is requesting a 4 -foot 8 -inch height variance from the 5 -foot sign height limitation to permit a 9 -foot 8 -inch tall sign and a 22 square -foot sign area variance from the 24 -square foot sign display area limitation to permit 46 square feet of sign display area. A [sign] variance may be granted from the requirements of this ordinance where it is shown that by reason of topography or other conditions, strict compliance with the requirements of this ordinance would cause a hardship; provided that a variance may be granted only if the variance does not adversely affect the spirit or intent of this ordinance. While staff believes that some type of sign relief is necessary, the sign height request appears excessive, considering that the development will also be able to install wall signage on their building. The monument sign is proposed for the southwest comer of the site. This is a logical location for the building monument sign. This area, with a base elevation of 886, is approximately 8 feet higher than Powers Boulevard just north of the access road. However, the base height is 14 feet lower than the grand elevation at the northwest comer of the site. The OI signage criteria are usually used for a single -tenant building. The fact that there will be multiple tenants in the building leads to the need for additional area and size for the signage. The site is permitted only one monument -type sign. Staff believes that a compromise solution would be to permit the development to have signage consistent with the Industrial Office Park signage regulations which permits monument signs up to 8 feet in height with sign display area of 64 square feet. The "Fairview" in the monument sign shall be individual dimensioned letters with a minimum '/2 -inch projection. The applicant is also proposing directional signage on the property. Such signage may be up to 5 feet in height with a sign area of 4 square feet. The sign height for these signs shall be reduced to 5 feet. The display area for sign #2 shall be reduced to 4 square feet. Additionally, the developer is showing areas for wall signage on the building. It should be noted that the logo is limited to 30 percent of the sign area. Staff will count the sign area of all the signage on a building elevation against the permitted sign area. The logo(s) then would be a percentage of this total sign area. The area of the wall signage must comply with the sign area standards for the OI district. A separate sign permit shall be required for all monument and wall signs. MISCELLANEOUS The buildings are required to have an automatic fire extinguishing system. The plans must be prepared and signed by design professionals licensed in the State of Minnesota. Accessible routes must be provided between commercial building(s), parking facilities and public transportation stops. Retaining walls over four feet high must be designed by a professional Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 32 of 40 engineer and a permit must be obtained prior to construction. Detailed occupancy related requirements will be addressed when complete building and site plans are submitted. All parking areas, including parking structure, must be provided with accessible parking spaces. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. COMPLIANCE TABLE Building Height Building Setback Parking stalls 2 stories 1 story N-35' E* -40' W-35' S-35' Fairview (Buildout) Phase I Clinic: 3 stories Parking: 5 stories N-45' E-0'@ W-153' S-78' 3 stories 0 stories N-455' E* -0@ W-235' S-78' Phase I: 499 stalls 413 stalls, plus 107 stalls proof of parking Phase II: 940 stalls 761 stalls, plus 288 stalls prof of parking (Clinic 1/150 sq. ft. of floor area) Parking Setback Hard surface Coverage N-25' E* -40' W-25' S-35' 65% Fairview (Buildout) Phase I N-12#' E-0'@ N-73' E-0'@ W - 24#' S - 27'# W - 87' S - 27" # 59% Lot Area 0.34 acre 8.26 acres (10.31 acres with MnDOT land) * Setback from the Bluff Creek Primary Zone. @ The applicant is requesting a variance to encroach in to the primary zone. # The applicant is requesting a variance for parking setbacks. RECOMMENDATION Staff recommends that the Planning Commission adopt the following motions and adoption of the attached findings of fact and recommendation: A. "The Chanhassen Planning Commission recommends that City Council approve the Rezoning of Lot 1, Block 1, from Agricultural Estate District, A2, to Office & Institutional District, OI." Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 33 of 40 B. "The Chanhassen Planning Commission recommends that City Council approve the Conditional Use Permit with Variances to encroach into the primary zone and required buffer for development in the Bluff Creek Corridor; subject to the following conditions: 1. The property line may be revised to incorporate the reconveyed property from MnDOT to the developer. 2. The developer shall meet design and construction standards that would lead to, at a minimum, certification by the Leadership in Energy and Environmental Design (LEED) Green Building Rating System by the U.S. Green Building Council, or comply with the Minnesota Sustainable Building Guidelines (MSBG). 3. Evaluate other site designs, stormwater management techniques and low -impact development practices for their benefit in reducing impacts to the primary and secondary zones of the Bluff Creek Overlay District. 4. Reforest those areas disturbed to grade the site but do not have structures on them. The reforestation should be done with deciduous tree species representative of the existing species composition. The forested areas are dominated by bur oak. 5. Maintain the natural drainage patterns. 6. The applicant must clearly illustrate how impacts to the primary zone are to be mitigated. This mitigation must consider all benefits derived from the primary zone as described in Article XXXI of the Chanhassen City Code. The area east of Lot 1 within Outlot A and the primary corridor of Bluff Creek shall be covered by a conservation easement. This easement shall restrict activities within the area and prohibit any development. The city shall have final approval of the easement restrictions. Any wetland mitigation activities that are required within this area shall have final approval by city staff. No additional activities shall be allowed within this area and access to the mitigation site shall be the existing path. 8. The wooded areas of Lot 1 and Outlot B shall be covered by a conservation easement that restricts specific activities and prohibits any further development within the area." C. "The Chanhassen Planning Commission recommends that City Council approve the Subdivision Preliminary Plat creating one lot, two outlots and dedication of public right-of- way, plans prepared by Westwood Professional Services, Inc., dated September 5, 2008, subject to the following conditions: 1. The developer shall either dedicate/donate an outlot or record a conservation easement containing the Bluff Creek Primary zone north of the road right-of-way in Outlot A. A conservation easement shall be recorded over the Bluff Creek Primary zone located within Lot 1. This easement shall restrict activities within the area and prohibit any development. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 34 of 40 The City shall have final approval of the easement restrictions. The easement shall be recorded with the first phase of the development. 2. Submit proposed names for street labeled "Access Road" on plans for approval. 3. The drainage report and plans must be revised to address comments from MnDOT. 4. The applicant must obtain a MnDOT drainage permit. 5. The drainage report and plans must be modified so that the peak discharge rate to the off-site wetland does not increase under fully developed conditions. 6. The plans must be revised to provide either an overland emergency overflow or an additional outlet control structure at a higher elevation. 7. The developer must submit a letter from an engineer stating that the retaining wall east of the building can accommodate temporary ponding behind the wall. 8. The alignment of the bypass storm sewer pipe must be redesigned to eliminate excess cover over the pipe. 9. If MnDOT allows a connection to the Highway 212 storm pipe, then show the existing pipe on the plan sheets. 10. Building permits are required for retaining walls four feet tall or higher and must be designed by a Structural Engineer registered in the State of Minnesota. 11. A manhole must be installed at the terminus of the sanitary sewer. 12. All sanitary sewer and watermain within Lot 1, Block 1 shall be privately owned and maintained. 13. The storm sewer that will convey runoff from the drainageway to the east of the property shall also be privately owned and maintained, including those portions that lie within public right-of-way and the City owned outlot. 14. The 20 -foot wide drainage and utility easement shown on the preliminary plat over this storm sewer must be deleted. 15. Delete the 20 -foot wide drainage and utility easement for the future watermain. 16. Provide a temporary blanket drainage and utility easement over the proposed forcemain corridor. 17. A permanent 20 -foot wide easement will be required over the final forcemain alignment. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 35 of 40 18. Each new lot will be subject to the sanitary sewer and water hookup charges. These fees will be collected with the building permit, subject to the rates in effect at the time of building permit, and shall be based on the Metropolitan Council Environmental Services' SAC unit determination. 19. All of the utility improvements are required to be constructed in accordance with the City's latest edition of Standard Specifications and Detail Plates. The applicant is also required to enter into a development contract with the City and supply the necessary financial security in the form of a letter of credit or cash escrow to guarantee installation of the improvements and the conditions of final plat approval. 20. All public utility improvements will require a preconstruction meeting before building permit issuance. Permits from the appropriate regulatory agencies will be required, including the MPCA, Department of Health, Carver County and Watershed District. 21. Upon project completion as -built drawings must be submitted for the private utilities. 22. The double left tum lane on southbound Powers Boulevard must be constructed with Phase I improvements. 23. The developer must coordinate the construction of the double left turn lane with Carver County and provide additional right-of-way, if needed. 24. The developer must pay a cash fee with the final plat to cover the cost of the traffic signal. 25. A temporary roadway, drainage and utility easement must be provided over the cul-de-sac at the east end of the access road. 26. This property is subject to the Arterial Collector Fee which is $3,600 per developable acre. The acreage used in this calculation shall include the right-of-way turnback from both Highway 212 and Powers Boulevard. This fee shall be paid in cash with the final plat 27. The RIM and Flowage Easements need to be indicated on the plat. This should include the document number 10-05-87-1. 28. The mitigation area in Outlot A needs to be created. A Declaration of Restrictions and Covenants needs to be executed and recorded with Carver County. This document number needs to be included on the plat. 29. The remaining conditions of approval for WAP #2006-32 need to be met: a. The plans shall be revised to show how M-1 will be accessed. The access route shall be stable, shall avoid damage to significant trees (greater than 10" DBH) and shall avoid impacts to natural dramageways and any jurisdictional wetlands that may exist on site that were not delineated by Westwood Professional Services in August 2006. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 36 of 40 b. A planting plan for M-1, including invasive vegetation management techniques, species to be planted, proposed planting rates, and the approach to upland buffer restoration, shall be submitted prior to final City Council approval. c. The applicant shall submit a letter of credit equal to 110% of the cost of the wetland creation (including grading and seeding) to ensure the design standards for the replacement wetland are met. The letter of credit shall be effective for no less than five years from the date of final plat approval. The applicant shall submit a cost estimate for wetland creation (including grading and seeding) so the City can calculate the amount of the wetland creation letter of credit. d. A five-year wetland replacement monitoring plan shall be submitted. The replacement monitoring plan shall include a detailed management plan for invasive non-native species, particularly hybrid cattail, purple loosestrife and reed canary grass. The plans shall show fixed photo monitoring points for the replacement wetland. The applicant shall provide proof of recording of a Declaration of Restrictions and Covenants for Replacement Wetland. 30. The legal wetland boundary of the RIM wetland was not delineated in the Westwood Wetland Delineation Report dated August of 2006. This boundary must be delineated and wetland impacts avoided where possible. 31. Because of the perpetual RIM and flowage easements the plans must be provided to the Natural Resources Conservation Service for review and comment. Any comments from the NRCS must be made available to the City. 32. Drainage to the RIM wetland from the south flows through a defined swale. The conveyance of this flow must be maintained under the proposed road extension. 33. Erosion Control plan needs to be updated per the July comments: a. Show a 75 -foot rock construction entrance. b. Show rounding of comers for proposed grades. c. Erosion control blanket shall be shown on all slopes east of the proposed building and adjacent to the pond. d. An NPDES permit must be obtained prior to any site grading and a SWPPP must be provided to the City for review and comment. e. Replace MnDOT 340 mix with a modified BWSR U7 seed mix. 34. Estimated SWMP fees due at the time of final plat are $271,506.20. 35. The development must comply with Carver Soil and Water Conservation District comments. 36. All openings created in the wooded areas on the east and south sides of the development shall be reforested with native tree species. Planting stock sizes may be variable. Species selected must be from the Bluff Creek Management Plan native plant list. These areas shall not be mowed or managed as turf areas. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 37 of 40 37. The following practices are required in order to insure the best chance of survival for the highlighted oaks to be preserved along the east side of the development: a. Understory trees near the oaks shall be preserved. b. Roots at the grading limits shall be cut cleanly with a trencher or vibratory plow. c. Tree preservation fencing shall be installed prior to any grading. d. Trees shall be thoroughly watered during dry periods. 38. Tree preservation fence shall be installed at the edge of the grading limits prior to any construction. Fencing shall be in place and maintained until all construction is completed. 39. Any trees removed in excess of proposed tree preservation plans, dated 10/06/08, will be replaced at a ratio of 2:1 diameter inches. 40. All trees removed shall be chipped or hauled off site. No burning permits shall be issued. 41. The developer shall pay the full park dedication fee in force at the time of final plat approval and prior to recording. 42. The developer shall construct the 10 -foot wide bituminous Access Road trail and the North Trail. The North trail plans being modified to allow for appropriate boulevard areas for winter plowing, snow storage and aesthetics." D. "The Chanhassen Planning Commission recommends that City Council approve the Site Plan Review with Variances for building height, Bluff Creek Primary Zone setbacks and parking setbacks for Planning Case #08-16, for a two-phase, three-story, 160,000 square -foot medical center, and up to a 731 -stall, five -level parking ramp on Lot 1, Block 1 of the development, plans prepared by Pope Associates, hic. and Westwood Professional Services, Inc., dated September 19, 2008, subject to the following conditions: 1. The final plat for the development shall be recorded prior to the issuance of a building permit. 2. The full buildout is predicated upon a tumback to the land owner of MnDOT right-of-way. In the event that this tumback does not occur, the applicant may build a four-story building totaling 112,000 square feet. 3. The developer shall meet design and construction standards that would lead to, at a minimum, certification by the Leadership in Energy and Environmental Design (LEED) Green Building Rating System by the U.S. Green Building Council, or comply with the Minnesota Sustainable Building Guidelines, MSBG. 4. The developer shall continue the architectural detailing through the use of the three brick colors as well as the use of stone and metal on the garage structure. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 38 of 40 5. The developer shall provide secure bicycle racks and/or storage (within 200 yards of a building entrance) for 5% or more of all building users (measured at peak periods), and provide shower and changing facilities in the building. The developer should also provide benches throughout the site as well as tables and chairs in the patio area. 6. The light fixtures shall be revised to high-pressure sodium lighting. 7. The buildings are required to have an automatic fire extinguishing system. 8. The plans must be prepared and signed by design professionals licensed in the State of Minnesota. 9. Accessible routes must be provided between commercial building(s), parking facilities and public transportation stops. 10. All parking areas, including parking structure, must be provided with accessible parking. 11. Retaining walls over four feet high must be designed by a professional engineer and a permit must be obtained prior to construction. 12. All openings created in the wooded areas on the east and south sides of the development shall be reforested with native tree species. Planting stock sizes may be variable. Species selected must be from the Bluff Creek Management Plan native plant list. These areas shall not be mowed or managed as turf areas. 13. The applicant shall install a second tier to the retaining wall at the north end of the east side of the development to preserve the grade surrounding the oaks proposed to be saved. 14. The applicant does not meet required landscape quantities for parking lot trees and islands/peninsulas in both phases. The applicant must meet minimum requirements for parking lot trees and landscape islands/peninsulas. 15. Phase I: The applicant does not meet minimum requirements for either of the bufferyard areas. The applicant shall revise the landscape plan to meet minimum requirements. 16. Phase II: The applicant is short one overstory tree in the north bufferyard. The applicant shall increase the plantings to meet minimum requirements. 17. The applicant must replace the Colorado spruce with other approved species in the plant schedule. All transplanted materials must be pre -approved by the city. If approved for transplanting, the material must be warranted and replaced with nursery stock if it fails. 18. Tree preservation fence shall be installed at the edge of the grading limits prior to any construction. Fencing shall be in place and maintained until all construction is completed. 19. Any trees removed in excess of proposed tree preservation plans, dated 10/06/08, will be replaced at a ratio of 2:1 diameter inches. Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 39 of 40 20. All trees removed shall be chipped or hauled off site. No burning permits shall be issued. 21. The North Trail plans or parking lot design shall be modified to allow for appropriate boulevard areas for winter plowing, snow storage and aesthetics. 22. A 3 -foot clear space must be maintained around fire hydrants, and nothing shall be placed in front of the hydrant outlets, connections, fire protection control valves that would interfere with fire fighter operations. Section 508.5 MN. Fire Code and Sec. 508.5.4. 23. No burning permits shall be issued for trees to be removed. Trees and shrubs must be removed or chipped on site. 24. Contact the Chanhassen Fire Marshal for locations of "No Parking Fire Lane" signage, and locations of curbing to be painted yellow. MN Fire Code Sec. 503.3. 25. Fire apparatus access roads and water supply for fire protection is required to be installed. Such protection shall be installed and made serviceable prior to and during the time of construction except when approved alternate methods of protection are provided. MSFC sec 501.4. 26. Fire apparatus access roads shall be designed and maintained to support the imposed loads of fire apparatus and shall be serviced so as to provide all-weather driving capabilities. MSFC Sec. 503.2.3." and E. "The Chanhassen Planning Commission recommends that City Council approve a sign size Variance request to permit an eight (8) foot tall sign with up to 64 square feet of sign display area, subject to the following conditions: 1. Separate sign permits shall be required for each sign. 2. The "Fairview" in the monument sign shall be individual dimensioned letters with a minimum 1/2 -inch projection. 3. Only one monument sign shall be permitted for the Chanhassen Fairview Medical Center site. 4. The sign height for the directional signs shall be reduced to five feet. The display area for sign #2 shall be reduced to four square feet." Fairview Chanhassen Medical Center Planning Case 2008-16 October 21, 2008 Page 40 of 40 ATTACHMENTS I. Findings of Fact and Recommendation. 2. Development Review Application. 3. United Properties Development Narrative. 4. Letter from Ryan M. Edstrom, Westwood Professional Services, Inc., to City of Chanhassen Planning Department dated September 4, 2008. 5. Chanhassen Fairview Medical Center Site Traffic Analysis Prepared by Westwood Professional Services, Inc. dated July 3, 2008. 6. Memo from Mike Spack, Spack Consulting to Alyson Fauske dated October 10, 2008. 7. Letter from Chip Hentges, Carver Soil & Water Conservation District, to Robert Generous dated October 10, 2008. 8. Letter from Roger Gustafson, Carver County Public Works, to Robert Generous dated August 14, 2008. 9. Letter from William Goff, MnDOT, to Sharmeen Al-Jaff dated August 14, 2008. 10. Public Hearing Notice and Mailing List. g:\plan\2008 planning cases\08-16 fairview chanhassen medical cen[&suff report fcmc.doc CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of United Properties, LLC, and Timothy & Dawne Erhart for the following: • Conditional Use Permit with Variances for development in the Bluff Creek Corridor; • Rezoning from Agricultural Estate District, A2, to Office & Institutional, OI; • Subdivision into one lot, two outlots and dedication of public right-of-way; • Site Plan Review with Variances for Chanhassen Fairview Medical Center, a two- phase, three-story, 160,000 square -foot medical center, and a 731 -stall, five -level parking ramp, and signage. On October 21, 2008, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of United Properties, LLC, and Timothy & Dawne Erhart for Chanhassen Fairview Medical Center — Planning Case 08-16. The Planning Commission conducted a public hearing on the proposed subdivision preceded by published and mailed notice. The Planning Commission heard testimony from all interested persons wishing to speak and now makes the following: FINDINGS OF FACT 1. The property is currently zoned Agricultural Estate District, A2. 2. The property is guided in the Land Use Plan for Residential — Low Density uses. 3. The legal description of the property is Outlot A, Butternut Ridge Addition, Carver County, Minnesota. 4. Rezoning: a. The proposed action has been considered in relation to the specific policies and provisions of and has been found to be consistent with the official City Comprehensive Plan. b. The proposed use is compatible with the present and future land uses of the area. c. The proposed use conforms to all performance standards contained in the Zoning Ordinance with the granting of a variance for the setbacks and building height. d. The proposed use will not tend to or actually depreciate the area in which it is proposed. e. The proposed use can be accommodated with existing public services and will not overburden the city's service capacity. L Traffic generation by the proposed use is within capabilities of streets serving the property, subject to the installation of the tum lanes and traffic signal. 5. Conditional Use Permits: a. The proposed use will not be detrimental to the public health, safety, comfort, convenience or general welfare of the neighborhood or the city. b. The proposed use will be consistent with the objectives of the city's comprehensive plan and the zoning ordinance. c. The proposed use will be designed, constructed, operated and maintained so to be compatible in appearance with the existing or intended character of the general vicinity and will not change the essential character of that area. d. The proposed use will not be hazardous or disturbing to existing or planned neighboring uses. e. The proposed use will be served adequately by essential public facilities and services, including streets, police and fire protection, drainage structures, refuse disposal, water and sewer systems and schools; or will be served adequately by such facilities and services provided by the persons or agencies responsible for the establishment of the proposed use. f. The proposed use will not create excessive requirements for public facilities and services and will not be detrimental to the economic welfare of the community. g. The proposed use will not involve uses, activities, processes, materials, equipment and conditions of operation that will be detrimental to any persons, property or the general welfare because of excessive production of traffic, noise, smoke, fumes, glare, odors, rodents, or trash. h. The proposed use will have vehicular approaches to the property which do not create traffic congestion or interfere with traffic or surrounding public thoroughfares. i. The proposed use will not result in the destruction, loss or damage of solar access, natural, scenic or historic features of major significance. j. The proposed use will be aesthetically compatible with the area. k. The proposed use will not depreciate surrounding property values. 6. The Subdivision Ordinance directs the Planning Commission to consider seven possible adverse affects of the proposed subdivision. The seven (7) affects and our findings regarding them are: a. The proposed subdivision is consistent with the zoning ordinance; b. The proposed subdivision is consistent with all applicable city, county and regional plans including but not limited to the city's comprehensive plan; c. The physical characteristics of the site, including but not limited to topography, soils, vegetation, susceptibility to erosion and siltation, susceptibility to flooding, and storm water drainage are suitable for the proposed development; d. The proposed subdivision makes adequate provision for water supply, storm drainage, sewage disposal, streets, erosion control and all other improvements required by this chapter; e. The proposed subdivision will not cause environmental damage; f. The proposed subdivision will not conflict with easements of record; and g. The proposed subdivision is not premature. A subdivision is premature if any of the following exists: 1) Lack of adequate storm water drainage. 2) Lack of adequate roads. 3) Lack of adequate sanitary sewer systems. 4) Lack of adequate off-site public improvements or support systems. 7. Site Plan: a. The proposed development is consistent with the elements and objectives of the city's development guides, including the comprehensive plan, official road mapping, and other plans that may be adopted; b. The proposed development is consistent with the site plan review requirements; c. The proposed development preserves the site in its natural state to the extent practicable by minimizing tree and soil removal and designing grade changes to be in keeping with the general appearance of the neighboring developed or developing areas; d. The proposed development creates a harmonious relationship of building and open space with natural site features and with existing and future buildings having a visual relationship to the development; e. The proposed development creates a functional and harmonious design for structures and site features, with special attention to the following: 1) An internal sense of order for the buildings and use on the site and provision of a desirable environment for occupants, visitors and general community; 2) The amount and location of open space and landscaping; 3) Materials, textures, colors and details of construction as an expression of the design concept and the compatibility of the same with adjacent and neighboring structures and uses; and 4) Vehicular and pedestrian circulation, including walkways, interior drives and parking in terms of location and number of access points to the public streets, width of interior drives and access points, general interior circulation, separation of pedestrian and vehicular traffic and arrangement and amount of parking. f. Protects adjacent and neighboring properties through reasonable provision for surface water drainage, sound and sight buffers, preservation of views, light and air and those aspects of design not adequately covered by other regulations which may have substantial effects on neighboring land uses. 8. Variances: a. That the literal enforcement of this chapter would cause an undue hardship. Undue hardship means that the property cannot be put to reasonable use because of its size, physical surroundings, shape or topography. Due to the topography of the site, the construction of the storm water pond in the primary zone is a reasonable request. The need for the variances is due to the type and function of building. This site is intended as a gateway location for the City. As such, it requires a significant site presence. To do this with a one or two K story structure would not provide the same impact as a taller building and would require even greater encroachment in to the Bluff Creek Primary zone. b. The conditions upon which a petition for a variance is based are not applicable, generally, to other property within the same zoning classification because of the site location and prominence as well as the topography of the property. c. The purpose of the variation is not based upon a desire to increase the value or income potential of the parcel of land, but to locate the storm water pond in a logical location on the site, site location and prominence. d. The alleged difficulty or hardship is not a self-created hardship, but is due to site topography, site location and prominence. e. The granting of the variance will not be detrimental to the public welfare or injurious to other land or improvements in the neighborhood in which the parcel is located. f. The proposed variation will not impair an adequate supply of light and air to adjacent property or substantially increase the congestion of the public streets or increase the danger of fire or endanger the public safety or substantially diminish or impair property values within the neighborhood. 9. The planning report #08-16, dated October 21, 2008, prepared by Robert Generous, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Conditional Use Permit with Variances, Rezoning of Lot 1, Block 1, from Agricultural Estate District, A2, to Office and Institutional District, Ol, Preliminary Plat approval and Site Plan Approval with Variances for the Chanhassen Fairview Medical Center project — Planning Case 08-16. ADOPTED by the Chanhassen Planning Commission this 2151 day of October, 2008. CHANHASSEN PLANNING COMMISSION I'E Its Chairman 0 Date: September 22, 2008 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 By: Robert Generous, Senior Planner Subject: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from A2 to OI, Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 731 -stall, four - level parking ramp; and a Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast comer of Powers Boulevard and Highway 212) — FAIRVIEW CHANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. Planning Case: 08-16 PID: 25-1550020 The above-described application for approval of a land development proposal was resubmitted to the Chanhassen Planning Department on September 19, 2008. The 60 -day review period ends November 18, 2008. In order for us to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations conccming 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. This application is scheduled for consideration by the Chanhassen Planning Commission on October 21, 2008 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than October 10, 2008. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Army Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (Qwest or Sprint(United) 10. Electric Company (Xcel Energy or MN Valley) 11. Mediacom 12. CenterPoint Energy Minnegasco 13. SouthWest Transit Location Map (Subject Property Highlighted in Yellow) Fairview Chanhassen Medical Center Outlot A. Butternut Ridge Addition Planning Case 2008-16 MEMORANDUM TO: Robert Generous, Senior Planner FROM: Jerritt Mohn, Building Official DATE: October 10, 2008 SUBJ: Site Plan review for Fairview Chanhassen Medical Center Planning Case: 08-16 I have reviewed the plans for the above project received by the Planning Department on September 19, 2008. Following are my comments, which should be included as conditions of approval. 1. The buildings are required to have an automatic fire extinguishing system. 2. The plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Accessible routes must be provided between commercial building(s), parking facilities and public transportation stops. 4. All parking areas, including parking structure, must be provided with accessible parking. 5. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 6. Submit proposed names for street (labeled "Access Road" on plans) for approval. 7. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 8. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. G:TLAFIM2008 Planning Ca=\08-16 Fairview Chanhassen Medical Center/buildingofficialcomments Date: September 22, 2008 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 By: Robert Generous, Senior Planner Subject: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from A2 to OI, Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 731 -stall, four - level parking ramp; and a Wetland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast comer of Powers Boulevard and Highway 212) — FAIRVIEW CHANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. Planning Case: 08-16 PID: 25-1550020 The above-described application for approval of a land development proposal was resubmitted to the Chanhassen Planning Department on September 19, 2008. The 60 -day review period ends November 18, 2008. In order for us 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. This application is scheduled for consideration by the Chanhassen Planning Commission on October 21, 2008 at 7:00 p.m in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than October 10, 2008. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official L Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Amry Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (Qwest or Sprint/United) 10. Electric Company (Xcel Energy or MN Valley) 11. Mediacom 12. CenterPoint Energy Minnegasco 13. SouthWest Transit Location Map (Subject Property Highlighted in Yellow) Fairview Chanhassen Medical Center Outlot A, Butternut Ridge Addition Planning Case 2008-16 0 CITY OF MEMORANDUM CHMSENTO: Robert Generous, Senior Planner /J 7700 Market Boulevard FROM: Todd Hoffman, Park and Recreation Director PO Boz 147 Chanhassen, MN 55317 DATE: October 10, 2008 Administration SUBJ: Fairview Chanhassen Medical Specialty Centre; Park and Trail Phone, 952 227.1100 Conditions of Approval Fax: 952.227.1110 Building Inspections I have reviewed the subdivision request by United Properties, LLC/Timothy and Phone: 952.227.1180 Dawne Erhart for a Fairview Chanhassen Medical Center located at the Fax: 952.227.1190 southeast comer of Powers Boulevard and Highway 212. The property is Engineering adjacent to a 37 -acre park preserve acquired by the City in 1998 and is situated Phone: 952.227.1160 at the intersection of four separate trail corridors. Fax: 952.227.1170 PARKS Fmancs Phorle:952,227.1140 A primary component of the 1997 Park, Open Space and Trail Referendum was Fax: 952.227.1110 the acquisition of a large, highly desirable parcel of open space. The "Fox" Park g Recreation woods located north and east of the proposed Fairview Centre contains the Phone: 952.227.1120 largest forested preserve in the city's park system. Collection of a park Fax:952.227.1110 dedication fee in lieu of acquisition of additional open space as a condition of approval for the Fairview project is recommended. Recreation Center 2310 Coulter Boulevard TRAILS Phone: 952.227.1400 Fax: 952.227 1404 • Powers Boulevard Trail: This existing section of trail was installed Planning & concurrent with the extension of Powers Boulevard. This trail transports Natural Resources people north and south between the proposed access road and the on/off Phone: 952.227.1130 ramp at Highway 212. Fax: 952.227.1110 Pullfic WDft • Access Road Trail: Designation and construction of this 10 -ft. wide trail on 1591 park Road the north side of the proposed access road is consistent with the Phone: 952.227.1300 comprehensive plan and, when extended east, will serve as an important Fax: 952.227.1310 east/west trail connection between Powers Boulevard and Highway 101. Senior easier • North Trail: Construction of the 10 -ft. wide "North Trail" as a condition of Phone: Fax:952227.1110 Fax: 952.227.1110 approval of this subdivision will satisfy an important pedestrian connection. The intersection of Powers Boulevard and the Highway 212 on/off ramp will Web Site serve as a key trailhead location in the future. An extensive trail system will www.ci.chanhasmn.mn.us be developed in the park preserve serving as a primary attractor to this area. g.\plan\2008 planning cases\08-16 fairview chanhassen medical center\park and rec repon.doc Chanhassen is a Community for Life - Providing for Today and Planning for Tomorrow Fairview Centre October 10, 2008 Page 2 In addition, a future second regional trail connection will extend from this intersection northeast along a large wetland and running parallel with Highway 212. This particular section of trail will extend to the intersection of Highway 101 and Lyman Boulevard serving as a commuter bikeway in addition to a recreational trail. The current design as shown in the plan set for the North Trail is not ideal. Assuming that the MnDOT right-of-way at this location will remain fenced, the trail should be set back a minimum of 3 feet from the fence to safely allow for winter plowing and snow storage. Similarly, a minimum 3 -foot boulevard (6 feet or more being preferred) should be maintained between the trail and the parking lot, again for winter maintenance and snow removal, but more importantly to create an aesthetically pleasing and inviting trail corridor and property boundary. • East Trail: Construction of a future trail east of the Fairview lot and paralleling an existing wetland will connect the access road with the park preserve. An easement over this area should be acquired at this time to accommodate this trail. RECOMMENDATION It is recommended that the following conditions of approval regarding parks and trails be applied to the Fairview Medical Specialty Centre: PARKS Payment of the full park dedication fee in force at the time of final plat approval and prior to recording. TRAILS 2. Construction of the 10 -ft. wide bituminous Access Road Trail and the North Trail. The North Trail plans shall be modified to allow for appropriate boulevard areas for winter plowing, snow storage and aesthetics. ATTACHMENT Trail Map g\plan\2008 planning casesN08-16 fairview chanhassen medical centeApark and rec report.doc Date: July 7, 2008 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 By: Robert Generous, Senior Planner Subject: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor, Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from A2 to OI, Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 480 -stall, three- level parking ramp; and a Weiland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast comer of Powers Boulevard and Highway 312) — FAIRVIEW CHANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. Planning Case: 08-16 PID: 25-1550020 The above-described application for approval of a land development proposal was filed with the Chanhassen Planning Department on July 3, 2008. The 60 -day review period ends September 1, 2008. In order for us 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. This application is scheduled for consideration by the Chanhassen Planning Commission on August 5, 2008 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than July 28, 2008. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. 1. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Army Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (Qwest or Sprint/United) 10. Electric Company (Xcel Energy or MN Valley) 11. Mediacom 12. CenterPoint Energy Minnegasco SCANNED Location Map (Subject Property Highlighted in Yellow) Fairview Chanhassen Medical Center Outlot A, Butternut Ridge Addition Planning Case 2008-16 MEMORANDUM TO: Robert Generous, Senior Planner FROM: Jerritt Mohn, Building Official DATE: July 10, 2008 SUBJ: Conditional Use Permit and Site Plan review for a two-phase, three- story medical facility, with a separate parking structure -- Fairview Chanhassen Medical Center. Planning Case: 08-16 I have reviewed the plans for the above project received by the Planning Department on July 3, 2008. Following are my comments, which should be included as conditions of approval. 1. The buildings are required to have an automatic fire extinguishing system (verify with fire marshal sufficient capacity of proposed water main). 2. All plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. 4. Structure proximity to property lines (and other buildings) will have an impact on the code requirements for the proposed buildings, including but not limited to; allowable size, protected openings and fire -resistive construction. These requirements will be addressed when complete building and site plans are submitted. 5. Accessible routes must be provided to all buildings and parking facilities. 6. All parking areas, including parking structure, must be provided with accessible parking spaces. 7. The owner and/or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. G/plan/2008 planning cases/08-16 fairview chanhassen medical center/buildingofficialcomments.doc Location Map (Subject Property Highlighted in Yellow) Fairview Chanhassen Medical Center Outlot A, Butternut Ridge Addition Planning Case 2008-16 SCANNED Date: July 7, 2008 To: Development Plan Referral Agencies From: Planning Department City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952)227-1100 By: Robert Generous, Senior Plarmer Subject: Request for a Conditional Use Permit with Variances for development in the Bluff Creek Corridor; Subdivision into one lot, outlots and dedication of public right-of-way; Rezoning from A2 to OI, Site Plan Review with Variances for a two-phase, three-story, 160,000 square -foot medical center, and a 480 -stall, three- level parking ramp; and a Weiland Alteration Permit on property located on Outlot A, Butternut Ridge (southeast comer of Powers Boulevard and Highway 312) — FAIRVIEW CE ANHASSEN MEDICAL CENTER. Applicant: United Properties, LLC/Timothy & Dawne Erhart. Planning Case: 08-16 PID: 25-1550020 The above-described application for approval of a land development proposal was filed with the Chanhassen Planning Department on July 3, 2008. The 60 -day review period ends September 1, 2008. In order for us 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. This application is scheduled for consideration by the Chanhassen Planning Commission on August 5, 2008 at 7:00 p.m. in the Council Chambers at Chanhassen City Hall. We would appreciate receiving your comments by no later than July 28, 2008. You may also appear at the Planning Commission meeting if you so desire. Your cooperation and assistance is greatly appreciated. City Departments: a. City Engineer b. City Attorney c. City Park Director d. Fire Marshal e. Building Official E Water Resources Coordinator g. Forester 2. Carver Soil & Water Conservation District 3. MN Dept. of Transportation 4. MN Dept. of Natural Resources 5. U.S. Army Corps of Engineers 6. U.S. Fish & Wildlife 7. Carver County a. Engineer b. Environmental Services 8. Watershed District Engineer a. Riley -Purgatory -Bluff Creek b. Lower Minnesota River c. Minnehaha Creek 9. Telephone Company (Qwest or Sprint(United) 10. Electric Company (Xcel Energy or MN Valley) 11. Mediacom 12. CenterPoint Energy Minnegasco Location Map (Subject Property Highlighted in Yellow) Fairview Chanhassen Medical Center Outlot A. Butternut Ridge Addition Planning Case 2008-16 WDate: Re: Westwood r TRANSMITTAL October 6, 2008 vftaw. a v,otK:fow 1549 Ana9 D.n Etl Ware, M 55344 .x 952A31-5150 952-931-5822 1-8&931-56_ [ n•.--. 9sOs.nv�Ydps ro� Fairview Chanhassen - Storm Water Management & BCOD Lines File 20061094.01 To: Kathryn Aanenson, Bob Generous, Alyson Fauske, Terry Jeffery City of Chanhassen 7700 Market Boulevard PO Box 147 Chanhassen, MN 55317 From: Ryan Edstrom Items: No Description 10 Full Size Preliminary Plat Drawings (10/06/08) 10 11 x 17 " to 1 Preliminary Storm Water Report (10/06/08) 1 CD with PDFs of above materials Purpose: As you requested Remarks: Please confirm that you have all materials required and that we are on the agenda for the next planning commission agenda. Thanks. Delivery: Hand Deliver cc: File Bill Katter - United Properties Paul Holmes - Pope Associates Tim Erhart - Exlar CiTV OF CHANHASSEN RECEIVED OCT 0 6 2008 CHANHASSEN PLANWNG DEPT TRANSMITTAL LETTER Date: September 19.2008 To: City of Chanhassen Project: Fairview Chanhassen Medical Center Attn: Bob Generous Job Number: 75372-07230a Address: 7700 Market Boulevard In Re: City Re -Submittal Documents WE ARE SENDING M Attached: n Under Separate Cover: M Via: One-hour Courier ❑ Shop Drawings Section 0000 ❑ Copy of Letter ❑ Prints ® Plans ❑ Specifications ❑ Change Order ® Disks ® Other Copies Date No. Description 16 City Re -Submittal Documents 3 Stormwater Calcs and Drainage Plans I CD with PDF's I 11x17 City Re -Submittal Documents I Westwood Response Letter I Project Narrative ❑ For Approval ® For Your Use ❑ As Requested ® For Review and Comment Remarks: ❑ For Bids Due ❑ Approved as Submitted ❑ Approved as Noted ❑ Returned for Corrections File Matt Volpano, United Properties Pope Associates Inc. 1255 Energy Park Drive I St. Paul, MN 55108-5119 Main (651) 642-9200 1 Fax (651) 642-1101 www.popearch.com '�✓WNG ❑ Resubmit ❑ Submit ❑ Copies for Approval ❑ Prints Returned After Loan to Us ❑ Other: Siened: Denton Mack FBCXM A R C H I T E C T S 0 UNITED PROPERTIES DEVELOPMENT NARRATIVE SUPPLEMENT FOR FAIRVIEW CHANHASSEN MEDICAL CENTER CHANHASSEN, MINNESOTA Submitted On September 19, 2008 CITY OF CHANHASSEN RECEIVED SEP 1 9 2008 CHANHASSEN PLANNING DEPT Fairview Chanhassen Medical Center September 19, 2008 Introduction On July 3, 2008, United Properties LLC, on behalf of Powers Crossing Medical LLC, a joint venture between Dawne and Timothy Erhart and United Properties Investment LLC, submitted a development application for a proposed medical office building located at the southeast corner of (new) Highway 212 and Powers Boulevard in Chanhassen, Minnesota. The building, as proposed, will be a two-phase, 160,000 sq. ft., destination medical center. Fairview Health Services will be the anchor tenant. The first phase will be a three-story, 72,000 sq. ft. building with a two-story, 16,000 sq. ft. link on the north end, providing a total building area of 88,000 sq. ft. The link will eventually serve as the connection point to a matching three- story, 72,000 sq. ft. building in the second phase. Because the second phase depends on right- of-way along Highway 212 currently controlled by Mn/DOT, we request approval to transfer density from the phase two building and add a fourth story to the phase one building if Mn/DOT is unwilling to turn back this right-of-way. The end result would be a four-story, 112,000 sq. ft. building with parking built to City code requirements. On July 15, 2008, the City sent a written response to United Properties requesting justification for the variance requests contained in the original application. The three variances requested pertain to the Bluff Creek Overlay District, building height, and signage. Below are the justifications for each variance request addressing the criteria in Section 20-58 of the Chanhassen City Code for the first two variances and Section 20-1253 for the signage variance. Bluff Creek Overlay District On-site, we request a variance to grade and construct a driveway surface within the secondary zone of the Bluff Creek Overlay District (BCOD). Off-site, south of the access road, we request a variance to construct a storm water detention pond and site for the City's lift station in the both the Primary and Secondary Zone of the BCOD. • Enforcement causes undue hardship. Because this is the first development of its nature in this area, no comparable properties exist within 500 feet to meet the Code's definition of "undue hardship." However, we believe this is a reasonable request given the somewhat arbitrary nature of the BCOD boundary line. • Conditions don't generally apply to property with same zoning classification. Throughout the City, properties with an Office and Institutional (OI) zoning classification which are not adjacent to the BCOD are not subject to the more restrictive development requirements of the BCOD. Moreover, grading within the primary and secondary BCOD zones will be necessary to complete the City's access road, and our plans are similar to the City's grading needs. • Variance is not driven by desire to increase value. We request this variance to effectively balance the needs of the City, the landowner, the developer, and the anchor tenant. • Hardship is not self-created. We do not believe this hardship is self-created. • Variance is not detrimental to public welfare. We believe the site studies submitted with our original application show that the variance requested will not be a detriment to public welfare. • Variance will not impair surrounding property. We believe the site studies submitted with our original application show that the variance requested will not impair surrounding property. Furthermore, the current landowner will retain ownership of United Properties LLC Fairview Chanhassen Medical Center 19, 2008 approximately 100 acres of undeveloped land. This landowner would not allow a development on 12% of the land to impair the remaining 88% of the property. Building Height The proposed phase one and phase two buildings (principle structures) are three stories high, and the phase two parking garage is three stories high with one additional level for proof of parking. As mentioned in the introduction above, we also request approval to transfer density from the phase two building and add a fourth story to the phase one building if Mn/DOT is unwilling to turn back this right-of-way. The end result would be a four-story, 112,000 sq. ft. building with parking built to City code requirements. The OI District allows for a maximum height of two stories for principal structures and one story for accessory structures. Because Community Development Department staff recommended rezoning the current site to the OI District, we request a variance from the height requirements. • Enforcement causes undue hardship. Because this is the first development of its nature in this area, no comparable properties exist within 500 feet to meet the Code's definition of "undue hardship." In fact, precisely because no properties exist within 500 feet, a height restriction could be seen as an undue hardship. • Conditions don't generally apply to property with same zoning classification. Given the parcel's fixed border created by Highway 212, Powers Boulevard, and the Bluff Creek Overlay District, we cannot expand the site to reduce the height of the buildings. Sites with the same zoning classification don't generally face a similar inability to expand. • Variance is not driven by desire to increase value. We request this variance to create sufficient space for medical providers to meet the demand for medical services from residents of Chanhassen and the surrounding area. • Hardship is not self-created. We do not believe this hardship is self-created. • Variance is not detrimental to public welfare. We believe the plans submitted with our original application show that the variance requested will not be a detriment to public welfare. • Variance will not impair surrounding property. We believe the plans submitted with our original application show that the variance requested will not impair surrounding property. The hills and forests surrounding this property act as a natural buffer to neighboring parcels. Sicinage In lieu of providing two monument signs, one for each building, we request a variance for consolidation to one monument sign with a combined area and height 95 percent larger than currently allowed in the OI District. As medical office buildings have signage needs more similar to retail than traditional office, we feel this will provide for the signage needs of the tenants while still holding to the spirit of City's signage requirements. The sign base will be constructed of similar materials used on the building to compliment the architecture. With the natural hills surrounding this property as well as the man-made hills from the construction of Highway 212, we believe the modest signage allowed by the City causes hardship when viewed in a topographical context. Additionally, since we regard this variance request as a consolidation of signage, rather than an upsizing, we believe our request does not United Properties LLC Fairview Chanhassen Medical Center September 19, 2008 adversely affect the spirit or intent of the City's signage ordinance. Finally, we believe the requested variance creates the added benefits of reducing site clutter and enhancing public welfare by improving visibility for the elderly and medical patients in stressful, emergency situations United Properties LLC Fairview Chanhassen Medical Center CONTACT INFORMATION Developer and Fee Owner Representative United Properties LLC As agent for Powers Crossing Medical LLC 3500 American Boulevard West Minneapolis, MN 55431 Attention: Bill Katter 952.837.8525 Phone 952.893.8206 Fax will iam.katter@ uproperties.com Architect Pope Associates, Inc. 1255 Energy Park Drive St. Paul, MN 55108-5118 Attention: Paul Holmes 651.789.1582 1 Phone 651.642.1101 1 Fax pholmes@popearch.com Civil Engineer Westwood Professional Services 7699 Anagram Drive Eden Prairie, MN 55344 Attention: Dan Parks 952.906.7435 Phone 952.937.5822 Fax dan.parks@westwoodps.com United Properties LLC 19, 2008 CITY OF CHANHASSEN Wem .d rroreaPoRal se�,me, September 4, 2008 RECEIVED 7699 ARa9,a 0,r. Ed En Raine, MN 55344 SEP 1 9 2008 Clty of Chanhassen Planning DepartmeritNHASSEN PLANNING DEPT W City of Chanhassen 7700 Market Boulevard Westwood PO Box 147 Chanhassen, MN 55317 Re: Fairview Chanhassen Medical Center — Response to City Comment Letter (Planning Case #08-16) File 20061094.01 Dear Planning Department: •41n 952-937-51% Fez 952937-5822 IOU FREE I-BM937-51W ENNt wpA• twoodP,. www.wastwaodps.. Westwood staff has reviewed the city comment letter dated 07/15/08 for the above - referenced project. Responses to each comment are provided below, and the submittal documents have been revised to address the issues. We believe that the plans and submittal materials are now complete and would appreciate your consideration in scheduling this project for the earliest available City of Chanhassen Planning Commission agenda. VARIANCE Variance requests require that the applicant provide, via narrative, a justification for each variance request addressing the criteria ofSeetion 20-58 of the Chanhassen City Code. The variances include building height and encroachment into and setback from the Bluff Creek primary zone. The sign variance request should address the criteria in section 20-1253 of the Chanhassen City Code. A narrative has been created by United Properties that addresses justification for the variances. This narrative is under a separate cover within the submittal package. SITE PLAN • The parking ramp must beset back at least 35 feet from the future ramp right-of- way. The buildings and traffic circulation need to be shifted to the south. The parking structure has been shifted south to accommodate this request. Refer to the architectural and civil plans for clarity. • The site plan should incorporate an interim landscape buffer plan for the Phase I project perimeter. A Phase 1 Landscape Pian has been created and inserted into the civil plan set to address this comment. ... TWIN CITIES FTRO ST CLOUD 9RAINERO September 4, 2008 Page 2 W Eliminate the sidewalk to Powers Boulevard and replace with sidewalks to the access road and the trail adjacent to the Highway 312 ramp as part of Phase 2. Te sidewalk to Powers Boulevard has been eliminated and a sidewalk has been westvv od extended to the access road. These changes are reflected in both the architectural plans and the civil plans. • Trees on the landscape plan are shown down the middle of the trail near the off ramp of Highway 312. The landscape plan has been revised to show trees and plantings south of the trail near Highway 312. • A swale of 2% is required west of the parking garage. The grading plan has been revised to show a 2% swale. • Show truck turning template for appropriate size delivery trucks. Truck turning movement graphics have been created for city delivery trucks at the 4' dock as well as movements for a WB -50 in clock- and counter -clock -wise directions around the main building. • Switch the location of the sanitary sewer with the water main location on the east side of the building, or move the sanitary to the west side of the building. Switching the water and sanitary locations create difficulties in maintaining a 10 foot horizontal separation between water and sanitary & storm sewers. The utility plan was not revised to show this request. • Maintain 10 feet of separation between storm, sanitary, and water main A 10 foot separation has been accommodated between water and storm and water and sanitary sewers. Sanitary and storm sewer may be closer than 10 feet in some locations. Proof ofparking is shown on land not currently owned by the applicant. Provide from MnDOT a time frame for the proposed turn back of the right-of-way to be incorporated in the project. We have contacted Keith McMurray at MNDOT and discussed the time line of reconveyance on two separate occasions. MNDOT acknowledges that we have an official request into them (#2007-0085) and that it is in their system. We understand that the reconveyance review process has been started, but at this time is not complete. Mr. McMurray stated that the reconveyance of property would not happen until this fall or later. We will update the City of Chanhassen as we receive new information from MNDOT. - - . - planning > engineering > surveying September 4, 2008 Page 3 W • The building acreage and property access exhibit, sheet SKP06, does not provide a permissible nor feasible access to the area between Lot 1, Block I and the wetland located to the east of the lot. The driveway shown to access the remnant Westwoodwetland is unbuildable. Since there is no legitimate access, this area may not be used in determination offuture density. Comment noted. The SKP06 exhibit has been removed from the submittal materials. Chanhassen City Code requires that the primary zone be composed of 100 percent open space. The areas within the Bluff Creek Primary Zone shall be incorporated within separate outlots or be covered by a conservation easement. Pursuant to Minnesota Statutes section 463.358, subd. la, the regulations shall require that subdivisions be consistent with the municipality's official map if one exists and it's zoning ordinance, and may require consistency with other official controls and the comprehensive plan. The property owner will work with the city in crafting a conservation easement over the subject areas. • The grading plan should be revised to reduce the impacts to trees and within the Bluff Creek Primary Zone. Grading has been reduced in the storm pond area by providing a retaining wall. Refer to the grading plan for details. • A tree removal calculation shall be provided for the development contained with this project. ` Tree removal calculations are provided on the Phase 2 landscape plan. A shaded line has been added to the plan to clarify the area used for calculating canopy coverage. • Street profile should be shown on the same sheet as the sanitary sewer profile. Also include horizontal curve information. The access road profile is shown on the sanitary sewer profile graphic. Horizontal curve information is provided. • The roadway should be constructed to the east property line of the proposed Fairview parcel and a temporary cul-de-sac should be provided. The plans have been revised to show a temporary cul-de-sac meeting the City's design guidelines, . _ _ . n C. i .: _ planning > engineering > surveying September 4, 2008 Page 4 W • Provide a minimum of a 4 -foot median near the entrance to Powers Boulevard along with a left turn lane into the Fairview site. The plans have been revised to show a 6.67 foot wide median at the intersection of Westwood the access road and Powers Boulevard. • Narrow the roadway to a 36 foot maximum east of the second access into Fairview. The plans have been revised to show a 36 foot road width east of the second access. • Forcemain location must be shown north of the site. The plans have been revised to show the sanitary forcemain running along the south side of the access road to the east The forcemain crosses the access road and then heads north, adjacent to the lake/pond. • Lift station pad must line up with the existing sanitary line. Access shall be provided gfofPowers Boulevard. The plans have been revised to meet this request. • Pond dead storage is insufficient. The applicant should investigate directing the drainage from north of the developed site in such a manner as to bypass the pond thereby minimizing the need for additional dead storage. The pond has been enlarged slightly to provide sufficient dead storage. The east drainage is routed through the pond; a bypass is not necessary and is not included in the design. See the attached Preliminary Storm Water Report for detailed analysis and calculations. Maximum pond depth is 10 feet. The pond depth has been adjusted to reflect a 10 foot maximum depth. • Provide full-size drainage maps showing entire drainage areas. Full-size drainage maps have been attached to the revised storm water report. • Drainage maps do not match drainage calculations. Drainage maps and calculations have been revised to match each other. • Street grade within 30 feet of Powers Boulevard must be less than or equal to 3%. Access road grade within 30 feet of Powers Boulevard has been adjusted to meet this criterion. , , planning > engineering > surveying September 4, 2008 Page 5 W 0 The subdivision cannot plat the property that is currently owned by MnDOT. The preliminary plat has been revised to include only the property currently owned by the applicant. Westwood • Show drainage and utility easements on the preliminary plat. Drainage and utility easements have been provided on the preliminary plat • Provide snow storage for the trail along the Highway 312 offramp and along the access road. Snow storage has been provided for the trail along the Highway 312 off ramp and along the access road. • A street light is needed at the intersection of Powers Boulevard and the access road. The lighting and photometric plan has been revised to show a street light at the intersection of the access road and Powers Boulevard. • Applicant needs to maintain existing drainage patterns as shown on Overview Map #3 prepared by MnDOT for the TH 312 design/build which was supplied by the City to Westwood on July 1, 2008. Drainage previously/currently directed to the west side of Powers Boulevard is shown to be directed down ditch on the east side of Powers Boulevard without any calculations showing the ability of the receiving water to handle this discharge. Existing drainage patterns, as currently in place, have been maintained. Currently drainage flows south along the east side of Powers Boulevard. Drainage then flows beneath Powers, east to west, via a 24" RCP pipe. Proposed storm water discharges from the Fairview are less than or equal to existing storm water runoff rates from the site. • Applicant needs to show outlet for the water body south of the Highway 312 on ramp north of the subject property. The Grading, Drainage, and Erosion Control Plan has been revised to show this outlet. • The applicant is strongly encouraged to employ storm water storage and treatment below the parking lot in order to minimize the necessary pond size, thereby minimizing impacts within the primary zone. This water can be used for irrigation purposes. Comment noted and will be considered by the applicant. • Provide adequate erosion/sediment controls consistent with the NPDES Construction permit and the City of Chanhassen's standards. This includes, but .... ; planning > engineering > surveying September 4, 2008 Page 6 Wis not Limited to: • Installation ofsilt fence down gradient of all disturbed soils. Westwood • Installation of a rock construction entrance with a minimum length of 75 feet. Stabilization of all channels for at least the final 200 feet prior to discharge of site or into the storm sewer infrastructure. • Placement of ditch checks within the existing ditch in existing Drainage Area 2. Erosion and sediment control measures will be outlined in a SWPPP that will be included with construction level drawings. • A Storm Water Pollution Prevention Plan will be required. A SWPPP will be included with construction level drawings. TRAFFIC STUDY Attached to this letter is a memo written by our traffic engineering staff that address the following four comments in addition to comments from NINDOT and Carver County. • Update traffic counts to current county estimates. Get traffic model from Carver County. • Traffic report states that a traffic signal is required Carver County spacing guidelines are not met at this location. Discussions between MnDOT, Carver County, and the City are needed to see if a traffic signal can be installed at this location. • Development will occur on the opposite side of this proposed access road. Has this been taken into account in the traffic report? Ifso, what are your assumptions? • What happens to the intersection on the Highway 101 side in the year 2020 when this area is fully developed? WETLANDS Please refer to the previously submitted and approved wetland delineation report dated August 2006 for the subject property. This report addresses the wetland comments below. i .. _ .- planning > engineering > surveying September 4, 2008 Page 7 WThe applicant needs to clearly indicate all delineated wetland boundaries including the date the delineation was completed and the entity performing the delineation. The City reserves the right to verify the wetland boundaries per Minnesota Rules 8420 Westwood and may request that a portion or all of the wetland boundaries are re -staked as existing conditions may have been significantly altered since the original delineation was performed. • The applicant needs to clearly indicate all wetland buffers. • The applicant needs to clearly indicate all wetland setbacks. • The applicant needs to clearly indicate the wetland mitigation area. Please contact me if you have any questions, would like to discuss any of the issues above in further detail, and when this project has been scheduled for the next available Planning Commission agenda. Sincerely, WESTWOOD PROFESSIONAL SERVICES Ryan M. Edstrom, PE Attachments Cc: File Denton Mack — Pope Associates Tim Erhart — Exlar Bill Katter — United Properties _ planning > engineering > surveying MEMORANDUM Date: September 4, 2008 Re: Chanhassen Medical Office Development Traffic Study File 20061094 To: City of Chanhassen Planning Department From: Bruce Boje Nicholas J. Erpelding, P.E., PTOE Wolr<ed hofe nal Se 3699 A,,Wa awe hkn fta ,5 553" uaix 95MV.5150 (AX 953-937-5817 rou seal 1-SW937-5150 (teen wps9vg4rwoodpS m wnv weswmcdpx In response to your July 151n, 2008 comments regarding Westwood's July 3"d Traffic Study, we offer the following responses. Comment 1: Update traffic counts to current county estimates. Get traffic model from Carver County. ADTs from MNDOT were used in the model. Response: Westwood contacted Mr. Roger Gustafson with Carver County to request the most recent estimates on Tuesday, July 2941. After following Mr. Gustafson's direction to contact SRF Consulting Group, a response was received from SRF as follows: Please find the attached scan with forecast volumes from the Carver County Transportation Plan. As you will see, only one volume is given on Powers in your study area, and would apply to the entire segment between Lyman and Pioneer. The volumes shown here represent the preferred scenario for the County plan, which is the "State + County Improvements". Other scenarios include forecasts ranging from 18,000 to 21,000 vpd on Powers in this location. Please note that these forecasts do not take into consideration two significant land uses near this site: 1) the new high school being built on the north side of Lyman just west of Audubon, and 2) a proposed shopping mall near the intersection of Lyman and Powers. I hope this information helps. Please let me know if anything else comes up. Paul Paul Morris Transportation Engineer SRF Consulting Group, Inc. Along with the following sketch: .. , . - TWIN CITIES ETRO ST. C MD BRAINERD w September 4, 2008 Page 2 Figure 1: SRF/Carver County Preliminary 2030 ADT forecasts As noted by SRF, the ADT forecasts completed are general in nature, with only one ADT forecast for the entire Powers Boulevard segment from Lyman Boulevard on the north to Pioneer Trail on the south. (It should also be noted that these preliminary ES(A cern !.. planning, engineering> surveying September 4, 2008 Page 3 ♦ forecasts do not yet appear to have been formally published as part of the County's Comprehensive Plan update.) WestvYood The SRF forecast of 19,600 ADT for this segment of Powers Boulevard in 2030 appears consistent with the Westwood's projected year 2020 ADT range of 16,900 to 21,800 shown on Figure 8 of the report. Comment 2: Traffic report states that a traffic signal is required Carver County spacing guidelines are not met at this location. Discussions between MnDOT, Carver County, and the City are needed to see if a traffic signal can be installed at this location. Response: The 2003 Kimley-Horn Chanhassen AUAR includes no discussion of the operations of this intersection. The report does indicate on Figure 11 that side street stop control is proposed for the intersection, which was analyzed as a "I"' intersection (the 4th/east leg was not included). Westwood's July 3d traffic report notes that based solely on level of service, a traffic signal would be required concurrent with Phase 2 development in order to prevent the exiting left tum movement from dropping to an unacceptable LOS. Though the comment was made that a traffic signal would be "required," it was made with the understanding that one would not be installed until it was fully warranted and justified. In the metro area, it is common for a side street stop controlled intersection to operate with failing side street movements during peak times. Such intersections can and do remain side street stop controlled indefinitely. The appropriate course -of action is to monitor the intersection as traffic volumes grow to determine if and when changes in intersection control should be made. To further assess when traffic volumes at the intersection might necessitate installation of a traffic signal, additional analysis was undertaken. The turning movement volumes forecasted in the report were compared with the traffic volume warrants for the installation of a traffic signal identified in the current Minnesota Manual on Uniform Traffic Control Devices (MnMUTCD). ?az•n-e-� :�- .--. planning> engineering> surveying w September 4, 2008 Page 4 Table 1 Warrant Analysis Summary Warrant Hours Required: Hours Met: 2010 2010 2012 2020 No -Build Build Build Build (Phase 1) (Phase 2) Phase 3a I Phase 3b IA 8 2 2 2 2 2 111 8 7 7 7 7 7 1C 8 1 1 1 1 1 2 4 16 16 6 6;. 6 3 1 14 15 15 5. 5 Assumptions: 1. Based on peak hour volumes in July 3, 2008 Traffic Analysis Report 2. Hourly variation assumed from MnDOT ATR 458 (2007 volumes). 3. Right tum volumes excluded. - 4. 0.70 factor applied (located on high speed roadway - 40 MPH+). 5. 2+ approach lanes for both Powers Boulevard and Site Collector Roadway. The results documented in Table 1 show that the amount of traffic contributing toward the fulfillment of signal warrants remains nearly constant as development of the subject site proceeds from vacant through full build. This is explained by the fact that the primary generator of traffic contributing toward fulfillment of signal warrants is development to the west of Powers Boulevard, not development on the subject site. (As is noted in the response to comment 3, below, full development of the Chanhassen AUAR site to the west of Powers Boulevard was assumed by 2010.) To fiuther assess what contribution traffic from the subject site has toward fulfillment of signal warrants, the analysis was updated with the assumption that the site to the- west hewest remains vacant. With this assumption, in contrast, the number of hours each warrant is met increases as development proceeds. At full build out, the number of hours for which warrants are met is just below that of the 2010 No -Build scenario in . Table 1. This confirms that traffic from the subject site is not the primary contributor to the need for signalization. E ...... planning > engineering > surveying September 4, 2008 Page 5 Table 2 Warrant Analysis Summ — No development west of Powers Boulevard Warrant Hours Required: Hours Met: 2010 Build (Phase 1) 2012 Build (Phase 2) 2020 Build Phase 3a Phase 3b IA 8 0 0 2 0 1B 8 0 4 7 4 IC 8 0 0 0 0 2 4 0 2 6 3 3 1 10 1 4 12 Assumptions: 1. Based on peak hour volumes in July 3, 2008 Traffic Analysis Report 2. Hourly variation assumed from MnDOT ATR 458 (2007 volumes). 3. Right tum volumes excluded. 4. 0.70 factor applied (located on high speed roadway - 40 MPH+). 5. 2+ approach lanes for both Powers Boulevard and Site Collector Roadway, 6. Assumes no adjacent development west of Powers Blvd. It is further noted that in the metro area, an intersection must typically meet more than one warrant in order justify installation of a traffic signal. This is due to in part to delay increasing for the mainline and the increased potential for mainline rear end collisions. Based on the analysis completed, traffic volumes at the intersection will be close but may not fully justify installation of a traffic signal through full build out of the site in 2020. Noting that a signal was forecast to be necessary in terms of level of service concurrent with Phase 2 in 2012, the intersection would be expected to operate at poor LOS _ during peak times with good LOS the remainder (and majority) of the day. Access Spacing The intersection of Powers Boulevard and Site Collector Roadway does not meet the prescribed full access spacing of/4 mile along Powers Boulevard, as identified on the figure on page 4.39 in the most current version of the Carver County Comprehensive Plan. With approximately 820 feet of spacing provided, center -to -center, it falls 500 feet, or 38% short. It is Westwood's understanding that the location of this intersection was selected during design of the TH 212 project to best fit with the natural topography and wetland constraints. While it is true that full'/4 mile spacing is not met at the chosen location, it represents a workable compromise location. Without having completed a formal analysis of the corridor, but based on experience with similar situations, it is i r A a .:r? e n !h planning > engineering > surveying September 4, 2008 Page 6 anticipated that signal timing and phasing plans can be developed to accommodate the selected intersection location without compromising the operational integrity of the Powers Boulevard corridor. Westwood Other noteworthy considerations include the fact that the Site Collector Roadway intersection is the only intersection proposed in the roadway segment between the TH 212 south ramps and Pioneer Trail just under %2 mile to the south feet to the south. Because this segment is less than %2 mile in length, no access location will be able to provide the necessary full '% mile spacing required on both resulting segments. Finally, a 4 -lane roadway section with tum lanes such proposed for this stretch of Powers Boulevard is typically capable of carrying over 40,000 ADT. 2030 volume forecasts are in the 20,000 ADT range, meaning a substantial capacity cushion is likely to exist. Comment 3: Development will occur on the opposite side of this proposed access road. Has this been taken into account in the traffic report? If so, what are your assumptions? Response: As noted on page 1 of the Westwood Traffic Report, `The Chanhassen 2005 Alternative Urban Area -Wide Review (AUAR) prepared in 2003 for the City of Chanhassen by the consultant team of Hoisington Koegler Group Inc., Kimley Horn and Associates, Peterson Environmental Consulting, 106 Group and HDR was used in the determination of background traffic volumes and traffic assignment process." i Full build of the Chanhassen AUAR area was assumed by 2010, as assumed in the Chanhassen AUAR. The turning movement volume illustrations, Figures 5-8, reflect this assumption. Comment 4: What happens to the intersection on the Highway 101 side in the year 2020 when this area is fully developed? Response: The traffic study completed is intended to provide support for Phases 1 and 2 of the proposed development only. This includes the two medical office buildings located immediately adjacent to Powers Boulevard south of the TH 212 ramps. Consideration of development of a Phase 3 was done only to gauge anticipated future traffic conditions at intersections impacted by Phase I and 2 development, not to provide a full analysis of the impacts of Phase 3 development. ..; : na.; e r c _. ;% _ . planning > engineering > surveying September 4, 2008 Page 7 ��• . Due to the small magnitude of development proposed for Phases 1 and 2, a full analysis of the impacts of the extension of the site collector roadway to CSAR 101 was wnood not undertaken. The report does note (in Figure 4) that only 5% of the site generated traffic from the subject medical office site is forecast to use the extension to connect to CSAH 101. This 5% would amount to fewer than 300 trips per day, well below the often -used 1,000 ADT minimum threshold for detailed study. It is anticipated that detailed study of the Site Collector roadway extension to CSAH 101 will be completed at the time formal development plans for Phase 3 are put forth. FSLtaOSNFO ±H 197T planning> engineering> surveying P E R T I E S DEVELOPMENT APPLICATION FOR FAIRVIEW CHANHASSEN MEDICAL CENTER CHANHASSEN, MINNESOTA CITY OF CHANHASSEN RECEIVED Submitted On JUL 0 3 2008 July 3, 2008 CHANHASSEN PLANNING DEPT SCANNED Fairview Chanhassen Medical Center Introduction 3,2008 United Properties LLC, on behalf of Powers Crossing Medical LLC, a joint venture between Dawne and Timothy Erhart and United Properties Investment LLC, is pleased to submit this development application for a proposed medical office building located at the southeast corner of (new) Highway 212 and Powers Boulevard in Chanhassen, Minnesota. This submittal requests approval of a Preliminary Plat under a phased development plan for the entire parcel, which includes a Rezoning from Agricultural Estate District to Office and Institutional (OI) District, Site Plan Review, Subdivision, Sign Plan Review, finalization of a previous Wetland Alteration Permit, and a Conditional Use Permit for work in the Bluff Creek Overlay District. United Properties, founded in 1916, has developed numerous, high-profile office, industrial, medical, retail and multi -family buildings and business parks for its owned portfolio and for third - party clients, primarily in the Twin Cities metropolitan area. Representative projects include Centennial Lakes Office Park in Edina, MN, as well as TRIA Orthopedic Center and portions of Normandale Lakes Office Park, both in Bloomington, MN. Contact information for the development team responsible for this project is at the end of this narrative. Building The building, to be named Fairview Chanhassen Medical Center, will be a two-phase, 160,000 sq. ft., destination medical center. Fairview Health Services will be the anchor tenant. Fairview's mission is to "improve the health of the communities we serve." By extending its reach into the southwestern Twin Cities metro area, Fairview accomplishes this mission by better serving the residents of Chanhassen and the surrounding communities. This facility will include an ambulatory surgery center, diagnostic imaging center, and urgent care clinic, thereby reducing the need for residents to drive to Waconia, Shakopee, or Edina to receive these services. The first phase, as proposed, will be a three-story, 72,000 sq. ft. building with a two-story, 16,000 sq. ft. link on the north end, providing a total building area of 88,000 sq. ft. The link will eventually serve as the connection point to a matching three-story, 72,000 sq. ft. building in the second phase. We anticipate grading of the site and construction of the surface water management system to occur during Spring 2009. We then expect to break ground on the first phase of the building immediately thereafter. Timing of the second phase will be determined by market demand. The proposed building design includes brick, accent stone bands and piers, architectural metal panels, and both punched and curtain -wall windows. Each of the three-story buildings will be 48 ft. high from finish floor elevation to the top of the roof parapet. Rooftop mechanical equipment will be screened from view using architectural metal panels. We demonstrate all of these design elements in renderings provided with this application. United Properties LLC Fairview Chanhassen Medical Center Julv 3, 2008 After much thought given to the natural characteristics of the site and the needs of all constituencies, we placed the buildings back from Powers Boulevard on the eastern edge of the site. We selected this location to: • Enhance patient privacy. Placing the buildings adjacent to Powers Boulevard would allow passing traffic to see into patient exam rooms and surgical suites. In an era of increased healthcare regulation and patient privacy concerns, we felt it necessary to provide a larger buffer between patients and passers-by. • Preserve natural views. The site has beautiful natural qualities, especially at the eastern edge near the adjacent hill and wetland. One of the reasons driving Fairview to this specific site is the chance to enhance patient and employee satisfaction by offering a healing environment showcasing natural surroundings. Placing the buildings at the eastern edge of the property maximizes these views. • Preserve site area. The Minnesota Department of Transportation (Mn/DOT) currently controls 2.67 acres of right-of-way (ROW) along Powers Boulevard and Highway 212, which we currently show as proof of parking and intend to use for actual parking in phase two. Based on recent discussions with Mn/DOT, we expect they will re -convey all or a portion of this ROW to the current landowner as soon as this fall, but we cannot be certain of this timing. If we locate the buildings adjacent to Powers Boulevard, we would lose the ability to use the ROW for parking and limit our ability to develop and park a second phase. • Create dual entry points. Having two points of entry allows for effective separation of patient traffic from employee and service traffic. It also allows for a separate post- surgical pick-up point at the rear of the building to protect the privacy of patients leaving surgery and reduce the stress of patients arriving for surgery. Finally, dual entry points allows patient traffic to be separated from loading docks, emergency generators, and other essential mechanical facilities typically shielded from public view. • Maintain effective drainage patterns. Most of the building site currently slopes westward toward Powers Boulevard. Situating the building to the east near the hillside preserves the natural contours, allows the parking field to drain away from the building, and minimizes the impervious drainage surface at the rear. This effectively reduces or eliminates drainage toward the building and prevents pooling near entrances and water entering the building. The required building setbacks in the OI District are 35 ft. in the front, 30 ft. in the rear, and 15 ft. on both side yards. The proposed building setbacks are 215 ft. in the front, 193 ft. in the rear, and 77 ft. on both side yards. Site The total site area is 14.14 acres. The building site is 10.31 acres, and a storm pond outlot to the south is 2.53 acres. Included in these totals are 2.67 acres currently held by Mn/DOT as a ROW along both Highway 212 and Powers Boulevard. Between the building site and the storm pond outlot is a 1.30 -acre outlot which will be dedicated as a public ROW to accommodate an access road for this project and future development to the east. Please refer to the attached civil site plans for alignment of the proposed access road. The surface water management design relies on a storm water detention pond south of the proposed access road to meet City and NPDES storm water requirements for both quantity and quality. Drainage will be conveyed from the building site to the pond via a storm sewer pipe United Properties LLC Fairview Chanhassen Medical Center July 3, 2008 system. The storm water detention pond will serve the medical facility, the access road, and land directly east to the drainage divide (a ridge at the eastern side of the development running north and south). The pond will discharge to the south in a ditch along the eastern side of Powers Boulevard. The remainder of the 100 acres to the east will not be served by this pond. After pond construction, the drainage outlot will be dedicated to the City with a permanent drainage easement for the building site. Regional drainage patterns for the property will remain unchanged. The large pond east of the medical site development will continue to drain to the east. The emergency overflow elevation of this pond will be raised by approximately three feet to ensure that storm water will flow to the east. For additional details regarding storm water management, please refer to the Preliminary Storm Water Report dated July 3, 2008. A previously -approved Wetland Alteration Permit calls for the construction of a wetland east of this site. Please refer to the approved Wetland Grading Replacement and Seeding Plan dated November 14, 2006, for details. A depression in the land surface currently exists where wetland construction/restoration will occur. A berm will be created to establish a normal water level, and an emergency overflow will be provided that drains west toward the medical site development. A culvert designed for a 100 -year precipitation event will be provided for the development should an outflow from the constructed wetland ever occur. A sanitary sewer lift station site will be accommodated as shown in the drainage outlot. This lift station will serve the medical site development, future development to the east, and an existing sewer line located closer to Highway 101. A force main alignment originating at this lift station and running to the north will be accommodated along the Powers Boulevard and Highway 212 ROWs or through the medical site via a drainage and utility easement. A 16 -inch water main stub, at the intersection of the proposed access road and Powers Boulevard, is available to serve the site and future development to the east. We assume gas, electric, cable TV and other utilities are available to serve the development. Landscaping and tree replacement/canopy coverage have been designed in accordance with City ordinances. Please refer to the Landscape Plan for canopy coverage calculations for further detail. The existing site does not contain any impervious surfaces. Full build -out of all phases includes the creation of 6.1 acres of impervious surfaces such as roads, parking, and rooftops. This equates to an ultimate impervious -to -pervious surface ratio of 59 percent, below the 65 percent maximum allowed in the OI District. Parking Our plans provide parking in accordance with the City ordinance requirements of 6.67 stalls per 1,000 sq. ft. based on gross floor area of the specific uses, excluding the building common areas. For the first phase, the building area was reduced by 15 percent for building common areas. This area resulted in a total of 499 required parking stalls. The plans show 413 surface stalls and 107 proof of parking stalls, providing a total of 520 parking stalls. This parking stall count translates to a ratio of 5.91 per 1,000 sq. ft. of gross building area not excluding the common areas. To complete the second phase, we will construct a three-level parking ramp with one additional level for proof of parking. The building area was reduced by 12 percent for common areas. This area resulted in a total of 940 required parking stalls. The second phase plans show 805 United Properties LLC Fairview Chanhassen Medical Center ME total stalls and 160 proof of parking stalls, providing a total of 965 parking stalls. This parking stall count translates to a ratio of 6.03 per 1,000 sq. ft. of gross building area not excluding the common areas. Traffic We enclosed our preliminary traffic study for your review. Our study used trip generation and traffic assignment to forecast peak hour traffic volumes. It showed that the proposed access configuration can effectively accommodate the forecasted traffic demands and provide adequate capacity for future development. Signage Our signage plan calls for one monument sign at the intersection of Powers Boulevard and the new access road, directional signage at the site entrances, and wall signs on the north, west, and south faces of the building. Please see the attached signage plan for further details. Variances The Community Development Department asked us to specifically call out the zoning variances assumed in our development plan. As such, we request the following variances: • Bluff Creek Overlay District. On-site, we request a variance to grade and construct a driveway surface within the secondary zone of the Bluff Creek Overlay District. Off- site, south of the access road, we request a variance to construct a storm water detention pond and site for the City's lift station in the both the Primary and Secondary Zone of the Bluff Creek Overlay District. • Signage. In lieu of providing two monument signs, one for each building, we request a variance for consolidation to one monument sign with a combined area and height 95 percent larger than currently allowed in the OI District. As medical office buildings have signage needs more similar to retail than traditional office, we feel this will provide for the signage needs of the tenants while still holding to the spirit of City's signage requirements. The sign base will be constructed of similar materials used on the building to compliment the architecture. • Building Height. The proposed phase one and phase two buildings (principle structures) are three stories high, and the phase two parking garage is three stories high with one additional level for proof of parking. The OI District allows for a maximum height of two stories for principal structures and one story for accessory structures. Because Community Development Department staff recommended rezoning the current site to the OI District, we request a variance from the height requirements. Our submittal includes civil related plans, a storm water management report, a traffic report, a buildable acreage / access graphic, a concept sanitary sewer plan, a Bluff Creek Overlay District exhibit, architectural site plans and exterior building/signage elevations for phase one and phase two, phase two parking garage elevations, an artistic rendering, and a materials board. We welcome any questions that may arise as you review this development application. We appreciate the assistance received to date from the City of Chanhassen Community Development Department and look forward to working with the City through the approval process. United Properties LLC Fairview Chanhassen Medical Center CONTACT INFORMATION Developer and Fee Owner Representative United Properties LLC As agent for Powers Crossing Medical LLC 3500 American Boulevard West Minneapolis, MN 55431 Attention: Bill Katter 952.837.8525 Phone 952.893.8206 Fax william.kafter@uproperties.com Architect Pope Associates, Inc. 1255 Energy Park Drive St. Paul, MN 55108-5118 Attention: Paul Holmes 651.789.1582 1 Phone 651.642.1101 1 Fax pholmes@popearch.com Civil Engineer Westwood Professional Services 7699 Anagram Drive Eden Prairie, MN 55344 Attention: Dan Parks 952.906.7435 Phone 952.937.5822 Fax dan.parks@westwoodps.com United Properties LLC 3, 2008 FAIRVIEW CHANHASSEN MEDICAL CENTER - PLANNING CASE 08-16 $800 Variance x 4 $275 Wetland Alteration Permit $425 Conditional Use Permit $500 Rezoning $300 Subdivision $2,173 Site Plan Review $192 GIS Fee $200 Notification Sign $600 Recording Escrow $5,465 TOTAL $6,146 United Properties Investment LLC paid Check 33092 $681 REFUND OVERPAYMENT SCANNED TRANSMITTAL 1:8211:11;4 Date: JUIv 3.2008 To: City of Chanhassen Pro iect: Fairview Chanhassen Medical Center Attn: Bob Generous Job Number: 75372-07230a Address: 7700 Market Boulevard In Re: City Submittal Documents WE ARE SENDING M Attached: n Under Separate Cover: M Via: One-hour Courier ❑ Shop Drawings Section 0000 ❑ Prints M Plans ❑ Specifications ❑ Copy of Letter ❑ Change Order M Disks M Other Copies Date No. Description 16 Approved as Noted ❑ City Submittal Documents 1 Material Board SSEN I CD with PDF's RECEIVED JUL PLANMNG DEPT For Approval ® For Your Use ❑ As Requested M For Review and Comment ❑ For Bids Due ❑ Approved as Submitted ❑ Approved as Noted ❑ Returned for Corrections Matt Volpano, United Properties Pope Associates Inc. 1255 Energy Park Drive I St. Paul, MN 55108-5118 Main (651) 642.9200 I Fax (651) 642-1101 www.popearch.com ❑ Resubmit ❑ Submit ❑ Copies for Approval ❑ Prints Returned After Loan to Us ❑ Other: Denton Mack FBCXPME A R C H I T E C T 5 TRANSMITTAL LETTER Date: J01v 3.2008 To: City of Chanhassen Project: Fairview Chanhassen Medical Center Attn: Bob Generous Job Number 75372-07230a Address. 7700 Market Boulevard In Re: City Submittal Documents WE ARE SENDING M Attached: rl Under Separate Cover: M Via: One-hour Courier ❑ Shop Drawings Section 0000 ❑ Prints ® Plans ❑ Specifications ❑ Copy of Letter ❑ Change Order ® Disks ® Other ❑ For Approval ® For Your Use ❑ As Requested ® For Review and Comment ❑ For Bids Due ❑ Approved as Submitted ❑ Approved as Noted ❑ Returned for Corrections Copy To: File Matt Volpano, United Properties Pope Associates Inc. 1255 Energy Park Drive I St. Paul, MN 55108-5118 Main (651) 642-9200 I Fax (651) 642-1101 www.popearch.com ❑ Resubmit ❑ Submit ❑ Copies for Approval ❑ Prints Returned After Loan to Us ❑ Other: OF CHANHASSEN CHANHASSEN PLANNING DIEPT Signed: Denton Mack POPE A R C H I T F C T S September 4, 2008 Page 3 W • The building acreage andproperty access exhibit, sheet SKP06, does not provide a permissible nor feasible access to the area between Lot 1, Block I and the wetland located to the east of the lot. The driveway shown to access the remnant Westwood piece is unbuildable. Since there is no legitimate access, this area may not be used in determination offuture density. Comment noted. The SKP06 exhibit has been removed from the submittal materials. SUBDIVISION Chanhassen City Code requires that the primary zone be composed of 100 percent open space. The areas within the Bluff Creek Primary Zone shall be incorporated within separate outlots or be covered by a conservation easement. Pursuant to Minnesota Statutes section 463.358, subd. 2a, the regulations shall require that subdivisions be consistent with the municipality's official map if one exists and it's zoning ordinance, and may require consistency with other official controls and the comprehensive plan. The property owner will work with the city in crafting a conservation easement over the subject areas. • The grading plan should be revised to reduce the impacts to trees and within the Bluff Creek Primary Zone. Grading has been reduced in the storm pond area by providing a retaining wall. Refer to the grading plan for details. • A tree removal calculation shall be provided for the development contained with this project. Tree removal calculations are provided on the Phase 2 landscape plan. A shaded line has been added to the plan to clarify the area used for calculating canopy coverage. • Street profile should be shown on the same sheet as the sanitary sewer profile. Also include horizontal curve information. The access road profile is shown on the sanitary sewer profile graphic. Horizontal curve information is provided. • The roadway should be constructed to the east property line of the proposed Fairview parcel and a temporary cul-de-sac should be provided. The plans have been revised to show a temporary cul-de-sac meeting the City's design guidelines, .. . , planning > engineering > surveying September 4, 2008 Page 4 W • Provide a minimum of a 4 -foot median near the entrance to Powers Boulevard along with a left turn lane into the Fairview site. The plans have been revised to show a 6.67 foot wide median at the intersection of Westwood the access road and Powers Boulevard. • Narrow the roadway to a 36 foot maximum east of the second access into Fairview. The plans have been revised to show a 36 foot road width east of the second access. • Forcemain location must be shown north of the site. The plans have been revised to show the sanitary forcemain running along the south side of the access road to the east The forcemain crosses the access road and then heads north, adjacent to the lakelpond. • Lift station pad must line up with the existing sanitary line. Access shall be provided off of Powers Boulevard. The plans have been revised to meet this request. • Pond dead storage is insuJIcient. The applicant should investigate directing the drainage from north of the developed site in such a manner as to bypass the pond thereby minimizing the need for additional dead storage. The pond has been enlarged slightly to provide sufficient dead storage. The east drainage is routed through the pond; a bypass is not necessary and is not included in the design. See the attached Preliminary Storm Water Report for detailed analysis and calculations. • Maximum pond depth is 10 feet. The pond depth has been adjusted to reflect a 10 foot maximum depth. • Provide full-size drainage maps showing entire drainage areas. Full-size drainage maps have been attached to the revised storm water report. • Drainage maps do not match drainage calculations. Drainage maps and calculations have been revised to match each other. • Street grade within 30feet of Powers Boulevard must be less than or equal to 3%. Access road grade within 30 feet of Powers Boulevard has been adjusted to meet this criterion. - planning > engineering > surveying September 4, 2008 Page 5 W a The subdivision cannot plat the property that is currently owned by MnDOT. The preliminary plat has been revised to include only the property currently owned by the applicant. Westwood • Show drainage and utility easements on the preliminary plat. Drainage and utility easements have been provided on the preliminary plat. • Provide snow storage for the trail along the Highway 312 off ramp and along the access road. Snow storage has been provided for the trail along the Highway 312 off ramp and along the access road. • A street light is needed at the intersection of Powers Boulevard and the access road. The lighting and photometric plan has been revised to show a street light at the intersection of the access road and Powers Boulevard. • Applicant needs to maintain existing drainage patterns as shown on Overview Map #3 prepared by MnDOTfor the TH 312 design/build which was supplied by the City to Westwood on July 1, 2008. Drainage previously/currently directed to the west side of Powers Boulevard is shown to be directed down ditch on the east side of Powers Boulevard without any calculations showing the ability of the receiving water to handle this discharge. Existing drainage patterns, as currently in place, have been maintained. Currently drainage flows south along the east side of Powers Boulevard. Drainage then flows beneath Powers, east to west, via a 24" RCP pipe. Proposed storm water discharges from the Fairview are less than or equal to existing storm water runoff rates from the site. • Applicant needs to show outlet for the water body south of the Highway 312 on ramp north of the subject property. The Grading, Drainage, and Erosion Control Plan has been revised to show this outlet. • The applicant is strongly encouraged to employ storm water storage and treatment below the parking lot in order to minimize the necessary pond size, thereby minimizing impacts within the primary zone. This water can be used for irrigation purposes. Comment noted and will be considered by the applicant. • Provide adequate erosion/sediment controls consistent with the NPDES Construction permit and the City of Chanhassen's standards. This includes, but .. . , - . planning > engineering > surveying September 4, 2008 Page 6 Wis not limited to: • Installation ofsilt fence down gradient of all disturbed soils. Westwood • Installation of a rock construction entrance with a minimum length of 75 feet. ■ Stabilization of all channels for at least the final 200 feet prior to discharge of site or into the storm sewer infrastructure. ■ Placement of ditch checks within the existing ditch in existing Drainage Area 2. Erosion and sediment control measures will be outlined in a SWPPP that will be included with construction level drawings. • A Storm Water Pollution Prevention Plan will be required. A SWPPP will be included with construction level drawings. TRAFFIC STUDY Attached to this letter is a memo written by our traffic engineering staff that address the following four comments in addition to comments from MNDOT and Carver County. • Update traffic counts to current county estimates. Get traffic model from Carver County. • Traffic report states that a traffic signal is required. Carver County spacing guidelines are not met at this location. Discussions between MnDOT, Carver County, and the City are needed to see if a traffic signal can be installed at this location. • Development will occur on the opposite side of this proposed access road Has this been taken into account in the traffic report? If so, what are your assumptions? • What happens to the intersection on the Highway 101 side in the year 2020 when this area is fully developed? WETLANDS Please refer to the previously submitted and approved wetland delineation report dated August 2006 for the subject property. This report addresses the wetland comments below. planning > engineering > surveying September 4, 2008 Page 7 WThe applicant needs to clearly indicate all delineated wetland boundaries including the date the delineation was completed and the entity performing the delineation. The City reserves the right to verify the wetland boundaries per Minnesota Rules 8420 Westwood and may request that a portion or all of the wetland boundaries are re -staked as existing conditions may have been significantly altered since the original delineation was performed. • The applicant needs to clearly indicate all wetland buffers. • The applicant needs to clearly indicate all wetland setbacks. • The applicant needs to clearly indicate the wetland mitigation area. Please contact me if you have any questions, would like to discuss any of the issues above in further detail, and when this project has been scheduled for the next available Planning Commission agenda. Sincerely, WESTWOOD PROFESSIONAL SERVICES X�0�� Ryan M. Edstrom, PE Attachments Cc: File Denton Mack — Pope Associates Tim Erhart — Exlar Bill Katter —United Properties planning > engineering > surveying MEMORANDUM WDate: September 4, 2008 Re: Chanhassen Medical Office Development Traffic Study Westwood File 20061094 To: City of Chanhassen Planning Department From: Bruce Boje Nicholas J. Erpelding, P.E., PTOE We od Professional Services 7599 Maga. Drive Eden ham, E 553" MAIN 952-937-5150 rAc 952-937-5827 rcu rest I-SW937.5150 Eu<rr wpsO ltdoodo.l m N1Y W.NTi WAOdPE.<OIII In response to your July 15d', 2008 comments regarding Westwood's July 3 d Traffic Study, we offer the following responses. Comment 1: Update traffic counts to current county estimates. Get traffic model from Carver County. ADTs from MNDOT were used in the model. Response: Westwood contacted Mr. Roger Gustafson with Carver County to request the most recent estimates on Tuesday, July 29h. After following Mr. Gustafson's direction to contact SRF Consulting Group, a response was received from SRF as follows: Please find the attached scan with forecast volumes from the Carver County Transportation Plan. As you will see, only one volume is given on Powers in your study area, and would apply to the entire segment between Lyman and Pioneer. The volumes shown here represent the preferred scenario for the County plan, which is the "State + County Improvements". Other scenarios include forecasts ranging from 18,000 to 21,000 vpd on Powers in this location. Please note that these forecasts do not take into consideration two significant land uses near this site: 1) the new high school being built on the north side of Lyman just west of Audubon, and 2) a proposed shopping mall near the intersection of Lyman and Powers. I hope this information helps. Please let me know if anything else comes up. Paul Paul Morris Transportation Engineer SRF Consulting Group, Inc. Along with the following sketch: TWIN CITIES(METRO ST. CLOUD B AINERD September 4, 2008 Page 2 ��. Figure 1: SRF/Carver County Preliminary 2030 ADT forecasts WestvroOd ®CONSULTING GROUP, INC. SS63 www_srlcuusulVVS.com 176147SWO Fa 76&4752IH C,,,,,. No. (� Sheet J of--i— Project f / Pro ect Nance Cies, COvn � rr�w�p�fgllOw plea 1 By Y...l M. Date 7/i7/409 Computatimfa 2030 Duly Foeeca.N Velowes Checked by Date FN 21Z e 18 ra 2fz. WS 9J WIN As noted by SRF, the ADT forecasts completed are general in nature, with only one ADT forecast for the entire Powers Boulevard segment from Lyman Boulevard on the north to Pioneer Trail on the south. (It should also be noted that these preliminary planning > engineering > surveying September 4, 2008 Page 3 Wforecasts do not yet appear to have been formally published as part of the County's Comprehensive Plan update.) Westwood The SRF forecast of 19,600 ADT for this segment of Powers Boulevard in 2030 appears consistent with the Westwood's projected year 2020 ADT range of 16,900 to 21,800 shown on Figure 8 of the report. Comment 2: Traffic report states that a traffic signal is required. Carver County spacing guidelines are not met at this location. Discussions between MnDOT, Carver County, and the City are needed to see if a traffic signal can be installed at this location. Response: The 2003 Kimley-Hom Chanhassen AUAR includes no discussion of the operations of this intersection. The report does indicate on Figure I 1 that side street stop control is proposed for the intersection, which was analyzed as a "T" intersection (the 0/east leg was not included). Westwood's July 3rd traffic report notes that based solely on level of service, a traffic signal would be required concurrent with Phase 2 development in order to prevent the exiting left tum movement from dropping to an unacceptable LOS. Though the comment was made that a traffic signal would be "required," it was made with the understanding that one would not be installed until it was fully warranted and justified. In the metro area, it is common for a side street stop controlled intersection to operate with failing side street movements during peak times. Such intersections can and do remain side street stop controlled indefinitely. The appropriate course of action is to monitor the intersection as traffic volumes grow to determine if and when changes in intersection control should be made. To further assess when traffic volumes at the intersection might necessitate installation of a traffic signal, additional analysis was undertaken. The turning movement volumes forecasted in the report were compared with the traffic volume warrants for the installation of a traffic signal identified in the current Minnesota Manual on Uniform Traffic Control Devices (MnMUTCD). planning > engineering > surveying �r September 4, 2008 Page 4 Table 1 Warrant Analvsis Summary Warrant Hours Required: Hours Met: 2010 2010 2012 2020 No -Build Build Build Build (Phase 1) (Phase 2) Phase 3a Phase 3b IA 8 2 2 2 2 2 1B 8 7 7 7 7 7 iC 8 1 1 1 1 1 2 4 16 16 1 6 6 6 3 1 4 5 5 5 5 Assumptions: I . Based on peak hour volumes in July 3, 2008 Traffic Analysis Report 2. Hourly variation assumed from MnDOT ATR 458 (2007 volumes). 3. Right tum volumes excluded. 4. 0.70 factor applied (located on high speed roadway - 40 MPH+). 5. 2+ approach lanes for both Powers Boulevard and Site Collector Roadway. The results documented in Table 1 show that the amount of traffic contributing toward the fulfillment of signal warrants remains nearly constant as development of the subject site proceeds from vacant through full build. This is explained by the fact that the primary generator of traffic contributing toward fulfillment of signal warrants is development to the west of Powers Boulevard, not development on the subject site. (As is noted in the response to comment 3, below, full development of the Chanhassen AUAR site to the west of Powers Boulevard was assumed by 2010.) To further assess what contribution traffic from the subject site has toward fulfillment of signal warrants, the analysis was updated with the assumption that the site to the west remains vacant. With this assumption, in contrast, the number of hours each warrant is met increases as development proceeds. At full build out, the number of hours for which warrants are met is just below that of the 2010 No -Build scenario in Table 1. This confirms that traffic from the subject site is not the primary contributor to the need for signalization. planning > engineering > surveying �v September 4, 2008 Page 5 Table 2 wnrxnnt Annlvcic c,immary — Nn development west of Powers Boulevard Warrant Hours Required: Hours Met: 2010 Build (Phase 1) 2012 Build (Phase 2) 2020 Build Phase 3a Phase 3b IA 8 0 0 2 0 1B 8 0 4 7 4 1C 8 0 0 0 0 2 4 0 2 6 3 3 1 0 1 4 2 Assumptions: 1. Based on peak hour volumes in July 3, 2008 Traffic Analysis Report 2. Hourly variation assumed from MnDOT ATR 458 (2007 volumes). 3. Right tum volumes excluded. 4. 0.70 factor applied (located on high speed roadway - 40 MPH+). 5. 2+ approach lanes for both Powers Boulevard and Site Collector Roadway. 6. Assumes no adjacent development west of Powers Blvd. It is further noted that in the metro area, an intersection must typically meet more than one warrant in order justify installation of a traffic signal. This is due to in partto delay increasing for the mainline and the increased potential for mainline rear end collisions. Based on the analysis completed, traffic volumes at the intersection will be close but may not fully justify installation of a traffic signal through full build out of the site in 2020. Noting that a signal was forecast to be necessary in terms of level of service concurrent with Phase 2 in 2012, the intersection would be expected to operate at poor LOS during peak times with good LOS the remainder (and majority) of the day. Access Spacing The intersection of Powers Boulevard and Site Collector Roadway does not meet the prescribed full access spacing of/4 mile along Powers Boulevard, as identified on the figure on page 4.39 in the most current version of the Carver County Comprehensive Plan. With approximately 820 feet of spacing provided, center -to -center, it falls 500 feet, or 38% short. It is Westwood's understanding that the location of this intersection was selected during design of the TH 212 project to best fit with the natural topography and wetland constraints. While it is true that full '/4 mile spacing is not met at the chosen location, it represents a workable compromise location. Without having completed a formal analysis of the corridor, but based on experience with similar situations, it is planning > engineering > surveying Westwood September 4, 2008 Page 6 anticipated that signal timing and phasing plans can be developed to accommodate the selected intersection location without compromising the operational integrity of the Powers Boulevard corridor. Other noteworthy considerations include the fact that the Site Collector Roadway intersection is the only intersection proposed in the roadway segment between the TH 212 south ramps and Pioneer Trail just under''/2 mile to the south feet to the south. Because this segment is less than ''/s mile in length, no access location will be able to provide the necessary full %, mile spacing required on both resulting segments. Finally, a 4 -lane roadway section with tum lanes such proposed for this stretch of Powers Boulevard is typically capable of carrying over 40,000 ADT. 2030 volume forecasts are in the 20,000 ADT range, meaning a substantial capacity cushion is likely to exist. Comment 3: Development will occur on the opposite side of this proposed access road. Has this been taken into account in the traffic report? Ifso, what are your assumptions? Response: As noted on page 1 of the Westwood Traffic Report, "The Chanhassen 2005 Alternative Urban Area -Wide Review (AUAR) prepared in 2003 for the City of Chanhassen by the consultant team of Hoisington Koegler Group Inc., Kimley Horn and Associates, Peterson Environmental Consulting, 106 Group and HDR was used in the determination of background traffic volumes and traffic assignment process." Full build of the Chanhassen AUAR area was assumed by 2010, as assumed in the Chanhassen AUAR. The turning movement volume illustrations, Figures 5-8, reflect this assumption. Comment 4: What happens to the intersection on the Highway 101 side in the year 2020 when this area is fully developed? Response: The traffic study completed is intended to provide support for Phases I and 2 of the proposed development only. This includes the two medical office buildings located immediately adjacent to Powers Boulevard south of the TH 212 ramps. Consideration of development of a Phase 3 was done only to gauge anticipated future traffic conditions at intersections impacted by Phase 1 and 2 development, not to provide a full analysis of the impacts of Phase 3 development. planning > engineering > surveying September 4, 2008 Page 7 WDue to the small magnitude of development proposed for Phases 1 and 2, a full analysis of the impacts of the extension of the site collector roadway to CSAH 101 was Westwood not undertaken. The report does note (in Figure 4) that only 5% of the site generated traffic from the subject medical office site is forecast to use the extension to connect to CSAH 101. This 5% would amount to fewer than 300 trips per day, well below the often -used 1,000 ADT minimum threshold for detailed study. It is anticipated that detailed study of the Site Collector roadway extension to CSAH 101 will be completed at the time formal development plans for Phase 3 are put forth. planning > engineering > surveying Erhart Property 6-23-08.txt SURFACE TO SURFACE VOLUME REPORT Zumbro River Constructors, LLC. 312 Lake Hazeltine Drive Ste. 100 Chaska, MN 55318 612-685-5254 Project: C:\Trimble Projects\lobs-Pro 212 2005\Terramodel Projects\ My Models\Grading Designs\Erhart Property w Prop 08-23-07.pro Report Generated: Tuesday, lune 24, 2008 1:31:33 PM -------------------------------------------------------------------------------- where the second surface is above the first the volume is reported as fill. where the second surface is below the first the volume is reported as excavation. -------------------------------------------------------------------------------- shrinkage/swell factors: Excavation 1.0000 Fill 1.0000 First surface Number second surface Number Layer Name of Points Layer Name of Points --------------------------- SURFACE-DATA ----------- 149 ------------------------- PROP SRF ROADS C ---------- 2,352 Excavation Volume (Cu. Yd.) Fill Volume (Cu. Yd.) -------------------------------- 708.5 ---------------------------- 5,680.6 Net Difference: 4,972.1 cu. Yd. Borrow Page 1 Ntl Etl 9b Es'a6 ell N9r9 Zdg� Eq+26 13" '.NOII,503 ERHART PROPERTY Htl Etl 97'E9+Z6 21S �8 Ztl 6LOCI gp EB+Z6 y 4011003 890 96 E646 16 — bG+96 70 I GRAPHIC SCALE 1"=100' 0 100 200 300m PT. 92+83.46 PC. i o , foo , TIM ERHART PROPERTY PRELIMINARY STORM WATER REPORT Fairview Chanhassen, MN for: Pope Associates, Inc. 1255 Energy Park Drive Chanhassen, MN 55108 Prepared by: Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 Phone 952-937-5150, Fax 952-937-5822 C1Tv RECEIV55 ED EI" SEP 1 g 2008 1fMHASSEN pEM,... DEPp Project # 20061094.01 July 3, 2008 Revised September 3, 2008 SUMMARY The attached storm water runoff and ponding calculations are based on Nationwide Urban Runoff Program (NURP) and The Soil Conservation Service Synthetic Unit Hydrograph Method incorporated into the software program HydroCAD Version 8.00; HydroCAD Software Solutions LLC. The goal of this report is to demonstrate that the proposed stormwater management facilities provide rate control and quality control for the storm water from the proposed Fairview project site. The rate control shall not exceed existing discharge rates for the 1, 2, 10 and 100 -year storm events as stated in the CODE OF ORDINANCES City of CHANHASSEN, adopted September 24, 2007. The quality control shall obtain a total suspended solids removal of 90% and a phosphorus removal efficiency of 60% or greater using "PONDNET" by William Walker for the storm water contributed by the property. It will also meet the MPCA and NPDES Design Guidelines for Wet Sediment Basins. SITE BACKGROUND The proposed Fairview project site is located in Chanhassen, Minnesota, adjacent and east of Powers Boulevard and south of the intersection with Highway 312. The existing site was recently graded with a temporary pond located in the middle of the property. The undisturbed areas are mostly wooded. Elevations vary greatly throughout the site from 854 to 940. Most of the site, including the pond, drains south discharging 21.71 acres of storm water into a ditch located just east of Powers Boulevard. Of the 21.71 acres, 10.26 acres is onsite and the remaining 11.45 acres is offsite. 0.31 acres drain west directly onto Powers Boulevard and into its storm utility infrastructure. 2.12 acres drain north to a culvert that crosses underneath the Highway 312 on-ramp. The remaining 0.70 acres drain east to an existing larger ponding system. (See the attached Existing Drainage Plan in the Appendices). The proposed site land use is medical office which includes a large office building and parking ramp with other associated paved parking areas. 50% of the total area will be made up of impervious surfaces with the total disturbed area being roughly 13 acres. RATE & VOLUME CONTROL The existing site has been modeled assuming Type 'C' soils with curve numbers of 72 and 74 for wooded and pasture/prairie, respectively. The post -development curve numbers were obtained from "Technical Release 55: Urban Hydrology for Small Watersheds." These were 100 for pond surfaces, 98 for impervious surfaces and 74 for areas with 75% or greater grass coverage. (See Appendix for curve numbers and drainage calculations.) A stormwater pond will be located in the southwestern comer of the property. Under the proposed conditions, 21.71 acres, of which 12.94 acres is onsite drainage and 8.77 acres is offsite drainage, will drain south to the proposed pond and ultimately discharge into the ditch located east of Powers Boulevard. 0.55 acres in the northeast corner of the site will drain northeast to the larger ponding system. 0.31 acres will drain west into the Powers Boulevard storm sewer system. (See the attached Proposed Drainage Plan in the Appendices.) The existing runoff discharge rates were compared against the proposed runoff discharge rates and the total site proposed discharge rates are less than the existing rates for the 1 -yr, 2 -yr, 10 -yr and 100 -yr storm events. A summary of the existing and proposed drainage flows can be found in the following table. * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY Existinq Drainage Proposed Drainage Drainage Flows 1 yr cfs) 2 yr (cfs) 10 yr (cfs) 100 yr (cfs) 1 yr (cfs) 2 yr (cfs) 10 yr (cfs) 100 yr (cfs Southwest Drainage to Ditch 5.78 9.85 25.64 49.51 4.24 7.44 22.47 48.51 West Drainage to Powers Blvd 0.26 0.40 0.92 1.66 0.26 0.40 0.92 1.66 NE Drainage to NE Pond 0.42 0.68 1.68 3.17 0.46 0.71 1.63 2.95 East Drainage to Ponds stem 0.33 0.52 1.18 2.15 0.00 0.00 0.00 0.00 12 Culvert 1.53 2.40 5.58 10.22 0.00 0.00 0.00 0.00 EEte Runoff 8.32 13.85 35.00 66.71 4.96 8.55 25.02 53.12 WATER QUALITY The dead storage volumes were determined utilizing 2.5" runoff depth in accordance with NURP design guidelines. The provided dead storage volume can be found in the following table. The Walker Method target dead storage is 1.39 acre -ft. The HydroCAD stage storage data shows that the dead volume provided below the normal water level is 1.47 acre -ft (Refer to the attached Walker Design Spreadsheets and HydroCAD stage storage printout for design basis. Also, See 2.5" frequency NURP Storm volumes in the Appendix.) It should be noted that the water quality pond also provides enough live storage to treat the water quality volume as defined by the MPCA and NPDES program (1/2" of rainfall over new impervious surfaces and fewer than 5.66 cfs per acre of surface area of the pond of discharge). The water quality ponds provide skimming via the submerged outlet to the discharge and are designed such that the 100 -Yr 24 -Hr storm can pass through the ou0et rather than overtopping the pond embankment. One foot of freeboard is provided between the 100 -year high water level and the Emergency Overflow Elevation. One foot of freeboard is provided between the 100 -year high water level and the top of the pond embankment. Other pond criteria can also be found in the following table. The PONDNET model was used to determine the phosphorus removal efficiency of the proposed ponds. The required removal efficiency for the site is a 60% per the City of Chanhassen CODE OF ORDINANCES. Using typical phosphorus loadings for urban runoff which amount to around 78 lbs/yr for the development, the proposed overall development has a removal efficiency of 60.96%. (See the Pondblet model in the Appendix.) EROSION CONTROL * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 Drainage Dead 100 -yr Live 100 -yr 100 -yr Overflow Area NWL Storage HWL Storage Inflow Discharge Elevation ac. ft ac. -ft ft) (ac. -ft) (cfs) (cfs) (ft Pond 20.84 866.5 1.47 870.5 2.54 94.18 48.51 871.5 The PONDNET model was used to determine the phosphorus removal efficiency of the proposed ponds. The required removal efficiency for the site is a 60% per the City of Chanhassen CODE OF ORDINANCES. Using typical phosphorus loadings for urban runoff which amount to around 78 lbs/yr for the development, the proposed overall development has a removal efficiency of 60.96%. (See the Pondblet model in the Appendix.) EROSION CONTROL * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY Silt fence, riprap, sediment filters at all inlets, seeding, and fiber blanket placement are some of the erosion control measures being proposed. Rock construction entrances are also standard. (See the grading and erosion control plan for additional information.) Appendix Appendix A Existing Conditions Appendix B Proposed Conditions Appendix C Water Quality Appendix D Details * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY APPENDIX A EXISTING CONDITIONS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 C A(e x... TATE .WEs PIICA STATE ONE CML i f ---------- IM � l �� v -�11�t ASN I i 000 f t \ r - t- Tl_ — _J • _--_ — `-- exoRa a POWER 00v- if 0v _ _----- NO'f FOR CONSTRUCfK w.e.eoa EXISTING CONDMON5 DRAINAGE AREA MAP rw DRA1 EXDR4-5A EXDRA-2 East Drainage to east Offsite Drainage So h ponding system to ditch EXDRA-5 EXORA-6 2L NE Drainage to NE Offsite D ainage south ponding system Existing site area o ditch EXDRA-3 EXDRA-1 -n V 3L Drainage to Hwy 312 Onsite Drainage South Culvert to ditch Southwest ditch EXDRA-4 West Drainage to Powers Blvd Storm Infrastructure •SU� Reach on Link 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 0 2007 HydroCAD Software Solutions LLC Paae 2 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 4.94 cfs @ 12.10 hrs, Volume= 0.338 af, Depth> 0.40" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 4.960 74 Pasture/grassland/range, Good, HSG C 5.300 70 Woods, Good, HSG C 10.260 72 Weighted Average 10.260 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (ds) 15.0 Direct Entry, Subcatchment EXDRA-1: Onsite Drainage South to ditch Hydrograph 4.94 cls 5 Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" ° Runoff Area=10.260 ac Runoff Volume=0.338 of 3 Runoff Depth>0.40" Tc=15.0 min CN=72 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 Hvdmr)ArNel R 5fl do nnQQR1 n 9M7 u.,A—, AM c_a.....-_ r_i..:___ n .-._ _ _ .. Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 2.19 cfs @ 12.24 hrs, Volume= 0.214 af, Depth> 0.39" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 6.550 72 Woods/grass comb Good HSG C 6.550 Pervious Area Tc Length Slope min) (feet) (ft/ft) 26.0 650 0.0120 Velocity Capacity Description (ft/earl lrfel 0.42 Lag/CN Method, Subcatchment EXDRA-2: Offsite Drainage South to ditch Hydrograph 2.19 9—d -S 2 Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Runoff Area=6.550 ac Runoff Volume=0.214 of Runoff Depth>0.39" Flow Length=650' Slope=0.0120 'P Tc=26.0 min CN=72 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (flours) - RunoH 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 1.53 cfs @ 12.03 hrs, Volume= 0.082 af, Depth> 0.46" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 2.120 74 Pasturelgrassland/range, Good, HSG C 2.120 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Hydrograph Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Runoff Area=2.120 ac Runoff Volume=0.082 of Runoff Depth>0.46" Tc=10.0 min CN=74 11 12 rime (hours) — RunoR 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.012 af, Depth> 0.47" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description in) ffncfl fff/ff1 /N/......1 1-1-1 7.0 0 Direct Entry, Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Hydrograph 0.1 Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Runoff Area=0.310 ac Runoff Volume=0.012 of Runoff Depth>0.47 " Tc=7.0 min CN=74 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — RurwH 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 H droCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EXDRA-5: NE Drainage to NE ponding system Runoff = 0.42 cfs @ 12.04 hrs, Volume= 0.023 af, Depth> 0.40" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 0.700 72 Woods/grass comb., Good HSG C 0.700 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftIsec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-5: NE Drainage to NE ponding system Hydrograph — Runofl 038 Type II 24 -hr 1 -yr Storm Event 0.36 Rainfall=2.35" 034 0.32 Runoff Area=0.700 ac 0.3 Runoff Volume=0.023 of 0.28- F 0.26 Runoff Depth>0.40" 0.24:22 Tc --10.0 min c 0. w 0.2 CN=72 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HVrfM(:Anri A 5n C/� nnavaz r, onn7 u.,w—. wn c_w.._-_ --- , , ^ — Summary for Subcatchment EXDRA-5A: East Drainage to east ponding system Runoff = 0.33 cfs @ 12.00 hrs, Volume= 0.016 af, Depth> 0.47" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' _ Area (ac) CN Description 0.400 74 >75% Grass cover, Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description in) (fPP}) (ft/f}) (ft/eArl /rfcl 7.0 Direct Entry, Subcatchment EXDRA-5A: East Drainage to east ponding system Hydrograph 0.3 Type If 24 -hr 1 -yr Storm Event 0.28 1 Rainfall=2.35" 0.261 II Runoff Area=0.400 ac 0.24 Runoff Volume=0.016 of � 0.22- 0.2- Runoff P Rff De th>0.47" 0.16 Tc=7.0 min LL 0.16 CN=74 0.14- 0. 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runo% 11 08-07-31 Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Paae 8 Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 0.81 cfs @ 12.04 hrs, Volume= 0.045 af, Depth> 0.40" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area facl CN Descriotion 1.360 72 Woods/grass comb., Good HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-6: Offsite Drainage south to ditch Hydrograph —Runoff 0.75 Type II 24 -hr 1 -yr Storm Event 0.7 Rainfall=2.35" 0.65 Runoff Area=1.360 ac o.s Runoff Volume=0.045 of 0.55 � o.fi Runoff Depth>0.40" 3 0.46 Tc=10.0 min LL 0.4 CN=72 11 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 Hvdrn('ArYR) R rn ci, nnzaaz m Jnm u„a...rnn c,.n....,.., o..r...:___ , , .. Summary for Link 2L: Existing site area Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 0.39” for 1 -yr Storm Event event Inflow = 2.19 cfs @ 12.24 hrs, Volume= 0.214 of Primary = 2.17 cfs @ 12.41 hrs, Volume= 0.213 af, Atten= 1 %, Lag= 10.1 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Existing site area Hydrograph F--In—ff.. Primary Inflow Area=6.550 ac delayed by 10.0 min 5 6 7 8 9 10 11 12 13 14 15 16 17 1N fa 9( Time (hours) 08-07-31 Existing Conditions Type 1l 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@+ 850 stn 003363 @2007 HydroCAD Software Solutions LLC Page 10 Summary for Link 3L: Southwest ditch Inflow Area = 18.170 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1 -yr Storm Event event Inflow = 5.78 cfs @ 12.10 hrs, Volume= 0.596 of Primary = 5.78 cfs @ 12.10 hrs, Volume= 0.596 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Southwest ditch Hydrogmph 6 5.78 ds Inflow Area=18.170 ac 5 4- 3 2 1- 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) —Inflow Primary 08-07-31 Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 8.24 cfs @ 12.09 hrs, Volume= 0.524 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 4.960 74 Pasture/grassland/range, Good, HSG C 10.260 72 Weighted Average 10.260 Pervious Area Tc Length Slope Velocity Capacity Description 15.0 Direct Entry, Subcatchment EXDRA-1: Onsite Drainage South to ditch Hydrograph — RurwH Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Runoff Area=10.260 ac Runoff Volume=0.524 of Runoff Depth>0.61" Tc=15.0 min CN=72 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 1124 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 3.71 cfs @ 12.23 hrs, Volume= 0.332 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 650 0.0120 0.42 Lag/CN Method, Subcatchment EXDRA-2: Offsite Drainage South to ditch Hydrograph 4 3.71 cfe Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" 3 Runoff Area=6.550 ac Runoff Volume=0.332 of Runoff Depth>0.61" 2 Flow Length=650' Slope=0.0120 '1' Tc=26.0 min CN=72 01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 A Time (hours) — RurwR 08-07-31 Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 2.40 cfs @ 12.03 hrs, Volume= 0.124 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 2.120 74 Pasture/grassland/range Good HSG C 2.120 Pervious Area Tc Length Slope Description 10.0 Direct Entry, Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Hydrograph 2.40 cis Type II 24 -hr 2 -yr Storm Event 2 Rainfall=2.80" Runoff Area=2.120 ac Runoff Volume=0.124 of Runoff Depth>0.70" Tc=10.0 min CN=74 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runo% 08-07-31 Existing Conditions Type// 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD®8 50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.40 cfs @ 11.99 hrs, Volume= 0.018 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (M/sec) (cfs) 7.0 Direct Entry, Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Hydrograph — RunoR 0.36 Type II 24 -hr 2 -yr Storm Event 0.36 Rainfall=2.80" 0.32 Runoff Area=0.310 ac 03 Runoff Volume=0.018 of 0.26 0.26 Runoff Depth>0.70" 0240.22 Tc=7.0 min 0.2 CN=74 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 1124 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Paae 15 Summary for Subcatchment EXDRA-5: NE Drainage to NE ponding system Runoff = 0.68 ds @ 12.03 hrs, Volume= 0.036 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.700 72 Woods/grass comb Good HSG C 0.700 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment EXDRA-5: NE Drainage to NE ponding system Hydrograph 0. Type II 24 -hr 2 -yr Storm Event 0.6Rainfall=2.80" 0.55Runoff Area=0.700 ac 0.5 Runoff Volume=0.036 of P 0.45 -Runoff Depth>0.61" 0.4 Tc=10.0 min 0 0.35 CN=72 0.1 6 7 8 9 10 11 12 13 14 15 Time (hours) — R.—n. 08-07-31 Existing Conditions Type I/ 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HvdroCAD Software Solutions LLC Page 16 Summary for Subcatchment EXDRA-5A: East Drainage to east ponding system Runoff = 0.52 cfs @ 11.99 hrs, Volume= 0.023 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.400 74 >75% Grass cover. Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f tft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment EXDRA-5A: East Drainage to east ponding system Hydrograph — RunoB Type II 24 -hr 2 -yr Storm Event 0.45 Rainfall=2.80" 0.4 Runoff Area=0.400 ac Runoff Volume=0.023 of 0.35 F Runoff Depth>0.70" s 0.3 Tc=7.0 min 0 0.2511 CN=74 10 11 12 13 14 15 16 17 18 Time (hours) 08-07-31 Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HvdroCAD Software Solutions LLC Page 17 Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 1.33 cfs @ 12.03 hrs, Volume= 0.070 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 1.360 72 Woods/grass comb. Good HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f tft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-6: Offsite Drainage south to ditch Hydrograph 1-f 7 8 9 Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Runoff Area=1.360 ac Runoff Volume=0.070 of Runoff Depth>0.61" Tc=10.0 min CN=72 13 14 15 1fi V 1A to 9n rime (hours) — RurwR 08-07-31 Existing Conditions Type 1124 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/312008 HydroCADO 8.50 s/n 003363 @ 2007 HydFoCAD Software Solutions LLC Page 18 Summary for Link 2L: Existing site area Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 0.61" for 2 -yr Storm Event event Inflow = 3.71 cfs @ 12.23 hrs, Volume= 0.332 of Primary = 3.68 cfs @ 12.40 hrs, Volume= 0.331 af, Atten= 1%, Lag= 10.2 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Existing site area Hydrograph 4 3.68 ds Inflow Area=6.550 ac 3 delayed by 10.0 min 2 1 fl 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2C no (hours) —Inflow — Primary 08-07-31 Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 Hv(irnr.Ark1O A';n j/ nnv2az rn onn7 u...1.. An Summary for Link 3L: Southwest ditch Inflow Area = 18.170 ac, 0.00% Impervious, Inflow Depth > 0.61" for 2 -yr Storm Event event Inflow = 9.85 cfs @ 12.09 hrs, Volume= 0.924 of Primary = 9.85 cfs @ 12.09 hrs, Volume= 0.924 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Southwest ditch Hydrograph 11 10 9.85 cis 9 Inflow Area=18.170 ac a- 7 6 5 4- 3- 2- 1 321 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) Inflow Primary 08-07-31 Existing Conditions Type 1124 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Paae 20 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 20.70 cfs @ 12.08 hrs, Volume= 1.240 at, Depth> 1.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 4.960 74 Pasture/grassland/range, Good, HSG C 5.300 70 Woods, Good, HSG C 10.260 72 Weighted Average 10.260 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EXDRA-1: Onsite Drainage South to ditch Hydrogmph 23 22 20.70 cis 21 79 Type II 24 -hr 10 -yr Storm Event 1a Rainfall=4.20" 16 Runoff Area=10.260 ac 15Runoff Volume=1.240 of 13 Runoff Depth>1.45" 12 Tc=15.0 min 11 70 CN=72 9 8 7 6- 5 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 Tlme (hours) —Runoff 08-07-31 Existing Conditions Type // 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here) Printed 9/3/2008 Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 9.60 cfs @ 12.21 hrs, Volume= 0.788 af, Depth> 1.44" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (fttsec) 26.0 650 0.0120 0.42 Capacity Description Lag/CN Method, Subcatchment EXDRA-2: Offsite Drainage South to ditch Hydrogmph 10 9.60 ds 9-. Type II 24 -hr 10 -yr Storm Event 6 Rainfall=4.20" Runoff Area=6.550 ac 7 Runoff Volume=0.788 of 6 Runoff Depth>1.44" Flow Length=650' 5 Slope=0.0120 T 4 Tc=26.0 min CN=72 3- 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — RuraR 08-07-31 Existing Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 5.58 cis @ 12.02 hrs, Volume= 0.281 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Descriotion 2.120 74 Pasture/grassland/range, Good, HSG C 2.120 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Hydrograph 6 5.58 ds Type II 24 -hr 10 -yr Storm Event 5 Rainfall=4.20" Runoff Area=2.120 ac 4 Runoff Volume=0.281 of Runoff Depth>1.59" Tc=10.0 min 3 CN=74 2 Q 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2( Tim (howl) —Runoff 08-07-31 Existing Conditions Type// 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.92 cfs @ 11.99 hrs, Volume= 0.041 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope 7.0 Description Direct Entry, Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Hydrograph — RunoH Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=0.310 ac Runoff Volume=0.041 of Runoff Depth>1.59" Tc=7.0 min CN=74 7 9.. 9.. ..1'0 ..17.. ..I,2 . 13 1d 15 1fi 17 1R 14 7( rime (hours) 08-07-31 Existing Conditions Type// 24 -hr 10 yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Paae 24 Summary for Subcatchment EXDRA-5: NE Drainage to NE ponding system Runoff = 1.68 cfs @ 12.02 hrs, Volume= 0.085 af, Depth> 1.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.700 72 Woods/grass comb., Good HSG C 0.700 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, s LL Subcatchment EXDRA-5: NE Drainage to NE ponding system Hydrograph 168 ds Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=0.700 ac Runoff Volume=0.085 of Runoff Depth>1.45" Tc=10.0 min CN=72 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — RunoO 08-07-31 Existing Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your companv name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-5A: East Drainage to east ponding system Runoff = 1.18 cfs @ 11.99 hrs, Volume= 0.053 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.400 74 >75% Grass cover, Good HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description inI Ifnn}1 Iff Hfl 1"I- -I /..t..% 7.0 Direct Entry, Subcatchment EXDRA-5A: East Drainage to east ponding system Hydrograph Fl -18 Cfs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=0.400 ac Runoff Volume=0.053 of Runoff Depth>1.59" Tc=7.0 min CN=74 0 5 6 7 8 9 j10 11 12 13 14 15 16 17 18 19 20 Time (hour:) - RurwB 08-07-31 Existing Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 3.27 cfs @ 12.02 hrs, Volume= 0.165 af, Depth> 1.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Descriotion 1.360 72 Woods/grass comb., Good, HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment EXDRA-6: Offsite Drainage south to ditch Hydrogmph 3.27 ds 3 Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=1.360 ac Runoff Volume=0.165 of Runoff Depth>1.45" 2 Tc=10.0 min CN=72 1 01 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2( Time (hours) 08-07-31 Existing Conditions Type l/ 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @ 2007 HvdroCAD Software Solutions LLC Paae 27 Summary for Link 2L: Existing site area Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 1.44" for 10 -yr Storm Event event Inflow = 9.60 cfs @ 12.21 hrs, Volume= 0.788 of Primary = 9.50 cfs @ 12.38 hrs, Volume= 0.784 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 2L: Existing site area Hydrograph 10 9.50 cfs 9 Inflow Area=6.550 ac delayed by 10.0 min 7- 6 5 4- 3- 2- 1 321 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) F--1 n—ff Pdmary 08-07-31 Existing Conditions Type // 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Paoe 28 Summary for Link 3L: Southwest ditch Inflow Area = 18.170 ac, 0.00% Impervious, Inflow Depth > 1.45" for 10 -yr Storm Event event Inflow = 25.64 cfs @ 12.08 hrs, Volume= 2.190 of Primary = 25.64 cfs @ 12.08 hrs, Volume= 2.190 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Southwest ditch Hydrograph —Inflow — Primary Inflow Area=18.170 ac ft V 1n H 12 13 14 15 1A 17 1H 14 21 Time (hours) 08-07-31 Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 9/312008 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 39.41 cfs @ 12.07 hrs, Volume= 2.348 af, Depth> 2.75' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 4.960 74 Pasture/grassland/range, Good, HSG C 10.260 72 Weighted Average 10.260 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (M) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment EXDRA-1: Onsite Drainage South to ditch Hydrograph — RunoR 36 Type II 24 -hr 100 -yr Storm Event 34 Rainfall=6.00" 3230 Runoff Area=10.260 ac 28 Runoff Volume=2.348 of 2< Runoff Depth>2.75" a 22 Tc=15.0 min 20 CN=72 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 1124 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HvdroCAD Software Solutions LLC Page 30 Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 18.48 cfs @ 12.20 hrs, Volume= 1.493 af, Depth> 2.73" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 26.0 650 0.0120 0.42 Lag/CN Method, P LL Subcatchment EXDRA-2: Offsite Drainage South to ditch Hydrograph 20 19 16.48 cfs 18 nYP Y Type II 24 -hr 100- r Storm Event 16Rainfall=6.00" 15 Runoff Area=6.550 ac 14 73 Runoff Volume=1.493 of 12 Runoff Depth>2.73" 71Flow Length=650' 19 Slope=0.0120 '/' e Tc=26.0 min 7 CN=72 6 5 4 3 2 1 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 08-07-31 Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 10.22 cfs @ 12.02 hrs, Volume= 0.519 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 2.120 74 Pasture/grassland/range, Good HSG C 2.120 Pervious Area Tc Length Slope Velocity Capacity Description 10.0 Direct Entry, Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Hydrograph Time (hours) — Rurroff 08-07-31 Existing Conditions Type // 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 32 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 1.66 cfs @ 11.98 hrs, Volume= 0.076 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Hydrograph Time (hours) — Ru�roff 08-07-31 Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-5: NE Drainage to NE ponding system Runoff = 3.17 cfs @ 12.02 hrs, Volume= 0.160 af, Depth> 2.75' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.700 72 Woods/grass comb Good HSG C 0.700 Pervious Area Tc Length Slope Description 10.0 Direct Entry, Subcatchment EXDRA-5: NE Drainage to NE ponding system Hydrogmph 3j Type 1124hr 100 -yr Storm Event i{ Rainfall=6.00" Runoff Area=0.700 ac Runoff Volume=0.160 of z 11 Runoff Depth>2.75" s I I Tc=10.0 min CN=72 E 7 8 9 10 11 12 13 14 15 16 17 1E Time (hours) — RuraR 08-07-31 Existing Conditions Type// 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 34 Summary for Subcatchment EXDRA-5A: East Drainage to east ponding system Runoff = 2.15 cfs @ 11.98 hrs, Volume= 0.098 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.400 74 >75% Grass cover. Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment EXDRA-5A: East Drainage to east ponding system Hydrograph 215 cfs 2 Type 1124 -hr 100 -yr Storm Event Rainfall=6.00" Runoff Area=0.400 ac Runoff Volume=0.098 of Runoff Depth>2.94" Tc=7.0 min CN=74 7- 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) — Runoff 0 08-07-31 Existing Conditions Type // 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 6.17 cfs @ 12.02 hrs, Volume= 0.312 af, Depth> 2.75" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 1.360 72 Woods/grass comb.,Good HSG C 1.360 Pervious Area Tc Length Slope 10.0 Description Direct Entry, Subcatchment EXDRA-6: Offsite Drainage south to ditch Hydrograph 5 6 7 Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Runoff Area=1.360 ac Runoff Volume=0.312 of Runoff Depth>2.75" Tc=10.0 min CN=72 10 11 12 13 14 15 16 17 18 Time (hours) —Ruaff 08-07-31 Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 36 Summary for Link 2L: Existing site area Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 2.73" for 100 -yr Storm Event event Inflow = 18.48 cfs @ 12.20 hrs, Volume= 1.493 of Primary = 18.33 ds @ 12.37 hrs, Volume= 1.486 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs a u 3 0 LL Link 2L: Existing site area Hydrograph Inflow Area=6.550 ac delayed by 10.0 min 7 A 0 1n 11 19 13 1A 15 1A 17 to 19 Time (hours) Inflow Primary 08-07-31 Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your companv name here} Printed 9/3/2008 Summary for Link 3L: Southwest ditch Inflow Area = 18.170 ac, 0.00% Impervious, Inflow Depth > 2.74" for 100 -yr Storm Event event Inflow = 49.51 cfs @ 12.08 hrs, Volume= 4.146 of Primary = 49.51 cfs @ 12.08 hrs, Volume= 4.146 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Link 3L: Southwest ditch Hydrograph Inflow Primary Inflow Area=18.170 ac 5 6 7. _ _ _A....9...1" ii 1'? ra In is Time (hours) SUMMARY APPENDIX B PROPOSED CONDITIONS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 NO BEER �Mll I;;— — I Nqjf " NMI I, 1 • 1 1 fyti6A , 'll Will' I ""moll w. '11 . NyR�P too i , GOR[R STAIE ONE CALL ra r.« rim-nw Nlallweed PROPOSED DRAINAGE AREA MAP seer DRA2 DRA-2 Offsite Sou ern DRA-5 Drainag DRA-6 NE Drainage to NE ponding system Onsite Southern Drainage Offsite C outhern 1 L Drai iage Site Infrastructure � on 0 Western Drainage to Powers Infrastructure �s bcat Reach on Link Pond to ditch 08-07-31 Proposed Conditions Type l/ 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HvdroCAD® 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 23.26 ds @ 12.02 hrs, Volume= 1.277 af, Depth> 1.18" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Descriotion ` 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 1.540 72 Woods/grass comb., Good, HSG C 12.940 87 Weighted Average 5.760 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fttsec) (cfs) 10.0 Direct Entry, Subcatchment DRA-1: Onsite Southern Drainage Hydrograph — RunoR 22 Type II 24 -hr 1 -yr Storm Event 20 Rainfall=2.35" 1e Runoff Area=12.940 ac 17 Runoff Volume=1.277 of 1s —„ 15 Runoff Depth>1.18" s 13 Tc=10.0 min ° 72 LL 17 CN=87 10 2 3 4 5 6 7 8 9 10 11 12 13 Time (hours) 08-07-31 Proposed Conditions Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 2.19 cfs @ 12.24 hrs, Volume= 0.244 af, Depth> 0.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 26.0 650 0.0120 0.42 Lag/CN Method, Subcatchment DRA-2: Offsite Southern Drainage Hydrograph — RunoH Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Runoff Area=6.550 ac Runoff Volume=0.244 of Runoff Depth>0.45" Flow Length=650' Slope=0.0120 T Tc=26.0 min CN=72 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 16 19 90 21 29 93 2. Time (hours) 08-07-31 Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by (enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af, Depth> 0.52" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description _ 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (fUsec) (ds) 7.0 Direct Entry, Subcatchment DRA-4: Western Drainage to Powers Infrastructure Hydrograph o.z4 Type II 24 -hr 1 -yr Storm Event o.zz Rainfall=2.35" 9.z Runoff Area=0.310 ac Runoff Volume=0.014 of F 0.161 A Runoff Depth>0.52" 0 0.14 II Tc=7.0 min 0.12 CN=74 0.1 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) — RunoH 08-07-31 Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by (enter your company name here) Printed 9/3/2008 Summary for Subcatchment DRA-5: NE Drainage to NE ponding system Runoff = 0.46 cfs @ 12.00 hrs, Volume= 0.024 af, Depth> 0.52" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 0.550 74 >75% Grass cover, Good, HSG C 0.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftfft) (f tsec) (cfs) 7.0 Direct Entry, Subcatchment DRA-5: NE Drainage to NE ponding system Hydrograph —Runoff 0.42 Type II 24 -hr 1 -yr Storm Event u Rainfall=2.35" 348 0.36 Runoff Area=0.550 ac 0. 2 Runoff Volume=0.024 of 0.0.28 Runoff Depth>0.52" 0.26 Tc=7.0 min 0.24 LL 0.22 CN=74 0.2 0.18 0.16 0.14 0.12 0.1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 08-07-31 Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HvdroCAD Software Solutions LLC Page 6 Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 0.81 cfs @ 12.04 hrs, Volume= 0.051 af, Depth> 0.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Descriotion 1.360 72 Woods/grass comb. Good, HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment DRA-6: Offsite Southern Drainage Hydrograph 0.75 Type II 24 -hr 1 -yr Storm Event 0.7 Rainfall=2.35" 0.65 -Runoff Area=1.360 ac 0.6 Runoff Volume=0.051 of 0.55 F 0.51Runoff Depth>0.45" 0.45 Tc=10.0 min -°� 0.4 CN=72 0.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) —Runoff 08-07-31 Proposed Conditions Type 1124 -hr 1 -yr Storm Event Rainfal1=2.35" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @ 2007 HvdroCAD Software Solutions LLC Page 7 Summary for Pond Pond: Pond to ditch Inflow Area = 20.850 ac, 34.44% Impervious, Inflow Depth > 0.90" for 1 -yr Storm Event event Inflow = 24.09 cfs @ 12.02 hrs, Volume= 1.571 of Outflow = 4.24 cfs @ 12.56 hrs, Volume= 1.319 at, Atten= 82%, Lag= 32.8 min Primary = 4.24 cfs @ 12.56 hrs, Volume= 1.319 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.60' Surf.Area= 17,747 sf Storage= 60,485 cf Peak Elev= 868.06' @ 12.56 hrs Surf.Area= 20,908 sf Storage= 88,665 cf (28,180 cf above start) Plug -Flow detention time= (not calculated: initial storage excedes outflow) Center -of -Mass det. time= 93.6 min ( 939.7 - 846.0 ) Volume Invert Avail.Storage Storage Description #1 856.60' 189,397 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.60 208 0 0 858.00 1,322 1,071 1,071 860.00 3,122 4,444 5,515 862.00 5,439 8,561 14,076 864.00 8,330 13,769 27,845 865.00 9,991 9,161 37,005 866.00 16,450 13,221 50,226 868.00 20,773 37,223 87,449 870.00 25,404 46,177 133,626 872.00 30,367 55,771 189,397 Device Routing Invert Outlet Devices #1 Primary 865.00' 36.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 864.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.60' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.00 10.00 Width (feet) 0.00 5.00 6.00 6.00 nmary OutFiow Max=4.20 cfs @ 12.56 hrs HW=868.06' (Free Discharge) 1t-1=Culvert (Passes 4.20 cfs of 42.48 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 4.20 cfs @ 3.16 fps) 08-07-31 Proposed Conditions Type /I 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 8 Pond Pond: Pond to ditch Hydrograph Time (hours) Inflow Pnmary 08-07-31 Proposed Conditions Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Link 1 L: Site Infrastructure Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 0.45' for 1 -yr Storm Event event Inflow = 2.19 cfs @ 12.24 hrs, Volume= 0.244 of Primary = 2.17 ds @ 12.41 hrs, Volume= 0.243 af, Atten= 1 %, Lag= 10.1 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Site Infrastructure Hydrograph nflax Primary Inflow Area=6.550 ac delayed by 10.0 min ... ..... _....'..... 3 4 5 6 7 8 9 10 11, 119 13 14 tfi tfi t] tfi 14 90 71 ]] ]3 9d Time (horns) 08-07-31 Proposed Conditions Type 1124 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 30.60 ds @ 12.01 hrs, Volume= 1.685 af, Depth> 1.56" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN DescriDtion ' 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 1.540 72 Woods/grass comb., Good, HSG C 12.940 87 Weighted Average 5.760 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment DRA-1: Onsite Southern Drainage Hydrograph 34 32 30.60 ds 30- 28- Type 1124 -hr 2 -yr Storm Event 26Rainfall=2.80" 24 Runoff Area=12.940 ac 22 Runoff Volume=1.685 of 20 Runoff Depth>1.56" 18 Tc=10.0 min 16CN=87 14 2106 12- 10- 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) — RurwR 08-07-31 Proposed Conditions Type ll 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 3.71 cfs @ 12.23 hrs, Volume= 0.374 af, Depth> 0.69" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 6.550 72 Woods/grass comb.,Good HSG C 6.550 Pervious Area Tc Length Slope Velocity Capacity Description 26.0 650 0.0120 0.42 Lag/CN Method, Subcatchment DRA-2: Offsite Southern Drainage Hydrograph 4 3.71 ds Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" 3 Runoff Area=6.550 ac Runoff Volume=0.374 of Runoff Depth>0.69" 2 Flow Length=650' Slope=0.0120 'P Tc=26.0 min CN=72 0 LI 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) — RunoB 08-07-31 Proposed Conditions Type 1l 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 stn 003363 02007 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.40 cls @ 11.99 hrs, Volume= 0.020 at, Depth> 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description _ 0.310 74 >75% Grass cover. Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (ds) 7.0 Direct Entry, Subcatchment DRA-4: Western Drainage to Powers Infrastructure Hydrograph 0.38 Type II 24 -hr 2 -yr Storm Event 0.36 0.34 Rainfall=2.80" 0.32 Runoff Area=0.310 ac 0.3 0.26 Runoff Volume=0.020 of r 0.26 u 0.24 Runoff Depth>0.78" .2z 0.22- Tc=7.0 min 02 CN=74 0.14 0.12 0.1 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Time (hours) —Runoff 08-07-31 Proposed Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment DRA-5: NE Drainage to NE ponding system Runoff = 0.71 cfs @ 11.99 hrs, Volume= 0.036 af, Depth> 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.550 74 >75% Grass cover, Good HSG C 0.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) Ottsec) (cfs) 7.0 Direct Entry, Subcatchment DRA-5: NE Drainage to NE ponding system Hydrograph 0.651 1 Type II 24 -hr 2 -yr Storm Event 0.6 Rainfall=2.80" 0.55 Runoff Area=0.550 ac 0.6Runoff Volume=0.036 of F 0044 N Runoff Depth>0.78" II Tc=7.0 min w 035 II CN=74 0.1 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) F --RU wff 08-07-31 Proposed Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 stn 003363 02007 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 1.33 cis @ 12.03 hrs, Volume= 0.078 at, Depth> 0.69" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 1.360 72 Woods/grass comb., Good HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, P u Subcatchment DRA-6: Offsite Southern Drainage Hydrograph Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Runoff Area=1.360 ac Runoff Volume=0.078 of Runoff Depth>0.69" Tc=10.0 min CN=72 0 1 2 3 4 Time (hours) 08-07-31 Proposed Conditions Type 1124 -hr 2 -yr Storm Event Rainf611=2.80" Prepared by {enter your company name here) Printed 9/3/2008 Summary for Pond Pond: Pond to ditch Inflow Area = 20.850 ac, 34.44% Impervious, Inflow Depth > 1.23" for 2 -yr Storm Event event Inflow = 32.11 cfs @ 12.02 hrs, Volume= 2.135 of Outflow = 7.44 cfs @ 12.46 hrs, Volume= 1.861 af, Atten= 77%, Lag= 26.8 min Primary = 7.44 cfs @ 12.46 hrs, Volume= 1.861 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.60' Surf.Area= 17,747 sf Storage= 60,485 cf Peak Elev= 868.43' @ 12.46 hrs Surf.Area= 21,770 sf Storage= 96,605 cf (36,120 cf above start) Plug -Flow detention time= 508.4 min calculated for 0.472 of (22% of inflow) Center -of -Mass det. time= 79.8 min ( 918.3 - 838.4 ) Volume Invert Avail Storage Storage Description #1 856.60' 189,397 cf Custom Stage Data (Prismatic)Listed below (RecaIc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.60 208 0 0 858.00 1,322 1,071 1,071 860.00 3,122 4,444 5,515 862.00 5,439 8,561 14,076 864.00 8,330 13,769 27,845 865.00 9,991 9,161 37,005 866.00 16,450 13,221 50,226 868.00 20,773 37,223 87,449 870.00 25,404 46,177 133,626 872.00 30,367 55,771 189,397 Device Routing Invert Outlet Devices #1 Primary 865.00' 36.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 864.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.60' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.00 10.00 Width (feet) 0.00 5.00 6.00 6.00 Primary OutFlow Max=7.42 cfs @ 12.46 hrs HW=868.43' (Free Discharge) L1=Culvert (Passes 7.42 cfs of 47.28 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 7.42 cfs @ 3.54 fps) 08-07-31 Proposed Conditions Type l/ 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 16 Pond Pond: Pond to ditch Hydrograph 34 32.11 cis 32 30 Inflow Area=20.850 ac Peak Elev=868.43' 14 Storage=96,605 cf 20 18 16 - 14 12 10- 8- 7.44 ds 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 rime (hours) — Inflow Primary 08-07-31 Proposed Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HvdroCAD Software Solutions LLC Paae 17 Summary for Link 1 L: Site Infrastructure Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 0.69" for 2 -yr Storm Event event Inflow = 3.71 cis @ 12.23 hrs, Volume= 0.374 of Primary = 3.68 cfs @ 12.40 hrs, Volume= 0.372 af, Atten= 1 %, Lag= 10.2 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Site Infrastructure Hydrograph 4 3:83ds Inflow Area=6.550 ac 3 delayed by 10.0 min 2 1 Q 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 Time (hours) In6ov Primary 08-07-31 Proposed Conditions Type H 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 © 2007 HVdroCAD Software Solutions LLC Page 18 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 54.14 ds @ 12.01 hrs, Volume= 3.036 af, Depth> 2.82" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN DescriDtIOn " 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 1.540 72 Woods/grass comb., Good, HSG C 12.940 87 Weighted Average 5.760 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment DRA-1: Onsite Southern Drainage Hydrograph 60 54.14 CFS 55 eo Type If 24 -hr 10 -yr Storm Event Rainfall=4.20" 45 Runoff Area=12.940 ac m Runoff Volume=3.036 of 35 Runoff Depth>2.82" 30 Tc=10.0 min CN=87 25 20 15 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) — RunoR 08-07-31 Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 9.60 cfs @ 12.21 hrs, Volume= 0.867 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (ds) 26.0 650 0.0120 0.42 Lag/CN Method, Subcatchment DRA-2: Offsite Southern Drainage Hydrograph — RurnR 9 Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" e Runoff Area=6.550 ac 7 Runoff Volume=0.867 of Z 6 Runoff Depth>1.59" Flow Length=650' 5 Slope=0.0120 'P 4 Tc=26.0 min CN=72 4 5 6 7 8 9 10 11 Time 08-07-31 Proposed Conditions Type 1124 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD®8 50 stn 003363 02007 HydroCAD Software Solutions LLC Page 20 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.92 cfs @ 11.99 hrs, Volume= 0.045 af, Depth> 1.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (fUsec) (cfs) 7.0 Direct Entry, Subcatchment DRA-4: Western Drainage to Powers Infrastructure Hydrograph t 0.92 crs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=0.310 ac Runoff Volume=0.045 of Runoff Depth>1.74" Tc=7.0 min CN=74 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2' Time (hours) — RunoR 08-07-31 Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here) Printed 9/3/2008 Summary for Subcatchment DRA-5: NE Drainage to NE ponding system Runoff = 1.63 cfs @ 11.99 hrs, Volume= 0.080 af, Depth> 1.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.550 74 >75% Grass cover. Good HSG C 0.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Subcatchment DRA-5: NE Drainage to NE ponding system 0 1 2 3 Hydrograph Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=0.550 ac Runoff Volume=0.080 of Runoff Depth>1.74" Tc=7.0 min CN=74 11 19 11 14 15 16 17 1A to 90 91 99 91 9, rime (houm) — RurroR 08-07-31 Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Paae 22 Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 3.27 cfs @ 12.02 hrs, Volume= 0.181 af, Depth> 1.60" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description _ 1.360 72 Woods/grass comb Good HSG C 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, s U LL Subcatchment DRA-6: Offsite Southern Drainage Hydrograph 3.27 cis 3- Type 1124 -hr 10 -yr Storm Event Rainfall=4.20" Runoff Area=1.360 ac Runoff Volume=0.181 of Runoff Depth>1.60" 2 Tc=10.0 min CN=72 i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 2, Time (hours) — RUraR 08-07-31 Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HvdroCAD Software Solutions LLC Page 23 Summary for Pond Pond: Pond to ditch Inflow Area = 20.850 ac, 34.44% Impervious, Inflow Depth > 2.35" for 10 -yr Storm Event event Inflow = 58.74 cfs @ 12.01 hrs, Volume= 4.081 of Outflow = 22.47 cfs @ 12.21 hrs, Volume= 3.744 af, Atten= 62%, Lag= 11.7 min Primary = 22.47 cfs @ 12.21 hrs, Volume= 3.744 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.60' Surf.Area= 17,747 sf Storage= 60,485 cf Peak Elev= 869.45' @ 12.21 hrs Surf.Area= 24,127 sf Storage= 119,972 cf (59,487 cf above start) Plug -Flow detention time= 254.7 min calculated for 2.355 of (58% of inflow) Center -of -Mass det. time= 57.4 min ( 879.9 - 822.5 ) Volume Invert Avail.Storage Storage Description #1 856.60' 189,397 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.60 208 0 0 858.00 1,322 1,071 1,071 860.00 3,122 4,444 5,515 862.00 5,439 8,561 14,076 864.00 8,330 13,769 27,845 865.00 9,991 9,161 37,005 866.00 16,450 13,221 50,226 868.00 20,773 37,223 87,449 870.00 25,404 46,177 133,626 872.00 30,367 55,771 189,397 Device Routing Invert Outlet Devices #1 Primary 865.00' 36.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 864.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.60' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.00 10.00 Width (feet) 0.00 5.00 6.00 6.00 nmary OutFlow Max=22.37 cfs @ 12.21 hrs HW=869.45' (Free Discharge) 1=Culvert (Passes 22.37 cfs of 58.42 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 22.37 cfs @ 4.42 fps) 08-07-31 Proposed Conditions Type I/ 24 -hr 10 yr Storm Event Rainfall=4.20" Prepared by (enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 24 Pond Pond: Pond to ditch Hydrograph Inibw Pnmary 55 Inflow Area=20.850 ac 50Peak Elev=869.45' ;o Storage=119,972 cf 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 08-07-31 Proposed Conditions Type// 24 -hr 10 -yr Storm Event Rainf611=4.20" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @ 2007 HvdroCAD Software Solutions LLC Page 25 Summary for Link 1 L: Site Infrastructure Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 1.59" for 10 -yr Storm Event event Inflow = 9.60 cfs @ 12.21 hrs, Volume= 0.867 of Primary = 9.50 cfs @ 12.38 hrs, Volume= 0.864 af, Atten= 1 %, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1 L: Site Infrastructure Hydrograph — Inflow Primary Inflow Area=6.550 ac delayed by 10.0 min .. .........._ .. ,...., .. ,. T. 0 1 2 3 4 5 6 ] fl G 10 11 19 13 14 15 16 17 to 14 7f1 71 77 73 7t Time (houm) 08-07-31 Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 850 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 26 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 84.72 cfs @ 12.01 hrs, Volume= 4.862 af, Depth> 4.51" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 1.540 72 Woods/grass comb.,Good HSG C 12.940 87 Weighted Average 5.760 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Subcatchment DRA-1: Onsite Southern Drainage Hydrograph — Rurwff Type 1124 -hr 100 -yr Storm Event Rainfall=6.00" — Runoff Area=12.940 ac 65 60 Runoff Volume=4.862 of a 55 Runoff Depth>4.51" 50 Tc=10.0 min 45 CN=87 LL m 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 08-07-31 Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 27 Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 18.48 cfs @ 12.20 hrs, Volume= 1.623 af, Depth> 2.97' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 6.550 72 Woods/grass comb. Good HSG C 6.550 Pervious Area Tc Length Slope min) (feet) (ft/ft) 26.0 650 0.0120 Velocity Capacity Description 0.42 Lag/CN Method, Subcatchment DRA-2: Offsite Southern Drainage Hydrograph 20 19rRunoffArea=6.550 18.48 cis 17 -yr Storm Event 16 150 ac 141.623 of 13 12 Runoff Depth>2.97" 11 Flow Length=650' 19 Slope=0.0120 'P e Tc=26.0 min 7 CN=72 6 5 4 3 2 -- 1 0 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) —Ru wff 08-07-31 Proposed Conditions Type fl 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HvdroCAD Software Solutions LLC Page 28 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 1.66 cfs @ 11.98 hrs, Volume= 0.082 af, Depth> 3.18" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Descriotion 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, r 3 LL Subcatchment DRA-4: Western Drainage to Powers Infrastructure Hydrograph 1.66 cis Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Runoff Area=0.310 ac Runoff Volume=0.082 of Runoff Depth>3.18" Tc=7.0 min CN=74 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 21 Time (hours) — Rurpff 08-07-31 Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 9/3/2008 Summary for Subcatchment DRA-5: NE Drainage to NE ponding system Runoff = 2.95 cfs @ 11.98 hrs, Volume= 0.146 af, Depth> 3.18" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.550 74 >75% Grass cover. Good HSG C 0.550 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 7.0 Direct Entry, Subcatchment DRA-5: NE Drainage to NE ponding system Hydrograph — Runofl Type 1124 -hr 100 -yr Storm Event Rainfall=6.00" Runoff Area=0.550 ac Runoff Volume=0.146 of Runoff Depth>3.18" Tc=7.0 min CN=74 0 1 2 3 4 5 6 7 8 Q 10 11 19 13 14 15 16 17 1A 1Q 9n 91 99 93 91 Time (houm) 08-07-31 Proposed Conditions Type// 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 30 Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 6.17 ds @ 12.02 hrs, Volume= 0.338 af, Depth> 2.99" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Descriotion 1.360 72 Woods/grass comb. Good HSG C _ 1.360 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10.0 Direct Entry, a 3 w Subcatchment DRA-6: Offsite Southern Drainage Hydrograph Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Runoff Area=1.360 ac Runoff Volume=0.338 of Runoff Depth>2.99" Tc=10.0 min CN=72 0 1 2 3 Time (hours) 20 21 22 23 2 — Ruraff 08-07-31 Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 9/3/2008 Summary for Pond Pond: Pond to ditch Inflow Area = 20.850 ac, 34.44% Impervious, Inflow Depth > 3.92" for 100 -yr Storm Event event Inflow = 94.18 cfs @ 12.01 hrs, Volume= 6.818 of Outflow = 48.51 cfs @ 12.16 hrs, Volume= 6.420 af, Atten= 48%, Lag= 8.6 min Primary = 48.51 cfs @ 12.16 hrs, Volume= 6.420 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.60' Surf.Area= 17,747 sf Storage= 60,485 cf Peak Elev= 870.48' @ 12.16 hrs Surf.Area= 26,587 sf Storage= 146,014 cf (85,529 cf above start) Plug -Flow detention time= 178.8 min calculated for 5.032 of (74% of inflow) Center -of -Mass det. time= 46.3 min ( 856.1 - 809.9 ) Volume Invert Avail Storage Storage Description #1 856.60' 189,397 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.60 208 0 0 858.00 1,322 1,071 1,071 860.00 3,122 4,444 5,515 862.00 5,439 8,561 14,076 864.00 8,330 13,769 27,845 865.00 9,991 9,161 37,005 866.00 16,450 13,221 50,226 868.00 20,773 37,223 87,449 870.00 25,404 46,177 133,626 872.00 30,367 55,771 189,397 Device Routing Invert Outlet Devices #1 Primary 865.00' 36.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 864.00' S=0.01007 Cc= 0.900 n=0.013 #2 Device 1 866.60' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.00 10.00 Width (feet) 0.00 5.00 6.00 6.00 Inmary OutFlow Max=48.26 cfs @ 12.16 hrs HW=870.47' (Free Discharge) Culvert (Passes 48.26 cfs of 67.82 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 48.26 cfs @ 5.15 fps) 08-07-31 Proposed Conditions Type /I 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 02007 HydroCAD Software Solutions LLC Page 32 Pond Pond: Pond to ditch Hydrograph 105 100 94.18 Q% 95- 85 Inflow Area=20.850 ac 80 Peak Elev=870.48' 65 Storage=146,014 cf 60 55 4$.57 Crs 50 45 40 35 30 25 20 15 10 5 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 rime (hours) F-1 nflow Primary 08-07-31 Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD@ 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 33 Summary for Link 1 L: Site Infrastructure Inflow Area = 6.550 ac, 0.00% Impervious, Inflow Depth > 2.97" for 100 -yr Storm Event event Inflow = 18.48 cfs @ 12.20 hrs, Volume= 1.623 of Primary = 18.33 cfs @ 12.37 hrs, Volume= 1.618 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: Site Infrastructure Hydrograph 1rA-- Primary Inflow Area=6.550 ac delayed by 10.0 min ....... ..... .....i... a .... �..._. 0 1 2 3 4 5 6 7 8 9 10 13 to is to n to to �n �t �7 �a �e Time (hours) SUMMARY APPENDIX C WATER QUALITY * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 e PONDNET 2.1 FLOW AND PHOSPHORUS ROUTING IN POND W. Walker March 1989 inches 20 20 Press ALT -G for G runoff total p TITLE--> Fairview Chanhassen Pond INPUT VARIABLES.... UNITS - 0.3 0.3 0.3 case labels - NURP Pond 1 Pond 2 watershed area acres 100 20.84 0 runoff coefficient - 0.2 0.65 0 pond surface area acres 1 0.43 0 pond mean depth feet 0 0 4.9 0 upstream pond p load lbs/yr 0 0 0 upstream pond outflow ac-ft/yr 0 0 0 OUTPUT VARIABLES........ outflow p load lbs/yr 43.64625 31.1431 #DIV/O! outflow volume ac-ft/yr 66.66667 45.15333 0 outflow p conc ppb 240.8734 253.7597 #DIV/0! pond removal 8 62.94452 60.96212 #DIV/O! total removal & 62.94256 60.96005 #DIV/0! ASSUMED EXPORT FACTORS. period length yrs 0.5 0.5 0.5 period precipitation inches 20 20 20 runoff total p ppb 650 650 650 runoff ortho p/total p - 0.3 0.3 0.3 relative decay rate - 1 1 1 unit runoff in/yr 8 26 0 unit export lbs/ac-y 1.177862 3.828053 0 POND WATER BUDGETS ...................... runoff ac-ft/yr 66.66667 45.15333 0 upstream pond ac-ft/yr 0 0 0 total inflow ac-ft/yr 66.66667 45.15333 0 outflow ac-ft/yr 66.66667 45.15333 0 POND PHOSPHORUS BUDGETS runoff lbs/yr 117.7862 79.77662 0 upstream pond lbs/yr 0 0 0 total inflow lbs/yr 117.7862 79.77662 0 net sedimentation lbs/yr 74.13999 48.63352 #DIV/01 outflow lbs/yr 43.64625 31.1431 #DIV/O! HYDRAULIC PARAMETERS............ pond volume acre -ft vlawmo pond volume acre -ft relative volume inches residence time years residence time days overflow rate ft/yr inflow phos conc ppb outflow phos conc ppb p reaction rate - 1-rp - 4.166667 2.107 0 4.166667 2.822083 0 2.5 1.866529 #DIV/O! 0.0625 0.046663 #DIV/01 22.8125 17.03208 #DIV/O! 66.66667 105.0078 #DIV/01 650.0344 650.0344 #DIV/01 240.8734 253.7597 #DIV/0! 4.58409 4.000254 #DIV/O! 0.370555 0.390379 #DIV/01 PONDSIZ - Version 2.1 - W. Walker INPUT VARIABLE UNITS VALUES NOTES case title > Fairview Chanhassen Pond watershed area acres 20.84 pervious curve number - 60 from SCS tables, for AMC=2 impervious fraction 0.32 design storm inches 2.5 VLAWMO criterion = 2.5 inches antecedent moisture cond. 2 (1,2,or 3), VLAWMO criterion = 2 pond maximum depth feet 10 <= 10 It bench width be feet 10 >= 10 ft bench slope be ft/ft 10 >= 10 ft horiz / ft vertical side slope ab ft/ft 3 >= 3 ft horiz / ft vertical pond shape factor 1 1=triangle,2=rectangle,3=ellipse length/width ratio 4 >= 3 top length c feet 300.00 adjust to achieve target volume OUTPUT VARIABLE UNITS VALUE target volume acre -ft 1.39 = design storm runoff volume Pond to ditch CSubcat Read, on Link �, 08-07-31 Proposed Conditions Type// 24 -hr 2.5" Storm Event Rainfall=2.50" Prepared by (enter your company name here} Printed 9/3/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 2 Summary for Pond Pond: Pond to ditch Inflow Area = 20.850 ac, 34.44% Impervious, Inflow Depth > 1.01" for 2.5" Storm Event event Inflow = 26.71 cfs @ 12.02 hrs, Volume= 1.755 of Outflow = 5.20 cfs @ 12.53 hrs, Volume= 1.496 af, Atten= 81 %, Lag= 30.7 min Primary = 5.20 cfs @ 12.53 hrs, Volume= 1.496 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.60' Surf.Area= 17,747 sf Storage= 60,485 cf Peak Elev= 868.19' @ 12.53 hrs Surf.Area= 21,203 sf Storage= 91,347 cf (30,862 cf above start) Plug -Flow detention time= 709.3 min calculated for 0.107 of (6% of inflow) Center -of -Mass det. time= 88.4 min ( 931.7 - 843.3 ) Volume Invert Avail.Storage Storage Description #1 856.60' 189,397 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.60 208 0 0 858.00 1,322 1,071 1,071 860.00 3,122 4,444 5,515 862.00 5,439 8,561 14,076 864.00 8,330 13,769 27,845 865.00 9,991 9,161 37,005 866.00 16,450 13,221 50,226 868.00 20,773 37,223 87,449 870.00 25,404 46,177 133,626 872.00 30,367 55,771 189,397 Device Routing Invert Outlet Devices #1 Primary 865.00' 36.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 864.00' S= 0.0100 'f Cc= 0.900 n=0.013 #2 Device 1 866.60' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 4.00 4.00 10.00 Width (feet) 0.00 5.00 6.00 6.00 Primary OutFlow Max=5.18 cfs @ 12.53 hrs HW=868.19' (Free Discharge) t1=Culvert (Passes 5.18 cfs of 44.18 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 5.18 cfs @ 3.30 fps) 08-07-31 Proposed Conditions Prepared by (enter your company name here) Type// 24 -hr 2.5" Storm Event Rainfall=2.50" Stage -Area -Storage for Pond Pond: Pond to ditch Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 856.60 208 0 856.64 240 9 856.68 272 19 856.72 303 31 856.76 335 43 856.80 367 58 856.84 399 73 856.88 431 89 856.92 463 107 856.96 494 126 857.00 526 147 857.04 558 169 857.08 590 192 857.12 622 216 857.16 654 241 857.20 685 268 857.24 717 296 857.28 749 325 857.32 781 356 857.36 813 388 857.40 845 421 857.44 876 455 857.48 908 491 857.52 940 528 857.56 972 566 857.60 1,004 606 857.64 1,036 647 857.68 1,067 689 857.72 1,099 732 857.76 1,131 777 857.80 1,163 823 857.84 1,195 870 857.88 1,227 918 857.92 1,258 968 857.96 1,290 1,019 858.00 1,322 1,071 858.04 1,358 1,125 858.08 1,394 1,180 858.12 1,430 1,236 858.16 1,466 1,294 858.20 1,502 1,353 858.24 1,538 1,414 858.28 1,574 1,476 858.32 1,610 1,540 858.36 1,646 1,605 858.40 1,682 1,672 858.44 1,718 1,740 858.48 1,754 1,809 858.52 1,790 1,880 858.56 1,826 1,952 858.60 1,862 2,026 858.64 1,898 2,101 858.68 1,934 2,178 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 858.72 1,970 2,256 858.76 2,006 2,336 858.80 2,042 2,417 858.84 2,078 2,499 858.88 2,114 2,583 858.92 2,150 2,668 858.96 2,186 2,755 859.00 2,222 2,843 859.04 2,258 2,933 859.08 2,294 3,024 859.12 2,330 3,116 859.16 2,366 3,210 859.20 2,402 3,305 859.24 2,438 3,402 859.28 2,474 3,500 859.32 2,510 3,600 859.36 2,546 3,701 859.40 2,582 3,804 859.44 2,618 3,908 859.48 2,654 4,013 859.52 2,690 4,120 859.56 2,726 4,228 859.60 2,762 4,338 859.64 2,798 4,449 859.68 2,834 4,562 859.72 2,870 4,676 859.76 2,906 4,792 859.80 2,942 4,909 859.84 2,978 5,027 859.88 3,014 5,147 859.92 3,050 5,268 859.96 3,086 5,391 860.00 3,122 5,515 860.04 3,168 5,641 860.08 3,215 5,768 860.12 3,261 5,898 860.16 3,307 6,029 860.20 3,354 6,163 860.24 3,400 6,298 860.28 3,446 6,435 860.32 3,493 6,573 860.36 3,539 6,714 860.40 3,585 6,856 860.44 3,632 7,001 860.48 3,678 7,147 860.52 3,724 7,295 860.56 3,771 7,445 860.60 3,817 7,597 860.64 3,863 7,750 860.68 3,910 7,906 860.72 3,956 8,063 860.76 4,002 8,222 860.80 4,049 8,383 Printed 9/3/2008 08-07-31 Proposed Conditions Type // 24 -hr 2.5" Storm Event Rainfall=2.50" Prepared by (enter your company name here) Printed 9/3/2008 HydroCAD® 8.50 stn 003363 © 2007 HvdroCAD Software Solutions LLC Page 4 Stage -Area -Storage for Pond Pond: Pond to ditch (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 860.84 4,095 8,546 860.88 4,141 8,711 860.92 4,188 8,878 860.96 4,234 9,046 861.00 4,281 9,216 861.04 4,327 9,388 861.08 4,373 9,562 861.12 4,420 9,738 861.16 4,466 9,916 861.20 4,512 10,096 861.24 4,559 10,277 861.28 4,605 10,460 861.32 4,651 10,645 861.36 4,698 10,832 861.40 4,744 11,021 861.44 4,790 11,212 861.48 4,837 11,404 861.52 4,883 11,599 861.56 4,929 11,795 861.60 4,976 11,993 861.64 5,022 12,193 861.68 5,068 12,395 861.72 5,115 12,598 861.76 5,161 12,804 861.80 5,207 13,011 861.84 5,254 13,221 861.88 5,300 13,432 861.92 5,346 13,645 861.96 5,393 13,859 862.00 5,439 14,076 862.04 5,497 14,295 862.08 5,555 14,516 862.12 5,612 14,739 862.16 5,670 14,965 862.20 5,728 15,193 862.24 5,786 15,423 862.28 5,844 15,656 862.32 5,902 15,890 862.36 5,959 16,128 862.40 6,017 16,367 862.44 6,075 16,609 862.48 6,133 16,853 862.52 6,191 17,100 862.56 6,248 17,348 862.60 6,306 17,600 862.64 6,364 17,853 862.68 6,422 18,109 862.72 6,480 18,367 862.76 6,538 18,627 862.80 6,595 18,890 862.84 6,653 19,155 862.88 6,711 19,422 862.92 6,769 19,692 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 862.96 6,827 19,964 863.00 6,885 20,238 863.04 6,942 20,514 863.08 7,000 20,793 863.12 7,058 21,074 863.16 7,116 21,358 863.20 7,174 21,644 863.24 7,231 21,932 863.28 7,289 22,222 863.32 7,347 22,515 863.36 7,405 22,810 863.40 7,463 23,107 863.44 7,521 23,407 863.48 7,578 23,709 863.52 7,636 24,013 863.56 7,694 24,320 863.60 7,752 24,629 863.64 7,810 24,940 863.68 7,867 25,253 863.72 7,925 25,569 863.76 7,983 25,887 863.80 8,041 26,208 863.84 8,099 26,531 863.88 8,157 26,856 863.92 8,214 27,183 863.96 8,272 27,513 864.00 8,330 27,845 864.04 8,396 28,180 864.08 8,463 28,517 864.12 8,529 28,857 864.16 8,596 29,199 864.20 8,662 29,544 864.24 8,729 29,892 864.28 8,795 30,243 864.32 8,862 30,596 864.36 8,928 30,951 864.40 8,994 31,310 864.44 9,061 31,671 864.48 9,127 32,035 864.52 9,194 32,401 864.56 9,260 32,770 864.60 9,327 33,142 864.64 9,393 33,516 864.68 9,459 33,893 864.72 9,526 34,273 864.76 9,592 34,655 864.80 9,659 35,041 864.84 9,725 35,428 864.88 9,792 35,819 864.92 9,858 36,212 864.96 9,925 36,607 865.00 9,991 37,005 865.04 10,249 37,410 08-07-31 Proposed Conditions Prepared by {enter your company name Type 11 24 -hr 2.5" Storm Event Rainfall=2.50" Printed 9/3/2008 Stage -Area -Storage for Pond Pond: Pond to ditch (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 865.08 10,508 37,825 865.12 10,766 38,251 865.16 11,024 38,687 865.20 11,283 39,133 865.24 11,541 39,589 865.28 11,800 40,056 865.32 12,058 40,533 865.36 12,316 41,021 865.40 12,575 41,519 865.44 12,833 42,027 865.48 13,091 42,545 865.52 13,350 43,074 865.56 13,608 43,613 865.60 13,866 44,163 865.64 14,125 44,723 865.68 14,383 45,293 865.72 14,641 45,873 865.76 14,900 46,464 865.80 15,158 47,065 865.84 15,417 47,677 865.88 15,675 48,299 865.92 15,933 48,931 865.96 16,192 49,573 866.00 16,450 50,226 866.04 16,536 50,886 866.08 16,623 51,549 866.12 16,709 52,216 866.16 16,796 52,886 866.20 16,882 53,559 866.24 16,969 54,236 866.28 17,055 54,917 866.32 17,142 55,601 866.36 17,228 56,288 866.40 17,315 56,979 866.44 17,401 57,673 866.48 17,488 58,371 866.52 17,574 59,072 866.56 17,660 59,777 866.60 17,747 60,485 866.64 17,833 61,197 866.68 17,920 61,912 866.72 18,006 62,630 866.76 18,093 63,352 866.80 18,179 64,078 866.84 18,266 64,807 866.88 18,352 65,539 866.92 18,439 66,275 866.96 18,525 67,014 867.00 18,612 67,757 867.04 18,698 68,503 867.08 18,784 69,253 867.12 18,871 70,006 867.16 18,957 70,762 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 867.20 19,044 71,522 867.24 19,130 72,286 867.28 19,217 73,053 867.32 19,303 73,823 867.36 19,390 74,597 867.40 19,476 75,374 867.44 19,563 76,155 867.48 19,649 76,939 867.52 19,735 77,727 867.56 19,822 78,518 867.60 19,908 79,313 867.64 19,995 80,111 867.68 20,081 80,912 867.72 20,168 81,717 867.76 20,254 82,526 867.80 20,341 83,338 867.84 20,427 84,153 867.88 20,514 84,972 867.92 20,600 85,794 867.96 20,687 86,620 868.00 20,773 87,449 868.04 20,866 88,282 868.08 20,958 89,118 868.12 21,051 89,958 868.16 21,143 90,802 868.20 21,236 91,650 868.24 21,329 92,501 868.28 21,421 93,356 868.32 21,514 94,215 868.36 21,607 95,077 868.40 21,699 95,943 868.44 21,792 96,813 868.48 21,884 97,687 868.52 21,977 98,564 868.56 22,070 99,445 868.60 22,162 100,330 868.64 22,255 101,218 868.68 22,348 102,110 868.72 22,440 103,006 868.76 22,533 103,905 868.80 22,625 104,808 868.84 22,718 105,715 868.88 22,811 106,626 868.92 22,903 107,540 868.96 22,996 108,458 869.00 23,089 109,380 869.04 23,181 110,305 869.08 23,274 111,234 869.12 23,366 112,167 869.16 23,459 113,104 869.20 23,552 114,044 869.24 23,644 114,988 869.28 23,737 115,935 08-07-31 Proposed Conditions Type// 24 -hr 2.5" Storm Event Rainfall=2.50" Prepared by (enter your company name here} Printed 9/312008 HydroCAD® 8.50 sln 003363 © 2007 HvdroCAD Software Solutions LLC Page 6 Stage -Area -Storage for Pond Pond: Pond to ditch (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 869.32 23,829 116,887 869.36 23,922 117,842 869.40 24,015 118,800 869.44 24,107 119,763 869.48 24,200 120,729 869.52 24,293 121,699 869.56 24,385 122,672 869.60 24,478 123,650 869.64 24,570 124,631 869.68 24,663 125,615 869.72 24,756 126,604 869.76 24,848 127,596 869.80 24,941 128,592 869.84 25,034 129,591 869.88 25,126 130,594 869.92 25,219 131,601 869.96 25,311 132,612 870.00 25,404 133,626 870.04 25,503 134,644 870.08 25,603 135,666 870.12 25,702 136,692 870.16 25,801 137,722 87020 25,900 138,756 870.24 26,000 139,794 870.28 26,099 140,836 870.32 26,198 141,882 870.36 26,297 142,932 870.40 26,397 143,986 870.44 26,496 145,044 870.48 26,595 146,106 870.52 26,694 147,172 870.56 26,794 148,241 870.60 26,893 149,315 870.64 26,992 150,393 870.68 27,091 151,474 870.72 27,191 152,560 870.76 27,290 153,650 870.80 27,389 154,743 870.84 27,488 155,841 870.88 27,588 156,942 870.92 27,687 158,048 870.96 27,786 159,157 871.00 27,886 160,271 871.04 27,985 161,388 871.08 28,084 162,510 871.12 28,183 163,635 871.16 28,283 164,764 871.20 28,382 165,897 871.24 28,481 167,035 871.28 28,580 168,176 871.32 28,680 169,321 871.36 28,779 170,470 871.40 28,878 171,623 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 871.44 28,977 172,781 871.48 29,077 173,942 871.52 29,176 175,107 871.56 29,275 176,276 871.60 29,374 177,449 871.64 29,474 178,626 871.68 29,573 179,807 871.72 29,672 180,992 871.76 29,771 182,180 871.80 29,871 183,373 871.84 29,970 184,570 871.88 30,069 185,771 871.92 30,168 186,976 871.96 30,268 188,184 872.00 30,367 189,397 872.04 30,367 189,397 872.08 30,367 189,397 872.12 30,367 189,397 872.16 30,367 189,397 872.20 30,367 189,397 872.24 30,367 189,397 872.28 30,367 189,397 872.32 30,367 189,397 872.36 30,367 189,397 872.40 30,367 189,397 872.44 30,367 189,397 872.48 30,367 189,397 872.52 30,367 189,397 872.56 30,367 189,397 872.60 30,367 189,397 872.64 30,367 189,397 872.68 30,367 189,397 872.72 30,367 189,397 872.76 30,367 189,397 872.80 30,367 189,397 872.84 30,367 189,397 872.88 30,367 189,397 872.92 30,367 189,397 872.96 30,367 189,397 873.00 30,367 189,397 873.04 30,367 189,397 873.08 30,367 189,397 873.12 30,367 189,397 873.16 30,367 189,397 873.20 30,367 189,397 873.24 30,367 189,397 873.28 30,367 189,397 873.32 30,367 189,397 873.36 30,367 189,397 873.40 30,367 189,397 873.44 30,367 189,397 873.48 30,367 189,397 873.52 30,367 189,397 08-07-31 Proposed Conditions Type// 24 -hr 2.5" Storm Event Rainfall=2.50" Prepared by (enter your company name here} Printed 9/3/2008 Stage -Area -Storage for Pond Pond: Pond to ditch (continued) Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 873.56 30,367 189,397 873.60 30,367 189,397 873.64 30,367 189,397 873.68 30,367 189,397 873.72 30,367 189,397 873.76 30,367 189,397 873.80 30,367 189,397 873.84 30,367 189,397 873.88 30,367 189,397 873.92 30,367 189,397 873.96 30,367 189,397 874.00 30,367 189,397 874.04 30,367 189,397 874.08 30,367 189,397 874.12 30,367 189,397 874.16 30,367 189,397 874.20 30,367 189,397 874.24 30,367 189,397 874.28 30,367 189,397 874.32 30,367 189,397 874.36 30,367 189,397 874.40 30,367 189,397 874.44 30,367 189,397 874.48 30,367 189,397 874.52 30,367 189,397 874.56 30,367 189,397 874.60 30,367 189,397 874.64 30,367 189,397 874.68 30,367 189,397 874.72 30,367 189,397 874.76 30,367 189,397 874.80 30,367 189,397 874.84 30,367 189,397 874.88 30,367 189,397 874.92 30,367 189,397 874.96 30,367 189,397 875.00 30,367 189,397 875.04 30,367 189,397 875.08 30,367 189,397 875.12 30,367 189,397 875.16 30,367 189,397 875.20 30,367 189,397 875.24 30,367 189,397 875.28 30,367 189,397 875.32 30,367 189,397 875.36 30,367 189,397 875.40 30,367 189,397 875.44 30,367 189,397 875.48 30,367 189,397 875.52 30,367 189,397 875.56 30,367 189,397 875.60 30,367 189,397 875.64 30,367 189,397 Elevation Surface Storage (feet) (sq -ft) (cubic -feet) 875.68 30,367 189,397 875.72 30,367 189,397 875.76 30,367 189,397 875.80 30,367 189,397 875.84 30,367 189,397 875.88 30,367 189,397 875.92 30,367 189,397 875.96 30,367 189,397 876.00 30,367 189,397 876.04 30,367 189,397 876.08 30,367 189,397 876.12 30,367 189,397 876.16 30,367 189,397 876.20 30,367 189,397 876.24 30,367 189,397 876.28 30,367 189,397 876.32 30,367 189,397 876.36 30,367 189,397 876.40 30,367 189,397 876.44 30,367 189,397 876.48 30,367 189,397 876.52 30,367 189,397 876.56 30,367 189,397 876.60 30,367 189,397 SUMMARY APPENDIX D DETAILS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 FMZI 1/4 " X 1" FLAT BAR (ROLLED TO PROVIDE OUTER RING) OUTSIDE MH WALL TO FLAT BAR = " / PROVIDE 4-1/2" SS ANCHOR BOLTS W/CLIPS A rlui uirt-tu GALVANIZED GRATE IN 2 SECTIONS ELEVATION 6" 6" EMMA= 14M offlamm 0 -u WEIR SECTION CUSTOM CONCRETE WElf WITH V -NOTCH (SEE CROSS SECTION FOR DIMENSIONS) I.E.= 6 "� I - FILL SUMP WITH' CONCRETE TO INVERT ELEVATION LEVATION=870.5 =866.6 LET INVERT #5 SMOOTH BAR @ 4" D.C. EACH WA' (PROVIDE 3-1/4" x 3-1/4" OPENING) PLAN RE=870.5 Fr- 91, -5" V -NOTCH ]E=866.6 24" 6'-0" 1 .SECTION A -A NTS NTS i — — — — — — — ----- IN -- \ �f _WIN I •... �, ^' ISI,, III v 1110 WAM I npm MEN'S . N WE! WrA -- A 1 02008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 _� — — — — — — — — — — — s VERS-I _ g>11 0' 50' 100' 150' NOT FOR CONSTRUCTION Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1488-937-5150 www.westwoodps.com CITY OF CHANHASSEN RECEIVED SEP 1 9 2008 C4ANHASSEN PLANMNO DEPT PROPOSED DRAINAGE AREA MAP Revisions Checked;- Draw= hecked:Drawn: Reaord Drawing bv/date SHEET DRA2 20061094.01DRA02.dwg 0100 000 400000 9f01, \ \ 90 6 100 'k i 02008 Westwood Professional Services, Inc. Ca 'jJ 48 Hours before digging: /GOPHER STATE ONE CALL Twin City Area 651-454-0002 / Mn. Toll Free 1-800-252-1166 912 6 \ _ 906 8,_.,.`.".. '..-.. 902 —904-- 89 - ___'_",--894--_` 89902.`�4_ 906 09 8 x'910".- ----_'~� 9p.. 896 EXDRA 10.26 Aa, � �^CIO A I W�M W n� tQ J T co � I WI I I I ID I I\ I 03 CD 07 _ A � 866 868- 8j 870— 1 / m 886894 199N 0 LVD. 866 864---- ` •870 68 e 1 50 100' 150' NOT FOR CONSTRUCTION Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1-888-937-5150 www.westwoodps.com CITY OF CHANHASSEN RECEIVED SEP 1 9 2008 CHANHASSEN PLANNING DEP, EXISTING CONDITIONS DRAINAGE AREA MAP Revision Che{:IeY DRA1 20061094.01 DRA01.dwg PRELIMINARY STORM WATER REPORT Fairview Chanhassen, MN for: Pope Associates, Inc. 1255 Energy Park Drive Chanhassen, MN 55108 Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 Phone 952-937-5150, Fax 952-937-5822 CITY OF CHANHASSEN RECEIVED JUL 0 3 2008 CHANHASSEN PLANNING DEPT Project # 20061094.01 July 3, 2008 SCANNED SUMMARY The attached storm water runoff and ponding calculations are based on Nationwide Urban Runoff Program (NURP) and The Soil Conservation Service Synthetic Unit Hydrograph Method incorporated into the software program HydroCAD Version 8.00; HydroCAD Software Solutions LLC. The goal of this report is to demonstrate that the proposed stormwater management facilities provide rate control and quality control for the storm water from the proposed Fairview project site. The rate control shall not exceed existing discharge rates for the 1, 2, 10 and 100 -year storm events as stated in the CODE OF ORDINANCES City of CHANHASSEN, adopted September 24, 2007. The quality control shall obtain a total suspended solids removal of 90% and a phosphorus removal efficiency of 60% or greater using "PONDNET" by William Walker for the storm water contributed by the property. It will also meet the MPCA and NPDES Design Guidelines for Wet Sediment Basins. SITE BACKGROUND The proposed Fairview project site is located in Chanhassen, Minnesota, adjacent and east of Powers Boulevard and south of the intersection with Highway 312. The existing site was recently graded with a temporary pond located in the middle of the property. The undisturbed areas are mostly wooded. Elevations vary greatly throughout the site from 854 to 940. Most of the site, including the pond, drains south discharging 18.19 acres of storm water into a deep ditch located just east of Powers Boulevard. Of the 18.19 acres, 8.73 acres is onsite and the remaining 9.46 acres if offsite. 0.31 acres drain west directly onto Powers Boulevard and into its storm utility infrastructure. 2.45 acres drain north to a culvert that crosses underneath the Highway 312 on-ramp. The remaining 0.40 acres drain east to an existing larger ponding system. (See the attached Existing Drainage Plan in the Appendices). The proposed site land use is medical office which includes a large office building and parking ramp with other associated paved parking areas. 50% of the total area will be made up of impervious surfaces with the total disturbed area being roughly 13 acres. RATE & VOLUME CONTROL The existing site has been modeled assuming Type 'C' soils with curve numbers of 72 and 74 for wooded and pasture/prairie, respectively. The post -development curve numbers were obtained from "Technical Release 55: Urban Hydrology for Small Watersheds." These were 100 for pond surfaces, 98 for impervious surfaces and 74 for areas with 75% or greater grass coverage. (See Appendix for curve numbers and drainage calculations.) A stormwater pond will be located in the southwestern comer of the property. Under the proposed conditions, 20.86 acres, of which 11.40 acres is onsite drainage and 9.46 acres is offsite drainage, will drain south to the proposed pond and ultimately discharge into the ditch located east of Powers Boulevard. 0.17 acres in the northeast comer of the site will drain northeast to a larger ponding system. 0.31 acres will drain west into the Powers Boulevard storm sewer system. (See the attached Proposed Drainage Plan in the Appendices.) The existing runoff discharge rates were compared against the proposed runoff discharge rates and the total site proposed discharge rates are less than the existing rates for the 1 -yr, 2 -yr, 10 -yr and 100 -yr stone events. A summary of the existing and proposed drainage flows can be found in the following table. * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY Existin Drains a Proposed Draina e Drainage Flows 1 yr cfs) 2 yr (cfs) 10 yr (cfs) 100 yr cfs) 1 yr (cfs) 2 yr (cfsL 10 yr (cfs) 100 yr (cfs Southwest Drainage to Ditch 6.20 10.08 25.11 47.41 5.00 8.43 24.61 42.37 West Drainage to Powers Blvd 0.26 0.40 0.92 1.66 0.26 0.40 0.92 1.66 East Drainage to Ponds stem 0.29 0.45 1.05 1.93 0.14 0.22 0.50 0.91 Drainage to Hwy 312 Culvert 1 1.77 2.77 6.45 11.81 0.00 0.00 0.00 0.00 Total Site Runoff 1 8.52 13.70 1 33.53 62.81 5.40 9.05 26.03 44.94 WATER QUALITY The dead storage volumes were determined utilizing 2.5' runoff depth in accordance with NURP design guidelines. The provided dead storage volume can be found in the following table. The Walker Method target dead storage is 1.38 acre -ft. The HydroCAD stage storage data shows that the dead volume provided below the normal water level is 1.38 acre -ft (Refer to the attached Walker Design Spreadsheets and HydroCAD stage storage printout for design basis. Also, See 2.5" frequency NURP Storm volumes in the Appendix.) It should be noted that the water quality pond also provides enough live storage to treat the water quality volume as defined by the MPCA and NPDES program (1/2" of rainfall over new impervious surfaces and fewer than 5.66 cfs per acre of surface area of the pond of discharge). The water quality ponds provide skimming via the submerged outlet to the discharge and are designed such that the 100 -Yr 24 -Hr storm can pass through the outlet rather than overtopping the pond embankment. One foot of freeboard is provided between the 100 -year high water level and the Emergency Overflow Elevation. Two feet of freeboard is provided between the 100 -year high water level and the top of the pond embankment. Other pond criteria can also be found in the following table. The PONDNET model was used to determine the phosphorus removal efficiency of the proposed ponds. The required removal efficiency for the site is a 60% per the City of Chanhassen CODE OF ORDINANCES. Using typical phosphorus loadings for urban runoff which amount to around 78 lbs/yr for the development, the proposed overall development has a removal efficiency of 70.27°/x. (See the PondNet model in the Appendix.) EROSION CONTROL Silt fence, riprap, sediment filters at all inlets, seeding, and fiber blanket placement are some of the erosion control measures being proposed. Rock construction entrances are also standard. (See the grading and erosion control plan for additional information.) * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 Drainage Dead 100 -yr Live 100 -yr 100 -yr Overflow Area NWL Storage HWL Storage Inflow Discharge Elevation ac. ft) (ac. -ft) (ft ac. -ft) (cfs) (cfs) (ft Pond 20.86 866.1 1.38 869.6 1.80 88.52 42.37 870.6 The PONDNET model was used to determine the phosphorus removal efficiency of the proposed ponds. The required removal efficiency for the site is a 60% per the City of Chanhassen CODE OF ORDINANCES. Using typical phosphorus loadings for urban runoff which amount to around 78 lbs/yr for the development, the proposed overall development has a removal efficiency of 70.27°/x. (See the PondNet model in the Appendix.) EROSION CONTROL Silt fence, riprap, sediment filters at all inlets, seeding, and fiber blanket placement are some of the erosion control measures being proposed. Rock construction entrances are also standard. (See the grading and erosion control plan for additional information.) * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY Appendix Appendix A Existing Conditions Appendix B Proposed Conditions Appendix C Water Quality Appendix D Details * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 SUMMARY APPENDIX A EXISTING CONDITIONS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 l� 10000�'� ZC caws �agaM O ER STATE ONE CALL 55-1V- iµOty 6 NOT FOR CONMUCnON w Illaolwod W w1�aYY.c b E aSTING CONDITIONS DRAINAGE AREA MAP DRA1 EXDRA-2 Offsite Drainage South to ditch 2L EXDRA-5 East Drainage to ponding system EXDRA-6 Offsite D ainage south EXDRA-3 Existing site area o ditch Drainage to Hwy 312 OEXDRA-1�� 3L Culvert Onsite Drainage South Southwest ditch to ditch EXDRA-4 West Drainage to Powers Blvd Storm Infrastructure Sub4 Reach on Link Existing Conditions Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 9.460 72 Woods/grass comb., Good, HSG C (EXDRA-2,EXDRA-6) 0.710 74 >75% Grass cover, Good, HSG C (EXDRA-4,EXDRA-5) 11.180 74 Pasture/grassland/range, Good, HSG C (EXDRA-1,EXDRA-3) 21.350 TOTAL AREA Existing Conditions Prepared by {enter your company name here) Printed 6/25/2008 HydroCADO 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 0.000 HSG B 21.350 HSG C EXDRA-1, EXDRA-2, EXDRA-3, EXDRA-4, EXDRA-5, EXDRA-6 0.000 HSG D 0.000 Other 21.350 TOTAL AREA Existing Conditions Type /124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 4 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EXDRA-1: Onsite Drainage Runoff Area=8.730 ac 0.00% Impervious Runoff Depth>0.46" Tc=15.0 min CN=74 Runoff=5.17 cfs 0.337 of SubcatchmentEXDRA-2: Offsite Drainage Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>0.39" Flow Length=700' Slope=0.0100'/' Tc=30.2 min CN=72 Runoff=2.29 cfs 0.249 of Subcatchment EXDRA-3: Drainage to Hwy Runoff Area=2.450 ac 0.00% Impervious Runoff Depth>0.46" Tc=10.0 min CN=74 Runoff=1.77 cfs 0.095 of SubcatchmentEXDRA-4: West Drainageto Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>0.47" Tc=7.0 min CN=74 Runoff=0.26 cfs 0.012 of Subcatchment EXDRA-5: East Drainage to Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>0.46" Tc=10.0 min CN=74 Runoff=0.29 cfs 0.015 of SubcatchmentEXDRA-6: Offsite Drainage Runoff Area=1.840 ac 0.00% Impervious Runoff Depth>0.40" Tc=10.0 min CN=72 Runoff=1.09 cfs 0.061 of Link 2L: Existing site area delayed by 10.0 min inflow -2.29 cfs 0.249 of Primary=2.28 cfs 0.247 of Link 3L: Southwest ditch Inflow=6.20 cfs 0.645 of Primary=6.20 cfs 0.645 of Total Runoff Area = 21.350 ac Runoff Volume = 0.769 of Average Runoff Depth = 0.43" 100.00% Pervious = 21.350 ac 0.00% Impervious = 0.000 ac Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCADO 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 5.17 cfs @ 12.09 hrs, Volume= 0.337 at, Depth> 0.46" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 8.730 74 Pasture/grassland/range Good HSG C 8.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 2.29 cfs @ 12.30 hrs, Volume= 0.249 af, Depth> 0.39" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 7.620 72 Woods/grass comb. Good HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 1.77 cfs @ 12.03 hrs, Volume= 0.095 at, Depth> 0.46" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 2.450 74 Pasture/grassland/range Good HSG C 2.450 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD@ 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.012 at, Depth> 0.47" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 0.310 74 >75% Grass cover. Good. HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment EXDRA-5: East Drainage to ponding system Runoff = 0.29 cfs @ 12.03 hrs, Volume= 0.015 af, Depth> 0.46" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN 0.400 74 >75% Grass cover, Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 1.09 cfs @ 12.04 hrs, Volume= 0.061 af, Depth> 0.40" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 1.840 72 Woods/grass comb. Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 10.0 Direct Entry, Existing Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35' Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD@ 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 7 Summary for Link 2L: Existing site area Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1 -yr Storm Event event Inflow = 2.29 cfs @ 12.30 hrs, Volume= 0.249 of Primary = 2.28 cfs @ 12.47 hrs, Volume= 0.247 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link 3L: Southwest ditch Inflow Area = 18.190 ac, 0.00% Impervious, Inflow Depth > 0.43" for 1 -yr Storm Event event Inflow = 6.20 cfs @ 12.09 hrs, Volume= 0.645 of Primary = 6.20 cfs @ 12.09 hrs, Volume= 0.645 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type // 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here) Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 8 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEXDRA-1: Onsite Drainage Runoff Area=8.730 ac 0.00% Impervious Runoff Depth>0.70" Tc=15.0 min CN=74 Runoff=8.20 cfs 0.509 of SubcatchmentEXDRA-2: Offsite Drainage Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>0.61" Flow Length=700' Slope=0.0100 7' Tc=30.2 min CN=72 Runoff --3.90 cfs 0.386 of Subcatchment EXDRA-3: Drainage to Hwy Runoff Area=2.450 ac 0.00% Impervious Runoff Depth>0.70" Tc=10.0 min CN=74 Runoff=2.77 cfs 0.143 of Subcatchment EXDRA-4: West Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>0.70" Tc=7.0 min CN=74 Runoff=0.40 cfs 0.018 of SubcatchmentEXDRA-5: East Drainage to Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>0.70" Tc=10.0 min CN=74 Runoff --0.45 cfs 0.023 of SubcatchmentEXDRA-6: Offsite Drainage Runoff Area=1.840 ac 0.00% Impervious Runoff Depth>0.61" Tc=10.0 min CN=72 Runoff=1.79 cfs 0.094 of Link 2L: Existing site area delayed by 10.0 min Inflow=3.90 cfs 0.386 of Primary=3.87 cfs 0.384 of Link 3L: Southwest ditch Inflow=10.08 cfs 0.986 of Primary=10.08 cfs 0.986 of Total Runoff Area= 21.350 ac Runoff Volume= 1.173 of Average Runoff Depth= 0.66" 100.00% Pervious =21.350 ac 0.00% Impervious = 0.000 ac Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 6/25/2008 Hydr_oCAD® 8.50 s/n 003363 @2007 HvdroCAD Software Solutions LLC Page 9 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 8.20 cfs @ 12.09 ,hrs, Volume= 0.509 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" _ Area (ac) CN Description 8.730 74 Pasture/grassland/range Good HSGC 8.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ff/sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 3.90 cfs @ 12.28 hrs, Volume= 0.386 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 7.620 72 Woods/grass comb., Good, HSG C 7.620 Pervious Area Tc Length Slope min) (feet) (f ift) 30.2 700 0.0100 Velocity Capacity Description 0.39 Lag/CN Method, Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 2.77 cfs @ 12.03 hrs, Volume= 0.143 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description _ 2.450 74 Pasture/grassland/range Good, HSG C 2.450 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (f /sec) (cfs) 10.0 Direct Entry, Existing Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 6/25/2008 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.40 cfs @ 11.99 hrs, Volume= 0.018 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Description 7.0 Direct Entry, Summary for Subcatchment EXDRA-5: East Drainage to ponding system Runoff = 0.45 cfs @ 12.03 hrs, Volume= 0.023 af, Depth> 0.70" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.400 74 >75% Grass cover, Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 1.79 cfs @ 12.03 hrs, Volume= 0.094 af, Depth> 0.61" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" _ Area (ac) CN Description 1.840 72 Woods/grass comb.,Good HSG C 1.840 Pervious Area Tc Length Description 10.0 Direct Entry, Existing Conditions Type// 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD@ 8 50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 11 Summary for Link 2L: Existing site area Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 0.61" for 2 -yr Storm Event event Inflow = 3.90 cfs @ 12.28 hrs, Volume= 0.386 of Primary = 3.87 cfs @ 12.45 hrs, Volume= 0.384 af, Atten= 1%, Lag= 10.1 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link 3L: Southwest ditch Inflow Area = 18.190 ac, 0.00% Impervious, Inflow Depth > 0.65' for 2 -yr Storm Event event Inflow = 10.08 cfs @ 12.08 hrs, Volume= 0.986 of Primary = 10.08 cfs @ 12.08 hrs, Volume= 0.986 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type// 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 6/25/2008 HydroCADO 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 12 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment EXDRA-1: Onsite Drainage Runoff Area=8.730 ac 0.00% Impervious Runoff Depth>1.59" Tc=15.0 min CN=74 Runoff=19.33 cfs 1.154 of SubcatchmentEXDRA-2:Offsite Drainage Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>1.44" Flow Length=700' Slope=0.0100'/' Tc=30.2 min CN=72 Runoff=10.12 cfs 0.915 of SubcatchmentEXDRA3: Drainage to Hwy Runoff Area=2.450 ac 0.00% Impervious Runoff Depth>1.59" Tc=10.0 min CN=74 Runoff=6.45 cfs 0.325 of SubcatchmentEXDRA-4: West Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>1.59" Tc=7.0 min CN=74 Runoff=0.92 cfs 0.041 of Subcatchment EXDRA-5: East Drainage to Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>1.59" Tc=10.0 min CN=74 Runoff=1.05 cfs 0.053 of Subcatchment EXDRA-6: Offsite Drainage Runoff Area=1.840 ac 0.00% Impervious Runoff Depth>1.45" Tc=10.0 min CN=72 Runoff --4.42 cfs 0.223 of Link 2L: Existing site area delayed by 10.0 min Inflow=10.12 cfs 0.915 of Primary=10.04 cfs 0.911 of Link 3L: Southwest ditch Inflow=25.11 cfs 2.288 of Primary=25.11 cfs 2.288 of Total Runoff Area = 21.350 ac Runoff Volume = 2.711 of Average Runoff Depth = 1.52" 100.00% Pervious = 21.350 ac 0.00% Impervious = 0.000 ac Existing Conditions Type 1124 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 6/25/2008 HydroCAD@ 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Paoe 13 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 19.33 cfs @ 12.08 hrs, Volume= 1.154 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 8.730 74 Pasture/grassland/range Good HSG C 8.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 15.0 Direct Entry, Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 10.12 cfs @ 12.26 hrs, Volume= 0.915 af, Depth> 1.44" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 7.620 72 Woods/grass comb. Good, HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 6.45 cfs @ 12.02 hrs, Volume= 0.325 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 2.450 74 Pasture/grassland/range Good HSG C 2.450 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 10.0 Direct Entry, Existing Conditions Type 1124 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 6/25/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 0.92 cfs @ 11.99 hrs, Volume= 0.041 at, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 7.0 Direct Entry, Summary for Subcatchment EXDRA-5: East Drainage to ponding system Runoff = 1.05 cfs @ 12.02 hrs, Volume= 0.053 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.400 74 >75% Grass cover, Good, HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 4.42 cfs @ 12.02 hrs, Volume= 0.223 at, Depth> 1.45' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 1.840 72 Woods/grass comb. Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Existing Conditions Type// 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 15 Summary for Link 2L: Existing site area Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 1.44" for 10 -yr Storm Event event Inflow = 10.12 cfs @ 12.26 hrs, Volume= 0.915 of Primary = 10.04 cfs @ 12.43 hrs, Volume= 0.911 at, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link 3L: Southwest ditch Inflow Area = 18.190 ac, 0.00% Impervious, Inflow Depth > 1.51" for 10 -yr Storm Event event Inflow = 25.11 cfs @ 12.07 hrs, Volume= 2.288 of Primary = 25.11 cfs @ 12.07 hrs, Volume= 2.288 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 16 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentEXDRA-1: Onsite Drainage Runoff Area=8.730 ac 0.00% Impervious Runoff Depth>2.93" Tc=15.0 min CN=74 Runoff=35.70 cfs 2.132 of SubcatchmentEXDRA-2: Offsite Drainage Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>2.73" Flow Length=700' Slope=0.0100'/' Tc=30.2 min CN=72 Runoff --19.53 cfs 1.734 of SubcatchmentEXDRA-3: Drainageto Hwy Runoff Area=2.450 ac 0.00% Impervious Runoff Depth>2.94" Tc=10.0 min CN=74 Runoff=11.81 cfs 0.599 of Subcatchment EXDRA-4: West Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>2.94" Tc=7.0 min CN=74 Runoff=1.66 cfs 0.076 of SubcatchmentEXDRA-5: East Drainage to Runoff Area=0.400 ac 0.00% Impervious Runoff Depth>2.94" Tc=10.0 min CN=74 Runoff= 1.93 cfs 0.098 of SubcatchmentEXDRA-6:Offsite Drainage Runoff Area=1.840 ac 0.00% Impervious Runoff Depth>2.75" Tc=10.0 min CN=72 Runoff=8.34 cfs 0.422 of Link 21.: Existing site area delayed by 10.0 min Inflow=19.53 cfs 1.734 of Primary=19.41 cfs 1.726 of Link 3L: Southwest ditch Inflow=47.41 cfs 4.280 of Primary=47.41 cfs 4.280 of Total Runoff Area = 21.350 ac Runoff Volume = 5.061 of Average Runoff Depth = 2.84" 100.00% Pervious = 21.350 ac 0.00% Impervious = 0.000 ac Existing Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 6/25/2008 Hydro CAD@ 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment EXDRA-1: Onsite Drainage South to ditch Runoff = 35.70 cfs @ 12.07 hrs, Volume= 2.132 af, Depth> 2.93" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Deschotion 8.730 74 Pasture/grassland/range Good HSG C 8.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 15.0 Direct Entry, Summary for Subcatchment EXDRA-2: Offsite Drainage South to ditch Runoff = 19.53 cfs @ 12.25 hrs, Volume= 1.734 af, Depth> 2.73" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN 7.620 72 Woods/grass comb Good HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment EXDRA-3: Drainage to Hwy 312 Culvert Runoff = 11.81 cfs @ 12.02 hrs, Volume= 0.599 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description _ 2.450 74 Pasture/grassland/range Good HSG C 2.450 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (f /sec) (cfs) 10.0 Direct Entry, Existing Conditions Type// 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment EXDRA-4: West Drainage to Powers Blvd Storm Infrastructure Runoff = 1.66 cfs @ 11.98 hrs, Volume= 0.076 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.310 74 >75% Grass cover, Good HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Summary for Subcatchment EXDRA-5: East Drainage to ponding system Runoff = 1.93 cfs @ 12.02 hrs, Volume= 0.098 af, Depth> 2.94" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.400 74 >75% Grass cover. Good. HSG C 0.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Subcatchment EXDRA-6: Offsite Drainage south to ditch Runoff = 8.34 cfs @ 12.02 hrs, Volume= 0.422 af, Depth> 2.75' Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN 1.840 72 Woods/grass comb. Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Existing Conditions Type// 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 19 Summary for Link 2L: Existing site area Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 2.73" for 100 -yr Storm Event event Inflow = 19.53 cfs @ 12.25 hrs, Volume= 1.734 of Primary = 19.41 cfs @ 12.42 hrs, Volume= 1.726 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Summary for Link 3L: Southwest ditch Inflow Area = 18.190 ac, 0.00% Impervious, Inflow Depth > 2.82" for 100 -yr Storm Event event Inflow = 47.41 cfs @ 12.07 hrs, Volume= 4.280 of Primary = 47.41 cfs @ 12.07 hrs, Volume= 4.280 at, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs SUMMARY APPENDIX B PROPOSED CONDITIONS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 L 60PIEA SG7E QE GLL _ ---------- m VI7 - ---------------- k P S M L NOT FOR CONMUCITON MWl�ood PROPOSED DRAINAGE AREA MAP DRA2 DRA-2 Offsite South rn Drainage DRA-6 Offsite outhern 1 L Dr inage DRA-3 Site Infrastruc re East Drainage to ponding system DRA-1 Pon Onsite Southern Pond to ditch Drainage D RA -4 Western Drainage to Powers Infrastructure Subcat Reach on Link Drainage Diagram for Proposed Conditions Prepared by {enter your company name here}, Printed 6/25/2008 HydroCAD® 8.5D s/n 003363 0 2007 HydroCAD Software Solutions LLC Proposed Conditions Prepared by (enter your company name here) Printed 6/25/2008 HdroCAD®8 50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 9.460 72 Woods/grass comb., Good, HSG C (DRA-2,DRA-6) 4.700 74 >75% Grass cover, Good, HSG C (DRA-1,DRA-3,DRA-4) 6.680 98 Paved parking & roofs (DRA-1) 0.500 100 Pond NWL (DRA-1) 21.340 TOTAL AREA Proposed Conditions Prepared by (enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 3 Soil Listing (all nodes) Area Soil Subcatchment (acres) Goup Numbers 0.000 HSG A 0.000 HSG B 14.160 HSG C DRA-1, DRA-2, DRA-3, DRA-4, DRA-6 0.000 HSG D 7.180 Other DRA-1 21.340 TOTAL AREA Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 4 Time span=0.00-24.00 hrs, dt=0.05 his, 481 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DRA-1: Onsite Southern Runoff Area=11.400 ac 62.98% Impervious Runoff Depth>1.32" Tc=10.0 min CN=89 Runoff=22.79 cfs 1.255 of Subcatchment DRA-2: Offsite Southern Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>0.45" Flow Length=700' Slope=0.0100'P Tc=30.2 min CN=72 Runoff=2.29 cfs 0.284 of Subcatchment DRA-3: East Drainage to Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>0.52" Tc=7.0 min CN=74 Runoff=0.14 cfs 0.007 of SubcatchmentDRA-4: Western Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>0.52" Tc=7.0 min CN=74 Runoff=0.26 cfs 0.014 of Subcatchment DRA-6: Offsite Southern Runoff Area=1.840 ac 0.00% Impervious Runoff Depth>0.45" Tc=10.0 min CN=72 Runoff=1.09 cfs 0.069 of Pond Pond: Pond to ditch Peak Elev=867.44' Storage=87.033 Cf Inflow=23.87 cfs 1.607 of Outflow=5.00 cfs 1.385 of Link 1L: Site infrastructure delayed by 10.0 min Inflow=2.29 cfs 0.284 of Primary=2.28 cfs 0.282 of Total Runoff Area =21.340 ac Runoff Volume= 1.629 of Average Runoff Depth= 0.92" 66.35% Pervious = 14.160 ac 33.65% Impervious = 7.180 ac Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by (enter your company name here) Printed 6/25/2008 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 22.79 cfs @ 12.01 hrs, Volume= 1.255 af, Depth> 1.32" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35' Area (ac) CN Description 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 11.400 89 Weighted Average 4.220 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 2.29 cfs @ 12.30 hrs, Volume= 0.284 af, Depth> 0.45' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" _ Area (ac) CN Description 7.620 72 Woods/grass comb Good HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f /ft) (ft/sec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment DRA-3: East Drainage to ponding system Runoff = 0.14 cfs @ 12.00 hrs, Volume= 0.007 af, Depth> 0.52" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" _ Area (ac) CN Description 0.170 74 >75% Grass cover, Good, HSG C 0.170 Pervious Area Tc Length Slope Velocity Capacity Description 7.0 Direct Entry, Proposed Conditions Type 1124 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCADO 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.26 cfs @ 12.00 hrs, Volume= 0.014 af, Depth> 0.52" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (fUsec) (cfs) 7.0 Direct Entry, Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 1.09 cfs @ 12.04 hrs, Volume= 0.069 af, Depth> 0.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 -yr Storm Event Rainfall=2.35" Area (ac) CN Description 1.840 72 Woods/grass comb Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f /sec) (cfs) 10.0 Direct Entry, Summary for Pond Pond: Pond to ditch Inflow Area = 20.860 ac, 34.42% Impervious, Inflow Depth > 0.92" for 1 -yr Storm Event event Inflow = 23.87 cfs @ 12.02 hrs, Volume= 1.607 of Outflow = 5.00 cfs @ 12.50 hrs, Volume= 1.385 af, Atten= 79%, Lag= 29.3 min Primary = 5.00 cfs @ 12.50 hrs, Volume= 1.385 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.10' Surf.Area= 18,748 sf Storage= 60,034 cf Peak Elev= 867.44' @ 12.50 hrs Surf.Area= 21,670 sf Storage= 87,033 cf (27,000 cf above start) Plug -Flow detention time= 918.0 min calculated for 0.007 of (0% of inflow) Center -of -Mass det. time= 83.9 min ( 926.1 - 842.2 ) Volume Invert Avail Storage Storage Description #1 856.10' 243,941 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Conditions Type 11 24 -hr 1 -yr Storm Event Rainfall=2.35" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD® 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 7 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.10 11 0 0 858.00 969 931 931 860.00 3,477 4,446 5,377 862.00 6,568 10,045 15,422 864.00 10,029 16,597 32,019 865.00 11,872 10,951 42,969 866.00 18,529 15,201 58,170 868.00 22,903 41,432 99,602 870.00 27,564 50,467 150,069 872.00 32,509 60,073 210,142 873.00 35,089 33,799 243,941 Device Routing Invert Outlet Devices #1 Primary 866.00' 33.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 865.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.10' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 6.00 Width (feet) 0.00 6.00 6.00 6.00 OutFlow, Max=4.99 cfs @ 12.50 hrs HW=867.44' (Free Discharge) 'Primary moi=Culvert (Passes 4.99 cfs of 12.70 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 4.99 cfs @ 3.03 fps) Summary for Link 1 L: Site Infrastructure Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 0.45" for 1 -yr Storm Event event Inflow = 2.29 cfs @ 12.30 hrs, Volume= 0.284 of Primary = 2.28 cfs @ 12.47 hrs, Volume= 0.282 at, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type // 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by (enter your company name here) Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 8 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDRA-1: Onsite Southern Runoff Area=11.400 ac 62.98% Impervious Runoff Depth>1.72" Tc=10.0 min CN=89 Runoff=29.41 cfs 1.631 of SubcatchmentDRA-2: Offsite Southern Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>0.68" Flow Length=700' Slope=0.0100 '/' Tc=30.2 min CN=72 Runoff=3.90 cfs 0.434 of Subcatchment DRA-3: East Drainage to Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>0.78" Tc=7.0 min CN=74 Runoff=0.22 cfs 0.011 of SubcatchmentDRA-4: Western Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>0.78" Tc=7.0 min CN=74 Runoff=0.40 cfs 0.020 of Subcatchment DRA-6: Offsite Southern Runoff Area= 1.840 ac 0.00% Impervious Runoff Depth>0.69" Tc=10.0 min CN=72 Runoff=1.79 cfs 0.106 of Pond Pond: Pond to ditch Peak Elev=867.75' Storage=93.870 cf Inflow=31.32 cfs 2.169 of Outflow=8.43 cfs 1.926 of LinkAi L: Site Infrastructure delayed by 10.0 min Inflow=3.90 cfs 0.434 of Primary=3.87 cfs 0.432 of Total Runoff Area = 21.340 ac Runoff Volume = 2.202 of Average Runoff Depth = 1.24" 66.35% Pervious= 14.160 ac 33.65% Impervious= 7.180 ac Proposed Conditions Type // 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 29.41 cfs @ 12.01 hrs, Volume= 1.631 af, Depth> 1.72" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 11.400 89 Weighted Average 4.220 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 3.90 cfs @ 12.28 hrs, Volume= 0.434 at, Depth> 0.68" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 7.620 72 Woods/grass comb Good HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment DRA-3: East Drainage to ponding system Runoff = 0.22 cfs @ 11.99 hrs, Volume= 0.011 af, Depth> 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.170 74 >75% Grass cover, Good, HSG C 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.0 Direct Entry, Proposed Conditions Type 11 24 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by (enter your company name here} Printed 6/25/2008 HydroCADO 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.40 cfs @ 11.99 hrs, Volume= 0.020 af, Depth> 0.78" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 7.0 Direct Entry, Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 1.79 cfs @ 12.03 hrs, Volume= 0.106 af, Depth> 0.69" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2 -yr Storm Event Rainfall=2.80" Area (ac) CN Description 1.840 72 Woods/grass comb., Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Pond Pond: Pond to ditch Inflow Area = 20.860 ac, 34.42% Impervious, Inflow Depth > 1.25" for 2 -yr Storm Event event Inflow = 31.32 cfs @ 12.02 hrs, Volume= 2.169 of Outflow = 8.43 cfs @ 12.32 hrs, Volume= 1.926 at, Aden= 73%, Lag= 18.2 min Primary = 8.43 cfs @ 12.32 hrs, Volume= 1.926 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.10' Surf.Area= 18,748 sf Storage= 60,034 cf Peak Elev= 867.75' @ 12.32 hrs Surf.Area= 22,349 sf Storage= 93,870 cf (33,837 cf above start) Plug -Flow detention time= 478.4 min calculated for 0.548 of (25% of inflow) Center -of -Mass det. time= 71.6 min ( 907.1 - 835.4 ) Volume Invert Avail.Storage Storage Description #1 856.10' 243,941 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Conditions Type 1124 -hr 2 -yr Storm Event Rainfall=2.80" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD@ 8 50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 11 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.10 11 0 0 858.00 969 931 931 860.00 3,477 4,446 5,377 862.00 6,568 10,045 15,422 864.00 10,029 16,597 32,019 865.00 11,872 10,951 42,969 866.00 18,529 15,201 58,170 868.00 22,903 41,432 99,602 870.00 27,564 50,467 150,069 872.00 32,509 60,073 210,142 873.00 35,089 33,799 243,941 Device Routing Invert Outlet Devices #1 Primary 866.00' 33.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 865.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.10' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 6.00 Width (feet) 0.00 6.00 6.00 6.00 P ri Pmary OutFlow Max=8.41 cfs @ 12.32 hrs HW=867.75' (Free Discharge) tCulvert (Passes 8.41 cfs of 17.51 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 8.41 cfs @ 3.36 fps) Summary for Link 1 L: Site Infrastructure Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 0.68" for 2 -yr Storm Event event Inflow = 3.90 cfs @ 12.28 hrs, Volume= 0.434 of Primary = 3.87 cfs @ 12.45 hrs, Volume= 0.432 af, Atten= 1%, Lag= 10.1 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 12 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDRA-1: Onsite Southern Runoff Area=11.400 ac 62.98% Impervious Runoff Depth>3.01" Tc=10.0 min CN=89 Runoff --50.32 cfs 2.855 of Subcatchment DRA-2: Offsite Southern Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>1.59" Flow Length=700' Slope=0.0100'/' Tc=30.2 min CN=72 Runoff=10.12 cfs 1.008 of SubcatchmentDRA-3: East Drainage to Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>1.74" Tc=7.0 min CN=74 Runoff=0.50 cfs 0.025 of Subcatchment DRA-4: Western Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>1.74" Tc=7.0 min CN=74 Runoff=0.92 cfs 0.045 of Subcatchment DRA-6: Offsite Southern Runoff Area= 1.840 ac 0.00% Impervious Runoff Depth>1.60" Tc=10.0 min CN=72 Runoff=4.42 cfs 0.245 of Pond Pond: Pond to ditch Peak Elev=868.63' Storage=114.468 cf Inflow=55.91 cfs 4.104 of Outflow=24.61 cfs 3.806 of Link 1L: Site Infrastructure delayed by 10.0 min Inflow=10.12 cfs 1.008 of Primary=10.04 cfs 1.004 of Total Runoff Area = 21.340 ac Runoff Volume = 4.178 of Average Runoff Depth = 2.35" 66.35% Pervious = 14.160 ac 33.65% Impervious = 7.180 ac Proposed Conditions Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 6/25/2008 HydroCADO 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 50.32 cfs @ 12.01 hrs, Volume= 2.855 af, Depth> 3.01" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Descriotion 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good HSG C 11.400 89 Weighted Average 4.220 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 10.12 cfs @ 12.26 hrs, Volume= 1.008 af, Depth> 1.59" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 7.620 72 Woods/grass comb. Good HSG C 7.620 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 30.2 700 0.0100 0.39 Lag/CN Method, Summary for Subcatchment DRA-3: East Drainage to ponding system Runoff = 0.50 cfs @ 11.99 hrs, Volume= 0.025 af, Depth> 1.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.170 74 >75% Grass cover, Good, HSG C 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 7.0 Direct Entry, Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by {enter your company name here} Printed 6/25/2008 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 0.92 cfs @ 11.99 hrs, Volume= 0.045 af, Depth> 1.74" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 7.0 Direct Entry, Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 4.42 cfs @ 12.02 hrs, Volume= 0.245 af, Depth> 1.60" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 10 -yr Storm Event Rainfall=4.20" Area (ac) CN Description 1.840 72 Woods/grass comb.,Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/fl) (fUsec) (cfs) 10.0 Direct Entry, Summary for Pond Pond: Pond to ditch Inflow Area = 20.860 ac, 34.42% Impervious, Inflow Depth > 2.36" for 10 -yr Storm Event event Inflow = 55.91 cfs @ 12.01 hrs, Volume= 4.104 of Outflow = 24.61 cfs @ 12.17 hrs, Volume= 3.806 af, Atten= 56%, Lag= 9.5 min Primary = 24.61 cfs @ 12.17 hrs, Volume= 3.806 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.10' Surf.Area= 18,748 sf Storage= 60,034 cf Peak Elev= 868.63' @ 12.17 hrs Surf.Area= 24,369 sf Storage= 114,468 cf (54,434 cf above start) Plug -Flow detention time= 244.6 min calculated for 2.427 of (59% of inflow) Center -of -Mass det. time= 52.3 min ( 873.3 - 821.0 ) Volume Invert Avail Storage Storage Description #1 856.10' 243,941 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Conditions Type 11 24 -hr 10 -yr Storm Event Rainfall=4.20" Prepared by (enter your company name here) Printed 6/25/2008 HydroCAD® 8.50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 15 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.10 11 0 0 858.00 969 931 931 860.00 3,477 4,446 5,377 862.00 6,568 10,045 15,422 864.00 10,029 16,597 32,019 865.00 11,872 10,951 42,969 866.00 18,529 15,201 58,170 868.00 22,903 41,432 99,602 870.00 27,564 50,467 150,069 872.00 32,509 60,073 210,142 873.00 35,089 33,799 243,941 Device Routing Invert Outlet Devices #1 Primary 866.00' 33.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 865.00' S= 0.0100'/' Cc= 0.900 n=0.013 #2 Device 1 866.10' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 6.00 Width (feet) 0.00 6.00 6.00 6.00 Primary OutFlow, Max=24.37 cfs @ 12.17 hrs HW=868.62' (Free Discharge) L�Cuivert (Passes 24.37 cfs of 32.01 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 24.37 cfs @ 4.16 fps) Summary for Link 1 L: Site Infrastructure Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 1.59" for 10 -yr Storm Event event Inflow = 10.12 cfs @ 12.26 hrs, Volume= 1.008 of Primary = 10.04 cfs @ 12.43 hrs, Volume= 1.004 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Proposed Conditions Type l/ 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 16 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment DRA-1: Onsite Southern Runoff Area=11.400 ac 62.98% Impervious Runoff Depth>4.73" Tc=10.0 min CN=89 Runoff --77.18 cfs 4.491 of Subcatchment DRA-2: Offsite Southern Runoff Area=7.620 ac 0.00% Impervious Runoff Depth>2.97" Flow Length=700' Slope=0.0100'/' Tc=30.2 min CN=72 Runoff --19.53 cfs 1.885 of Subcatchment DRA-3: East Drainage to Runoff Area=0.170 ac 0.00% Impervious Runoff Depth>3.18" Tc=7.0 min CN=74 Runoff --0.91 cfs 0.045 of SubcatchmentDRA-4: Western Drainage to Runoff Area=0.310 ac 0.00% Impervious Runoff Depth>3.18" Tc=7.0 min CN=74 Runoff=1.66 cfs 0.082 of Subcatchment DRA-6: Offsite Southern Runoff Area= 1.840 ac 0.00% Impervious Runoff Depth>2.99" Tc=10.0 min CN=72 Runoff=8.34 cfs 0.458 of Pond Pond: Pond to ditch Peak Elev=869.57' Storage=138.458 cf Inflow=88.52 cfs 6.828 of Outflow=42.37 cfs 6.473 of Link 1 L: Site infrastructure delayed by 10.0 min Inflow=19.53 cfs 1.885 of Primary=19.41 cfs 1.880 of Total Runoff Area= 21.340 ac Runoff Volume= 6.961 of Average Runoff Depth =3.91" 66.35% Pervious = 14.160 ac 33.65% Impervious = 7.180 ac Proposed Conditions Type 1124 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 77.18 cfs @ 12.01 hrs, Volume= 4.491 af, Depth> 4.73" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good, HSG C 11.400 89 Weighted Average 4.220 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 10.0 Direct Entry, Summary for Subcatchment DRA-2: Offsite Southern Drainage Runoff = 19.53 cfs @ 12.25 hrs, Volume= 1.885 af, Depth> 2.97' Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 7.620 72 Woods/grass comb Good HSG C 7.620 Pervious Area Tc Length Slope Velocity min) (feet) (ft/ft) (ft/sec) 30.2 700 0.0100 0.39 Description Lag/CN Method, Summary for Subcatchment DRA-3: East Drainage to ponding system Runoff = 0.91 cfs @ 11.98 hrs, Volume= 0.045 af, Depth> 3.18" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.170 74 >75% Grass cover, Good, HSG C 0.170 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 7,0 Direct Entry, Proposed Conditions Type It 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by (enter your company name here) Printed 6/25/2008 HydroCADO 8.50 s/n 003363 @ 2007 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment DRA-4: Western Drainage to Powers Infrastructure Runoff = 1.66 cfs @ 11.98 hrs, Volume= 0.082 at, Depth> 3.18" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 0.310 74 >75% Grass cover, Good, HSG C 0.310 Pervious Area Tc Length Slope Velocity Capacity Description 7.0 Direct Entry, Summary for Subcatchment DRA-6: Offsite Southern Drainage Runoff = 8.34 cfs @ 12.02 hrs, Volume= 0.458 at, Depth> 2.99" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 -yr Storm Event Rainfall=6.00" Area (ac) CN Description 1.840 72 Woods/grass comb Good HSG C 1.840 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond Pond: Pond to ditch Inflow Area = 20.860 ac, 34.42% Impervious, Inflow Depth > 3.93" for 100 -yr Storm Event event Inflow = 88.52 cfs @ 12.01 hrs, Volume= 6.828 of Outflow = 42.37 cfs @ 12.16 hrs, Volume= 6.473 at, Atten= 52%, Lag= 9.1 min Primary = 42.37 cfs @ 12.16 hrs, Volume= 6.473 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Starting Elev= 866.10' Surf.Area= 18,748 sf Storage= 60,034 cf Peak Elev= 869.57' @ 12.16 hrs Surf.Area= 26,564 sf Storage= 138,458 cf (78,424 cf above start) Plug -Flow detention time= 173.4 min calculated for 5.095 of (75% of inflow) Center -of -Mass det. time= 42.6 min ( 851.9 - 809.4 ) Volume Invert Avail Storage Storage Description #1 856.10' 243,941 cf Custom Stage Data (Prismatic)Listed below (Recalc) Proposed Conditions Type 11 24 -hr 100 -yr Storm Event Rainfall=6.00" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 19 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.10 11 0 0 858.00 969 931 931 860.00 3,477 4,446 5,377 862.00 6,568 10,045 15,422 864.00 10,029 16,597 32,019 865.00 11,872 10,951 42,969 866.00 18,529 15,201 58,170 868.00 22,903 41,432 99,602 870.00 27,564 50,467 150,069 872.00 32,509 60,073 210,142 873.00 35,089 33,799 243,941 Device Routing Invert Outlet Devices #1 Primary 866.00' 33.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 865.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.10' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 6.00 Width (feet) 0.00 6.00 6.00 6.00 Primary OutFlow Max=42.28 cfs @ 12.16 hrs HW=869.56' (Free Discharge) t1=Culvert (Inlet Controls 42.28 cfs @ 7.12 fps) 2=Custom Weir/Orifice (Passes 42.28 cfs of 53.85 cfs potential flow) Summary for Link 1L: Site Infrastructure Inflow Area = 7.620 ac, 0.00% Impervious, Inflow Depth > 2.97" for 100 -yr Storm Event event Inflow = 19.53 cfs @ 12.25 hrs, Volume= 1.885 of Primary = 19.41 cfs @ 12.42 hrs, Volume= 1.880 af, Atten= 1%, Lag= 10.0 min Primary outflow = Inflow delayed by 10.0 min, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs SUMMARY APPENDIX C WATER QUALITY * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 PONDNET 2.1 FLOW AND PHOSPHORUS ROUTING IN POND W. Walker March 1989 Press ALT-G for G TITLE, PONDNET TEST CASE INPUT VARIABLES.... UNITS case labels NURP Pond 1 Pond 2 watershed area acres 100 11.4 0 runoff coefficient - 0.2 0.75 0 pond surface area acres 1 0.43 0 pond mean depth feet 7.2 0 upstream pond p load lbs/yr 0 0 0 upstream pond outflow ac-ft/yr 0 0 0 OUTPUT VARIABLES........ outflow p load lbs/yr 43.64625 14.9709 #DIV/0! outflow volume ac-ft/yr 66.66667 28.5 0 outflow p conc ppb 240.8734 193.2652 #DIV/0! pond removal % 62.94452 70.26847 #DIV/0! total removal % 62.94256 70.26689 4DIV/01 ASSUMED EXPORT FACTORS............. period length yrs 0.5 0.5 0.5 period precipitation inches 20 20 20 runoff total p ppb 650 650 650 runoff ortho p/total p - 0.3 0.3 0.3 relative decay rate - 1 1 1 unit runoff in/yr 8 30 0 unit export lbs/ac-y 1.177862 4.416984 0 PONDSIZ - Version 2.1 - W. Walker INPUT VARIABLE UNITS VALUES NOTES case title ---------------> Pond A watershed area acres 11.4 pervious curve number - 60 from SCS tables, for AMC=2 impervious fraction 0.58 design storm inches 2.5 VLAWMO criterion = 2.5 inches antecedent moisture cond. 2 (1,2,or 3), VLAWMO criterion = 2 pond maximum depth feet 10 <= 10 ft bench width be feet 10 >= 1 o ft bench slope be Wit 10 >= 10 It horiz / ft vertical side slope ab Wit 3 >= 3 ft horiz / It vertical pond shape factor 2 1=Viangle,2=rectangle,3=ellipse length/width ratio 4 >= 3 top length c feet 300.00 adjust to achieve target volume OUTPUT VARIABLE UNITS VALUE target volume acre -ft 1.38 = design storm runoff volume DRA-1 v on Onsite Southern Drainage S4 Reach on �Ifik Pond to ditch NURP Type 1124 -hr 2.5" Storm Event Rainfall=2.50" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD®8 50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 2 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR -20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentDRA-1: Onsite Southern Runoff Area=11.400 ac 62.98% Impervious Runoff Depth>1.45" Tc=10.0 min CN=89 Runoff=24.99 cfs 1.379 of Pond Pond: Pond to ditch Peak Elev=866.10' Storage=60,044 cf Inflow=24.99 cfs 1.379 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 11.400 ac Runoff Volume = 1.379 of Average Runoff Depth = 1.45" 37.02% Pervious = 4.220 ac 62.98% Impervious = 7.180 ac N U RP Type 1124 -hr 2.5" Storm Event Rainfall=2.50" Prepared by (enter your company name here) Printed 6/25/2008 HydroCAD®8 50 s/n 003363 @2007 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment DRA-1: Onsite Southern Drainage Runoff = 24.99 cfs @ 12.01 hrs, Volume= 1.379 af, Depth> 1.45" Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type II 24 -hr 2.5" Storm Event Rainfall=2.50" Area (ac) CN Description 0.500 100 Pond NWL 6.680 98 Paved parking & roofs 4.220 74 >75% Grass cover, Good HSG C 11.400 89 Weighted Average 4.220 Pervious Area 7.180 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 10.0 Direct Entry, Summary for Pond Pond: Pond to ditch Inflow Area = 11.400 ac, 62.98% Impervious, Inflow, Depth > 1.45" for 2.5" Storm Event event Inflow = 24.99 cfs @ 12.01 hrs, Volume= 1.379 of Outflow = 0.00 cfs @ 24.00 hrs, Volume= 0.000 at, Atten= 100%, Lag= 719.1 min Primary = 0.00 cfs @ 24.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 866.10'@ 24.00 hrs Surf.Area= 18,749 sf Storage= 60,044 cf Plug -Flow detention time= 1,015.1 min calculated for 0.000 of (0% of inflow) Center -of -Mass det. time= 619.4 min ( 1,440.0 - 820.6 ) Volume Invert Avail Storage Storage Description #1 856.10' 243,941 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 856.10 11 0 0 858.00 969 931 931 860.00 3,477 4,446 5,377 862.00 6,568 10,045 15,422 864.00 10,029 16,597 32,019 865.00 11,872 10,951 42,969 866.00 18,529 15,201 58,170 868.00 22,903 41,432 99,602 870.00 27,564 50,467 150,069 872.00 32,509 60,073 210,142 873.00 35,089 33,799 243,941 NURP Type 1124 -hr 2.5" Storm Event Rainfall=2.50" Prepared by {enter your company name here} Printed 6/25/2008 HydroCAD@ 8.50 s/n 003363 © 2007 HydroCAD Software Solutions LLC Page 4 Device Routing Invert Outlet Devices #1 Primary 866.00' 33.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 865.00' S= 0.0100 'P Cc= 0.900 n=0.013 #2 Device 1 866.10' Custom Weir/Orifice, C= 2.62 Head (feet) 0.00 3.25 3.25 6.00 Width (feet) 0.00 6.00 6.00 6.00 Primary OutFlow Max=0.00 cfs @ 24.00 hrs HW=866.10' (Free Discharge) t -Culvert (Passes 0.00 cfs of 0.07 cfs potential flow) 2=Custom Weir/Orifice (Weir Controls 0.00 cfs @ 0.06 fps) SUMMARY APPENDIX D DETAILS * WESTWOOD PROFESSIONAL SERVICES, INC. (952) 937-5150 PLAN OUTSIDE MH WALL TO FLAT BAR = 1" PROVIDE 4-1/2" SS ANCHOR BOLTS W/CLIPS —� F-1 HOT DIPPED GALVANIZED GRATE IN 2 SECTIONS ELEVATION 3' CUSTOM CONCRETE WEII WITH V—NOTCH (SEE CROSS SECTION FOR DIMENSIONS) :.. s 6'y{ FILL SUMP WITH J CONCRETE TO INVERT ELEVATION LEVATION=869.35 =866.10 LET INVERT 1/4 " X 1" FLAT BAR (ROLLED TO PROVIDE OUTER RING) — #5 SMOOTH BAR ® 4" O.C. EACH WA (PROVIDE 3-1/4" x 3-1/4" OPENING) PLAN FRE=870.0 F 9„ —869.35 —5" V—NOTCH IE=866.10 24" RCP I SECTION A -A NTS NTS CITY OF CHANHASSEN RECEIVED JUL 0 3 2008 CHANHASSEN PLANNING DEPT Chanhassen Fairview Medical Center Site Traffic Analysis Chanhassen, Minnesota July 3, 2008 Prepared by WWestwood Professional Services, Inc. INTRODUCTION The purpose of this traffic analysis is to assess the traffic implications of the proposed development on the Fairview Medical Center site in what will be the southeast quadrant of the Powers Boulevard / T.H. 312 intersection in the City of Chanhassen. The proposed site is presently undeveloped, with Powers Blvd. to be extended south from Lyman Blvd. to Pioneer Trail with construction of the new T.H. 312 ramps on Powers Blvd. The development location is shown in Figure 1, along with the planned roadway network in the area. The Chanhassen 2005 Alternative Urban Area -Wide Review (AUAR) prepared in 2003 for the City of Chanhassen by the consultant team of Hoisington Koegler Group Inc., Kimley Horn and Associates, Peterson Environmental Consulting, 106 Group and HDR was used in the determination of background traffic volumes and traffic assignment process. The development is comprised of approximately 65 acres of proposed office and residential land uses, summarized in Table 1 below. It will be built in three phases, the first two of which will construct the medical office building. Two possible scenarios were considered for Phase 3: a combination of general office and single-family residential or medium -density residential only. A detailed site plan is shown in Figure 2. Table 1 Land Use Characteristics Phase - Scenario Land Use Size Phase 1 Medical Office Building 88,000 SF Phase 2 Medical Office Building 72,000 SF Phase 3 — Scenario A General Office 250,000 SF Single -Family Residential 35 DU OR Phase 3 — Scenario B Medium -Density Residential 390 DU Traffic analyses were performed for projected year 2010 volume conditions (one year after completion of Phase 1), 2012 (one year after completion of Phase 2) and 2020 (one year after full build -out) for Phase 3 — Scenarios A and B. Table 2 Traffic Analysis Scenarios Year No -Build Phase 1 Phase 2 Phase 3 2010 X X 2012 X X X 2020 X X X X Page 1 Three intersections were analyzed: • Powers Blvd. & the Site Collector road, analyzed for both unsignalized and signalized intersection control and • two unsignalized intersections on the Site Collector road that provide access to the medical office building for Phases 1 and 2 of the development. The proposed roadway geometry is shown in Figure 2. The intersection of Powers Blvd. and the Site Collector will be the sole access to the development for horizon years 2010 and 2012. (The AUAR assumes that a west leg will be constructed opposite the site access but no east leg. The east side of the AUAR analysis area ended at Powers Blvd.) There are two site driveways off the Site Collector, the West Site Entrance allowing easy access to the surface parking to the west of the medical building as well as to the parking ramp and the East Site Entrance providing more direct access to the parking ramp. Along the south side of the west driveway intersection with the Site Collector, the shoulder is planned to be wide enough to allow eastbound through vehicles to by-pass one or two vehicles waiting for an opportunity to tum left into the medical complex. The internal East Site Entrance is planned to extend to connect with Highway 101 to the east with construction of Phase 3 by 2020. Page 2 Figure i Development Location DI D ��TraY /y�5 6 I Knnl e �OR_ 4 �UJJ LYman BAN 6aaan''i:ry"Part Site Location 416 =W 960 SI (� AaMar.Trr Z= GoM t:ouns 4 0.4 4 h1 Page 3 Figure 2 Site Plan Page 4 ANALYSIS OF FUTURE CONDITIONS The future conditions with the development in place were analyzed using a traditional multi -step traffic forecast and analysis process. The major steps in this process include: • determining background traffic volumes, • developing trip generation, • deriving the direction of approach, • assigning site generated traffic to the surrounding roadway network, • analyzing development -related traffic impacts, and • establishing mitigation strategies. Analysis Scenarios Traffic analyses were performed for three phases of construction, the third of which has two potential land use scenarios: Phase 1 — initial construction of the medical office building Phase 2 — completion of medical office building construction Phase 3 — full build -out of the site with the addition of: Scenario A — 250,000 SF office space plus 35 single family detached dwelling units or Scenario B — 390 medium -density residential condominium / townhouse dwelling units Traffic Volumes To obtain data for assessing operations for Powers Blvd. at the site entrance, background volumes were fust developed for the 3 analysis years based on data published in the Chanhassen 2005 AUAR. The AUAR included volume forecasts for the north, south and west legs of the intersection. No forecasts of traffic were developed for the east leg. (See Appendix Memorandum A-1 for a description of the procedure used to develop the background volumes.) The background volumes are shown for the years 2010, 2012 and 2020 on Figures 5, 6 and 7. Trip Generation The trip generation rates utilized in this study are those documented in the reference book Trip Generation, 7th Edition, 2003, published by the Institute of Transportation Engineers (ITE). Table 3 summarizes the weekday daily, A.M. peak hour and P.M. peak hour trip rates utilized for this study. Page 5 Table 3 Trip Generation Rates LT E. Approx. Rates Distribution Daily Dail A.M. P.M.A.M. A.M. A.M. P.M. P.M. Code Land Use Per Units In Out Total In % In % Out % In % Out 720 Medical Office KSF 36.13 2.48 3.72 79 21 27 73 Building 88 KSF 172 46 218 88 239 327 3,180 2 General Office Medical 710 Building KSF 11.01 1.55 1.49 88 12 17 83 210 Single -Family DU 9.57 0.75 1.01 25 75 63 37 Detached Housing Bldg. 250 KSF 341 230 Condominium / DU 5.86 0.44 0.52 17 83 67 33 Townhouse Det. Housing 35 DU 7 Table 4 summarizes the overall gross trip generation. No reductions were taken for internally - captured, multi-purpose or pass -by trips for the proposed office and residential land uses. Table 4 Gross Trip Generation Page 6 Approx. Trips Phase Land Use Dev. A.M. A.M. A.M. P.M. P.M. P.M. Daily Units In Out Total In Out Total Total 1 Medical Office Bldg. 88 KSF 172 46 218 88 239 327 3,180 2 Medical 72 KSF 141 38 179 ............ 721 . ........... ....».... Total, Phases 1 & 2 313 84 397 160 435 595 5,782 3 Scenario A General Office Bldg. 250 KSF 341 47 388 63 310 373 2,754 Single -Family Det. Housing 35 DU 7 19 26 22 13 35 336 Total, Phases 1, 2 & 3-A 661 150 811 245 _ 758 1,003 8,872 Or Scenario B Condominium 390 DU / Townhouse 29 142 171 136 67 203 2,286 ..........................................»..r Total, Phases 1, 2 & 3-B 342 226 ..............».».»........... 568 296 ......... 502 798 8,068 Page 6 Trip Distribution A large percentage of traffic generated from the development area will utilize T.H. 312 to the east and west and Powers Blvd. to the north and south. With construction of Phase 3, traffic generated here will also utilize the connection of the Site Collector road through to Highway 101 to the east. This trip distribution, or direction of approach, for the development traffic is shown on Figure 3 for Phases 1 and 2 and on Figure 4 for the Phase 3 scenarios. This distribution is based on data contained in the AUAR and traffic patterns expected in the area. The majority of Phase 3 traffic is expected to be oriented towards Highway 101. Trip Assignment and Traffic Analysis In the trip assignment portion of the analysis, the new trips generated from the development area were assigned to the roadway network using the routing patterns expected to be employed by the future employees, visitors and residents. The organization and tabulation of the trip assignment was facilitated by use of an Excel spreadsheet designed to carry out the traffic assignment process across the study area network. Total trips — background traffic plus site -generated trips — for each of the four analysis cases are shown on Figures 5 through 8. Timeframes for Traffic Assignment Traffic analyses were performed for the A.M. and P.M. peak hours for 2010 (one year after opening of the initial phase of construction of the medical office building), 2012 (one year after opening of Phase 2 of the medical office building) and 2020 (one year after full build -out). Page 7 Figure 3 Trip Distribution — Phases 1 & 2 Page 8 Flit INe�t�Psrk - 10 �� Barxf i ere Cammistiiy" 41& 76°/00 YJ 46tH St _ sd PMoneer.Trei r Page 8 Figure 4 Trip Distribution — 2020 with Connection to Highway 101 Bandimere Commtxuty P; o 5/0/7 j220%/o 3% �_ /o / 7% -w eea, St I Key: Phases 1 &2�/ �ha � 3 imftteF .a "Oy2.o� `\4 Page 9 Powers Blvd. and Site Collector A series of A.M. and P.M. peak hour traffic analyses were conducted for the three study intersections using the planned roadway geometry and stop -sign intersection control for the four analysis cases in 2010, 2012 and 2020. (Volumes for each of the analysis cases are shown on Figures 5, 6 and 8.) Analyses were first performed for the A.M. and P.M. peak hour No -Build conditions for the Powers Blvd. / Site Collector intersection. These No -Build volumes are shown on Figures 5 through 8. Results are shown on Table 5 below, which shows the average seconds of delay per vehicle along with the corresponding Level of Service (LOS) for the critical stopped movement at the intersection. (Appendix Table A-1 shows the LOS letter grades with their corresponding levels of delay. Results for all intersections in all scenarios are shown by movement in Appendix Tables A-2 — A-4.) In addition, analyses were performed for the four Build cases. No -Build conditions resulted in LOS B or C for all three analysis years. With construction of Phase 1, the eastbound left movement for traffic generated by the development to the west of Powers Blvd. across from the Chanhassen Fairview Medical Center site is projected to experience LOS "E" in the A.M. peak hour and LOS "F" in the P.M. peak hour. For Phase 2, LOS "E" is projected for both the eastbound and westbound left turns in the A.M. peak hour, while LOS "F" is projected in the P.M. peak hour. LOS "F" is projected for both left tum movements for all subsequent phases with this intersection under stop sign control. Based on the results of stop sign analysis of the forecasted traffic volumes, a traffic signal will be required when traffic volumes reach Phase 2 levels in order to safely accommodate left turners exiting the site. Further analysis was conducted for this intersection with signal control in place. As shown in Table 6, results are LOS `B" or borderline `B -C" for all scenarios under those conditions. Page 14 Table 5 Powers Blvd & Site Collector Stop Sign Controlled Intersection Analysis Critical Movement LOS (1) Analysis Scenario West Leg (Critical Movement: Eastbound Left) A.M. Peak Hour P.M. Peak Hour East Leg (Critical Movement: Westbound Left A.M. Peak Hour P.M. Peak Hour 2010 No -Build 15 / B -C 1 21 / C N/A N/A 2010Phase I 48/E 101/F 36/E 32/D 2012 No -Build 15 / B -C t l 21 / C N/A N/A 2012 Phases 1 & 2 39/E / F 46 / E 136 / F 2020 No -Build 18 / C 23 / C N / A N / A 2020 Phases I, 2& 3-A I/ F 1/ F / F /F 2020 Phases 1, 2& 3-B / F t/ F 138 / F t/ F Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service n Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number rzi Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings O1 SimTraffic does not calculate realistic delay when intersection is highly overloaded Table 6 Powers Blvd & Site Collector Signalized Intersection Analysis Overall Intersection LOS tt> Analysis Scenario A.M. Peak Hour P.M. Peak Hour 2010 Phase 1 11/13 15 / B 2012 Phases 1 & 2 14/13 17 / B 2020 Phases 1, 2 & 3-A 16 / B 20 / B -C Rl 2020 Phases 1, 2 & 3-B 14/13 18/13 Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service t') Delay and LOS were determined by the Synchm analysis program; results are rounded to the nearest whole number t'' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Internal Site Driveways Analyses conducted for the internal site driveways show that they will be able to function well under all scenarios. LOS results, shown in Tables 7 and 8 below, are primarily "A" and `B" in both peak hours, with a borderline `B -C" in the P.M. peak hour for the West Site Access under Phase 3 — Scenario A conditions. Page 15 Table 7 Site Collector & West Site Access Stop Sign Controlled Intersection Analysis Critical Movement LOS ttl Analysis Scenario Critical Movement A.M. Peak Hour P.M. Peak Hour 2010 No -Build N / A N/A 2010 Phase 1 SBR 2/A I 3/A 2012 No -Build N / A N/A 2012 Phases 1& 2 SBR 2/A I 4/A 2020 No -Build N / A N/A 2020 Phases 1, 2& 3-A SBL 15 / B -C 1 9/A l l/ B 2020 Phases 1, 2& 3-B SBL 6/A 8/A Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service "` Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number '2' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Table 8 Site Collector & East Site Access Stop Sign Controlled Intersection Analysis Critical Movement LOS (t) Analysis Scenario Critical Movement A.M. Peak Hour P.M. Peak Hour 2010 No -Build N / A N/A 2010 Phase 1 SBR 2/A I 3/A 2012 No -Build N / A N/A 2012 Phases I& 2 SBR 3/A I 4/A 2020 No -Build N / A N/A 2020 Phases 1, 2& 3-A SBL 4/A 9/A 2020 Phases 1, 2 & 3-B SBL 10 / A -B 1 6/A Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service "` Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number '2) Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings QUEUEING ANALYSIS A queue length analysis was performed using SimTraffic for intersection approaches of interest. The analysis was conducted to determine whether the 95`h percentile queues would be accommodated in the available storage for tum lanes and between the driveways and intersections. The 2020 worst-case scenario was tested, with the total volumes forecasted for Phases 1, 2 and 3-A. Page 16 As shown in Table 9, the available storage was adequate for all movements in the worst case scenario. Table 9 95`h Percentile Queue Length Analysis ttl 2020 Phase 3 — Worst -Case Scenario A Location Powers Blvd. & Site Site Collector & West Site Site Collector & Collector Entr. East Site Entr. o E a m o o o o �° c 0 U) z 3 F 3 E~ w 3 w 3 VO) Cnn Available Storage 270 290 215 315 300+ 30 215 138 200+ 138 200+ A.M. Peak Hour 217 36 46 32 42 46 26 4 41 39 3 P.M Peak Hour 155 35 102 100 77 47 24 4 62 9 0 t° Queue lengths determined by SimTraffic analysis program; lengths are given in feet Page 17 F � O NOT TO SCALE a 171 29J 1tr' 53 91 eM.n Erhart Site Site collector 0 2010 No -Build I w Wertmood Erhart Site Site?C�oot_tector STrnwooa PrafamMxul , na T Anagram Odra Wan Pralda, MN 55x41 PHONE f5 A074150 PAx 55]95-Sw TOLL P.1EE 14M69574150 ..waC.ka,d mm Ef 1 I G Average Daily Traffic Vdume Wo AM Peak Hour Traffic Vdume 000 N I m � ----- I a I I I m V1 F\O I L35 182 ✓14 X11 57 171 29J 'qtr' rn 53 9Z U) ; W 8 yr I w Wertmood Erhart Site Site?C�oot_tector STrnwooa PrafamMxul , na T Anagram Odra Wan Pralda, MN 55x41 PHONE f5 A074150 PAx 55]95-Sw TOLL P.1EE 14M69574150 ..waC.ka,d mm Ef 2010 Build C 000 Average Daily Traffic Vdume Wo AM Peak Hour Traffic Vdume 000 PM Peak Hour TraR¢Vdume m Study Area Roadway ----- Site Boundary 2010 Build 0 0 Figu 5 DaW 7/1/08 Erhart 2010 No -Build & Medical Office Site 2010 Build Traffic Volumes ChAnhae r NjtL11260ta C c CD m (n — c W � al rn U) ; W ry L 1, `z? 120 c 94 86 -t 4486, z 44 sbY Z 0 0 Figu 5 DaW 7/1/08 Erhart 2010 No -Build & Medical Office Site 2010 Build Traffic Volumes ChAnhae r NjtL11260ta O.00ayya..e .evrarn,m,m X a 0 N f W NOT TO SCALE p 'w GG � a 171 29 J 53 9 1 �ecfor 2012 No -Build 2012 Build tem 000 AM Peak Hour Traffic Voturre 00() PM Peak Hour Traffic Volume Study Area Roadway -- Site Boundary m 1 W K j Erhart Site 2 I � i N w 171 29 J e1 t r' 53 97 W (n i 64 332 —o� --__,_— 171 29 J 53 9 1 �ecfor 2012 No -Build 2012 Build tem 000 AM Peak Hour Traffic Voturre 00() PM Peak Hour Traffic Volume Study Area Roadway -- Site Boundary m 1 W K j Erhart Site 2 I � i N w i I 1 7 W (n i 64 332 —o� --__,_— m cc C 20 103Q* Site Co/lector ` '. N w IL %� g �� ,1 t. 42 278 �'� N 80 257—t r It. 80 Zv, 0)t r, j Z XI'I wMakholavedMan ."""a� Erhart 952-9"50 Medical Office Site as 904"am munM to -W050 M 11twow ..a ...eaaaapamn CbanWown, Minnoon 0 N Bigum 6 Date 7/1108 2012 No -Build & 2012 Build Traffic Volumes Volumesdwg 0 2020 No -Build WWWOW m DrItwe b Erhart biki Arawa, N ran min., rnH svu E ,x3 51% Medical Office Site MAIWIRM Westwood TIXL RIEE ti93)d150 Cbanh ffr Minnesota p;g� 7 Ditc 7/1/08 ". 2020 No -Build Traffic Volumes 000 AM Peak Hour Traffic Voume 000 PM Peak Hour Tra%ic Vaurre Study Area Roadrvay 1 1 ----- Site Boundary *A 1 1 m NOT TO SCALE < Erhart Site m I N. W I I m �_ pN Cn I I I m ` L------ -- m 1 I W Site CotteC 171 29 t I' for 0 i 53 9 � -� 1 i . 4 irk J. I t z 0 0 2020 No -Build WWWOW m DrItwe b Erhart biki Arawa, N ran min., rnH svu E ,x3 51% Medical Office Site MAIWIRM Westwood TIXL RIEE ti93)d150 Cbanh ffr Minnesota p;g� 7 Ditc 7/1/08 ". 2020 No -Build Traffic Volumes �zooe uram.ma �rore�orei sa.,@:, r.c. __ X D NOT TO SCALE w tp I � a Erhart Site SIt\lector Lagoa& 000 AM Peak Hour Traffic Volume (DO PM Peak Hour Traffic Vol, Study Area Roadway ----- Site Boundary � c I C I W I m y r I I N I y ad I w I 1 ry I I •J 1 4 tib 462 4 160 367 76 1 1 r r. j c'4 t 8 4 I. 58 76 149--j, s 951 . } 7 2020 Build Scenario A 2020 Build Scenario B 171 29 J 53 9-41 F I N I � 1 CL I Erhart Site I 1 1 L93 331 C 29 103 Site ` ```• 1 t t- °hector r, 40 vp I G � U oknw L99 510 N. m 1 4 r 31 159 171 29 J '1 t r' m m 53 9Z 3 U) N N Erhart Site SIt\lector Lagoa& 000 AM Peak Hour Traffic Volume (DO PM Peak Hour Traffic Vol, Study Area Roadway ----- Site Boundary � c I C I W I m y r I I N I y ad I w I 1 ry I I •J 1 4 tib 462 4 160 367 76 1 1 r r. j c'4 t 8 4 I. 58 76 149--j, s 951 . } 7 2020 Build Scenario A 2020 Build Scenario B 171 29 J 53 9-41 F I N I � 1 CL I Erhart Site I 1 1 L93 331 C 29 103 Site ` ```• 1 t t- °hector r, 40 vp I G � U � C N. m c W w m m m 3 U) N N W 8 4 o 24 83 227 76 764 ' ry q_ 117ZVI � 11, Ih Pigwe 8 Date 7/1/08 UrvioK irk� Erhart 2020 Build w ]W9 .DW 6°""""•'""""" Scenarios A & B �E , -074 so Medical Office Site1AX Volumes VOlueS TOLLB 1iaa9 41% WoodCh he , Minnesota ww..�vodamm ix Memorandum A-1 Development of Background Volume Estimates Tables A-1 Key to Intersection Level of Service Grades A-2 Capacity Analysis Results by Movement — Powers Blvd. & Site Collector A-3 Capacity Analysis Results by Movement — Site Collector & West Site Entrance A4 Capacity Analysis Results by Movement — Site Collector & East Site Entrance Memorandum A-1 Development of Background Volume Estimates for Erhart Property Traffic Study The "Total" (Build) volumes from the "Chanhassen 2005 AUAR" Traffic Study, published in 2003 ". by Kimley-Horn were used as the basis for the No -build volumes in the Erhart property study. The following information was included within the Kimley-Horn study (which assumed no development on the Erhart property): 1Alestvrood • 2010 Build AM and PM peak hour turning movement volume estimates at the intersection of Powers Boulevard and Site Entrance • 2010 Build ADT volume estimates for the west and south legs of this intersection. In addition, the Metropolitan Council year 2030 ADT estimate for the south leg of the intersection was also noted. The missing information that must be estimated includes: • Daily (24-hour) turning movement estimates for all movements involving the west leg. These turning movement volumes will remain constant through all design years of the Erhart property traffic study since 100% build out of the Chanhassen 2005 AUAR property is anticipated by 2010. • Estimates of daily northbound and southbound through traffic for 2012, 2020, and 2030, the three design years for the Erhart property study. • 2012, 2020, and 2030 ADT estimates for the north leg. • 2012 and 2020 ADT estimates for the South leg (2030 was provided by Met Council as noted above). To develop these volume estimates, the following process was administered: 1. Daily turning movements and K -Factors (percentage of daily traffic occurring during the peak hour) were calculated (for movements to and from the west leg only) for the AM and PM peak hours using the peak hour turning movement and west leg ADT volume data provided. Separate K -Factors were calculated for the AM and PM peak hours. Complementing movements (EBL/SBR and EBR/NBL) were averaged in order to normalize the daily directional distribution at 50/50 to/from the site. 2. For the south leg, where a 2010 Total (Build) ADT estimate was provided, K -Factors for northbound and southbound through traffic were calculated using the K -Factors for site traffic developed in step 2. The same K -Factor for northbound and southbound through traffic was assumed for the AM and PM peak hours. 3. Using the K -Factor calculated for the northbound and southbound movements in step 2, along with the site traffic K -Factors from step 1, the 2010 Total (Build) ADT for the north leg was calculated. 4. The 2030 ADT for the north leg was calculated by assuming the same ratio between north and south leg for 2030 ADT as for 2010 ADT. 5. 2012 and 2020 ADT estimates for the north and south legs were estimated by linear interpolation between years 2010 and 2030. 6. Daily northbound and southbound through volume estimates for 2010 were developed using the K -factors calculated in step 3, then normalizing the results to provide a 50/50 directional distribution. 7. Daily northbound and southbound through volume estimates for 2012, 2020 and 2030 were developed by factoring the 2010 estimates by the ratios calculated in step 5. March 24, 2008 - TWIN CITIES EMO ST. CLOUD EMINEMD Table A-1 Key to Intersection Level of Service Grades Signalized Intersections LOS Control Delay Per Vehicle (in seconds) A <_10 B >10 and <_20 C >20 and 535 D >35 and <_55 E >55 and <_80 F >80 Unsignalized Intersections LOS Control Delay Per Vehicle (in seconds) A <_10 B >10 and <_15 C >15 and 525 D >25 and 535 E >35 and <_50 F >50 Capacity Analysis Results by Movement Signalized Intersections i'I Table A-2 Powers Blvd. & Site Collector Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service I'I Delay and LOS were determined by the Synchro analysis program: results are rounded to the nearest whole number isl Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Volume Eastbound Site Access Westbound Site Collector Northbound Powers Blvd. Southbound Blvd. Overall Peak Scenario Lek-Thru Right Left-Thru Right Left Thru-Thru Right Left Thru-Thru Right Intersection Phase 43/D 21/C 39/D 16/B 44/D 7/A 3/A 45/D 6/A 1/A 11/B 0 0 = Phase 43/D 21/C 41/D 15/8 44/D 11/B 3/A 44/D 6/A 1/A 14/B Y N a Phase 3- 43/D 21/C 44/D 14/B 48/D 16/B 4/A 40/D 6/A 1/A 16/B f Scenario A G Phase 3 - 44/D 21/C 44/D 15/B 44/D 10/A -B tri 3/A 44/D 6/A 1/A 14/B Scenario B Phase 47/D 8/A 34/C 7/A 42/D 11/B 5/A 44/D 7/A 3/A 15/B 0 0 = Y Phase 50/D 8/A 45/D 7/A 42/D 14lB 5/A 45/D 7/A 3/A 17/B a Phase 3- 51/D 7/A 50/D 8/A 46/D 19/C 6!A 45/D 9/A 4/A 20/B-C'Zi Scenario A o Phase 3 - 50/D 8/A 45/D 7/A 46/D 15/B 5/A 45/D 7/A 3/A 18/B Scenario Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service I'I Delay and LOS were determined by the Synchro analysis program: results are rounded to the nearest whole number isl Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Capacity Analysis Results by Movement Unsignalized Intersections (') Table A-3 Site Collector & West Site Entrance Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number '�' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Volume Eastbound Westbound Northbound Southbound Overall Peak Scenario Lek Thru Thru Right Lek Right Intersection Phase 2/A 1/A 0/A N/A N/A 2/A 2/A 0 0 = Phase 2/A 2/A 0/A N/A N/A 2/A 2/A s A a Phase 3 - 2/A 2/A 0/A 0/A .a, 15/A -B 3IA 2/A :i Scenario A C Phase 3 - 3IA 2/A 0/A 0/A 6/A 2IA 2/A Scenario B Phase 2/A 1/A 0/A N/A N/A 3/A 2/A 0 = Phase 3/A 2/A 1/A N/A N/A 4/A 2/A s m a Phase 3- SIA 2/A 1/A 0/A 11/B 7/A 3/A Scenario A o Phase 3 - 3/A 1/A 1/A 0/A 8/A 4/A 2/A Scenario Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number '�' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Capacity Analysis Results by Movement Unsignalized Intersections (t) Table A-4 Site Collector & East Site Entrance Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service "' Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number 12' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Volume Eastbound Westbound Northbound Southbound Overall Peak Scenario Left Thru Thru I Right Left Right Intersection Phases 2/A N/A N/A N/A 2/A 2/A 0 = Phase 2/A N/A N/A N/A 3/A 2/A Y N M Phase 3- 2/A 2/A 0/A 0/A 4/A 3/A 2/A Scenario A Q Phase 3- 2/A 2/A 0/A O/A 10IA-B �'' 3/A 2/A Scenario B Phase 2/A N/A N/A N/A 3/A 3/A 0 = Phase 2/A N/A N/A N/A 4/A 3/A Y N a Phase 3- 3/A 2/A 0/A 0/A 9/A 5/A 2/A Scenario A o- Phase 3 - 2/A 1/A 0/A 0/A 6/A 4/A 3/A Scenario Key: NN.N / X = Delay in Seconds per Vehicle / Level of Service "' Delay and LOS were determined by the SimTraffic analysis program; results are rounded to the nearest whole number 12' Delay value as rounded to the nearest whole number falls at the threshold between 2 LOS ratings Item Folder Folder Non -Scannable Item D �4- Camcor Fairview Chanhassen Medical Center - File z `�;'.-.,hep Coot Sutlemut GdgaAddibon(Tim Eman Property) CUPISURrttE7J5A WWAP bee P- .=.-_- .fob Number 23 2 2 9 Box Number 001 w { ' _ � [ ! � , _ m . 4 ..----- -"_v — ® TRAFFIC C0N7ROL BOX BUSH/SHRUB WIT CONIFEROUS TREE 10, DECIDUOUS TREE al% WETLAND ® STEEL/WOOD POST 28" SIGN—TRAFFIC/OTHER ® SIGN—TRAFFIC/OTHER RIL MAIL BOX 6 HANDICAPPED STALL C PERC TEST Mw MONITORING WELL © CABLE TV BOX 8580 CURB & GUTTER —v— ACCESS CONTROL :.•- CONCRETE SURFACE 8582 GRAVEL SURFACE Eastern Rd Cedar STORM MANHOLE it TELEPHONE BOX TC TELEPHONE MANHOLE ® TRAFFIC C0N7ROL BOX GATE VALVE HYDRANT WATER METER HAND HOLE TRAFFIC LIGHT PT. NO. STREET LIGHT WIT GUY WIRE 10, POWER POLE ❑E ELECTRIC BOX Bur Oak ELECTRIC METER 28" ELECTRIC MANHOLE ® ELECTRIC TOWER Bur Oak SANITARY MANHOLE co SEWER CLEANOUT ® BEEHIVE CATCH BASIN ® CATCH BASIN ® FLARED END SEC77ON 8580 BITUMINOUS SURFACE GATE VALVE HYDRANT WATER METER HAND HOLE TRAFFIC LIGHT PT. NO. DIA WIT 8573 24" Bur Oak 8574 26' Bur Oak 8575 28" Bur Oak 8576 21" Bur Oak 8577 18578 12" Bur Oak ® 28" Bur Oak / 8579 26" Bur Oak 8580 15" Bur Oak 8581 29" Bur Oak 8582 T' Eastern Rd Cedar 8583 20" Our Oak 8584 16" Bur Oak / 8585 21" Bur Oak 8586 T' Eastern Rd Cedar _ 8587 15" Bur Oak 8588 8" Eastern Rd Cedar 8589 13" Bur Oak 8590 37" Bur Oak 8591 23" Bur Oak 8592 21" Bur Oak 8593 I1" Bur Oak 8594 23" Bur Oak 8595, 23' Bur Oak 8781 10" Si beri an Elm — 8596 35" Bur Oak 8597 20" Bur Oak 8598 13" Bur Oak 8599: 18" Bur Oak 8600 17" Bur Oak 8601 15" American Elm 8602 19" Bur Oak 8603 23" Bur Oak 8604 7" Eastern Rd Cedar 8605 7" Eastern Red Cedar 8608 19" Bur Oak 8609 28" Bur Oak 8610 10" Eastern Rd Cedar 8611 10" Eastern Rd Cedar 8612 10" Eastern Red Cdar 8613 19" Bur Oak 8614 19' Bur Oak 8615 1.. Eastern Rd Cedar 8616 12' Eastern Rd Cedar ((\`) 8617 13" Eastern Rd Cedar 8618 12" Eastern Rd Cedar 1 8619 10" Eastern Rd Cedar 8620 IT Eastern Rd Cdar 8621 21 Bur Oak / 8622 18 Bur Oak 8623 20" Be, Oak 8624 14" Bur Oak 8625 14" Bur Oak 8626 11" Bur Oak 8627 15" Bur Oak 8628 19" Bur Oak 8629. 32" Bur Oak 8632. 23" Bur Oak 86331 11" Bur Oak 8634 27" Be, Oak 8635 11" Ironwood 8636 2T' Bur Oak 8637 17" Bur Oak 8638 21" Bur CAk 8639 22" Bur Oak 8640 I1" Pock Rd Elm 8641 22" Bur Oak 8642 20" Bur Oak 8643 20" Bur Oak 8644 14" Bur Oak 8645 25" Bur Oak 8646 11" Eastern Rd Cedar 8647 18" Rd Oak 8648 17' Bur Oak _ 8649 14" Bur Oak 8650 14" Bur Oak 8651 10" American Elm 86521 23" Bur Oak 6653 26" Bur Oak 8654 26" Bur Oak 8655 '42X" Retl Oak 8656 48X" Basswood 869 30" Red Wk 8658 13 'American Elm 8659 10.1Hackberry Bur Oak 8660 10" American Elm 8661 20" Rd Oak 8662 35" Rd Oak 8663', 16" Bur Oak —GAS— GAS LINE —von— POWER OVERHEAD —Puc— POWER UNDERGROUND —sAN— SANITARY SEWER —sro— STORM SEWER —Tan,— TELEPHONE OVERHEAD —cTv— CABLE TV —TuG— TELEPHONE UNDERGROUND 0 SOIL BORING ® WATER MANHOLE wQ WELL 10" CURB STOP BOX — WAT— WATERMAIN Bur Oak GUARDRAIL �.r DECIDUOUS TREE UNE x FENCE UNE e RESTRICTED ACCESS o Denotes Iron Monument Set • Denotes Iron Monument Found Qi Denotes Cast Iron Monument Found Legal Description 0 2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Ii Toll Free 1-800-252-1166 TREE INVENTORY PT, NO, M TYPE 8664 23" Bur Oak 8665 18" Bur Oak 8666 26" Our Oak 8667 10" Ironwood 8668 29" Our Oak 8669 11" Sugar Maple 8670 13" Eastern Red Cedar 8671 30" American Elm 8672 16" Eastern Red Cedar 8673 31X" Ironwood 8674 20" Bur Oak 8675 30X" Ha[kberry 8676 I'llSlippery Elm 8677 10" Sugar Maple 8678 10American Elm 8679 16" Rd Oak 8680 25" Bur Oak 8681 11" Sl i Peery Elm 8682 21X" American Elm 8683 23X" American Elm 8684 30" Rd Norway Pine 8685 l0" Cottonwood 8666 10" Green and White Ash 8687 12" Hackberry 8688 d0" BO%eldar 8689 11..Bur Oak 8690 23" Bur Oak 8691 25 Bur Oak 8692 '23" Bur Oak 8693 39" Bur Oak 8694 10" American Elm 8695 32" Red Oak 8696 21" White Walnut 8697 12" Aspen 8698 11" Aspen 8699 ill, Aspen 8700 10" Aspen 8701 12" Aspen 8702 26" Bur Oak 8703 19" Bur Oak 8704 17" Bur Oak 8705 22" Bur Oak 8706 15" Rd Oak 8207 24" Bur Oak 8708 11" American Elm 8709 ID" Sugar Maple 8710 14 Green and White Ash 8711 9 Eastern Rd Cedar 8712 17" Easter. Rd Cedar 8713 33X" Eastern Rd Cedar 8714 12" Ironwood 8215 44X" Bur Oak 8716 21" Bur Oak 8717 28" Bur Oak 8718 33" Sugar Maple 8719 33" Sugar Maple 8720 23" Bur Oak 8721 39" Bur Oak 8722 33" Bur Oak 8723 26" Bur Oak 8224 8" Eastern Rd Cedar 8725 26X" Eastern Rd Cedar 8728 29" Bur Oak 8729 28" Bur Oak 8730 8" Eastern Rd Cedar 8731 21 Bur Oak 8732. 26 Bur Oak _ 8733 21" Bur Oak 8734 19" Sugar Maple. 8735 29" Bur Oak 12 Bur Oak 873] ID" Eastern Rd Cedar 8738 13" Eastern Rd Cedar 8739 19" Bur Oak 8740 24" Bur Oak 8741 30 Bur Oak 8742 25" Bur Oak 8743 I8" Bur Oak 8744 26" Sugar Maple 8745 10" Eastern Rd Cedar 8746 10" Eastern Rd Cedar 8747 11.. 8748 '. Eastern Rd Cdar 11' 8749 '34' Eastern Rd Cedar Bur Oak 8250 '26" Bur Oak 8751 130" _ Eastern Rd Cedar 8752 30" Bur Oak 8753 28" Bur Oak PT. NO. DN TYPE 8756 23" Bur Oak 8757 19" Bur Oak 8758 20" Bur Oak 8759 24" Bur Oak 8760 24" Bur Oak 8761 31" Bur Oak 8762 10" Eastern Red Cedar 8763 26" Bur Oak 8764 12' Eastern Red Cedar 9765 110.1Rd Oak 8766 :. 10" Rd Oak 8767 11" American Elm 8768 10 Rd Oak 8769 31" Bur Oak 8770 :26" Bur Oak 8771 10" American Elm 8/72 31" Bur Oak 8773 10" Hackberry 8774 13" Eastern Rd Cedar 8775 31" Bur Oak 8776 24" Bur Oak 8779 23" Bur Oak 8780 31" Bur Oak 8781 10" Si beri an Elm 8782'. 14" Ea stem Rd Cedar 8783' 12' Siberian Elm 8784 17 Eastern Red Cedar 9785 17" Eastern Rd Cedar 8786 11. Eastern Red Cedar 8787 '10" Eastern Red Cedar 8788 1T' Eastern Red Cedar 8789 14" Eastern Red Cedar 8790 28" Bur Oak 8791 13" Siberian Elm 8792 14" Eastern Rd Cedar 8793 14" Eastern Rd Cedar 8794 11" Eastern Red Cedar 8795 10" Eastern Rd Cedar 8796 12" Eastern Rd Cedar 8797 11.1Eastern Rd Cedar 8798 :30' Eastern Rd Cedar 8799 30' Sl Ipp,ry Elm 8800 11' Basswood 8801 11" Hackberry 8802 14 Ironwood 8803 34 Basswood 8804 12 American Elm 8805 11 American Elm 8806 20% Ironwood 8807 34" Bur Oak 8808 28" 'Bur Oak - 8809 32" BurOak 8810 30" BurOak 8811 10" Eastern Rd Cedar 8812' 26' Bur Oak 8813 37' American Elm 8814 ,26X" American Om 8815 23" Bur Oak 8816 29" Bur Oak 8817 29" Bur Oak 8818 30" Bur Oak 8819 10" Hackberry 8820 27" Bar Oak 8821 10" American Elm 8822 31" Bur Oak 8823 30" Slippery Elm 8824 10" Basswood 8825 10" Basswood 8826 11" Basswood 8827 34" Bur Oak 8828 14 Ironwood 8829 14' Ironwood 8832 10" Aspen _.. 1.....8833 101, Aspen 8834 l0" Aspen :. 8835 34" Eastern Rd Cedar 8836 15" Eastern Rd Cedar 8837 10" Rd Oak 8838 18%" Basswood ........-.. 8839': 11" .Slippery Elm 8840 11.1Bur-Oak 8841 33" Bur Oak 8842 24 Bur Oak 8843 17 Bur Oak 8844 14" Eastern Rd Cdar Outlot A, BUTTERNUT RIDGE ADDITION, according to the recorded plat, thereof Carver County, Minnesota. CITY OF RECEIVED SSEN OCT 0 6 2008 CHANHASSEN PLANNING DEPT General Notes Existing utility information provided by MNDot drawings dated 2/14/06 ME-ft�001w*MP.MM 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642-9200 FAX (6 51) 642-1101 i UNITED PROPERTIES Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this phm wan Prepared by me or under my direct supervisim and that I am a duly licensed LAND SURVEYOR under the laws of the State of hfinnleson, Mark R Selo Date 10/06/08 names Na 43933 W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 -�y�''''-�TOLL FREE 1-N&937-5154 Weaaw.�ae anna www-westwoodps-cam Issues and RM4s N%XS PER CITY COkufEHIS 10'(6198 RCD LM A STORM PERCITY EXISTING CONDITIONS & TOPOGRAPHIC SURVEY Commission No. 75372-07230 Drawn by — SHEET C-1731 ZrJ c4 T 3� D 20061094.01 EXP01, dwg TI A V ti on'ramp) 0 h N 312 �4o�� SOUTH QUA TER CORNER SEC 23 TWP 116 RGE 23 - A _ I � I 2�-' I I SOUTH LINE OF SEC. 23, 523. z7 / rwP. 116, RGE 23 S89 °58'27"W 2177.55 10, Ile NORTH LINE OF OUTLOT A, \\7 4 -T BUTTERNUT RIDGE ADD177ON \ �\ } - Y - J• ' B - J ; �' 1 DELINEATED WETLAND N -7y 71 ° ��Y-PRIMARY BLUFF CREEK ,SURVEY LINE OF /.' I/ OVERLAY DISTRICT LINE /- / /'' 4 I l f i I�� POND PER PLAT PROVIDED 301 E CITY 5's o•�" f p3 v 20' SANITARY O SEWER EASEMENT' /) OUTLOT 1 `-PONDT ELEV 899.1NUT pR o` cs r1� vO CK RIDGE ADDITION- / B359,689 sf ii 8.26 Cc 20' DRAINAGE I I UTILITY EASEMENT 11� ` � 1 �" X8.2- ..257 � � l� � � � a.-+' ...,,.. .,,•- '� ACCEW fOi� 51,623 sf \ 1p36- `--_._..�. 9.18 9't o cc 436.2 r� I 71sf .741 cc It I U SOUTHWEST CORNER OFI OUTLOT A, BUTTERNUT RIDGE ,gDDITION I I ' � I l I i I 0' 150' 300' 450' NOT FOR CONSTRUCTION SOUTH LINE OF OUTLOT A, BUTTERNUT RIDGE ADDITION NORTH LINE OF THE N 1/2 OF THE NE 1/4 OF SEC. 26, TWP. 116, RGE 23 A N87033'46"W 146.58-. _ N81 °5526"W 298.24 4,487,987 sf S0102557"E 03.03 ac 139.74 o N � o� N � ni I I \ S89°35'13"E 2625.01 1 I I / 60 I \ , k Vii' L /y�iLV Legal Description T That part of Outlot A, BUTTERNUT RIDGE ADD/TION, according to the recorded plat thereof, Carver County, Minnesota, except that portion lying within Minnesota Department of Transportation Right -of -Way Plot No. 10-20 according to the recorded plat thereof. To be platted as FAIRVIEW CHANHASSEN MEDICAL CENTER N O 110,369 sf 0 00 2.53 ccIt Q V to © 2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-116¢' I \ \ 1 \Y I I / I S89 °53'00 "E 514.19 C.B. = S10 ° 11 '54 "E I F I A = 17039'J2"_ 50 I33i----,' L= 195.97 R= 635.83 I I yo \ 16 = 3705927" o _ L= 237.58 N �- R= 358.31 I I O � °2y A6 m' � �� X069 Ran' of f CIO 9'5 1 '32" I --- L= 216.52 - = 7, R= 1258.30 �� \ r �S6 J`4044'58" S L- 120.22 i R= 467.00 S39 050'21 "E 16.32 I\\�_SURVEY LINE OF \�� = 52 °,�3" EXISTING POND I , I R= 192.00 Tl nvl '�S12°44'39"W A r UI J l< 18.44 i N89 °3434 "E l \ 15a oo \ N89 °3434 "E 470 '?T 419.47' 3 :W 3 / / \ °00'50"E l -N84 N Ig 034'34 "E 633.0 J00i 00 N89 °3f'34 "E " 96TH STREET l ----- LU --� ~ L 1 t I I I 4� I I 1 I ► � � I N I I 1- nW� Development Summary Total Site: 114.21 acres Lot 1, Block 1: 8.26 acres Outlot A: 103.03 acres Outlot B: 1.74 acres PROPOSED RIGHT OF WAY DEDICATION Road: 1.18 acres Building Setbacks: See Site Plan Parking Setbacks: See Site Plan Lot dimensions are rounded to the nearest one hundreth of a foot and areas are rounded to the nearest 0.01 acre. Drainage and Utility Easements will be provided as required, typicolly easements will include 10 feet adjacent to public right of ways and ponding areas. Existing Zoning: Agricultural Estate District ✓, BUSH/SHRUB -GAS CONIFEROUS TREE �. DECIDUOUS TREE -Porn- WETLAND 0 STEEL/WOOD POST -� SIGN-TRAFFIC/OTHER F❑ SIGN-TRAFFIC/OTHER T1 MAIL BOX HANDICAPPED STALL G PERC TEST Mw MON/ TOR/NG WELL Q CABLE TV BOX ® CURB & GUTTER o ACCESS CONTROL CONCRETE SURFACE -TUG- GRAVEL SURFACE �* STORM MANHOLE ❑r TELEPHONE BOX r�r TELEPHONE MANHOLE IK TRAFFIC CONTROL BOX ' STREET LIGHT -GAS GAS LINE �. GUY WIRE -Porn- POWER OVERHEAD ra POWER POLE -PUG- POWER UNDERGROUND F❑ ELECTRIC BOX -SAN- SANITARY SEWER ELECTRIC METER -STO- STORM SEWER ELECTRIC MANHOLE Tan- TELEPHONE OVERHEAD ® ELECTRIC TOWER -CTV- CABLE TV SANITARY MANHOLE -TUG- TELEPHONE UNDERGROUND co SEWER CLEANOUT 0 SOIL BOR/NG ® BEEHIVE CATCH BASIN WATER MANHOLE ® CATCH BASIN Ow WELL ® FLARED END SECTION CURB STOP BOX �'',. BITUMINOUS SURFACE - WAT- WATERMA/N GUARDRAIL @c GAS METER? r DECIDUOUS TREE LINE I>< GATE VALVE X FENCE LINE HYDRANT a RESTRICTED ACCESS w WATER METER SETBACK NN HAND HOLE O Denotes Iron Monument Set TRAFFIC LIGHT Denotes Iron Monument Found Q Denotes Cast Iron Monument Found POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55105-5118 PH. (651) 642-9200 FAX (651) 642-1101 wr UNITED PROP Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan was prepared by me or wider my direct supervision and that I am a duly licensed LAND SURVEYOR under the laws of the State of Minnesota. Mark R Salo Date 10/06/08 Lianas Na 43933 W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1408.937-5150 Westvwod www.westwoodps.com Issues and Reyisions: 09WOtl PER CITY COMMENTS IN WRCOLNPSaSPOWPERCM PRELIMINARY PLAT Commiik No. 75372-07230 Drawn by - Che6ed by - SHEET C2 20061094.01PPP01.dwg NOTE: PUBLIC 10' WIDE BITUMINOUS TRAIL Tr) PF PnNCTPI ICTFn W /QITF PHASE TWO PARKING GARAGE \ \ PROPOSED SANITARY FORCE MAIN SEWER EASEMENT 3 LEVELS \\ \ 1 ® GRADE \ \ \ 2 STRUCTURED \ \ 443 PARKING STALLS 2 LEVEL PROOF 480 OUTLOT A \ \ \ +288 BUILDING SETBACK LINE \ 731 TOTAL STALLS \ o PARKING SETBACK LINE -- - _ v \\� STORM SEWER EASEMENT I l C-A\PATIENT N \\ r I PICKUP/DROP 0EF- - "- - - - L \ I I RETAINING WALL \\ ---� RETAINING WALLI-------------- - - r- ��r'p. - 1 - - J 1111111TRUCK DOCK I W/ CONC. PAVEMENTAT-GRAI 11 \\\ 1 DELIVERY E 0 a 1 ACCESS 1 masa I 5 1 ► I T I PHASE TWO BUILDING 120ft x 200ft 44.8 1 24,000 sf/fPHASE ONE BUILDING 1 x FLRS LOT 1 120ft x 200ft I R 1 72,000 sf (Ph. 2)24,000 sf 3FLRS fl 26 I I + + \ x +88.000 sf (Ph. 11 BLOCK 1 72,000 sf 1 1 160,000 sf TOTAL y I \ 1 (TYP•) +1688 0 sf 000 sf2PHASEYLINK) ONETOTAL I I FFE = 894.3 j 1 FFE = 894.3 MIN - 77 g• J : .J Milt j FF 96.0 a 6, � � 6, o �i 2 .h 1 10.6 14 r 1 1 e gq ga g 12 \ 26.0' 12 10.0' _ - -►{ 9.0to \ I (TYP.) c14 - J Y I 12.0'----------- D d 33.8' CONNECT TO EXISTING BITUMINOUS TRAIL = Site Legend EXISTING PROPOSED a� 4 R1119M PROPERTY LINE LOT LINE SETBACK LINE EASEMENT LINE CURB AND GUTTER POND NORMAL WATER LEVEL RETAINING WALL FENCE CONCRETE PAVEMENT CONCRETE SIDEWALK HEAVY DUTY BITUMINOUS PAVEMENT NORMAL DUTY BITUMINOUS PAVEMENT NUMBER OF PARKING STALLS TRANSFORMER SITE LIGHTING TRAFFIC SIGN POWER POLE BOLLARD / POST INNINFIEVIN 0 Site Details 1 B612 CURB & GUTTER 2 B618 CURB & GUTTER 3 MOUNTABLE CURB & GUTTER 4 D418 CURB & GUTTER 5 BITUMINOUS CURB 6 INTEGRAL CURB AND WALK 7 CONCRETE CROSS GUTTER 8 ENTRANCE THRU CURB AND GUTTER 9 PRIVATE CONCRETE SIDEWALK 10 PEDESTRIAN CURB RAMP 11 ACCESSIBLE DROPPED PEDESTRIAN RAMP 12 CROSS WALK STRIPING 13 TEMPORARY BITUMINOUS CUL-DE-SAC 14 TRAFFIC ARROW 15 PAINTED STOP BAR AND STOP SIGN POST BASE 16 HANDICAP ACCESSIBLE SIGNAGE AND STRIPING 17 PRECAST CONCRETE WHEEL STOP 18 TYPE 3 BARRICADE 19 BOLLARD 20 PAVEMENT SECTIONS 21 BITUMINOUS TRAIL SIGN , ® 2008 Westwood Professional Services, Inc 1. PARKING LOT STRIPING SHALL BE 4" WIDE COLOR WHITE, TWO COATS OF 10' WIDE BITUMINOUS TRAIL PAINT. CONTRACTOR SHALL PAINT ANY/ALL DIRECTIONAL TRAFFIC ARROWS AS SHOWN IN WHITE (TWO COATS). 2. ACCESSIBLE PARKING PROVIDED PER ADA CODE. CONTRACTOR SHALL PAINT t ALL ACCESSIBLE STALLS, ACCESSIBLE LOGOS AND CROSS HATCH ACCESSIBLE LOADING AISLES WITH BLUE PAVEMENT MARKING PAINT (TWO COATS). 3. ALL SIGNS SHALL INCLUDE POST, CONCRETE FOOTING AND CASING WHERE REQUIRED. CONCRETE CASING REQUIRED IN LOCATIONS WHERE POST IS NOT t PROTECTED BY CURB. 4. ALL STOP SIGNS SHALL INCLUDE A 24" WIDE PAINTED STOP BAR IN WHITE PAINT (TWO COATS) PLACED AT THE STOP SIGN LOCATION, A MINIMUM OF 4' FROM CROSSWALK. ALL STOP BARS SHALL EXTEND FROM DIRECTIONAL TRANSITION BETWEEN LANES TO THE CURB. 5. ALL SIGNS SHALL BE BE PLACED 18" BEHIND THE BACK OF CURB UNLESS OTHERWISE NOTED. I I I I I RETAINING WALL I � I OUTLOT B / I / I / � I / � I II / STORM WATER POND \ NWL=866.4 �. H WL=870.2 - - -------------- O O In LIFT STATION s.,o Sign Legend (Refer to MnDOT Details) REFERENCE SIZE MnDOT DESIGNATION Call 48 Hours before digging: STOP SIGN 30" X GOPHER STATE ONE CALL R1-1 S.2 HANDICAP ACCESSIBLE Twin City Area 651-454-0002 X 18" R7 -8M Mn. Toll Free 1-800-252-1166 NO PARKING _ General Site Notes /06 \ S.4 DO NOT ENTER 30" X 1. BACKGROUND INFORMATION FOR THIS PROJECT PROVIDED BY WESTWOOD I BEGIN ONE WAY 24" PROFESSIONAL SERVICES. 30" R6 -X1 S.6 KEEP RIGHT 24" I 2. LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS S.7 HAZARD MARKER 18" SHOWN ON THIS PLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY I X4-2 S.8 SITE CONDITIONS AND UTILITY LOCATIONS PRIOR TO 30" / 30" EXCAVATION/CONSTRUCTION. IF ANY DISCREPANCIES ARE FOUND, THE S.9 RIGHT LANE MUST TURN RIGHT 30" ENGINEER SHOULD BE NOTIFIED IMMEDIATELY. 30" R3-6 (R/L) SAO PEDESTRIAN CROSSING 30" X 3. REFER TO BOUNDARY SURVEY FOR LOT BEARINGS, DIMENSIONS AND AREAS. S.11 YIELD 4. ALL DIMENSIONS ARE TO FACE OF CURB OR EXTERIOR FACE OF BUILDING 24" R1-2 UNLESS OTHERWISE NOTED. 00 5. REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND L LOCATIONS OF EXITS, RAMPS, AND TRUCK DOCKS. 6. ALL CURB RADII ARE SHALL BE 4.0 FEET (TO FACE OF CURB) UNLESS IT OTHERWISE NOTED. 7. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 0 Q 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING O TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGGERS AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OF THESE DEVICES SHALL BE APPROVED BY THE CITY AND ENGINEER PRIOR TO PLACEMENT. TRAFFIC 0 CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS. 9. BITUMINOUS PAVEMENT AND CONCRETE SECTIONS TO BE IN ACCORDANCE WITH U THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. T U Q 10. CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES. 11. SITE LIGHTING SHOWN ON PLAN IS FOR REFERENCE ONLY. REFER TO LIGHTING PLAN PREPARED BY OTHERS FOR SITE LIGHTING DETAILS AND PHOTOMETRICS. I 4 Signage and Striping Notes MENEEMEMEN 1. PARKING LOT STRIPING SHALL BE 4" WIDE COLOR WHITE, TWO COATS OF 10' WIDE BITUMINOUS TRAIL PAINT. CONTRACTOR SHALL PAINT ANY/ALL DIRECTIONAL TRAFFIC ARROWS AS SHOWN IN WHITE (TWO COATS). 2. ACCESSIBLE PARKING PROVIDED PER ADA CODE. CONTRACTOR SHALL PAINT t ALL ACCESSIBLE STALLS, ACCESSIBLE LOGOS AND CROSS HATCH ACCESSIBLE LOADING AISLES WITH BLUE PAVEMENT MARKING PAINT (TWO COATS). 3. ALL SIGNS SHALL INCLUDE POST, CONCRETE FOOTING AND CASING WHERE REQUIRED. CONCRETE CASING REQUIRED IN LOCATIONS WHERE POST IS NOT t PROTECTED BY CURB. 4. ALL STOP SIGNS SHALL INCLUDE A 24" WIDE PAINTED STOP BAR IN WHITE PAINT (TWO COATS) PLACED AT THE STOP SIGN LOCATION, A MINIMUM OF 4' FROM CROSSWALK. ALL STOP BARS SHALL EXTEND FROM DIRECTIONAL TRANSITION BETWEEN LANES TO THE CURB. 5. ALL SIGNS SHALL BE BE PLACED 18" BEHIND THE BACK OF CURB UNLESS OTHERWISE NOTED. I I I I I RETAINING WALL I � I OUTLOT B / I / I / � I / � I II / STORM WATER POND \ NWL=866.4 �. H WL=870.2 - - -------------- O O In LIFT STATION s.,o Sign Legend (Refer to MnDOT Details) REFERENCE SIZE MnDOT DESIGNATION S.1 STOP SIGN 30" X 30" R1-1 S.2 HANDICAP ACCESSIBLE 12" X 18" R7 -8M S.3 NO PARKING 12" X 12" R8-38 S.4 DO NOT ENTER 30" X 30" R5-1 S.5 BEGIN ONE WAY 24" X 30" R6 -X1 S.6 KEEP RIGHT 24" X 30" R4-7 S.7 HAZARD MARKER 18" X 18" X4-2 S.8 RIGHT TURN LANE 30" X 30" R3 -X1 S.9 RIGHT LANE MUST TURN RIGHT 30" X 30" R3-6 (R/L) SAO PEDESTRIAN CROSSING 30" X 30" W11-2 S.11 YIELD 24" X 24" R1-2 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642.9200 FAX (6 51) 642-1101 t i4 6 r ✓"r UNITED PROPERTIES M'aY Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan 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 MSnneaota. Ryan M Bdstrom DSM 10/06/08 u0mae m W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5922 �.y.��.1 TOLL FREE 1-668-937-5150 Westwood www.westwoodpsxom Issues and Reislms: W950 PERCJI COMMEN 09R g Nd.�a2 Aigh x levels I OWS PRO LINES AND STORM PER CIY PHASE TWO CIVIL SITE PLAN Commission No. 75372-07230 Drmm by LAT Checked by RME SHEET 20061094.01SPP01.dwg s • • • s 11 a- - —1 6_. _ VIIIIIIIII MW _ e� 2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 Notes 1. LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THIS PLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITY LOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANY DISCREPANCIES ARE FOUND. 2. CONTRACTORS SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF VESTIBULE, SLOPED PAVEMENT, EXIT PORCHES, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS, EXACT BUILDING UTILITY ENTRANCE LOCATIONS, AND EXACT LOCATIONS AND NUMBER OF DOWNSPOUTS. 3. ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARD SPECIFICATIONS FOR TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION" AS PREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA. 4. ALL DISTURBED UNPAVED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL AND SOD OR SEED. THESE AREAS SHALL BE WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. SEE LANDSCAPE PLAN FOR PLANTING AND TURF ESTABLISHMENT. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OF THESE DEVICES SHALL BE APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS. 6. ALL SLOPES SHALL BE GRADED TO 3:1 OR FLATTER, UNLESS OTHERWISE INDICATED ON THIS SHEET. 7. CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING AND PROVIDE A SMOOTH FINISHED SURFACE WITH UNIFORM SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN OR BETWEEN SUCH POINTS AND EXISTING GRADES. 8. SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS & GUTTER FLOW LINE UNLESS OTHERWISE NOTED. PROPOSED CONTOURS ARE TO FINISHED SURFACE GRADE. 9. SEE GEOTECHNICAL REPORT FOR PAVEMENT THICKNESSES AND HOLD DOWNS. 10. CONTRACTOR SHALL DISPOSE OF ANY EXCESS SOIL MATERIAL THAT EXISTS AFTER THE SITE GRADING AND UTILITY CONSTRUCTION IS COMPLETED. THE CONTRACTOR SHALL DISPOSE OF ALL EXCESS SOIL MATERIAL IN A MANNER ACCEPTABLE TO THE OWNER AND THE REGULATING AGENCIES. 1 11. CONTRACTOR SHALL PROVIDED A STRUCTURAL RETAINING WALL DESIGN CERTIFIED BY A LICENSED PROFESSIONAL ENGINEER. 12. ALL CONSTRUCTION SHALL CONFORM TO LOCAL, STATE AND FEDERAL RULES INCLUDING THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS. 13. PRIOR TO PLACEMENT OF ANY STRUCTURE OR PAVEMENT, A PROOF ROLL, AT MINIMUM, WILL BE REQUIRED ON THE SUBGRADE. PROOF ROLLING SHALL BE ACCOMPLISHED BY MAKING MINIMUM OF 2 COMPLETE PASSES WITH FULLY -LOADED TANDEM -AXLE DUMP TRUCK, OR APPROVED EQUAL, IN EACH OF 2 PERPENDICULAR DIRECTIONS WHILE UNDER SUPERVISION AND DIRECTION OF THE INDEPENDENT TESTING LABORATORY. AREAS OF FAILURE SHALL BE EXCAVATED AND RECOMPACTED AS SPECIFIED HEREIN. 14. EMBANKMENT MATERIAL PLACED BENEATH BUILDINGS AND STREET OR PARKING AREAS SHALL BE COMPACTED IN ACCORDANCE WITH THE SPECIFIED DENSITY METHOD AS OUTLINED IN MNDOT 2105.3F1 AND THE REQUIREMENTS OF THE n GEOTECHNICAL ENGINEER. A 15. EMBANKMENT MATERIAL NOT PLACED IN THE BUILDING PAD, STREETS OR n PARKING AREA, SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE ORDINARY COMPACTION METHOD AS OUTLINED IN MNDOT 2105.3F2. 16. ALL SOILS AND MATERIALS TESTING SHALL BE COMPLETED BY AN INDEPENDENT GEOTECHNICAL ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS AND INSPECTIONS WITH THE GEOTECHNICAL ENGINEER. Grading Legend EXISTING PROPOSED — — PROPERTY LINE —^ "`"-'980— - x'980— INDEX CONTOUR ---982— X982 INTERVAL CONTOUR CURB AND GUTTER POND NORMAL WATER LEVEL — SILT FENCE Sro STORM SEWER FLARED END SECTION (WITH RIPRAP) war - WATER MAIN ---SAN—- ►- - - SANITARY SEWER RETAINING WALL RETAINING WALL ►►► DRAIN TILE — — — — RIDGE LINE —•-� --- GRADING LIMITS ROCK CONSTRUCTION ENTRANCE EROSION CONTROL BLANKET TURF REINFORCEMENT MAT x91''0 x91.00 SPOT ELEVATION 1.50% FLOW DIRECTION TOP AND BOTTOM OF RETAINING WALL E.O.F. EMERGENCY OVERFLOW 85.00 0 SB -19 O SB -19 SOIL BORING LOCATION OINLET PROTECTION Erosion Control Notes 1. SILT FENCE WILL BE INSTALLED AROUND SITE IN ALL FILL AREAS AND LOCATIONS WHERE STORM WATER RUNOFF MAY LEAVE THE SITE, PRIOR TO ANY EXCAVATION/CONSTRUCTION ACTIVITIES. 2. ROCK CONSTRUCTION ENTRANCE WILL BE INSTALLED AT ALL CONSTRUCTION ENTRANCES. 3. SILTATION AND EROSION CONTROL: THE CONTRACTOR SHALL ASSUME COMPLETE RESPONSIBILITY FOR CONTROLLING ALL SILTATION AND EROSION OF THE PROJECT AREA. THE CONTRACTOR SHALL USE WHATEVER MEANS NECESSARY TO CONTROL THE EROSION AND SILTATION INCLUDING BUT NOT LIMITED CATCH BASIN INSERTS, ROCK CONSTRUCTION ENTRANCES, EROSION CONTROL BLANKET, AND SILT FENCE. CONTROL SHALL COMMENCE WITH GRADING AND CONTINUE THROUGHOUT THE PROJECT UNTIL ACCEPTANCE OF THE WORK BY THE OWNER. THE CONTRACTOR'S RESPONSIBILITY INCLUDES ALL IMPLEMENTATION AS REQUIRED TO PREVENT EROSION AND THE DEPOSITING OF SILT. THE OWNER MAY DIRECT THE CONTRACTOR'S METHODS AS DEEMED FIT TO PROTECT PROPERTY AND IMPROVEMENTS. ANY DEPOSITION OF SILT OR MUD ON NEW OR EXISTING PAVEMENT OR IN EXISTING STORM SEWERS OR SWALES SHALL BE REMOVED AFTER EACH RAIN AFFECTED AREAS SHALL BE CLEANED TO THE SATISFACTION OF THE OWNER, ALL AT THE EXPENSE OF THE CONTRACTOR. ALL TEMPORARY EROSION CONTROL SHALL BE REMOVED BY THE CONTRACTOR AFTER THE TURF IS ESTABLISHED. 4. CONTRACTOR SHALL INSTALL TEMPORARY INLET PROTECTION (WIMCO OR EQUIVALENT) AROUND ALL CATCH BASIN GRATE INLETS, AFFECTED BY THIS CONSTRUCTION. 5. ALL UNPAVED AREAS ALTERED DUE TO CONSTRUCTION ACTIVITIES MUST BE RESTORED WITH SEED AND MULCH, SOD, WOOD FIBER BLANKET OR BE HARD SURFACE WITHIN 2 WEEKS OF COMPLETION OF CONSTRUCTION. 6. FOR AREAS WITH SLOPE OF 3:1 OR GREATER, RESTORATION WITH SOD OR WOOD FIBER BLANKET IS REQUIRED. 7. PUBLIC STREETS USED FOR HAULING SHALL BE KEPT FREE OF SOIL AND DEBRIS. STREET SWEEPING SHALL BE COMPLETED DAILY. 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 ;t ' R 1 ' E ` Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan was prepared by me or under my direct supervision and that I a n a duly licensed PROFESSIONAL HNCANEM tinder the laws of the State of Minnesota. Rym hL Edshom Dies 10/06/08 Ltcwm No. 45898 W Westwood Professional Services, Inc. 7699 Anagram DriveEden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE t-SM937-5150 Westwood www.westwoodps.ca„ Issues and RevWs NA050 PER CITY co A 09'2409 PaMwmel and Bi�xxlerlercls 100608 BCOLWBEa M MPERMY PHASE TWO GRADING DRAINAGE AND EROSION CONTROL PLAN Commission No. 75372-07230 Dfm by LAT Checked by RME SHEET C4 20061094.01 GDP01. dwg \ \ 8" PVC PLUG \ IE=859.1 16" DIP P U� � \\ \ \ I �\ PROPOSED \ \\ 20' EASEMENT \ \ MH -8 \ \ \ \ RE=908.2 \ \ IE=858.6 - \ \ POSSIBLE SANITARY SEWER \ \ FORCE MAIN ALIGNMENT \ BY OTHERS _ - - ------------- �\ PHASE TWO PARKING GARAGE 3 LEVELS CBMH-6� 1 ® GRADE MH -4 I \ 2 STRUCTURED RE=894.1 \ IE=878.8 \ 443 PARKING STALLS FES -57 PROPOSED MH -5 \ 2 LEVEL PROOF MH -7 MH -6 r - IIE=888.0 RETAINING WALL RE=892.9 \ \ 480 RE=892.4 RE=893.0 1 IE=879.60 - - H-54 - J \ +288 IE=881.40 IE=880.67 _ , -' ►►- 731 TOTAL STALLS 1L CBMH 10 - - - STMH-56► - -- - - _ -- - - - _ _ _ _ . '-►► , - - - MH -55 ► Ste` S S \ _ d CBMH-11A ►► ► 8 `► D ,►►-►► CRMH� CRLAH-R rMlu-7 �• �1 SAN SERVICE 1 \\ u IE=885.0a © 8 W M• 1 T 1 CBMH-11 0❑ 1 SAN SERVICE I 1 IE=884.3 \ 1 PHASE TWO BUILDING 120ft x 200ft 1 1 24,000 sf/flr 1 \ 1 18 RD -12A x 3 FLRS \ RD- 72,000 sf (Ph. 2) 1 I C H 1 +88.000 sf (Ph. 11 I 1 160,000 sf TOTAL 1 FFE = 894.3 I FFE - 5.0 1 1 _ 1 ty �F�W6b 6.b & M. 1 I 1 I \ 1 4' PP 9, 9, 4 0 PHASE ONE BUILDING 120ft x 200ft 24,000 sf/flr x 3 FLRS 72,000 sf +16.000 sf ( STORY LINK) 88,000 sf PHASE ONE TOTAL FFE = 894.3 C B"W�1 ------ B B H 0 \ B - 3 B H 1 -- CBMH-24 \ _-------- In IIIIIIJLLi STMH-26 Storm Sewer MH LIVER EX. SAN SEWER EX. STUB IE=850.00 15 H-1 E=8 IE (E, EXISTING CULVERT IE=g TO BE REMOVED DROP MH -3 RE=896.7 1 IE=872.7 IE=857.3 I I MH -2 RE=887.1 I E=856. I CBMI I CBMH-fl 3, 38 / STMH-53 Key Utility Crossings 1a RET. WALL = 892.4 10 8" SAN = 857.25 RCP 12" STO = 889.9 888.23 8" WAT = 887.98 N DIF. - 1.2' 12B RD DIF - 30.0' a 21" STO = 886.90 <aE 8" SAN = 857.20 12B 8" SAN = 884.3 S 24" STO = 880.70 11 DIF - 1.9' 12 20 DIF - 22.8' Q 24" STO = 881.98 12 24" STO = 880.58 12 8" SAN = 879.20 0.70 8" WAT = 887.26 RCP DIF - 3.0' 887.45 886.82 DIF - 4.5' ® 24" STO = 881.52 13 8" SAN = 856.55 21 8" WAT = 885.23 892.97 15" STO = 883.64 11 DIF - 3.0' S 886.82 W 889.80 SE DIF - 26.4' a5 8" SAN = 857.50 <aj 15" STO = 883.18 885.86 12" STO = 891.55 885.86 8" WAT = 879.90 878.89 DIF - 33.4' 880.43 DIF - 2.6' © 8" SAN = 857.40 15 8" WAT = 874.63 11 24" STO = 885.11 887.60 8" SAN = 856.09 887.60 DIF - 2.70' 887.73 DIF - 17.8' a7 12" STO = 890.35 16 18" STO = 874.12 890.57 8" WAT = 889.1 15 8" WAT = 869.84 887.27 DIF - 1.5' 14 CBMH DIF - 3.6' 15 *LOWER WM TO 888.15 RCP 889.30 885.79 884 23 14 885.79 17 8" SAN = 855.55 ® 12" STO = 892.00 3.50 18" STO = 874.40 RCP 24" STO = 883.69 882.69 DIF - 18.2' S DIF - 0.6' NW 4 CBMH 3 1.90 24 128 18 12" STO = 888.10 a9 24 STO = 883.75 W 8" WAT = 883.48 51 8" WAT = 889.54 1 0.25 1 DIF - 3.9' 1 RCP DIF - 3.7' 1 860.11 1 860.01 1 51 860.11 ELEVATIONS NOTED FOR WATER, STORM AND SANITARY ARE AT THE INVERT 24 CBMH 26 DIF. DENOTES CLEARANCE BETWEEN PIPES/WALL 131 r ---.- ---- --- ---- - - Mr_ -- -----� 14 1 I � I I � I I I I / I / I STMH-52�-PROPOSED ♦/ ►► / RETAINING WALL �. STMH-3 U►\ I Q FES -1 W/ RIPRAP STORM WATER POND EX. ►► 2 IE=866.1 NWL=866.4 \ HWL=870.2 y � -IE- - - - - - - - - - -- -- - -_ 10 CB H-16 FE. CBMH 9 ° EX. �- IE=8 5.72 EX. 62-18" PVC OCS-30 B H 5 REMOVE PL G & A SDR 18 © 0.40% STMH-31 CONNECT T EX. 18" PVC PLUG EX. 35'-8" PVC 16" DIP WM IE=839.76 FES -3: SDR 26 0.40 CBMH-18 CBMH-17 IFT SITATION a a J- -- STA. 88+23 49'R RELOCATE EX. _ RE- EX. MH -18 IE E=849.86o STA. 88+00 50'R IE = CURB PER CITY BACK OF RE -8:72.4e IE S=849.11 " IF N=248 S 18" IE S=840.10 EX. 198'-8" P EX. 16" B.V. -� 6 0,40% o EX. 16"x 16" CROSS DD DD D DD EX 16" 8" REDUCER EX. UTILITY INFORMATION EX. 16" B.V. TAKEN FROM MNDOT PLANS DATED 02/14/06 EX. 8" PVC EX. 8" DIP IE=850.00 PLUG - - - - - Utility Legend -1 Structure Drains ToSlope Pipe Pipe Pipe Rim Elevation Invert Elev. Pipe inverts in/out No. Type Structure No. % Dia(in.) Length Material Up Structure Up Structure Dn.Structure of structure# Invt 2 Dir Inv 3 12A RD 12 1.00 12 7 RCP 894.30 888.30 888.23 12A 888.30 N 884.71 12B RD 12 2.50 15 34 RCP 895.00 888.70 887.85 12B 888.70 S S 11A CBMH 11 1.00 12 20 RCP 908.00 890.00 889.80 11A 890.00 NW 883.09 12 CBMH 11 0.70 21 90 RCP 891.46 887.45 886.82 12 887.45 E 887.85 N 888.23 S 11 CBMH 10 0.80 21 120 RCP 892.97 886.82 885.86 11 886.82 S 886.82 W 889.80 SE 10 CBMH 9 0.80 21 144 RCP 891.94 885.86 884.71 10 885.86 S 885.86 N 9 CBMH 8 0.90 21 77 RCP 892.91 884.71 884.02 9 884.71 S 884.71 N 8 CBMH 7 1.00 21 93 RCP 889.76 884.02 883.09 8 884.02 S 884.02 N 7 CBMH 7A 1.00 21 47 RCP 892.53 883.09 882.62 7 883.09 S 883.09 N 7A STMH 5 1.00 24 199 RCP 894.00 882.42 880.43 7A 882.42 S 882.62 N 6 CBMH 5 3.00 12 88 RCP 900.20 893.20 890.56 6 893.20 SW 883.00 882.74 5 CBMH 4 1.25 24 123 RCP 895.17 880.43 878.89 5 880.43 S 880.43 W 690.56 NE 15A RD 15 3.00 12 11 RCP 894.30 887.60 887.27 15A 887.60 W 887.73 E 15 CBMH 14 3.20 12 40 RCP 890.57 887.27 885.99 15 887.27 S 887.27 E 14 CBMH 13 1.70 15 92 RCP 889.30 885.79 884 23 14 885.79 SE 885.99 N 13 CBMH 4 3.50 15 44 RCP 887.80 884.23 882.69 13 884.23 S 884.23 NW 4 CBMH 3 1.90 24 128 RCP 887.80 878.89 876.46 4 878.89 W 878.89 E 882.69 N 51 STMH 50 1 0.25 1 30 42 1 RCP 872.50 1 860.11 1 860.01 1 51 860.11 SW 860.51 NE 24 CBMH 26 0.45 12 202 RCP 894.50 891.20 890.29 24 891.20 W 23 CBMH 26 0.45 15 80 RCP 895.90 892.00 891.64 23 892.00 N 22 CBMH 21 1.00 12 72 RCP 895.90 886.80 886.08 22 886.80 S 21 CBMH 20 1.50 15 134 RCP 890.65 885.88 883.87 21 885.88 S 886.08 N 20 CBMH 19 2.00 15 205 RCP 889.67 883.87 879.77 20 883.87 SW 883.87 N 19 CBMH 16 2.00 18 95 RCP 886.40 875.70 873.80 19 875.70 S 879.77 NE 882.74 NW 877.00 866.36 866.10 3 866.36 ISWI 868.96 NW1 876.46 E VERTICAL UTILITY SEPARATION 25 CBMH 19 0.50 12 53 RCP 886.65 883.00 882.74 25 883.00 SE 18 CBMH 17 1.00 12 46 RCP 875.75 872.00 871.54 18 872.00 S --- FM FM 17 CBMH 16 1.00 12 54 RCP 875.70 871.54 871.00 17 871.54 E 871.54 N 16 CBMH 1 3 2.00 1 18 82 RCP 877.84 870.60 868.96 16 870.60 ISE1 871.00 W 1 873.80 N 3 STMH 1 0.80 1 33 33 RCP 877.00 866.36 866.10 3 866.36 ISWI 868.96 NW1 876.46 E VERTICAL UTILITY SEPARATION 57 FES 56 1.00 24 27 RCP 888.00 888.00 887.73 57 888.00 W 56 STMH 55 1.00 24 165 RCP 897.00 887.73 886.08 56 887.73 S 887.73 E 55 CBMH 54 1.00 24 133 RCP 893.80 886.08 884.75 55 886.08 SE 886.08 N 54 STMH 53 1.00 24 136 RCP 897.00 884.75 883.39 54 884.75 S 884.75 NW 53 STMH 52 6.60 24 241 RCP 898.50 883.39 867.48 53 883.39 W 883.39 N 52 STMH 51 2.20 24 317 RCP 872.00 867.48 860.51 52 867.48 SW 867.48 E 51 STMH 50 1 0.25 1 30 42 1 RCP 872.50 1 860.11 1 860.01 1 51 860.11 SW 860.51 NE EXISTING - - PROPOSED - - PROPERTY LINE ---------- EASEMENT LINE CURB AND GUTTER ► 1111111 SANITARY SEWER --- FM FM SANITARY SEWER FORCE MAIN ---sro STORM SEWER -war- 11 WATER MAIN Imo} HYDRANT c.t9 GAS ----PUC ---------PUG- UNDERGROUND ELECTRIC ----'PCH---"--- POH OVERHEAD ELECTRIC --ruc 7f7G UNDERGROUND TELEPHONE -rcH lav OVERHEAD TELEPHONE -----FOP - FOP TELEPHONE FIBER OPTIC -- --cry -- cry CABLE TELEVISION ►►► DRAIN TILE Da GATE VALVE ®PIO. FLARED END SECTION (WITH RIPRAP) �}E LIGHT POLE VERTICAL UTILITY SEPARATION 0' 50' 100' 150' NOT FOR CONSTRUCTION General Notes C 2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 1. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION SHALL NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OF DISCREPANCIES. 2. ALL SANITARY SEWER, STORM SEWER AND WATER MAIN INSTALLATIONS SHALL BE PER MINNESOTA PLUMBING CODE AND IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION AND SANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA. 3. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL OBTAIN THE NECESSARY FEDERAL, STATE AND LOCAL PERMITS FOR THE PROPOSED WORK OR VERIFY WITH THE OWNER OR ENGINEER THAT PERMITS HAVE BEEN OBTAINED. PERMIT FEES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR UNLESS OTHERWISE ARRANGED WITH THE OWNER. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF DOORWAYS, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY CONNECTION LOCATIONS. 5. ALL PRIVATE UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE APPROPRIATE UTILITY COMPANY. THE CONTRACTOR SHALL COORDINATE THE SERVICE LINE CONSTRUCTION WITH THE UTILITY COMPANIES. 6. CONTRACTOR SHALL OBTAIN ALL NECESSARY CITY PERMITS FOR UTILITY CONNECTIONS, AND UTILITIES SHALL BE INSPECTED AND APPROVED BY THE CITY. THE CITY SHALL BE NOTIFIED 48 -HOURS PRIOR TO COMMENCING WITH THE UTILITY CONSTRUCTION OR ANY REQUIRED TESTING. CONTRACTOR SHALL NOT OPERATE, INTERFERE WITH, CONNECT ANY PIPE OR HOSE TO, OR TAP ANY WATER MAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSE CONSEQUENCES OF SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE TO BE THE RESPONSIBILITY OF THE CONTRACTOR. 7. WATER MAIN LENGTHS AS SHOWN ARE APPROXIMATE HORIZONTAL LENGTHS. ALLOW FOR ADDITIONAL PIPE WHEN INSTALLING ON SLOPES OR WHEN DEFLECTIONS ARE REQUIRED. THE JOINT DEFLECTIONS SHALL NOT EXCEED THE MAXIMUM RECOMMENDED BY THE PIPE MANUFACTURER OR BY LOCAL GOVERNING SPECIFICATIONS. FITTINGS REQUIRED TO CONSTRUCT WATER MAIN SHALL BE INCLUDED IN WATER MAIN CONSTRUCTION. 8. PROVIDE WATER MAIN THRUST RESTRAINTS PER CITY STANDARD REQUIREMENTS. 9. A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATER MAIN CROSSINGS WITH SANITARY SEWER OR STORM SEWER. 10. UTILITY SERVICES TYPICALLY TERMINATE 5' OUTSIDE BUILDING WALL UNLESS OTHERWISE SHOWN OR NOTED. 11. ALL MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE CITY. 12. ALL WATER LINES SHALL BE DUCTILE IRON WRAPPED IN POLYETHYLENE, CLASS 52 WITH 7.5' MINIMUM COVER. PROVIDE MINIMUM SEPARATION OF 18" FROM SANITARY SEWER & STORM SEWER. INSULATE WATER MAIN IF LESS THAN 7.5' OF COVER. 13. INSULATION SHALL BE DOW STYROFOAM HI BRAND 35 OR EQUIVALENT, WITH 4 INCHES OF THICKNESS. 14. SANITARY SEWER PIPE OUTSIDE THE BUILDING ENVELOPE SHALL BE POLYVINYL CHLORIDE (PVC) SDR 35 OR 26. SDR 26 IS REQUIRED FOR DEPTHS GREATER THAN 15 FEET. SANITARY SEWER PIPE WITHIN 5 FEET OF BUILDING AND UNDER FOOTINGS, PIPE SHALL BE PVC SCHEDULE 40. 15. STORM SEWER PIPE SHALL BE REINFORCED CONCRETE PIPE (CLASS 5 FOR PIPE DIAMETERS 18" AND SMALLER, CLASS 3 FOR PIPE DIAMETERS 21" AND LARGER UNLESS OTHERWISE NOTED) WITH R-4 GASKETS, OR HDPE STORM SEWER PIPE IF ALLOWED BY THE CITY. HDPE STORM PIPE SHALL MEET REQUIREMENTS OF AASHTO M294, TYPE S WITH WATERTIGHT CONNECTIONS. SEE PLAN FOR LOCATIONS WHERE RCP IS REQUIRED. PVC STORM SEWER PIPE SHALL BE SCHEDULE 40 PIPE. FLARED END SECTIONS SHALL BE RCP WITH TRASH GUARDS & RIP -RAP. 16. POST INDICATOR VALVES SHALL BE CLOW F-5750 (OR EQUIVALENT) MEETING AWWA STANDARD C509 AND CITY STANDARDS. VALVE TO BE MECHANICAL JOINT RESILIENT WEDGE GATE VALVE. POST TO BE ADJUSTABLE FOR 8 FEET WATER MAIN DEPTH. THE ELECTRICAL ALARM SWITCH SHALL BE PART NO. PCVS2 (OR EQUIVALENT). 17. AFTER CONSTRUCTION IS COMPLETED, THE CONTRACTOR SHALL PROVIDE THE OWNER WITH AN AS -BUILT RECORD OF UTILITY CONSTRUCTION. THE AS -BUILT SHALL INCLUDE LOCATION AND LENGTH DEVIATIONS OR CHANGES TO THE PLAN. CONTRACTOR TO VERIFY WITH OWNER OR ENGINEER WHETHER A PLAN WITH POST -CONSTRUCTION ELEVATIONS IS REQUIRED. A MIN. 2 CU. YDS. RIP -RAP CLASS 3 17�L 1/4 X 1" FLAT BAR (ROLLED TO PROVIDE OUTER RING) OUTSIDE MH WALL TO FLAT BAR = 1" PROVIDE 4-1/2" SS ANCHOR BOLTS W/CLIPS A HOT DIPPED GALVANIZED GRATE IN 2 SECTIONS �lll.9lsl�' - #5 SMOOTH BAR ® 4" O.C. EACH WA (PROVIDE 3-1/4" x 3-1/4" OPENING) PLAN RE=870.4 r 9" CONCRETE WEIR ----'-870.4 WITH V -NOTCHY (SEE CROSS 5a SECTION FOR DIMENSIONS) F1' _V -NOTCH IE=866.8 I.E.= 865.0 24" RCP ELEVATION IE=863.6 POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 UNITED PROPERTIES Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan was prepared by me or under my direct supervision and that I am a duly Bcensed PROFESSIONAL ENGINEER under the laws of the State of Minnesota. Ryan M Edstrom Date 10/06/08 Licmee No, 45898 W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN SS344 PHONE 952-937-5150 FAX 952-937-5822 �.y.�.��,8 TOLL FREE 1-888-937-5150 viest ood www.westwoodps.com Issues aid Reisiais wA s PER cirvcows 09r1s.'OB OCS Datil a Pad nwmil,nd high xaaleuxls M08000LPa&ST MPERCITY PHASE TWO UTILITY PLAN Commission No. 75372-07230 Dim by LAT Checked bu RME SHEET 5 20061094.01UTP01.dwg NOTE: \ PUBLIC 10' WIDE BITUMINOUS TRAIL TO BE CONSTRUCTED W/SITE ---\ \ OUTLOT A \ BUILDING SETBACK LINE \ \ PARKING SETBACK LINE \ _ - ------ �� - -- -may - - - -� - _ I ' � I \\A I I I LI I \\ \d I - - - RETAINING WALL PATI�_T I \\ I _------------ -PICK_UP_/OFF__-- T TRUCK DOCK I W/ CONC. PAVEMENT I \\\ r7 IT]FG u fi 73.2'\ 26.0, aaaN i• \ PHASE ONE BUILDING g V LOT 1 120ft x 200ft f \ BLOCK 1 24,000 sf/flr I II I x 3 FLRS 72,000 sf +16.000 sf (2 STORY LINK) 88,000 sf PHASE ONE TOTAL I ., ° FFE = 894.3 ft�T�°a o 9.0' (TYP.) t D 3 6 10.01 ---- to 00 \ SOW -LINEITYP. I� _ In 14/'/N/1 1 � � N PROJECT MONUMENT SIGN EXISTING 811111^ PROPOSED _ PROPERTY LINE (TYP.)- - -- Site Legend El Site Details 1 8612 CURB & GUTTER 2 8618 CURB & GUTTER 3 MOUNTABLE CURB & GUTTER 4 D418 CURB & GUTTER 5 BITUMINOUS CURB 6 INTEGRAL CURB AND WALK 7 CONCRETE CROSS GUTTER 8 ENTRANCE THRU CURB AND GUTTER 9 PRIVATE CONCRETE SIDEWALK 10 PEDESTRIAN CURB RAMP 11 ACCESSIBLE DROPPED PEDESTRIAN RAMP 12 CROSS WALK STRIPING 13 TEMPORARY BITUMINOUS CUL-DE-SAC 14 TRAFFIC ARROW 15 PAINTED STOP BAR AND STOP SIGN POST BASE 16 HANDICAP ACCESSIBLE SIGNAGE AND STRIPING 17 PRECAST CONCRETE WHEEL STOP 18 TYPE 3 BARRICADE 19 BOLLARD 20 PAVEMENT SECTIONS 21 BITUMINOUS TRAIL U Q 02008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 General Site Notes 1. BACKGROUND INFORMATION FOR THIS PROJECT PROVIDED BY WESTWOOD PROFESSIONAL SERVICES. 2. LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THIS PLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITY LOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. IF ANY DISCREPANCIES ARE FOUND, THE ENGINEER SHOULD BE NOTIFIED IMMEDIATELY. 3. REFER TO BOUNDARY SURVEY FOR LOT BEARINGS, DIMENSIONS AND AREAS. 4. ALL DIMENSIONS ARE TO FACE OF CURB OR EXTERIOR FACE OF BUILDING UNLESS OTHERWISE NOTED. 5. REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND LOCATIONS OF EXITS, RAMPS, AND TRUCK DOCKS. 6. ALL CURB RADII ARE SHALL BE 4.0 FEET (TO FACE OF CURB) UNLESS OTHERWISE NOTED. 7. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGGERS AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OF THESE DEVICES SHALL BE APPROVED BY THE CITY AND ENGINEER PRIOR TO PLACEMENT. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS. 9. BITUMINOUS PAVEMENT AND CONCRETE SECTIONS TO BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. 10. CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES. 11. SITE LIGHTING SHOWN ON PLAN IS FOR REFERENCE ONLY. REFER TO LIGHTING PLAN PREPARED BY OTHERS FOR SITE LIGHTING DETAILS AND PHOTOMETRICS. Signage and Striping Notes 10` WIDE BITUMINOUS TRAIL 1. PARKING LOT STRIPING SHALL BE 4" WIDE COLOR WHITE, TWO COATS OF PAINT. CONTRACTOR SHALL PAINT ANY/ALL DIRECTIONAL TRAFFIC ARROWS AS SHOWN IN WHITE (TWO COATS). 2. ACCESSIBLE PARKING PROVIDED PER ADA CODE. CONTRACTOR SHALL PAINT ALL ACCESSIBLE STALLS, ACCESSIBLE LOGOS AND CROSS HATCH ACCESSIBLE LOADING AISLES WITH BLUE PAVEMENT MARKING PAINT (TWO COATS). 3. ALL SIGNS SHALL INCLUDE POST, CONCRETE FOOTING AND CASING WHERE t REQUIRED. CONCRETE CASING REQUIRED IN LOCATIONS WHERE POST IS NOT PROTECTED BY CURB. 4. ALL STOP SIGNS SHALL INCLUDE A 24" WIDE PAINTED STOP BAR IN WHITE PAINT (TWO COATS) PLACED AT THE STOP SIGN LOCATION, A MINIMUM OF 4' F - - - - _ _ _ _ _ __ _ _FROM CROSSWALK. ALL STOP BARS SHALL EXTEND FROM DIRECTIONAL - TRANSITION BETWEEN LANES TO THE CURB. 5. ALL SIGNS SHALL BE BE PLACED 18" BEHIND THE BACK OF CURB UNLESS OTHERWISE NOTED. I I RETAINING WALL I � I I I OUTLOT B I / I / I � I I STORM WATER POND NWL=866.4 _ / - - - - - - HWL=870.2 0 CS to LIFT STATION 5.,o Sign Legend (Refer to MnDOT Details) REFERENCE EXISTING PROPOSED S.1 STOP SIGN 30" X PROPERTY LINE R1-1 -------- HANDICAP ACCESSIBLE LOT LINE X 18" R7 -8M S.3 SETBACK LINE 12" - - - ------ - - EASEMENT LINE S.4 - -- - 30" CURB AND GUTTER 30" R5-1 - BEGIN ONE WAY POND NORMAL WATER LEVEL X 30" R6 -X1 RETAINING WALL KEEP RIGHT 24" -- x x- - -X-X- FENCE S.7 HAZARD MARKER 18" CONCRETE PAVEMENT 18" X4-2 S.8 CONCRETE SIDEWALK 30" X 30" HEAVY DUTY BITUMINOUS PAVEMENT S.9 RIGHT LANE MUST TURN RIGHT 30" NORMAL DUTY BITUMINOUS PAVEMENT 30" R3-6 (R/L) 6a NUMBER OF PARKING STALLS 30" X 0 TRANSFORMER S.11 YIELD 7( SITE LIGHTING 24" R1-2 T TRAFFIC SIGN ' POWER POLE BOLLARD / POST El Site Details 1 8612 CURB & GUTTER 2 8618 CURB & GUTTER 3 MOUNTABLE CURB & GUTTER 4 D418 CURB & GUTTER 5 BITUMINOUS CURB 6 INTEGRAL CURB AND WALK 7 CONCRETE CROSS GUTTER 8 ENTRANCE THRU CURB AND GUTTER 9 PRIVATE CONCRETE SIDEWALK 10 PEDESTRIAN CURB RAMP 11 ACCESSIBLE DROPPED PEDESTRIAN RAMP 12 CROSS WALK STRIPING 13 TEMPORARY BITUMINOUS CUL-DE-SAC 14 TRAFFIC ARROW 15 PAINTED STOP BAR AND STOP SIGN POST BASE 16 HANDICAP ACCESSIBLE SIGNAGE AND STRIPING 17 PRECAST CONCRETE WHEEL STOP 18 TYPE 3 BARRICADE 19 BOLLARD 20 PAVEMENT SECTIONS 21 BITUMINOUS TRAIL U Q 02008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 General Site Notes 1. BACKGROUND INFORMATION FOR THIS PROJECT PROVIDED BY WESTWOOD PROFESSIONAL SERVICES. 2. LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THIS PLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITY LOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. IF ANY DISCREPANCIES ARE FOUND, THE ENGINEER SHOULD BE NOTIFIED IMMEDIATELY. 3. REFER TO BOUNDARY SURVEY FOR LOT BEARINGS, DIMENSIONS AND AREAS. 4. ALL DIMENSIONS ARE TO FACE OF CURB OR EXTERIOR FACE OF BUILDING UNLESS OTHERWISE NOTED. 5. REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND LOCATIONS OF EXITS, RAMPS, AND TRUCK DOCKS. 6. ALL CURB RADII ARE SHALL BE 4.0 FEET (TO FACE OF CURB) UNLESS OTHERWISE NOTED. 7. ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGGERS AND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OF THESE DEVICES SHALL BE APPROVED BY THE CITY AND ENGINEER PRIOR TO PLACEMENT. TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS. 9. BITUMINOUS PAVEMENT AND CONCRETE SECTIONS TO BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. 10. CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES DURING CONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES. 11. SITE LIGHTING SHOWN ON PLAN IS FOR REFERENCE ONLY. REFER TO LIGHTING PLAN PREPARED BY OTHERS FOR SITE LIGHTING DETAILS AND PHOTOMETRICS. Signage and Striping Notes 10` WIDE BITUMINOUS TRAIL 1. PARKING LOT STRIPING SHALL BE 4" WIDE COLOR WHITE, TWO COATS OF PAINT. CONTRACTOR SHALL PAINT ANY/ALL DIRECTIONAL TRAFFIC ARROWS AS SHOWN IN WHITE (TWO COATS). 2. ACCESSIBLE PARKING PROVIDED PER ADA CODE. CONTRACTOR SHALL PAINT ALL ACCESSIBLE STALLS, ACCESSIBLE LOGOS AND CROSS HATCH ACCESSIBLE LOADING AISLES WITH BLUE PAVEMENT MARKING PAINT (TWO COATS). 3. ALL SIGNS SHALL INCLUDE POST, CONCRETE FOOTING AND CASING WHERE t REQUIRED. CONCRETE CASING REQUIRED IN LOCATIONS WHERE POST IS NOT PROTECTED BY CURB. 4. ALL STOP SIGNS SHALL INCLUDE A 24" WIDE PAINTED STOP BAR IN WHITE PAINT (TWO COATS) PLACED AT THE STOP SIGN LOCATION, A MINIMUM OF 4' F - - - - _ _ _ _ _ __ _ _FROM CROSSWALK. ALL STOP BARS SHALL EXTEND FROM DIRECTIONAL - TRANSITION BETWEEN LANES TO THE CURB. 5. ALL SIGNS SHALL BE BE PLACED 18" BEHIND THE BACK OF CURB UNLESS OTHERWISE NOTED. I I RETAINING WALL I � I I I OUTLOT B I / I / I � I I STORM WATER POND NWL=866.4 _ / - - - - - - HWL=870.2 0 CS to LIFT STATION 5.,o Sign Legend (Refer to MnDOT Details) REFERENCE SIZE MnDOT DESIGNATION S.1 STOP SIGN 30" X 30" R1-1 S.2 HANDICAP ACCESSIBLE 12" X 18" R7 -8M S.3 NO PARKING 12" X 12" R8-38 S.4 DO NOT ENTER 30" X 30" R5-1 S.5 BEGIN ONE WAY 24" X 30" R6 -X1 S.6 KEEP RIGHT 24" X 30" R4-7 S.7 HAZARD MARKER 18" X 18" X4-2 S.8 RIGHT TURN LANE 30" X 30" R3 -X1 S.9 RIGHT LANE MUST TURN RIGHT 30" X 30" R3-6 (R/L) S.10 PEDESTRIAN CROSSING 30" X 30" W11-2 S.11 YIELD 24" X 24" R1-2 x -!�illllllAiI� 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 x. UNITED PROP ERTIES Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan was prepared by me or ander my direct supervision and that I am a duly hcmwd PROFESSIONAL ENGINHER under the laws of the State of Minneaote. Ryan M Edstrom Date 10/06/08 Liceim Nm 45898 W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5622 -�.��y.�-�..��_�,�aa TOLL FREE 1-866-937-5150 W{,"ytw{♦f{♦la:a www.weriwoodpaI Issues and Recisions: NZO PERGTYCOMMENTS 09WS Pied, iW m:d high wWn Iwds Ia608 BCD LINES & STORM PER an PHASE ONE CIVIL SITE PLAN Commission No. 75372-07230 Drown by LAT Checked by _ RME SHEET C6 20061094.01SPP02.dwg PLANT SCHEDULE CODE QTY COMMON/BOTANICAL NAME SIZE NOTES 85— OVERSTORY — CAL. IN. SUM * Sugar Maple / Acer saccharum 2.5" BB SHRUBS Techny Al / Thuja occidentalis 'Techny' Money Juniper Juniperus chinensis Maney Mint Julep Juniper / Juniperus chinensis 'Mol Scandia Juniper / Juniperus sabina 'Scandia' Alpine Currant / Ribes alpinum Dwarf Bush Honeysuckle / Diervilla lonicera Dwarf Korean Lilac / Syringo meyeri 'Polibin' Common Purple Lilac / Syringa vulgaria Annabelle Hydrangea / Hydrangea orborescens 'Ann Cardinal Dogwood / Cornus sericea 'Cardinal' Compact American Viburnum / Viburnum trilobum ' Snowmound Spirea / Spiraea nipponica 'Snowmound Neon Flash Spirea / Spiraea japonica 'Neon Flash' Fire Light Spirea / Spiraea x 'Fire Light' REO — Red Oak / Quercus rubra 2.5" BB MAJ — WHO — * White Oak / Quercus alba 2.5" BB SCJ — BUO — * Bur Oak / Quercus macrocarpa 2.5" BB DBH — GSL — Greenspire Linden / Tilia cordata 'Greenspire' 2.5" BB COL — PRE — Princeton Elm / Ulmus americana 'Princeton' 2.5" BB CAD — O.C. CAV — HT., #2 SMS — 91ORNAMENTAL NFS — — CAL. IN. FLS — THT — Thornless Hawthorn / Crataegus crus—gall! inermis 1.5" BB 36" FVB — Fox Valley Birch / Betula nigra 'Little King' 1.5" BB O.C. SSC — Spring Snow Crabapple / Malus 'Spring Snow' 1.5" BB 48" PRC — Prairie Rose Crabapple / Malus 'Prairie Rose' 1.5" BB CONT. 36" O.C. 36" HT., #5 23 CONIFEROUS — CAL. IN. act' 36" CBS — * Colorado Blue Spruce / Picea pungens 7' HT., BB O.C. BHS — Black Hills Spruce / Picea glauca densato 7' HT., BB 36" WHIP — * White Pine / Pinus nigra 7' HT., BB CONT. 30" O.C. 18" SHRUBS Techny Al / Thuja occidentalis 'Techny' Money Juniper Juniperus chinensis Maney Mint Julep Juniper / Juniperus chinensis 'Mol Scandia Juniper / Juniperus sabina 'Scandia' Alpine Currant / Ribes alpinum Dwarf Bush Honeysuckle / Diervilla lonicera Dwarf Korean Lilac / Syringo meyeri 'Polibin' Common Purple Lilac / Syringa vulgaria Annabelle Hydrangea / Hydrangea orborescens 'Ann Cardinal Dogwood / Cornus sericea 'Cardinal' Compact American Viburnum / Viburnum trilobum ' Snowmound Spirea / Spiraea nipponica 'Snowmound Neon Flash Spirea / Spiraea japonica 'Neon Flash' Fire Light Spirea / Spiraea x 'Fire Light' 495 TEA — EXISTING CANOPY COVERAGE ON SITE — MAJ — 6' HT., BB MJJ — 48" SCJ — 24" ALC — CONT. DBH — O.C. DKL — SPRD., COL — O.C. ABH — SPRD., CAD — O.C. CAV — HT., #2 SMS — 30" NFS — 24" FLS — CONT. SHRUBS Techny Al / Thuja occidentalis 'Techny' Money Juniper Juniperus chinensis Maney Mint Julep Juniper / Juniperus chinensis 'Mol Scandia Juniper / Juniperus sabina 'Scandia' Alpine Currant / Ribes alpinum Dwarf Bush Honeysuckle / Diervilla lonicera Dwarf Korean Lilac / Syringo meyeri 'Polibin' Common Purple Lilac / Syringa vulgaria Annabelle Hydrangea / Hydrangea orborescens 'Ann Cardinal Dogwood / Cornus sericea 'Cardinal' Compact American Viburnum / Viburnum trilobum ' Snowmound Spirea / Spiraea nipponica 'Snowmound Neon Flash Spirea / Spiraea japonica 'Neon Flash' Fire Light Spirea / Spiraea x 'Fire Light' L r P i J A N � 0 PLANTING NOTES CONTRACTOR SHALL CONTACT GOPHER "ONE CALL" (651-454-0002 or 800-252-1166) TO VERIFY LOCATIONS OF I, IOV Jr YLKLNNIALJ EXISTING CANOPY COVERAGE ON SITE — ACTUAL LOCATION OF PLANT MATERIAL IS SUBJECT TO FIELD AND SITE CONDITIONS. 6' HT., BB NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE 48" O.C. 24" HT., #5 CONT. 36" O.C. 36" SPRD., #5 CONT. 36" O.C. 24" SPRD., #5 CONT. 36" O.C. 24" HT., #2 CONT. 30" O.C. 24" HT., #5 CONT. 30" O.C. 36" HT., #5 CONT. 36" O.C. 36" HT., #5 CONT. 48" O.C. 36" HT., #5 CONT. 36" O.C. 36" HT., #5 CONT. 36" O.C. act' 36" HT., #5 CONT. 36" O.C. 24" HT., #5 CONT. 36" O.C. 24" HT., #2 CONT. 30" O.C. 18" HT., #2 CONT. 24" O.C. ALL PERENNIAL BEDS AND ORNAMENTAL GRASS BEDS SHALL HAVE 2" OF SHREDDED HARDWOOD BARK MULCH AND RSG — Red Switchgross / Panicum virgatum 'Shenandoah' 2—Year, #1 L r P i J A N � 0 PLANTING NOTES CONTRACTOR SHALL CONTACT GOPHER "ONE CALL" (651-454-0002 or 800-252-1166) TO VERIFY LOCATIONS OF I, IOV Jr YLKLNNIALJ EXISTING CANOPY COVERAGE ON SITE — ACTUAL LOCATION OF PLANT MATERIAL IS SUBJECT TO FIELD AND SITE CONDITIONS. SF. (40%) NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE SITE — 124,341 h=<'� SDO — Stella De Oro Daylily /Hemerocallis 'Stella De Oro' 2—Year, #1 CONT 18" O.C. DATE OF THE LANDSCAPE ARCHITECT'S OR OWNER'S WRITTEN ACCEPTANCE OF THE INITIAL PLANTING. ASD — Apricot Sparkles Daylily / Hemerocallis 'Apricot Sparkles' 2—Year, #1 CONT 18" O.C. ALL PLANTS SHALL BE FREE FROM DISEASE, PESTS, WOUNDS, SCARS, ETC. AJS — Autumn Joy Sedum / Sedum x 'Autumn Joy' 2—Year, #1 CONT 24" O.C. CONIFEROUS TREES SHALL HAVE AN ESTABLISHED MAIN LEADER AND A HEIGHT TO WIDTH RATIO OF NO LESS SAG — Russian Sage / Perovskia atriplicfolia 2—Year, #1 CONT 24 O.C. PLANTS TO BE INSTALLED AS PER STANDARD ANSI PLANTING PRACTICES. BES — Black Eyed Susan / Rudbeckia fulgida 'Goldsturl 2—Year, #1 CONT 18 O.C. PRUNE PLANTS AS NECESSARY — PER STANDARD NURSERY PRACTICE AND TO CORRECT POOR BRANCHING. KFG — Karl Foerster Feather Reed Grass / Calamagrostis x ocutiflora 'Karl Foerster' 2—Year, #1 CONT 36 O.C. LANDSCAPE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT FOR THE NEED OF ANY SOIL AMENDMENTS. RSH — Royal Standard Hosta / Hosta 'Royal Standard' 2—Year, #1 CONT 24 O.C. HARDWOOD BARK MULCH AND VALLEY—VIEW BLACK DIAMOND (OR EQUAL) POLY EDGING. THE EDGING SHALL BE FFR — Feesays Form Ribbon Grass / Pholoris orundinacea 'Feesays Form' 2—Year, #1 CONT 18' O.C. ALL PERENNIAL BEDS AND ORNAMENTAL GRASS BEDS SHALL HAVE 2" OF SHREDDED HARDWOOD BARK MULCH AND RSG — Red Switchgross / Panicum virgatum 'Shenandoah' 2—Year, #1 CONT 24" O.C. SHREDDED HARDWOOD BARK MULCH 4" DEEP SHALL BE PROVIDED IN ALL PLANTING BEDS ADJACENT TO SIDEWALKS EMI — Engelman Ivy / Parthenocissus quinquefolia var. engelmanii 2—Year, #1 CONT VARIES NOTES: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY. OWNER RESERVES THE OPTION TO RELOCATE EXISTING CONIFERS AND DECIDUOUS PLANT MATERIAL ON SITE AND USE FOR LANDSCAPE PLANTINGS REGARDLESS OF THE TYPE OF SPECIES. * DENOTES EXISTING PLANTS FOUND ON SITE TO BE USED FOR PLANTINGS. (WETLAND FRINGE), AS SHOWN ON PLAN, DOWN TO THE NORMAL WATER LEVEL OF THE POND. FOR EXACT BWSR SEEDING MIXTURES AND BROADCAST RATES REFER TO "RESTORING & MANAGING NATIVE WETLAND & UPLAND L r P i J A N � 0 PLANTING NOTES CONTRACTOR SHALL CONTACT GOPHER "ONE CALL" (651-454-0002 or 800-252-1166) TO VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION OF ANY PLANT OR LANDSCAPE MATERIAL. EXISTING CANOPY COVERAGE ON SITE — ACTUAL LOCATION OF PLANT MATERIAL IS SUBJECT TO FIELD AND SITE CONDITIONS. SF. (40%) NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE SITE — 124,341 AREA. CANOPY COVERAGE REQUIRED ON SITE — ALL SUBSTITUTIONS MUST BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO SUBMISSION OF ANY BID AND/OR SF. (20%) QUOTE BY THE LANDSCAPE CONTRACTOR. CONTRACTOR SHALL PROVIDE ONE YEAR GUARANTEE OF ALL PLANT MATERIALS. THE GUARANTEE BEGINS ON THE BUFFERYARD "B" USED IN CALCULATIONS DATE OF THE LANDSCAPE ARCHITECT'S OR OWNER'S WRITTEN ACCEPTANCE OF THE INITIAL PLANTING. REPLACEMENT PLANT MATERIAL SHALL ALSO HAVE A ONE YEAR GUARANTEE COMMENCING UPON PLANTING. 720 LF. ALL PLANTS TO BE SPECIMEN GRADE, MINNESOTA—GROWN AND/OR HARDY. SPECIMEN GRADE SHALL ADHERE TO, TOTAL OVERSTORY TREES REQUIRED — BUT IS NOT LIMITED BY, THE FOLLOWING STANDARDS: ALL PLANTS SHALL BE FREE FROM DISEASE, PESTS, WOUNDS, SCARS, ETC. 21 ALL PLANTS SHALL BE FREE FROM NOTICEABLE GAPS, HOLES, OR DEFORMITIES. TOTAL SHRUBS REQUIRED — ALL PLANTS SHALL BE FREE FROM BROKEN OR DEAD BRANCHES. ALL PLANTS SHALL HAVE HEAVY, HEALTHY BRANCHING AND LEAFING. — 572 LF. CONIFEROUS TREES SHALL HAVE AN ESTABLISHED MAIN LEADER AND A HEIGHT TO WIDTH RATIO OF NO LESS TOTAL OVERSTORY TREES REQUIRED — THAN 5:3. PLANTS TO MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2004 OR MOST CURRENT VERSION) 23 REQUIREMENTS FOR SIZE AND TYPE SPECIFIED. TOTAL SHRUBS REQUIRED — PLANTS TO BE INSTALLED AS PER STANDARD ANSI PLANTING PRACTICES. PLANTS SHALL BE IMMEDIATELY PLANTED UPON ARRIVAL AT SITE. PROPERLY HEEL—IN MATERIALS IF NECESSARY; REQUIRED PROVIDED TEMPORARY ONLY. 26 OPEN TOP OF BURLAP ON BB MATERIALS; REMOVE POT ON POTTED PLANTS; SPLIT AND BREAK APART PEAT POTS. TOTAL UNDERSTORY TREES — PRUNE PLANTS AS NECESSARY — PER STANDARD NURSERY PRACTICE AND TO CORRECT POOR BRANCHING. 94 WRAP ALL SMOOTH—BARKED TREES — FASTEN TOP AND BOTTOM. REMOVE BY APRIL 1ST. 71 STAKING OF TREES OPTIONAL; REPOSITION, PLUMB AND STAKE IF NOT PLUMB AFTER ONE YEAR. THE NEED FOR SOIL AMENDMENTS SHALL BE DETERMINED UPON SITE SOIL CONDITIONS PRIOR TO PLANTING. LANDSCAPE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT FOR THE NEED OF ANY SOIL AMENDMENTS. BACKFILL SOIL TO BE EXISTING TOP SOIL FROM SITE FREE OF ROOTS, ROCKS LARGER THAN ONE INCH, SUBSOIL DEBRIS, AND LARGE WEEDS. ALL SHRUB PLANTING BEDS (WITHIN SODDED AREAS) SHALL HAVE WEED BARRIER FABRIC, 4" OF SHREDDED HARDWOOD BARK MULCH AND VALLEY—VIEW BLACK DIAMOND (OR EQUAL) POLY EDGING. THE EDGING SHALL BE PLACED WITH SMOOTH CURVES AND AT LEAST 3' FROM THE CENTERS OF EVERGREEN TREES. UTILIZE CURBS AND SIDEWALKS FOR EDGING WHERE POSSIBLE. PARKING LOT ISLANDS TO BE SODDED WITH SHREDDED HARDWOOD BARK MULCH AROUND ALL TREES AND SHRUBS. MULCH TO MATCH EXISTING CONDITIONS (WHERE APPLICABLE). ALL PERENNIAL BEDS AND ORNAMENTAL GRASS BEDS SHALL HAVE 2" OF SHREDDED HARDWOOD BARK MULCH AND VALLEY—VIEW BLACK DIAMOND (OR EQUAL) POLY EDGING. THE EDGING SHALL BE PLACED WITH SMOOTH CURVES. UTILIZE CURBS AND SIDEWALKS FOR EDGING WHERE POSSIBLE. FOUR INCHES OF SHREDDED HARDWOOD BARK MULCH SHALL BE USED AROUND ALL TREES WITHIN TURF AREAS. SHREDDED HARDWOOD BARK MULCH 4" DEEP SHALL BE PROVIDED IN ALL PLANTING BEDS ADJACENT TO SIDEWALKS AND DRIVEWAYS. SEEDED AREAS TO BE MN/DOT SEED MIX 340 EXCEPT AROUND THE POND. REFER TO MN/DOT SEEDING MANUAL 2007 EDITION FOR EXACT SEED QUANTITIES, BROADCAST RATES, ACCEPTABLE SEED INSTALLATION METHODS, AND FOR MAINTENANCE OF SEEDED AREAS. SEEDING AROUND THE POND SHALL BE PLANTED WITH BWSR SEED MIX W5 (WETLAND FRINGE), AS SHOWN ON PLAN, DOWN TO THE NORMAL WATER LEVEL OF THE POND. FOR EXACT BWSR SEEDING MIXTURES AND BROADCAST RATES REFER TO "RESTORING & MANAGING NATIVE WETLAND & UPLAND VEGETATION" DATED JANUARY 2006. FOR MAINTENANCE OF AREAS SEEDED WITH BWSR W5 REFER TO CHANHASSEN FAIRVIEW MEDICAL CENTER LANDSCAPE MAINTENANCE PLAN BY WESTWOOD PROFESSIONAL SERVICES. ALL DISTURBED AREAS TO BE SODDED UNLESS OTHERWISE NOTED. SOD TO BE STANDARD MINNESOTA GROWN AND r HARDY BLUEGRASS MIX. ALL SOD AREAS SHALL BE PREPARED WITH 4" OF TOPSOIL AND RAKED TO REMOVE 1(( DEBRIS AND ENSURE DRAINAGE. SLOPES OF 3:1 OR GREATER SHALL BE STAKED. SEED AREAS AS SHOWN ON PLAN WITH MN/DOT SEED MIX 330 (NATIVE MIX FOR SANDY/DRY AREAS). REFER TO MN/DOT SEEDING MANUAL 2007 EDITION FOR BROADCAST RATES, EXACT SEEDING MIXTURES, SEASON OF PLANTING FOR SEEDING, SEED ESTABLISHMENT METHODS, AND ALL MAINTENANCE REQUIREMENTS. PROVIDE IRRIGATION TO ALL PLANTED AND SODDED AREAS ON SITE. NO IRRIGATION SHALL BE PLACED WHERE MN/DOT SEED MIX 340 IS PLANTED, AS SHOWN ON PLAN. IRRIGATION WILL BE DESIGN/BUILD BY LANDSCAPE CONTRACTOR. LANDSCAPE CONTRACTOR TO PROVIDE SHOP DRAWINGS TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION OF IRRIGATION SYSTEM. ALL INFORMATION ABOUT INSTALLATION AND SCHEDULING CAN BE OBTAINED FROM THE GENERAL CONTRACTOR. CONTRACTOR SHALL PROVIDE NECESSARY WATERING OF PLANT MATERIALS UNTIL THE PLANT IS FULLY ESTABLISHED �T f OR IRRIGATION SYSTEM IS OPERATIONAL. OWNER WILL NOT PROVIDE WATER FOR CONTRACTOR. REPAIR, REPLACE, OR PROVIDE SOD/SEED AS REQUIRED FOR ANY ROADWAY BOULEVARD AREAS ADJACENT TO THE SITE DISTURBED DURING CONSTRUCTION. -- REPAIR ALL DAMAGE TO PROPERTY FROM PLANTING OPERATIONS AT NO COST TO OWNER LANDSCAPE DATA CANOPY COVERAGE DATA: EXISTING CANOPY COVERAGE ON SITE — 221,675 SF. (40%) PROPOSED CANOPY COVERAGE TO REMAIN ON SITE — 124,341 SF. (23%) CANOPY COVERAGE REQUIRED ON SITE — 109,498 SF. (20%) BUFFERYARD DATA: BUFFERYARD "B" USED IN CALCULATIONS POWERS BOULEVARD (0.8 MULTIPLIER USED) — 720 LF. TOTAL OVERSTORY TREES REQUIRED — 14 TOTAL UNDERSTORY TREES REQUIRED — 21 TOTAL SHRUBS REQUIRED — 35 HWY 312 (ON—RAMP) (1.0 MULTIPLIER USED) — 572 LF. TOTAL OVERSTORY TREES REQUIRED — 12 TOTAL UNDERSTORY TREES REQUIRED — 23 TOTAL SHRUBS REQUIRED — 36 OVERALL PLANT DATA: REQUIRED PROVIDED TOTAL OVERSTORY TREES — 26 108 TOTAL UNDERSTORY TREES — 44 94 TOTAL SHRUBS — 71 495 TREE DETAIL n2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 PRUNE OUT MISDIRECTED BRANCHES. LEAVE LEADERS INTACT. GUYING AND STAKING IS MANDATORY FOR ONE (1) YEAR ON ALL DECIDUOUS AND CONIFEROUS TREES: TOP STAKES 5' ABOVE GROUND (MAX.) OR TO FIRST BRANCH. BOTTOM OF STAKE 3' (MIN.) BELOW GROUND. STAKING POSTS TO BE 2"X2" STAINED WOOD OR PAINTED STELL DELINEATOR POSTS. PLACE 3 POSTS EQUIDISTNAT AROUND AND OUTSIDE ROOT BALL. SECURE TREE TO POSTS WITH 16" LONG POLYPROPYLENE OR POLYETHYLENE, 40 MIL., 1 Y2" WIDE STRAP. WHERE WRAPPING IS CALLED FOR: WRAP FROM GROUNDLINE UPWARD TO FIRST BRANCHES. PLACE 4" DEPTH OF SPECIFIED MULCH OVER PLANT PITS — DO NOT PILE AGAINST TRUNK. FORM 3" DEEP WATERING BASIN. BACKFILL PLANT PIT WITH SPECIFIED BACKFILL SOIL. SCARIFY SIDES AND BOTTOM OF HOLE. REFER TO AMERICAN STANDARD FOR NURSERY STOCK FOR MINIMUM BALL SIZE. SET ROOT BALL ON UNDISTURBED SUBSOIL OR COMPACTED SOIL MOUND MATCHING TREES NATURAL GROUNDLINE WITH FINISHED SITE GRADE. REMOVE CONTAINER, SET SOIL MASS ON COMPACTED SOIL MOUND MATCHING SHRUBS NATURAL GROUNDLINE eo4 v� WITH FINISHED GRADE. O aP ALL PLANTING BEDS SHALL RECEIVE 4" OF SPECIFIED MULCH AND WEED BARRIER FABRIC. EDGE ALL PLANTING BEDS WITH SPECIFIED EDGER WHERE ADJACENT TO LAWN AREAS. SCARIFY SIDES AND BOTTOM OF HOLE. `\ BACKFILL PLANT PIT WITH SPECIFIED BACKFILL SOIL. SHRUB DETAIL I c' ql$ ?0 I I... IF 9�O0\ EVERGREEN DETAIL LIFT STATION J I cSEED I IMIT l INFS (TYP.) SEED LIMIT LINES (TYP.) AREA NOT TO BE IRRIGATED AREA NOT TO BE IRRIGA PRUNE OUT MISDIRECTED BRANCHES. LEAVE LEADERS INTACT. GUYING AND STAKING IS MANDATORY FOR ONE (1) YEAR ON ALL DECIDUOUS AND CONIFEROUS TREES: TOP STAKES 5' ABOVE GROUND (MAX.) OR TO FIRST BRANCH. BOTTOM OF STAKE 3' (MIN.) BELOW GROUND. STAKING POSTS TO BE 2"X2" STAINED WOOD OR PAINTED STELL DELINEATOR POSTS. PLACE 3 POSTS EQUIDISTNAT AROUND AND OUTSIDE ROOT BALL. SECURE TREE TO POSTS WITH 16" LONG POLYPROPYLENE OR POLYETHYLENE, 40 MIL., 1 X2" WIDE STRAP. PLACE 4" DEPTH OF SPECIFIED MULCH OVER PLANT PITS — DO NOT PILE AGAINST TRUNK. FORM 3" DEEP WATERING BASIN. BACKFILL PLANT PIT WITH SPECIFIED BACKFILL SOIL. SCARIFY SIDES AND BOTTOM OF HOLE. REFER TO AMERICAN STANDARD FOR NURSERY STOCK FOR MINIMUM BALL SIZE. SET ROOT BALL ON UNDISTURBED SUBSOIL OR COMPACTED SOIL MOUND MATCHING TREES NATURAL GROUNDLINE WITH FINISHED SITE GRADE. Chanhassen Fairview Medical Center Landscape Maintenance Plan Chanhassen, Minnesota *Refer to Phase Two Landscape Plan dated September 5, 2008 for specific limits of seeded areas. W5 Seeded Areas: Year 1 — Planting: Season for Planting April 15—July 20 or Sept 20—Oct 20. If spring planting— after seeding mow 6-8 inches with mower every 30 days after planting until September 30. Weed control—mowing should help control annual weeds. Spot spray thistles. If fall planting, the following season mow 6-8 inches with mower once in May, June, and July. Weed control—mowing should help control annual weeds. Spot spray thistle. Evaluation: Cover crop growing within 2 weeks of planting (except dormant plantings). Seedlings spaced 1-6 inches apart in drill rows. Native grass seedlings may only be 4-6 inches tall. If there is a flush of growth from foxtail etc., mow as necessary with mower. Year 2 — Maintenance: Mow 6-8 inches with mower one time between June 1—August 15 before weeds set seed. Weed control—mowing should keep annual weeds down. Spot spray thistles etc. Some sites may not require much maintenance the second year. Evaluation: Cover crop will be gone unless winter wheat was used in a fall planting. Grasses forming clumps 1-6 inches apart in drill rows, but still short. Some flowers should be blooming (back—eyed Susans, bergamot, etc). If there is a flush of growth from (oxtail, etc., mow site with mower. Year 3 — Maintenance: Mow area with mower only if necessary. Spot spray thistles, etc. for weed control. Sites usually do not require much maintenance the third year. Evaluation: Planting should begin looking like a prairie—tall grasses, flowers etc. Long Term Maintenance: Spot spray thistles etc, for weed control. Burning (3-5 year rotation) alternate spring and fall if possible. Haying (3-5 year rotation) late summer or early fall. Alternate with burning (may substitute for burning). Burning two years in a row will really clean up rough looking sites. 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642.9200 FAX (651) 642-1101 rl4 Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby testify that this phm wee Prepared by me or under my direct eupervision and that I am a duly licensed LANDSCAPE ARCH[[ ECT under the laws of the State of Minnesota. Chad E Feigum Date 10/06/08 Licmaa No. 46508 W Westwood Professional Services, Inc. 7699 Anagram Drive Eden Prairie, MN 55344 PHONE 952-937-5150 FAX 952-937-5822 TOLL FREE 1-888-937-5150 Westwood www.westwoodps.cum Issues and Revisions: 09WO PER CIN COMMENTS 09W08Pa,d..Wand MRhwa Inds I a061E. BCO LINES PER CITY PHASE TWO LANDSCAPE PLAN Commission No. 75372-07230 Drawn bj C E F Checked by CEF SHEET 20061094.01 PLP01.dwg PLANT SCHEDULE CODE QTY COMMON/BOTANICAL NAME SIZE NOTES TBDOVERSTORY — CAL. IN. — SUM * Sugar Maple / Acer saccharum 2.5" BB ABM — Autumn Blaze Maple / Acer freemanii 'Jeffersred' 2.5" BB REO — Red Oak / Quercus rubra 2.5" BB WHO — * White Oak / Quercus alba 2.5" BB BUO — * Bur Oak / Quercus macrocarpa 2.5" BB GSL — Greenspire Linden / Tilia cordata 'Greenspire' 2.5" BB PRE — Princeton Elm / Ulmus americana 'Princeton' 2.5" BB TBDORNAMENTAL — CAL. IN. — THT Thornless Hawthorn / Crataegus crus—gall! inermis 1.5" BB FVB — Fox Valley Birch / Betula nigra 'Little King' 1.5" BB SSC — Spring Snow Crabapple / Malus 'Spring Snow' 1.5" BB PRC — Prairie Rose Crabapple / Malus 'Prairie Rose' 1.5" BB TBD CONIFEROUS — CAL. IN. CBS — * Colorado Blue Spruce / Picea pungens 7' HT., BB BHS — Black Hills Spruce / Picea glauca densata 7' HT., BB WHP — * White Pine / Pinus nigra 7' HT., BB TBD SHRUBS TEA — Techny Arbovitae / Thuja occidentalis 'Techny' 6' HT., BB 48" O.C. MAJ — Money Juniper Juniperus chinensis Maneyi 24" HT., #5 CONT. 36" O.C. MJJ — Mint Julep Juniper / Juniperus chinensis 'Monlep' 36" SPRD., #5 CONT. 36" O.C. SCJ — Scandia Juniper / Juniperus Sabina 'Scandia' 24" SPRD., #5 CONT. 36" O.C. ALC — Alpine Currant / Ribes alpinum 24" HT., #2 CONT. 30" O.C. DBH — Dwarf Bush Honeysuckle / Diervilla lonicera 24" HT., #5 CONT. 30" O.C. DKL — Dwarf Korean Lilac / Syringa meyeri 'Palibin' 36" HT., #5 CONT. 36" O.C. COL — Common Purple Lilac Syringo vulgaris 36" HT., #5 CONT. 48" O.C. ABH — Annabelle Hydrangea / Hydrangea arborescens 'Annabelle" 36" HT., #5 CONT. 36" O.C. CAD — Cardinal Dogwood / Cornus sericea 'Cardinal' 36" HT., #5 CONT. 36" O.C. CAV — Compact American Viburnum / Viburnum trilobum 'Bailey Compact' 36" HT., #5 CONT. 36" O.C. SMS — Snowmound Spirea / Spiraea nipponica 'Snowmound' 24" HT., #5 CONT. 36" O.C. NFS — Neon Flash Spirea / Spiraea japonica 'Neon Flash' 24" HT., #2 CONT. 30" O.C. FLS — Fire Light Spirea / Spiraea x 'Fire Light' 18" HT., #2 CONT. 24" O.C. TBD SF PERENNIALS SDO — Stella De Oro Daylily /Hemerocallis Stella De Oro 2—Year, #1 CONT 18 O.C. ASD — Apricot Sparkles Daylily / Hemerocallis 'Apricot Sparkles 2—Year, #1 CONT 18" O.C. AJS — Autumn Joy Sedum / Sedum x 'Autumn Joy' 2—Year, #1 CONT 24' O.C. SAG — Russian Sage / Perovskia atriplicfolia 2—Year, #1 CONT 24" O.C. BES — Black Eyed Susan / Rudbeckia fulgida 'Goldsturm" 2—Year, #1 CONT 18" O.C. KFG — Karl Foerster Feather Reed Grass / Calamagrostis x acutiflora 'Karl Foerster' 2—Year, #1 CONT 36 O.C. RSH — Royal Standard Hosta / Hosta 'Royal Standard' 2—Year, #1 CONT 24" O.C. FFR — Feesays Form Ribbon Grass / Pholaris arundinacea 'Feesays Form' 2—Year, #1 CONT 18" O.C. RSG — Red Switchgross / Panicum virgatum 'Shenandoah' 2—Year, #1 CONT 24" O.C. EMI — Enaelman Ivv / Parthenocissus ouinauefolio var. enaelmanii 9—Yenr_ 41 CnNT VARIFS NOTES: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY. OWNER RESERVES THE OPTION TO RELOCATE EXISTING CONIFERS AND DECIDUOUS PLANT MATERIAL ON SITE AND USE FOR LANDSCAPE PLANTINGS REGkRDLESS OF THE TYPE OF SPECIES. * DENOTES EXISTING PLANTS FOUND ON SITE TO BE USED FOR PLANTINGS. (0 2008 Westwood Professional Services, Inc. Call 48 Hours before digging: GOPHER STATE ONE CALL Twin City Area 651-454-0002 Mn. Toll Free 1-800-252-1166 0' 50' 100' 150' NOT FOR CONSTRUCTION POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108-5118 PH. (651) 642.9200 FAX (651) 642-1101 Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 I hereby certify that this plan was prepared by me or under my direct supervision and that I = a duly licensed LANDSCAPE ARCI-E= under the laws of the State of Minnesota. Chad H Feigum Dow 10/06/08 Ucf No, `6,W W Westwood Professional Services, Inc. 7699 Anagram DriveEden Prairie, MN 55344 PHONE 952-937-5150 FAX 952 -937 -SM � r_J TOLL FREE I-SM937-5150 Westwood www.westwoodps.com Issues and Win M5M PERMCOMMPNTS 09a4M Pd oo,.Y ad bib war Imus IMM BCO LWM & STORM PER CM PHASE ONE LANDSCAPE PLAN SHEET L2 20061094.01 PLP02. d wg Commission No. 75372-07230 Drown by CEF Checked by CEF SHEET L2 20061094.01 PLP02. d wg PCXME A R C H I T C C T% ppppp� c H. � f 4.1 •M_ .s1 `R �a A R 111 I I{ f I\ r .r'• r IL Tim I PCM34E ARCHIlFfTS Cio .i a FlIbL&I'll MMERMILMM POPE A R C H I T T( T i I a• is _r r �� jr At t � low r a;ims• ■ i s • i off Tom MlIL 21 1 CITY OF CHANHASSEN RECEIVED SEP 1 9 2008 CHANHASSEN PLANNING DEPT FAIRVIEW MEDICAL SPECIALTY CENTRE POWERS BLVD CHANHASSEN, MINNESOTA CITY SUBMITTAL SET 4 A _ �•�1ltt:--- -- � �'liiilttn�lni 3 '11F 11 VICINITY MAP SITE SHEET INDEX o'.=..a:_, • ,nE.w. Parc ASfaaclFC vp5irft u[put ii. PUSp MMaser 1..3 w UNIIEU� ER11E5 City Submittal Set 9-19-08 TITLE SHEET MAP, DIRECTORY SHEETINDEX rar sees se arms r+r naerulsr aa•Pa 1"rlih W Iligl•,pilir'•.• �#I. F•rtl • W,I6,r ,pmi• •I IY� a YIli�1 ■dilr re lY 1. LNfeLL Or:•• rsanurra Al E N v - oo--- a oo--- a oo--- 1 © oto --- v otr,--- Parc ASfaaclFC vp5irft u[put ii. PUSp MMaser 1..3 w UNIIEU� ER11E5 City Submittal Set 9-19-08 TITLE SHEET MAP, DIRECTORY SHEETINDEX rar sees se arms r+r naerulsr aa•Pa 1"rlih W Iligl•,pilir'•.• �#I. F•rtl • W,I6,r ,pmi• •I IY� a YIli�1 ■dilr re lY 1. LNfeLL Or:•• rsanurra Al OF MN FT.1 R i00NN'0 cnON wN6Taucnax E I B ♦ --- T MW. .F1 iYP9Mrl"Siuct - eom \zaBlsAroor PNA6ETvro wYnxw �- NN. +tl _ ,Port. zoon J P11Nss ONE wanes iN6T srYst' z..uoodo 24.M 6n 1' ;* ]Puzs zYam ro- +n CW A1Fn ll MINX) w _ - .eaaood Pn 1 1EO.WO dTOTK .16000 dIz srORr uM(I 88.000q PHRBE CNE TOTK - 6 wa..+ tw1 t P4 P:P P R i 1 - i M t I i T1 STORM WATER POND CML DRAWINGS BLVD. — /ERALL SITE PLAN -PHASE TWO I� w• ' NMppfA0.M.eN! - —� - \ \ � o L.. -- I 116,M afl2 STORY UNn i will ------- m�m I L /H ..--"-- PNNE oxE roam l' � _ NIJy11L1 I IJJJJJ LLLA 1 t7 I aE vbl �.N CLLL�J CLLLLLIJ_ JJJJL felt&e 121 i'RIITI RI II�LLL Imo_—`"I"J11I LLLLLL 1 fres •11 - --_ ELVR. —_ OVERALL SITE PLAN - PHASE ONE r=Ea L STORM WATER POND —EE CIVIL DRAWINGS 6 xDRTN PHASE TWO SITE DATA mE1Ne xONO 46MCf: MNP4TPK meS (A-iJ raa6ao zoAw asrwc*: usa a xsl+nnax,a (nl moPosn uE Nm... aF+aNsau zNExo Y:MMR MaAFN An1Fo �anMu NN .ss M (6..w) �an.as v 31x Nal arc 6N+ PMY 21B WAS M +O lest' e M 21 M M M zm 6 a.N xs aw 92 MA wwmu aTx w.+w u (ms+ .oisf Pa= art ++aPn ss. av', �I w�ao Vie' �c x wr ] sus n 04➢ 1. GMS M4z.AM s r. agpPp3D PYNwe QmA NWIT x iElE1S Y' -V s¢ euww co+Exuz (+uMew) ]H wmnoee avers (zw.aw.r) gTE ¢ veamw eT C6MN1S (mMEm Ye2S �xl� (ul vrm FFn +wa ir.) +moon zv r N�'tw ix MF M PNgl6 +q,YO it M PYNp GIaR/.Tm ae1. iwA � ew mrYv� sw em � m+ T6TY 9.C6 N9im : .w, amas,E.Na turas PHASE ONE SITE DATA E1e6+Ne 2we oanecr: ww6naY mart I. -s) vootn xoen otnecr: sD¢ N wsnvnoxY (a) Papuan ua: umeY 6m¢rusvo xo«o iNwmmns uvAa m6.oEn a �an.as S IYt 31x Nal arc 6N+ vweoc scorns zm 6 a.N a r:N <.•. we+Ne +we P.... a•e aawmic arz w w+�sl ! smlr P6ri6 art ++aPn ss. I:tl rnwsP o a66o ss. � euuc+awr ] sTaca o -r 91E aNLNfi (TQ/6 (TAA(I n aR. P4WIG 10T CO•F)I6 (lei Nn ]H EW�Y Gxc (G6'e�] frm m +.ua sF.) avevM r� ss. va'�i MY NF M INtq IAm] eE PMile LYff]A+pl 6e1. lttl - .f IOfY feQS RYl9n M roi��.xsP vwwum em emsaE P. mans : ++ x I PAPE ASs6OeTE6 INC SFNmc Pus DUPE . PAMNfewa.w f+uurlE�ww+ or ONITEO PROPERTIES City Submittal Set 9-19-08 OVERALL PHASE ONE AND PHASE TWO SITE PLANS V d6eltl CI6'�+ae16d a)mw CyM1�ad 641KB I rMan�ry 6e1y::N.RiIk6KN WisoWNI NY,t bid IR6rn1Yd IM uYllLatl klitd ii lk Y � IYY DI hiylt► ]6SIfY/Zm bk Nt YYY [Y /*19) - POWMW BLVD. - ( SITE PLAN - PHASE ONE a3 1 - 30 e a Yr m 4M1J w N Nortm En2—.c, PPi,DDxi Pn,, MN.mosam Px.usna.xszoo Fp 6sn ua uo� City Submittal Set 9-19-08 ENLARGED SITE PLAN PHASE ONE �r sY.a.ad masoe i*NN wl"? i. na,i..waidr.. d. anw u.a ue A3 J "--it* 1 a un a 1111 11 11 11 a un 11 nu a 11 u u n u n 1111 u n u u u u n u u u u ■'I■I■I■ oil .._.._.. I.._..m.. i..m..m..:.._.._.. I.._.._..:— — i —1-1-1— I mom I I MENm 11 II II II 11 11 11 11 IIII II II 11 1 11 �RWpMNR@Al1AA� �� •�I 1 111111 ��\ �� 11 11 I I iillii 11 i 11�`II' �'� 11' 11 11 II II 11 ■I■I■1■ 11 11 Il 11 11 .1.1.1. -nu 11 1111 11 1111 a 1111 11 1111 11 1111 11 11 H -ii u u 11 11 11 11 1111 11 1111 11 1111 11 1111 11 111111 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 ■i■i■i■ m 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 11 n ..�..�..1.._.._..:..mm..m,.. i u_u_n i n_u_n: _ : _l_.mmo_ i Now i i.. a .. .._.._.. I .._.._..:.._.._.. �.._.._.. I .._..Na.. o i i i mmi m S i i„4i ill 11 llgm a i i i a n 11 11 11 11 1111 11 11 11 11 u�u_uiu ini uiu_n_u 1 i i i �� RAF i 11 A� 11—f � F � -II 11 11 11 11 POPE NORTH ELEVATION b 1/16'=1•-0' n SOUTH ELEVATION b 6.M SO _ : WEST ELEVATION .� v16 NORTH ELEVATION nM 1/16"=1'_0 PE�xuc v°u U1.i Pxa.n...+mo Fuuu�w.� O M ITE UP EMTIES City Submittal Set 9-19-08 PARKING GARAGE EXTERIOR ELEVATIONS PHASE TWO Y.r w'oa ar as�mar armu cy iasrrar ONMO i rh vary w m.I\.riirL. M�! VWI�J�AYrMI ®I IN W IY Y AMw Mc• v YYY 3TTOTm Y�Y MW M� A6 oxuoe v..l.••e n•IdI•I.i s..u.• m� em w Pre.• ew•,e CW GOPHER SrArE OK CHL \ nn xNr,ue= es a amx w. a r,.• 1 eao-zsx nes 7P" LWINTORY oft..• ier` is W711 F ffi * :re .y \ xo•Pu c xa - _ ie' iyi .I��in-. w.-" '-�- _ ®'ice � w. s - ' >, 61 tr 6• i �-, 6,: # }\��/ - --,• `,., ! i, e, :,s m - _- _ 9. A" �.•, - - - i"'.°'y. -- _e„ a� ate.. �m+f_,e �„ _ K lw •'I _..fie - /(\� t T r f g w. I � - :4 � o-- � \ . 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NOT FOR C:ONSTRUCIIC w rpPpp nanax STATE QE CALL ae- ♦ arenas rsaa ant i $ amaR� .w � —�- raa umoas Rmrov rmr I ee[+a' 1 I I---� r 1 r --J I i 1 --1 L__ tY Q Rwrwr..r.n� —r ^8 ® I ® ry wn< p 9 uM NA w rpPpp Development Sununary r, PoUR r; &Ta wrs avat�w°Oss MWOYD RMN! 6 u, MpG° � Ipnyr Sw Fr. ITm .wneeO ra rn° naoe+m0or rare. r me nwbem o1 ° /mr me wev m �e MI rWKw•r 1° RW�rq.rm°r .°n m0�me�9 ems •emn..n .a "`www arn, wma cacIDvn ae- ♦ arenas rsaa ant —..�,mraors $ amaR� .w � —�- raa umoas Rmrov rmr m ee[+a' s � o tY Q Rwrwr..r.n� —r ^8 ® I ® ry wn< p 9 uM NA r I \ ' NW.N.iT mod W x".HT \ ^m I I I I I I I r I < o z r i sent s -n -r --.-- --I / I I I I I I I r✓ Development Sununary r, PoUR r; &Ta wrs avat�w°Oss MWOYD RMN! 6 u, MpG° � Ipnyr Sw Fr. ITm .wneeO ra rn° naoe+m0or rare. r me nwbem o1 ° /mr me wev m �e MI rWKw•r 1° RW�rq.rm°r .°n m0�me�9 ems •emn..n .a "`www arn, wma cacIDvn ♦ arenas - ant —..�,mraors $ amaR� .w raR —�- raa umoas Rmrov rmr m ee[+a' —r Rm.r a.w tY Q Rwrwr..r.n� —r ® aYv ® ry wn< B srAs oa 9 uM NA Q 6, P Assom Ixc SEruct Puu Daly i. PRu4MNw»Ra. Fui`uu�.w a Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 nr.pa PRELIMINARY PLAT rhe )�mm �T C2 NJE \FVIK 1V iE a1T1YgR 1RY A E WIVEICRY M/DE� W PNNNG STrLLs x LLlII MRT 9G0 1331 Iola Sr ` \x \ \S OUTLOT A 9Y9LND E,YIX TIE `\`• b C^ 4-77 _ PIIYC EEMIIIE -__ -_...=T LOT 1 �—T -' M 3R.Dm M/M BLOCK 1 A 33,000 4' M 6G40E0 Y T3 JZ1Mf PxA4 PE 30TN FFE = 894.7 _ - Ste tagend mC PnM1ulmni SaN®. inc D w Ell As H,ATA EAfIY M h- ,,,.EA STATE ONE CALL ----------------- - E. s1 -As. -0003 — 0, ORE ' General Site Notes ERWt E w ' . w 1 Ass 1IE EP SEAMQsw . nae .ND a1TER I.. R RF3 MMA N0i1]y M1EA 1E16 1r . Re TS. TOR If AXCCs ARE iW xo. nlE REIAMX4 W4y Q LE AE1E{ CORArt M1OE11 w . x e ARE TO 6 CARS C9 E,+EREER !ME OR .O�mNG ALL ENAINERON5SE .0 PEPESTMAR OR0.+91G IME4 OMEAM, NOIEp^IX h3 MAN DEITY 3ERR1IXP 3E- . xE• ® x4 OREM1WE4. I ria a9m RNEQ ARE slru E 4.0 SET (TO r1¢ OF (ONe) IIN£ss V wRER 0 r4e®F 6415 p RMswuw 9 ME TRAE.. E RENEE EOR AgS6WG RAD YMNEARI,RT R 9h uwnw ..z.L 9ws iVbL15 MN uwrz TD CMiR0. 1K RDI£xEVT Cr 9w R:C MQRE EQ4N,. PIA 101 ""s OENCES SIR, s, .. B. M M 0" AEEs.MbW RI ,AEE1mli ."A"O _ Em `EsssL ( • MSwA /PDS, 0 • i - E13 01E t 0131Ea 3 E19 TEAR t ORRP ]IIRRIIAmc 0DR t CVIlF9 w D.+e Rs &"Y" MIDNRMS a+R NXORAL- ryx9 MD N'4A ] OlA4TEWU GSS CTER AY,F EYAT,,, OO, A's W11ER 9 RER.,CWWflE"A'" 10 "FDE51giµ Ou. RAN' ACCESSN{[ wD"m ',ES OESAI BAER Ix ORES, W4x mnAc +3 13 AAY MTMxYS M -E -L 19 RABIC M9EM 15 N TED S,W EM AND S1CP Sw PC6i BASE I6 .. ACOSSRIE.ER NA SMPWG 1] Ess 5, Ng1Eh MCn SIE le ].PE S BrApK E 19 en1 30 PAYEys.EHi .,,ER, 3 MT1NNw51RAN I fa ® S)gn Legend plater to MnDOT Details) �FEINerg mC PnM1ulmni SaN®. inc D w Ell As H,ATA EAfIY M h- ,,,.EA STATE ONE CALL ----------------- - E. s1 -As. -0003 — ..ro w. n :-eoD-xsx-n.c ' General Site Notes SE[N,EII w ' . w 1 Ew TITS VPPECI axDxDED 9. M.Cs1MtO 1.,R6EOR5s EP SEAMQsw i I.. R RF3 UVA AARE ATAR,�lE Sµ£nr. wpM M 1M 9h WIPII Aq DT4'T, lIX'T. EEE x 10 1r . Re TS. TOR If AXCCs ARE iW xo. nlE / ENOIEETEE"TE//PIS11 RE I.".IuuEO 4)-N 1 . 1 9WtDAE, 9RK, EOR 1. fiLAR. pxExAdS µC AREA, w . x e ARE TO 6 CARS C9 E,+EREER !ME OR .O�mNG ALL ENAINERON5SE .0 PEPESTMAR OR0.+91G IME4 OMEAM, NOIEp^IX h3 1 PIIEA 10 AA.Y`CTMRL MAK "' fYE, ...x gxW4CMS LAID 3E- . xE• +1xNS w EFTS. RMfS. MO 1NIOt LCtxS. uG ria a9m RNEQ ARE slru E 4.0 SET (TO r1¢ OF (ONe) IIN£ss DExwME xDTm. ]. ALL ..IO QIMER 91.13 E E+3 IMS4 Dn(R.L4 ,IO,F➢. 9 ME TRAE.. E RENEE EOR AgS6WG RAD YMNEARI,RT Y,Y .. E . 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Ersmruo am W/w. s¢ r.. sw M.n:R ru lm suo,/wr x0wa) mu ND �gsFlwrc uuYu xwl [ai�Or Fm &W.xy aartn.0 rtax,I5R14ES. E.Sd ¢ Fwmw BUREPY.gO'B" UYO H LLLWII.IXMS Pp[As BUP£v4® (0-0 uUIRFw IrYD) - TN If 14 O`FFsiMY .MES REO/SB - H i TK lgppiGsdv 1NEE5 EpeCq - 3. mrN ernes EWMFn - ss xA1' )13 (M-RYIP) (10 NYLTgER USF➢) - S]3 li'. mr.E wos]w, mEs is u - I] I.. IRyp61E1, n lora swuas MwigEc - N M11M4 uLI gy I.T.LN O`hA51RY rrAES - 1.rUG miY unERsice. rMEz - 44 tI rOFN 91M5 - T NS I. wtt,.,,, Pm.a GOPHER STATE ONE CALL iYn Mi Meo 651-.S.b]0] W. iW !rs 1-A11 i52-1100 W.x44a u.E arms QIF-'.•. .PSr Mugs NOSRLLR ,T m LNN NNIII n EMS➢ � I> � I 5[Msv 9SS uA MLIOY ¢ xUE ( I � E. x.O3k2 qul NI NTh MOFD BWl 91 SIM18 DETAIL POK AsscCNM AG,P.RaD INC NE r ST.PwL MN aimm f.Y4lairlewe a k Chanhassen Fairview Medical Center Preliminary Plat Submittal 07/03/08 PHASE TWO LANDSCAPE PLAN �A 79TldTlfO ,k E$ �Ll W/w. s¢ r.. sw M.n:R ru lm suo,/wr x0wa) mu ND �gsFlwrc uuYu xwl [ai�Or Fm &W.xy aartn.0 rtax,I5R14ES. 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J .� 9: I i I 1 I I � -f I• I 8 1 `S4 �' I I i i 1 NoLLDnWSNOJ NOJ ION L �. 1 �� ,' J l , l� r' �Y a � •. 5 � solcolLa ` 0 ��_✓fes - _�v �_ f -d+, -. � -� :/// �Y.'. r� X ''/r` / \ ii e _ f C 'r '' f:!� r5 u7eid 4daauo D a.'gn5 pgm�vu Wv4 wa J .�� MW60 xJ�y 9I ML M o 1111111111 II i lMm 77MM7 m 0 C X ° N PAN/1 F ,, 1 111 I' 1111111 7 ...... iii�n lu � F F------------------------------------------------ T-------- I I i- -- �T 11 I I I I I I I 1 1 fJ _1_L J L I ----------------- --— ��___-___.'�I I I I I I I ___r_________________ -- DASHED INDICTES TUL�ROEVEP OF PARKIN(TYP) -------------------------------------- ------------- — --------------- -------------i --------------------i --------- — i � II II II = ------F—T BRICK SOLDIER COURSE I I I I r ---- -------i 1 1DASHED INDICATES FUTURE PARKING I i I LEVEL FOR PROOF I I OF PARKING (TYP) -------------------------------- ------------------------------------------------------------ I I I I _______________________________________________________J _____________________ I 1 i_______________ I I I I I I I I 1 I I I I J 1 1J_______ L� I `..t______ ________________________ ---------------------------------------- _______________________________ r4 I I I I I I I I I I I I I I I I I I I I I I I NORTH ELEVATION 1/1 611=1 1-011 FACE BRICK ON PRECAST PRECAST SPANDRALS (TYP) EL. -9290' EL. = 9180' EL. - 9010' COMPOSITE ALUM I ________________r_r_________________ -------------------- r----------------- �r------- r.) __-1------------ I I I I I I I I I I _--________J-1---------- ____-_JI I I I I I I I I I I I J L J L J L J L J LLy I ------------------------------------------------------------------------------------------------------------------J ----------------------------- 1 1 _ l -L----------------- I I I I 11 I I 1 1 ---_-_--__J-I------------ I I I I I I I I I I I PRECAST COLUMNS (TYP) INSULATED GLASS SET IN ALUM. FRAMES EL. = 9290 EL. - 9180' EL. - 9010 EL. = 8950 FACE BRICK ON PRECAST SPANDRALS SOUTH ELEVATION 1/1611=11-011 m O 8' 16' 32 EL. - 9290' EL. - 9180' EL. = 9010' EL. - 8950' 0 8' 16' 32 I I I I DASHED INDICATES FUTURE PARKING I I LEVEL FOR F OF PARKING ITYP) --------------......... --------------------------------------------------- -------- L________________________________________________________________________________________________I J 1 r -------I -------------------------------- ---------_________________�_r_________ I ri 1 I I I I I ----r ---- I I I Y1 LL 1 L ________ -________________________________Tr________________________________________r_r-------------------------------- I 1 1 I I I I I I I I I ______- I I I I --------------------- PRECAST COLUMNS (TYP) FACE BRICK ON PRECAST SPANDRAL5 WEST ELEVATION 1/1611=11-011 O 8' 16' 32 I I I I I I I I I I I I DASHED INDICATEi FUTURE PAWWx , I I I I LEVEL FOR PROOF I I I I I I OF PARKWs ITYP) --------------------------------------------------------------------------------------------------- -------------------------------------------J ------------------------------ ---------------------------------- 11 11 11 11 L----------------- 11 1 1 1 1 1 1 1 1 I I ___ ______ J L J_L _J_1 EL.•9290' L_________________ 4T-------r------------------r------------------r-------------'---�-----r-----------------"-r---r------------------r------------------r----------- - _ _ _ _ -r------ ri ---------------- I I I I I I I I I I I I I I I I I I I I I _________ I I I I I I I I 11 11 I I I I I I I I I I EL. = 9180' — — — — — — — —----------- EL. 8%0' _____ _________________ ______________ _ _________________ _ _________________ _ ______ _ ________ _______ _ _________________ _ _—_—_—_ _________________ _ 1_i _J_L J L J L J J L L — — — -- t_ PRECAST COLUMNS FACE BRICK ON (TYP) PRECAST SPANDRALS NORTH ELEVATION 1/1611=11-011 S 0 8' 16' 32 POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, MN 55108.5118 PH. (651) 642-9200 FAX (651) 642-1101 .........................................— _ MTD PROPERTIES I City Submittal Set 9-19-08 PARKING GARAGE EXTERIOR ELEVATIONS PHASE TWO Issues and Revisions: City Submittal Set 07-03-08 City Re -Submittal Set 09-19-08 I hereby certify that this plon,specification,or report was prepared byy me or under my direct supervision and that 1 am a duly Licensed Architect under the laws a State of Minnesota. Jon R. Pope Date 09/19/08 Lic. No. 13041 Caawlissioa No. 75372-07230 Drawn by AW Checked by DM SHEET I F 21_m. SIGN PANEL ♦ PATIENT PARKING F URGENT CARE OPEN/CLOSE SIGN #1 DIRECTIONAL SIGNS 1/211= 1 1-011 21.0. SIGN PANEL F DELIVERIES F STAFF � SIGN #2 3' SQ ALUM. POST. (TYP) REFLECTIVE VINYL LETTERS (TYP.) APPROX. GRADE 0 1' 2' 4' INTERNALLY ILLUMINATED PREFINISHED METAL SIGNAGE CABINET INIG.) (POWERS BLVD SIDE) CAST STONE�— CAP FACE BRICK TO MATCH EIUILDING-�, (F8 -A) - Medical Specialty Centre TENANT'A' TENANT'B' TENANT'C' URGENT CARE IXXX �l Powers Boulevard V-2' 2'-4' 8'-6' MONUMENT SIGN 1 /4"=1 '-0" CAST STONE CAP V HIGH CAST STONE 4' HIGH CAST STONE OL TOP OF WALL O ELEV.-948'-6' - TOP OF WALL ELEV.=941'-b' CAST STONE THIRD FLOOR EL .-'324'-0' )ND FLOOR CAST STONE FLOOR FOR TYPICAL NOTES SOUTH ELEVATION 1/1611=11-011 F CE BRICK 'A' BRICK SOLDIER COURSE FACE BRICK 'A' CAST STONE PIER (TYP) FACE BRICK 'C' TRASH ENCLOSURE NOTE: W/GATES RECESSED BRICK SOLDIER SEE DRAWING I/A3.1 LOADING POCK COURSE FACE FOR TYPICAL NOTES BRICK 'C' EAST ELEVATION 1/1691=11-011 TOP OF WALL ELEV.- 949'-0' TOP OF WALL FACE BRICK 'A ELE V.=941'-6' 0 BRICK SOLDIER _ _------ COURSE FACE BRICK 'A' - TOP OF WALL _ ELEV.-92b'-b' BRICK SOLDIER COURSE FACE BRICK 'A' SECOND FLOOR ELEV.=905'-m'_ FIRST FLOOR ELEV.-854'-0' FACE BRICK 'C' NOTE: BRICK SOLDIER CAST STONE- TYP SEE DRAWING 1/A3.1 COURSE FACE FOR TYPICAL NOTES BRICK 'C' CAST STONE PER (TYP) 2 NORTH ELEVATION A4 1/16"=1'-0" 0 8' 16' 32' TOP OF WALL ELEV.=94T-4' THIRD FLOOR ELEv.=920'-0' -- L I TOP OF WALL -ACE BRICK A' ELEV.=941'-b BRICK SOLD ER COURSE FACE BRICK 'A' F7_ TOP_ OF WALL ELEv.-926'45' BUILDING SIGNAGE (40 SF) COMPOSITE ALUM. PANEL RECESSED BRICK COURSE - TYP BUILDING SIGNAGE (112 SF) COMPOSITE ALUM. PANEL CAST STONE SECOND FLOOR ELEV.=909'-0' FIRST FLOOR ELEV.=894'-0' POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, 111 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 U N ITED PROPERTIES City Submittal Set 9-19-08 BUILDING ELEVATIONS PHASE ONE Issues and Revisions: City Submittal Set 07-03-08 City Re -Submittal Set 09-19-08 I hereby certify that this plan,specificotion,or report was prepared b me or under my direct rider the laws e State of Architect u 77, Minnesota, Jon R. Pope Date 09/19/08 Lic. No. 13041 Camnissian No. 75372-07230 Drawn by AW Checked by DM SHEET A4 L I I SECOND FLOOR -- -` - SECOND FLOOR_- ELEV.-909'-0' - . _ _ CAST STONE ELEV=909 0 -. - -- FIRST FLOOR -- -- "❑ - —; = FIRST FLOOR _ ELEV.-894'-0' CAST STONE CANOPY THERMALLY -B7YP) ELEV.-8514'-0' — BUILDING SIGNAGE FACE BRICK 'C' 'URGENT CARE' (24 SF) ALUM FRAME W/ LOW - E GLASS RECESSED BRICK COURSE- TYP CAST STONE PIER (77P) CAST STONE BASE WEST ELEVATION A4 1/16"=1'-0" o r a' ,s' s: � •- • G- -_ !VIS W-.,:D�.11611� ■ =■1111=_I=1=_=1£1=1111==11=111=1==1=IIIc11==11■111=1=II11-11-=11 ,, ` Goncllle��c'lraalea9.lrilcm'�xm9daYla�fr:eow'afallw s -u� I� iG�lBaaoam® n alga i IWGW�-I-nem"0a'dHU�ywa-YSo�`eucaf�olY' _ ! Vllf rllalf�u9.l�lawrflw�wnxnmwl�frwiN ■1■=■1■■■_■■■—■■1====■■—■■■■—■■��¢_—■■■■�■■—■■It=�-=1t=It■■■■==■■—■� POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, 111 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 U N ITED PROPERTIES City Submittal Set 9-19-08 BUILDING ELEVATIONS PHASE ONE Issues and Revisions: City Submittal Set 07-03-08 City Re -Submittal Set 09-19-08 I hereby certify that this plan,specificotion,or report was prepared b me or under my direct rider the laws e State of Architect u 77, Minnesota, Jon R. Pope Date 09/19/08 Lic. No. 13041 Camnissian No. 75372-07230 Drawn by AW Checked by DM SHEET A4 L I I SECOND FLOOR -- -` - SECOND FLOOR_- ELEV.-909'-0' _ _ CAST STONE ELEV=909 0 ACE BRICK C FIRST FLOOR -- 110 "❑ - —; = FIRST FLOOR ELEV.-894'-0' CAST STONE CANOPY THERMALLY -B7YP) ELEV.-8514'-0' — BUILDING SIGNAGE FACE BRICK 'C' 'URGENT CARE' (24 SF) ALUM FRAME W/ LOW - E GLASS RECESSED BRICK COURSE- TYP CAST STONE PIER (77P) CAST STONE BASE WEST ELEVATION A4 1/16"=1'-0" o r a' ,s' s: POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, 111 55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 U N ITED PROPERTIES City Submittal Set 9-19-08 BUILDING ELEVATIONS PHASE ONE Issues and Revisions: City Submittal Set 07-03-08 City Re -Submittal Set 09-19-08 I hereby certify that this plan,specificotion,or report was prepared b me or under my direct rider the laws e State of Architect u 77, Minnesota, Jon R. Pope Date 09/19/08 Lic. No. 13041 Camnissian No. 75372-07230 Drawn by AW Checked by DM SHEET A4 L I I F CAST PHASE ONE I PHASE TWO NOTE: SEE DRAWING: I/A3.1 FOR TYPICAL NOTES r_4`� SOUTH ELEVATION 1/1 611=1 '-0" i BRICK 'A' O 8' 16' 32 • �-•^� - II'1VL V1�1 V1� t- EAST ELEVATION 1/1611=11-011 TOP OF WALL ,-� ELEV.=948'4' TOP OF WALL_ ELEV.=941'-6' THIRD FLOOR ELEV.=924'-0' O 8' 16' 32 " " SEE DRAWINGS 1/A3.1 FOR TYPICAL NOTES NORTH ELEVATION PHASE TWO PHASE ONE BUILDING SIC4IACSE (240 SF) TOFACE BRICK 'B' ' �P OF WALL I I I I Y ELEV.=956'-6' ACE BRICK 'A' PI�EfINISHED METAL COMPOSITE ALUM. I COMPOSITE ALUM. �/ PREFINISHED METOL PREFINISHED — — --- ------ --- /COURSE-DTYR ICK (CAST STONE COPING PANEL- RTU SCREEN\ PANEL- RTU SCREEN COPING METAL COPING OP OF WALL ELEV: 931'-6' COMPOSITE ALUM. PANEL-TYP THIRD FLOOR SPANDREL YELEV:920'-D' GLASS SHOWN THUS- TYP SECOND FLOOR _ ELEV..905'-0' CAST STONE FACE BRICK FIRST FLOOR _ ELEV..S90'-0' BUILDING SIGNAGE (14 SF) ALUM. PANEL FACE BRICK 'A' ,CAST STONE SIGNAGE (112 SF) THERMALLY - BROKEN CAST STONE CANOPY BUILDING SIGNAGE ALUM FRAME W/ TINTED FACE BRICK 'URGENT CARE' (24 SF) RECESSED BRICK LOW - E GLASS (TYP.) COURSE-TYP CAST STONE PIER (TYP) CAST STONE BASE 1 /16"=1'-0" BRICK 'A' STONE FACE BRICK 'B' RECE55ED BRICK COURSE- TYP THERMALLY - BROKEN ALUM FRAME W/ TINTED LOW - E GLASS (TYP.) RECESSED BRICK COURSE- TYP CAST STONE PIER (TYP) CAST STONE BASE K7T7� WEST ELEVATION 1/1611=11-011 0 8 16' 32 BUILDING SIGNAGE (90 SF) PREFINISHED METAL COPING — - TOP OF WALL ,-� ELEV.=945'4' TOP OF WALK COMPOSITE ALUM. ELEV:41' 9-6' PANEL-TYP SPANDREL T141W FLOOR GLASS ELEV.424'-0' SHOWN THUS- TYP SECOND FLOORR CAST STONE ELEV.aWV-0' BRICK 'C' FIRST FLOORR ELEV.=894'-0' 0 8' 16' 32 POPE ASSOCIATES INC. 1255 ENERGY PARK DRIVE ST. PAUL, M N55108-5118 PH. (651) 642-9200 FAX (651) 642-1101 ........................ ITED PROPERTIES City Submittal Set 9-19-08 BUILDING ELEVATIONS PHASE TWO Issues and Revisions: City Submittal Set 07-03-08 City Re -Submittal Set 09-19-08 I hereby certify that this plan,specification,or report was prepared by me or under my direct supervision and that 1 am a duly Licensed Architect under the laws &-YielState of Minnesota, Date 09/19/08 lic. No. 13041 Commission No. 75372-07230 Drawn by AW Checked by DM SHEET AS