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CAS-02_2018-02 SPR & VAR FILE 1 OF 20 PC "-'� t 2� - 0 --1- DEPARTMENT OF TRANSPORTATION Metro District Right of Way 1500 W. County Road B2 Roseville, MN 55113 October 5, 2018 George Bender, P.E. Assistant City Engineer City of Chanhassen 7700 Market Blvd Chanhassen, MN 55317 RE: C.S. 2701 (T.H. 5) C.S. 1002 (T.H. 5) LUP # 1002-0032 Dear Mr. Bender: Office Tel: 651-234-7500 Fax: 651-234-7708 E -mail: Dan.Phelps@state.mn.us Enclosed is a final executed original of the Limited Use Permit (LUP) for a Non -Motorized Recreational Trail. The final executed copy is for your permanent record. Prior to the performance of work an application for Miscellaneous Work on Trunk Highway Right of Way will be obtained through the Mn/DOT District Permit Office. If you have any questions feel free to call me at 651-234-7585. Sincerely, (l( ^ &i�_ -� 'b" Dan E. Phelps Engineering Specialist Enclosures cc: File CITY OF C`;�"_',`J! OCT 19,2018 ENGiNEESIING DEPT. • STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION AMENDMENT OF LIMITED USE PERMIT #1 CITY OF CiIANHASS-I4 C.S. 2701 (T.H. 5) OCT 1 2018 C.S. 1002 (T.H. 5) Counties of Carver, Hennepin ENuM1EE RINI G DEPT. LUP # 1002-0032 Permittee: City of Chanhassen Terminates: 12/24/2025 The State of Minnesota. Department of Transportation ("MnDOT") and the City of Chanhassen ("Permittee"), entered into Limited Use Permit No.1002-0032 ("LUP") involving the construction, maintenance and operation of a Facility as further described in the LUP. The parties desire to expand the existing trail with additional pages to the Exhibit A and update the existing provisions of the LUP, and the parties deem certain amendments terms and conditions mutually beneficial for effective continuation of said LUP. NOW THEREFORE MnDOT and Permittee agree as follows: 1. In this Amendment of Limited Use Permit: (a) "Area" means the area within the Right of Way as otherwise defined the LUP. (b) "Additional Area" means the area outlined in yellow on the attached Exhibit A amendment 1 (9 of 10) and (10 of 10). (c) "Facility' is hereby amended to include the nonmotorized trail to be constructed on the Additional Area (9 of 10) and the existing nonmotorized trail previously constructed on the Area (10 of 10). (d) Term" for the Additional Area means that period of time commencing on March 23. 2018 and terminating on the same date that the LUP terminates, December 24, 2025. (e) All other words and phrases. unless otherwise defined herein. have the meanings attributed to them in the LUP. MnDOT hereby permits the Additional Area to Permittee. and Permittee accepts the permit of the Additional Area to have and to hold during the Term, on the same terms and conditions as are contained in the LUP, except as herein otherwise provided. and excepting the following: 1. Effective on March 23, 2018, MnDOT agrees to permit Permittee to construct, maintain and operate the Additional Area for an expansion of the nonmotorized trail in accordance with SPECIAL PROVISIONS Item 3. CONSTRUCTION of the LUP. LUP —Amendment LUP Form Page 1 of 3 LU1013 6/14/2018 • • CITY OF CHANHASSEN RECE ED OCT 122018 ENG*4EEM%G DEPT. 2. Effective on March 23. 2018 Exhibit A amendment 1 (9 of 10) and (10 of 10) are added to the Exhibit A set forth in the LUP. 3. Effective on March 23, 2018. the Special Provision Item 1. TERM will have the following paragraph added: Permittee hereby voluntarily releases and waives any and all claims and causes of action for damages, costs, expenses, losses, fees and compensation arising from or related to any cancellation or termination of this LUP by MnDOT. Permittee agrees that it will not make or assert any claims for damages, costs, expenses, losses, fees and compensation based upon the existence, cancellation or termination of the LUP. Permittee agrees not to sue or institute any legal action against MnDOT based upon any of the claims released in this paragraph. 4. Effective on March 23. 2018, the SPECIAL PROVISIONS Item 6. will have the following paragraph added: Permittee at its sole cost and expense, agrees to comply with, and provide and maintain the Area, Facilities in compliance with all applicable laws, rules, ordinances and regulations issued by any federal, state or local political subdivision having jurisdiction and authority in connection with said Area including the Americans with Disabilities Act ("ADA"). If the Area and Facilities are not in compliance with the ADA or other applicable laws MnDOT may enter the Area and perform such obligation without liability to Permittee for any loss or damage to Permittee thereby incurred, and Permittee shall reimburse MnDOT for the cost thereof, plus 10% of such cost for overhead and supervision within 30 days of receipt of MnDOT's invoice. 5. Effective on March 23. 2018. THE SPECIAL PROVISIONS Item 7. CIVIL RIGHTS paragraph will be replaced with: CIVIL RIGHTS. The Permittee for itself, successors in interest, and assigns, as a part of the consideration hereof, does hereby covenant and agree that in the event improvements are constructed, maintained, or otherwise operated on the Property described in this Limited Use Permit for a purpose for which a MnDOT activity, facility, or program is extended or for another purpose involving the provision of similar services or benefits, the Permittee will maintain and operate such improvements and services in compliance with all requirements imposed by the Acts and Regulations relative to nondiscrimination in federally -assisted programs of the United States Department of Transportation, Federal Highway Administration, (as may be amended) such that no person on the grounds of race, color, national origin, sex, age, disability, income -level, or limited English proficiency will be excluded from participation in, denied the benefits of, or be otherwise subjected to discrimination in the use of said improvements. 6. Except as specifically provided herein. the terms and conditions of the LUP are confirmed and continued in full force and effect. By this Amendment of Limited Use Permit #1 the additional Exhibit A pages 9 and 10. and the terms and conditions herein are incorporated into the LUP. LUP — Amendment LUP Form Page 2 of 3 LU1013 6/14/201 S • MINNESOTA DEPARTMENT OF TRANSPORTATION RECOMMENDED FOR APPROVAL By: District Engineer Date CP14— / APPROVED BY: COMMISSIONER OF TRANSPORTATION Di r 7ffice of Land Management Date b.R Af CITY 07 ',HANHASSEN GQL�Llvzo OCT 1 �, 2018 ENGINEERING DEPT. PERMITTEE CITY OF CHANHASSEN Signs re Print Name, ZT r Title Mayor Date (a —ate TK Signatu Print Name odd �r_ekw�� Title City Manager Date - 2 D -1 Signature Print Name Title Date LUP —Amendment LUP Form Page 3 of 3 LU1013 6/14/201 S 'n0 Cs W ® GD GP 4- W. f TH BT. IIWE M SLLOWPAR,� 6 O�A41Nia; TEsxiau Essxsaxm D J R =Zss�) .-8612 GEVM ARCHITECTURE, NO BUIDN IOA 366P / U z WLU LU z LL 2 Z ro eGc - i /" m w LU cc 0 v W Lq 2 -�� _ - /- .� WEOYCAIbN, OR REPORT WA9 LEGEND: SITE LAYOUT NOTES: PR E�PM®M 4E OII 11NOER W IXRECi EavwoH wro iHnr I � � our (''� , 1. CONTRACTOR SHALL V05Y LOCATIONS AND LAYOUT OF ALL ALL PREFABRICATED STILE I PROVEIQR YATFAALS SRAM AS. 17. ALL PARKNC LOT PLANT STRIPPING PTO BE WI4' WIDE u. o Paore>mawu EROBEEa u CONCRETE PAVEMENT AS SPECIFIED (PAD OR WALL() STE ELEMENTS PRIOR TO BE(Wd&RG CONSTRUCTION. BUT NOT L& MED TO THE FOLLOWING FUW MNCS, TYP. ROEa WHIMµ a AEBrArEv NCLUDNG BUT NOT ULATED TO, LOCATIONS OF EXISTING AND PAVEMENTS WALLS, RAILINGS, BENCHES, FLAGPOLES. IANONG DECORATIVE PAVEMENT AS SPECIFIED PROPOSED PROPERTY LNES. EASEMENTS. SETBACKS, PADS FOR CURB RANDS, AND LIGHT AND POLES THE OMHER 1& BITUMINOUS PAVING TO BE %WT DUTY UNLESS OTHERWISE UTILITIES.BUILDINGS AND PAVEMENTS CONTRACTOR IS RESERVES THE RIGHT TO REJECT INSTALLED MATERIALS NOT NOTED. SG DETAIL SHEETS FOR PAVEMENT SECTIONS - RESPONSIBLE FOR FINAL LOCATIONS OF ALL ELDIENTS FOR PREVIOUSLY APPROVED. ROCK MAINTENANCE STRIP THE SITE ANY REVISIONS REQ/ED AFTER WIDENCflEM 19. ALL TREES THAT ARE TO, REMAIN ARE TO BE PROTECTED OF CORSTRUCION. DUE TO LOCATOMIS N.& AOA)STM SHALL ILWN PEDESTRIAN CURB RAMPS SHALL BE CM67RLCTED WITH FROM DAMAGE VITH A CONSCIOFENCE FENAT THE DRw. u2� T NO ADDITIONAL OW TO OWNER. TRUNCATED DOME LANDING AREAS HEAVY DUTY BTUNOIS PAVEMENT ADJUSTMENTS TO THE LABE APPROVED BY THE REOUYffYEN15-SEE DETAILINACCORDANCE WITH LINE SEE LANDSCAPE DOCEOITS OUR ®SAL SUMMARY BE CORRECTED SU ENGNEERAANDSCAPE ARCHITECT PRIOR 10 NSTALIATON OF AIRLELAN "MEW ACCESSIBLE PARKING PAVEMENT MARKING MATERIALS STAKE LAYOUT FOR APPROVAL A CROSSWALK STRIPING SHALL BE 24' MOE METE PAINTED LEE, SPACED 4e OI CENTER PERPENOIC)LAR TO THE FLOW —_ --- PROPERTY LINE 2. THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS OF TRAFFIC. WIDTH OF CROSSWALK SHALL BE 5' VIDE ALL --- --- PRIOR TO CONSTIUCMN, POUDNG A WIT -OF -WAY AND OTHER PAVU"T MARKINGS SHALL BE MITE N COLOR --- - - - - CURB & CUTTER - T.O. = 'P-OUT GUTTER STREET OPENING PERMIT. LAIESS OTlERmSE NOTED OR REQUIRED BY ADA OR LOCAL 3. THE CCNTIMACTCR SHALL VERIFY RECOMMENDATIONS NOTED N GOVERNING BODIES -.-.-.-.- UTILITY OR ACCESS EASEMENT THE GEO-TECHNM REPORT PRIOR TO 0WALIATION OF SITE 1D CURB AND CUTTER TYPE SHALL BE 02 UNLESS OTHERWISE _ YPROVEENT MATERIALS. NOTED ON THE DRAWINGS -TAPER BETWEEN CURS TYPES -SEE 4. CONTRACTOR SHALL FIELD VERIFY COORDINATES AND - - LOCATION OLENSONS OF THE BUILDING AND STAKE FOR 11. ALL CURB RADII ARE MINIMUM J' UNLESS OTHERWISE NOTED. Y REVIEW AND EW AAPPROVAL BY THE OWNERS REPRESENTATIVE �� PRIOR TO iNSTALRADOH OF FOOTINC MATERIALS 12 L(INTRACTCR SHALL REFER TO FINAL PUT FOR LOT C'TY OF NHAS,,-- 5. LOCATIONS OF STRUCTURES. ROADWAY PAVEMENTS. CURBS BOUNDARIES, NUMBERS, AREAS AND OMENSONS PRR�qMVEF7'?� PRIOR TO- AND CUTTERS BOLLARDS AND WALKS ARE APPROXYATE AND STE WBL�'t0VF1011S 77- 91 BE STAKED INTHE FIELD. PRIOR TO NSTALATION, FOR 1D- FIELD VERIFY ALL EIRISRIG SONS TE CONDITIParL NSON5. REVER AND APPROVAL BY THE ENGIEERAANDSCAPE H O C T 1 U 1 V L. GOPHER STATE ONE CALL ARCHITECT 14. PARKING IS TO BE SET PARALLEL OR POWE DIC1IAR TO vMhVGOP'HERSTATEONECALLORG I. CURB DIMENSIONS SHOWN ARE TO FACE OF CUR& BUILDING OOSTBUILDINGG BUILDING UNLESS NOTED OTHERWISE. SITE '1 (Wq 252-110I TOLL FREE DIMENSIONS ARE TO FACE OF CONCRETE FOUNDATION 1& STANDARD PARING STALLS TO BE 9' AOE . 201 LONG (551) 4540002 LOCAL LOCATION OF BUILDING S TO BUILDING FOUNCATION AND WITH 25' DRFVE AMES UNLESS OTHERWISE NIO 1). SULL BE AS SHOMw ON 1HE DRAWING& ENGINEERING DEPT. �`• 1& HANDICAP PARKING STALLS TO BE 9' WDE K 20' LONG W.TH 7. THE SAMPLES AS SPE SHALL R REV SLOP DRAWINGS OR ,•-per C2.0 SAMPLE AS SPECAK FOR RENEW' AND O FABRIC ILO THE 9' WIDE LOADING 20NE UNLESS Ol}ERwSE NOTED. SEE ,0-0® ENCINEER/LAIDSCAPE ARCHITECT PRIOR i0 FABRICATION FOR SITE DATA OVERALL DATA AREA 63,153 SF. 1 45 AC EXISTING IMPERVIOUS AREA 44,225SF. 70.03% EXISTING PERVIOUS AREA 19.929 S.F. 29.97 % PROPOSED BUILDING AREA 4,486 S.F. 7.10 % PARKING LOT AREA 36,146 S.F. 57.24% TOTAL IMPERVIDUS AREA 40,632 S.F. 64,34% PROPOSED PERVIOUS AREA 22,5215E 3566% ALLOWABLE IMPERVIOUS COVER 65% ZONING: BH (HIGHWAY BUSINESS DISTRICT) PARKING REQUIRED PROVIDED 9Y18' STALLS - I SPACE BO SF 56 48 HANDICAP STALLS 3 3 TOTAL PARKING 56 51 BLDG. HEIGHT 50' MAX BLOG. SPECIFIC USES BAKE RY/ RESTAURANT %CT 2u1u x � a7 EXHIBIT A REALMS LUP # 1002-0032 Amendment 1 (9 of 10) �r 79�H � S56�R7' 5 28 � i Try � T6 � EASEAREM /\ \ �--_� 26 25.14' 12- 12 6P Z Id PAN;A BREAD { us N ? i Air vROPOSED ORNNPGE EATEMETR \ — \ 25_BUI LDING SFTBACF DD -•— �� a 15ss8 Cf 1, 89.g3 .563 Ok - 1 t__n5 _— ! If B I 1 1 5 8 ]N _ J � ` I rS.N ROPDSEDDMINAGE E. II jI I � �"�uiY (ASEMENi SY SIEs BAC. 1� �I O -i O R 3 { y 2 �13.1' a ! I Z 2 I ! FJ 1 i f ; 5 I cuss � N68-05'22'E 93.19 STATE HIGHWAY 5 fa ..s.�RPrcxmBENCHMARK snrE 0 CITY - .. OCT IP2018 ENG,'k'.---- ❑ SITE DETAILS DU TYRACCNOIETECURB ANDGURER DM COrEOAER SDFw— D3AR WNEELCEMJP KAARP M 5DEWMK { OSA GUAAD POST C8A STANDARD Dim A5PNLLT PAVING D88 HE.SVV pUw ASFEWIFAVMG DK HEAVT DIM CONCRETE PAVING 095 ACCF39ME.VAN ACCISWI PARKMGSK;M D9u A[[FS9aE FAA06 STA.DL TCA TRAFFS HDY ARROW 11" PEIEAAIAN OROSSING s" HLO CONCRETE YDEWAUt IFU ❑TT DETAX W241 MINl0E WNEELOIAR RAP SIDEWALK wm1 SIDE ORB. I nereby cervry Mat this plan, specification, or report was prepared by me or under my direct supervision and that I am a duty Licensed Professional Engineer under the laws that slate o1 Min. (& u Alan L CMGpool. PE Professional Engineer Registration Number 47969 Date 2-19-18 N Know. wwt below. _ _ - Call you cw NOT[- WEARORT Mm PLANS FDA VAC` L0GATRM5 AND DIMENSI iS Or POR D.M RADAR. VESTXM SLDNED PAVING. TRUC, DOCKS AurL G UTRm ENiMNCE IOGTIab ANp FRCC6F w»L.�NG DMHFsiDAa EXISTING LEGEND Imo-au—r rARR^[nv.oa��4nr PROPOSED P im aEF7DQT D WAY UK CONUETE CURB AND GUTTER SEF DETAK olA BuXDF4 CO$(T" PDlrtr OPROPOSED PARAII,G SPKES .VATSDTDFWAUD AND CONOtET[APR025 iP0 ARO1. P1A61 GENERAL SITE NOTES w Au DwEETIwPa sHowN ARE •o THE rA� D cLRe uNtEss orNCRSVASE w*m. 6 ALL CUB RETURN K 3 OR Hr, AS L % TTPEAL ON MG PuW UNLESS OTHERWISE LADED. C. HME55OMEPWGESHIOWN.CALLEDW ORSPfOPLEDMREDNCR T NTIESROFEAT106.ALLCUTABAND GUnN ApNCENT TO ASAMLT PAVNGSi-LKINSTAUDRRDFTAROIA PAVEARrNTS MIN5TAAIEDM ACDDACRNCE M THE PLW ALL PAIIKMG lCT STRNIIG INCIUCING A07=55.1F AND VAIN ACCES9NF SPACES $WN1 a RANTT ED FER THE PLAN D. ALL PAROK ACT NGN RASE SUPPORTS SIMLL K Risr-ED PER DFIAR I2F E ALLACCFSSQEPARtiN65TIN155WNL NAw SIONA6F MSALtFD PFR DFTAR ai F. TIE MVMGCDMTMCTOR SIMLL CODADRMTEWTN TT101mMMACf06 TO ENSUIIE ALL REEVMG 61NAALLED PRDR TO PAVING. G AU PAVING, SUK� PAERIMTLM AND FAATNMIDIN Oft RATIOPIS i[[REDw TO THE RECCAAENDATION5 IN THE GEOTECHNEAL REPORT PAC IDEA 87 BRAUN WTFRTEC CORPORATION PROJECT IAKMER ITIMMi DATED RI,E 22. MI H CONTRACTOR SUAIL ENRIK TFIf MOST CURRENT CITY DETAK5 ARE USED PRIOR TD CON5TRVCnON. L AUgFED IRE FERISTIWFI SNAU K PRCVOED FOR TIE PERUC SIDEWALK CDNIAIV WPRIOR TOMCC— TRE sm PLANApRM[Nr. Q SITE NOTES WIT TRAHSfOPMFR PAD ARP ELEC CO. AND/OR ART+_P I, 02E 1XA5rH DtMPSTFR ENCLOSURE IR0. ARCH PAAN$) ITO 4INC WOE PA KID TaLie s-f SEE LENGTH MDKAFFDEGRII5 ) 12D 4 REOI WRE FAMED TELLOY/ STRIPES i0 rppT O C P 45 DEGREES I$ 93 HOIEAI A AT AAl03. ]2F PEOiElSM ES ill INDICATED ITED WADE PUNTED YELLOW STRIPES. iO FOOT 0.CP45 DKREESIArRS� CUM ER ATALCO 2M RErtAO/RpIaRE CIJIE.S PER LOCAL CODESTD MMCN EX6TRRG " 21A 2y TAPER C1RR 10 16 E Es10G CURB. TAPER RMFIIOM BINDEES TOO MDE3OVER2 FEET. PUN5 n MENUBWIID IRRANOI PLANS) 211e"LARS MAP0I ENU CA,IOARIPER.1. TOE PRVEw eDNAD IRRARCH FLA161 TFD CIFMANCE BM ( Pin. PW61 FEE DANE'U SHGN.ER ARCH PLAPISI MF DMCF CAUPAVEME A AMN(I1IGIRP ARCH %AMR 70C OETERDA lODA ('ER 4RCH PUN). AI RAPD PIOt-UP SKaN CRP ARCH. P W6L Ta TOR TEsc. M(RINIO A Y, 6 11 1 9Q tSUR SURFACE PLANS) — M 2 TWICE COATEROILAR0D THE ARXET LOG COM)ORrACEMWMEDAJ W Cf- T 1.1 COCK (W W W T 4 ill ,TAIOG.COM) DR APPROVED ECBIRL TaE JTAAI DfCdMTTVF METAL FENCE. Engineering Associates, Inc. EM7REllvS FEArems 9fiNl4' - tE N Al aus CENTS rows am. sumrz,o PI. rES::<u RSCi, ARDIODFA Nyis T Nws5130 10:. 45'-::KS PMERA BREAD ss► ra � s� i��-� 11EV [M FE SFEET SITE PLAN J1918 REv-, c2 CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: December 14, 2015 RESOLUTION NO: 2015-79B MOTION BY: Tiornhom SECONDED BY: McDonald RESOLUTION APPROVING A LIMITED USE PERMIT WITH THE STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION FOR A PEDESTRIAN TRAIL IN THE RIGHT- OF -WAY OF TH 5 FROM CSAH 17 TO THE CARVER/HENNEPIN COUNTY LINE WHEREAS, the City of Chanhassen is a political subdivision, organized and existing under the laws of the State of Minnesota; and WHEREAS, the Chanhassen City Council has approved a plan to construct a pedestrian trail in the right -of way of TH 5 to promote the orderly and safe crossing of the highway; and WHEREAS, the State of Minnesota Department of Transportation requires a Limited Use Permit for the construction and utilization of said pedestrian trail. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Chanhassen: The City Council hereby enters into a Limited Use Permit with the State of Minnesota Department of Transportation for the following purposes: To construct, operate and maintain a pedestrian trail within the right-of-way of TH 5 from CSAH 17 to the Carver/Hennepin County Line of the State of Minnesota. The City of Chanhassen shall construct, operate and maintain said trail in accordance with the Limited Use Permit granted by the Minnesota Department of Transportation. NOW, THEREFORE, BE IT FURTHER RESOLVED, that the Mayor and City Manager are authorized to execute the Limited Use Permit and any amendments to the Permit. Passed and adopted by the Chanhassen City Council this 14t' day of December, 2015. ATTEST: dd Gerhardt, City Manager YES Laufenburger Campion McDonald Ryan Tjomhom NO None EXHIBIT B ABSENT None CITY "D OCT 1 9 2018 ENGINEESiNG DEFT • • CERTIFICATION STATE OF MINNESOTA ) ss COUNTY OF CARVER ) I, Kim T. Meuwissen, duly appointed and acting Deputy Clerk for the City of Chanhassen, Minnesota, do hereby certify that I have compared the foregoing copy of Resolution No. 2018-34 "Approving an Amendment to the Limited Use Permit #1002- 0032 with the State of Minnesota Department of Transportation for a Panera Bread Pedestrian Trail Connection in the Right -of -Way of TH 5 Planning Case File No. 2018-02" adopted by the Chanhassen City Council on May 14, 2018 with the original copy now on file in my office and have found the same to be a true and correct copy thereof. Witness my hand and official seal at Chanhassen, Minnesota, this 161h day of May, 2018. cLr"k-4 ILI A. R Kim Meuwissen, Deput Clerk CITY OF CHANHASSOF, i `- IV, D OCT 1 2) 2018 ENGINEERING DEPT. • CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: May 14, 2018 RESOLUTION NO: 2018-34 MOTION BY: McDonald SECONDED BY: Tiornhom RESOLUTION APPROVING AN AMENDMENT TO THE LIMITED USE PERMIT #1002-0032 WITH THE STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION FOR A PANERA BREAD PEDESTRIAN TRAIL CONNECTION IN THE RIGHT-OF-WAY OF TH 5 PLANNING CASE FILE NO.2018-02 WHEREAS, the City of Chanhassen is a political subdivision, organized and existing under the laws of the State of Minnesota; and WHEREAS, the Chanhassen City Council has approved a plan to construct a pedestrian trail in the right -of way of TH 5 to promote the orderly and safe crossing of the highway; and WHEREAS, the Chanhassen City Council approved a resolution approving a Limited Use Permit (#1002-0032) on December 14, 2015 for the construction and utilization of said pedestrian trail; and WHEREAS, Panera Bread would like to make a sidewalk/trail connection to said pedestrian trail in the right-of-way of TH 5. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Chanhassen: The City Council hereby approves Amendment #1 to Limited Use Permit #1002-0032 with the State of Minnesota Department of Transportation for the following purposes: To make a sidewalk/trail connection to the pedestrian trail within the right-of-way of TH 5 for Panera Bread, Planning Case File No. 2018-02. NOW, THEREFORE, BE IT FURTHER RESOLVED that the Mayor and City Manager are authorized to execute Amendment #1 to Limited Use Permit #1002-0032 and any amendments to the Permit. Passed and adopted by the Chanhassen City Council this 14a' day of May, 2018. ATTEST• To Gerhardt, City Manager Denny Laufen urger, May6r 00 YES NO ABSENT Denny Laufenburger Campion McDonald ciTY OF C'IA��I i�.S:r, Tjornhom Ryan OCT 1 3 2018 ENGINEERING DEFT. Disclaimer w 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 arise puiol IAek�B(S occe"-,pr- of data provided _ .._ _ .. . _ _ _ _ ._ .. CITY OF CHANHASSEN 7700 Market Boulevard P.O. Box 147 Chanhassen, Minnesota 55317 www.ci.chanhassen.mn.us NIXIE 553 r'E Z ��P�F$ POSTq � �PITNEV BOWEB 02 1 P $ 000.460 0003195036 DEC 21 2017 MAILED FROM ZIP CODE 5531 7 0012/2a/17 -43I E TO C.Qst �A fl Di. J.2 pt�Yl +R[ t++I+■ilt+1!+ftilftl+flllti_++_1!I+1•!11++41il��ts�==!!;;;;+!i;�!1; CHANHASSEN FRONTIER LLC 3600 AMERICAN BLVD SUITE 750 BLOOMINGTON, MN 55431-4514 IrjFlijiiOld Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, January 2, 2018 at 7:00 P.M. This hearing may not start until later in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Proposal: Request for a Site Plan Review with variances to build a Panera Bread. Applicant: Panera Bread, LLC. Property 531 West 791h Street Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: at the Meeting: 1. Staff will give an overview of the proposed project. 2. The applicant will present plans on the project. 3. Comments are received from the public. 4. Public hearing is closed and the Commission discusses the project. If you want to see the plans before the meeting, please visit the City's projects web page at: www.ci.chanhassen.mn.us/2018-02. If you wish to talk to someone about this project, please contact Bob Generous by Questions & email at bgenerous(c.ci.chanhassen.mn.us or by phone at Comments: 952-227-1131. 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. NEW! Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! City Review Procedure: • Subdivisions. Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings, Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is Invited to attend the meeting • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State Statute 519 99 requires all applications to be processed within 60 days unless the applicant waives this standard Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting • A neighborhood spokesperson/representative is encouraged to provide a contact for the city Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not Minutes are taken and any correspondence regarding the application will be included In the report to the City Council If you wish to have something to be included in the report, lease contact the Planning Staff person named on the notification. CITY OF CHANHASSEN ENGINEERING DEPARTMENT 7700 Market Boulevard P.O. Box 147 CHANHASSEN, MN 55317 (952) 227-1160 FAX (952) 227-1170 TO: MnDOT - Metro District Right of Way 1500 W. County Road B2 Roseville. MN 55113 WE ARE SENDING YOU ❑ Shop drawings ❑ Copy of letter LETTER OF TRANSMITTAL DATE OB NO. 6/21 /18<6 - U ATTENTION Dan Phelps RE. LUP #002-0032 ® Attached ❑ Under separate cover via the following items: ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Change Order ❑ Pay Request ❑ COPIES DATE NO. DESCRIPTION 1 Amendment #1 to LUP THESE ARE TRANSMITTED as checked below: ❑ For approval ® Approved as submitted Z For your use ❑ Approved as noted ® As requested ❑ Returned for corrections ❑ For review and comment 71 FORBIDS DUE ❑ PRINTS RETURNED AFTER LOAN TO US ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints REMARKS If you have any questions, please contact George Bender at 952-227-1164 or gbender@ci.chanhassen.mn.us. Thank you. COPY TO: - SIGNE \ Jean Steckling, (952) 227' 1 62 1 If enclosures are not as noted, kindly notify us at once. DEPARTMENT OF TRANSPORTATION Metro District Right of Way 1500 W. County Road B2 Roseville. MN 55113 June 14, 2018 George Bender. P.E. Assistant City Engineer CITY OF CHANHASSEN 7700 Market Blvd. Chanhassen. MN 55317 Subject: C.S. 2701 (T.H. 5) C. S. 1002 (T. H. 5) LUP # 1002-0032 Amendment # 1 to Existing Recreational Trail Dear Mr. Bender: Office Tel: 651-234-7500 Fax: 651-234-7708 E -mail: Dan. Phelps@state.mn.us Limited Use Permit for Non -Motorized Enclosed is an original of an Amendment # 1 to the existing Limited Use Permit for Non - Motorized Recreational Trail. Please have the appropriate individuals sign where indicated and return to this office for further processing. I understand that you have obtained a City of Chanhassen resolution that you can attach in the back of this permit prior to returning it to this office. This original will be returned to you for the City's records. The City of Chanhassen will need to obtain the right to work in the right of way. Please contact Buck Craig at 651-234-7911 for a permit to perform miscellaneous work on the trunk highway right of way. If you have any additional questions or concerns about this process, please contact me at 651- 234-7585. Sincerely, Dan Phelps Engineering Specialist Enclosures cc: File CITY OF CHANHASSEN RECFEIVEV JUN 1 8 2018 ENGINEERING DEPT. STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION AMENDMENT OF LIMITED USE PERMIT #1 C.S. 2701 (T.H. 5) C.S. 1002 (T.H. 5) Counties of Carver, Hennepin LUP # 1002-0032 Permittee: City of Chanhassen Terminates: 12/24/2025 The State of Minnesota. Department of Transportation ("MnDOT") and the City of Chanhassen ("Permittee"), entered into Limited Use Permit No.1002-0032 ("LUP") involving the construction, maintenance and operation of a Facility as further described in the LUP. The parties desire to expand the existing trail with additional pages to the Exhibit A and update the existing provisions of the LUP, and the parties deem certain amendments terms and conditions mutually beneficial for effective continuation of said LUP. NOW THEREFORE MnDOT and Permittee agree as follows: 1. In this Amendment of Limited Use Permit: (a) "Area" means the area within the Right of Way as otherwise defined the LUP. (b) "Additional Area" means the area outlined in yellow on the attached Exhibit A amendment 1 (9 of 10) and (10 of 10). (c) "Facility" is hereby amended to include the nonmotorized trail to be constructed on the Additional Area (9 of 10) and the existing nonmotorized trail previously constructed on the Area (10 of 10). (d) "Term" for the Additional Area means that period of time commencing on March 23. 2018 and terminating on the same date that the LUP terminates, December 24, 2025. (e) All other words and phrases, unless otherwise defined herein. have the meanings attributed to them in the LUP. MnDOT hereby permits the Additional Area to Permittee, and Permittee accepts the permit of the Additional Area to have and to hold during the Term, on the same terms and conditions as are contained in the LUP. except as herein otherwise provided. and excepting the following: 1. Effective on March 23. 2018. MnDOT agrees to permit Permittee to construct, maintain and operate the Additional Area for an expansion of the nonmotorized trail in accordance with SPECIAL PROVISIONS Item 3. CONSTRUCTION of the LUP. LUP — Amendment LUP Form Page 1 of 3 LU1013 6/14/2018 2. Effective on March 23, 2018 Exhibit A amendment 1 (9 of 10) and (10 of 10) are added to the Exhibit A set forth in the LUP. 3. Effective on March 23. 2018, the Special Provision Item 1. TERM will have the following paragraph added: Permittee hereby voluntarily releases and waives any and all claims and causes of action for damages, costs, expenses, losses, fees and compensation arising from or related to any cancellation or termination of this LUP by MnDOT. Permittee agrees that it will not make or assert any claims for damages, costs, expenses, losses, fees and compensation based upon the existence, cancellation or termination of the LUP. Permittee agrees not to sue or institute any legal action against MnDOT based upon any of the claims released in this paragraph. 4. Effective on March 23. 2018, the SPECIAL PROVISIONS Item 6, will have the following paragraph added: Permittee at its sole cost and expense, agrees to comply with, and provide and maintain the Area, Facilities in compliance with all applicable laws, rules, ordinances and regulations issued by any federal, state or local political subdivision having jurisdiction and authority in connection with said Area including the Americans with Disabilities Act ("ADA"). If the Area and Facilities are not in compliance with the ADA or other applicable laws MnDOT may enter the Area and perform such obligation without liability to Permittee for any loss or damage to Permittee thereby incurred, and Permittee shall reimburse MnDOT for the cost thereof, plus 10% of such cost for overhead and supervision within 30 days of receipt of MnDOT's invoice. 5. Effective on March 23, 2018, THE SPECIAL PROVISIONS Item 7. CIVIL RIGHTS paragraph will be replaced with: CIVIL RIGHTS. The Permittee for itself, successors in interest, and assigns, as a part of the consideration hereof, does hereby covenant and agree that in the event improvements are constructed, maintained, or otherwise operated on the Property described in this Limited Use Permit for a purpose for which a MnDOT activity, facility, or program is extended or for another purpose involving the provision of similar services or benefits, the Permittee will maintain and operate such improvements and services in compliance with all requirements imposed by the Acts and Regulations relative to nondiscrimination in federally -assisted programs of the United States Department of Transportation, Federal Highway Administration, (as may be amended) such that no person on the grounds of race, color, national origin, sex, age, disability, income -level, or limited English proficiency will be excluded from participation in, denied the benefits of, or be otherwise subjected to discrimination in the use of said improvements. 6. Except as specifically provided herein, the terms and conditions of the LUP are confirmed and continued in full force and effect. By this Amendment of Limited Use Permit #1 the additional Exhibit A pages 9 and 10, and the terms and conditions herein are incorporated into the LUP. LUP — Amendment LUP Form Page 2 of 3 LU1013 6/14/2018 MINNESOTA DEPARTMENT OF TRANSPORTATION RECOMMENDED FOR APPROVAL By: District Engineer Date APPROVED BY: COMMISSIONER OF TRANSPORTATION Director, Office of Land Management Date LUP — Amendment LUP Form PERMITTEE CITY OF CHANHASSEN Signa re Print Title Mayor Date (0 Vic. j Signatu Print -� Name Dd� &_ekCtf& Title City Manager Date 6 - 2 D - 1(6 Signature Print Name Title Date Page 3 of 3 LU1013 6/14/2018 EXHIBIT A REALMS LUP # 1002-0032 Amendment 1 (9 of 10) 1 VA O WEST ffff".f - --� N73'28'38"E F ` - 156.68 io DWIOSFD DRARNGE — - — .- __ 1Ir AND Emu,Y EASEMENT I o �Em w17 B.Nr HMARK. HA=I., i Know what's below. YAIE N iEET C a I I before you dig. EXISTING LEGEND .. - __ I.e.RISReLLCEIN saaow nl.mwt PwralD=7— - IOI.RIE.RA.A• .. .NW - sIRNIEaR. I 1 n SITE DETAILS i D1A TYRACONCRETECURB ANDGUTTER .30 CONCRETE S®EWALA 03M HEELCHABI RAAW N SIOEWALF OSA GIMRD POST C6A STMRN.RD DUCE AYN4T mvY DBB rHEAVY OLfTY ASPHALT RAVING DEC MEAVT DLftY comet E EA — DES KCESSBIf VAM ACC[SSIBIf DMUMi SCAN 09U KIISSW PMONG SYMBOL IDA TRAFFIC ROW M.OW 'IN IMBIBER, N CAUSSNGSIGN TOA CONCRETE —AUK (PER Cm DETALL S21A) EDE W E'EELCIMIF RAMP IN 9"AUL WRH SIDE CURB S' - - - . - .. - - I I4 .-_ li---- I nefet)y Celli Drepared by am a duly Lic _ -- That state of I PROPOSED RRORERTY 1AAE,—NT (R NM LRE CONOIEIE CURB AMD GVTTEA S10ElM OUA BLRIdNG CONTRO PdM Oy PROPOYDPMANG YKFS LIATS0FSIDEV RND CONCRETE ARWM31Rll �j RACE, RIAMSI GENERAL SITE NOTES A ALL DMLENSIONS SHOWN ARE TO THE FACE 0f CURB UNLESS OTIERWIR NOTED B ALL CURB RETURN RADII SHALL BE 3 OR 10, AS SIROW N TYPICM ON 1.6 PLAN. UNLESS OTHERWISE NORD. C UNLESS 0THEMILE SHOWN, CALLED OUR OR YEOFIED HEREON OR —IN THE YECIFICATI.'.' - - - - .- GifTTEp ADIACENT TO ASPN N ALL PAAFRX3 L BE INSTINIS KUJDFW A OIA PA — VAN A ACCORLMEICE EO KATPWiALL RMILING Lb SAIDING INCLUgNG KCESSBIE AND VAN 4.______ -. SIH4a BE p4NTE0 PER THE %AN D 4L RARAING LOT SIGN BASE AIRPORTS S L BE WA LED PER DfTA L 12F E 4L ACCESSBII MRAING STALLS SHALL —1 SEGHMGE INST41E0 "I DFTM ORS P THE pAYNG CONTRACTOR S C0ORDINATE WITH THE LANDSCAPE AND IRRIGATION C0NTMCTORS TO ENSL.�� ALL REEVING 5INSTALLED IN OR TO PAVRIG G ELL pAVNG. SUBGRADE PREREMTRON NFU EMITHWORF OpEMTGNS SHALL CONFORM TO INE RECORKNOATONS N THE GEOfECHMCx REPORT PROVIOED m WON WTEIITEC CORPORATION PRO[CT NLFMAEl1 U WAS DATED UR 22. MI H C0NERACTOII SIIAu ENSURE THE ROSE CURRENT CIIV DETAILS ARE USED ERROR TO CONSTRLHCTIOEE I AL►NTED USE DETWR ILLIRI St— x PROJOED FOR THE PREBIT SADEWAU CONNECTION ERGA TO RECOAdN( THE ATE RAN AGT UWW Q SITE NOTES 0ze TAAl6F0RMFR PAD (PER EL CO ANOFW AAOI puNASI. 02E TRASH DOMPSTER ENCLOSURE (POLL ARC' RANS1 lu Nf-H TRARiC TFLDW LANE STIBPE EYE LENGTH NDKATED ATSTNVOD. Lz0 . INCH WOE PAIIIIED YELLOW STRMEZ 2 0 FOOT 0 C 0 AS DEGRM ISEE SIZE 'NDICATEDATSWABOLU- EZF REDESTAMN OGSSRFGJRID' WROE NLNTED YELLOW STRRES 20 F00T 0 C@A5 DEGREES (YE SA INOACAIEO AT SYMBOL). 2M RERKF/RESTORFCLAIMS EER LRCM CODES TO MATCN FR6TWG. 21A TAPeI [11RB 1p MAECM R6nNr. CURE 219 TAPEILCURB EEg6E 6 INCHES TO O INCHES OVER 2 FEET. ]IRA MENU BOARD D'ER APCI. RAMS) ROB MENU CAIIWT IPER ARCM. RA'6) ]SIC PREVIEWBOMD(PERARCH. PWIS). T0O CLEARANCE BAR (PER AIICM Ewe) NIE DALN1 THOU SCAN MR AACN. RIANSI T6 DAK-THRU PAVERAINO MAIWNG(HER ARCH PLANS' TOG DMODR LOW JEER MCN MNSI. 7a MRO NC[LP SK.N (PER MCN. PLAN% 7a U—pwip"ARCH RLANSI TLfIL NEW SIGN MOUNTED, TO WSTNG SCAN SOLES (PER ARCH PLANS) TAIL 2.BX2 B0.UARD BIAS RACC MODEL RSD39159. SURFACE ASO'INTE , POWDER COATED MAGI (—or W THEPARRCAT4DG C0M7 W APPROVED EQUAL TOM 1'1— DEC0RATM MET4 FE NCE STATE HIGHWAY 5 mo � 4 � � I LEGEND: C=lFT PAVEMENT AS SPEC OPAD D 11" DEOWATNE PAIOIENT AS SPECS ROOT YAITEIINME SW _ HEAVY DUTY WRAWR PAVEMENT ® ACCOSSIBLE PAIIMIC PAWENT WMING P'ROPiW LINE OEM A CUTIEN - 1.0. - TIP -OUT CUTTER -- —•—•— OLTY OR ALffiS E45MM GOPHER STATE ONE CALL YMVJ. GOP -TER S T AT E ONECALL OP. G •,.. (E70) 252-1166 TOLL FREE 1651) 4540002 LOCAL r� SrrE LAYOUT NOTES: T. WFINAC= SIWL VFRFY LOCATIONS AND LAYOUT OF ALL ALL PREFABRICATED SFH IPRObFNT MATERIALS SUCH AS, 91E 11DE TS PRIOR 70 BEGINNING CONSTRUCTION, BUT NOT LWTIED TO TEE FOUAN , FURNISHINGS. WILUDM: BUT NOT UNITED 10, LOCATIOS OF EUOSENG AND PAVEMENTS, WALLS, RATING% ENGHES, FLAGPOLES, LAWN PROPOSED PROPOM LIES, EASTNENIS, SETBACKS. PADS FOR CURB RAMPS. AID EIGHT AND PODS. THE OWNER UTI 1TD5, BUIDINK AND PAIOFNM CONTRACTOR IS RESERVES THE RIGHT TO REJECT PBTMIED MATERIALS NOT RESPONSIBLE FOR REAL LOCATORS OF ALL ELEMENTS FOR PREVIOUSLY APPROVED. THE STE ANY REVISIONS REQUIRED AFTER CO M NCEIM OF CONSTRUCTION, DUE TO LOCATION& ADASREENIS SHALL S. PEDESTRIAN CURB RAMPS SHALL BE CONSXICTED N'H E CORRECTED AT NO ADDITIONAL COST TO 004M TRUNCATED DOME LANDING AREAS IN ADMANCE WTH AOA6TENTS TO THE LAYOUT SHALL E APPROVED BY THE ADA REWItELENTS-SEE DETAIL ENiEERAROSCAPE ARCHITECT PRIOR To INSTALLATION OF MAT@IA.S STAKE LAYOUT FOR APPROVAL 9, CROSSWALK STRIPING SHALL E 24' WIDE WRITE PAINTED UE. SPACED 4B' ON CENTER PiAPENDICAM TO THE FLOW 2- THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS OF TRAFFIC. WDTH OF CROSSWALK SHALL BE 5' TIDE ALL PRIOR TO CONSTRUCTION. INCLUDING A RIOT -OF -WAY AND OTHER PAVEMENT MARKINGS SHALL BEW-M IN COLOR STREET OPENING PERMIT. UNLESS OTHERWISE NOTED OR REWIRED BY ADA OR LOCAL GOVERNING BODES a THE CONTRACTOR SHALL VERIFY RECOMMENDATIONS NOTED IN THE GEC-TET *w-4L REPORT PRIOR TO INSTALLATION OF SITE 10. CURB AND WTTER TYPE SNAL E W2 -MESS OTHERWISE NPROVFIENT MATERIALS. NOTED ON THE DRAYINGS-TAPER RETW2N CURB TWErSEE 4. CONTRACTOR SHALL FIELD VERIFY COORDINATES AND DETAIL LOCATION OME)SIONS E THE BUILDING AND STAKE FOR 11. All CURB RADII ARE MINIMUM O' UNLESS OTHERWISE NOTED. RENEW AND APPROVAL BY THE OMENS REPRESENTATIVE PRIOR TO INSTALLATION OF FOOTING MATERIALS 12. CONTRACTOR SHALL FETFR TO FINIAL PLAT FOR LOT 5. LOCATIONS OF STRUCTURES, ROADWAY PAVEMENTS, CURBS BOUINDARE% NUMBERS, AREAS AND DIMENSIONS PRIM TO 5TE IMPROVEMENTS AND GUTTERS. BOLLARDS AM WALKS ARE APPROIOMATE AND SHALL E STAKED IN THE FIELD, PRIOR TO INSTALLATION. FOR to FW VERFY ALL ECSTNG SUE COMMSONS• DIMENSIONS. RENEW AND APPROVAL BY THE ENGI EER/LANDSCAPE ARCHITECT 14. PARKING IS TO E SET PARR a OR POWE DIC LA4 TO B. CURB DIMENSIONS S/IOMN ARE 70 FADE OF CURB, BUILDING E)OSING BUILDING UNLESS NOTED OTHERWISE DIMENSIONS ARE TO FACE OF CONCRETE FOUNDATION. 15. STANDARD PARKING STALLS To E E SIDE ■ 2O.D' LONG LOCATION OF BUILDING IS TO BUILDING FOUNDATION AND WITH 25' DRIVE AISLES UNLESS OTHERWISE NOTED. SHALL E AS SHOWN ON THE DRAWINGS 7. THE CONTRACTOR SAU SUBMIT SHOP DRAWINGS OR 16. HANDICAP PARKING STALLS TO E 9' WIDE X 20 LONG WTH SAMPLES AS SPECIFIED FOR RENEW AND APPROVAL BY THE 9' WIDE LOADING ZONE UNLESS OTHERWISE NOTED, SEE ENCI EfR/LANDSCAPE ARCHITECT PRIOR 70 FABRICATION FOR DETAIL 17. ALL PARIUNC LOT PANT STIPPNG 70 BE MITE 4' RIDE TYP. 11 DRUM NOLS PAVING TO BE'UORT DULY UNLESS OTHERWISE NOTED SEE DETAIL SHEETS FOR PAYMENT SECTIONS 19, ALL TFEES THAT ARE TO REMAIN ARE 70 BE PROTECTED FROM DAMAGE W,TH A CONSWXIIOI FENCE AT THE DRIP LLNE SEE LANDSCAPE DDClMEM �fl�r3fl� a a KID w w !III W.*THIIT. KWTE l tR. LDMPNK1M 3 1I gym, Wti� R1• �r 1 !9-YT6YOC1 _ QJR "W5" -M- G J �- J g Q W W U �o b w N ° W Z ZLU N LL > '6 w Z IL Z w 0 O U O U o = z ■Car wm THAT 1Tm.U.. wvopmATOA al want �ww MlT wO �WATIAt1 AMSr ucs®wlPEewaul HMw®I u� Tl! I.wa a TIE etwTE a A e.n 10WiJ ww ,!!g ISAIH9UBYTFTAL S VA IPF FILM A& /�LSm V ".O J 1 PO® CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, NIINNESOTA DATE: December 14, 2015 RESOLUTION NO: 2015-79B MOTION BY: Tiornhom SECONDED BY: McDonald RESOLUTION APPROVING A LIMITED USE PERMIT WITH THE STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION FOR A PEDESTRIAN TRAIL IN THE RIGHT- OF -WAY OF TH 5 FROM CSAH 17 TO THE CARVER/HENNEPIN COUNTY LINE WHEREAS, the City of Chanhassen is a political subdivision, organized and existing under the laws of the State of Minnesota; and WHEREAS, the Chanhassen City Council has approved a plan to construct a pedestrian trail in the right -of way of TH 5 to promote the orderly and safe crossing of the highway; and WHEREAS, the State of Minnesota Department of Transportation requires a Limited Use Permit for the construction and utilization of said pedestrian trail. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Chanhassen: 1. The City Council hereby enters into a Limited Use Permit with the State of Minnesota Department of Transportation for the following purposes: To construct, operate and maintain a pedestrian trail within the right-of-way of TH 5 from CSAH 17 to the Carver/Hennepin County Line of the State of Minnesota. The City of Chanhassen shall construct, operate and maintain said trail in accordance with the Limited Use Permit granted by the Minnesota Department of Transportation. NOW, THEREFORE, BE IT FURTHER RESOLVED, that the Mayor and City Manager are authorized to execute the Limited Use Permit and any amendments to the Permit. Passed and adopted by the Chanhassen City Council this l 0h day of December, 2015. ATTEST: Yi6dd Gerhardt, City Manager YES Laufenburger Campion McDonald Ryan Tjomhom Denny Lauf b'u_rgerA4ayor NO None ABSENT None EXHIBIT B CERTIFICATION STATE OF MINNESOTA ) ss COUNTY OF CARVER ) I, Kim T. Meuwissen, duly appointed and acting Deputy Clerk for the City of Chanhassen, Minnesota, do hereby certify that I have compared the foregoing copy of Resolution No. 2018-34 "Approving an Amendment to the Limited Use Permit #1002- 0032 with the State of Minnesota Department of Transportation for a Panera Bread Pedestrian Trail Connection in the Right -of -Way of TH 5 Planning Case File No. 2018-02" adopted by the Chanhassen City Council on May 14, 2018 with the original copy now on file in my office and have found the same to be a true and correct copy thereof. Witness my hand and official seal at Chanhassen, Minnesota, this 16th day of May, 2018. LA Kim Meuwissen, Deputk Clerk. CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: May 14, 2018 RESOLUTION NO: 2018-34 MOTION BY: McDonald SECONDED BY: Tiornhom RESOLUTION APPROVING AN AMENDMENT TO THE LIMITED USE PERMIT #1002-0032 WITH THE STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION FOR A PANERA BREAD PEDESTRIAN TRAIL CONNECTION IN THE RIGHT-OF-WAY OF TH 5 PLANNING CASE FILE NO. 2018-02 WHEREAS, the City of Chanhassen is a political subdivision, organized and existing under the laws of the State of Minnesota; and WHEREAS, the Chanhassen City Council has approved a plan to construct a pedestrian trail in the right -of way of TH 5 to promote the orderly and safe crossing of the highway; and WHEREAS, the Chanhassen City Council approved a resolution approving a Limited Use Permit (# 1002-0032) on December 14, 2015 for the construction and utilization of said pedestrian trail; and WHEREAS, Panera Bread would like to make a sidewalk/trail connection to said pedestrian trail in the right-of-way of TH 5. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Chanhassen: 1. The City Council hereby approves Amendment # 1 to Limited Use Permit # 1002-0032 with the State of Minnesota Department of Transportation for the following purposes: To make a sidewalk/trail connection to the pedestrian trail within the right-of-way of TH 5 for Panera Bread, Planning Case File No. 2018-02. NOW, THEREFORE, BE IT FURTHER RESOLVED that the Mayor and City Manager are authorized to execute Amendment #1 to Limited Use Permit #1002-0032 and any amendments to the Permit. Passed and adopted by the Chanhassen City Council this 14'h day of May, 2018. ATTEST: To Gerhardt, City Manager Denny Laufen urger, May6r 10 YES NO ABSENT Denny Laufenburger Campion McDonald Tjornhom Ryan f g-OZ- CAMPBELL KNUTSON PROFESSIONAL June 13, 2018 Thomas J. Campbell* Roger N. Knutson Ms. Jenny Potter Elliott B. Knetsch City of Chanhassen Joel J. Jamnik 7700 Market Boulevard Andrea McDowell Poehler Soren M. Mattick P.O. BOX 147 Henry A. Schaeffer, III Chanhassen, MN 55317 Alin Schwartz Shana N. Conklin Re: Chanhassen—Panera Bread Amy B. Schutt James J. Monge, III Jerome M. Porter Dear Ms. Potter: Daid S. Kendall Matthew K. Brokl Please find enclosed the recorded Site Plan Agreement with Panera, LLC. Said Kurt S. Fischer document was recorded on May 21, 2018 as Carver County document number *Of Counsel A662302. Thank you. Very truly yours, CAMPBELL KNUTSON Professional Association Jean son, eg sistant /jmo Enclosure Grand Oak Office Center I 860 Blue Gentian Road Suite 290 Eagan, Minnesota S S 121 Main: 6S 1-452-S000 Fax: 6S 1-234-6237 SCANNED wW%V.ck-law.com 198093vl Document No. A662302 OFFICE OF THE COUNTY RECORDER CARVER COUNTY, MINNESOTA Recorded on -May 21, 2018 3:32 PM Fee: $46.00 111111111111111111 Kaaren Lewis 662302 County Recorder y CITY OF CHANHASSEN SITE PLAN AGREEMENT #2018-02 PA"NERA BREAD - CHANHASSEN SPECIAL PROVISIONS AGREEMENT dated February 12, 2018, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation, (the "City"), and Panera, LLC, a Delaware limited liability company (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 4,500 square foot, one-story restaurant with drive through facilities with a variance for the use of Exterior Insulating Finishing System, EIFS, as a primary building material (referred to in this Agreement as the "project"). The land located in Carver County, Minnesota, is legally described as: Lot 3, Block 1, ZAMOR ADDITION, according to the recorded plat thereof, and situate in Carver County, Minnesota. EXCEPTING therefrom Parcel 208A condemned by the State of Minnesota as evidenced by Final Certificate filed October 27. 1993 as Document No. 157032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORATION RIGHT OF WAY PLAT NO. 10-3 filed March 14, 1991 as Document N. 122284. (Abstract) 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into this Agreement and famish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Contract. If the plans vary from the written terms of this Agreement, the written terms shall control. The plans are: Plan A --Site Plan prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan B— Grading, Drainage and Erosion Control Plans prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan C--Landscaping Plan prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan D - Building Elevations prepared by Arcvision, Inc. dated 9/27/17. 4. Time of Performance. The Developer shall install all required screening and landscaping by November 1, 2018. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Agreement, the Developer shall furnish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $158,800.00 (site grading, drainage, erosion control, stone water and landscaping). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscaping. PROCEDURES FOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Panera, LLC Louis DiPietro, Senior Vice President and General Counsel 3630 South Geyer Road, Suite 100 St. Louis, MO 63127 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for 4a ,500 square foot, one- story restaurant with drive through facilities subject to the following conditions: 2 Building: a. The building is required to have an automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. C. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). d. Detailed occupancy related requirements will be addressed when complete building plans are submitted. C. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering: a. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. b. Provide perimeter drainage and utility easements were none exist concurrent with recording the site plan agreement. c. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. d. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. e. Soil boring locations shall be shown on the grading plan prior to site grading. f. Indicate finished floor elevation of the adjacent parcel to the east prior to site grading. g. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading. h. Indicate information to verify the lowest building opening is a minimum of 1-foot above the emergency overflow elevation of the bioretention basins prior to site grading. i. Identify soil stockpile areas intended within the site limits prior to site grading. j. Address review comments identified in the attached letter from MnDOT prior to site grading. k. Provide Limited Use Permit (LUP) for the public sidewalk connection prior to recording the site plan agreement. 1. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. m. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. 3 n. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the W 79`h Street & Great Plain Blvd intersection prior to review for City Council consideration. o. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. p. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 791h St & Great Plains Blvd intersection. The recommended '/4 intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. q. Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. r. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. s. Plan shall include the bioretention basin details with elevations prior to site grading. t. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon un-necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. u. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1% prior to site grading. v. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. w. Staff recommends C900 PVC water main pipe material be considered. x. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. y. Provide details on the plans for the grease trap prior to site grading. z. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. aa. The applicant shall coordinate with City staff prior to removal or construction of the services regarding inspection and traffic control on W 79`h Street prior to site grading. bb. Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing of the water service piping when selecting the location for the hydrant. 4 cc. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. dd. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory Bluff Creek Watershed District, etc. Environmental Resources: a. The applicant shall revise the landscape plan to accommodate more of the required bufferyard trees in the south buffer yard area. b. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. c. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. d. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. e. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. Planning: a. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. b. A copy of the cross access/parking agreement shall be submitted to the city. c. Wall lighting and the trash enclosure lighting shall comply with city code. d. The proposed monument sign shall be relocated on the site to comply with city code. e. Signage shall comply with city code and requires separate sign permits for each sign. f. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. g. EIFS may be used provided that it is the Outsulation system with hydroponic coating, or equivalents, installed with proprietary reinforcing meshes a minimum of six feet above grade. h. The entrance canopies and patio enclosure shall be painted a contrasting color from the bronze windows and doors. Water Resources: a. Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. b. Topsoil needs to be specified. c. Sequencing of Construction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. d. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. e. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. f. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. g. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. h. Plan details need to show a profile of the bio-retention basin with the grade of the tile placement. i. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. j. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. k. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. 1. City staff to be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin in. Contractor to have written statement as part of the pre -construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. n. An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. M o. The city will hold the security on the project until vegetation is well established and the planting is free of weeds. This may take a few growing seasons to achieve. p. An additional drainage and utility easement shall be recorded over the drainage basins located west and south of the parking lot. 8. General Conditions. The general conditions of this Agreement are attached as Exhibit "A" and incorporated herein. 9. Counterparts. This Agreement may be executed in any number of counterparts, each of which shall constitute one and the same instrument. it �. o� rn r STATE OF MINNESOTA ) (ss COUNTY OF CARVER ) CITY OF CHANHASSEN BY: A" Denny ufenbur , Mayor AND: Todd Gerhardt, City Manager The foregoing instrument was acknowledged before me this day of Q , 2015 by Denny Laufenburger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. 4�T%L OT Y PUBLI KIM T. MEUWISSEN I. Notary Public -Minnesota My commission Expires Jan 31, 2020 7 BY: Louis DiPietro CommoruueuJ,-+h of Its Senior Vice President and General Counsel YYtab5av'LIJLSP W -8TA TL' OF N4P*TAtE90+ A OT2'n�fTLTJpTlS 1 COUNTY OF 01 Fo l K- j ss. The foregoing instrument was acknowledged before me this 1-1+t'day of A P►' 11 , 20 18 by Louis DiPietro, Senior Vice President and General Counsel, Panera, LLC, a Delaware limited liability company. DRAFTED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 NOTARY PUBLIC =ROBINNCINI blicSSACMU3ETTS Expires 2022 CITY OF CHANHASSEN SITE PLAN AGREEMENT EXHIBIT "A" GENERAL CONDITION l . Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) this site plan agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the site to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is full compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion control, the City will authorize removal of the erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be warranted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final 0 acceptance. 7. Responsibility for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Permit, including engineering and attorneys' fees. C. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Permit within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is first given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on -site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Agreement. D. Breach of Contract. Breach of the terms of this Agreement by the Developer shall be grounds for denial of building permits. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Agreement is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Occupnycv. Unless approved in writing by the City Engineer, no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. 10 H. R1. This Agreement shall run with the land and may be recorded against the title to the property. I. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. J. Construction Hours. The normal construction hours under this contract shall be from 7:00 a.m. to 9:00 p.m. on weekdays, from 9:00 a.m. to 5:00 p.m. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 a.m. and 6:00 p.m. on any weekday and 9:00 a.m. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws Ordinances and Regulations. In the development of the site plan, the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Government, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall furnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Development Contract. N. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. O. Soil Convection. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. FEE OWNER CONSENT TO SITE PLAN AGREEMENT #2018-02 Chanhassen Inn, Inc., a Minnesota corporation, fee owner of all or part of the subject property, the development of which is governed by the foregoing Site Plan Agreement #2018-02, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by it. Dated this, day of `�1 92018. CHANHASSEN INN, INC., A Minnesota corporation 2 By C;tiv� Larry Zamo , Its Vice -President By Ct� J qtyamor, Its C >ef E cutive Officer STATE OF MINNESOTA ) ( ss COUNTY OF Cf r VW ) The foregoing instrument was acknowledged before me this �day of 2018, by Larry Zamor and Jean Zamor, respectively the Vice -President and Chief Executive Officer of Chanhassen Inn, Inc., a Minnesota corporation, on behalf of the entity. DRAFTED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 12 ANNE KATHRYN LUNDELL Notary Public -Minnesota My Commis m EEO— Jan 31, 2021 I U CERTIFICATION STATE OF MINNESOTA ) ss COUNTY OF CARVER ) I, Kim T. Meuwissen, duly appointed and acting Deputy Clerk for the City of Chanhassen, Minnesota, do hereby certify that I have compared the foregoing copy of Resolution No. 2018-34 "Approving an Amendment to the Limited Use Permit #1002- 0032 with the State of Minnesota Department of Transportation for a Panera Bread Pedestrian Trail Connection in the Right -of -Way of TH 5 Planning Case File No. 2018-02" adopted by the Chanhassen City Council on May 14, 2018 with the original copy now on file in my office and have found the same to be a true and correct copy thereof. Witness my hand and official seal at Chanhassen, Minnesota, this 161h day of May, 2018. r LAM AAge!" Ki T. Meuwissen, Dept Clerk sr'ReAvo rr CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA DATE: May 14, 2018 RESOLUTION NO: 2018-34 MOTION BY: McDonald SECONDED BY: Tiornhom RESOLUTION APPROVING AN AMENDMENT TO THE LIMITED USE PERMIT #1002-0032 WITH THE STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION FOR A PANERA BREAD PEDESTRIAN TRAIL CONNECTION IN THE RIGHT-OF-WAY OF TH 5 PLANNING CASE FILE NO.2018-02 WHEREAS, the City of Chanhassen is a political subdivision, organized and existing under the laws of the State of Minnesota; and WHEREAS, the Chanhassen City Council has approved a plan to construct a pedestrian trail in the right -of way of TH 5 to promote the orderly and safe crossing of the highway; and WHEREAS, the Chanhassen City Council approved a resolution approving a Limited Use Permit (#1002-0032) on December 14, 2015 for the construction and utilization of said pedestrian trail; and WHEREAS, Panera Bread would like to make a sidewalk/trail connection to said pedestrian trail in the right-of-way of TH 5. NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Chanhassen: 1. The City Council hereby approves Amendment #1 to Limited Use Permit #1002-0032 with the State of Minnesota Department of Transportation for the following purposes: To make a sidewalk/trail connection to the pedestrian trail within the right-of-way of TH 5 for Panera Bread, Planning Case File No. 2018-02. NOW, THEREFORE, BE IT FURTHER RESOLVED that the Mayor and City Manager are authorized to execute Amendment #1 to Limited Use Permit #1002-0032 and any amendments to the Permit. Passed and adopted by the Chanhassen City Council this 14t' day of May, 2018. ATTEST: To Gerhardt, City Manager Denny Laufenj4urger, Ma r YES NO ABSENT Denny Laufenburger Campion McDonald Tjornhom Ryan FEE OWNER CONSENT TO SITE PLAN AGREEMENT #2018-02 Chanhassen Inn, Inc., a Minnesota corporation, fee owner of all or part of the subject property, the development of which is governed by the foregoing Site Plan Agreement #2018-02, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by it. Dated this day of \', 2018. CHANHASSEN INN, INC., fCA A Minnesota corporation -2 By CMS Larry Zamo , Its Vice -President G �� 5Z �7 `f -6� 7 '� STATE OF MINNESOTA ) ( ss COUNTY OF Cjar Utr ) By C� J tyamor, Its C 1ef E cutive Officer The foregoing instrument was acknowledged before me this �day of 2018, by Larry Zamor and Jean Zamor, respectively the Vice -President and Chief Executive Officer of Chanhassen Inn, Inc., a Minnesota corporation, on behalf of the entity. DRAFFED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952) 227-1100 12 NOTARY PUBLIC J#ANNE KATHRYN LUNDELL Notary Public -Minnesota My cWW" W Expina Jan 31, 2021 iCA% NED g - 022 CITY OF CHANHANMEN Chanhassen is a Community for Life -Providing forToday and Planning forTomorrow March 13, 2018 Panera, LLC Mr. Brian Barnard 3630 South Geyer Road, Suite 100 St. Louis, MO 63127 Re: Planning Case #2018-02 Panera Bread - Chanhassen Dear Mr. Barnard: Enclosed is a site plan agreement authorizing the development of the Panera Bread — Chanhassen project. Please have the document executed by Panera. LLC and have the Zamors sign off for the property owner's consent. If there are any mortgages on the property, the mortgage company must also sign the agreement. A security in the amount of $158,800.00, either letter of credit or cash escrow, must be submitted with the agreement. Submit the executed document to me for city execution and recording at Carver County. A copy of the executed agreement will be returned to you for your files. Building permits may only be issued after the agreement has be executed and recorded. If you have any questions or need more information, please contact me at (952) 227-1131 or bbenerous(&ci.chanhassen.mn us. Sincerel Robert Generous, AICP Senior Planner Ec: Kate Aanenson, Community Development Director Jessica Archer, Building Official George Bender, Assistant City Engineer Todd Gerhardt, City Manager Vanessa Strong, Water Resources Coordinator SC Enclosures ��NFO PH 952.227.1100 - wwwAchanhasm.imn.us - FX 952.227.1110 7700 MARKET BOULEVARD - PO BOX 147 - CHANHASSEN - MINNESOTA 55317 CITY OF CHANHASSEN SITE PLAN AGREEMENT #2018-02 PANERA BREAD - CHANHASSEN SPECIAL PROVISIONS AGREEMENT dated February 12, 2018, by and between the CITY OF CHANHASSEN, a Minnesota municipal corporation, (the "City"), and Panera, LLC, a Delaware limited liability company (the "Developer"). 1. Request for Site Plan Approval. The Developer has asked the City to approve a site plan for a 4,500 square foot, one-story restaurant with drive through facilities with a variance for the use of Exterior Insulating Finishing System, EIFS, as a primary building material (referred to in this Agreement as the "project"). The land located in Carver County, Minnesota, is legally described as: Lot 3, Block 1, ZAMOR ADDITION, according to the recorded plat thereof, and situate in Carver County, Minnesota. EXCEPTING therefrom Parcel 208A condemned by the State of Minnesota as evidenced by Final Certificate filed October 27, 1993 as Document No. 157032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORATION RIGHT OF WAY PLAT NO. 10-3 filed March 14, 1991 as Document N. 122284. (Abstract) 2. Conditions of Site Plan Approval. The City hereby approves the site plan on condition that the Developer enters into this Agreement and furnish the security required by it. 3. Development Plans. The project shall be developed and maintained in accordance with the following plans. The plans shall not be attached to this Contract. If the plans vary from the written terms of this Agreement, the written terms shall control. The plans are: Plan A --Site Plan prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan B--Grading, Drainage and Erosion Control Plans prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan C--Landscaping Plan prepared by CEI Engineering Associates, Inc., dated 2/19/18. Plan D — Building Elevations prepared by Arcvision, Inc. dated 9/27/17. 4. Time of Performance. The Developer shall install all required screening and landscaping by November 1, 2018. The Developer may, however, request an extension of time from the City. If an extension is granted, it shall be conditioned upon updating the security posted by the Developer to reflect cost increases and the extended completion date. 5. Security. To guarantee compliance with the terms of this Agreement, the Developer shall furnish the City with a letter of credit from a bank, cash escrow, or equivalent ("security") for $158,800.00 (site grading, drainage, erosion control, storm water and landscaping). If the Developer requests a Certificate of Occupancy prior to the installation of site landscaping, then the developer shall provide to the city a letter of credit or cash escrow in an amount sufficient to insure the installation of said landscaping. PROCEDURESFOR LETTER OF CREDIT REDUCTION a. Requests for reductions of Letters of Credit must be submitted to the City in writing by the Developer or his Engineer. b. Partial lien waivers totaling the amount of the requested reduction shall accompany each such request. c. Any reduction shall be subject to City approval. 6. Notices. Required notices to the Developer shall be in writing, and shall be either hand delivered to the Developer, its employees or agents, or mailed to the Developer by certified mail at the following address: Panera, LLC Louis DiPietro, Senior Vice President and General Counsel 3630 South Geyer Road, Suite 100 St. Louis, MO 63127 Notices to the City shall be in writing and shall be either hand delivered to the City Manager, or mailed to the City by certified mail in care of the City Manager at the following address: Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, Minnesota 55317, Telephone (952) 227-1100. 7. Other Special Conditions. City Council approves a site plan for 4a ,500 square foot, one- story restaurant with drive through facilities subject to the following conditions: 2 Building: a. The building is required to have an automatic fire extinguishing system. b. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. C. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). d. Detailed occupancy related requirements will be addressed when complete building plans are submitted. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering: a. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. b. Provide perimeter drainage and utility easements were none exist concurrent with recording the site plan agreement. c. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. d. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. e. Soil boring locations shall be shown on the grading plan prior to site grading. f. Indicate finished floor elevation of the adjacent parcel to the east prior to site grading. g. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading. h. Indicate information to verify the lowest building opening is a minimum of 1-foot above the emergency overflow elevation of the bioretention basins prior to site grading. i. Identify soil stockpile areas intended within the site limits prior to site grading. j. Address review comments identified in the attached letter from MnDOT prior to site grading. k. Provide Limited Use Permit (LUP) for the public sidewalk connection prior to recording the site plan agreement. I. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. in. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. n. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the W 79`h Street & Great Plain Blvd intersection prior to review for City Council consideration. o. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. p. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 79`h St & Great Plains Blvd intersection. The recommended 3/ intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. q. Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. r. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. s. Plan shall include the bioretention basin details with elevations prior to site grading. t. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon un-necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. u. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1 % prior to site grading. v. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. w. Staff recommends C900 PVC water main pipe material be considered. x. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. y. Provide details on the plans for the grease trap prior to site grading. z. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. aa. The applicant shall coordinate with City staff prior to removal or construction of the services regarding inspection and traffic control on W 79`h Street prior to site grading. bb. Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing of the water service piping when selecting the location for the hydrant. 4 cc. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. dd. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory Bluff Creek Watershed District, etc. Environmental Resources: a. The applicant shall revise the landscape plan to accommodate more of the required bufferyard trees in the south buffer yard area. b. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. c. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. d. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. e. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. Planning: a. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. b. A copy of the cross access/parking agreement shall be submitted to the city. c. Wall lighting and the trash enclosure lighting shall comply with city code. d. The proposed monument sign shall be relocated on the site to comply with city code. e. Signage shall comply with city code and requires separate sign permits for each sign. f. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. g. EIFS may be used provided that it is the Outsulation system with hydroponic coating, or equivalents, installed with proprietary reinforcing meshes a minimum of six feet above grade. h. The entrance canopies and patio enclosure shall be painted a contrasting color from the bronze windows and doors. 5 Water Resources: a. Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. b. Topsoil needs to be specified. c. Sequencing of Construction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. d. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. e. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. f. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. g. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. h. Plan details need to show a profile of the bio-retention basin with the grade of the tile placement. i. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. j. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. k. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. 1. City staff to be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin M. Contractor to have written statement as part of the pre -construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. n. An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. DI o. The city will hold the security on the project until vegetation is well established and the planting is free of weeds. This may take a few growing seasons to achieve. p. An additional drainage and utility easement shall be recorded over the drainage basins located west and south of the parking lot. 8. General Conditions. The general conditions of this Agreement are attached as Exhibit "A" and incorporated herein. 9. Counterparts. This Agreement may be executed in any number of counterparts, each of which shall constitute one and the same instrument. CITY OF CHANHASSEN M. AND: STATE OF MINNESOTA ) (ss COUNTY OF CARVER ) Denny Laufenburger, Mayor Todd Gerhardt, City Manager The foregoing instrument was acknowledged before me this day of , 20 , by Denny Laufenburger, Mayor, and by Todd Gerhardt, City Manager, of the City of Chanhassen, a Minnesota municipal corporation, on behalf of the corporation and pursuant to the authority granted by its City Council. NOTARY PUBLIC 7 DEVELOPER: BY: Louis DiPietro Its Senior Vice President and General Counsel STATE OF MINNESOTA ) (ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of , 20 by Louis DiPietro, Senior Vice President and General Counsel, Panera, LLC, a Delaware limited liability company. DRAT FED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 n NOTARY PUBLIC CITY OF CHANHASSEN SITE PLAN AGREEMENT EXHIBIT "A" GENERAL CONDITION 1. Right to Proceed. Within the site plan area, the Developer may not grade or otherwise disturb the earth, remove trees, construct improvements, or any buildings until all the following conditions have been satisfied: 1) this site plan agreement has been fully executed by both parties and filed with the City Clerk, 2) the necessary security and fees have been received by the City, and 3) the City has issued a building permit in reliance on the foregoing conditions having been satisfied. 2. Maintenance of site. The site shall be maintained in accordance with the approved site plan. Plants and ground cover required as a condition of site plan approval which die shall be promptly replaced. 3. License. The Developer hereby grants the City, its agents, employees, officers and contractors a license to enter the site to perform all work and inspections deemed appropriate by the City in conjunction with site plan development. 4. Erosion Control. Before the site is rough graded, and before any building permits are issued, the erosion control plan, Plan B, shall be implemented, inspected, and approved by the City. The City may impose additional erosion control requirements if they would be beneficial. All areas disturbed by the excavation and backfilling operations shall be reseeded forthwith after the completion of the work in that area. Except as otherwise provided in the erosion control plan, seed shall be certified seed to provide a temporary ground cover as rapidly as possible. All seeded areas shall be fertilized, mulched, and disc anchored as necessary for seed retention. The parties recognize that time is of the essence in controlling erosion. If the Developer does not comply with the erosion control plan and schedule or supplementary instructions received from the City, the City may take such action as it deems appropriate to control erosion at the Developer's expense. The City will endeavor to notify the Developer in advance of any proposed action, but failure of the City to do so will not affect the Developer's and City's rights or obligations hereunder. No development will be allowed and no building permits will be issued unless there is full compliance with the erosion control requirements. Erosion control shall be maintained until vegetative cover has been restored. After the site has been stabilized to where, in the opinion of the City, there is no longer a need for erosion control, the City will authorize removal of the erosion control measures. 5. Clean up. The Developer shall maintain a neat and orderly work site and shall daily clean, on and off site, dirt and debris, including blowables, from streets and the surrounding area that has resulted from construction work by the Developer, its agents or assigns. 6. Warranty. All trees, grass, and sod required in the approved Landscaping Plan, Plan C, shall be warranted to be alive, of good quality, and disease free at the time of planting. All trees shall be warranted for twelve (12) months from the time of planting. The Developer or his contractor(s) shall post a letter of credit or cash escrow to the City to secure the warranties at the time of final 9 acceptance. 7. Responsibility for Costs. A. The Developer shall hold the City and its officers and employees harmless from claims made by itself and third parties for damages sustained or costs incurred resulting from site plan approval and development. The Developer shall indemnify the City and its officers and employees for all costs, damages, or expenses which the City may pay or incur in consequence of such claims, including attorneys' fees. B. The Developer shall reimburse the City for costs incurred in the enforcement of this Permit, including engineering and attorneys' fees. C. The Developer shall pay in full all bills submitted to it by the City for obligations incurred under this Permit within thirty (30) days after receipt. If the bills are not paid on time, the City may halt all development work and construction. Bills not paid within thirty (30) days shall accrue interest at the rate of 8% per year. 8. Developer's Default. In the event of default by the Developer as to any of the work to be performed by it hereunder, the City may, at its option, perform the work and the Developer shall promptly reimburse the City for any expense incurred by the City, provided the Developer is first given notice of the work in default, not less than four (4) days in advance. This Contract is a license for the City to act, and it shall not be necessary for the City to seek a Court order for permission to enter the land. When the City does any such work, the City may, in addition to its other remedies, assess the cost in whole or in part. 9. Miscellaneous. A. Construction Trailers. Placement of on -site construction trailers and temporary job site offices shall be approved by the City Engineer. Trailers shall be removed from the subject property within thirty (30) days following the issuance of a certificate of occupancy unless otherwise approved by the City Engineer. B. Postal Service. The Developer shall provide for the maintenance of postal service in accordance with the local Postmaster's request. C. Third Parties. Third parties shall have no recourse against the City under this Agreement. D. Breach of Contract. Breach of the terms of this Agreement by the Developer shall be grounds for denial of building permits. E. Severability. If any portion, section, subsection, sentence, clause, paragraph, or phrase of this Agreement is for any reason held invalid, such decision shall not affect the validity of the remaining portion of this Contract. F. Occuparia. Unless approved in writing by the City Engineer, no one may occupy a building for which a building permit is issued on either a temporary or permanent basis until the streets needed for access have been paved with a bituminous surface and the utilities tested and approved by the city. G. Waivers/Amendments. The action or inaction of the City shall not constitute a waiver or amendment to the provisions of this Contract. To be binding, amendments or waivers shall be in writing, signed by the parties and approved by written resolution of the City Council. The City's failure to promptly take legal action to enforce this Contract shall not be a waiver or release. 10 H. Recording. This Agreement shall run with the land and may be recorded against the title to the property. I. Remedies. Each right, power or remedy herein conferred upon the City is cumulative and in addition to every other right, power or remedy, express or implied, now or hereafter arising, available to City, at law or in equity, or under any other agreement, and each and every right, power and remedy herein set forth or otherwise so existing may be exercised from time to time as often and in such order as may be deemed expedient by the City and shall not be a waiver of the right to exercise at any time thereafter any other right, power or remedy. J. Construction Hours. The normal construction hours under this contract shall be from 7:00 a.m. to 9:00 p.m. on weekdays, from 9:00 a.m. to 5:00 p.m. on Saturdays, with no such activity allowed on Sundays or any recognized legal holidays. Construction activities in conjunction with new developments and city improvement projects, including but not limited to grading, utility installation and paving, requiring the use of heavy equipment shall be permitted between the hours of 7:00 a.m. and 6:00 p.m. on any weekday and 9:00 a.m. and 5:00 p.m. on Saturdays. No such activity is permitted on Sundays or public holidays. Operation of all internal combustion engines used for construction or dewatering purposes beyond the normal working hours will require City Council approval. K. Soil Treatment Systems. If soil treatment systems are required, the Developer shall clearly identify in the field and protect from alteration, unless suitable alternative sites are first provided, the two soil treatment sites identified during the site plan process for each lot. This shall be done prior to the issuance of a Grading Permit. Any violation/disturbance of these sites shall render them as unacceptable and replacement sites will need to be located for each violated site in order to obtain a building permit. L. Compliance with Laws, Ordinances, and Regulations. In the development of the site plan, the Developer shall comply with all laws, ordinances, and regulations of the following authorities: 1. City of Chanhassen; 2. State of Minnesota, its agencies, departments and commissions; 3. United States Army Corps of Engineers; 4. Watershed District; 5. Metropolitan Government, its agencies, departments and commissions. M. Proof of Title. Upon request, the Developer shall furnish the City with evidence satisfactory to the City that it has the authority of the fee owners and contract for deed purchasers too enter into this Development Contract. N. Soil Conditions. The Developer acknowledges that the City makes no representations or warranties as to the condition of the soils on the property or its fitness for construction of the improvements or any other purpose for which the Developer may make use of such property. The Developer further agrees that it will indemnify, defend, and hold harmless the City, its governing body members, officers, and employees from any claims or actions arising out of the presence, if any, of hazardous wastes or pollutants on the property, unless hazardous wastes or pollutants were caused to be there by the City. O. Soil Correction. The Developer shall be responsible for soil correction work on the property. The City makes no representation to the Developer concerning the nature of suitability of soils nor the cost of correcting any unsuitable soil conditions which may exist. 11 OWNER CONSENT Owners of all or part of the subject property, the development of which is governed by the foregoing Site Plan Agreement, affirm and consent to the provisions thereof and agree to be bound by the provisions as the same may apply to that portion of the subject property owned by them. Dated this day of , 20 By STATE OF MINNESOTA ) ( ss COUNTY OF ) The foregoing instrument was acknowledged before me this day of , 20_, by DRAFTED BY: City of Chanhassen 7700 Market Boulevard P. O. Box 147 Chanhassen, MN 55317 (952)227-1100 12 NOTARY PUBLIC MORTGAGE HOLDER CONSENT TO SITE PLAN AGREEMENT which holds a mortgage on the subject property, the development of which is governed by the foregoing Site Plan Agreement, agrees that the Site Plan Agreement shall remain in full force and effect even if it forecloses on its mortgage. Dated this day of , 20_ STATE OF MINNESOTA ) (ss. COUNTY OF ) The foregoing instrument was acknowledged before me this day of 20_, by DRAFTED BY: City of Chanhassen 7700 Market Boulevard P.O. Box 147 Chanhassen, MN 55317 (952) 227-1100 13 NOTARY PUBLIC IRREVOCABLE LETTER OF CREDIT No. _ Date: TO: City of Chanhassen 7700 Market Boulevard, Box 147 Chanhassen, Minnesota 55317 Dear Sir or Madam: We hereby issue, for the account of (Name of Developer) and in your favor, our Irrevocable Letter of Credit in the amount of $ , available to you by your draft drawn on sight on the undersigned bank. The draft must: a) Bear the clause, "Drawn under Letter of Credit No. , dated , 2 , of (Name of Bank) "• b) Be signed by the Mayor or City Manager of the City of Chanhassen. c) Be presented for payment at (Address of Bank) , on or before 4:00 p.m. on November 30, This Letter of Credit shall automatically renew for successive one-year terms unless, at least forty- five (45) days prior to the next annual renewal date (which shall be November 30 of each year), the Bank delivers written notice to the Chanhassen City Manager that it intends to modify the terms of, or cancel, this Letter of Credit. Written notice is effective if sent by certified mail, postage prepaid, and deposited in the U.S. Mail, at least forty-five (45) days prior to the next annual renewal date addressed as follows: Chanhassen City Manager, Chanhassen City Hall, 7700 Market Boulevard, P.O. Box 147, Chanhassen, MN 55317, and is actually received by the City Manager at least thirty (30) days prior to the renewal date. This Letter of Credit sets forth in full our understanding which shall not in any way be modified, amended, amplified, or limited by reference to any document, instrument, or agreement, whether or not referred to herein. This Letter of Credit is not assignable. This is not a Notation Letter of Credit. More than one draw may be made under this Letter of Credit. This Letter of Credit shall be governed by the most recent revision of the Uniform Customs and Practice for Documentary Credits, International Chamber of Commerce Publication No. 600. We hereby agree that a draft drawn under and in compliance with this Letter of Credit shall be duly honored upon presentation. MM Its CITY OF CHANHA'alaEN /�_02 Chanhassen is a Community for Life- Providing forToday and Planning forTomorrow February 13, 2018 Panera, LLC Mr. Brian Barnard 3630 South Geyer Road, Suite 100 St. Louis, MO 63127 Re: Planning Case #2018-02 Panera Bread - Chanhassen Dear Mr. Barnard: This letter is to confirm that on February 12, 2018, the City Council approved the site plan for a 4,500 square foot, one-story restaurant with drive through facilities with a variance for the use of Exterior Insulating Finishing System, EIFS, as a primary building material plans prepared by CEI Engineering Associates, Inc. dated revised November 30, 2017, subject to the following conditions: Building: 1. The building is required to have an automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering: 1. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. 2. Provide perimeter drainage and utility easements were none exist concurrent with recording the site plan agreement. 3. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. PH 9s2.227-um - www.d.chanhassenan.us - FX 952.227.1110 SCANNED 7700 MARKET BOULEVARD - PO BOX 147 - CHANHASSEN - MINNESOTA 55317 Panera Bread — Chanhassen Planning Case #2018-02 February 13, 2018 Page 2 of 5 4. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. 5. Soil boring locations shall be shown on the grading plan prior to site grading. 6. Indicate finished floor elevation of the adjacent parcel to the east prior to site grading. 7. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading. 8. Indicate information to verify the lowest building opening is a minimum of 1-foot above the emergency overflow elevation of the bioretention basins prior to site grading. 9. Identify soil stockpile areas intended within the site limits prior to site grading. 10. Address review comments identified in the attached letter from MnDOT prior to site grading. 11. Provide Limited Use Permit (LUP) for the public sidewalk connection prior to recording the site plan agreement. 12. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. 13. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. 14. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the W 79 h Street & Great Plain Blvd intersection prior to review for City Council consideration. 15. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. 16. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 79`h St & Great Plains Blvd intersection. The recommended % intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. 17. Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. 18. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. 19. Plan shall include the bioretention basin details with elevations prior to site grading. 20. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon un-necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. 21. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1 % prior to site grading. 22. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be Panera Bread — Chanhassen Planning Case #2018-02 February 13, 2018 Page 3 of 5 abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. 23. Staff recommends C900 PVC water main pipe material be considered. 24. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. 25. Provide details on the plans for the grease trap prior to site grading. 26. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. 27. The applicant shall coordinate with City staff prior to removal or construction of the services regarding inspection and traffic control on W 79 h Street prior to site grading. 28. Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing of the water service piping when selecting the location for the hydrant. 29. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. 30. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory Bluff Creek Watershed District, etc. Environmental Resources: 1. The applicant shall revise the landscape plan to accommodate more of the required bufferyard trees in the south buffer yard area. 2. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. 3. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. 4. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. 5. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. Planning: 1. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. 2. A copy of the cross access/parking agreement shall be submitted to the city. 3. Wall lighting and the trash enclosure lighting shall comply with city code. 4. The proposed monument sign shall be relocated on the site to comply with city code. 5. Signage shall comply with city code and requires separate sign permits for each sign. Panera Bread — Chanhassen Planning Case #2018-02 February 13, 2018 Page 4 of 5 6. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. 7. EIFS may be used provided that it is the Outsulation system with hydroponic coating, or equivalents, installed with proprietary reinforcing meshes a minimum of six feet above grade. 8. The entrance canopies and patio enclosure shall be painted a contrasting color from the bronze windows and doors. Water Resources: l . Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. 2. Topsoil needs to be specified. 3. Sequencing of Construction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. 4. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. 5. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. 6. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. 7. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. 8. Plan details need to show a profile of the bio-retention basin with the grade of the tile placement. 9. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. 10. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. 11. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. 12. City staff to be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin 13. Contractor to have written statement as part of the pre -construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. 14. An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. 15. The city will hold the security on the project until vegetation is well established and the planting is free of weeds. This may take a few growing seasons to achieve. Panera Bread — Chanhassen Planning Case #2018-02 February 13, 2018 Page 5 of 5 16. An additional drainage and utility easement shall be recorded over the drainage basins located west and south of the parking lot. We will be drafting a site plan agreement for the project. Its execution and recording are required prior to issuing a building permit. I will be using Panera, LLC and the Chanhassen Inn as the developer and owner, respectively, unless I hear otherwise. Additionally, I will need: I. A copy of a recent title commitment for the property. 2. Engineers cost estimates for the storm water system, site grading, erosion control and landscaping. (Security is required as part of the site plan agreement.) 3. Copies of cross access/parking easements/agreements. 4. A list of the mortgage holders for the property and development. (They will need to sign the consent to the site plan agreement.) 5. The legal name to be used by the developer and contact person. (This will be included in the site plan agreement.) Should you have any questions, please contact me at (952) 227-1131 or by email at b generous[ a,ci.chanhassen.mn.us. Sincerel Robert Generous, AICP Senior Planner ec: Kate Aanenson, Community Development Director Jessica Archer, Building Official George Bender, Assistant City Engineer Todd Gerhardt, City Manager Vanessa Strong, Water Resources Coordinator CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Panera, LLC. and Chanhassen Inn for Site Plan review. On January 2, 2018, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Panera, LLC and Chanhassen Inn for Site Plan Review to construct a 4,500 square foot, one-story restaurant building with a drive-thru facility on the property located at 531 W. 79a' Street. The Planning Commission conducted a public hearing on the proposed conditional use and site plan, which was 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 Highway and Business Services District (BH). 2. The property is guided by the Land Use Plan for Commercial uses. The legal description of the property is: Lot 3, Block 1, Zamor Addition 4. Site Plan. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: a. The proposed development, a commercial redevelopment of the property, 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 and meets all the specifications of city code subject to compliance with the conditions of approval and approval of the hard cover variance; c. The proposed development will preserve portions of 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 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; SCANNED r e. The proposed development creates 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. The proposed development 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. 5. The planning report #2018-02 dated January 2, 2018, prepared by Robert Generous, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Site Plan with variance subject to the conditions of the staff report. ADOPTED by the Chanhassen Planning Commission this 2nd day of January, 2018. CHANHASSEN PLANNING COMMISSION BY. Andrew Aller, Chairman STORM, GRADING, EROSION & LANDSCAPE COST ESTIMATE Panera Chanhassen, MN CEI Project #: 30072 3/12/2018 IMPROVEMENTS LIST PRICING Work Category Improvement Item Unit Plan Quantity Unit Cost Total Cost Storm Rain Guardian EA 3 $2,500.00 $7,50 Nyloplast Structures EA 2 $4,000.00 $8,000 8-10" PVC Storm ILF 120 $30.00 $3,600 6" Polyethylene Perforated Draintile LF 300 $25.00 $7,500 Site Grading Soil Mix B in BioFiltration Basin CY 370 $50.00 $18,500 Earthwork (Cut/Fill) CY 570 $30.00 $17,100 I IO Landscaping Topsoil & Seed SF 8,650 $1.50 $12,975 Topsoil & Sod SF 8,800 $2.50 $22,000 Tree's EA 44 $350.00 $15,400 Shrub's EA 260 $40.00 $10,400 Rain Garden Plugs EA 260 $15.00 $3,900 Erosio❑ Misc. Erosion Control & Clean-up EA 1 $3,000.00 $3,00 Construction Entrance EA 2 $3,000.00 $6,00 Silt Fence LF 1,000 $6.00 $6,00 Inlet Protection EA 5 S500.00 $2,500 Z&W O Zq 7,&D 0015 -71 /`f,5 400" �7ca)b TOTAL: $144,375 10% CONTINGENCY: $14,440 GRAND TOTAL: $158,815 Generous, Bob From: Generous, Bob Sent: Monday, January 22, 2018 2:28 PM To: 'Alan Catchpool'; dan.cook (dan.cook@panerabread.com); 'Brian Barnard' Cc: Aanenson, Kate Subject: FW: City Council Meeting 1122 - Panera Sorry. Tonight's meeting, January 22, 2018, is the meeting that was cancelled From: Generous, Bob Sent: Monday, January 22, 2018 2:21 PM To: 'Alan Catchpool' <acatchpool @ceieng.com>; Brian Barnard <brian.barnard@panerabread.com>; dan.cook (dan.cook@panerabread.com) <dan.cook@panerabread.com> Cc: Aanenson, Kate <kaanenson@ci.chanhassen.mn.us> Subject: RE: City Council Meeting 1/22 - Panera Alan, The Chanhassen City Council meeting scheduled for tonight, February 22, 2018, has been cancelled. Minnesota State Statute 15.99 requires all zoning applications to be processed within 60 days, which is January 30, 2018, unless the applicant waives this standard. However, the city may also take a 60 day extension for such reviews. Therefore, I am taking, as permitted by statute, up to an additional 60 days until March 31, 2018 to complete this review. However, we are rescheduling this item for the next City Council meeting on February 12, 2018 for City Council review. If you have any questions or need additional information, please contact me. Robert Generous, AICP Senior Planner CITY OF CHANHASSEN PH. 952.227.1131 FX. 952.227.1110 www.ci.chanhassen.mn.us Lf v From: Alan Catchpool [mailto:acatchpool@ceieng.com] Sent: Monday, January 22, 2018 10:17 AM To: Generous, Bob<bgenerous@ci.chanhassen.mn.us>; Brian Barnard <brian.barnard@panerabread.com>; dan.cook (dan.cook(@panerabread.com) <dan.cook@panerabread.com> Subject: City Council Meeting 1/22 - Panera Just an FYI, both Brian and Dan from Panera have had their flights delayed and now cancelled so won't be able to attend tonight's meeting. I plan to attend tonight's meeting (unless cancelled by mother nature) and answer any questions that I can to proceed forward with the approval process. Thanks! Alan Catchpool, PE MN Branch Manager CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd, Suite 210 Mendota Heights, MN 55120 Ph. 651-452-8960 Cell. 612-414-5011 Solutions for Land and Life Arkansas I California I Minnesota I Pennsylvania I Texas This message could contain confidential information. Unless you are the addressee (or authorized to receive for the addressee), you may not copy, use, or distribute this information. If you have received this message in error, please advise the sender immediately at 1-800-433-4173 or return it promptly by mail. Disclaimer The information contained in this communication from the sender is confidential. It is intended solely for use by the recipient and others authorized to receive it. If you are not the recipient, you are hereby notified that any disclosure, copying, distribution or taking action in relation of the contents of this information is strictly prohibited and may be unlawful. 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Property Card FParcel ID Number 258900030 Taxpayer Information Taxpayer Name CHANHASSEN INN Mailing Address 531 W 79TH ST CHANHASSEN, MN 55317- Property Address - Address 531 79TH ST W City CHANHASSEN, MN 55317 Parcel Information Uses Commercial GIS Acres 1.43 Net Acres Deeded Acres 1.45 Plat ZAMOR ADDITION Lot 003 Block 001 Tax Description EXC: HWY 5 R-O-W Building Information Building Style Above Grade Finished Scl Ft Bedrooms Year Built Garage Miscellaneous Information School District Watershed District Homestead Green Acres Ag Preserve 0112 1 WS 064 RILEY PURG BLUFF N I N I N Assessor Information Estimated Market Value 2016 Values (Payable 2017) 2017 Values (Payable 2018) Last Sale Land $554,900.00 $582,600.00 Date of Sale Building $1,030,500.00 $1,003,400.00 Sale Value Total $1,585,400.00 $1,586,000.00 e .", e:, e-e. r - 1`..e ., e' _e --_e� - , This data is not suitable for legal. e _ .eying a - : '), ar p.;-- - nor 91a.e1^oe 1— --y " `" information contained herein. 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Thursday, December 7, 2017 Carver County, MN 19 �Lf I`ll - � �" °� 02 Chanhassen Planning Commission — January 2, 2018 �8- 3. The delineated wetland edge required wetland buffer and structure setbacks shall be shown on the building permit survey. 4. Wetland buffer signs shall be installed at the front building setbacks and at each turn in the wetland buffer for a total of five signs prior to any construction. 5. Any impact to the wetland buffer shall be restored to the satisfaction of the City of Chanhassen prior to the issuance of a certificate of occupancy. 6. The applicant shall obtain all required permits from review agencies with jurisdictional authority. All voted in favor, except Commissioner Weick who opposed, and the motion carried with a vote of 4 to 1. Aller: Motion carries. 531 WEST 79TH STREET — PANERA SITE PLAN REVIEW. Generous: Thank you Chairman Aller and commissioners. The public hearing before. Aller: If we're going to have conversations can we take them outside please. Thank you. Please proceed. Generous: The public hearing before you is a site plan review for a Panera Bread restaurant on, at 531 West 79t' Street. Today is the public hearing. This goes to the City Council on January 22"d. Panera LLC is the applicant. Chanhassen Inn is the property owner. This property is located between West 79d' Street and Highway 5. To the west of this site is a city owned property with a storm water pond in it. To the east is Chick-fil-A restaurant which was recently opened last year so there's a joint access for both properties along the east side of this property line. Chick-fil-A additionally has another driveway on the east side of their site. The property is zoned business and highway services district. The request is for, to construct approximately a 4,500 square foot one story restaurant with a drive through and this has come up since the staff report went out. They're requesting a variance for the use of EIFS. Exterior insulating finishing system as a primary material on the building. EIFS is similar to stucco but it's a modular unit that they use. The applicant from Panera wants to discuss that further. We did notice this for variances so it's something that the Planning Commission could review. The intent of the business and highway services district is to provide for highway oriented commercial development restricted to a low profile building. This building has a total height of 21 feet. It's one story so I believe it complies with that requirement. Fast food restaurants are a permitted use in the BH district so the proposed use of the property would be consistent with our zoning. Additionally they have joint cross access and cross parking easements with the property to the east. As part of the Chick-fil-A development they actually built 13 more parking stalls than are 31 sca4NED Chanhassen Planning Commission — January 2, 2018 required under this use. The proposed development shows that they have 51 parking stalls on the site. However our ordinance would require 56. With the cross parking arrangement they would be in compliance with our ordinance which allows parking to be on addition, other properties if it's within 400 feet of the building and it's considerably closer. Again it's a 4,500 square foot building. They comply with all the zoning requirements such as height and bulk so they meet all the setback standards. They meet the building height. They meet, comply with the site coverage so this is an instance where they do, they're less than the 65 percent site coverage that is permitted in the highway and business services district. As part of their storm water plan they are providing an infiltration pond on the west and south side of the development. This is not intended to continuously hold water but to allow it to be extracted. I'll have engineering discuss that any further. However it did create some problems as part of their landscaping. They don't meet the requirement, buffer yard replanting requirements for trees along the south property line. Ordinance requires 12 trees. They provide 1 and so they're 11 short. While we may not be able to fit all of them in there we do believe that they can move closer to meeting that standard and I did talk with the Water Resource Coordinator and there can be trees that are provided in the bench of the storm water area so we would request that they work with our environmental resource person to come up with the appropriate trees for that area. The buildings are pretty much aligned with the existing restaurant to the east. Common driveway down the middle. They have so much drive aisles on the south side of the building because they need to provide two way operation and so that's where the garbage trucks will go around and then back into that, the garbage or trash enclosure which is located in the northwest corner. This is their trash enclosure. Drive through wraps around from the north to the south side of the building. They do comply with the stacking requirements that the City amended. At one time it was 6. We raised that up to 12 and they do meet that standard. Exiting would again be through this common driveway area. They are providing a pedestrian connection to the trail system on Highway 5. We have proposed that they provide some bicycle racks adjacent to this so that it would be very similar to what they did at the Chick-fil-A. It's the most likely access point for anyone on a bicycle to come along our trail and in since there any pedestrian accesses from West 79 h Street. There's no sidewalk on West 79 h Street. And this is the area that we want additional trees to be incorporated. There are 5 overstory trees are required and they provided 1 and then some understory trees. They have provided shrubs but that's understory and we want something a little bit bigger to help soften this site. Now this is where the report was different. Unfortunately I was on vacation the first week it came in. The applicant's architect was on vacation when I came back so we couldn't discuss it. They had submitted some information on two colored brick building. However that was just to show some of the elements they wanted to incorporate to try to meet our standards. All this area would be proposed as EIFS. City code permits only 15 percent of a wall area to be of EIFS material. If they were to do regular stucco they would be permitted to do all this. Brick elements are included as a base and to help raise up the elevation. If you notice on this wall, which is the north elevation they have a large expanse of blank walls. As part of our condition we're saying you need to revise that to provide an additional window area. It could be either full or real glass and a lot of this, behind this is a kitchen area so I'd leave it up to them to determine what's the best alternative for that. This is the west side. Again they have kitchen area and then some storage so I'm not sure if they could put real glass in but they 32 Chanhassen Planning Commission — January 2, 2018 could provide some spandrel glass in there to help break up that expanse. This building is visible from all 4 elevations. It's very, it's an entryway to our downtown area and we're really concerned that they meet our architectural standards. And then this is the west side of the building as you see the only opening they have is a doorway and so they could provide additional area for windows on this. Additionally they need to assure us that they're going to be screening any rooftop equipment that they have. They did try to provide a little bit in this elevation. This is, they were starting to evolve on their architecture but this is the last thing I got from the architect and then he went on vacation and so, but they, the roof line began to be varied as it was going up. We got a large expanse of brick over the entry area. However again we're still left with those large expanses of blank walls and so we need them to correct that. Additionally their plan sets show that they have signage on 4 sides of their building. Our City only permits it on their street frontages. However we have allowed, they get 2 building elevations that have windows on. We would work with them if they want to designate 2 different ones. Either the north and east or the east and south or whatever rather than the north and south sides of the building. However we, as part of this entrance area we do believe that additional articulation and the roof treatment should be provided in this. I did hand out a revised conditions from the planning department. We added a condition that says that we'd like, we want the applicant to revise the elevations prior to it going to City Council for approval. Their revised building elevations. Aanenson: So Mr. Chair if I may. Sharmeen AI-Jaff actually started working on the architecture. As you know she's done, does a lot of the architecture in the core of downtown as we kind of a changing of staffing level there for a little bit. This really isn't far enough along as we like to see so while we're trying to keep it on track by saying changes, it's nowhere near where we'd like to see and I'm a little reticent of just saying well go ahead and you can fix it by putting EIFS on the building so we're hoping that the applicant in good faith is working with us as we move towards Planning Commission so we've got good examples in the downtown core. If you look across the street over on the other side of the Dakota Building. Where we've got Smashburger and the like. There's some nice articulation there. There's some different applications there. Generous: Walgreen's. Aanenson: Walgreen's so there are other building styles that we can look at for images and we'd just like to hear from the applicant today that they're willing to move in that direction. Otherwise I would recommend tabling. We don't want to do that. We want to keep it moving for we just want to make sure that the architecture is where we want it as we move along so I just want to make that comment. So as Bob noted we did add that condition of approval tonight so if they're amenable to that and can get that accomplished then we can stay on track. Aller: And I guess any questions at this point in time for staff? Commissioner Randall. Randall: Is the EIFS product, is that something that's new, is that's why we've limited it or? 33 Chanhassen Planning Commission — January 2, 2018 Aller: It's not new. Generous: No, it's not a new material. It's been around a long time. However the City's concerned that if you put it at a lower elevation it is soft and you can poke it and so we wanted to eliminate that. However it is really good if you want to do some architectural detailing. Cornices or jut work or things like that because it's formed in a factory and then they just install it on the building. Aanenson: Again our intention on that is it's more of an accent material to give articulation, yeah. Aller: Great, Commissioner Madsen. Madsen: I have a question about the parking easement and the sharing. The concern would be if they want to share in that parking easement it's likely that their busy times are the same times and I've been there when it's really busy at Chick-fil-A and I don't know that there's going to be that extra parking for them. It's just so difficult and crowded during those busy times so that would be a concern. Generous: Yeah, well we'd like to have the applicant address it but we felt that their employee parking would be the farthest one away. Madsen: Okay. Generous: So I know that right now they're providing some parking for the Holiday store or they did, were doing that when they were under construction on their parking lot area so there is some slack in that and it's a lot of times our restaurants are really busy when they first start opening and then they sort of slow down a little bit as they go forward. Madsen: Okay. Generous: And as a matter of fact as part of this whole thing we had the applicant submit a traffic study and I'll have Paul talk about that a little bit later. Shortly. The floor plan's pretty basic. However it did provide you know this is the south elevation along this wall and so you have a bathroom so we know that we can't put a glass window in there but a spandrel type window on the outside would work with that and then you have the utility room that again glass may not be appropriate but spandrel would and then along the south elevation, and then this is a kitchen area which is in the northwest corner of the building. And then here's the entrance. My direction to the architect is how are we going to make this entrance more inviting so that they come here rather than go over to Chick-fil-A. And so now we get to the trip generation information if I can hand it over. 34 Chanhassen Planning Commission — January 2, 2018 Aller: Great. Mr.Oehme. Oehme: Mr. Generous, yep. So we did request that the developer produce a traffic study for this development and look at surrounding traffic. The existing traffic and base their model on what potentially we would see in the future so this graph, table shows you what the existing use is. The hotel versus the proposed use for the fast food and what the increased potential trips would be on a daily basis and on a peak hour timeframe so this would be your a.m. peak during your breakfast time. Probably around 8:00 and then the p.m. peak would be around 5:00 or 6:00 in the evening. Those would be the trips generated per hour so in total we're looking at about 800, a little over 800 new trips per day to this site off of 70 Street. The traffic, the table here shows the trip generation comparisons. This is the level of service that traffic engineers use to gauge the, you know how well traffic is moving through the area or intersections so this is basically showing that each of the intersections of the points modeled are functioning at an acceptable level of service A. However at certain legs of the intersections aren't functioning as well as some other legs so for example the 79`s Street/Great Plains Boulevard intersection. The left turn onto Great Plains from 79`s Street is currently at a level of service F and in the future we're anticipating that that remain the same. And likewise these other intersections are basically staying the same or dropping maybe one level of service from what it is currently today. We typically try to remain at a level of service C if we can. Level of service F means that it's not completely you know accidents galore or anything like that. It's just a delay that we're anticipating are longer than what we'd like to see these intersections or specific legs of the intersection so if that's helpful. And so with that information and the existing trips that are generated, and I think the traffic study did include the Chick-fil-A traffic that is currently out there today. The biggest concern again is the left turn out on 791h Street onto northbound Great Plains Boulevard. That's something that staff has requested that we look at a little bit more in detail by the traffic engineer for the study. Give us some options. Look at other things that we can do maybe to help alleviate that situation. I know one of the recommendations is to work with MnDOT on trying to retime Great Plains Boulevard and Highway 5 intersections, especially at that peak p.m. peak hour so those are kind of the strategies that we're looking at generating. However when you look at traffic you know people are going to go in the direction where they feel most comfortable or where they think it will be the most expedient to get from point A to point B so you know if for example you're heading north off of 79t' Street we would anticipate if this exit here going north on Great Plains Boulevard is backed up, we anticipate a lot of traffic would end up going onto Market Boulevard which is a free right which would be a little easier movement and taking some of that congestion away from 79 h Street and Great Plains Boulevard so thereby kind of balancing out where the traffic would be going so I would say this traffic study and our recommendations and our strategies that we're looking at it's still a work in progress but it's something that we'd like to have you know wrapped up before this goes to council and make sure we understand exactly what the impacts are. If there's any questions on traffic I'd be more than happy to try to answer them at this time as well too. I think the traffic study was included in the packet. Aller: Any questions at this point in time? Alright. 35 Chanhassen Planning Commission — January 2, 2018 Tietz: Not for Paul. Can I go back to Bob? Aller: Sure. Tietz: Bob I just have a question. Obviously they're meeting the requirements and so forth. It's just the hard cover, you know in these sites get so constricted by existing property lines and then you try to plunk something down that now we have to have a 2 way driveway behind. I mean we're just adding significant amount of hard surface which obviously it's acceptable under the code. I just hope that as we look to the future and projects that are coming down the road where we have large parcels of land that will have similar functions occurring on them that we deal with them in advance where they do proper planning. We have good circulation. We have proper use of land. This is, it will be nice I guess to have it but maybe the site, I don't know. I looks like there's on the elevations there's one by the HyVee. I don't think we have a HyVee in Chanhassen yet so maybe that's a flat open site up there that works a lot better but you know that's, it's a problem I have with these tight sites in the urban, in the core area of our city where the land use changes and we force something on the site that creates I think significant problems. Aanenson: I think that's one of the things that we're looking at with the downtown study. Not only the, you know the infrastructure of streets. Adequacy. We talked about the upgrade of Market Boulevard with the City Engineer. Tietz: Right. Aanenson: We've also talked about the functionality of Great Plains and West 78`". We've also talked about storm water management in this area which is very difficult and those are some of the challenges but as we work on that plan, looking at some of those land uses and targeting all those areas to try to solve some of those problems. And also staging. I think that's a long term thing too is to say put them into a capital improvements plan to make sure that they're moving forward. Tietz: Thanks Kate. Aller: So just a quick informational question of Mr. Oehme would be, based on the work that was previously done there with the underground storage, water storage and the fact that it's pretty much all hard cover anyway, what impact, if any do you see on the storm water management system if this goes through. Paul Oehme: Well Chairman Aller, we're trying to limit the runoff to current conditions. We're trying to meet that 1.1 inch capture rate so in terms of impervious surface coverage I think we're about the same what is out there today so in terms of the runoff so in terms of you know how much more extra runoff. I think Vanessa's looked at that model a little bit more than I have. Maybe she can try to answer that. 36 Chanhassen Planning Commission — January 2, 2018 Strong: Interestingly enough they opted for surface treatment so they didn't do underground storage. Actually they're doing a basin and so that actually reduces the impervious surface on this lot from that respect and reduces also the amount of like heat island and heat sink because it's a vegetated surface. They do meet city requirements. I will be clear that I did not evaluate for watershed district requirements because they do have to go through the watershed district for permitting and we'll see how that goes. The city requirements at this time are not as stringent as the watershed district so I just leave that out there as you know our hoop right now is not the only one so. Aller: Thank you. Any additional questions of staff? Hearing none, if the applicant would like to come forward and make a presentation they can do so at this time. Please come forward and state your name and address and representational capacity if any for the record and tell us about your project. Alan Catchpool: Good evening. My name's Alan Catchpool with CEI Engineering. We're the civil engineer on the project. With me tonight. Dan Cook: Dan Cook, Senior Design Manager for Panera, 3630 South Geyer in St. Louis. Aller: Great, thank you. Welcome. Alan Catchpool: I can talk a little bit on storm water. Yes as far as impervious coverages we're slightly less than existing. Just under the 65 percent requirements. As far as runoff's, yeah the City, I mean the watershed is by far the more stringent. We've submitted to them. We just got comments the end of last week so we'll be working with them and we're on their next agenda meeting so we'll be working with them and working out the kinks. This is restricted soils. We're Type D clay soils. The Chick-fil-A next to us is you know a couple higher, taller than us in elevation as far as the finished floor elevations so we weren't able to go with underground chambers so we decided to go with the bio retentions which you know allowed us to reduce our hard coverage and be very close to the required parking counts and with the shared cross access easements we do meet those requirements. And you know with what Panera was originally looking for as far as numbers we do meet those parking requirements so. I would comment on the landscaping. The only reason we didn't initially put trees along that south edge is because there's drainage and utility easements along there. Kind of the same reason Chick-fil-A doesn't have any along there so but we'll absolutely work with city staff on all of that stuff. Alter: Okay and just to make it clear, you've had an opportunity to read the report and go through it and you've been working with the city. Is there anything in the report that you can't live with right now? I mean understanding that you still might want to tweak it and work with them on different things. 37 Chanhassen Planning Commission — January 2, 2018 Alan Catchpool: Nothing that jumped out at us. We'll absolutely work with them and like I said I think a little back and forth and yeah, there's no issues there. Aller: And then the traffic study. How does this work with other Panera's that may have drive throughs. Do you see the same kind of flow through traffic? Is this the same pattern? Is it different? Dan Cook: It's similar to some. This actually has quite a bit longer queue than the majority of our cafes do. We usually have between a 6 and 8 car stack in general. We typically only have 1 to 2 cars beyond our menu board at any given time. So having a 12 car stack, while we do meet that here is over and above what we would typically put in. Aller: Okay, so it should be able to accommodate additional traffic compared to what your normal. Dan Cook: Absolutely. About less than 30 percent of our sales is through the drive through window whereas Chick-fil-A is 75-80 percent through their drive through. We are definitely not a fast food use. We created the fast casual category. Several cities across the country don't have fast casual in their books or in their law so we have to kind of skirt the line between restaurant and fast food. But a 12 car stack is more than enough for our typical use. Aller: And then the EIFS system is there, are you particularly tied to that for a reason? Is it your, are all your other stores EIFS or? Dan Cook: Quite a few of them. Quite a few of them are. The EIFS system we spec is equivalent to drivet lime stone system. It's not your 1980 strip center, real bubbly EIFS look. It is very much a stone look on the building or a true stucco look. It is an additional coat process. It's not just a spray on finish. It is a troweled on finish in the EIFS. In this climate the EIFS product does give a better insulation value than regular stucco. I don't have the numbers to back that up but we use EIFS I'd say on the majority of our cafes across the country. Aller: Okay. Dan Cook: With that upgraded finish, sorry. Aller: Any additional questions? Have I prevented you from providing. I jumped in and started asking questions. Did you have a presentation or anything that you'd like to tell us about your project that we haven't covered or isn't in the report. Dan Cook: Just that we, we are very excited to come to Chanhassen. We think it's a great community. We feel it's a great spot for this bakery cafe. We feel we will do very well here and we are more than willing again to work with staff on the building design and feel. I do want to make one comment. What's going to bring folks to us as opposed to Chick-fil-A, it's more 38 Chanhassen Planning Commission — January 2, 2018 environment than it is putting a mansard roof over the entry or some entry element to the building. It is very much our environment. Our food. Our staff. Our people that bring the customers back. We just opened the cafe in Richfield. I don't know if any of you have had the opportunity to go to that one. Your's is going to be better. I can say that hands down you are getting the next generation cafe compared to Richfield. Aller: Well we definitely have the best customers. Dan Cook: Absolutely. Tietz: I just have one question. Aller: Commissioner Tietz. Tietz: Again in that dual lane drive around the back side. The east to west and looping, providing access to the garbage. Is there a reason that that cannot be, could not be a one way from east to west in loop behind and still reduce it by maybe 30 percent in width and still provide your access to your service area? Dan Cook: It's primarily from, we use a WB62 delivery truck for our dry goods at least 2 to 3 times a week. It's so our delivery trucks can circulate the site without affecting parking. Without affecting landscape area. Tietz: So you could have had a better site. It's driven by the turn radius and the accessibility? Dan Cook: Primarily, yeah. Tietz: That's too bad. Aller: Okay, additional questions? Comments. Concerns. Commissioner Madsen. Madsen: Just an additional question on the parking. For other Panera locations that you have of similar size, how many parking spots do you find is sufficient? Dan Cook: With shared parking we're down in the low 40's in some instances. If we are our own entity we're in the mid 60's so we're kind of again we're hitting right in the middle with this one. Very comfortable with the parking situation with Chick-fil-A. I believe the honeymoon period was mentioned earlier with Chick-fil-A that their sales will hopefully taper some. You know I think again us providing a drive through here with only about 30 percent of our cafes in our entire system being drive through it's that additional option for our guests. If the parking lot is full, they have the option of going through the drive through and still enjoy a meal with us. 39 Chanhassen Planning Commission — January 2, 2018 Madsen: Okay, thank you. Dan Cook: Yep. Aanenson: Mr. Chairman I just want to for their edification too. Aller: Yes. Aanenson: So we're anticipating this going to the City Council on the 22nd. We need to get some of the traffic issues resolved and we want to finalize the architecture as close as possible. Aller: Right. Aanenson: So just for anybody watching it's our goal to get on that meeting on the 22nd but it may bump back 2 weeks if we can't get everything resolved. Just to make sure that it's. Dan Cook: And we'd love to work with you to make that happen. Aanenson: Yeah, we want to work too. Dan Cook: Absolutely. Aanenson: And just to point out to the site, we know they've been looking for a long time to try to find a site on Highway frontage so. Dan Cook: We have. Aller: Great. Dan Cook: Thank you. Aller: Thank you so much. At this point in time I'll open up the public hearing portion for this item so anyone wishing to come forward and speak either for or against the matter before us, please come forward. State your name and address for the record and let us know your opinions. Have any questions. Seeing no one come forward I'll close the public hearing and open it up for commissioner comments and action. Any comments? Any requested action? Weick: Very excited. I think it's a good use. Aller: We ate at Panera out on 7 a couple days ago so I'm glad to see it a little closer to home. Tietz: Motion? The Chanhassen Planning Commission recommends the City Council approve for a 4,500 square foot one story restaurant with a drive through facilities, plans prepared by CEI Chanhassen Planning Commission — January 2, 2018 Engineering Associates, Inc. dated revised November 30, 2017, subject to conditions of approval and adopts the Findings of Fact and Recommendation. Aller: I have a motion. Do I have a second? Generous: Mr. Chair? Does that include the amended motion? Tietz: Oh you mean the one that's on here? Generous: Yes. Tietz: Yes. Final architectural details shall be revised and approved prior to City Council review. Generous: Do you have any direction on the EIFS? Tietz: I think can't that be handled at the staff level? Aanenson: Yes. Aller: Alright. Having a motion, do I have a second? Randall: Second. Aller: For further comment before we vote. Any further additional comments or concerns before we vote? I will state that I feel that I would prefer to see less EIFS and more articulation on the property and it sounds like the applicant's willing to work diligently with staff in getting that accomplished so with that I would be voting for this motion. Anyone else? Comments. Tietz: No. Tietz moved, Randall seconded that the Chanhassen Planning Commission approve the site plan for a 4,500 square foot, one-story restaurant with drive through facilities, plans prepared by CEI Engineering Associates, Inc. dated revised 11/30/17, subject to the following conditions, and adopts the Findings of Fact and Recommendations: Building: 1. The building is required to have an automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). 41 Chanhassen Planning Commission — January 2, 2018 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering: 1. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. 2. Provide perimeter drainage and utility easements were none exist concurrent with recording the site plan agreement. 3. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. 4. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. 5. Soil boring locations shall be shown on the grading plan prior to site grading. 6. Indicate finished floor elevation of the adjacent parcel to the east prior to site grading. 7. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading. 8. Indicate information to verify the lowest building opening is a minimum of 1-foot above the emergency overflow elevation of the bioretention basins prior to site grading. 9. Identify soil stockpile areas intended within the site limits prior to site grading. 10. Address review comments identified in the attached letter from MnDOT prior to site grading. 11. Provide Limited Use Permit (LUP) for the public sidewalk connection prior to recording the site plan agreement. 12. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. 13. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. 14. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the VV 79`h Street & Great Plain Blvd intersection prior to review for City Council consideration. 15. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. 16. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 791h St & Great Plains Blvd intersection. The recommended 3/4 intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. 42 Chanhassen Planning Commission — January 2, 2018 17. Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. 18. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. 19. Plan shall include the bioretention basin details with elevations prior to site grading. 20. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon un-necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. 21. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1 % prior to site grading. 22. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. 23. Staff recommends C900 PVC water main pipe material be considered. 24. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. 25. Provide details on the plans for the grease trap prior to site grading. 26. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. 27. The applicant shall coordinate with City staff prior to removal or construction of the services regarding inspection and traffic control on W 79t' Street prior to site grading. 28.Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing of the water service piping when selecting the location for the hydrant. 29. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. 30. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory Bluff Creek Watershed District, etc. Environmental Resources: 1. The applicant shall revise the landscape plan to accommodate more of the required bufferyard trees in the south buffer yard area. 43 Chanhassen Planning Commission — January 2, 2018 2. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. 3. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. 4. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. 5. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. Planning: 1. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. 2. A copy of the cross access/parking agreement shall be submitted to the city. 3. Wall lighting and the trash enclosure lighting shall comply with city code. 4. The proposed monument sign shall be relocated on the site to comply with city code. 5. Signage shall comply with city code and requires separate sign permits for each sign. 6. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. 7. The building elevations shall be revised to incorporate additional window openings in the bare expanses of the north, west and south walls. 8. The applicant is proposing two color bricks for the building material: tan and brown. The soldier course of brick above the doors and windows shall incorporate the darker colored brick to accent the windows. 9. Brick veneer may not be painted. EIFS may only be used as an accent material and may not cover more than 15 percent of the wall area. 10. Additional rooftop treatments shall be provided above the building entrance. 11. Final architectural details shall be revised and approved prior to City Council review. Water Resources: 1. Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. 2. Topsoil needs to be specified. 3. Sequencing of Construction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. 44 Chanhassen Planning Commission — January 2, 2018 4. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. 5. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. 6. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. 7. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. 8. Plan details need to show a profile of the bio-retention basin with the grade of the tile placement. 9. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. 10. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. 11. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. 12. City staff to be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin 13. Contractor to have written statement as part of the pre -construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. 14. An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. 15. The city will hold the security on the project until vegetation is well established and the planting is free of weeds. This may take a few growing seasons to achieve. 16. An additional drainage and utility easement shall be recorded over the drainage basins located west and south of the parking lot. All voted in favor and the motion carried unanimously with a vote of 5 to 0. Aller: Again those of you that are following this item for further action it should come before the City Council on January 22, 2018. You should look at the packets or double check the calendars as they come out on the city website because if they're working, even though they're working diligently on getting things done it might get pushed back so the intended date is January 22, 2018. APPROVAL OF MINUTES: Commissioner Madsen noted the verbatim Minutes of the Planning Commission meeting dated December 5, 2017 as presented. COMMISSION PRESENTATIONS. None. ADMINISTRATIVE PRESENTATIONS. 45 Affidavit of Publication Southwest Newspapers CITY OF CHANHASSEN State of Minnesota) CARVER & HENNEPIN )SS. COUNTIES NOTICE OF PUBLIC County of Carver ) HEARING PLANNING CASE NO. 2018-02 NOTICE IS HEREBY GIVEN that the Chanhassen Planning Commission will hold a public Laurie A. Hartmann, being duly sworn, on oath says that she is the publisher or the authorized hearing on Tuesday, January 2, agent of 6,e publisher of the newspapers known as the Chaska )-Herald and the Chanhassen Vil- 2018 at 7:00 p.m. in the Council lager and has full knowledge of the facts herein stated as follows: Chambers in Chanhassen City Hall, se o Market Blvd. The purpose of this hearing is to A These newspapers have complied with the requirements constitutingqualification as a legal news consider a request for a Site newspaper, as ry ed b Minnesota Statute 331A.02, 331A.07, and otherapplicable licable laws, s PaP P Y PP Plan Review with variances to amended. build a Panera Bread located at 531 West 79th Street and zoned t ,�� (B) The printed public notice that is attached to this Affidavit and identified as No. 'l Highway and Business District was published on the date or dates and in the newspaper stated in the attached Notice and said (BH) Applicant: Panera, LLC. Notice is hereby incorporated as part of this Affidavit. Said notice was cut from the columns of Owner: Chanhassen Inn. A plan showing the location the newspaper specified. Printed below is a copy of the lower case alphabet from A to Z, both of the proposal is available inclusive, and is hereby acknowledged as being the kind and size of used in the composition Y g g type P for public review on the city's and publication of the Notice: web site at www.ci.chanhassen. mn.us/2018-02 or at City Hall abcdefghijklmnopgrstuvwxyz during regular business hours; All interested persons are invited to attend this public hearing and express their opinions with B respect to this proposal. Robert Generous, AICP \ Laurie A. Hartmann J Email: bgenerousCa ci.chanhassen.mn.us Phone: 952-227-1131 Subscribed and swom before me on (Published in the Chanhassen Villager on Thursday, December 21.2017: No. 4536) S tday this,:2 I ofO_Lc,-��O17 fNOTARY aEANNIE7E BARK j/ C - M'KNESC"A 71rluk� ON , S 0',11 RATE INFORMATION Lowest classified rate paid by commercial users for comparable space.... $31.20 per column inch Maximum rate allowed by law for the above matter ................................. $31.20 per column inch Rate actually charged for the above matter ............................................... $12.59 per column inch v COMMUNITY DEVELOPMENT DEPARTMENT Planning Division — 7700 Market Boulevard CITY OF CIMNSEN to Mailing Address — P.O. Box 147. Chanhassen, MN 55317 Phone: (952) 227-1130 / Fax: (952) 227-1110 AGENCY REVIEW REQUEST LAND DEVELOPMENT PROPOSAL Please review and respond no later than the review response deadline Agency Review Request Date: Agency Review Response Deadline: Date Application Filed: December 7. 2017 December 21, 2017 December 1. 2017 Contact: Contact Phone: Contact Email: Robert Generous, AICP 952-227-1132 bgenerous@ci.chanhassen.mn.us Senior Planner Planning Commission Date: City Council Date: 60-Day Review Period Deadline: January 2, 2018 at 7:00 p.m. January 22, 2018 at 7:00 p.m. January 30, 2018 Application: Request for a Site Plan Review with variances to build a Panera Bread located at 531 West 79th Street and zoned Highway and Business District BHApplicant: Panera, LLC. Owener: Chanhassen Inn. Planning Case: 2018-08 Web Page: www.ci.chanhassen.mn.us/2018-02 In order for staff to provide a complete analysis of issues for Planning Commission and City Council review, we would appreciate your comments and recommendations concerning the impact of this proposal on traffic circulation, existing and proposed future utility services. storm water drainage. and the need for acquiring public lands or easements for park sites. street extensions or improvements, and utilities. Where specific needs or problems exist, we would like to have a written report to this effect from the agency concerned so that we can make a recommendation to the Planning Commission and City Council. Your cooperation and assistance is greatly appreciated. City Departments: Federal Agencies: Adjacent Cities: ❑ Attorney ❑ Army Corps of Engineers ❑ Chaska ® Building Official ❑ US Fish & Wildlife ❑ Eden Prairie ® Engineer ❑ Jackson Township ® Fire Marshal Watershed Districts: ❑ Minnetonka ® Forester El Shorewood ® Park Director El Carver County WMO ❑ Victoria ® Water Resources ❑ Lower MN River ❑ Law Enforcement El Minn-CreekAdjacent Counties: � ® Riley -Purgatory -Bluff Creek Riley -Pura ❑ Hennepin Carver County Agencies: Utilities: ❑ Scott ❑ Community Development — ® Cable TV — Mediacom School Districts: ❑ Engineer ❑ Electric — Minnesota Valley ❑ Environmental Services Electric — Xcel Energy ❑ Eastern Carver County 112 ❑ Historical Society ❑ Magellan Pipeline ElMinnetonka 276 ❑ Parks ❑ Soil &Water Conservation District ® Natural Gas — CenterPoint Energy ® Phone — CenturyLink Other Agencies: State Agencies: ❑ Hennepin County Regional Railroad Authority ❑ Board of Water &Soil Resources ❑ MN Landscape Arboretum ❑ Health ❑ SouthWest Transit ❑ Historical Society ❑ TC&W Railroad ❑ Natural Resources -Forestry ❑ Natural Resources -Hydrology ❑ Pollution Control ® Transportation scoo CITY OF CHANHASSEN P O BOX 147 CHANHASSEN MN 55317 12/05/2017 2:08 PM Receipt No. 00365009 CLERK: AshleyM PAYEE: CEI Engineering Assoc Inc MN Branch 2025 Centre Pointe Blvd Ste 210 Mendota Heights MN 55120- 531 West 79th Street- SPR with variances Planning Case 2018-02 ------------------------------------------------------- Site Plan Review 544.86 Sign Rent 200.00 Rezoning Fees 50.00 GIS List 66.00 Total Cash Check 1119 Change scwoso 860.86 0.00 860.86 0.00 ri d r yyl? e la rr ---= OUTSULATION A.FFMc.wv SYSTEMS VS Construction Method Field Applied or • • Field Applied or Pre -Fabricated Product Lead Times Short Medium Construction Coordination Simple Challenging Single Source Wall Assembly Warranty YesNo Shop Drawings Only Pre -Fabricated Only Wall Attachment Adhered - No Penetrations Supported - Anchor Penetrations Repairability Easily Coordinated Challenging Life Expectancy Design Life of the BuildingDesign Life of the Building Weight Ibs /sq ft • ft 1 40 - 50 Ibs / sq ft Wall Height Limitation Limited Capacity of Building Structure ENERGY CODE COMPLIANCE Integrated Continuous Insulation (CI) No Integrated Air Barrier' Yes No Material Air Leakage' Yes Yes Assembly Air Leakage' ye sNo Thermal Bridging Thermal Bridging at Anchors R-value Contribution YPI No ARCHITECTURAL DIVERSITY Freedom for Architectural Style Limited Various Texture Options N., Limited Custom Color Program Ye Limited High Performance Colorant Technology No PERFORMANCE Weatherability Ve s No Drainage Efficiency Tested Yes No Water Penetration Yes No DURABILITY k Impact Resistance Standard to High STRUCTURAL TESTED W__,_ Florida NOA Hurricane Listed NO Transverse Wind Load Yes No .-IRE TESTED" NFPA 285 "Material"Tested Ye N/A NFPA 285 "Wall Assembly"Tested yes No 'for Dryvit systems with secondary air/weather barriers "Applicable where continuous insulation is used For complete system information and testing, visit dryvit.com Published 6-2012 - Best information available at tine of publishing ATTRIBUTES Construction Method Product Lead Times Construction Coordination Single Source Wall Assembly Warranty Shop Drawings Wall Attachment Repairability Life Expectancy Weight - Ibs /sq ft Wall Height Limitation ENERGY CODE COMPLIANCE Integrated Continuous Insulation (CI) Integrated Air Barrier' Material Air Leakage' Assembly Air Leakage' Thermal Bridging R-value Contribution ARCHITECTURAL DIVERSITY Freedom for Architectural Style Various Texture Options Custom Color Program High Performance Colorant Technology PERFORMANCE Weatherability Drainage Efficiency Tested Water Penetration DURABILITY TESTED Impact Resistance STRUCTURAL TESTED Florida NOA Hurricane Listed Transverse Wind Load FIRE TESTED** NFPA 285 "Material"Tested NFPA 285 "Wall Assembly" Tested `For Dryvit systems with secondary air/weather barriers ~Applicable where continuous insulation is used For complete system information and testing, visit dryvit.com Published 6-2012 - Best infoonamn available at time of publishing. OU TSULATION` SYSTEMS An � Canparly VS Construction Method Field Applied oPre-Fabricated Field Applied or Pre -Fabricated Product Lead Times Short Medium Construction Coordination Simple Challenging Single Source Wall Assembly Warranty Yes No Shop Drawings Pre -Fabricated Only Pre -Fabricated Only Wall Attachment Adhered No Penetrations Supported - Anchor Penetrations Repairability Easily Coordinated Challenging Life Expectancy Design Life of the Building Design Life of the Building Weight - Ibs /sq ft 1.0 r lbs / sq ft 40 - 50 Ibs / sq ft Wall Height Limitation No limited by Capacity of Building Structure ENERGY CODE COMPLIANCE Integrated Continuous Insulation (CI) Yes No Integrated Air Barrier' Yes No Material Air Leakage' Yes Yes Assembly Air Leakage' Yes No Thermal Bridging No Thermal Breaks Thermal Bridging at Anchors R-value Contribution Yes No Freedom for Architectural Style Yes Limited Various Texture Options Yes Limited Custom Color Program Yes Limited High Performance Colorant Technology Yes PERFORMANCE No Weatherability Yes No Drainage Efficiency Tested YesNo Water Penetration Yes No Impact Resistance Florida NOA Hurricane Listed No Transverse Wind Load No NFPA 285 "Material"Tested WA NFPA 285"Wall Assembly" Tested No 'For Dryvit systems with secondaryair/weather barriers "Applicable where continuous insulation is used For complete system information and testing, visit dryvit.com Published 6-2012 - Best informa[an available at time of publish.r CEI Engineering Associates, Inc. ENGINEERS ■ SURVEYORS ■ LANDSCAPE ARCHITECTS ■ PLANNERS 2025 Centre Pointe Boulevard, Suite 210 Mendota Heights, MN 55120 (651) 452-8960 Fax (651) 452-1149 www.ceienQ.00m February 20, 2018 City of Chanhassen Community Development Department 7700 Market Blvd Chanhassen, MN 55317 RE: Panera Bread Site Plan Review (2018-02) Mr. Generous, C17-y, RF�FgNHg 11Ep ss '% F�e212018 CNN/NG p�T The following letter is in response to the Cities recommendations and review comments dated 1/2/18. The following project narrative addresses the items you wanted further information/clarification on. Building: 1. The building is required to have an automatic fire extinguishing system. - Will be addressed by Plumbing Plans. 2. Building plans must be prepared and signed by design professionals licensed inthe State of Minnesota. - Noted. 3. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). - Noted. 4. Detailed occupancy related requirements will be addressed when complete buildingplans are submitted. - Noted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. - Noted. Engineering: 1. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. - Plans have been signed 2. Provide perimeter drainage and utility easements were none exist concurrent with recording the siteplan agreement. ^CA NNSO 10' added on the North side and 5' added on the East side. Solutions for Land and Life CALIFORNIA ■ TEXAS 0 ARKANSAS 8 MINNESOTA 8 PENNSYLVANIA 3. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. • Encroachment agreement will be required. 4. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. • Additional D&U easements added over both basins as shown on the Site and Grading plan. 5. Soil boring locations shall be shown on the grading plan prior to site grading. • Borings shown on the Grading Plan. 6. Indicate finished floor elevation ofthe adjacent parcel to the east prior to site grading. • CFA FFE Noted on Grading Plan. 7. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading • Shown on Grading Plan 8. Indicate information to verify the lowest building opening is aminimum of 1-foot above the emergency overflow elevation ofthebioretention basins prior to site grading. • Site EOF is located in the SE corner of the site, elevation 947.78', which is 1.82' below the Panera FFE. 9 Identify soil stockpile areas intended within the site limits prior to site grading. • Proposed stockpile locations shown on the ECP-Phase 2. 10. Address review comments identified in the attached letter from MnDOT prior to site grading. • Noted. 11. Provide Limited Use Permit (LUP) forthe public sidewalk connection prior to recording the siteplan agreement. • Working with MnDOT on LUP. 12. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. • Noted on Site Plan. 13. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. • Spack Consulting has been working with the City Engineer to address concerns. 14. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the W 79h Street & Great Plain Blvd intersection prior to review for City Council consideration. • Spack Consulting has been working with the City Engineer to address concerns. 15. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. • Spack Consulting verified the site lines with City Engineer. 16. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 79a' St & Great Plains Blvd intersection. The recommended % intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. 2 CEI Engineering Associates, Inc. } - Spack Consulting has been working with the City Engineer to address concerns. IT Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. - Noted. 18. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. • Added. 19. Plan shall include the bioretention basin details with elevations prior to site grading • Added 20. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon tin -necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. • Proposed new hydrant will be run of new main on Panera's property. Existing hydrant line will be capped on both ends and filled with sand to abandon in place on CFA's property. 21. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1 % prior to site grading. • Revised to 1 %. 22. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. - Noted on Utility plan. 23. Staff recommends C900 PVC water main pipe material be considered. - Revised on Utility plan 24. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. - Added on the Utility Plan. 25. Provide details on the plans for the grease trap prior to site grading. • Grease trap detail to be provided once a GC is selected. 26. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. • Added. 27. The applicant shall coordinate with City staff prior to removal or construction ofthe services regarding inspection and traffic control on W 79a Street prior to site grading. - Note added to plans. 28. Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing ofthe water service piping when selecting the location for the hydrant. • Noted 3 CEI Engineering Associates, Inc. C7 29. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. • Noted 30. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory BluffCreek Watershed District, etc. • Working on all Permits. Environmental Resources: 1. The applicant shall revise the landscape plan to accommodate more ofthe required buffer yard trees in the south buffer yard area. • Tree's added. 2. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. • Landscape islands revised to a min. 10' interior width. 3. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. • Noted 4. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. • Revised 5. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. • Noted Planning: 1. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. • Noted 2. A copy ofthe cross access/parking agreement shall be submitted to the city. • Has been submitted. 3. Wall lighting and the trash enclosure lighting shall comply with city code. • Noted 4. The proposed monument sign shall be relocated on the site to comply with city code. • Noted 5. Signage shall comply with city code and requires separate sign permits for each sign. • Noted 6. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. • Added by SE building corner. 7. The building elevations shall be revised to incorporate additional window openings in the bare expanses ofthe north, west and south walls. • Architect working with Planning on Elevations 8. The applicant is proposing two color bricks for the building material: tan and brown. The soldier course ofbrick above the doors and windows shall incorporate the darker colored brick to accent the windows. • Architect working with Planning on Elevations 9. Brick veneer may not be painted. EIFS may only be used as an accent material and may 4 CEI Engineering Associates, Inc. f not cover more than 15 percent ofthe wall area. • Architect working with Planning on Elevations 10. Additional rooftop treatments shall be provided above the building entrance. • Architect working with Planning on Elevations Water Resources: 1. Six inches oftopsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. • Revised throughout set to 6" of topsoil. 2. Topsoil needs to be specified. • Noted added to LA Plan 3. Sequencing ofConstruction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction ofthe site. • Notes added to ECP's 4. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. • See revised LA Plan. 5. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. • See revised details. 6. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35,40 PVC pipe is not allowed for underdrain. • See revised details. 7 Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. • See revised details. 8. Plan details need to show aprofile ofthe bio-retention basin with the grade ofthe tile placement. • See revised details. 9. All quantities ofmaterials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. • Noted. le. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. • Mix B used. which complies with the specifications. 11. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. • Noted on EC'P's 12. City staffto be called and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin • Noted on Plans 13. Contractor to have written statement as part ofthe pre -construction meeting, the means and method ofhow they plan to scarify and protect the subsurface from compaction in the bio-retention basin. • Noted 14. An approved operation and maintenance plan is required for all stormwater treatment 5 CEI Engineering Associates, Inc. a devices. Including contact information forperson(s) responsible formaintenance as well asperson(s) performing onsite inspection and maintenance duties. The citymust approve operation and maintenance plans priorto permits being issued. • Working on O&M plans. 15. The city will hold the security on the project until vegetation is well established, and the planting is free of weeds. This may take a few growing seasons to achieve. • Noted 16. An additional drainage and utility easement shall be recorded overthe drainagebasins located west and south ofthe parking lot. • No tcd Please let me know if you have any more questions or need any additional information for the project. Sincerely, CEI Engineering Associates, Inc. � & 44 0'� Alan Catchpool, PE MN Branch Mgr. Attachments 6 CEI Engineering Associates, Inc. �7DEPARTMENT OF TRANSPORTATION December 2111, 2017 Robert Generous, Senior Planner City of Chanhassen PO Box 147 Chanhassen, MN 55317 SUBJECT: Chanhassen Panera Bread MnDOT Review # STUDY17-006 North of Highway 5 and West of Great Plains Boulevard Chanhassen, Carver County Control Section 1002 Dear Mr. Generous, Metropolitan District Waters Edge Building 1500 County Road B2 West Roseville, MN 55113 Thank you for the opportunity to review the Chanhassen Panera Bread Traffic Impact study and plans. Before any development can occur please address the following issues. Traffic: MnDOT concurs with the study analysis and most of the conclusions. Restricting the access on W 79' Street and Great Plains Boulevard to a 3/< intersection and accessing W 79' Street via Market Boulevard from MN 5 would be beneficial. However, it should not be expected that signal timing at MN 5 and Great Plains Boulevard will be reevaluated to give more priority to the side street. For questions concerning these comments please contact Almin Ramic at almin.ramicastate.mn.us or (651) 234- 7824. Water Resources: A drainage permit is required. The applicant didn't include Appendices F and G in the drainage report. Existing runoff and discharge rates must not increase. The proposed drainage is graded to MN 5. For questions concerning these comments please contact Martin Kors at martin.korsaa,state.mn.us or (651) 234- 7537. Design: The hedge does not show up on either the demolition or landscape plans. Please show the hedge location and note whether it will remain. There is a limited amount of grading on the MN 5 right-of-way where the Panera sidewalk meets the public sidewalk. A limited use permit (LUP) may be required for where the Panera sidewalk meets the public sidewalk. For questions concerning LUP's, please contact Dan Phelps (651-234-7585 or dan.phelps(d),state.mn.us). Permits Any use of or work within or affecting MnDOT right of way requires a permit. Permit forms are available from MnDOT's utility website at http://www.dot.state.mn.us/metro/maintenance/permits.htmi. An equal opportunity employer MnDOT Metropolitan District, Waters Edge Building, 1500 County Road B2 West, Roseville, MN 55113 Please include one set of plans formatted to I IX17 with each permit application. Please submit/send all permit applications and 11X17plan sets to: metroopermiMps.dot(a)state.mn.us. Please direct any questions regarding permit requirements to Buck Craig (651-234-7911) of MnDOT's Metro Permits Section. Review Submittal Options: MnDOT's goal is to complete the review of plans within 30 days. Submittals sent in electronically can usually be turned around faster. There are four submittal options. Please submit either: 1. One (1) electronic pdf version of the plans. MnDOT can accept the plans via e-mail at metrodevreviews.dot(a.state.mn.us provided that each separate e-mail is under 20 megabytes. 2. Three (3) sets of full size plans. Although submitting seven sets of full size plans will expedite the review process. Plans can be sent to: MnDOT — Metro District Planning Section Development Reviews Coordinator 1500 West County Road B-2 Roseville, MN 55113 3. One (1) compact disc. 4. Plans can also be submitted to MnDOT's External FTP Site. Please send files to: ftp•//ftp2 dot state mn us/Vubrincoming/MetroWatersEd& /Plannin-g Internet Explorer doesn't work using ftp so please use an FTP Client or your Windows Explorer (My Computer). Also, please send a note to metrodevreviews.dot(a,state.mn.us indicating that the plans have been submitted on the FTP site. If you have any questions concerning this review please feel free to contact me at (651) 234-7788. Sincerely, j`_/ Jennifer Wiltgen Principal Planner Copy sent via E-Mail: Nancy Jacobson, Design Hailu Shekur, Water Resources Almin Ramic, Traffic Clare Lackey, Traffic Doug Nelson, Right -of -Way Dan Phelps, Right -of -Way Buck Craig, Permits Diane Langenbach, Area Engineer Sulmaan Khan, Area Engineer Russell Owen, Metropolitan Council 3.02 . flit T.O. PARAPET pA p - - ] 33 , Px, 110 i6'_� 110 . Pxt + . 110 -� I eo 1m' _ Sm+303 • /PI . 112 - is i31:' 1 - ..3m- _.]C' `4u 1 EAST ELEVATION Realistic JW_ra exi 119 ar eo W-4W i1 Ll r .1m 301, 3,: • C. , 11t % I .pr �r < 1RST FLOOR 1� 2 ; NORTH ELEVATION Realistic r 3T -- _T.O. PARAPET 2r-o- 7 . pxiP 126 7W If-elff - ,f 1,9 1% Im mr. #6038__ Z�_ _ <io o� 0.- -t ��// c1.i ag u< Q Z� ►ra.r� I.p. 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DescdPWn DAY _ FIRST RP9R ,%, 719 1% ELEVATIONS - - REALISTIC, CONT. .,�....- A305 warn orr or otr ewwa awa �c a 9CITY OF CHANHASSEN NH \S� PROPOSED MOTION: PC DATE: January 2, 2018 CC DATE: January 22, 2018 REVIEW DEADLINE: January 30, 2018 CASE #: 2018-02 BY: JA, GB, RG, JS, VS "The Chanhassen Planning Commission recommends approval of the site plan for a 4,500 square foot, one-story restaurant with drive through facilities, plans prepared by CEI Engineering Associates, Inc. dated revised November 30, 2017, subject to the conditions of the staff report and adopts the findings of fact and recommendation." SUMMARY OF REQUEST: Request for a Site Plan Review with variances to build a Panera Bread restaurant. However after further review, it was determined that variances were not required for hard cover or parking. LOCATION: 531 West 79th Street APPLICANT: Panera, LLC. Chanhassen Inn. 3630 South Geyer Road, Suite 100 531 W. 79 h Street St. Louis, MO 63127 Chanhassen, MN 55317 314-984-2609 952-934-7373 Brian.barnard@panerabread.com chanhasseninn2001 ka yahoo.com PRESENT ZONING: Highway and Business Services District (BH) 2020 LAND USE PLAN: Commercial ACREAGE: 1.45 acres DENSITY: 0.07 F.A.R. LEVEL OF CITY DISCRETION IN DECISION -MAKING: 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. Notice of this public hearing has been mailed to all property owners within 500 feet. PROPOSAL/SUMMARY The applicant is requesting site plan approval to construct an approximately 4,500 square foot, one-story restaurant with a drive thru. Fast food restaurants are a permitted use in the BH district. SCANNED Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 2 of 16 APPLICABLE REGULATIONS Chapter 20, Article II, Division 6, Site Plan Review Chapter 20, Article, "BH", Highway and Business Services District Chapter 20, Article XXIII, Division 7, Design Standards for Commercial, Industrial and Office - Institutional Districts BACKGROUND Zamor Addition was approved on May 14, 1979 creating three lots. Chanhassen Inn was constructed in 1981 starting with 29 units. In 1984, 14 units were added. In 1987, an additional eight units were added to the building. DISCUSSION The applicant is proposing a one-story, 4,500 square -foot restaurant with drive-thru incorporating an outdoor patio area. Due to the requirement for the 10 foot landscape boulevard along the east property line, the building may need to shift five feet west. Site Constraints The access to the property is a joint driveway with Chick-Fil-A. Normally, this area would serve as a perimeter buffer and landscape area which would help in reducing hard cover, however, since this serves as access to the property to the west, it cannot be utilized for pervious surface. Wetland Protection The City of Chanhassen Wetland Inventory, the National Wetland Inventory, a review of historic aerial photography and a site visit did not reveal any indications that wetland is present on either site. Bluff Protection There are no bluffs or steep slopes present on the site. Shoreland Management The property does not lie within a shoreland overlay district. Floodplain Overlay This property does not lie within a floodplain. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 3 of 16 ARCHITECTURAL COMPLIANCE Size Portion Placement The main entry is located in the northeast corner of the building. Additional building articulation shall be required above the entrance. Material, Color and Detail The applicant is proposing two color bricks for the building material: tan and brown. The soldier course of brick above the doors and windows shall incorporate the darker colored brick to accent the windows. Brick veneer may not be painted. EIFS may only be used as an accent material and may not cover more than 15 percent of the wall area. Height and Roof Design The building height is 21 feet to the top of the parapet, which shall be used to screen the rooftop equipment. The top of the parapet is capped with a dark bronze aluminum cap. The main entry parapet height is stepped up from the main building parapet. Additional rooftop treatment shall be incorporated in this area. Dark bronze coping covers the parapet wall. Projecting fabric awnings are proposed over the main entry, the pick-up window, windows and the service door. Awnings may be decorative, but may not contain business advertising. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 4 of 16 Facade Transparency The applicant needs to meet the 50 percent glazing (window) requirements. In the service and storage areas, such windows may be spandrel glass. The window casing shall be dark bronze aluminum. Additional window treatments are required on the north, west and south building elevations. The applicant is providing dark bronze, aluminum window framing. Loading areas, refuse area, etc. Delivery and service door is located in the west corner of the building and shall be accessed via the drive-thru lanes. A sidewalk system leads from this area to the parking lot for refuse movement to the trash enclosure. The trash enclosure, located on the northwest corner of the parking lot, will be constructed of concrete masonry units covered in a brick veneer to match the building. Lighting The applicant is proposing light -emitting diode (LED) area lighting throughout the parking lot with a height of 25 feet and a 90-degree cut-off angle. Such lighting complies with city code. The applicant is also proposing decorative lighting on the building. Such lighting must also have a 90-degree cut-off, i.e., it may not project upward. Decorative pedestrian scale lighting is proposed in the patio area of the building. They are also proposing mini -wall packs in the trash enclosure. City code does not permit the use of metal halide. Signage The applicant is proposing signage on all elevations of the building. The applicant has street frontage on the south and north sides of the building which would permit wall signage on each of these elevations. Therefore, only wall signs on two building elevations are permitted. Signage must comply with the standards for Highway and Business Services District and will require a separate sign permit application and review for each proposed sign. Wall signs shall use individual dimensioned letters. The applicant shows a monument sign on the south side of the building. This sign may not be located within the drainage and utility easement or within 10 feet of the property line. The sign shall be relocated on the site to comply with city code. Company logos shall not occupy more than 30 percent of the sign display area. Monument signs shall use individual dimension letters, at least one-half inch deep. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 5 of 16 Site Furnishings The applicant is proposing a patio seating area on the north side of the building. A decorative fence shall separate the patio from the drive-thru. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. Landscaping Minimum requirements for landscaping at the proposed development include 2,757 square feet of landscaped area around the parking lot, landscape islands or peninsulas, 11 trees for the parking lot. The applicant's proposed as compared to the requirements for landscape area and parking lot trees is shown in the following table. Required Proposed Vehicular use landscape area 2,757 sq. ft. 3,195 sq. ft. Trees/parkingTrees/parking lot 11 trees 12 trees Islands or peninsulas/parkingpeninsulas/parking lot 5 islands/peninsulas 6 islands/peninsulas The applicant meets minimum requirements for trees and landscaping in the parking lot area. The islands and peninsulas containing trees must be a minimum of 10 feet. Bufferyard requirements: Required plantings Proposed plantings Bufferyard B — north 5 overstory trees 10 overstory prop. line, West 79`h St., 7 Understory trees 0 Understory trees 250' 12 Shrubs 29 Shrubs Bufferyard B — south 5 Overstory trees 1 Overstory trees prop. line, Hwy 5, 250' 7 Understory trees 0 Understory trees 12 Shrubs 15 Shrubs Bufferyard A — east prop. 2 overstory trees 2 Overstory trees line, Chick-Fil-A 3 Understory trees 5 Understory trees 275' 6 Shrubs 7 Shrubs Bufferyard C — west 4 overstory trees 1 overstory trees prop. line, open space, 10 Understory trees 15 Understory trees 200' 10 Shrubs 16 Shrubs Boulevard trees along W. 6 overstory trees 9 overstory trees 70 St., 1 per 30' The applicant does not meet all of the bufferyard requirements, particularly along the south property line. At a minimum, additional tree planting shall be located in the southwest corner of the site. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 6 of 16 Lot Frontage and Parking Location The lot fronts on two public streets: Highway 5 and West 791h Street. The only access is via West 790' Street. Parking is located to the north and east of the building. EASEMENTS There are several existing easements on this property as shown on the survey. An existing access control for MnDOT's Trunk Highway 5 is along the southern property line. This property is subject to a cross -easement for parking with the adjacent property to the east in addition to a reciprocal access easement agreement. On the eastern and southern property line, a drainage & utility perimeter easement for the City was dedicated with the original ZAMOR ADDITION plat. Additional perimeter public drainage and utility easements shall be dedicated on the north and east property lines concurrent with the site plan agreement. Proposed items are shown within the City's drainage and utility easement, including: portions of both bioretention basins. These items must be moved out of the easement or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. An additional drainage and utility easement shall be recorded over both drainage basins located south of the parking lot. GRADING AND DRAINAGE Drainage The majority of the site drains to the south and west into the MnDOT right-of-way and eventually reaches Rice Marsh Lake. The proposed site plan generally keeps the same drainage pattern. The water will be captured and directed to the bioretention basins which include a snout and a saffle baffle prior to discharge to meet water quality, water volume quantity, and rate control requirements. In order to verify that the grading plan with not cause runoff to flow towards structures, the first floor elevations of buildings on adjacent lots and the elevation at the corners of the proposed building shall be shown on the plans. Existing and proposed elevations shall be shown at each comer of the lot to verify the plan will tie-in successfully to the grading of adjacent parcels. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 7 of 16 Retaining Walls No retaining walls were noted on the plans. Any proposed retaining walls must be shown on the plans including the top and bottom wall elevations. Erosion Prevention and Sediment Control When a building permit application is submitted, an erosion control plan consistent with Section 19-145 of city code is required. The proposed development will exceed one (1) acre of disturbance and will, therefore, be subject to the General Permit Authorization to Discharge Stormwater Associated with Construction Activity under the National Pollution Discharge Elimination/State Disposal System (NPDES Construction Permit). The applicant has prepared a Surface Water Pollution Prevention Plan (SWPPP) for city review and approval. Although staff did not observe any obvious deficiencies it is worth reminding the this SWPPP must be consistent with the NPDES Construction Permit; containing all required elements as listed in Parts III and IV of the permit. It must also be updated throughout the project. The SWPPP should note that these are the minimum anticipated best management practices and that erosion prevention and sediment control measures may need to change as site and weather conditions change. Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states four inches. Topsoil needs to be specified. Sequencing of Construction identifies item number five as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. STORM WATER MANAGEMENT Article VII, Chapter 19 of City Code describes the required storm water management development standards. It states that sites must meet the National Urban Runoff Program recommendations of the National Pollution Discharge Elimination System standards, whichever is more restrictive. Section 19-141 states that "these development standards shall be reflected in plans prepared by developers and/or project proposers in the design and layout of site plans, subdivisions and water management features." The NPDES requires that 1 inch of runoff is treated for water quality and that there is a net reduction in runoff volume post -development. Minnesota has elected to meet this requirement through Minimal Impact Design Standard guidelines which requires abstraction of 1.1 inch of runoff from all impervious surface. This standard has been adopted by the Riley -Purgatory -Bluff Creek Watershed District. As well as a 90 percent reduction in total suspended solids (TSS) and a 60 percent reduction in total phosphorus (TP). This water quality standard is consistent with Chanhassen removal requirements. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 8 of 16 Filtration basin: A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. Sock should be eliminated from drain tile. It is not if it will plug, but when the sock will plug with sediment. Buckshot and or pea rock to surround underdrain pipe. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. Plan details need to show a profile of the bio- retention basin with the grade of the tile placement. A cross-section is provided, but a profile is needed showing all grades. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. Mixed D soil shown on plans. We only use 75 percent washed sand and 25 percent leafy compost. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. City staff shall be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin. Contractor shall have a written statement as part of the pre - construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. Other items: An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. The owner and applicant should be made aware that the city will hold the security on the project until vegetation is well established and the planting is free of weeds. Applicant and owner should be made aware that this may take a few growing seasons to achieve. PERMITS Agency A Minnesota Department of Transportation permit will be required for a drainage permit and work within the right-of-way. A Riley -Purgatory -Bluff Creek Watershed District permit shall be required prior to beginning construction. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 9 of 16 STREETS, ACCESS AND INTERNAL SITE CIRCULATION Access to the property is from West 79'h Street only. Access to Highway 5 is restricted. Traffic Analysis Staff is intending to continue to work with the applicant's engineer on a traffic analysis for how this proposal will affect Level of Service for the nearby intersections at W 79'h Street & Great Plains Blvd and Arboretum Blvd (TH 5) & Great Plains Blvd. The intersection W 79'h St & Great Plains Blvd is of primary concern. From the initial analysis, it is expected that substantial queue lengths for the eastbound traffic trying to enter the Great Plains Blvd intersection may cause a portion of the traffic to elect to reroute itself to the Market Blvd intersection. This would help the Great Plains Blvd intersection but it will impact the Market Blvd intersection. Staff requests further analysis to include the Market Blvd intersection. Staff requests the traffic report include greater analysis and commentary to compare the results of this investigation to the findings and recommendations included in the recently completed traffic analysis reports completed for Great Plains Blvd and for the adjacent Chick-fil-A redevelopment. The applicant's engineer shall expand the analysis and offer a definitive recommendation for the timing of the improvements for the W 79'h St and Great Plains Blvd intersection. The'/4 intersection concept geometric layout shall be included as a Figure in the Appendix and further commentary should be provided describing its operation. The applicant's engineer shall also address the review comments provided by MnDOT. Staff recommends the pedestrian access route focus on the utilization of the sidewalk to the south of the site. This is due to concerns about pedestrian safety crossing the Chick-fil-A and Holiday gas station vehicle entrances and the greater connectivity of the southern route that parallels Trunk Highway 5. Staff is intending to continue to work with the applicant's engineer on the final traffic analysis, therefore, mitigation recommendations are not available at the time of this report. A revised anaylsis shall be submitted to staff with time to review prior to City Council's consideration of the applicant's proposal. PARKING LOT & DRIVE-THRU The drive-thru aisle contains car stacking from the entrance to the service window in excess of the code requirement of 12 cars (240 feet) for fast food restaurants. The applicant is also proposing more parking stalls than City Ordinance requires. These excesses account for a portion of the hardcover variance request. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 10 of 16 The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting via the site access prior to grading on site. If the trees are an obstruction, the applicant shall prune the trees to provide adequate sight lines or they may be removed subject to the approval of the City's Environmental Resource Coordinator. Three pedestrian routes are provided to the proposed building through the drive-thru lane. Two are primarily customer routes and one is expected to be an employee route. The applicant's plan shows crosswalk striping, pedestrian crossing signage, and drive-thru signage at the two customer specific routes. Only a drive-thru sign is indicated at the expected employee route. Staff recommends use of MN MUTCD approved signage for these crossings and further consideration for the expected employee pedestrian route. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. UTILITIES The plan proposes connecting to the existing water and sewer services for the existing building at the back of the south curbline for W 791h St. The demolition plan has a general note to remove all existing structures and related piping. Staff is concerned the clarity of this statement may be subject to interpretation. In addition, the existing buried sanitary and water service piping is not shown within the property limits on the demolition plan. Staff recommends additional detail indicating the piping throughout the site and language be added to require the buried sanitary and water service piping be fully removed. The applicant proposes to utilize the existing 6 inche sanitary service line under W 79`h St to connect to the existing city -owned 10 inch sanitary main. The applicant is proposing to modify the intended use of the parcel and construct a building intended to house a restaurant, including the installation of a grease trap. As such, the applicant shall abandon this service connection and connect to the nearby sanitary manhole. The intention is to facilitate cleaning of the sanitary service via a jetting process. The connection to the manhole shall be a fully booted connection. Staff recommends the design investigate the elevation of the joints in the existing manhole structure to confirm the proposed connection elevation can incorporate a fully booted core into the manhole. The existing service pipe into the main may be abandoned in lieu of removed to limit excavation into W 79`h St. A short liner is recommended to be used in the sanitary main and the service line under the street shall be filled with flowable-fill or non -shrink grout. The applicant proposes to connect to the existing 6 inch water service line at the south curbline of W 79`h St and install new 6 inch Ductile Iron Pipe (DIP) waterline into the site to service the building. Staff recommends using C900 pipe material rather than DIP, due to soil conditions prevalent in the City of Chanhassen. Staff also recommends the design correct the feed to the site hydrant. This privately -owned hydrant should be fed from the water service into the site. Otherwise a legal maintenance Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 11 of 16 agreement will need to be drafted, agreed upon, and filed between this parcel and the adjacent parcel to the east. Any service line that does not serve a purpose shall be properly abandoned. The applicant shall coordinate with city staff prior to removal or construction of the services regarding inspection and traffic control on W 79 h Street. The applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. PARKS & RECREATION The applicant is proposing a sidewalk connection to the trial within the Highway 5 corridor. No Park and Trail frees are being collected because there is no subdivision. MISCELLANEOUS The building is required to have an automatic fire extinguishing system. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. Retaining walls over four high must be designed by a professional engineer and a permit must be obtained prior to construction. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). Detailed occupancy related requirements will be addressed when complete building plans are submitted. 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 Code 2 stories NA feet N-25'E-10' W-10'S-25' Parking Stalls 56 stalls (One space per 80 square feet) Parking Setback Hard Surface Coverage Lot Area N- 10'E-0' W-10'S-10' 65 percent 20,000 sq. ft. Proiect 1 story 21 feet N- 102'E-87' W-96'S-59' 51 stalls * N-IFE-18' W-45'S-54' 64.3 percent 63,153sq. ft. (1.45 ac.) * There are cross parking and access agreements with the property to the east, which constructed 13 more parking stalls then are required by city code for their use. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 12 of 16 RECOMMENDATION Staff recommends that the Planning Commission approve the site plan for a 4,500 square foot, one-story restaurant with drive through facilities plans prepared by CEI Engineering Associates, Inc. dated revised 11/30/17, subject to the following conditions: Building: 1. The building is required to have an automatic fire extinguishing system. 2. Building plans must be prepared and signed by design professionals licensed in the State of Minnesota. 3. Sanitary and storm sewer service must comply with Minnesota State Plumbing Code (see Table 701.1). 4. Detailed occupancy related requirements will be addressed when complete building plans are submitted. 5. The owner and or their representative shall meet with the Inspections Division as soon as possible to discuss plan review and permit procedures. Engineering: 1. The plans shall be signed and sealed by a Professional Engineer licensed in the State of Minnesota prior to recording the site plan agreement. 2. Provide perimeter drainage and utility easements were none exist concurrent with recording the site plan agreement. 3. The applicant must move any feature out from within the City's drainage and utility easement, including both bioretention basins or the applicant must enter into an encroachment agreement with the City after, but concurrent to the site plan agreement. 4. An additional drainage and utility easement shall be recorded over the two bioretention basins concurrent with recording the site plan agreement. 5. Soil boring locations shall be shown on the grading plan prior to site grading. 6. Indicate finished floor elevation of the adjacent parcel to the east prior to site grading. 7. Provide existing and proposed elevations at each lot corner, top of curb or centerline of the roadway at each lot line extension, center of the proposed driveway at the curbline, and indicate the proposed driveway grade prior to site grading. 8. Indicate information to verify the lowest building opening is a minimum of 1-foot above the emergency overflow elevation of the bioretention basins prior to site grading. 9. Identify soil stockpile areas intended within the site limits prior to site grading. 10. Address review comments identified in the attached letter from MnDOT prior to site grading. 11. Provide Limited Use Permit (LUP) for the public sidewalk connection prior to recording the site plan agreement. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 13 of 16 12. Applicant shall utilize the City's standard detail for the sidewalk connection prior to site grading. 13. Staff has requested further traffic analysis to include the Market Blvd intersection prior to review for City Council consideration. 14. The applicant's engineer shall also examine ways to mitigate the queueing and decreased LOS at the W 79`h Street & Great Plain Blvd intersection prior to review for City Council consideration. 15. The applicant's engineer shall verify whether an adequate sight line is provided for vehicles exiting the site access prior to review for City Council consideration. 16. Prior to review for City Council consideration, the traffic analysis report shall further discuss recommendations for the timing of improvements to the W 79t' St & Great Plains Blvd intersection. The recommended 3/4 intersection shall include a figure in the Appendix showing the proposed design. Further commentary shall be included related to its operation. 17. Plans shall show the current City detail plates and indicate all of the most up-to-date plates shall be used when the project under construction. 18. The storm sewer piping shall be included on the utility plan prior to recording the site plan agreement. 19. Plan shall include the bioretention basin details with elevations prior to site grading. 20. Recommend applicant review the design for the on -site hydrant. From a long term perspective, the hydrant should be fed by the water service to the parcel it serves. Coordinate with the adjacent property owner to abandon un-necessary water pipe. Otherwise, a maintenance agreement between the two parcels shall be filed to define future maintenance responsibilities and other important business protection aspects prior to site grading. 21. Utility plan indicates 0.87% for the sanitary sewer grade. Revise plan to increase grade to a minimum of 1 % prior to site grading. 22. Sanitary sewer service shall be routed the nearest sanitary manhole to facilitate sewer cleaning due to the zoning classification and proposed property use. Prior to site grading, revise the plan to show the existing sanitary service connection to the main shall be abandoned. A short liner shall be used in the sanitary main and the pipe shall be filled with flowable fill or non -shrink grout to the property line. The line shall be capped at the property line. 23. Staff recommends C900 PVC water main pipe material be considered. 24. Recommend testing requirements for the utility piping be considered with the utility design. Install a new gate valve at the property line where the new water service piping ties into the existing service piping. 25. Provide details on the plans for the grease trap prior to site grading. 26. Demolition plan shall include removal of existing service piping to the connection locations prior to site grading. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 14 of 16 27. The applicant shall coordinate with City staff prior to removal or construction of the services regarding inspection and traffic control on W 79I' Street prior to site grading. 28. Once construction is complete, the applicant shall retain ownership of the proposed sanitary service, water service and hydrant constructed on this property. Recommend applicant consider flushing of the water service piping when selecting the location for the hydrant. 29. The applicant shall follow the accessibility code for the construction as well as all applicable State and Federal laws. 30. The applicant shall obtain permits from all applicable agencies which may include, but is not limited to the MPCA, MnDOT, Riley Purgatory Bluff Creek Watershed District, ect. Environmental Resources: 1. The applicant shall revise the landscape plan to accommodate more of the required bufferyard trees in the south buffer yard area. 2. The interior width of all landscape islands and peninsulas containing trees must be a minimum of 10 feet. The east island shall be enlarged to a minimum interior width of 10 feet. 3. Any existing trees scheduled to be preserved that are lost due to construction activities shall be replaced. 4. The Colorado spruce listed in the Plant Schedule shall be replaced with Black Hills spruce. 5. Existing ash trees that are preserved must be treated for EAB, as approved by the city. Failure to treat the trees, resulting in their death, will require replacement trees to be planted. Planning: 1. The applicant shall enter into a site plan agreement with the city and provide the necessary security to guarantee erosion control, site restoration and landscaping. 2. A copy of the cross access/parking agreement shall be submitted to the city. 3. Wall lighting and the trash enclosure lighting shall comply with city code. 4. The proposed monument sign shall be relocated on the site to comply with city code. 5. Signage shall comply with city code and requires separate sign permits for each sign. 6. Bike racks shall be incorporated on site near the access sidewalk from Highway 5. 7. The building elevations shall be revised to incorporate additional window openings in the bare expanses of the north, west and south walls. 8. The applicant is proposing two color bricks for the building material: tan and brown. The soldier course of brick above the doors and windows shall incorporate the darker colored brick to accent the windows. 9. Brick veneer may not be painted. EIFS may only be used as an accent material and may not cover more than 15 percent of the wall area. 10. Additional rooftop treatments shall be provided above the building entrance. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 15 of 16 Water Resources: 1. Six inches of topsoil is required and will be verified by city staff. In grading notes on page C3 it states 4 inches. 2. Topsoil needs to be specified. 3. Sequencing of Construction identifies no. 5 as to construct the temporary sedimentation and sediment trap, but nowhere in the grading plan is it identified. Plans should identify the bio-filtration basins be graded to be used as temporary sediment basin, along with temporary outlets to allow stormwater to be pumped and drained too, during construction of the site. 4. A design and planting plan approved by the Water Resources Coordinator is required for this high visibility location. Seed mix is insufficient for these vegetated basins. You must use species native to the ecoregion. 5. Sock should be eliminated from drain tile. Buckshot and or pea rock to surround underdrain pipe. 6. Underdrain tile needs to be identified. Should be a HDPE Corrugated perforated plastic tile. SCH 35, 40 PVC pipe is not allowed for underdrain. 7. Tile in bio-filtration basin needs to be placed on a minimum grade of 0.5 percent. 8. Plan details need to show a profile of the bio-retention basin with the grade of the tile placement. 9. All quantities of materials to be used, and specifications need to be identified on plan sheet for contractor to bid and to construct. 10. Mixed D soil may not be used. We only use 75 percent washed sand and 25 percent leafy compost. 11. Bio-filtration basin should be identified in sequencing that it should not be completed until all surrounding watershed to basins are stabilized. 12. City staff to be called, and be on site when contractor is installing bio-filtration basin to make sure the existing subsoil is scarified 18 inches below surface in bio-filtration basin 13. Contractor to have written statement as part of the pre -construction meeting, the means and method of how they plan to scarify and protect the subsurface from compaction in the bio-retention basin. 14. An approved operation and maintenance plan is required for all stormwater treatment devices. Including contact information for person(s) responsible for maintenance as well as person(s) performing onsite inspection and maintenance duties. The city must approve operation and maintenance plans prior to permits being issued. 15. The city will hold the security on the project until vegetation is well established and the planting is free of weeds. This may take a few growing seasons to achieve. 16. An additional drainage and utility easement shall be recorded over the drainage basins located west and south of the parking lot. Planning Commission Panera Bread Site Plan Review — Planning Case 2018-02 January 2, 2018 Page 16 of 16 ATTACHMENTS 1. Findings of Fact and Recommendation. 2. Development Review Application. 3. Building Elevations Northeast and Southeast Perspectives 4. Building Elevation East and North Perspectives 5. Building Elevation South and West Perspectives 6. Spark Consulting -Chanhassen Panera Development Site Traffic Report 7. Certificate of Survey dated revised 10-19-17 prepared by Cornerstone Land Surveying, Inc. 8. CEI Engineering Associates, Inc. Plan Sets: CO — C 11 9. Photometric Plan prepared by Standard Electric dated 10/25/2017 10. Exterior Perspectives Sheets A300-A305 prepared by Arcvision Incorporated dated 11/2/17 11. Elevation Concepts dated 121517 (3 pages) 12. Floor Plan Equipment sheet A703 13. Letter from Jennifer Wiltgen (MnDOT) to Robert Generous dated 12/21/17 14. Public Hearing Notice and Mailing List GAPLAN\2018 Planning Cases\18-02 - 531 West 79th St - Panera SPR\staffreport Panera CITY OF CHANHASSEN CARVER AND HENNEPIN COUNTIES, MINNESOTA FINDINGS OF FACT AND RECOMMENDATION IN RE: Application of Panera, LLC. and Chanhassen Inn for Site Plan review. On January 2, 2018, the Chanhassen Planning Commission met at its regularly scheduled meeting to consider the application of Panera, LLC and Chanhassen Inn for Site Plan Review to construct a 4,500 square foot, one-story restaurant building with a drive-thru facility on the property located at 531 W. 70 Street. The Planning Commission conducted a public hearing on the proposed conditional use and site plan, which was 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 Highway and Business Services District (BH). 2. The property is guided by the Land Use Plan for Commercial uses. 3. The legal description of the property is: Lot 3, Block 1, Zamor Addition 4. Site Plan. In evaluating a site plan and building plan, the city shall consider the development's compliance with the following: a. The proposed development, a commercial redevelopment of the property, 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 and meets all the specifications of city code subject to compliance with the conditions of approval and approval of the hard cover variance; c. The proposed development will preserve portions of 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 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 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. The proposed development 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. 5. The planning report #2018-02 dated January 2, 2018, prepared by Robert Generous, et al, is incorporated herein. RECOMMENDATION The Planning Commission recommends that the City Council approve the Site Plan with variance subject to the conditions of the staff report. ADOPTED by the Chanhassen Planning Commission this 2nd day of January, 2018. CHANHASSEN PLANNING COMMISSION BY: Andrew Aller, Chairman I9— COMMUNITY DEVELOPMENT DEPARTMENT Planning Division — 7700 Market Boulevard CITY OF CHANNSEN Mailing Address — P.O. Box 147, Chanhassen, MN 55317 Phone: (952) 227-1300 / Fax: (952) 227-1110 APPLICATION FOR DEVELOPMENT REVIEW 1 Submittal Date: PC Date: 2 CC Date: 2 2 60-Day Review Date: L (Refer to the appropriate Application Checklist for required submittal information that must accompany this application) ❑ Comprehensive Plan Amendment ......................... $600 ❑ Minor MUSA line for failing on -site sewers ..... $100 ❑ Conditional Use Permit (CUP) ❑ Single -Family Residence ................................ $325 ❑ All Others......................................................... $425 ❑ Interim Use Permit (IUP) ❑ In conjunction with Single -Family Residence.. $325 ❑ All Others......................................................... $425 ❑ Rezoning (REZ) ❑ Planned Unit Development (PUD) .................. $750 ❑ Minor Amendment to existing PUD................. $100 ❑ All Others......................................................... $500 ❑ Sign Plan Review ................................................... $150 ❑� Site Plan Review (SPR) ❑ Administrative.................................................. $100 0 Commercial/Industrial Districts*......................$500 Plus $10 per 1,000 square feet of building area: 4( 486 thousand square feet) 'Include number of existing employees: 'Include number of new employees: 1 ❑ Residential Districts ......................................... $500 Plus $5 per dwelling unit ( units) ❑ Subdivision (SUB) ❑ Create 3 lots or less ........................................ $300 ❑ Create over 3 lots .......................$600 + $15 per lot lots) ❑ Metes & Bounds (2 lots) .................................. $300 ❑ Consolidate Lots..............................................$150 ❑ Lot Line Adjustment.........................................$150 ❑ Final Plat..........................................................$700 (Includes $450 escrow for attorney costs)' 'Additional escrow may be required for other applications through the development contract. ❑ Vacation of Easements/Right-of-way (VAC)........ $300 (Additional recording fees may apply) ❑ Variance (VAR) .................................................... $200 ❑ Wetland Alteration Permit (WAP) ❑ Single -Family Residence ............................... $150 ❑ All Others ....................................................... $275 ❑ Zoning Appeal ...................................................... $100 ❑ Zoning Ordinance Amendment (ZOA)................. $500 NOTE: When multiple applications are processed concurrently, the appropriate fee shall be charged for each application. Q Notification Sign (City to install and remove) ............................................... $ 200 0 Property Owners' List within 500' (City to generate after pre -application meeting) .................................................. $3 per address ( 22 addresses) ❑� Escrow for Recording Documents (check all that apply)....................................................................... $50 per document ❑ Conditional Use Permit ❑ Interim Use Permit ❑s Site Plan Agreement ❑ Vacation ❑ Variance ❑ Wetland Alteration Permit ❑ Metes & Bounds Subdivision (3 docs.) ❑ Easements( easements) TOTAL FEE: $860.86 Description of Proposal: Site Plan Review for a new 4,486 SF Panera Bread Resturant with drive-thru. Property Address or Location: 531 W. 79th Street, Chanhassen, MN -`'OF 258900030 See ALTA"yAS,, Parcel #: Legal Description: V �r Total Acreage: 1.42 Wetlands Present? ❑ Yes 0 No U Present Zoning: Highway and Business Services District Requested Zoning: Not Applicable I ?Oj� Present Land Use Designation: Commercial Existing Use of Property: Chanhassen Inn ❑Check box if separate narrative is attached. Requested Land Use Designation: Commercial N�� PropertySection 3: Owner and Applicant APPLICANT OTHER THAN PROPERTY OWNER: In signing this application, I, as applicant, represent to have obtained authorization from the property owner to file this application. I agree to be bound by conditions of approval, subject only to the right to object at the hearings on the application or during the appeal period. If this application has not been signed by the property owner. I have attached separate documentation of full legal capacity to file the application. This application should be processed in my name and I am the party whom the City should contact regarding any matter pertaining to this application. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: Panera, LLC Contact: Brian Barnard Address 3630 South Geyer Road, Suite 100 Phone: (314) 984-2609 City/State/Zip: St. Louis, MO 63127 Cell: (314) 304-1186 Email: brian.barnard@panerabread.com Fax (314) 909-3370 Signature:Date: PROPERTY OWNER: In signing this application, I, as property owner, have full legal capacity to, and hereby do, authorize the filing of this application. I understand that conditions of approval are binding and agree to be bound by those conditions, subject only to the right to object at the hearings or during the appeal periods. I will keep myself informed of the deadlines for submission of material and the progress of this application. I further understand that additional fees may be charged for consulting fees, feasibility studies, etc. with an estimate prior to any authorization to proceed with the study. I certify that the information and exhibits submitted are true and correct. Name: Chanhassen Inn Contact: Larry Zamor Address 531 W 79th Street Phone (952) 934-7373 City/State/Zip: Chanhassen, MN 55317 Cell: Email: cha asseninn2001@yahoo.com Fax: Signature: Z' Date: This application must be completed in full and must be accompanied by all information and plans required by applicable City Ordinance provisions Before filing this application. refer to the appropriate Application Checklist and confer with the Planning Department to determine the specific ordinance and applicable procedural requirements and fees. A determination of completeness of the application shall be made within 15 business days of application submittal. A written notice of application deficiencies shall be mailed to the applicant within 15 business days of application. PROJECT ENGINEER (if applicable) Name: CEI Engineering Associates, Inc Contact. Alan Catchpool. PE Address: 2025 Centre Pointe Blvd. Suite 210 Phone: (651) 452-8960 City/State/Zip: Mendota Heights, MN 55120 Cell: (612) 414-5011 Email: acatchpool@ceieng.com Fax: (651) 452-1149 Section 4: Notification Who should receive copies of staff reports? "Other Contact Information: 0 Property Owner Via: Email ❑ Mailed Paper Copy Name: Applicant Via: Email ❑ Mailed Paper Copy Address 0 Engineer Via: 2] Email ❑ Mailed Paper Copy City/State/Zip: ❑ Other" Via: ❑ Email ❑ Mailed Paper Copy Email: INSTRUCTIONS TO APPLICANT: Complete all necessary form fields. then select SAVE FORM to save a copy to your device PRINT FORM and deliver to city along with required documents and payment. SUBMIT FORM to send a digital copy to the city for processing. SAVE FORM PRINT FORM SUBMIT FORM iu �e ., ■ Jif 3 View from across street 4 View from Entry Drive 1 3D View 1 A Z; o o.� e-= Q .y ti M T M � O to Z w � cc L C U� ti �Y M CcM L mIn =0 EXTERIOR PERSPECTIVE VIEWS A300 ■wM�Nw� qw; tAr. to z I I r wo I I 21 TN0117M ELEVATION —ar. tv �l - - - -. T.O. PARAPET 14-P 1 I ! FMET(L_OpR c M 0 Lo � Z 55 KEYED NOTES � L }, �.. L cc ea..rrcue,..ar.ue.+ iar,m .o,e+�s wrx rvn.t corsr,uc,v. u.wmn t� vNlrMsr Mr"orl tvuro vi[[r tie ICBEerI,tC=s5[��wu,a%S tRu.W.eFR.ro nL�eM tf .pel vu.,.�,nunori Aro em.xem a ..Er4.ov.0 rr Sr.C7p We.. wN �su.e�a.re�`,. �•tma�e r..s.w " ara eeeo. ''+t:e`�1OAinea.wKw�.wau.n ` e.ore��uw..u.+m..aowosaww.. ....otso i.eeetiroPcn..ri,o,..o.u.0 EXTERIOR ELEVATIONS A301 t.wes. v+, c. trnee. 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EXTERIOR ELEVATIONS —taa*- _ A3_02 wn.P Pm.,,o oM�_Jbwc • . CONSULTING ENGINEERING TRAFFIC FORWARD Of �NGµJE Executive Summary Background: The existing Chanhassen Inn is proposed for redevelopment into Panera Bread sit-down restaurant with a drive-thru is proposed at the existing Chanhassen Inn site. The purpose of this study is to determine the traffic impacts associated with the build out of the proposed development on the study intersections where significant impact is anticipated. Results. The principal findings of this traffic study are • The proposed redevelopment is expected to generate approximately 1.068 new daily trips. approximately 92 new trips during the AM peak hour and approximately 74 new trips during the PM peak hour. • This new traffic associated with the proposed redevelopment represents an approximate three to nine time increase beyond what the site currently generates today. • Within the last three years. 28 crashes occurred within the study area. The most significant in terms of traffic operations outside normal expectations, are the five of six total crashes at the W 791" Street/Great Plains Boulevard intersection designated as left turn/right angle crashes. • The existing conditions show queues along Great Plains Boulevard at the Arboretum Boulevard intersection stretch back to the W 79- Street intersection. impeding normal operations at the latter intersection. These queueing conditions occur during approximately five hours of a typical weekday. • All intersections are projected to operate with acceptable overall delays and queueing through all scenarios, except for the Arboretum Boulevard/Great Plains Boulevard intersection. • The eastbound left turn movement at W 79" Street experiences long delays during the PM peak No -Build and Build scenarios. occasionally blocking the adjacent gas station access. • Negligible queue lengths are expected at the site accesses. • The proposed parking stalls exceed both the City requirements and the expected peak demand. • The drive-thru has sufficient space to accommodate the expected peak stacking based on data of fast food restaurants. • Pedestrians connections to the north and bicycle facilities are not shown in the current site plan. Recommendations. The following items are recommended based on the analyses and results: • Reevaluate the signal timing at the Arboretum Boulevard/Great Plains Boulevard intersection. • Begin planning for the restriction of the W 79" Street/Great Plain Boulevard to 3/4-access, eliminating the W 79" Street left turn and through movements. • Add signage directing drivers on W 79`h Street to use Market Boulevard for travel to the north. • Encourage/schedule truck deliveries and trash pickup outside of the weekday peak periods. • Provide additional pedestrian connections to the existing northern pedestrian facilities along W 79th Street. • Provide short term bicycle parking facilities for restaurant customers to help encourage multimodal travel to and from the development. Traffic Impact Study • . CONSULTING Chanhassen Panera Development Site TABLE OF CONTENTS i. Introduction..........................................................................................1 ii. Existing Conditions..............................................................................2 iii. Forecasted Traffic................................................................................5 iv. Analyses...............................................................................................7 v. Conclusions and Recommendations................................................18 vi. Appendix.............................................................................................20 LIST OF TABLES & CHARTS Table 1 — Study Corridor Characteristics................................................. 2 Table 2 — Study Area Crash History Summary ......................................... 3 Table 3 — Net New Trip Generation........................................................... 5 Table 4 — Trip Generation Comparison..................................................... 7 Chart 1 — Study Corridor Volume to Capacity .......................................... 8 Chart 2 — AM Peak Hour Delays: Signal Controlled Intersection............ 9 Chart 3 — PM Peak Hour Delays: Signal Controlled Intersection .......... 10 Chart 4 — AM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard............................................................................................. 10 Chart 5 — PM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard............................................................................................. 11 Chart 6 — AM Peak Hour Queues: Side Street Stop Sign Controlled Intersection.......................................................................................... 12 Chart 7 — PM Peak Hour Queues: Side Street Stop Sign Controlled Intersection.......................................................................................... 12 Table 5 — Trip Generation Comparison ................................................... 13 Traffic Impact Study ii um CONSULTING Chanhassen Panera Development Site L Introduction a. Proposed Development The existing Chanhassen Inn site is proposed for redevelopment into a Panera Bread restaurant with a drive-thru. Located south of W 79th Street and west of the newly constructed Chick-fil-A site in Chanhassen, Minnesota, this redevelopment will include a 4,450 square feet building with 60 parking stalls and 110 seats (88 interior and 22 outside patio). b. Purpose of Study The purpose of this study is to determine the traffic impacts associated with the build out of the proposed redevelopment. The traffic impacts are studied on the roads and intersections where significant impact is anticipated, and improvements are recommended where mitigation is needed. The primary concern is the impact of traffic operations at the Great Plains Boulevard/W 791h Street intersection. For those not familiar with the general concepts and terms associated with traffic engineering. The Language of Traffic Engineering guide is included in the Appendix. c. Study Objectives The objectives of this study are: i. Document how the study intersections and roadways currently operate including a review of the most recent crash data. ii. Forecast the amount of traffic expected to be generated by the proposed development and compare that expectation to the existing hotel traffic. iii. Determine how the study intersections and roadways will operate in the future with and without the proposed development. iv. Review the site circulation and multi -modal aspect. V. Recommend appropriate mitigation measures if poor operations or areas of concern are identified. vi. Compare the study results with the from previous studies within the area, such as the Chick-fil-A Traffic Impact Study and the Great Plains Boulevard Traffic Study. For the purposes of this traffic study, the study intersections where the greatest impact is expected were chosen for review and include: i. Arboretum Boulevard (MN 5)/Great Plains Boulevard ii. W 79th Street/Great Plains Boulevard iii. W 79th Street/Eastern Gas Station Access iv. W 79th Street/Western Gas Station Access V. W 791h Street/Eastern Site Access vi. W 79th Street/Western Site Access The full build year of 2019 was chosen for this study representing the first full year of operation after completion of the redevelopment. Traffic Impact Study • . CONSULTING Chanhassen Panera Development Site ii. Existing Conditions -- - - -- - - -- � a. Corridor Characteristics As mentioned, the proposed site is located south of W 79" Street and west of the newly constructed Chick-fil-A site. Figure 1 shows the vicinity of the site and the study area, while Figure 2 shows the proposed site's Concept Plan. Table 1 shows the characteristics of the key roadway corridors around this site and within the study area. Table 1 — Study Corridor Characteristics 'TH = Trunk Highway, MSA = Municipal State Aid Route 2 Met Council Functional Classification. b. Traffic Volumes Intersection videos were collected at the study intersections under normal weekday conditions in October 2017. Using these videos, 48-hour turning movement counts were collected at the study intersections. Counts for the two days were averaged together to smooth out possible irregularities in the data. The AM and PM peak hours for the project area intersections along the W 79th Street are from 7A5 to 8A5 AM and 6:30 to 7:30 PM. These peaks correspond with the peak use of restaurants in the area. The peak hours of the Arboretum Boulevard/Great Plains Boulevard intersection vary slightly, 7:15 to 8:15 AM and 4:45 to 5:45 PM, based on commuter traffic on the highway. For the purposes of this evaluation, the peak hour volumes for each were used. The W 79th Street corridor volumes show relatively little change between the corridor peak hours and the Arboretum Boulevard/Great Plains Boulevard intersection peak hour volumes. In addition, using the commuter peak hour volumes allow for review when the impact of the signalized intersection's southbound queues is greatest. The turning movement count data from the counts are contained in 15-minute intervals in the Appendix. c. Existing Observations All study area intersections were observed during the peak hours to better understand the area operations. The key observations are: • During the AM peak hour, the southbound left queue along Great Plains Boulevard at the Arboretum Boulevard intersection extends back into the W 79th Street/Great Plains Boulevard intersection. We observed several Traffic Impact Study 2 • . CONSULTING Chanhassen Panera Development Site signal cycles during this peak hour where the southbound left turn queue blocked the southbound through and eastbound right turn movements. • During the PM peak hour, the southbound left queue along Great Plains Boulevard at the Arboretum Boulevard intersection stretches beyond the W 7911 Street/Great Plains Boulevard intersection. This southbound left turn queue blocks southbound through and eastbound right vehicles from completing their movement and results with additional queueing that blocks the eastern gas station exit on W 79th Street. When the southbound approach on Great Plains Boulevard at the Arboretum Boulevard intersection receives a green light, these queues are able to clear on all approaches. • During both peak periods, operation of the W 79th Street/Great Plains Boulevard intersection becomes complicated. Drivers in the southbound queue, cognizant of this side -street stop -controlled intersection, generally provide a gap for the eastbound motorist left turn movements to head north on Great Plains Boulevard. This results in the intersection working more like an all -way stop intersection with drivers using eye contact and waving for when to proceed. This continues until the southbound queue clears and vehicles along the cross street at W 79th Street/Great Plains Boulevard complete their movements. This operation, while generally allowing motorists to proceed faster than otherwise would be expected, is not ideal and represents a safety concern. d. Crash History Review Using the Minnesota Crash Mapping Analysis Tool (MnCMAT), as developed by the Minnesota Department of Transportation (MnDOT), we obtained the study intersection crash reports for the most recent three-year timeframe, years 2013 to 2015. Analyzing these reports can help show potential areas of concern within a roadway system due to high crash rates, or patterns in type of crashes. Table 2 shows a summary of the crashes in the study area by year and severity. Table 2 — Study Area Crash History Summary PD stands for Property Damage Only. Of the 28 crashes in this three-year period, six occurred at or near the Great Plains Boulevard intersection with W 79th Street West (western leg). Five of these crashes were designated as left turn/right angle crashes and one as sideswipe passing. These crashes are likely the result of drivers taking chances when turning due to a lack of gaps during the peak periods. There is a potential for drivers to be confused Traffic Impact Study 3 • . CONSULTING Chanhassen Panera Development Site 8 by the continuous southbound left turn lane or the wide northbound pavement area which transitions from one to two lanes. The remaining 22 crashes occurred at the Arboretum Boulevard/Great Plains Boulevard intersection. 16 of these crashes were classified as rear end crashes, four as left turn/right angle crashes.. and two as sideswipe crashes. These crashes are most likely due to the traffic signal at the intersection, where rear end collisions are more common. The crashes and trends match our expectations based on observations of the study area. The crash detail information is attached in the appendix. Traffic Impact Study 4 • . CONSULTING Chanhassen Panera Development Site Forecasted Traffic ------ - - - - -- --0. a. Site Traffic Forecasting The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 1011, Edition, is the standard document for determining expected traffic for proposed land uses. ITE compiles studies from across the Country to determine the expected traffic associated with various land uses. Using this ITE information, trip generation forecasts can be made for this proposed development site. The proposed development most closely fits the new ITE land use of Fast Casual Restaurants. Unfortunately, this data set contains only one study for determining trip generation. Also, the corresponding trip rates do not appear to accurately represent the expected trip generation of the proposed development based on general knowledge of the incoming restaurant. For this reason, the ITE land use of Fast - Food Restaurant with Drive-Thru Window was chosen for the trip generation calculations. This land use is similar to the proposed development, contains many data points for a quality average rate, and results with a trip generation that more closely represents what we would expected from the proposed redevelopment. For the analysis, the raw trip generation was divided among two types of trips — new and pass -by. Pass -by trips are those vehicles already on the roads which will stop at the development site in the future. New trips represent traffic increasing the overall number of vehicles at the intersections. All pass -by percentages used in this study were based on the values published in the ITE Trip Generation Manual, 1 prh Edition. The breakdown between these types of trip generation for this land use is.. • 49 percent Pass -By Trips. 51 percent New Trips. The resultant new trips generated by the proposed development are shown in Table 3. It is noted while pass -by trips are not new to the system, they are new to the site and are included at the driveways. A detailed trip generation table showing the exact breakdowns is provided in the Appendix. Table 3 — Net New Trip Generation Land Use Code Daily AM Peak & Size ak Hour PM PeDescription Hour — Source In Out Out Out Fast -Food Restaurant 934 - ITE with Drive-Thru 534 534 66 65 48 48 Window 4,500 s . ft. TOTAL NEW TRIPS GENERATED 534 1 534 66 65 48 48 Traffic Impact Study 5 • . CONSULTING Chanhassen Panera Development Site 91 A trip distribution pattern was then developed for the generated traffic going to and from the site. This pattern is based on the existing traffic volumes and access to the regional transportation system. The general trip distribution pattern assumed for this study is: i. 40% of the generated traffic to/from the west on Arboretum Boulevard and W 79'h Street. ii. 44% of the generated traffic to/from the east on Arboretum Boulevard. iii. 8% of the generated traffic to/from the south on Great Plains Boulevard. iv. 8% of the generated traffic to/from the north on Great Plains Boulevard. Traffic generated by the site development was assigned to the area roadways per this distribution pattern. b. Non -site Traffic Forecasting To account for non-specific development in the area, background growth rates were determined based on the MnDOT's County growth factors. Carver County has a 20- year growth factor of 1.8. resulting in a 3.0% annual growth rate. This rate does account for potential developments within the region and for that reason, the traffic rates were only applied to through traffic on Great Plains Boulevard and Arboretum Boulevard, not all individual turning movements. The background volume was added to the existing traffic to establish the 2019 No Build Scenario volumes. The resultant 2019 No Build peak hour forecasts are shown in the Appendix under the capacity analysis section for each scenario. c. Total Traffic Traffic forecasts were developed for the 2019 Build scenarios by removing the existing hotel traffic and adding the traffic generated by the proposed development to the No -Build forecast volumes. As there are some users the access both the hotel and Chick-fil-A, only 90% of the existing hotel traffic was removed from the development site accesses. This reduction assumes a more conservative reduction in traffic for the 2019 Build scenarios. Peak hour forecasts are shown in the Appendix. Traffic Impact Study 6 • . CONSULTING Chanhassen Panera Development Site iv. Analyses a. Trip Generation Comparison A trip generation comparison for the existing and proposed redevelopment of the site helps to show the magnitude of impact expected on the study roadways and intersections. The existing parking lot layout provides access to both the hotel and the adjacent Chick-Fil-A. The raw turning movement counts do not discern between the two adjacent land uses. To differentiate the trips between the two existing land uses, observations of the turning movements and ITE information were used. Observations revealed a very high percentage of trips are destined for the Chick-Fil-A. ITE information suggests the approximately 15% to 25% of the driveway traffic is for the hotel with the majority for the restaurant. Due to older nature of the hotel and our observations, only 15% of the driveway trips were assigned to the Chanhassen Inn and 85% of the driveway trips assigned to the Chick-Fil-A. Using the driveway counts and the assumed percentage of hotel traffic with the proposed redevelopment trip generation presented earlier, Table 4 shows the trip generation comparison. Table 4 — Trip Generation Comparison As Table 4 shows, the proposed restaurant is expected to generate more traffic than the existing hotel. Depending upon the time frame, the increase is three to nine times over the existing. b. Corridor Vehicular Analysis While many factors contribute to a road feeling congested, the two biggest factors are volume, how many vehicles are using the road, and capacity, how many vehicles the road can accommodate a day. Transportation professionals use these pieces of information to create a ratio of volume to capacity. For example, a road with a volume to capacity ratio of 1.0, where the traffic demand is nearly equal to the traffic supply, will feel congested to motorists. Traffic Impact Study 7 • . CONSULTING Chanhassen Panera Development Site Below is a rough guide of the daily traffic volumes different types of roads can accommodate based on the Highway Capacity Manual, 61h Edition Exhibit 16-16. If the Average Daily Traffic (ADT) volume on a roadway is below the threshold, then it is considered un-congested. If the daily volume falls inside the range, the road is almost congested, and if the daily volume is over the threshold the road is congested. • 2-Lane, undivided street (one in each direction with left turn lanes at busy intersections and coordinated signals). — 8.900 to 18.300 vehicles per day. • 4-Lane street (two in each direction with left turn lanes at busy intersections and coordinated signals), — 18.600 to 36.800 vehicles per day. The above capacities represent physical capacity in ideal roadway conditions. Research from UC Berkley, for example, indicates quality of life along a residential street is negatively impacted when the ADT exceeds 1,000 vehicles per day. Therefore, the 1,000 vehicle per day threshold is used for the capacity along neighborhood two lane roads even though its physical capacity is approximately ten times larger. To provide an initial planning level screening, Chart 1 provides the daily volume to capacity ratios of the study corridors during each of the study full build out study year to determine if any of the roadway corridors are candidates for additional through lanes. As shown, Great Plains Boulevard and W 7911 Street are below the planning level capacity thresholds. The data further suggests Arboretum Boulevard is over -capacity with congestion. These results are consistent with observations of the study area. particularly congestion on Arboretum Boulevard during the peak periods. In all cases, the proposed development adds to the daily volumes, but does not significantly impact the results. Chart 1 — Study Corridor Volume to Capacity 1.2 0 M 1 or 0.8 a m u ° 0.6 v E 0 0.4 0.2 J Arboretum Boulevard : volume/capacity of 1.0 or greater -------------------- Great Plains Boulevard Existing ■ 2018 No -Build 2018 Build W 79th Street Traffic Impact Study 8 em CONSULTING Chanhassen Panera Development Site c. Intersection Analysis The traffic operation analyses are based on delay calculations done in accordance with the methodology of the Highway Capacity Manual, 6th Edition. For this analysis, we used the Vistro software package, which utilizes the HCM procedures. The existing, 2019 No -Build, and 2019 Build scenarios were initially analyzed for both the AM and PM peak hours. Full calculations for each study scenario, including traffic operational Level of Service (LOS) grades and queue lengths, are included in the Appendix. Also, included in the Appendix is a guide explaining the Level of Service grade concept. Chart 2 (AM peak hour) and Chart 3 (PM peak hour) show the average peak hour delay for signal controlled intersections for each study scenario. The only intersection with traffic signal control is Arboretum Boulevard/Great Plains Boulevard. The LOS D/E boundary of 55 seconds of delay per vehicle is considered the threshold between acceptable and unacceptable traffic signal operation in Minnesota. The initial signal timing for the existing conditions was estimated based on traffic observations. Chart 2 — AM Peak Hour Delays: Signal Controlled Intersection 80 70 60 Congested at LOS D/E Boundary (55 seconds) C: — — — — — — — — — — — — — — — — — — — — — — — 50 U �o 40 a v 30 v Q 20 10 n Arboretum Boulevard (MN 5)/Great Plains Boulevard ■ Existing ■ 2019 No -Build :� 2019 Build Traffic Impact Study 9 • . CONSULTING Chanhassen Panera Development Site 91 Chart 3 — PM Peak Hour Delays: Signal Controlled Intersection 80 70 -- 60 c 0 v 50 v 40 v Q 30 v Q 20 10 0 Arboretum Boulevard (MN 5)/Great Plains Boulevard ■ Existing ■ 2019 No -Build - 2019 Build i Due to the extended southbound queue observed in the existing conditions at the Arboretum Boulevard/Great Plains Boulevard intersection, the vehicles queues as provided by the analyses were also examined. Chart 4 (AM peak hour) and Chart 5 (PM peak hour) show the 9511 percentile vehicle queue lengths as the measures of effectiveness at the signalized intersection. Chart 4 — AM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard 80 U 70 > 60 N 50 v 0 40 v 30 v v 20 a Ln 10 11111 ° s0J� QR� a�eY� `oJQ,r ,e a Jca oo air oJ�a oo°c air o: 1 o0 roo °fir ■ Existing ■ 2019 No -Build 1 2019 Build Traffic Impact Study 10 Chanhassen Panera Development Site ■■s i,�'e �o°oJo J �a oJ�r J�' S h° umCONSULTING Chart 5 — PM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard 80 70 60 50 40 30 20 10 III o°c � Fa��,o oJoa 5� Fa L' III rO ol` ■ Existing ■ 2019 No -Build ■ 2019 Build 0 r J`r�°J °JSr o S Chart 6 (AM peak hour) and Chart 7 (PM peak hour) show the 95th percentile vehicle queue lengths as the measures of effectiveness at intersections with side street stop sign control. For this type of control, vehicle queues are a better measure than LOS or delay, which can be poor with even one or two vehicles where mitigation would not be appropriate. Vehicle queues are presented for the longest queue experienced at the intersection. Based on our experience, improvements are not warranted until the 95th percentile queue at a stop sign is in the five to ten vehicle range. The stop controlled intersections in this study include: i. W 79th Street/Great Plains Boulevard. ii. W 79th Street/Eastern Gas Station Access. iii. W 79th Street/Western Gas Station Access. iv. W 79th Street/Eastern Site Access. V. W 79th Street/Western Site Access. Traffic Impact Study 11 • . CONSULTING Chanhassen Panera Development Site Chart 6 — AM Peak Hour Queues: Side Street Stop Sign Controlled Intersection o q u v 0 T v 3 0 a an 2 v Q 1 U Unreasonable 95th Percentile Queue (5-10 Vehicles) III III III III III W 79th Street/Great W 79th W 79th W 79th W 79th Plains Boulevard Street/Eastern Gas Street/Western Gas Street/Eastern Site Street/Western Site Station Access Station Access Access Access ■ Existing ■ 2019 No -Build ■ 2019 Build Chart 7 — PM Peak Hour Queues: Side Street Stop Sign Controlled Intersection 5 --Unreasonable 95th Percentile Queue (5-10 Vehicles) c aj q ■ u In v T r0 3 v 0 v M 2 v Q 1 0 W 79th Street/Great W 79th W 79th W 79th W 79th Plains Boulevard Street/Eastern Gas Street/Western Gas Street/Eastern Site Street/Western Site Station Access Station Access Access Access ■ Existing 2019 No -Build 2019 Build A Level of Service of the side street stop controlled intersections were also reviewed to determine if any movements were undergoing significant delays caused by heavier mainline traffic despite the acceptable queuing. Table 5 shows the resulting intersection level of service results as well as the highest delayed movement level of service at each side street stop controlled intersection. Traffic Impact Study 12 • . CONSULTING Chanhassen Panera Development Site Table 5 — Trip Generation Comparison Existing AM PM No -Build AM PM Build AM - Intersection PEAK PEAK PEAK PEAK PEAK PEAK W 7911 Street/Great Plains Boulevard A (c) A (f) A (c) A (f) A (c) A (f) W 79th Street/Eastern Gas Station Access A (b) A (a) A (b) A (a) A (b) A (b) W 79' Street/Western Gas Station Access A (b) A (b) A (b) A (b) A (b) A (c) W 79' Street/Eastern Site Access A (b) A (c) A (b) A (c) A (b) A (c) W 79" Street/Western Site Access A (b) A (b) A (b) A (b) A (b) A (b) As table 5 shows, all intersections. except W 7911 Street/Great Plains Boulevard, operate with an overall intersection Level of Service (LOS) of A with worst movements at LOS C or better. The W 791h Street/Great Plains Boulevard intersection operates with a LOS A. however the worst movement delay, the eastbound left, experiences delays at LOS F with delays around 77 seconds in the build PM peak hour. This delay is longer than desired and raises concern of left turning vehicles becoming impatient and attempting to complete a movement without sufficient gap. The result is supported by five of the six accidents at that intersection being right angle/left turning accidents. Overall, the results of the capacity analysis show acceptable vehicle operations at most study intersections. With traffic from the proposed redevelopment being distributed amongst the study corridors and intersections, operations are expected to remain similar overall. The additional vehicles generated by the redevelopment of the Chanhassen Inn to restaurant use are not expected to significantly impact the surrounding roadway system. This is evidenced by the relatively similar delay and queuing results between the No -Build and Build scenarios. The exception is the intersection of Arboretum Boulevard/Great Plains Boulevard, currently operating at a less than ideal overall intersection LOS E during PM peak hour. The intersection continues to operate with multiple movements at LOS E or F in the No -Build and Build scenarios. The average overall delay increases by about seven seconds between the No -Build and Build scenarios. Larger delays can be expected at signalized intersections that operate with extended cycle lengths. The observed cycle length here was 180 seconds in the AM and PM peak hour. The relatively minor differences in delay between the No -Build and Build scenarios suggest that the addition of the redevelopment traffic minimally affects the intersection. Signal timing updates, which should be completed at least every three to five years to reflect current travel demands, could improve the operations. Traffic Impact Study 13 • . CONSULTING Chanhassen Panera Development Site When examining the interaction between intersection, additional issues arise with respect to queueing. As observed in the existing conditions, the southbound left turn queue at Arboretum Boulevard/Great Plains Boulevard extends to and or past the W 79th Street/Great Plains Boulevard intersection during the AM and PM peak hours for all scenarios. The proposed development is expected to increase these queues with a three vehicle increase in 951h percentile queue length in the AM Build peak hour when compared to the AM No -Build peak hour and a two vehicle increase in 95th percentile queue in the PM Build peak hour when compared to the PM No -Build peak hour results. These blockages cause queueing of the eastbound approach at W 79th Street/Great Plains Boulevard which is further exacerbated by lack of gaps for eastbound left vehicles to complete a safe movement. The average queues were also reviewed to determine how often queues from Arboretum Boulevard/Great Plains Boulevard are expected to cause blockages of the W 79th Street/Great Plains Boulevard intersection. During the AM peak hour, the average queue lengths remain at or just less than the provided storage space between Arboretum Boulevard/Great Plains Boulevard and W 79th Street/Great Plains Boulevard through the No -Build scenario. The 2019 Build AM peak scenario shows average queues for the southbound left turn movement which stretch past this storage length. The PM peak hour analysis shows average queues which stretch beyond this storage bay for all scenarios. These results support the findings that updated signal timing would be beneficial to the study area and suggest a preexisting need for a restricted or partial restricted intersection at W 79th Street/Great Plains Boulevard to increase safety and lower the potential for left -turn related accidents. Knowing that during the AM peak period the average southbound queue at Arboretum Boulevard/Great Plains Boulevard stretch just to the adjacent W 79th Street/Great Plains Boulevard intersection, the AM peak hour volume was used as a minimum volume threshold template. Any volume roughly at or over this hourly volume was flagged as an hour were queueing issues likely occur. Based on this assumption, the southbound queue on Great Plains Boulevard at the Arboretum Boulevard intersection stretches to or past the W 7911 Street/Great Plains Boulevard intersection at least five hours of the day, further supporting the need for mitigation at this intersection. d. Mitigation Analysis Per the above analyses, consideration was given to improving operations regarding three issues: • Retiming of the traffic signal at Arboretum Boulevard/Great Plains Boulevard. • Reducing the southbound vehicle queuing on Great Plains Boulevard at Arboretum Boulevard. • Improving operations at W 7911 Street/Great Plains using partially restricted intersection layouts. Traffic Impact Study 14 • . CONSULTING Chanhassen Panera Development Site These mitigation needs match those put forth in the earlier Great Plains Boulevard Study. The options considered for reducing the vehicle queues include and improving delays include: • Signal timing adjustments. • Additional geometric lanes. • Restricting allowed vehicles movements at intersections. The signal timing is set based upon providing the most green time to the approaches with the highest volume, in this case Arboretum Boulevard. This is routine practice and should continue. However, traffic patterns often change and the signal timing should be updated to reflect the latest volumes and trends. Only a minor reduction in the vehicle queues is expected with an updated timing plan, but is recommended to occur periodically to ensure the most efficient operations are provided. Additional vehicle lanes will allow more vehicle stacking and additional vehicles to proceed through the intersection during the limited green time provided. In terms of capacity and improving operations, additional lanes are an option. However, the surrounding land is relatively built-up with limited right-of-way or available land for added geometric lanes, particularly where this improvement would provide the most benefit such as additional eastbound or westbound through lanes. Space is available to add on the southbound approach of Arboretum Boulevard/Great Plains Boulevard where a roughly 50-foot storage bay for a second left turn lane could be added. This length of storage bay would not give a significant improvement to storage for the cost of construction and may cause other issues such as opposing left turn overlaps. Based on this, additional geometric lanes mitigation was not considered further nor analyzed. Restriction of the eastbound left turn and through movements on W 79" Street at the Great Plains Boulevard intersection would remove the highest delayed movements and decrease the eastbound queue. This restriction would also minimize the consequences caused by blockages of the intersection by the southbound Arboretum Boulevard/Great Plains Boulevard queue and help decrease the number of right angle/left turn accidents which occur at the intersection. If the 3/4-access restriction of the W 79th Street/Great Plains Boulevard Intersection is constructed, additional signage along W 791h Street will be needed to help direct drivers in the appropriate direction to proceed on their desired route. This would include directing current eastbound left turning movements destined for W 781h Street or Market Street west towards Market Boulevard. Additional mitigation analysis was completed assuming the specified mitigation techniques were implemented. Most intersections show similar results with only a slight improvement. However, the delays and queues on W 79th Street at the Great Plains Boulevard show a significant improvement. The maximum eastbound queue is reduced from four vehicles to one, lowering the chances of blockages to the gas station accesses. As expected, this modification limits the impact of the queue Traffic Impact Study 15 • . CONSULTING Chanhassen Panera Development Site blockages caused by southbound traffic at Arboretum Boulevard/Great Plains Boulevard, while increasing safety through the intersection. e. Parking Analysis As with trip generation, little to no parking data is available for a fast -casual restaurant. The Chanhassen City Code for a fast food restaurant with a drive-thru specifies a ratio of one space is required per 80 square feet of gross floor area. Based on this ratio, the 4,450 square -foot building is required to provide 56 parking stalls. The proposed site plan shows 60 parking spaces, exceeding the code requirement. The ITE Parking Generation, 41h Edition, document compiles parking demand data from different land uses, similar to the Trip Generation Manual. Using the same land use, Fast Food Restaurant with a Drive-Thru Window, as the trip generation, the peak parking demand is expected to be 45 occupied spaces during a typical weekday and 39 occupied spaces during a typical Saturday. Again, the proposed parking supply exceeds the expected demand. Bicycle parking is not required by the Chanhassen City Code and none is explicitly shown in the site plan. Providing facilities for bicyclist is one method to potentially reduce vehicle demand and is recommended to allow customers and employees options to and from the proposed development. f. Concept Site Plan & Multi -Modal Review The concept site plan contained in the Appendix was reviewed for potential improvements to the circulation and connection of the multi -modal system. The following are the key categories reviewed and highlights of that review. i. Vehicle Circulation: From the access to W 79th Street, drivers have two options to and from the parking and drive-thru areas. This provides sufficient circulation around the site and minimizes risks of one motorists or event from blocking all traffic. Autoturn movements for delivery vehicles and garbage trucks should be checked to ensure these vehicles can safely maneuver around the building. To reduce traffic impacts and conflicts with customers/parking vehicles, truck deliveries including garbage/recycling collection and food drop-offs should be scheduled during non -peak periods to the extent possible. The drive-thru provides space for approximately 12 to 13 vehicles stacked from the pick-up window. Spack Consulting completed analyses of drive-thru stacking needs for several land uses including fast food restaurants. That research found the 85th percentile stacking distance to be 12.0 vehicles during peak demand. True fast food restaurants would be expected to have a higher drive-thru lane use than the proposed restaurant. Thus, sufficient stacking is provided for the drive-thru operations and conflicts with parking operations are not anticipated. Traffic Impact Study 16 • . CONSULTING Chanhassen Panera Development Site ii. Bicycle and pedestrian infrastructure: Sidewalks are currently provided along the north side of W 79th Street and Arboretum Boulevard, and on both side of Great Plains Boulevard. Based on the provided site plan, connections are planned from the storefront to the sidewalks on Arboretum Boulevard only. Even though the sidewalk on W 7911 Street is on the north side, pedestrian routes to the access intersection should be pursued. To better connect the land uses on the south side, a sidewalk could also be considered from the Great Plains Boulevard intersection to at least the proposed redevelopment. For the pedestrian connections across the drive-thru area, signing and striping should be provided to minimize the risk of these conflicts areas. As mentioned, the existing site plan does not show or mention bicycle parking facilities. Short-term outdoor bicycle parking should be provided, ideally located close to the front door and well -lit for safety and visibility. iii. Adjacent Transit: There are bus stops within walking distance of the development site with existing transit routes available to Minneapolis. No additional transit infrastructure is recommended due to the construction of the proposed redevelopment. Traffic Impact Study 17 • . CONSULTING Chanhassen Panera Development Site v. Conclusions and Recommendations The traffic impacts of the proposed mixed -use redevelopment were studied, and the principal findings are: • The proposed redevelopment is expected to generate approximately 1,068 new daily trips. approximately 92 new trips during the AM peak hour and approximately 74 new trips during the PM peak hour. • This new traffic associated with the proposed redevelopment represents an increase expected beyond what the site currently generates today, approximately three to nine times the existing traffic depending upon the timeframe. • Within the last three years, 28 crashes occurred within the study area, six at the W 7911 Street/Great Plains Boulevard intersection and the remaining 22 at the Arboretum Boulevard/Great Plains Boulevard intersection. Five of the six crashes at W 7911 Street/Great Plains Boulevard were designated as left turn/right angle crashes. which is a safety concern. • The existing conditions show queues along Great Plains Boulevard at the Arboretum Boulevard intersection that extend to the W 791h Street intersection during the peak periods. These queues block the southbound through and eastbound right turning vehicles from completing their movement. During these blockages drivers navigate the intersection similar to an all -way stop using driver queues such as eye contact and waving, which is less than ideal. This operation continues until the southbound queue clears and vehicles along the cross street at W 79th Street/Great Plains Boulevard complete their movements. Based on the traffic volumes and confirmed with observations, these queueing conditions occur during approximately five hours of a typical weekday. • All intersections are projected to operate with acceptable overall delays and queueing through all scenarios, except for Arboretum Boulevard/Great Plains Boulevard, which begins to see southbound queues which extend past its storage length as well as less than ideal delays in the PM peak hour. • The eastbound left at W 7911 Street experiences longer delays at LOS F during the PM peak No -Build and Build scenarios. This queue creates blockages of the gas station accesses occasionally when paired with the southbound queue along Great Plains Boulevard at Arboretum Boulevard. • Negligible queue lengths are expected at the site accesses. • The proposed parking stalls exceed both the City requirements and the expected peak demand. • The drive-thru has sufficient space to accommodate the expected peak stacking based on data of fast food restaurants. • Pedestrians connections to the north and bicycle facilities are not shown in the current site plan. Traffic Impact Study 18 • . CONSULTING Chanhassen Panera Development Site The following recommendations are made based on the above findings: • Signal timing at Arboretum Boulevard/Great Plains Boulevard should be reevaluated to reflect the current traffic and potentially improve operations from Great Plains Boulevard. It is recognized that MnDOT prioritizes the highway traffic at this intersection. • Begin planning for the restriction of the eastbound approach on W 7911 Street at Great Plains Boulevard to right -only. Turning the intersection into a 3/4- intersection (allowing left and right turns into W 791h Street. but restricting outbound movements to right turns only) will help improve safety and lower queues on the approach. • Add signage directing customers of the businesses on W 79th Street to use Market Boulevard for travel to the north. • Encourage/schedule truck deliveries and trash pickup outside of the weekday peak periods. • Provide additional pedestrian connections to the existing northern pedestrian facilities along W 79th Street. • Provide short term bicycle parking facilities for restaurant customers to help encourage multimodal travel to and from the development. Traffic Impact Study 19 • . CONSULTING Chanhassen Panera Development Site vi. Appendix A. Figures B. The Language of Traffic Engineering C. Crash Detail Reports D. Traffic Counts E. Trip Generation Table F. Peak Hour Volumes G. Level of Service (LOS) H. Capacity Analysis Backups • AM Existing • PM Existing • AM 2019 No -Build • PM 2019 No -Build • AM 2019 Build • PM 2019 Build • Mitigated AM 2019 Build • Mitigated PM 2019 Build Traffic Impact Study 20 • . CONSULTING Chanhassen Panera Development Site LEGEND: LEGAL DESCRIPTION \ _ The following Legal pang Description is as shown on Old Republic National S 31 W 79TH STREET Title Insurance Company Title Commitment No. ORTE743786 dated O as.o.. • 1f January 12. 2017. Lot 3. Block 1, ZAMOR ADDITION, according to the recorded plat the rof, and situate in Carver County, Minnesota. CHANHASSEN, MINNESOTA NORTH It®a�T. rmet K o- 0 20 40 \ \ x°� \ "0 t • s EXCEPTING therefrom Parcel 208A condemned by the State of Minnesota as evidenced by Final Certificate filed October 27. 1993 as Document No. \ i 1 57032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-3 filed March 14, 1991 as CONTACT. / ✓ -, x.b, m.•aws`MO" Document No. 122284. (Abstract) x+so., �s \ . n \ v w,r. ! ra na•c / \ �; \ _� -1� v mr••••'x••"'�r .rae„e,r,...,o, CEI ENGINEERING ASSOCIATES / v� c . _ - ,.,,.\ \. ■ m'w•oerms,r a ,.max-�•• Alan Catehpool. PE / y i ° '- �° \ .ry 4• \ \ @ srxi,n wvar ra,,,nr 2025 Centre Pointe Blvd L 5 x. c, \ �. • <.,tx.x «". Suite 210 g3'• \ •. ,,, .0 AREA: / +�sx • ,� \g9$9 -1 � \ \' aP� - \ � � i °fin ♦ Mendota Heights, MN 55120 .G\\'�, TOTAL AREA =62.077SQ.FT. P:651-452-8960 / / .: `�� '^ _ 556 (L' . r° + r p. \ p„•«n,ma° EASEMENT NOTES: COUNTY; CITY. dG o \ �� ,1'�•,As'V/°}�._ - x.rtf, -] 0` eLJ \\' m o �- swrDUS ♦ The following exceptions are as shown on Old Republic National Title C A F2 \/ E F2 lQ�'- e� ^ .•°° �`, "i°C' �� `Z$ - °e �_.\ Ae \ . 9' \ _' _ Insurance Company Title Commitment No. ORTE743786 dated January 12. C O lJ N TY 2017. �i°° ° i •y \ vw _ mx, 8. Storm Sewer and drainage easement per Book 126 of Deeds Page 3-4. 4CZ::b F= (SHOWN GRAPHICALLY). CHANHASSEN ' / .... j' /�,'t •P° ys. ev..•s .<•a, 1 \ Cw.s F / j °e,atoc.rwoer.r �rsrm `�`f' _ e 5. i .p- ete ° \ •.I - \ h 9. Drainage and utility easements as shown on the recorded plat of Frontier Development which underlies Zamor Addition. (SHOWN GRAPHICALLY). / / ^ >�"/ l _� x�• '~• e N \ - 10. Drainage and utility easements as shown on the recorded plat of Zamor VICINITY MAP L b ` "O�°• N- \ _ ,•� ds Addition. (SHOWN GRAPHICALLY). N Uris - wsAot �•xd ` �• ,M° "kY°' \\ \\ ` 11. Terms and conditions of Contract for Private Redevelopment per Doc. No. t:7. a ♦�.,' {, x«e. A �� \ \ \ �, 123421. (NOT SHOWN AFFECTS ENTIRE PARCEL) 12. No right of access to State Highway No. 5. Right Per Final Cenifate ODoc. No. 1 57032 and as Minnesota Department of Transportation Right Vx.•I ofWay Plat No. 10 3 per Doc. No. 122284. (SHOWN GRAPHICALLY) a rt ` 13. Terms and conditions of Cross Easement for Parking per Doc. No. °s, 1198692. (NOT SHOWN - AFFECTS ENTIRE PARCEL AND PARCEL �"`°• ° -e �sADJACENT TO EAST) iNor To ' s \ i \qeq s••,. .� 3 x•wse 1 ,n•e., \ .:.t s •' \ 14. Terms and conditions of Reciprocal Access Easement Agreement per SEC. 13. MP 116. RNG. 23. Document No. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL Crn Or CnANHAsiEN, cam couNTY, "il'°• «.a - "M°A - ,^ \ \ ._ a TO THE EAST. APPROXIMATE LOCATION OF THE PROTECTED DRIVE AREA WNNESOTA ' /"'°'°• x..ee o `•ee «er " It•-�'\\ -. \ SHOWN GRAPHICALLY PER SKETCH IN DOCUMENT) REVISIONS: / «eex1�«A. •� on - - xt•ev xee, \\ \� x.«a SURVEY NOTES: DATE REVISION x«N - xw� ° \� . \ ♦ _ ♦ I. BEARINGS ARE BASED ON COORDINATES SUPPLIED BY THE CARVER COUNTY 04-OS-17 INITIAL ISSUE «so «o\\�•x �s� e _ i y �� \\ys \ \ SURVEYORS OFFICE. 10-19-17 ADD DRIVE TOPE A • �, - _ ersr: " - \ J' r \ 2. UNDERGROUND UTILITIES SHOWN PER GOPHER STATE ONE CALL LOCATES AND AS-BUILTS PLANS PROVIDED BY THE CITY OF CHANHASSEN PUBLIC WORKS w•s� �., - .\\ \ DEPARTMENT. r� \ 3. THERE MAY BE SOME UNDERGROUND UTILITIES. GAS. ELECTRIC, ETC. NOT •'°s �\ / , x.,.t _- \ \ SHOWN OR LOCATED. \ awy - ' _ X1iTe f `•3 4. RECONSTRUCTED DRIVE AND ADJACENT RESTAURANT PARKING RESURVEYED pvc0G \ OCTOBER 2017. .«e• \\\ ... «, \ '�° ' "" fie" \ FLOOD INFORMATION: x«,. _ +� \; °� • • - - \\ _ - °x\t i 0 ♦ THIS PROPERTY LIES WITHIN THE UNSHADED ZONE C. AREAS OF MINIMAL x°•T7 eN e°A FLOODING. AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP NUMBER 270051 \ ` "•i°•� - C'6e q R, 00058 HAVING AN EFFECTIVE DATE OF JULY 2. 1979. ,_ -� 1 f'ritai , xe•e.o Lila x«ai rw N: \,9 _ -e«xs - '`J,.t1 e \ " \\ t?s`ea•�7 EXISTING PARKING: `,� PROJECT LOCATION: low v "°•\\�� Y •' �}� - {- \\i� 4i ~°y �� / ♦ THERE ARE 63 VISIBLE PARKING STALLS DESIGNATED ON THIS PARCEL 31, 2. \ - �+• ,,,F•"" x«,e *\ f\ y c \\ �j INCLUDING I HANDICAP STALL. x.oe SPC o \) 'f r �* W. 79TH STREET « BENCHMARKS: `0 cp PID#258900030 ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC - ` \ «.s xw xwe - "�s' r+ " s paC �f • e WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 9S4.9 WAS USED TO 1 ,gyp �$s�\",eex ti° - / �' „ - �' ^ «e1 , , y.YS • h' ESTABLISH VERTICAL CONTROL FOR THIS SURVEY (NAVD 88) t tc3 T CERTIFICATION: Cb 0 ♦ To. Chanhassen Inn, Inc.. Old Republic National Title Insurance compnay. S their Suite sl $'. \ {- "�x«ee�� ' � � 5 REF' - _ p1• •_¢fie 4s9b E0) successors and assigns. This is to certify that this map or plat and the survey on � 6750 Stillwater Blvd. N. �y+0'e P which it is based were made in accordance with the 201 S Minimum Standard Detail Stillwater, MN 55082 - :}` °'e '"'�' - ,.•e* '+ ' -� `- \- Requirements for ALTA ACSM Lend Title Surveys, jointly established and adopted Phone 651.275.9969 d, a' \ "W O F9� v / - y". ✓° , .� - by ALTA and NSPS. and includes hems 1, 2. 3. 4, 7(a), 7(c) 8, 9, 11. 16, 17. 18. Fax 651.275.8976 and 19 of Table A thereof. The field wort was completed on March 13. 2017 and dank r »° •«> ' ` a' 7 �'. UNDERGROUND UTILITIES NOTES. GQRNERSTONE LAND SURVEYING. INC. et '•x«a x«�a - \\ " wa «�� 156.E a''P •f'� "a ♦ THE UNDERGROUND UTILITIES SHOWN HAVE BEEN 6 ., `��' i - " ♦ Dated' 4-OS-17 .� ae LOCATED FROM FIELD SURVEY INFORMATION AND L "►,v e"<' oN_ 12; Revised 10-19-17 .tom ]f - EXISTING DRAWINGS. THE SURVEYOR MAKES NO Oct. �J¢ -• GUARANTEE THAT THE UNDERGROUND UTILITIES xenA Y _Ee `♦a A., /- 26 '�a 'E --e< -s _iceR> > - SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, ,µ;° • �y`a _ [�t�� a Q77t // Rts y,� • 01 ; c% - EITHER IN SERVICE OR ABANDONED. THE SURVEYOR Daniooel--L". Thu��rmm------- •y1 V •� eN" oNC=� FURTHER DOES NOT WARRANT THAT THE CORNERSTONE hn0 - Minnesota License No. 2S718 _ __ l UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT xe•sA:. ♦ Co e475 �;•'' LOCATION INDICATED ALTHOUGH HE DOES CERTIFY - y++� RFv' S 1 •I `r,N Old Republic National Title Insurance Company Title Commitment No. ORTE743786 LAND SURVEYING, INC. -. Arsx `� xeM s * v `, V THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE ixlii ..y ..��I L ' , `` THE INFORMATION AVAILABLE. THE SURVEYOR dated January 12. 20I7 as listed on this survey was relied upon for matters tters of HAS NOT PHYSICALLY LOCATED THE UNDERGROUND record. Other easements may exist that were not shown m this commitment and UTILITIES. GOPHER STATE ONE CALL LOCATE TICKET are not shown on this survey. FILE NAME SURVCE86 NU 't MBER(5) 170650574. SOME MAPS WERE RECEIVED, PROJECT NO. CE17086 WHILE OTHER UTILITIES DID NOT RESPOND TO THE uu resoeE .a do LOCATE REQUEST. ADDITIONAL UTILITIES OF WHICH WE ® Gopher State One Call CERTIFICATE OF ARE UNAWARE MAY EXIST. OTHER UTILITIES MAY EXIST ,ww arY uu 6S1-.s.-0oo2 ON THIS SITE THAT WERE NOT MARKED UP. Tac rxEE 1-too-xse-1166 SURVEY S§TE DEVELOPMENT PLANS FANE#WA � �EA a 0 ED 53 V WLE:1 79 h 0 ThqEE Y GENERAL NOTES: A TOPOGRAPYK BOUNOAAY SURYEY, N ILIOM PRQEAEY U6lifiAL IRON. DUSTING UTIUTIM WE TOPOCa1MM1 WTN SPOT ELEVATORS OFT51AMEM NTSKAI FEATURES AND DWNG 5TRUCTM LOCATIONS WAS PROWDED RETIE FOIDWMO COMPANY, AS CONTRACTOR TO THE SEILEAAANNEA' TOAOGAAPM CO40436TOE LANE, SR wF NC VW STUINATER Rw N, SATE D snuwATEN, W SSOEI PIOPL: 651-3154M CO B16►EFRNG AND TS ASSOOATES WW1 NOT ME 1EIDIBU7SE FOR TEE ACC3RACY V.D. TOO DESKS" ERRII6 OR Q®0f6®llA POI INIE/ NACU AM L ALL PHASES OF STF WOAA FOR TRS PAm SIWLMEETORE]Qm MEOARYV DEVELOPER STE WORK SPECFOATIOMS C CONTRACTORDMEL IE RESPOPMU FOR THE BNOVN OF EASTNG STRKTUIE` RLL.ATED URUTFS. PAVWC, UOERGRDURO STDRAGETAM AND ANY UTWP EIWM II/RDYEApITR AS MOTm. Sm STEF WTAW SFEAFICATOIQ O. CONTRACTOR 6TO NEAEOVF AND D9OSE OF ALL DEBA6, KNOW AND DT.ER IMTENAIS RESATRN6 FROM RW%WA AND CIMIENT D9MOTION OUTATONS DtSFCGAL WILL K N ACCORDANCE WITH ALL UNAL STATE ANDAIN FEDER& RE6UATONS GCNEREREK SUCH OPEAAT016 E. THE GE)ENKCONTRACTOR WRL BE NELD SOLELY RESPONSMEE FOR AND SMIITARE AEI PRECAUTIONS NECESSARY TO AMD PROPERTY DAMA6E TO ADIACENT PROPRM DURNNG TE CDIKTRICTKW PHRASES O TITS PAQECI F WARRAIRY AA R. TIRE DEWiNS REPRESENTED N THESE MANS ARE N AdbRDMIR O CIML EN4nEENNG FOR THE DESIGN FUNCTIONS AND USES IN1FNDm N THE OIMER AT THLLS THE. IIOWFVER NFTTHIEA TIE EMGNEER NOR TS PERSONNEL CAN OR DO WARRANT THESE DBRO6OR MAm NS AS CONSTAuC EACEN N THE SP[CHC CASES' ME Em ENGRWSNCrS AND CO TROLS THE PINS(AL CP 5`w`CnON CN A CONTIIOAAFEg1S EASE AT THE STF 6 SAFETY NCRIO 10 COffvw T N ACCORDANCE WTM GFEEAALLY ANTED SII4L RE SORELY AND auft HI LESPONOW FOR CONOTHO/G OF 11E p STE NCIDNG SAFETY OF ALL PERSCRS AID PRCRENTV DLRING PERORMANCE OF THE VIM TWG REWRFAENT WKI APNY CONHNU016LY AND NOT BE WTED TO NORAL4 WORKING HOURS ANY Cp6TRM:TION OESENVATIOI ITTHE ENGINEER OF THE CONTKACTM PEAFONMNCE 6 NOT WOOED TO NCLUDE REVIEW O THE ADEO,WCT O ME C3RTRACT0RS SAFETY NNEVSUIES, N. ON OR NEAR TIRE COISIIM[TON SRE. N ALLCNVWXTON N STATE MGNWAVOpARiAEI(i MGNCQF-WAY SINL EE COOIONATED WTM TIE WSHWAY OEPANTB RESIDENT ENGRIEEA WETINOS NNOEE ANY OVC =EO W, ESAV6TDN, CO6TR CAL!S D• illllG N A US )�S$1�6 DEACTOR S W COWL 6SV1ER TO N'T STATE NO RDERW RPSr%K-n S THE D N Y VKUTOWL [DIET WIETI ALL EDERN.REQ PENALTY THE S AND" CONMATOR ANDANYLD THEONNU GFSKIER TO ENGENEPENRTY.fL CONTAKTOR SHNL HOLD TIRE DNAEWOETELO4IE THE EN6•EF/1 AND ME IDCN GOVERIRNG AGENfts NARAREs AGAINST SKIN vRluTiax. A RESIDENT ENGINEERING SERVICs: WHEN REQUESTED N THE OW'MFIL RESIDENT SERVSOS N Ti* ENGINEERS ION A TEE AND FREQUENCY GAYS) ACCEPTARE TO THE CTY EWNEO FOR EIPIIOLRRIEIITS TO PUNK WATER MANS PORK SEWER. ARE) CRY STREETS AT THE CDIRSETON OF CONSTRKTOFC THE ENGINEER OWL CERTRY THE COWALXTION TO RE N OOEUANCF WTH"PING AND SKOHUT TINS TIQ WORX W4 K AT THIS OWRERIDFYEID93 DEER DPEIASE AND SPIRAL RE COdOMATEO WRN a ENGREEAPNG ASSOCATES, NC R WEI K THE COWAKTCRS RESPONSINLTY TO NO ,, ME RESIDENT CNGRQR O NNE INECONSTRKTHON / CCNSTRUCFON CONFFIENCS ANO ANY FUKK CONSTRKTON N HIQN6 PIVOT TO SND AC110N FLOOD CERTIFICATION: TAD PROM" YESW IE IAESWADOED LORE CARERS OF WRMR FEOOONG, AS SHOWN BY THE CIENA6 FEDERAL mema MAENEIR AGENT. MOOD RNSlRANQ RAT MN FOR ME CEEY OFC APANASSM&MINESOTA, COIINAMTY PANEL NUAMEA 2 M2 pOaSB EFFECENE DATE AIRY}, 1AT9 r CHANHASSEN5 mm FLOOD MAP SOILS MAP VICINITY MAP TN5PROPUM tlSW M UISMDOEOEQEC. ASSOW% 5,'-E::•+ CDAYNRIY PAIEl NINARETL 7)ONI OOE R f3iECTM OAT! N PLAN INDEX: a ODF O[ET CI DEAOUTONMM ❑ Sm MARK ❑ GRADNIG MINI CA FROS C R CONTROL MAN CS EROSION CONTROL MOTES 06 EROSION COM110 NOTES 1 R UTKMP1AN O LAN"CAPE MAN C9 OTAASHTI CD OTA&SEETI CIL DCTAA RW 3 Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVTHUNM£NTAL SCIENTISTS 1015 Centre Pointe 8&d., Suite 110 Ph: (651) 451-~ Mendota Hejghts, MN 55110 (651) 452-1149 APPROVED DATE CRY OF CHANHASSEN RILEY PURGATORY BLUFF CREEK WATERSHED RESOURCE LIST: ATER 5T@I3AR01 SRAM, R nm MUNEr AW LTIAMEAS 55317 9S1I17-1m W 1.65 ENSREERNGATORMWATER 7 MARKET kw CHAN-SiEN. W M17 951-217-ALGA Yww��NNlffiiDaN+HUAen,nn � dEYOlBWiA$N RATE AA KES &wT) )HO0 MAAIIRE* OUNYSSEN. MN 55317 952-117-1139 WMNm�tl CNnAAFxn.mn yy M RNG MPMTMEN) NOBO(i9✓9O6pERJ11E T700 LAAAIu'r Nw CW W WSSFN, 4N 55311 951llT1131 WATERSHED EIQVt01�E'00 aL CREEK CLAAE DISER 1A500 MAAMN D". SPITE 15O _ PAARK, RAN 553M 95140)4511 DEVELOPER: ARCHITECT: FANERA PLC ARCYGIEN, ITC 3630 soum GEYEA ROAD. Sum 100 19S0 CANAD G ROW. SURF 3W 9 LOUD, W 63117 sT LOUS MO 6EIAM PHROPE: 314"A-mm P13OE: 31H15431s SR DWELO•AEW PROIER MANAGEA RR.W>XMFFF*AWV.CON CIVIL ENGINEER QI DOGNEERNG ASSOOATES. NYC 1035 CENTER ROOM aW, O['r-S�� i ISry N I A wRE�OfAHE*HTS,MNSSH30 PHONE: 651 as1296D V 3c R CEI�Fp vl. ALAN CATOS•OOL PE aESC `'HAhdNq$$�NPUNPt'� Arkansas * California * Minnesota * Pennsylvania * Texas REVIEW SET NOT FOR CONSTRUCTION PRd ME�y11 T1PI 11 DAUTION LRDERGRouND UTILITIES UNDERGROUND /JSA -J ONES % jmr06,2-9"E 99.19 TNENc,I 'O E• �wARED END � SITE BENCHMARK wI TOPIva �..+roles. Fuw • Kmw whays below. Call before you dig. N o SFALE IN FEET EXISTING LEGEND nrn uroorAaA"nnrc HnaaaAo �vrc • IAnmwAo TTu"oR .A p.TNRM VIAm Vmwlo cN as (IiNFu /OTDMTRAI GENERAL DEMOLITION NOTES A THE YTE WOU FOI THIS MIOIECT SHALL MEET OR EROED THE •OWNERS STANDARD SITE WORK SPECIFICATIONS' N CONTRACTOR SNMl Y RESPONYYE FM RfMp OF THE EIOSTING STRUCTURES, RELATED URTES. PAVMG UNOEVAR STODGE TANK AND ANY OTHER EX6ONG IMRROJEWNTS AS NOTED. SEE YTE WORK VEOFICAT% C CONTRACTOR 6 TO REM M AND NS O ALL DEBRIS. RUMSN AND OTN EN "TFMALS RESULTING FROM PREVIOUS ANO CUMEK DEMOLITION OPERATION& DISPOSAL WILL BE IN ACCORDANCE WON ALL LOCAL, STATE MOTOR FEDERAL REGULATIONS GOVERNING SUCH OPEMTg D THE GENERAL CONTRACT 9MLL TANS ALL PRECAUUOF6 NECESSM TO AV O PROPERTY DAMAGE TO ADL W NIOPEIETIES DUNK THE CONSTMIRION ANAMS OF THIS PROPER. THE 0011TRACT011 WILL M HEM SOLELY NESPONSW FOR AM OANLNE TO THE ADMCEM PROPERTIESOCCUMMG DURING THE CONSTRUCTEON PNAMS os TH6 MILDER. E. EW.1EM NOTO TO CONTRACTOR THE awriAcrum 6SPECNKA VUIPIONED THAT THE LOCATION ANDMII EEEVATION OF ETDTEIG UWTES AS 91DEM ON THEM PLANS 6 RASED ON NECORDS OF THE VAMOLLS UTWW COWANIM AND MMERE AOSSEIE, NEASLRO ISTAIEN MTHEF THE BEOMMTION 6 NOT TO M NELED ON AS KM ERAR ON COWLETE THE CONTRACTdI MET CALL THE APPROIMATE UTBTY DDA►MPF AT LEAST AB HOLM BEFORE ANY D-VATION TD Mn1EST DLALT FIELD LOCATION OF UTLTE T 9MLL r TE 111SAO6sm o THE CONTRKTON TO NROCATE ALL OUSTNG UTILITIES VA" COFRICT WTH TFE PROPOSED IRA NIENn 9NOWN ON THE Nub Q DEMOLITION NOTES IRA ETBSIMG TO BE IIFMUM LB DISTMB TO M RELOCATED. SfA EIDSTMG TO PEMAM 510 I OF SAMCVT AND PAVEMENT RMOVAL SID PNOTER FIN W STMNOTURES AND" NPES DURING DEMOTION AND Cp6TRlC'TION NUYS ❑ DEMOLITION DETAILS SON TIES PROTECTION STATE HIGHWAY 5 N?rze',wz 158.88 N68-05'22"a 9319 e SITE BENCH MARK �.4 . QR NANA TV NRe Rwuiwr RHRAI.nIBi>tiI ❑ SITE DETAILS OIA TYPE A CONCRETE CUM AND GUTTER = CONCRETESN"Au, OTM WNEUOWR AAV NSOEWAI[ 05A GUARD POST MA STANDAM OUT AVHALT PAVING :OM HUVIWTAVMAIT MVNG HEAVY WT CONCRETE PAVRFG M AOCEMJ / VAR AOiSMf PAARIIG SGN 09U AO®lE PMNNG SV IRA 1RARIC RIFINARIION UN IfDES1RMN OROSSING SIGN 10E WIEE]OLM RARV N SD "WON SOE NM Q3N 0 b 30 A', Know whe-s below. SCALE M FEETCall you aig. NOES: SEE AACHHERIARN PING F EII/iCE LOCATIONS AND DKE/EIONS OF PORCHES, RAARPS VESTIBULE. SLOPED PAVNG. TRACK DOLLS. RURORIG LRIUTY ENTRANCE LOCATIM AND MOST GUIDORS OIMFFEIONS EXISTING LEGEND P.PRIDIPAo �... n PROPOSED PAOIERTY UNEARUSM a WAY ME CONCRETE CURB AND GUTTER SEE DETAIL D1A NIRDRIGCcmrnlm ONT ORIBOPDRFD rAMMG VALES h;y--,.: ... EYESOF SDEWA.Z AND CONCAETE APRDIIS IPER ARM PLANS) GENERAL SITE NOTES A ALL 06EN51O6 540ENN ARE TO TIE FADE OF CUM MUE33 OTHEAwM NOTED. G. ALL Cu" RN RETUMOR SHALL GIORW,AS""TWICAL OR TIRS RAIL ML.. OTIEAVAY N0IEO C MLM OTKRWISE 90 M. CALLED OUT OR SPOOFED IEREON OR W NLIE SPE6fU ALL CURB AND GUTTER ADMCEM TO ASPHALT PAVING SHALL RE INSTALLED PER OFTN MA PAVEMENT SULL GE NSTALLID N ACCORDANCE WITH TIE RAN. ALL PAMON6 LOT STMNNG RFCLUONG ACCESSNf ARO VAR ACCESSIS F VALES SMALL N PANTED FER THE PLAN, D. ALL PANDNG LOT 96H RAY SUPPORTS SHALL N NSTAILED PER DETQL 12F. E ALL ACrscsr F PALNNG STALLS SHALL HAVE SIGNAL# INSTALLED PEA WALL F THE PAVING CONTRACTOR SHALL COOIIOIUT WITH THE ukmc PI AND NUGATION Cp1TRACFORS TO INSURE ALL SLEEVN6 G INSTALLED PRIOR TO PWM G. ALL PAVN6, SUKiRAOE PREPfRATON AND EANTFIVIOAU OPERATIONS SHALL CONFORM TO THE RECOMMENDATIONS N THE GEOTECWOM REPORT PNOVIOED RV RRAUN NTRTC IMR Tq PROJECT NOMREN R1J@19S DATED DUNE 12. W1J. Q SITE NOTES 02 TRN6FOMUER PAD EPEA EUC M AMOAA AACN. PwNsl- 02E TRASH OUI/STEA ENCLOSURE PER ARCFL NANSI. W ANOIF CH TRAFFIC VELILANE STRN[ OEE UENGT 1NCCCKTED AT SVEINR1 TEED 4 NCH WOE PANTED YELLOW STIMFS. 10 fOOT O.C. E 45 OWREES OEE SUS ROICATEO AT SVAIRW. IV PEOESTMAR aMINGJ NCH WOE PANTED YELLOW STIVPES 3O POOT 0 C P AS DHpM OH UM OR)"TED AT SMMOEI. 16E AIDNRUA6OD PER AR'N. PLANS' EL TAPER CUM TO WIOf E amw CLAM 21, TAPER CUM MORA 6 NOES TO O NOES OVER 7 FEET. J1SV 1AU ROARD)PER AAcx I TM MENU CANOPY PM ARCM. NAMSI JOCRE PVIEW RMM PER ARM PLANS). RO CLEARANCE BARPETL AROC PSAPSI AE OMW JMW SGN PER AADI. PIANSI. T6 IIBIVETINU PAVDANT IAARAPG PER AFOC PLN6). JOG OETKM LOOP PEA AROL. PW6E PI )OH RIND EICR-VSIGNPEA ARM NG). M LG ROLE)PER AAfH-NNf51. STATE HIGHWAY S ED �TY�tn 3r NYIONAST ST+, r I I,. INANE TO: -.6 R: N: -9AA ]r. SUMP-9a 112 NSTALL SNOB DI , I I POEANDTG'X RAFLEIN ST, _ �9�N Piil`i IIF NI' 50_F ik"IY D rN: �O T m8v5,srs 93.19 ®®� SITE BENCHMARK 0 YLIN.,� ol..s..NaN a �NI" o AmxRR.1I•cT.wvl�:.ulc,:.n NNNn TONra �+nR.r ww. STORMWATER SUMMARY 'OTK PROPERTY AREA - I I � ACMES OR N.153 SF TOTAL OISTLIi AREA - tI N ACWE Y I T16EFOIE A ND PEEENr WILL W FEOLMEO PRE PEEMOUS AREA - aQ AC WE REEA.DUG AEEA • I.OT AG POST PEAVg11S AREA - O51 AO POST AR s"N 1A AREA -ORS AO PEAK ANOFF PATES (OFM DE9U IRTMTgN1 RIVTE - O.N NAN (BREAD OUTLET NATEA LFVEl - INEG KIOH WATER LEVEL - NT 51 Q GRADING NOTES 0110 RARFDERDSELTON 1Y CONECT TO EIDING STOW, OIWN WWNIXE ON INLET 1J110 MATCH EXISTN6 ARVFMENT ELEVATIONS SII LIMITS OF SAWCIr AND PAVEMENT NARDVAL TSA DONE[T TO INTERNAL ROOF DRAM SnTEM MD A- LINES FEA A KAIRSI TSI ADAAPFA NOf EROEDnsLOPEINAM DKE(TIONN ❑ GRADING DETAILS lA MRAR ND TTE STDY DLW CIf/IN OLR TEC IIORETB RRASH WTM 4110ER011AN. SDurNAE5T1 TEE RAN GISAROIAI TEE rDElEMT10N MSIN MITIIMDRDIW.ONORINQ N 0 TD w AO Kww. wws below. SCALE N FfET Call bekre you ft NOTE SEE MCISITECTUML PLANS FOR ERACI LOCATIONS AND DRAEMIONS OF PONCIES, RAMPS VFSTNIUIE. SIDPED RAVING, TRACK DOOON 1kM DNG UTILITY ENIRAN(E LOCATIONS AND PRECISE WELDING DIMENSIONS EXISTING LEGEND FLAN IARIIIOIKMRRPnPR uWIIDIIAo rAUT PROPOSED LEGEND PROKM L VEMNGF(T OF WAY UNE _________ GRADE WEAK )00(_ COMWR ELEVATIONS STORM DRAIN R KK.%X SPOT ELEVATIONS: TIC -TO MWRe G - GUTTER FFE - NN6N FLOONI ELEVATION FS- RN61E0 SLJWAE GENERAL GRADING NOTES A FLUOR TO INSTALLATION OF STOOL OR SARTARY SEWER, Nf CONTMROR SMALL EIICAVATE, VEAVY, AND CMCAATE AE ON SWM AND IEEDW ENE OWNER AND TIE EWANNEO OF ANY COWW'S N ICA TO COPWIRICTIOIL THE EN[iEflE WELL N HELD IIARARE35 IN TILE EVENT TIE ENGREEII 6 NOT NOTYM OF OFSIGN WNUCTS I AL SLOPES AND AREAS DSIUWD IY GOFATIUlCT1DN SNWE N GRADED SMOOTH AND A' OF TOPSOL APPUED IF ADEDNTE TOPSOI 6 NOT AVARANE ON SM. NE CONTRACTOR SHALE PROJIOE TOPSM APPROJED r NE OLYNEA, AS NEEDED. THE AREA SMAMAL THEN N SEEDED, FVMLQ1D, MUC]IE0, WATERED AND MAINTAINED LNTI NAROI 6%4%(iIKWI 6 ESTANISIED N ALL MEAL SEE LAIDSCAN NAN FOP SEED MIN AND FROPFA APPUGTON RATES ANY AREAS DSTEIMED FOP ANY REASON POOR TO FNAL A ffMIC Of THE PR04CT SIWL K CORRECTED n THE CONTRACTOR AT NO ApOTIO IAL OOST ED THE OWNER. C THE ODNTRACTM 69EONCALLY CATION® THAT TE LOCATION NO" ELEVATION OF EMTING UTUIIES AS SHNDWW ON THESE FEARS 6IASED ON RECDIDi v TIE VANOA VAUTY CDMPAOES AND wwm PC6S61E, MEAi190ATTS TAKEN N THE FIELD. THE WONWATON 6 NOT TO N RELIED ON AS RING EXACT CA CCIAMLLTE M CNNYM YDL MUST CALL TN APPRVIYAT[ UTILITY COWANI AT LEAST y HWRS NFORE ANY E VATON TO NDAST OLOCT RELD LOCATION OF UTRIIIES. 0. UNLESS OTHERVASE SHOWN. CALLW OUT OR SPECKED HERON M WTMN NE SPEOFRATONS- A15TlNM p1AN NPE BEDDING SWAE N INSTALIEO PW )ETAP LA AL STOW DAMN PALS ARE MfARHIED TROM CORER O STNOCRINS AND ENDS OF FLARED END SECTIONS. E. AQ:FM ROADS WRL NEED TO N MAINTAINED R KEPT TO RMPORT TTE WETGM O EMERGENCY VEHIQES MANG ALLCINsYKL1rON F RUNOFF ANO SEDIMENT SNN000 N KEDT COR IEEY AWAY FROM NFILTRArON ARAM UNTIL ALL UPSTREAM AREAS AM CONSIRLICTED AND SILLY STARRfIID- G INFILTRATION AREAS S N N Q Y MARKED TO KEEP CON STIUCTION EOU"ENT AWAY WRING NSiRLATON. H INFILTRATION AREAS SHOULD N V*OAOLISLY PROTECTED fIEDM EROSION. SEDIMENT, AND RUNOFF WIN ADEQUATE ARMS I ONLY LOW IMPAIR TRACA EQUIPMENT SHOULD N USED MNN THE INFILTRATOR AREAS STATE HIGHWAY 5 I \� [jF IMP P'-MAi•F��' / Ed�eiT' ............ I SfTE BENCHMARK 0 RPNH Avvaw+�avr HLNw.v.WLTI. SEQUENCE DE N OBVICFRj: EXAMPLE ]. PREPARE RAlDRIdPR016 AD STORAGE AREA S COISTRUCTTHE 9LTFENCES ON THE SITE. A INSTALLINEN RpTELTIDN DEVICES ON EONSING INLETS S RIC CONSTT THE TEMPCNNM1 AND M SEDIMENTATION ASEDENT TRAP RESINS G ND 010 AGMJI THE SITE T. BEGIN GRADING THE SITE B SNMI COIST141CTION OE BUIONfi PAD ANp SITIUCTUIES 3. TEN.-MANNYSEMOENVOEDM 1D INSTALL UTMTES, UNNDENORMHS M, STOW SEW CUFF AND GUTTERS U INSTALL RIP FM AROUND OUTLET STRUCTURES LE. PREPARE SITE FOR PAVING. 11 PAVE STE. 14 COMPLETE GNANG MMDD INSTALL PERMANENT SEEDING D PLANTING 15 REMOTE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVAffS (ONLY E SITE 6 STANXECH GENERAL EROSION NOTES A ALL CONTRACTORS AND 9JBCONTRACFORS INVOLVED WITH STOW WATER POLLUTION PIIEVENTIO I SHALLONTAN A COPY O THE STORM WATER POLLUTION PREVENTION PAN AND THE STAR O MNNEYTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL KWFT (NUDES WE WM AND BECOME FAMILLM MINX NOR CONTENTS B. THE TEMPORARY FMOIG AND STORAGE AREA 91N1 ALSO BE USED AS THE EQUIPUDO MAIREMAMCE AREA, EOJEMENT MANNING AREA EMPLOYEE HEAR AREA AND AREA FOR LOCATING PORTABLE FACIRES, OFM TRAILERS AND TORET FAMES. THE EMCN LOCAiID16 SHWL BE COORDINATED VRM THE OWNERS CONSTUUCTHON MANAGER C AL WA94 WATER KMHCRETE TRUCK VEHICLE CLEARING. EQUIPMENT CLEARING. ETC) SHINA RE DISPOSED O IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STOW WATER THAT 6 DISCHARGED FROM THE WE D MAINTAIN OR THE SITE OR HAVE READEY AVARARIE 9JFF"NT M AND GREA51 ARSOPRNNG MATERIALS AND FIDTATIOI BOOAASTO [PROF AUTO CLEAN to PtlEldl CHEMICAL SPILLS AND UAR E OESTONTHE9TSNALBE CONTRMIIDNYSPOAVMWATBMDRYAREMMTHE SITE THE USE O MOTOR ORES AD OMEN PETROLEUM USED ON TOMC U(RADS FOR DUST SUPPRESSION OPERATIONS 6 FRONFOED F NO RUMLW. TRASH, GAMFGE OR OTHER SUCH MATERIALS SHALL RE DISCHARGED INTO DRAINAGE DITCHES ON WATERS OF THE STAR. G AL STORM WATER OLLUIKIN PREVENTION MFA9RES PRESENTED ON THIS PLAN. AND IN THE STOW WATER VOLLUi ION PREVENTION PAN, SNAIL BE INITIATED M SOON M PIATGVIE H. DISTUMED PiRTIMG OF THE SITE WHERE CONSTUUCION ACTIVITY WELL STOP FOR AT MAST ON DAYS, SHALL BE TEMPORARILY SEEDED WITHHIN T DAYS I DISTURBED PORTION60 THE SIR WHERE [d6TRCiHON AC IVFTY HM PERMANENTLY STOPPED SHALL IN PERWwENTY SEEDED. THESE ARM SHALL BE SEEPED NO IARR T/4V1 T DAYS AFTER THE IMT CONSTMATR0IH ACTT VI" OCIUIRPIG N THESE REM. REFER TONE LANDSCAPING PAN J, IR THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL COISIRUOI CIENTRANCES 6 NOT 9NFICE W TO REMOVE THE MAIORITY O MOOR MUD. THEN THE IRIS MUST IN WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROM. E WA 6 USED, PROV61M ML6r M ARAM To FPmACER THE WASH WATER AND TRAP THE SEDIMENT BEFOREIT 6 CARRIED OFT THE SIR. THE OAR LOCATIONS 91AU BE COORDINATED WITH THE OWNERS CONSTRIICTION MANAGEN. R ALL MATO11A59'EIED. DROPPED. WASHED OR TRACIOD FROM VEHICLES ONTO ROADWAYSORINTOSTORMDRAMSMUSTINREMMOVEDFM DIARLY CO L IRIVCTONS ON SLED MEI ACTORS WILL IN RLVON9BLE iryR REMONMG SEDIMENT F TIE DETENTION PORE AFTER THE STARlOAT10N O THE STTE AUTO ALSO ANY SEDIMENT TAT MAY NXVE COLLECTED IN THE STORM SEWq DRAINAGE SYSTEMS M P SOHI STOWE/NG 6 EMPLOYED ON THE SITE, SILT FENCES 9 BE USED TO HELP CONTAIN THE SEDIMENT. N SLOPES SAL BE LEFT IN A NOUOENED CONDITION CANING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION, O SEDIMENT U9HS ARE ATTRACTIVE TO CHILDREN ARID CAN IN VARY DANGEROUS IN AL: USES LOCAL ORDINANCES AND REGULATIONS REGARDING HEATH AND SAFETY MUST BE ADHERED TO. P AU TEMPORARY EROSION AND SEDWEM CONTROL MEMINIS 9VRL IN DISPOSED OF WITHIN A DAIS AFTER FINAL STAIROATICW RNA STABILIZATION HAS OCCURRED WHEN AL SON. OIS URRING AC rVTM AM COMPLETED AD A UNIFORM PERENNIAL VEGETATIVE COVER WFTH A DENSITY O ATE O THE COVER FOR UNPAVED DEEM AND DEEM NOT COVERED N PERMANENT SNRIICTURES HAS BEEN EMPLCMD Q DUE TO THE GRADECHWIGES DURING THE DEVELOPMENT O THE PROJECT, TIRE CONTRACTOR SMALL BE RESPON96 E FOR ADANFING THE EROSION CONTROL MEASURES (SILT FENCES, STRAW MIS, ETC) TO HELP PREVENT EROSION AND STORM WATER POLLUTION R ALL OFF -SITE CONSTRICTION SHALL BE STABILIZED AT THE END O EACH WORKING DAY, THIS ROADS RACJORUNG O TRENCHES FOR STORM DAMNS E LTIUTY CONSTRUCTION AND PLACEMENT O GRAVEL OR ATIJMINOUS PAVING FOR ROAD CONSTRUCTION N D .. b Kmw As below. Call before you dig. SCALE IN FEET NOR: SEE AROHITECTAN, RAM FOR DUCT LOCATIONS MD DIMENSIONS OF PORCHES, MATS. VESTIUIE. SLOPED PANIC, TRUCI DOGS, IULOW UITUTY ENTRANCE LOCATIONS AND PRECISE RLALDING DIMEMSIDIM EXISTING LEGEND PROPOSED PROPERTY LNFAAGIFT OF WAY UHI LIFTS OF D6 MXNCE ----- SILT FpIQ xxx GRADE MEN( CONTOUR ELEVATIONS STOW DRAM • RIFF PROTECTION GENERAL EROSION NOTES CONTD I $STATED ON THIS EROSION A DSEDEEIO CONFIRM PLAN. AID IN TIE STCPN WATER POLLUTION PREVENTION RAN, 91ALL BE MAINTAINED F FULLY FUNCTIONAL CONDITION IRE RNA STAMOATHON OM SITE ALL EROSION AID SEDIMENTATION CONTROL MEASLIES SHHAL RE CHECKED M A QUALM PERSON AT LEAST ONCE EVERY SE CAIENDVI DAn AND WITHIN N HORS DE THE END OF A RAINFALL EVENT. AND SNORED Ri CLEANED AND REPAIRED IN ACCORDANCE WIN THE FMLMMNG I BAE INLET PROTECTION DEVICES AND RANTERS SHALL BE WANED OR REPLACED IF ice:, SHOW W06OF UDEIMNRNG, OR SNAIL BE NFPUACEO IF THEY 94OW SIGNS OF DETERIORATION I ALL SEEDED AREAS SHALL IN MOOD REGULARLY TO SEE THAT A GOOD STAND 6 MANRAMED. AREAS 9HOUID IN FERTRDED AND RESEEDED M NEEDED. 3 SILT FENCES SHAIIN REPAIRED TO THEIR ONGNAL CONDITIONS N DAMAGED.SEDIMENT 9HAIi RE REMOVED FROM THE %T FENCES WHEN T READIES ONE THIRD TO MEJHAF ME HEIGHT O THE SILT FENCE. I THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED N A CONDITION WINCH WuI PREVENT TRACANG OR FILIW O MUD ONTO PJRLE RIGMSOF WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING O THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND S THE TEMPORARY PRANG AN) STORAGE AREA SHALL IN KEPT IN GOOD CONOMON (SUITABLE FOR PRONG AND STOMGiJ THIS RIMY REOUIRE PEMODIC TOP MESSING O ME TEMPORARY PRONG M CANOTIOIS DEMAND E OUTLET STRICTURES N TE SEDIMENTATION R49NS SHALL BE MAINTAINED N OPERATIONAL, ODIIIOS AT ALL TIMES SEDIMENT IN THE YORE WATT N LkW NOT EARED THE SEOEEMATION CIEANOUT LEVEL 1 THE EMWEIENT O THE SEDIMOPTFATION USN Y BE 04EC1ED MGIAARLV TO SMJRE THAT T 6 SIRINCNIRWIY SOUND AND HAS NOT SEEN DAMAGED D EN09M OR COSTRUCION EQUIPMENT ❑ EROSION DETAILS 75A DANDY RAG EAST PROTECTION Ise SWP-O (RIG RED I OR APPROVED EQUAL 75C AT FEHCE(PE IF CTY DETAIL u= M NOCKCOSTRUCTION ENTRANCE (PER CTY DETAIL 5XV ?SE CATCH RASH SEDIMENT TRAR (PEN CT DETAIL S30]A( W TFMPORA Y SILT FENCE INLET PROTECTION STATE HIGHWAY 5 NPDES CONSTRUCTION ACTIVITY REQUIREMENTS 1.4 PERFORMANCE EOUIEABIR A FOLLOW STANDARDS FOR P@ECION AND MAINTENANCE O EST MANAGEMENT PRACTICES (IMAP IL M IDENTIFIED R THE MPEA EROSION NO SEDNBTATION CONTROL. MANUAL 3 FDIDW AILtow EeLmno S, THE PROJECT SPFOFK SroRM WATER POLLUTION PEVENnm PLAN DWNHPI C PROVIDE AT LEMT DE CERTFED INSTALLER FOR EACH CONTRACTOR OR 4lEONIM[EUR TO OIERSEE ALL INSTALLATION NO LAAITEHAPICE O BAIS AID IMPLEMENTATION O THE SWAN, M ADDITION, PROVIDE AT LEAST ONE O:NDDFED INDIVIDUAL TO CONDUCT N PECYPOI AND MATEMNCE O ALL EROSION PREVENTION AND SEDIMENT! CONTROL MIS N ACDOMMACE WAN THE EQM� O THE PERMIT. EVIDENCE O®NFFCA O EACH FDNWLML SHALL E RMNED BY THE EORMCION AT THE PECP6TRUCIIOI MEETING, D DO NOT ESN OUMIRIG, GA pMLOR OTHER WOE RIVQYLIG DWUMNNO OF GROUND RKAGE COVER IINR MPUCANE PERMITS HAVE MEN OBTAINED OBTAIN CONSTRUCTION STOMMATPR POW FROM ONE MPG E INSTALL ALL TEMPORARY AOPFIIMNBIiMMRATTHE PAOJECTSITE MIDENTIFIED FTEWPM. MID AS OTAIFORY DETAR SLEETS MAIL M BAPS AT THE PRDFCF SSE TO COEOO STM—ATFA PEWPIT Oft -SETT AND ONgTT SOL EROSION , TO MML<ff OASTE AND OT-SEF WONVENTATIDL AND To MRBH SOIL COMPACTION AND OEVEGETATHOM- ADDITIONAL MR MAY IN NECESSARY To ACHIEVE REFIT COMPLIANCE OR THE PROVISIONS OF PRAT, WHICH SHALL E TAKEN AT NO COST TD THE DINER. A TMBIRL I STALL RAMS IDENTIFIED N THE SWPPP PRIOR TO DISTURBANCE O SURFACE COVER AND KFOE PRECIPITATION O CURLS FOULDW PROJECT PHASING INDICATED IN SWPPP. R MANTENAMM MAINTAIN TEMPORARY PREVENTIVE MEANIES UNTIL PERMANENT MEASURES HAVE MEN ESTABLISHED TO EOIM PERMIT TEA/MADII MAY IN REQUESTED AFTER TOR VEGETATIVE COVER ACROSS THE EMPIE PROJECT SITE HAS BEEN ESTABLISHED. c TEMPORARY SEDIMENT SASNS AND TRAPS N THE EVENT THAT TEMPORARY SEDIMENTATION IMLNS WLL M USED OR REQUIRED, CONSTRUCT BASINS CONCURRENTLY WITH THE START OF SOB DISTURBING ACTMTIES DIRECT STORIMWATEL RUNOFF FROM LDCALDED WATERBEDS PRO THE BASINS MADE, SEED. OR BOTH. THE EIFIX OSED SSUMS$ OFTHE BASINS AS SOON AS POSSIBLE, BUT WOTHIN 11 RAYS AT THE LONGEST. L CO6TRU[MNN SITE VEHICLE ENTRYADIT. PRIOR M BEGAN" WOE, PW^L TEMPORARY CONSRICSIOE EDTTS) AT EACH PONT WIDE VEHICLES ENT THE CONSTRUCTION SITE. I1SE A RODE CONSTRUCTION EIF DEN, PAI6 FOR oRAR L e PEEL TO E9NEN6 WCVK COMPLETE THE TOIOWND: I CONTROL DRAINAGE AND COSON ON THE SITE AND NAIROR OTHERWISE DELINEATE AREAS ON THE SILT ALOE ro E DWURKD :. ESTABLISH $T[ LOCATION OF Nn FIIITABLE TOILET, FIRE LAM AREA SPILL W LOCATION, COMPETE WASHOUT AEA NAAARDOUS MATIPMU, HANDLING AMA LITER CONTROL DEVICE AEA, STAGING Al" STOC PKAM NAVAL AID INTER SNIPOESAIATED PEAS ..ESTABLISH A AAFO NOW AND MTTEE%INCLUDING NNl EMITS, TO BERM SOIL 06TBIBANCE. TIACRND COVKlIOq ANDro PRESERVE NATIVE AND BMW VEGETATION E MNWJSTAE AND MAINTAIN SENSITIVE ALAS DELINEATED ON THE SWAP TO PREVENT DWUEMICL COMPACTION, EROSION AND SID MENTATN OF SENSITIVE MEAL LIM WARM SUCH AS NAND CEAEG AND QMNC LmnmG ME SON. ElF®FE TEE, EXPECTING EDI6TRRTON ACTNOISS AND YEpUTCY ESTABLISHING FINAL VEGETATION TO MINIMIZE SEDIMENT LOSS POTENTIAL N THEM AEA& LL9ECT MARIEtySURp AREAS AT EACH INSPECTION TO ENSUE PEAS AE LING PROTECTED FROM SEDIMENTATION PAID SEDIMENT LOSS ADDITIONAL MEASURES TO PREVENT FOURPG O PERMANENT STORMWAT9 BRAS MAY E NECESSARY . AND SHOULD IN I PLEMEMFD TO MA NTNN DESIGN DPERAM/P AT PACKET T avAl F MAINTAIN PRECIPITATION PLODS D6TTf FOR LIE N OEAENWAING APPLICABLE PRECRFAHION EVENTS USE ONE O THE FOLIDWNG ORMNN SOURCES TW AICH MANTAILS AN CERRONC RECORD OF EVENTS) OR INSTALL AN OHRTE RAN GAUGE AND RED A DAY WEATHER LOG ONSIDE NOTATE THE SOURCE D THE WEATHER DATA IN THE SWAP MATE PULLS G COMPLETE PERIODIC EDITED STORRHWATER WSPERON6 M CENTKED BY THE PERMR (WEFAY ROUTINE 16PFR1O/6 AND PRECIPITATION EVENTS). IISPFCAD6 SMALL CONTINUE PANCERGALIY LNTI YEAMWTIOII O PEENTASOSPREOPPOPITISSNP. MNNVTNN I6PERHON E[dID5016EE AND PIIOODE AS REOUESTFD. H MINE CONVECTIVE ACTIONS TO FNDNGS CR PERIOD[ NSERCNS, AS SELF DEPMM ON PERIOOIC INSPERIONS, OR AS IDENTIFIED P EGUATOR INSPECTIONS WITHIN N HOURS O WO)VERYTCSIO. MNNTAIN CONVECTIVE ACTION MCOADS ONSTF AND PROVIDE AS RECRIEST0 BY AEGALATM STAFF. I. UPDAT SWPPP AS OFTEN AS NEEDED TO REFLECT AM-nME SITE CONDITIONS; AND HIPS CURRENTLY ER PLACE. UPDATELOCATICM O SOUD WASTE CONTAINERS O SM FUELING MD CMDtM WASHING AS CONDITIONS AT THE SIT CHANGE. THE UPDATED SWAP SHALL E POSTED AT THE PROJECT SITE AND M MADE AVMAALE UIOU REQUEST t0 AARX LTOR STARS I. STORM WATER RUNOFF. CONTROL NRCREASCD STORM WATER RUNOFF DIE TO DSIUIIMNCE O SURFACE COVER DIE SO CONSTRIICTON ACTIVITIES FOR IM PROBER 1 PEVENTRNOFFMOPROECTANOAIAOMTSTORMANOSAETMYfEAEASYSTEw NCIDN6 OPEN DRAINAGE CHANNELS, N EXCESS O ACTUAL CAPACITY OR AMOUNT ALLOWED RY AU T40NM HAVING IUAQOC . WHOEVER 6 LESS. 2 ANY STEM WATER D6OARGE FROM D67LAIED AREAS MUST E VBSY PRE O SEDIMENT ADORN CONTAIN STDW WATER ON OTHER NENEE-AUTHORIZED D6O1AEiS TALC OR SEOIBRiAOR WATER MST E TREATED PRIOR To O6CHIAEE DH MITT IMLIL51 TOR MAKU 3 MET PROTECTION RUMOVED IDAN IN AGLDQ WITH THE NEAMT FOR PINTOES O PUBLIC SAFETY MAST E EMTALLED AS SOON AS FEMME AFTER CdOUSION O THE EVENT wnATING REMOAC A. STORM WATD AND OTHER OW AAM FROM THE SITE MAY NOT E O6OAA®ro THE SNRTMY SEWER - IL BID" ON ST: MIME WIND. WATER AND VEHICULAR EROSION O SON. ON PROEM SITE DU TO CONSTRUCTION ACTNIM FOR THIS NCEER. 1. CONTROL MOVEMENT O SEDIMENT AND SOL FROM TEMPORARY SEOODLFS O SOIL a. SMICI MES SHALL NOT E PLACED N NATURAL BUFFERS OR SURFACE WATERS UNLESS THERE 6A BYPASS N PLACE. STOCRINES WEAN E STAMM WAN TEMPORARY MAR BY TAX CHD O TE WOE DAY O SHIFT DRAG AMID H IT WAS CREATED B LNLES MFASEE OR OTHERWISE IMECT-9EOfED. TOPSOIL SW! E PoEWNED FOR SITE RESTORATION AND EVEGETATID PURPOSES AM SAL E PROTECTED FROM RAM) M WATER BKZXNASOESC2*MAI E F STOOPLLS TRANSPORTED OFF9TL WALL IN COVERED M PREVENT WILD EROSION ARE, OFF-SRE �IIOM 2. CONTROL AND MEEIM TRAFFIC AND TRAFFIC MTH$ THNOUGIN)UE PROJECT STE TO MINIMS TMCOIL DSTLN NC AND COMPACTION- Phr4M DMILOPMENT O RUTS DU TO FQIMFNE AND VEHICUM TRAFFIC 3 IMMEDIATELY STAMM AIN6 WHEN CONSTRUCTION ACTIVITY N AN AREA HAS TFNWOARALY CEASED ON ENDED AND WILLNOTRESUME FOR AT LEST 11 EAIEICN DAYS A IF EROSION,COPACTIOY ON DEVECiTATON OCiU6 DUE TO MON{OMPU3ANCE VAN THESE EOUREMNES, AMOE IMPACTED AREAS AT NO COST TO OWNER L ER)$ION Oi SITE. PAVER EROSON O SOL ND DEPOSTION O MDMINT M CTEER PROPERM CAUSED BY WATER M SOUS LAVING THE PROJECTSTE DUE M CONSTRUCTION ACT (TIES FOR THE ANXIETY 1 PREVENTWINCLOWNSDLFRDMUAVINGNEPFAMCf STE. SOALSTMNSADATDOF9TESWLE COVERED TO PREVENT RAND IN09 M AND OFSTE DEPOSITION. ACTIVITIES LCH M GAMBREL SANDING, CITING AND LASTING SHALL IN CONDUCTED IN AMANDR SO AS TO kOMME FUGITIVE DUST. AND TO MNMM ACCUMULATION ON SOILS YET IN VEGETATED. BLED AREAS SE6 DRIB CVFOUESI THAT MAY E A CONDRT OF 9OWWATM 2. PEVEOTMCDNGOMUDONTOPULDAWD$ovr9m SRN,. KR'6TIWATIOI ANO MVTFNLWCO S 40FNTRED MIS S NOT SUFFICIENT TO PEVENTTRAODIG ADGTIOI/AL PREVENTIVE MEANIES SHALL M IMPFMFMED AT NO COST TO THE OWHEL 3 STREET SMEDINC SWOP OR DREAMY REMOVE ALL SQL AND SEDIMENT TRA® OR OTHERWISE DEPOSM ON PUBLIC OR PRIVATE PAVED AREAS ONA DIMLY MSS USF MOUNKAI 1RIKIDS TO REMOVE SOLIDS PAST. FOLLOWED BY WR MTII DED. 1 PEAW MUD ADSEDIMENT FROM FLOWING ONTO SDEWALXS MD PAVEMENTS S OW AARS WRAIN OR FROM THE POEM SITE SMALL MET TAT FOLLOWING EQOMMMS a. WATER06OAA® FROM THE PEER SAT MIST E CDWM MSGMV O STOAEWATEK AND IN VISIBLY FREE O SEDIMENT AND FLOATING SOLIDS, On" DISCHARGES AEOUM SEPARATE PERMITTING AUFHOIIIY. B CARESS INFEASIBLE CLUE TO LAID OF PERVIOUS OR VEGETATED ILEA D60WOES WIAU IN MADE TO VEGETATED AREAS, AND WITH ENERGY DISSIPATION IN IMAGE ro PREVENT EAOSIOU DISCHARGES FROM THE FMKR SITE TO THE SANTMY SEWER RFdAE PROR APPROVAL BY THE 3EVIEM6 AUTHORITY F. WATER DISCHAMED MIST NOT CAUSE NAELANCE CDNOITADI4 ER69OA IN RE®WP6 CIVNRDS OR DOMNdOPE PROPERTIES. OR NLPDATEDM O WETLANDS. 6 F OFF -SITE MKIS OCCUR DUE M MOamMPIANCE WTI THE EQSpBTS. RESTORE HARED AREA AT NO COST TO OWNER NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) M SEDIMENTATION ENTATION O WA IDIANAYS PREVENT MIGRATION OF SEDIMENT FROM ANNECT LEE TO WATERWAYS OWSFE OR OFFSE E MOURNING RIVERS S11EM6. LASES, POND' OPEN DRAINAGE WAYS, STORM SEWERS, AND SAFRYY SEWERS L PROJECT AREAS ADIA®IT TO OR ROWING DIRECTLY TO WATERS O THE STATE HAVE ADDITIONAL PEMTEQMW MAMRHRENT STANDARDS WROH IIPUOE STRAD&. ENEANCED MAPS AND EOLIEREIM FOR RAPID STABILIZATION METHODS. CO4UT THE 90NP FOR SPECIFIC PROVISIONS TOM FO DWMATTEEPROEC WL WIWT TEONNOFAF/TMUECOFSWIPF0901SEDKVSB O Ws:NOEET TO PREVENT SEDOlU fATMK ADDNIOIIII PREVENTIVE OR PROTECTIVE MEASURES SAL E RPLEk"M AT NO COST M THE OWMPL i F SEDMMATM OCCURS I STAI1 OR CORER PEVETM WASL E IMMEDIATELY AT NO COST TO OE6L CONVECTIVE AEA9XS INCLUDE REM CAP O HOSTED SEDIMENTS FROM WATERS Q THE STATE, PRIOR TO MUCIVA .O SEDIMENT FROM WATERWAYS ORTAN APPROVAL. AND ANY ECfSARY PERMITS COMPLY WAN EONppRS O AITHROPEM HAVING JURISDICTION 3. FS®NE WSW OR DEVICES AK USED AS TEMPORARY PREVENTIVE FEALANS PIMP DAY AND EMOVEDERC9EEDSE AYERCAPESTEM. A. O604MGM WITSI OR FROM THE PROJECT SITE SHALL PHUT THE FOLLOWN6 REQUIREMENTS, A. WATER "ISCHAMED FACIM THE PROJECT SITE MST E COMPRESD SMUT OF SfOMWATEN, AND E VISIBLY FREE OF SEDIMENT AND FLOATING SOLD& OTHER OSOLAMES REQUIRE SEPARATE PE WMNG AUTHORITY. R LOOM INFEASIBLE DUE ro LAQ O PERVIOUS OR VEGETATED AEA DISCHARGES SHALL M MADE TO VEGETATED AREAS BLED WITH ENERGY DWPATIOI N PACE TO PREVENT MSOL, DISCHARGES FROM THE NICER SITE TO THE SANTMY SEWER MORE RAM APIICIM BY THE SEREEWFG ATHIOREY. a. WATER CGCINNED MUST NOT CAUSE MELANGE CDNDRIOS, EROSION N RECEIVING CHANNELS OR DOWNSLOPE PROPERTIES OR INUNDATION O WETLANDS S If ONSITEOR OFFSITEIMPACTSOCCUR NATO NON4DINW1O WTIHTESE REOLM RANTS. RESTORE IMPACTED AREAS AT NO COST TO CANNER Al OPENWATER PEVEMSTANONGWATERt"TODULDNCOLESTAGNANFE. 0 F UTONPE WE LtEASINRF.S:PEVFNTCONTA MTDNOFSTOMWATNFRWO WEWUNR S ANDWASTES. ARMEIESOCCURNNGATASEPAMTEMEACSTAGMIMCDNANKTON NEPROJER ARE LAMER TO THE PRON9ONS IN THE PAT. I ANY PROQKT D WASTE MTH THE P NTLL M CONYAAEAT STOWWATR MUST M STMO 16RDE OIL UPIDEA COVER N SWPPP CESGNATED AREAS ONLY. ITEMS MUST M STORED N A CLOSED, UAELED CONTAINER AND N A MANNER M PREVENT RELEASES THROUGH VANDALISM. THEFT, ACCIDENT OR OTHERWISE . ITEMS NQLDEOIN THIS PROVISION IIOUDE. BUT SNOT UMAD TO WADING WTEP ALS, PESTIppES, HREATMEIIT CHEMICALS APO 6YJNOOIICES, LANDSCAPE MATE TAM FUELS OS AND UUMS, PARR, PAW WASTE AND DRIVEN EHAUTACDIS WASTES, STORAGE LOUTIO S SIALL E PUCILTED ON THE SWNP. AND E UPDATED M NECESMY TO REFLECT SITE COLDTOI6 i UTTER AND SOLD WASTE AT THE SITE MUST E CONTROLLED To PREVENT RELEASE FROM THE PROBER SITE AND E COVERED, ERCEN WHEN ADDING OR REALOVING WASTE UTTER AND WASTES MAY NOT E NAIAD OROTINRWAR DdOSED AT THE PAOIECE SITE SOLD WASTE MtW M COLLECTEDAND D9OSED W-SI E IN A MANIET COWSSTFM WITH LOCAL AND STATE SOLD WASTE RULES SOD WASTE STORAGE LOCATIONS SHALL E INDICATED ON THE SWNI, AND E UPDATED AS NECESSARY TO REFLECT SITE CODRIO% 3 OLETTE FLIFUN S SHALL E CONDUCTED N SWAP DESIGNATED AREAS OMY. PAID SHALL HAVE SFCCXD AY CONTAINMENT N PLAID TO PREVENT FLIT RELEASES N SITUATIONS WHERE PERMANENT CONTAMINENT6 NOT FEASIBLE NSBO® CONTAINERS SLIITAPS FOR LIE UNDER EQUIPMENT OLMS FLERENG OPERATIONS 6 AgPTAME RUEUIG LOCATIONS SHALL E IDEATED ON THE 9NP, AND E UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. M A 9ILLm CONTAINING MATERIALS APPROPRIATE TO PROER-VEOE PLLLTANR AND QMNTTTES SHALL E ROOTED ON THE RIDER STE AND ITS LOCATAIN SEAL E ROOTED ON THE SWPPP 5 PGRASE TOTER MST E PORDNED SO THAT THEY AM SECURE AND WILL NOT E TAPED CIA RNDECED OVER. SANAFARV WASTE MUM E DISPOSED N A MANER COMWENf WITH LOCAL AND STATE ALLES 6 VEHICLE AIDE EQUIPMENT WASHING S PROHIBITED AT THE PROEM SITE INCLUDING BUT POT MIRED TO THE! STRONG AEA T CORDITE WASH -Off WASTE SINE ETHER E COLLECTED AND MANAGED OFF-SRE, OR MANAGED ONSIDE IN A SWPPFOE%MATEO CONCRETE WA9HWT AREA. MATRANS N OR DESTINED FOR THE WA9LOUT MIA SHALL NOT CONTACT THE GROUND, PONT SHALL WATER M OTHER UOU ID DISCHARGE FROM THE COTNNMEM STA(TUNF. WASTES COLLECTED MUST E DSPOSEDOF OFF. SIR INA MANNEA CON SSTEM WRAP U)CAL AND STATE SOLO WASTE RULES WASHHDIUT AREASSHALL M NDCATD ONTE SWNP,ANDEURE M ASNECESSARYTO -SM ATE[ONORM WALLOUTAREASSHALLD,SGED AT THf PROBER SITE. N GAY$ WEREAN TOCP MTCH CONCEAL ORASW W PUNT $ USED, A PAN FOR TIFF MANAGEMENT OR PHYSICAL C E DUST. CONSIDERATIONS HAkLL WM SUBMITTED L SOLD WASTE. ND6E 1RAR1O lOGTON AND OTHER PMYLCAI CONSIOEMIIDIS SHIAII E WIBRATIED. B. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT D6OEARE OR PLACEMENT O BITUMINOUS GRNDNGS. CUTTINGS MAUNGS, AND OTHER MINMNIOLS WASTES FROM AREAS O EXISTING OR Funm VEGETATED SOILS AND FROM ALL WATER CONWYANCE SYSTEMS, NOUAWAG RIFTS. DR04ES AND OURB ROW UNES 9. USE METHODS APD OPERATIONAL PI=WO THAT PREVENT COPNO[T DST, PARTICLES CONCRETE WASH OUT. AND OSIER CONCRETE WASTES FROM LEAVING M PROJECT SITE DEPOSITING N EOSTAIG OR FUTURE VEGETATED MEALS AND FROM EMERNG Sro AM CONEYVINE 5KTER4 INCLUDING; Ran DTOHES ANO CUM FLOW LINES. LLSF MP M ANDOMRATONAL PAOCEOU ES T T PRIEVFNT SAW M SLURRY PAID PLANING WASTE FROM LEAVING INC PROECT SITE AND FROM ENTERNG STORRRWATER CONVEYANCE SYSTEMS INCLUDING DITCHES AND COVERES O F ONIAM OR OFF -LT IMPACTS OCCUR DUE TO NONCOLPILANC WITH TESL REQUIREMENTS, AMOK MATED AREu AT M CAT TO OINIER P. ESTABLSN FINAL STABILIZATION, ESTORE THE PROJECT SITE M P 41[CMI VEGETATIVE WNCR AO6 AND PDIATE PERMIT TERMWTON PROCESS L COMPETE SOL p6TAIBI16 ACTIVITIES AND ESICK$ITT TO A—FOM PERENNIAL, VEGETATIVE COVER WON A DENSITY O TOIL OR OEHEAI EQUIVALENT MFALRIES TO PREVENT SON. AIRLINE UNDER EROSIVE COMdTGI% 2 REMORARV MIS SHALL E EMOVID, LMESS SPECIFICALLY APIR1OAR) 3 EDI4IBITBMP599AERJUYINMTALL®NDVEEEDTOEOPEATMASOUKKD. AMM9NS OR OTHER PERMANENT MAPS ALSO USED ASTFR/ORMY NOS DRIPS THE COP6 RUCTM PHASE. WSW E CLEARED OF ACCUMULATED SEDIMENT 1 NOTE THAT COMPLIANCE 06PECTIOM 0 ACCORDANCE MN THE PROVISIONS O THE PAR. MUST CONTINUE TO E COMPUTED UI M THE PEMT 5TERMINATED 5 GROWING SEAGOM COEEMC AEM O WOE N REATOF6HIP TO GROWING ING SEASONS AND FINAL STABILIZATION EFFORTS MAY MKT THE CONTRACTOR'S SEILRON O BRAN FOR ANAL STABILIZATION! THAT IS, SEEDING OR NYDIROSEEDNC O SAM N THE FALL DO NR CONSTITUTE FINAL STABILIZATION AND WILL CLAY TE ARTY TO CEASE R6ERONS APO" TERMINATE THE PERMIT IS SUBMITTALS A WE DIVISION D FOR SL1MfTAC PROCEDURES. CERTIFICATE MICA CERTIFICATE FOR WT fEIFCE FABRIC ATTESTIS TATFAMIC AND FACTORY SEAMS COMPLY WITH SPECIFIED REQUIREMENT; AND WGIKO BY LEGALLY AUTHORIZED OFFICIAL O MANUFACTURER. INDICATE ACTUAL MINIMUM AVERAGE POLL VALUES. IDENTIFY FA BY ROLL IDENTIFICATION NUMBERS. C. STORMWATER POLLUTION PEVEMON PLAN DVNN). PREPARED AS SPEORED MOVE D STOMWATENPERMIT APPLICATION PROCFWRE- 1. FN NR O CEOFICATON OF MWCUNSSPECFIED P PRAT I NC 9WL K FURMSHED N ME CONTRACTOR AT THE PRECO6TIIUCWION MEETING 2 CDITIACfOIT COMPLETES A HARD{DIY VERSION O tE MCA COMTRURON STOIMWATR PERMIT APPl1GTION FORM f INSPECTION REPOT NSPECTDI6 SHULI M CI]MPLETD. AND SNNL M NAIMIJNFO ONSITE, TO E PROVIDED ro EGUATORY STAF AS RECIIIESTEO NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) H. STOMWATFR PERMIT TElM1Al1ON PROCEDURE. BRIER TIEPILLRUM OF PART L41M FOR FINAL STABILIZATION HAVE BEEN MET AND A POST O0NSTRUCTION INSPECTION HAS BEEN COMPLETED: L CONTRACTOR COMPLETES A KAADCLPV VN6DII OF THE MINOR NOTIfE OF T MM "M FORM(Iaq WWPCASTATEIILIR19 31FE/ViOEEEEETINME]W�]�I NDSLPNWn OR EVEww7W6 �1VgB'S9Wc1�lE'. 1. OsSFR ASPHALT O CONOMIE BATCH PAINT NAMERE BIT NAL M INDICATED IN, PART 1AEE MSORT PLVAP POI THE MANAGEMENT O FiNAfNE OUST, SIOmIEES, 1MATEWATIM SOD WMTE, RITE, TRAFFIC - LOCATION AND DOER PHYSICAL CO 90ERATMM PEER TO LSE OF A MICE CONMM ORMPHWT PUNT. A MATERIALS AND PRODUCT SILO DRAWINGS PART 2-PRODUCTS 11 WAEAA/AS A MULL: PERMDGTAEONATDNSECrOW3733.TYPE1. IM GRAB SEED TOR TE/OMITCOIEL SEUCTAWf[FSAFPWPNATE TOOIMATE.PUMf11SSEASON.MD REDID PMOSL F SINE AREA WILL CATER E PARED WFTH PERANENT VEGETATION- DO MOT USE SPECIES OIMN ro K 01339S9VELY mMIETNNE O PILOT roVOLINTEEM N SHASEQIE W SEASO6 LNIDOT KM MN PEW ORN11OORAPPROVED EQINALET- C MIT PENCE FABRIC PER ROOM 9-em"nom SECTION wE FOR STANDARD MACHINE INE SLICED OR HEAVY DUTY TVE, REASSEMBLED SILT FENCE 6 NOT ALLOWED FUSION WHOM STANDARDS D CEOTEXTRES. PER MNOOT SPECIFICATION SECTION 3733. TVPE V E. EROSION CONTROL KANM PER All DOT SPECIFICATION SECTION 3M5, CATEGORY 1 CDCONUT FOR ALL SLOES 4:1 OR GREATER AND WITHIN ENTIRE BIOSWALE MEAL AND CATEGORY 2 STRAW 2S FOR ALL SLOPES 8:1 OR GREATR F EROSION STABILIZATION MATS PER MNOOT SPEOfICAT10N SECTION KM. TYPE 3 FOR SLOPE GREATER THAN I AND AT PPE OUTLETS G. STORM DRAIN FILET PROTECTION: ALTER MG INSERT OR APPROVED EQRNALENT. SILT FENCE WRAPPED ON CASTING OR SILT FENCE OR STRAWRALES LMUOUNONG CATCHMSN OR MANHOLE G MNEAALLY NOT ALLOWED AS A PRIMARY MEANS BUT MAY E USED FOR REDUNDANT PROTECTION. H. FILTER LOG: PER MOOT SPECIFICATION SECTION 3E] TYPE STRAW. WOOD ON COMPOST LDG STRAW LOGS ARE CONSIDERED TO E MA6NALLY EFACTIVE AND ARE ONO TO IN USED, F AT ALL, IN VERY LOW PLC*. LOWSLOPE AEA, PART 3-EXIECURCN 31 EMMEIATHOI A. EXAMINE SITE AND EECOW COFN FEATURES THAT CONTRIBUTE TO EROSION RESWANLF: MANTAN LIMN MORNIS HEARINGS ro GREATEST BMW PO ML 3.2 PREPARATION A SOIEOLRLE WOW SO THAT SOIL SURFACES AM LEST EIFOSID FOR THE MNIMM AMOUNT O THE 33 CONSTRUCTION ACTWITY AMUSEMENTS A STOW WATER POLWIION IEVEMIOM PANT THE Knurru SN MST YLHEMT THE SWAN AND EAE EQJBERIEITS D TEEL PENT. THE MIS IDINMED N M S IPN AND N T16 PERMIT MUST E SELECTED, INSTALLED. AND MAINTAINED N AN APPRORAT AND FUNCTIONAL. MNIEA TEAT 6 N ACCORDANCE PATH RELEVANT MANUFACTURER 9GCRNATIOMS AND ACCEPTED ENGINEERING PRACTICES B EROSION PREVENTION PRACTICES 1- THE PERMRTEEESI MUST PLAN FOR AND IMPLEMENT APPROPRIATE MIS SUCH AS CONSTRICTION PINING VEGETATIVE BUFFER FER STI PS HORIZONTAL LOPE GRACING, I@FRA0J1 AND MAINTENANCE O PRAT IVt AND OTHER CONSTRUCTION PRACTICES THAT MIAXAM EROSION AS NECESSARY M COMPLY WITH THE PERMIT AND PROTECT WATERS O THE STATE ART LOCATION OF AREAS NOT TO BE GSTUEEO MUST M OUNEATED R 6.. WITH FLAGS, STAKES, SIGNS. SILT FENCE ETCI ON THE PROBER SITE BEFORE VVOIER BEGINS FE PFRARTTEEQ) MIST E RAUE THE NEED FOR DISTURBANCE O PORTIONS O THE PROJECT THAT HAVE STEEP LOPES, FOR THOSE SLOPED AREAS WINCH MST M DISTURBED, THE PEAMT1EE61 MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP LOPES (E G. LOPE OUNNG AND TfRRAONG) 2 THE PERANTAEE(S) MUST STAMM NI EXPOSED SEA AREAS (INCLUDING SIDOALES). STANUTAnON MUST E INITIATED VAMEDATLY TO MR SORE FND9ON WHENEVER ANY CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION O THE SITE AND WLL NOT RESUME FOR A NAM EXCEEDING M uMENDNR DAYS STABILIZATION MUST E OOM PI E1ED NO LATER THWI I! CALEFDM DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION O M SITE HAS TEMPORARILY OR PERMANENTLY CEASED FOR PBLC WATERS THAT THE MIN ESOTA DEPARTMENT O NATURAL RESOURCES PEAS PROMULGATED 10010I AN WATER RESIIRCTICIM' DURING SPECIFIED FISH WARNING TIME FRAMES ALL DEPOSED SOL AREAS THAT ARE WDAN 200 FEET OF THE WATERTS EDGE. AND DARN TO THEW WATERS MUST COMPLETE THE STABILIZATION ACTRYI ES WITHIN 21 MOM DUNG THE RESTRICTION PERIOD. TEMPORARY SYCOMM ES WITHOUT LGEFIOVEF WE, CLAY OR ORGANIC COMPONENTS (E.G, CLEAN AGGREGATE SMORPLES, DEMOIJIM CONCRETE STOOVRES SAD STODOMLEW MID TE COI$ERACTED EASE COMPONENTS O KINDS. PAADE LOTS AND SIMILAR SURE Am ME EKEM/I FROM THIS MQINEBENT NR MUST E W COMPLIANCE WITH PART HV C5 3. F US" STOW WATER CONVEYANCE CHMNELS,THE RMTTEELS) MUST DESIGN THE CHANNELS TO NDTT WATER AROUND UN STAEMD AREAS ON THE SITE AND TO REDUCE EROSION, UNLESS MEASNLE TE PEAMTTHDI MST USE EAOLDI CONTROLS AC VELOCITY DSSRATON DEVACES RICH AS OEM DAMS' SEDIMENT AMPS MRAP, O GROUTED ARAM AT OUTLETS WITHIN AND NOS THE LENGTH O ANY COI6Tg1CTm STOIMWWTEFU COMYLYAN CE OHNKAKL AND AT ANY OUTLET. TO PROVIDE A NON-EOLVIE FLOW WOOLY, TO AEDB EOSION O OIMNELS AND TEAR EMBANKMENTS. OUTLETS, AOMOM STREMF MANS. LOPES AND OOWF6TEAM WATERS DURING 060HARGE CONDITHDI6 3. TE P[RNRT[LW MST STAMM THE NORMAL WETTED PERMITTER O PART TEMPORARY OR PERMANENT DW NASf ORCH OR SWINE THAT OA6 WATER PAPA NAY PORTION O THE CO6TRLRTIOM SRN, OR DRIERS WATER AROUND THE SITE, WTNN 203 WEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE FIFO ANY SURFACE WATER- STABILIZATION O THE EAST 2110 UP" FEET MST S COMPLETED WRWN 24 HOURS AFTER CONNECTING TO A SURFACE WATER ON PROPERTY EDGE THE PERMAREED) SHALL COMPLETE STAMIZATON CITE REMAINING PORTIONS OR AT TEMPORARY OR PEANWEM DRONES OR SWALES WITHIN 11 CALENDAR DAYS AFTER CONNECTING TO A WAKE WATER ON PROPENY EDGE AND CONSTRUCTION IN THAT POTION O THE EACH PEAS TEMPORARILY O PERMANENTLY CEASED TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE EOAX USED AS A SEDIMENT CONTAINMENT SYSTEM WMAG CONSTRUCTION (WITH PROPERLY DESIGNED ROOLUITCN CHECKS M) ROCS, W T DIKES FICA DO NOT NEED TO BE STAMM DURING THE TEMPORARY PERIOD O ITS USE AS A SEGMENT CONTAINMENT SYSTEM TESL AA M MUST E STABILIZED VMM 21 HDIRUS AF MI W LONGER MNW USED M A SEDIMEM CONTAINMENT SYSTEM APPLTNG W LION, WRDIIOMULCK TAEAX%k PQYACR LAMDE OR SIMILAR EROSION PREVENTION PRACTICES 6 NOT ACCEPTABLE STABILIZATION N ANY PART OF A TEMPORARY OR PERMANENT ORNNAGE DITCH ON MALE 5 PPE OUTLETS MUST BE /IOVHOD WITH TEM OAAY OR PERALANENT ENEMY D69MTLON WITHIN 11 HOURS AFTER CoNVXC ON TO A SURFACE WATER- 6. LIHRESMfASG E CLAM CAGE O PERVOLS OR VEGETATEDAWAE TIE PEwETEED) MST DER DISC A6ESFIOMBWSro VEGETATEDALASOTHESATM[AREEANYNATLNNKWFIPMNOOERTO INCREASE 583 ENE REMOVAL AND MAOM STDWWIAIER MlTRATON. THE NMETEEM MUST USE VFLODY DEVIATION DEVICES F NECESSARY M PEEWIT EROSION WHEN DIRECTING STOW WATER TO VEGETATED PEAS NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) C. SEDIMNT CONTROL PRACTICES 1, SENEENE CONTROL PRACTICES MUST MINIMIZE SEGMET FROM ENTERING SURFACE WATERS. OKU046 CUM AND GUTTER SYSTEMS AND STORM SEWER ORER. 2. TEMPORARY OR PERMANENT GINNAGE DIMES AND YGRENT BARNS THHATARE DESIGNED ASPARTO ATFEATNR3TSYSTEA MOM SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CODAXIM S F THE DOWN GRADIENT TREATMENT SYSTEM IS OIERLOAOED. ADDITIONAL UPGRADRA T SEDIMENT CONTROL PRACTICES MUST E NSTALIED to EMANATE THE OVERLOAD" AND THE SWPPP MUST E AMENDED TO IDENTIFY THESE ADDITIONAL PRACTICES. 4.0 ONDEA roHINNNTAIN SHEET ROW AND NAMM M1 AIDVOR GULLIES. TIES SHALL E NO UNIMENEN SLDE LENGTH O GREATER TWA 75 FEET FOR LOPE WITH A GRADE O 3: 1 OR STEEPER S SEDIMENT CONTROL PRACTICES MIST E ESTABLISHED O ALL DOWN GRADIENT PERIMETERS NEON, ANT 1116NOENT LAIRD 06 WWW5 ACTIMIES PEGM. THESE PRACTICES W Wl EMNH N R.VCE LWM FKG STAEWTON HAS BEEN MABLM*D 6 THE TOEING O THE I STALLATIDN OF SEDIMENT CONTROL PRACTICES MAY E RMSEFD TO AGEOMIAWAT SHCNA-TEAM ACTIVITIES 9" AS CLEARING OR GRUIW O PASSAGE OF VEHICLES ANY WOW-TLW ACTIVITY MIST E COMPLETED A6 ONODY M POSSIBLE VAPID THE SFDMNTCINITAOL PMKTICES MUST E RMALIED WADMCYATER TE ACTPNY S CDMRITD HIOWEVEIL SEDIMENT CONTROL PRACTICES MUST E INSTALLED BEFORE THE NEXT PRECIPITATION EVENT PAN F THE ACIMTY 6 NOT COMPLETE. ]. ALL STEM DARN NRETS MIST BE PROTECTED BY APPROPRIATE IMPS DURING CONSTRUCTION UNTIL ALL SOUIIRS WITH POTENTIAL FOR DISCHARGING TOTHE MEET HAVE MEN STAMO79AND FINAL INSPECTION HAS BEEN COMPETED. B TDiOPPAY SON STORPLLS MUST HAVE SILT PENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT E PLACED IN SURFACE WATERS INCLUDE STORM WATER CONVEYANCES RICH AS CUE AND GUTTER SYSTEMS. OR CON C FTS AND DOOES STOCMLFS NOT ACTIVELY SING WORLD S AU BE STAMP AROUND THE ENTIRE PERIMETER. STOCDILES LING WORED SSWE E STABMgD AT ME ENDOF A WORDAY PRESERVEDTOPSOLSTODWW%ALLAODTCNNIYECOVEMD. 9. VEHICLE TRAOCNG O SEDIMENT PA M M fID61NKT10N SITE MUST BE MINIMIZED RY BMPS SUCH AS STONE PAS. CONCRETE OR STEEL WASM RAOCS, OR EQUIVALENT SYSTLMS STREETS MUST BE SWEPT CNLY. 0. OWATERING ANDBASIN DRAINING E DEWATERING OR BASIN DURING (E NNMPO DESCNARGES, TREWAIDITCH CUTS FOR DRAINAGE) ELATED TO THE COSTRUCT*N ACT" THAT MAY HAVE TURBID ON SEDIMENT LADEN DISCHARGE WATER MUST BE DISCHARGED TO A TEMPORARY O PERMANENT SEDIMENTATION BASIN ON THE PPOE[f SITE WHENEVER POSSIBLE F THE WATER CANNOT E D6O0MAD TO A SENMENTATIOIL M9H PRIOR TO ENTERING THE SULfACE WATER O MUST IN TREATED WITH THE APPROPRIATE MAPS, SUDI THAT ME O6OHAGE ODES NOT ADVERSELY AFFECT TEE REC AAM WATER OR DOWNSTREAM LANDOWNERS THE CONTRACTOR MUST ENSURE THAT DISCHARGE POINTS ARE AOOATELY PROTECTED FROM EROSION AND SCOUR THE DISOIAMt MUST BE I SPERSES OVER NATURAL ROCK NIPNf. SAND BAGS, PASTS SHEETING OR OTHERIACCEPIED ENERGY DISSIPATION MEASURES ADEQUATE SEDIMENTATION CONTROL WASUMS ARE REQUIRED FOR OSCHAPIM WATER THAT CONTAINS SUSPENDED SOLI0S 2 ALL WATER FROM DEWATEMIG OR LOW DRAPFNG KT B MUST E 06CHARGED N A LWIDR THAT DOES NOT CASE NUISNICE CONDITION%EROSION N RECEIVING CHW/!iS OR ON DOM16LOPE PROPERES OR NUEIDRTIIN N WETLAIOS CAUWNG gGmFK WT ADVERSELY MAR M THE WETLAND 1 AU. PERMITS FOR DEW ATENNG NEED TO IN OBTAINED IV THE CONTRACTOR PRIOR TO NOTATION ANY OERNATFRM6 PRACTICE E. INSPECTIONS APO MANTENAINCE I THE CONTRACTOR MST RDUTIELY 09OW THE CONSTRUCTION $TT ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 WORMS AFTER A RAINFALL EVERT GREATER THAN O5 POLES IN N HgN1 2 ALl ISECIOIQ MAINTENANCE AND CDYFCTNE: ACTIONS mNDUTD D 10%CON6IBLDTION MST E RECON" AND THESE RECORDS MUST E ETANM WMH TE SWIM. I WHERE POUTS OF THE CONSTRUCTION SITE HAVE L14096M REAL STABILIZATION, BUT WON KR A16ON OTHER PARTS OF THE SITE 116RRICI6 OF THE STABILIZED ARESWY E REDUCED MONO PER MOMTL WHET WOIR HAS SEE SEEDED DUE M FROIEN GROUND CONDITIONS, 99PECTMM MAY ALSO IN SUSPENDED LNIL THAW AT THE SITE OCCURS. l ALL EROSION PREVENTION BLED SEDIMENT CONTROL MIS MIST E LIVERED TO ESM ATESPTY AND EPECILEMM AU, NONFUNCTIONAL NAPS MST BE REPAINA REPLACED.OR SVkEIEN ED WITH FUNCTIONAL IMPS THE CONTRACTOR MEET IP VWX AT AND COMPLY WAIN TEE FQILONNG INSPECTION AND MMITB/ANCE REQUIREMENTS a. ALL SILT FENCES MUST E SPARED, REPLACED CIA F APFAED NTFD WHEN THEY INCOME NFUNM CTIONAL OR THE SEDE NT REACHES W O TIES IENM O THE FENCE. TAM REPAINT MST E MADE WITHIN N HORSE MCOVFA, M M IDON M NERD CQdTHCR6 ALLAY ACCESS. 6 TEMPORARY AND PERMENT ANMD"NTATON LA M MUST E OWNED AND THE MDMEM REMIND WHEN THE DEPTH OL SEDIMENT COIUERED IN THE MLN REACHES N THE STORAGE VOLUME_ DRAMAS AND REM0V& MUST IN COMMPETED WTTMN ]2 HOURS O DISCOVERY, ON AS SOON AS SEED CONDROM ALLOW ARTS. c. W REALl WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS. MIS M INSPECTED FOR EVIDENCE O SEDHIAFNT KING DEPOSITED RY EROSION. TIES CONTIKFOR MUST SHOVE ALE DELTAS AND MD W DEPOSITED IN SURFACE WATERS INCLUDING DRAINAGE WAYS. CATCH SHINS, AND OTHER OWNAGE SYSTEMS, AND REESTANIDF THE AREAS WHERE MOMENT REMOVAL PERIM IN EXPOSED SOL THE REMOVAL AND STABILIZATION MUST TAKE PACE WITNN SEVEN DAYS O DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, M PHYSICAL ACCESS CONSTRAINTS TEE CONTRACTOR SHALL USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PCERUDED, REMOVAL AND STABILIZATION MUST TRIO PACE WITHIN SEVEN CALENDAR DAYS O OBTAINING ACCESS. THE CONTRACTOR S RESPONSIBLE FOR CONTACTING LNG ALL LOCAL MGIOUL STATE AND FEDERAL ALPHORRI ES AND RECEIVING ANY APPLICABLE PERMITS, PRIORI TO CDFDINTIAG ANY WORK 6. CONSTRUCTION SITE VEHICLE DOT LOCAT06 MUST E INSPECTED FOR EVIDE NQ O OI-L IN, SEDIMENT TRALRNG ONTO PAVED SLEKES TMCSD SEDIMENT MUST E REMTED FROM ALL OFF -SIT PAVED WAAES WTMIN 21 HOURS O DLSECVERY. THE CONTRACTOR S RESPONSIBLE FOR THE OPERATION ND MAINTENANCE O TEMPORMv AND PERMANENT WATER QUALITY MANAGEMENT BAPS AS WELL AS ALL EROSION PREVENTION AND MOIME3Y CONTROL MPS FOR THE DURATION O THE COISTRICRON WOOER AT TAT SITE THE CONTRACTOR S RESPONSIBLE UNTIL THE OWNEMOEMTOR H LS ASSUMED CONTROL ACCORD" M OVER ALL AREAS O THE SITE THAT HAVE NOT MEN FINALLY STABMDON THE SITE EA UNDERGONE FINAL STABILIZATION, AND A NOT HAS MEN SUBMITTED TO THE MPG IN ACCJIOANCE WITH THE PROCEDURE IDENTIFIED IN PART ISTH) I. F SEDIMENT EYRIES TREE CONSTRUCTION SITE. OF-STIF AOCUMUTATIO6OF SEDIMENT MUST E REMOVED IN A KAMM AND AT., TA FREQUENCY 41NNSNT TO MMM<ff ON -SAFE MARS T 6. PUGTIVE SEDIMENT N STREETS COULD E WASHED INTO STORM MWERS BY THE EYE MINI ANDDJR POSE A SAFETY HAZARD TO USERS O PEAL STREETS) 5 ALL INFILTRATION AMAS MST S INECTM TO FNSLAR THAT ND SEDIMENT FROM ONO M CONSTRUCTION ACT VTM 601/0NNG THE MILTMTOMVRRTMION AREA PAD THESE AREAS ME PROTECTED FROM COMPACTION ORE TO CONSTRUCTION EQUIPMENT OIVIANG ADIOS THE INFILTRATION AREA NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) PANERA BREAD DEVELOPMENT - SITE INTRO. POLLUTION PREVENTION MANAGEMENT (MEASURES THE CONTRA" WALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEREME MEAStMS OR THE SITE, 3 STORK . HEADING, AND DISPOSAL OF CONSTRUCTION PRODUCTS A LTENWLS, AND WASTES 7E CONTRACTOR 9WI COMPLY WITH ME FOLLOWING STANDARDS TO MINIMIZE TE EXPOSURE TO STOE/WATER OF AN OF THE P%0DUX S MATERIALS, O WASTES MMJM O WASTES W1gE M EITHER NOT A SOURCE OF CONTAMINATION TO STOW WATER OR M OfflOED TO E WORD STUMWATOI ME "Or FEND TO THIS REQUIRE ENT: BLAEDNG PRODUCTS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS MET E UNDER OMA EL, PLASTIC LEEIIG O TEMPORARY NOOFSi TO PREVEPIT TE DISCHARGE OF POLLUTANTS OR PROTECTED P A WmE.WT EFFECTIVE MEND DESIGNED TO MNMME CONTACT WITH STOR MWATER M PESTICIDES. EREIOOES NSECTIODES. FFRR015, 1KATMET CEMICAL& AND LANDSCAPE MATERIALS MUST E UNDER 07M EEL.. PLASTIC SHEETING GR TINVORMY ROOFS) TO PREVENT TE DISCI AU OF POLLUTANTS ON PERON[[Tm BY 9WARLY EFFECTIVE MEANS DESIGNED TO MIEMOE CONTACT WTM STOMWATM c FHA7MNODL6 MATERIALS, MOC WASTE, (INCLUDING OIL, DORI. FUEL WSOLNE HYDRAULIC RODS, PAINT SOLVENTS PEIROLEW-MRD PRODUCTS WOOD NNESEMATNES. ADDTNES CUING ODNIOU IDS NO ACDM MAST K PNORI LT TOED N SEALED CDNTMRNDES TO AND DISPOSAL WASTE ON HAZARDOUS INCO MLLSTE WFMPAD l011RN 7,AVPPDALHA. STOMfi AND SECONDARY C N HAZARDOUS S WASTE K11MiAA001S WTEIIW.S MUST E N COM1lUMCE WTM YIN. R d. ON5 MIQIAING SECOIDMY CONTMNIENTARAPN rids A. SOLID WASTE MUST ESTORED.COLLECTED NO DISPOSED a p%Q-QNY N COMPLAHICE WITH NNN. R OF REG, e AWARE TOILER MUST K POSITIONED wTHAT THEY ARE SECURE AIDE W U NOT E TIMED OR OIOOED OVR SAI TART WASTE MUST K DISPOSED OF PROPERLY N ACCORDANCE WTH MIN. R d. 7ONL ] FIEING AND MNNRNM a OF EQUIPMENT OR VEHUC ES: SPILL PREVENTION NO 43PDGL THE PENMT UM SIIAL TARE Rf.ASONMLE STEPS TO PREVIEW THEDGOIAAR OFSPILLED ORLEAED CHEMICALS, NOUONG FUEL FROM AN AREA WHERE CEMICMS ILL GE FUEL WLOADED OR UNLOADED INCLUDING THE USE a ME DRIP PANS OR ABSONTS UNLESS INFEASIBLE. N O6 SITUATIWHERE MNiANAITCONTAINMENT N NOT FEASIBLE. MICR® S SI CONTAINERWAKE FOR USE UNDER EQUIPMENT DINING NELNG OPERATIONS R ACCEPTABLE. THE RERNTTFESS) MUST CONDUCT RIE101(i N ACONTNEDAEA Loam NRASEE THE PEMMEE(S MUST ENSURE ADEQUATE SIIPPUEI ME AVNLYLE AT ALL TIMESTO CLEAN UP OSONRGED WTWNSADTRAT M MRROPRATE DISPOSAL METHOD S AVAILABLE FOR ECOARED SPILLED WTENAS THE PERMITti f) MET KPOST AND OEM LP SILLS IMMEDIATELY AS REQUIRED P MNI STAT 11 M 05L USNG 00 DIM UP MEASURES V04011 POSSEL 3. VEHICLE AND EOAPMNT WAVING. NO VEMOE O EQUIPMENT WASHING B ALLOWED AT "AMC SITES INCLUDING BUT NOT LIMITED TO STAGING AREAS A. mNOETE AND OTHER WASHOUTS WASTE: ME PEIUWrEEESI MIST PRIDE EFFECTIVE CONTAINMENT FOR AL UQID AND SOD WASTES 6ENERATEDP WASFHOUT OPERATIONS KOFOWM STUCCO. PAINT, FORM MUM OILS. OUMf COPOIUS ADOTBE CMSSTNFCOdN WTFNN51 RETARD TO TE C06TNCTHOM ACTWTTY THE UMM ANDSOLD WANWT WASM COST NM CONTACT THE GOM MD, AND DE COTAIAENT MUST E DESWNED SOMAT T DOS NOT RESLLT N RNaF FROM ENE WISNOW O EATONS 0 AREAS UOUD AID SOLDWASTESMUSTK DMOSEDa EOPEREYAND N COMPLIANCE VA IMPCARUII ARON MST E ISTALADAOLACENTTOUCH WASWT FAOLM THAT REQUIRES SITE PERSONNEL TO NRM TE PRODI FIaT6 FOR DISPOSAL OF CMKWn AID OTHER WA90JT W 6M N CASES WHERE N O"TE ]LATCH COMO"OR WHAT TENT S UED, A PLAN FORTE MANAGEMENT OF FIGITNE DUST, STOOPIUNG, WASIFWATOL SOLID WASTE, NOSE TRAFFIC LOCATION AND DETER PHVSCAL CONSIDEMTNO SSHALL K SUBMITTED FOR APPROVAL POW TO USE OF THE RANT (SEE PMT ESPT G. FINAL, STAEUATION THE CONTRACTOR MIST ENSURE FINAL STABILIZATION OF TIC SITE THE NNTRACTG SHALL FOLLOW THE P%QD[QQK DESCRIBED P PART LUNT WITNH 30 DAIS ATTU RIVAL STMILIEATTON S CO PUTS L ALL SOTS DSRIRINID ACTYRM AT THE SITE HAVE KEN COPLLTED AND ALL SOL$ MUST K STAKOD P A UNIFORM PENERIPRAL VEGETATIVE COVER WITH A aENSM OF A PERCENT OVER TE ENTIRE PERVROLS SU FACE AREA O OTHER APPROVED EOIIVALEW MEALS NECESSARY TO PREVENT SNE FARM UNDER EROSIVE CONDITIONS MO. F ALL DRAINAGE OTdES CONSTRUCTED TO OWN WATER FROM THE SITE AFTER COPSTR ETIOM S COMPLETE. MUST E STAINIZED TO PIEOLGE EROSION. B AIL TEMPORARY SYNTHETIC AND STRUCTURAL EROSION PREVENTION AND SEDIMENT COKTROL INS MUST K REMOVED AS PART OF ME SITE FINAL STMADATION c THE OOTRACTO MST CAAN OUT NL SEDIMENT FROM CONVEYANCES AND FROM TEMPORARY SEDIMENTATION MSP6THAT ARE To USED AS PERMANENT WATER QIIALTY MANAGEMM BASI6. SEDIMENT MUST K STAILU ED TO PEVENT T FROM KING WAVED BADE INTO THE BASIN, CONVEYNOS OR DAN WAYS DISCHARGING OFFS7E O TO SAKE WATERS ME ❑E RW OF PERMANENT IALNS MUST E SLRFICIET/r TO RETURN THE BASIN TO DESIGN CAPACITY. 3s CLEN U A KMOh TMPOVAr MfA51111E5 ATU PFHRMNHEW AEASIRES NAVE KfN NSTNLD B OEM OUT TEMPOMPSEDNENTO7NTROL SfRUCi1111E!i MATMETO REMAIN AS RMEANENT NFAYHREi 1 C WEE RENMVu a TEAMPOIIMY MEASIAE$ woulD LAVE E)P(!Sm SOIL LIME wAAa TO N ACCEPTABLE GRADE MD HRASH Tp WTCH NIIACENT GROUND SURFACES PERMANENT STOKMWATER MANAGEMENT SYSTEM THE PEMTTEEM SHALL DESIGN THE PROJECT SOTAT AUSTOMMITER DGOMAGED FROM THE ARER EARNINGS AND AFTER C061RULT1O1 ACTIMR600ESNOT CASE AVIOLATION OF STATE WATER QUALM STANDARDS, NCEMOING NUSANCE CONDITIONS. EROSION N K®VNG CHANNELS OO OOWISIOPE PROPERTIES, O A SIGNIFICANT ADVERSE IMPACT TO WETLANDS CASED P PRINDATIOI O IE[REAE OF FLOW M PFMriFEMSIVALT A PEWMBIT STONURMER HAALAaAENT SYS1FY MNEE7RNG TE KOEEMENR a LID PARE WE M PROJECT S LOCATE) N AANmCTIO/ SIBECTTo A NIDESIm MUAQAL KARATE SLOW KVNIA SYSTEM MMl IFMT AO THAT PERMIT ENS ESTABLISI® PERMANENT TREATMENT NT REQUIREMENTS THAT INCLUDE VOURE REDACTION THE PERIIBTTHM CAN COMPLY WTM THE PERMANENT TREATMENT REQUIREMENTS ESTAKHm LOW ME MM PENT IN LBO OF M PERMANENT TREATMENT IEOUWENR OF THIS REIRMU PWONR DESORPTION THE PROPOSED KDEVNLOPMEM PROJECT CONSISTS OF DISTURNNG SAT ACERS a THE EASING CH NHASSEN NN HOTEL AT 351 W TEM STREET N CWMH ASSEN, W PROPOSED DEVELOPMENT INCLUDES ARAM PRIME POUT OE -STORY SIN84T94WF RESTAURANT ILNLDINNG ALONG WITH ASSOCIATED SURFACE PARRURG LOT. TRASH ENODSEUE, CONCRETE CURB AND GUTER AND OTHER ASSOCIATED UOUTES THIS SITE UES WITHIN TIE UNSHADED ME C AREAS OF MIMMN FLOODING ACOOIONK TO FEW THE PR NI SITE DOES NOT N01AE SITES OF HISTORIC OR AACIEOLaGICA SIGNIFICANCE AND DOES NOT ICLUDE OREV NGERED I T-KATEWM SPECIES, RARE NATURAL ON.MNITB COLONIAL WARRBRD NESTING SITES, NOWIM WATE RHOWL CONCEMIMTION WAS, DEER WRITEM S AREAS OR WILDLIFE CONDORS THE IMPLEMENTATION AND MAINTENANCE a THE STOW WATER POLLUTION PIREKWON PLAN WALL PROVIDE ME CONTRACTOR AND OWNER WREN THE PRAMewOR[TO REDUCE SCAL [REGION AND MNRM POLLUTANTS N ME STORM WATER GLOVING CONSTRUCTION OF THE ATE THE STORM WATER POLLUTION PREVENTION PUN WILL OFTNE ME OWLACTFRR*CS DE ME SITE AND THE TYPE OF CONSTRUCTION TO OCCUR, HIIQUIF A SITE RAN SHOWING THE CONSTRURDN. DEJOUK THE PRACTICES THAT Wl61 E USED TO CONTROL EM09M AND THE RF1FASE OF POLLUTANTS N ME STORM WATER INDICATE A SCHEDULE TO HE V ENAM THAT THE PRACTICES INDIUTEO ARE NREME NTED AND TO HELP EVALUATE ME EFFECTIVENESS O THE PRACTICES IN WOIONG EROSION AND POLLUTNTS DIS]ARGED PROM THEE ATE, AND TO DESCRIK ME FINAL STABILIZATION MEASURES REQUIRED TO HELP MINIMUE EROSION AND OTHER STORM WATER "ACTS AFTER CONSTRICTION PLAN COORDINATION: THE SITE REPESENTATM FGR THE OWNER, WITH THE ASSISTANCE OF ME FIELD wPERVRDIR FOR ME GENERAL CONTRACTOR WILL E RESPONSIBLE FOR MRIEMOVNG AND MONITOUNG THE STORM WATER POLLUTION PREVENTION PLAN DURING CONSTRUCTION, THIS WLL INCLUDE OVERSEEING ME MAINTENANCE OF THE BRAS THAT ME IUREMI NRD, PROMO INSPECTIONS AND MOWCANG O ME COPS. IDENTIFY AND CORER ANY DEFOERIM N THE STORM WARM PODUTON PEVOTDON RAN, AND MONTO THAT ANY CHANGES TO TE CON57RUCTON PlN6 ME ADDRESSED By ME STORM WATER PORLMON PREVENTION RAN. PROW INFORMATION SITE LOCATION: THE PROECT SITE S APPRONMTEEV 145 ACKS ZONED BH (HIGHWAY AND BUSINESS SERVICES DISTINCT. AT SR W ATH STREET, CHANHASSEN, MIEESOTA N CARVER COUNTY. TEMPORARY AND PERMANENT MOM CONTROL MEASURES A LIST OF STABILIZATION MEA9MSHMS KENTABULATED KLEIN AND THE LOCATIONS OF THESE MEASURES ARE SHOMI ON THE ATTACHED EROSION CONTROL RN. MS PARER WILL ESE A NUMBER a■PSTO HELP CONTROL EROSIONS AND SEDIMENT THOSEMEASNESINCLUDE'. 75A DAMN MG FINE! PROTECTION m $WPa P16 REE O APPROVED EOIAL 75C SILT PENCE PER CITY DETAIL UM 751) TIOO[a61RICTION ENTRANCE PER CITY DETAIL U01) 7SE CATCH BASIN SEDREW TRAP PER CITE DETAR 53WA) BO TEMPORARY SILT FENCE IMR PROTECTION WAILS FOR THESE CAN E MIXED O THE DETAIL SNEER TE FOLLOW TAKE PROVIDES A SCHEDULE FOR STABILIZING D57 UMED ARM DUPING CONSTRUCTION: DSTUKD AREA WDNOFGDAVSTOSTAWD: El6!'Ai6S1FERER BLaES 7 DAYS SLOPES FLATTER THAN 3 TO 1 7 DAYS AL OTTCER WIMN 7m a ONIFT I DAY ALL OUTER I DAY ALL MUTES I DAY ON OMrSEOBENT MSRS AND TRAPS 7O SOTS r SSTOCVlfS )OAR 59 THE LANDSCAPE PLAN FOR FINAL RANT AND FEW CDIERNE OF THE SITE E APRCIIBLE [—'7 THE PIRNECT WLL CONSIST OF Ca61NICIN6 A NEW SNGLE-TENNIT RESTAURANT SUI DING WITH DIVE -TARN LANE, A NORETENTRN LOW WITH UNDERNIWN. AND UTIUM CONNECTIONS. RLIOFF FROM ALL PROP® I/ERIIOLR SURFACES WALL K COLLECTED P DOWNSPOUTS O DARN TO ONE OF A SUES OF CATCH BASES IN THE PAVED AEA AND OUTLET TO A NOILTRATRON BAST TWT NNE. SERVE TO PROMOTE ON 4TE ABSTRACTION OF STORAIWATER EXCESS STORIWATUR FROM THE YDfILTRATIdPI BASIN SHALE O NFOA R ID M OUTLET CONTROL STNRFE K A3) WHICH IVLL IN TAN CONTROL ME RATE OF NIPDFF ANO PROVIDE FO MODITIONN WATER QUALITY MEETING CITY OF CHAMEASSEN EQUIIBMENTS STOMWAT!R FROM THE OUTLET CONTROL STRICTURE WILL TEN OUTLET ICIO THE EMTNG STORMWATER INFRASTNIKTIE THAT RUINS UNDERNEATH STATE HIGHWAY S TO THE SOIIH. NO DSIURU/NCE G PROPOSED N THE EMTIMG CITY POND TO THE WEST. SITE GRADING AND ITUT CONSTRUCTION 5 ANTICIPATED TO BEGIN N THE SPRING OF ZOII WITH CONPUTON OF ME SITE IN FALL 202S MSTING DRA IVUSIAO►CONDITIONS AGFOTEOIRCAL ENGNEEANG REPORT WAS PROVIDED P BRAU INTFRTK CORPONATR„N PROTECT NUMERBl O7Z95 DAT0IUNE OZ, N1f O. SITE WIDE CONTROL MEASURES TO PKVET MMOONN SEDIMENTS FROM IUVINGi TE ALE, THE FOLLOWING IRS WILL K USED SILT FENCE / EROSION LOSS, TO E MAOI NE O HAO NSTALLED ALONG THE PERMITTER OF PEEK TO K GRADED EFOE GRAONG KGINS. ADDITIONAL PER ALMA CONTROLS LOUD K K/f OFSTE FOR REPAIRS, REPLACEMENT O PROTECTION OF ADUTTIDINAL AREAS. SILT FENCE O EROSION LOGS LIALL E NSFECTED ONCE A WEEK NO WITHIN iN HOURS OF ANY RT RAN EVENT. SEDIMENT EMOJU REQUIRED WHEN SEDIMENTS REAR IA THE HEIGHT OF THE IMP. COPSUN K EMOVED WEN VEGETATIVN FO FINAL STAEQATON HAS BEEN ADEQUATELY MA4LED [MI ALL EXPOSED AREAS WITHIN ZW FEET OF ASRFACE WATER MUST E STABLLOFD NO LATER THAN 7 DAYS AMA THE WNSTPIUCTON AT— N THAT "To. a TE SITE .4 TEMPI7WMlY O PERMWIENTLY CEASED AFTER ALL AREAS APE FINAL. GRADED. ME ENTIRE SITE SHALE E REDED AID FERTILIZED. SPORES WITH GRADES GREATEN MN 3 TO 1. DER WERE CONCENTRATED FLOWS WILL OCCUR ENO" COUTADE BLANETS AO FIBER LOGS SH— K INSTALLED MANMM SPACING 7S FEET AREAS FLOWING INTO THE STOW WATER CONVEYANCE SYSTEM WW1 K STAIREM THE DAY lE STNICTNESNE INSTALLED uid BALK YDIENT BAGS wu E NSTAIIEO M SAE CAYMM LETS N PUCEUNTA THE PROECT R WPLETED. SEOMEWS LEALL K REHIOIED AID DISPCM a WHEN R THE CAPACITY S PEACHED. TOPSOIL SPOOPRFS VIM K STAINIIID WITH TMEORART SEED, MUIDE A G FERDLUEN WITHIN 7 DAYS FROM THE LAST CONSTRUCTION ACTMTY THAT CREATED THE STONES DUST WILL K mRIOLLED BT WATER APPLICATOR AN WOR SWEEPING AS NEEDED VEGETATIVE RUFFS WALL E MAINTAINED AT THE PFN.ETEA OF ME SITE GRADING OPERATIONS SEDUD INCORPORATE NOQONTA SLOPE TRNCIONG WHEN POSSIBLE TO HELP EDUCE EHOSION comsnoICTPON EIOLNNCE WITH r COME AGGREGATE OVER aOAINC FABNC ALLUCLWAOSODWAS ONEUMPCONOIETEWASHOTOPWrOPSMUSTKCONTANEDINALEM-M"COMTNNI.EWFACL MUMMEAWLIKEA COMPACTEDCLAY UREA THAT ODES NOT ALiDW WASHOUT UWDS TO E//TFA G11d1110 WATER G CONSIDERED M IMPERWAEE UNREAL THE NOERNTON AREAS MUST HOT K GRADED TO THEIR A" CONDITION UNTIL THE CONTRIBUTING WATERSHED R SrABM1ffD. CONSTRUCTION PRACTICES TO MILMID VOM WATER CONTNPNATION: Ni NaHM7A1OOLE WASTE MATERIALS MLL K COLLECTED AIDE STORED IN A ROM LOCATION. PREFERAILY A LDOANE META DUNPSRR. AT THE END OF EACH DAY. ALL TRASH AND CONSTRUCTION OEM SHOULD E OERSTED N ME OUMPSTFA AT Tit END OF EACH DAY AND WILL K EMPTIED AS NECESSARY ND CONSTRUCTION MAlF11WS 94AU K KOM OMS/PE A E CDM SURM WA5IE YMIIAGEMENT COMP--U COLLR ALL SMRNY WASTE PROF POPTNLE U WM GOOD HOUSEKEEPING ND SILL CONTROL PNCTCESSOLIDEFOLLOWEDMMNM SORMWATERCONTAMRATHOE. MAINTENANCE AIL EEASEMS STATED O TM EROSION APD SEOMBR cowroOL EENE. AND N 111E STONMIVRTER POLUMON PREVENTION PLAN. SHALL E RAMTTMED N EULLYEUNCIIONNI EY►MNON LINT►ILNAL STAIEQATIOI OF THE SITE ALL EROSION AM SEDIMENTATION CONTROL MEA9MS SIMLL K CHICRED EN A QUALM PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND VRMN N HOURS OF THE END a A AAR EAIL EVENT, AND SHOULD K OEAEED AMD WARNED N ACCORDANCE WITH THE EalOWINCn' L INPUT PROTECTION DEWS AO BAMERS CALL K EPMED OR REPLACED F THEY SOW SIGNS OF UNDENEINAIG. OR SHALL E REPLACED E THEY SNOW Swim DE pFTEW011ATON. 2 ALL RI AREAS SHALL E CIECIED REGULARLY TO SEE THAT A GOOD STAR G MMANTMMO AREAS LHOLAD K EERTIL211) AND RESEEDED AS NEEDED 1 SILT FENCES SHRILL E SHIED TO THEW ORIGINAL CONDITIONS E DAMAGED. SEGMENT SHALL K RE.OM FROM THE SILT FENCES WHEN I READIES ONE-MVID M OE,,ALE THE HEIGHT OF TIRE STET FOECE. N ONE CONSTRUCTION STRUCTION ENTRANCES SHALL BE MAINTAINED N A CONDITION WHICH W11 PREVENT TRACING OR FLAW OF MUD ONTO PUWC NOEISOF-WAY THIS MAY EaINE PERIODIC TOP DRESSING OF TE CONRrREETON ENTAAmM AS CDNIATgE6 DEMAND. 5. ME RMPRORMY PMONG AND STORAGE AREA SHAII E EO P1 IN GOOD CONDITION RENTABLE FOR PALX14 AO STORAGES THIS MAY NONE PERIODIC TOP DRESSING O THE TEMPORARY PARONG AS COMOf1OP6 DEPEND G DUTUI STRICrLj SRN THE SEDIMENTATION BALKS VWL K MAINTAINED IN aEMTIOMICONDIMYIS AT ALL TILES SEDIMENT IN ME SEDIMENTATION MANS SHALL NOT EWEED ME SEDIMENTATION CLEMOST LEVEL 7. ME EMBM WENT O ME SEDIMENTATION MSIN LENT E CECIRM REGULARLY M INSURE THAT IT R STPRUCTUIWLY SONG AND HAS NOT KEN DAAGED IT EROSION OR CONSTRUCTION EQUIPMENT. SEQUENCE OF CONSTRUCTION SEOUEPIQ OF CONSfEKTla1 : I. INSTALL STAMRED CAP6TRICrHDN ENTRANCES, 7. REPARE PTEMPORARY PALXM AND STORAGE AREA 3. CONSTRI1CTTNE SILT FENCES ON ME WE A. INSTALL MEET PROTECTION DEVICES ON EXISTING INETS. GEAR AND GRUB TE ME KGN GRADING THE SITE START C0/6TNSRION O CORDING PAD AND STRICTURES TEMPORARILY SEED DENUDED AREAS. INSTALL UTILITIES UNDERDRMN S, STORM SEWERS. CURBS AND GUTTERS. INSTALL RP MP AROUND OUTLET STRICTIAn PREPME SITE FOR PAVING. PAVE SITE COMPLETE GRADING AND INSTALL PERMNENT SEEDING AND PEAPRNG- REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (OHEY U SITE 6 STAWZED). BMP QUANTITIES IEA DANDY BADE INSET PROTECTION 1500 5--CI MG RED) O APPROVED EQAE. TIE) LF SILT FENCE IPER CITY DETAIL S30DI I EA ROCK CONSTAUCTON ENDING EMR CT' DETN SM11 Z U CATCH BASIN SEDIMENT TRAP PEA CITYDETAIL530LN ZFA TEMPOAAM SILT FENCE NUT PROTECTION CONTACTS 2ILillaw CONTRACTOR a1 E3NUBAl6 ASSOCIATES RED PAERA UC T B C NEAR CATOEVOL. PE MLM IAIINAID 3@S CENTRE POWTE Ew. SR DEVELOPMENT PERDUE* HANK# SATE 210 3[O SOLITM GEYER ROD. SIRE lm MENDOTA HBOITS W RIM ST. Me. MO 63117 E1-ABt-ENO 31� RFA1tlooLANs< Ea+ I ()IN �Ec cK Milli M017 N73*28*38"6 156.68 0 F iNv-9P2 lD F PANERA BREAD F Fl- M W IT.- YN COYM I I r ` I r evis,2rs 99 f9 SITE BENCHM�R a Q ,NP,�R rn 9 V a MN nuw! eFw'Ra-AS.n� Q UTILITY NOTES 22A POINT OF CONNECTOR - WATER SERVICE (PER LOCAL CODESI. 2M 9O DEGRE E N J K ND WITH THRUST.L OCRWG IL E SL?ES T16 SHEET). 221 22-omGREENJ REMD AVRH MRIRT EtOO]NG(SEESOESTHISLEEn- M SMIMRLER (NT' PER ARCH HAM (SEE SUES THIS SHEET) 2L METERED DOMESTIC WATER SE"'Z' ENT' PER Mal. HAMS Ma SIMS TH84EET). 2D1 PNTECORWATEII MILER (PER LOCAL CCOESI 2V INTERIOR BACK FICIN MEVENTER JKK KUPAING HANSR 2K SANTMY SEWER SERVICE ENMY(PER PLUA HANS). ]AI I=GA GREASE TRAPW ROLEAR-CRIT(PER FLUEMMG PLANS) 731 CONNECT TO ERLSnRG SAMHARY SEWER MANHOLE 2M .ONT OF CCWAE ION FOII ELECNCAL SERVCE (PER ELECTRIC CCROP N NOIRNENENTS), 240 PRO.OSED ELECTRIC INJ6EORSER. 2M MW OF CONNECTION FOR llIl0F11GRIX1N1O I'MPHONE TREK TELEPHONE COW — OF FOR 6AS gRVTQ (PER LOCAL GAS CDAiANY REaMREMENTS) 22. GASSESVCEPERLOpA 6AS Cd/AM'E. ]2C LCKAT CD 6ASMETER 31A PO VE EOKHE EUT.RYAS yIOWHSHWOIIA TO THE ONSESMEYCONTMCTOII SHALL VENFYTHE EIAETLOUnORREFELDPRIOR TOTERHALL TOEa<THE PROPOSED UOITTYENETDKS SHOWN O.OT AMLwLNOIIY CEI FN EEKIEG F THE DESION SHOWN S Iqi ACHIEVABLENS1 NI F.IE LE.ANMENT IDDNIECTON (PEER PRUM.ING HAMS3. ❑ UTILITY DETAILS ADC SWOAKY yVYER aFAM-OUT MR TYPICAL IHYORAINT RSTALLAMN (RR [ITV DETAI IOOA ' N Kmw wfiaYs below. 0 m 37 C a I I before you dig. SCALE N FEET EgEE SEEMO].EECEUIW PIM6FM TRACT IOGTT0T6 MD COMMONS OF PONO6,RMIS V""BRE P SIORDANN, IMILOI DOOOL VI WIOMG MENFRAMM LOOATIDTE AND RVEM MMDN6 COMMONS EXISTING LEGEND WmM.NTPURs RNN,a.oH,. PROPOSED P.0"E.TY INEMGHT OR, WAT ME STORM ORA.N - X-G - cAt sERLAa -X-SS- SANRARr SEWER SFRLRCF — UGE — IMOEK#OUNO FLECTROC SERVICE —UGE&T— LNOEK#dIND ELECTRIC AND TELEPHONE SEKVIQ — UGT — LMDEFAMOUND TELLP E SERVICE _X-W— WATERSEMCE GENERAL UTILITY NOTES A ALL WATER SERVICE LINES SHALL K CLASS S2 DUCILE FROM PPE WAIN! ML COVER .. ALL S1NrtMY SEWER UNES SHALE SOR 35 PVC WITH MIN. COVER C CONTRACTOR SIWLCOOIEOIELETE ANY DISRUPTIONS TO E%6TAIG UTI11Y SERWCES WRH AOIRCLNT PMOPER OWKIM D. ALL EIECERr TELS,,OHE ANO GAS VMNLOMS NCLWNG SERVICE LINES SHAU K CONSTRUCTED TO ME APPR4pMATEUnLm MNF,RNYSPEaFICATHOMS ALLLM9m OSCOIINECnONSUIA NCOO UTEOWRH'., DE3KNATED UTR2fY COMPANIES E CONSTMICnON SNNL NOT START CN ANY RUNG LETILETY SYSTEM UM WRrtTEN A.MVVM HAS KEN RICE'VF_ IN THE ENGINEER FROM THE APPROPRIATE GO-EINmG AUTHON'TY AND CONTRACTOR HAS KEN NOTIHEO.,'-� ENGNEEL F. tM TOM COIS7RXM M OF OROMNECIION TO ANY STORM DANK SANTARV SEWER, WATER MAN OA A'• OF THE ORV UTRIT6. THE CONTRACTOR SHALL ENCAVATE VERIFY RRD [PRORATE ALL POINTS OF CONNECDOA APD ALL LOXM ERO®116 NO WOW CE ENNGNEEPUK AND THE ONNOVOEVELOPER OF ANY CONFLICT a EEdRR® DEVNTRM PROM THE NAM NOTIFICATION LLAL K A LAN A AMOEIA OF A HOMlS PIIIOII TO CONSTMICTOPL CO ENGINEERING AND ITS CLIONTS SMALL K HELD HAPREESS N THE EVENT THRT THE L2OMPACIU FAR$TO MNIE 93DL NOTPECATION. 6 LIRESS OTHERWISE SHOWN. CALLED OUT O. WCIM HEREON, OR WITHIN SP[(fEATIOM5 ALL WATER LINE RET.16 SNML ME INSTALLED WRH THRIFT BLOOM PER DETAIL 31C ALL WATER LME ROPE.EDO.D SHNLL RE .STMIFD PER DETAIL D ALL SAMNARY SEWER PER REDOING L K WSTAELED PER CIETY AM STATE HIGHWAY 5 >�mE CAIO LlEn as- .„ TOTALSTTE"18"0 * 63,]S3 Y\USK WAREA a *"Al E W STAIR. q NLAWIa STA•lf.Ab1G STALLS: 3 TOTA.ARaD AA111: 51 COST. TREES TO NAESBIYED t DW TREES TO K RE11OKD t DRDaIAFIQ MMD3CAIF KCA ELEMs O1M/9 VARD W':2 CAMOM TIEq A UDEKTOR TREES 6 u4kmsn 0 LF OF NDiEII YARD Oums 11VVY S - 2W NFRLL YARD'C 3CM TREES. E UFDERSTOIN TREES.AS9MJW!!D O OF ORM TAD(ALGM6 WEST EWpEm LAZE. 2M RAATERNL REtLRED ARMAND CAMOPVTREES S 3 Wftff RM PACE FOR ADDDDMAL TOM DUE TO DRN446EMUEY EASBABrt RVall SNaIIS � 115 A7PESIMC[ERSrAQ FOR AIDRIOMA TREES DIE TO DRARIABAJTRm EASEEETFIB RAW aUFFEFI YARD CAMOPV TREES 6 6 UNDEISTMTKE3 t1 12 VVAJM IS AI WT MOA LAIDSCAPNED fat VF1ElMM 0%AREAS FOR EACH 1W SaAYIE MET, OR FRACTIa1 TNEREa, a vEMKUM LISE AREA, E saL w FEET OF LNDSCAPED AIEASIINS N FROVIOfD. AMINIMUM a ]THEE SNAL N WCAJWOFOR EACH 350SWW FEET, OR FRACTDN PE ,a REWMED NIFOSGAPE MG fi3A,A60 Y a VFNKIRM IISE AAEA / 100 . 3N 6 % 1 . 32,7S1 Y a AOERICA LAPFOSCAPE AAEA REGAJ D a IMTERDIL LANDSGVE ARfA ARO,KR)S 3�757 Y a a oAC I LANCSCAIE AREA / 350 = 11 FREES REaIMm 24 MATENK R[WWFO /ROVaEI W NOAIION AND AESTHETIC RANTWGS A WN WM a 1 TREE "EVEILY 30 FEET a FRONTAa AS RE01lED IAIa jR LF / V • 63 6 ]TEES REGALED MATFbA AWWED PROVIDE: 6 9141 0 SITE BENCHMARK 401 .r�rosAUF..ert%A.mRNY a uMKAFe NOFN uAdl AARTIa AMnW IeAA MmAIMMIo roV M»p6N� ,-t ��rMuu�vwnr rwRR.mu.AM �lAaamAWDTLARw K SHRUB PLANTING 16� N D . m ti vnoW lg below. Call before you dig. fG1E N FEET MOTE: SEE AROLRECTUMI PIAFB FOIL EIIACT LOCAT1014S AND DOADISUONSOF PDRDES RAMPS. VESTIBULE. SLOPED PAVN6. Tfl= WCG EAALDING LFTIIRV EWINACE LOCATIM AND AOEOSF NRDOG DIMENSIONS EXISTING LEGEND r r [n's. VMea 11RRD W![TRK IARaAmMo t/a!N uMSRaoRM Faa Lm uNR.mRo Tuao.e TREE UST PROPOSED LEGEND SYS KEY CITY COMMON NAME/ BOTANICAL NAME ROOT SIZE REMARKS ANY NOD 3 ANµ "DOA, W rGL PEANTASSIDWM W AO 3 BMW N� W rCX PUNK AS SNONM ONRMNIIV,IeffW—W W rCAL PUWTASSNOVM CA 13 ± W L.5*m NANTASSMOWII AAA%—SNnMIF ftS-PMESIW✓ ® 6B 10 A�R�1 NRM W 15•fAL PLANTASS310W11 O M A 7LLE ARROWMWERTREE 6•W 6N[MiIT PWFT ASSNDVAN AAIMWLE..,%A .lie.ro/ Sa 3 = c•w sML1fiM PLAMEAS SIIaWI Afto SHRUB LIST SY! KEY GlY COMMON NAME/ ROOT Sm REMARKS BOTANKAL NAME * 6 9 EAIII TSa161ER -1®CRASS OYRWBWWNAARalb011alI FOWN1r tall. LGA PIAMT AS SIIOWM • a � OI®W SIASE ]GAL PsaI�RBBRFaRb mB. FTAIFTAS SUFOWIII ® LL AS MUW'BrRR RMaOW TAt4llme' cm. ICML MAMTASSIIDWII O OE 4 RBpAN BBMMM *AW+Mxu' Cm. IGAL FLAW AS AIOWM O NS N 06. Ow.. IGAL MANS AS SIDWN O ON 59 DWARF WRMNG BIFSH LlPF11VRNl RINut'CarpsRut' CDFR. IEMI PIAIIT AS 5F10WN O.... 11 Sob., SItEAmnQ CWT. 16AL PIAIfTAS 51gWN 3A PLAN �Me•�� Q r+F[AAAY•A nor IUAA¢ 1. nrt wr �[� IAYNAlp• FAtr>dTYNnrKRLL IENruacY tILJE Gar ss SOl1D SOC EA£A A' CLEAN T —. OMOOT WETIA/O SEFJ M%35 NI OBARD SI«EDDED FAAOS DYER LAIABC-E FADR GENERAL LANDSCAPE NOTES A LOCATE ALL UTAITES AND SRE W RING CONpURS BEFOW L/IIf1AdiE CONSTAUCTDN BEGINS B MoF LAVDBCAK AFN>1"CT OR DESIBIUTED AEMESENFATNE OF Al IAVOLR DASC>IFJ C PROFI TO AFCT PVVR140. C. AL LAFOBCIPE 10ATEENLE SF W N COW -NAM WITH ME GRADES AFD STADVD6 FOCI MIaeER1' PIANTAS AID 9LAIL COMFaM TO M ' SEGsrwTi E ANY AREAS OMTUFB Fat A E FEA3 M ALROA TO AWL ACOMAIEE OF THE F'NOLIECT 9 BE CONEGTFD BV TEE CONTRACTOR AT LID ADORIONA COAST TO T! OWIIBI F L AAA S M. HDN1OFFTA 3EiN1ATNI04 ASEIIEEBI TRE3: FVFRNL6 AND All 1R1-11EB O A Fl Y OE3/[IIFF.D /aaGATI SYSTDA 5 BE DESEOP" AFID DWAI W BY 1 QATDM OONFRNCTOR. FaN3ATl OENOEA SNAL M RESiVImE FOR SLENG AD ASM:OFYND BACK OW PFEVBRER N AACCORD-CE WITH LOCAL CODES. N. CDNFRW HM/ OF TREES N THE EDSTIl16 PARVAG LOT LYAAAM IIEPLACE ASNEEDED Q LANDSCAPE NOTES SOA ST£EL EDGIHG ❑ LANDSCAPE DETAILS 70A TRFE MAl(TING Sa SHRUB PIANTIMG STATE HIGHWAY 5 TREE PLANTING RIGID PIPE Rn >BmlA,wgTpN uw+ 90' VAN ACCESSIBLE PARKING SPACE STRIPING FLEXIBLE PIPE IN. RPf s a+orlu DAN.In..crmm WH�wWea o��wo�� A�wP®nsNsooNaoo�a F Rix �ww.o svuM wRom+�.m. r®a.m�s •tawnNNp�p�ereNN �. >nv[wvR fA.m RN STORM SEWER TRENCH AND BEDDING .11 WATER LINE & FORCE MAIN SANITARY SEWER a na ®F�wN�..�wi�ANloWn a..omrowlr..N.n IiuwswNiwlu�i m +oc-v, 1WAOiPWLRia®MOIMNPI Wn MYo]v.. utT esP E wwRIRTAN.T+aNN�wMNoaM Nm.mwN,®,R liRNrN'OMNNNtli~IRmR • MY1 NINlNPTAOIARHDAINA .YR[. nWNY wOm IIRMIMMROIAONMIRE R wNfnwMNUN1I.YRLAo :I.Ow N towATY®NIATI®NINNFT No. aV�RNIm m SANITARY SEWER AND WATER LINE TRENCHING AND BEDDING 90' PARKING SPACE STRIPING NOTES: PLAN S roP a DAMP pvlHn DIM aA+voca�v v PfAIDED —� PR MAX E 3T MAY SECTION A -A WHEELCHAIR RAMP IN SIDEWALK AT DRIVEWAY CURB RETURN WITH SIDE CURB R N.s ,NH6M®FYCNMNgR.IWN II SANITARY SEWER CLEAN -OUT THEE PROTECTION NOTES: I TWES910WNMrT PLMMKWTANFD9 KPWMCrMWOMG MIASUM UT TREES MOST WAMYYIACTED 000NSTRLX'nON ACTIVITIES SHOULD K WATERED DEEKY DEMQOIpfxmTRUfTON WITI TEMPOMRY FENCING; . T SAIL K TIE""am ONCE A WEER ERRING PEWDS OF NOT. DRY WEATHER TREE CROWNS 9POAD EE S`AAYED CONTRACTORS TO COORDINATE WITH LANDSCAPE CONTRACTOR WTTN WATER PEMCDICALLY TO REDua DUST ARIL.RAATION ON THE LEAVES 2 THE PROTECTION FENCES MWLL K INSTALLED PRIOR TO THE COMMENCEMENT OF ANY SITE II W CODAT ON CAR EE 06TALLED WTTNN TREE PROTECTION AREAL AN' PREPARATION WONT EEIEMNC, GRIIRIIG OR GRQW G1 CLEARING 9HML K DOPE n TREND.4 REOUNED FOR THE NnM1ATIpl OF UP CAPE IARNATION S' A RE PLACE' HAWO AS FM MIN EIDSTNG TREE MOM AS POSS•IE 3 FENCES SHALL COMPLETELY 9 MOUND TREE OR OUSTERS OF TREES; SHALL K LOCATED S 12 NO IMDSCW TOPSORdNSSNG 6M M TSWH / RD0 9MLL N PER nM �' I FROM ME OUTERMOST LIMNS OF THE TREE IIAN)HES TOW UNER AND SHALL N DRIP UE OF TREES NOSOL6PERMITTED ON THE ROOT FIARE OF MO ME GRADING MMWANED TNRRIBHpT VECONSTINKT10N n CONTRACTOR PUDIC, N ORDER TO LIMITED TO 3 NOI CITE. PREVEPITTE FOUDWMG'. 13 PRIMNGAKPNIVEEOEARMINTSTNATIIRESS. VEIROAAR TMfiNC MID EOLAMfMT ♦ Spt COMACTION M M ROOT 1DIIE AIIFA RESIATMG iRON VENOAM IRMFK ql 41M1 LIE PEACE REFCMf CO16TRUMLIC1101 REf#6. STORAGE OF EOUIPMENT OR IMTENALS 11 ALL MUNNG MR6TRE DONE ACCOMpMG iD RECDGMIffD, MPRWED nAMORRDSa THE E ROOD ZONE OSTUREANCES WE TO GRADE [IMAGES (GREATER M.AN 6 NOTES INDUSTRY IRELERENCE THE NATIONAL MEOMST ASSOCIATION PRUNING STANDARDS FOR On OR FAQ OR MNOIMG, LUXE TREES) V A (FROWNED AIMONST AND SHRILL K APPROVED AND 9APFRV1MD N OWNERS REPRESENTATIVE OR PROPER UNMAN IOWSIFPL C WOUNMTOOOOYDROOR.TM MUM NME[HWICMEWIPMENT 15 DAMAGE NS TR CT OU M/Y NATALL EAPP R USED roCO WNERS EP ESENTA NO DURLNG 0. OiCE11ENTIVRIES RTRIING, ATOALES 91CH AS [IHEMICM navel, NE CONSTRUCTION 5HD.0EFMPONSFDrTNF orAEa REPRESENTATIVE AND CEMENT TR1R CLEANING, AND FREES. ORDERED REPAIRED, REPLACED, TILL COMP06AlFD. 1 EXCEPTIONS TO INSTALLING FORCES 5' FROM TREE DRIPUNES MAY EE INAMTED IN TIE f0TLDWANG CASES: A WHEN MWEAMEPAVINGSMKInkUDEMUTHEFENCEATTHE OUTER UNITS OF ME PERMEABLE PAVING AREA R WHERE TREES AM LOOSE TO THE PROPOSED NNDNC. ERECT TNf FENCE RO ODSER TUN 6 RR ro TIE WRa1K. S WNENANYOF TIE AIM EXCEPTIONS RESALT N A FORCE REIIG CLOSER TIIAN A FEU TO ME TRUNK PROTECT THE TMLIM YITM STRAPPED ON PMMOPI I TO A NEIGHT OF E FEET Id TO THE UM'R OF LOWER IRAROESE N ADDITION TOM REDUCED FENCING PRONOED. 6. WHERE ANY OF TIE A•OWE EIRINIp6 MART N AREAS OF UNPROTECTED MOOT ZONES DLOEM DNP UERTM AREASSIDLL0 K COIEMD WW 1 NOES OF ORGANIC MULOI ro MMEII SOl COMlALTHON. ALL GRADNG WITNII PROTECTED ROD* MOLE AREAS SNARL N DONE W NARO OR WNTI SAAILL EL7PMENT TO MNIMM[ ROOT DAMAGE. PNa1 TO GRADING. RELOCATE PROTECTIVE FENCING TO Z RET U-1) NE GRADE 00AGE AREA NO ROTE OVER I INCH DIAMETER WALL N CUT E ANY HOOTS EXPOSED WY CONSTRICTION ACtPATY LIML N PAINED WITH A ELAN CUT KU94 WON TE SOl IMOALL 1000 AREAS WON GOOD aWIT' TOP SW I MATEY. W EDOSED ROOT AREAS ABLE NOT •AO011EO WTTIIN Z DAYS COAT THEM WTM ORGANIC MATERIAL N A MANNER WAMOH N O PEES SOL TEMPERATURE AND MAINIMDES WATER LOSS M TO EVAPORATIOP,. 9 K" TO EXCAVATION M GUAR OJTTN6 WITINI ME DW LINES. MARE A CLEAN CUT IETYIEON TIE D&TUWED AID UPD6RNRED ROOT ZONES WTH A ROOF SAW M 9MIAR ORANGE FUG( EQUIPMENT TO MNNH DAMAGE TO REMAINING ROOM A, _ _ ITYr I FE CE POST I AEEO WRE OR OWN UN[ IYP) TREE PROTECTION 901E a NAR 1/YII ME SITE PLAN Vj TOWARD DNA (TYPI r TIVIP SORE ri MAR oNx A A (YK LW CITE dl FEAN MEW SOD PSI K 1, � �� TOOLEDIONt CONHOER fTYPf SECTION OF SIDEWALK SECTION B-B WHEN BORDERING PAVEMENT NOES L REaIREDRE6,6 WI_4 XWlMLRENNR 3lM0 ]I'O.0 EAOI WAY MAK NT R SPACING, TILL 6Ff-WLI[W3.1 WWW. •ZS'OC MAY FYTENDLXNTTLLFA FALOFDIH OF Z. ISTALL 1ZZ' EXPANSION POINT MATERIAL AT AREAS WERE PROPOSED W'� 9DEWALM ARUTBDW"SDEWALACAM.MNDd SMLCTM f'.'..' .'T • • • —t----•-�; UONT MAIL TO MEET ASTM D•N 01 D27511 - 3 ti SOEWNR WTTIMI [T NDMT2W-WAY 9HML RE IION#IN1aNfp. A- AGGREGATE ARSE 70um COMPACTED TO EOX STD 1 rr PROCTOA (—I EMNO V FRW EACH SCE O WALK CONCRETE SIDEWALK OO SErnONA-A aw..NlR.ar ral NFrr.wT� nlNNc YMGW' � T SIGN BASE >s I — ACCESSIBLE / VAN ACCESSIBLE PARKING SIGN wm WW.�PPIMRNfRUM uaN~�iwuMrrlE M ACCESSIBLE PARKING SYMBOL Ats Y. IS GUA�D POST r PAVEMENT. TRXFPSE AND LONGITUDINAL ME PAVING DETAILS PAVEMENT M�S SLNIGRAD( Al CONCRETENOTE CURB • OC*-VRM COURSE STANDARD DUTY NNRfEP r \\\\\\\\\\\\\\\\\\\ • 77 Engineering Associates, Inc. OWCIIRAP PEANNEAPS ' AL NlIwT3 A]ZSCenb 0— BW S-210 vr, l6511,52~ REVIEW SET 61i0p1p HNEnn. uA 5'1x 165b 152 1119 NOT FOR CONSTRUCTION PANERA BREAD 631 sY. 7M STREET IIEV DAh SFEET Ala DETAIL SHEET 1 B�-0 s r3z—. an RIP -RAP PAD CASTING: NYLOPLAST DRAIN BASIN NTH DOME GRATE NEENAH R2501 SOLID LID aNrra� BEL7Kt aNNN�aIo.c.RNa - ADE 2-4 2'THICK ADJUSTING RINGS NNae>oroaNA�Nu �� .nn W/MORTAR JOINTS. APPLY 1/2- MORTAR ON OUTSIDE, STRIKE INSIDE CLEAN T r..D am.rP�>am PAVEMENT OR GROUND LINE L..EMMRNURa - ywA.ad"""'r.a.i 16' BARREL SECTION y .w.alrAw,H3+.n w�Ns�IwN. / i i�a �o ..'..ccaacm ,w�w.s+cn�wc 9 / .....a ..•..,. PR CAST SECTIONS W ATER TIGHT GA SKETS AT ALL STEEL REINFORCED PLASTIC OR ALUMINUM STEPS DIMENSIONS MANHOLE TYPE D E F G P 72" 84" 96' 102' K 7' 8" 9' 9" T 18'7 8" 8' 10' 10" IN 86' 100' 113' 119'H 27" 27' 27" 27 TURRET .aN.QArOLF.T.rR3M 1�(A �I1 RBIAA!TYPICAL DETAIL PLAN VIEW u s PATENT No Bso1aL6 I CROSS-SECTION VIEW W a.rr.ur.:mrrr rn o.c.rAa 9� ORwar-w a,w as M: wow mnownAomn.A+Fes rwar.lr ArwawMr.n.wc Nni ,r.� ra�m.uwNPwR r.ra. d USE REDUCTION SECTION FOR ,NCP'No w0-0..m o MANHOLES 60" mNarw+mANNINOPc DIAMETER OR rN30YRA.8 ne raD,. w,O.. Pw. rcwac rraeaDDe. LARGER WHERE 20�M.G,®MRN.Rr1 rwu�r.um.w,H,wc na R°sa.M"v°"°" DEPTH ALLOWS nw m.r.c� uso...,.czm.ax _,w Yn�i• GROUT DRAIN BASIN 4' .. •' aa•9r �!i f `��.' 8' MIN. STORM MANHOLE iYPCAI r6TNUTpN COMPONENT VIEW U S PATENT NO 8.S01016 4NYNri® 51@1 QNIF Ii I.CFi —0cm Nu N ge.ra,ass mT ASS l .aIUUrw 0=NPIT am ..0 RISE SPECIFICATIONS US PATENT NO 6,501.016 11ANVFACTLIRED BY 40CR W 1 STEEL REINFORCED. COED )DINT SECURED MONOLITHIC CONCRETE STRUCRAE (1,030 Las). 2 CONCRETE SHALL HAVE A MINIMUM CODA ESSrA STRENGTH OE10D0 P51 AT 28 DAYS CONCRETE AIR ENTRAINED (4% TO 8% IN VOLLW 3 MAIA/ACTUNED AND DESIGNED TO ASTM CB% H THREE-POINT NCI USING RECESSED LIFTING POCKETS SVRH A STANDARD HOOP 5 SOIL UNDER BASE TO BE CONPICTED TO 95% STANDARD PROCTOR 6 TWO-PIECE LIGHT DUTY GALVANIZED CRATE (34 5 L"ECE) POR 541 LD CONCENTRATED LOAD OR 3D9IW r LNFORM LOAD 7 TWO-NECE HEAVY DUTY GNVANUED CRATE (77 5 L&MIECE) FOR 2456 LS CONCENTRATED LOAL OR 1,404 LBM HT LMVORM LOAD B USE MANSION DIRT MATERIAL BETWEEN TURRET AMC MMETENTI ON INLET sHouT a:,r,TE.-0EaNG BEPAuro+ pTEs ,oaa MD,wara ura uvs No.r+a Duw.srwcnwsrur.. n an w..ane.r e+�Duc+s .c Nr ...oea w �u.mri. nm�a.o�r rY mu nNc rmr m.am. a Nw r-Tee o trt:...srsm. a r.[arr..amPaM. =f—Dr A— icr a.aD r.�mrarrt «rn� ' war�wnc.. urwD«r.wr..rrro.auw.n nootsa • M>e NOrOrrYYPrN MOYwtrRi.riDn OYII[,rMwY rp awINTMIr! 11fGT>r1BOrr[fl � M pfnr Os M wOtl' Iw-.,,ap pOrw«Np, WrNp I4u. ro,a T,a Mln ref pY['@,.nX.YraYlr,r403 r.a,«!f •�r�D «ate vea*rw.u,.o Yoe.oaon.ra.rvr YD,...ra..ry ry r.a snmc,...«ew ne ,mDD a wD®wvu n w.r® oor�i� No Nn v.� wr.wa K rmo.nN. 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Anrs . oro�D°L"v.n e• lw pr.r.r6�lbl�1 m HOOD SPECIFICATION FOR CATCH BASINS AND WATER QUALITY STRUCTURES "TI"� 091DBK10 NONE 9'EC T—TIN AIO DL(TIMALA N ' ,nwrx/ SP-SIN .D.�•r.-a m. r..m..,«. r..�uN o m«....o m..ur..D ro«D. «..�.va.,�o-,aR „a w.u..., .mr ss.�rsro..svo.no....�n..�orM.oa„a..vr.0 m wNrowr:.rDDr wv > oarosr m r.axwm,.w rwa rs� a am.NrDu, .�r..�.t�mwc'mr'.T%'ro �w�w�.�.""o,:°"mr:.�`a:•xo�D :�rac�,�::" �wnu"`rr..:.�: �w'o a' i a,Yw..M..oer.Mv,O.cr.@ormtMro Mrv®rr.crt„r,rL6..oM..[wr+.iaD.Dv.r..w..r..1,D,i.M• BIORETENTION BASIN WITH UNDERDRAIN �� D..w.aesamaranram,.v � mw.suR.rv,rDrr awn�ivinunD v...m, ru.rcavD,.,vr.0 cr.n , mra.r m sauwno� an,.M rsi a.mawcm cre+m rrrc,_m wvsu.t r t mgr.Y�arc,rmr.v,mrmarwcDalv:ro tSwN.rr«DTrre rear arrrc wrrmrra+�.w.uarmrlvsrnc.• BIORETENTION BASIN WITH UNDERDRAIN Engineering Associates, Inc. m PLAYS ST.RL - - ARCTI.ECrS • uvvwT,r.c�,IN >� 202 Cf APYl Mftd. r220 °^ I651)I Zaw REVIEW SET wn°""w° ,Asu as2 vls NOT FOR CONSTRUCTION PANERA BREAD 531 W. 7W SrREES CHAIA1Dd, WEN AIN N7EV W 7E s[E'T Aa DETAIL SHEET 2 'RREV-0' CIO a swP-ci "Big Red" a Curb Inlet Protector _ By ASP Enterprises and Storrn Water Products A'"' lmrrvygnwms BM:. Temporary and Ramble Suluuom far Sediment Cooucd I.wr a.e6ea-r. C.", TINT • Reusable Curb Inlet Protection • Environmentally Friendly J Drops out sediment by dissipating the water cncrg) -Big Red" Filter Advantages: • Easy to Irlstaa • Versalne for a variety of curb Wets • Reusabor and Estr" easy to dean • Made from 901. It ert aec" Materials FIN, SA P-L 1 -114 Red Fdcn e a REt SAKE � - do LR • W .n1 y nfragFb ul tlK cRIR C-eIE7♦aal p6[I Tb— m rn r-kvc to PoI. -,,I— Ngs. no 1alHs' IT /t. Eia*Iy psarc in Im of it. der make cure u Inc in is entetaar. Red ym art DO\'E: n•W /�„ . a'-I-garolach N•1 `.v' rail. LClomp rat rr uHc R tht IA1T {xRfaxT n phase xWAaceaerc n wn1plF a. Nell b, Ifty der 6ni1 frrn dw biL Jtl�I11P 11K rtYl cHf of It. nrT.w wlp +e ftadi• mrnl m the crsmc. d pi.cup dr Md bad ItJHYe 1) fIkd.0h srd-1.vats it vat in a Y.jviilsd era and n o as good ALL IMv. .All c-f d.ac kruro Aid h-lila crmMnc b hake ttx SN"PA I -Big RLd curb mkl ge10c- h. The perfect CONTI" fu all cub Ndn q*dbw a. It nR1ec In V' Icing fox Slaglecab iiM _ .x.t HIM- Irnp1h. Inr ,kwMc c urh Inlnx High Flow Rate Made of Durable High -Strength Geotextile Fully Reusable Made of Recycled Materials 5 M , ,_rcn- 5'LL. ros- AT 6 FT.MAL SPACING HYASx 7D lE5 %ptE]ITILE FABRIC (>0 a "w I) ]6YAOF LOC1nEC n COP e' T4E COWACTNII ZONE Oa FLOW "r T�RUE t2211E • 8 SILT FENCE. MACHINE SLICED t ATF4 Ft Nu TACING RASM DP TES ]]�E teo u Tasac7 wTo, . TOP 7�C, N;. . rtRA, s< FLOW alex F`- .,.E Ft SLT FEAKF_ HEAVY WTY@Z S FT M L"CG STEEL PAST CEOTE- E FAWC AT 6 R. IAA SPACING r �r STAPLES LC ANCHORAGE -RENCH 6A0KFS. DI TAWED IIATURA, SOIL o D.r « c ON 20 Z 5LT "ICE TO BE P.IM � m 2 GN NxNTOUR. gE SOLE /G+A -I m� IN. �' LENGTH CNIFRA BELOR SILT FENCE, PREASSEMBLED CT Vfl SLOP£ .'ju 1 FENCE PER MOOT SPECS. SG,RC[ _LE WIECS 2573 a 35M To P.prT Ane FrP.r 5,-t : w SOPS fRAGE MAA LEA THAN 231 100 TUT 2-Ax 75 FEET 5 -t0% 50 FEET 10 - 20 x 25 FEE GET ATER THAN 20x 15 FEET LOCATION OF SILT FENCE FOR SEDIMENT CONTROL SUE SILT eIa •.EVr TOE SOPS OUTSIDE CF .'.ONS'QLICT P. LAM LOCATOR Or Sill FE%lf Fna .. CON-, WE I SILT FENCE 13 aaema 3-12 ENGINEERING DEPARTMENT NtiATE Ia 5300 RE INAIE a swP-ci "Big Red" Club Inlet Protector By ASP Enterprises and Storm Water Products A.a.p. ENTEPW-RtM. INC roar aeo6eV c• ola iron, Specifications I Infill Material shredded recycled rubber tires 2 Weight: approx. 10 Pis per linear tout 3. Diameter: approx 8- Geotcxtite fabric made of durable high flow fabric with the following prLKT- enles'. n..x.,a Geer M.,t—T Lsw Tc ,Iyaax M eTpI AStM t1'bNl ez'w •a Y3 G! T—& S—Wh ASTM D-32 IT, .vrp `SO fill `RID I er sir." ASIM W5IT 111 .tq M Ilry.e dM fill ,I Bra ASTM D37M P. 440 I FIt— —Y rsdc I,, damnre 0,- --d. fin. --ded el l aTyw,.I.. M 0— Ng ayu,—, ♦ V 1�..s-1 frw fir Miva�-1tIE•1y V 6r amtT . r.rinm• Aa. a•1•�� r b at •la.tar H �..+-.. Avartse id.a.�.z...•..�6.6..r.s.-a....e.a....a.nea.bbe.... ,,� ...e.....�...,r+-a+.c.r.b.r+r+. r.P•.r..•sr r..w..t r.r.. ..f.r.r t 1'-2' CLEAN CRUSHED ROCK P�yF :-MaLDEPTH FOR ROCK y., "vN..eo'4 FOR WOODCHIPS �YDt� MNpk� 18' MINIMUM CUT OFF BERM / 2D TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC MOTE FC c- _ _ Tleidt?•I R00( RC affr I ROCK CONSTRUCTION ENTRANCE RE\RIM. 1-to ENGINEERING DEPARTMENT I .7E wo.. 5301 TIME MIME: Q DANDY CURB SACK CURB OPENING STORM GRATE V. LIFT STRAPS 1 CURB 1 1 FILTER 1 I y 1 I 1 1 REINFORCED CORNERS f 1 1 QO �OpabvJ aWaex PrrtF I I i 1 1 TEMPORARY DANDY BAG INLET PROTECTION , SEDIMENT TRAP MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS. CORCORAN. MN. OR EQUAL �%TC:T+GAO'4 A•Q 57AMI1975 gE51GN LOIDs .> HSNaa R •� o m •.s ere do � - P I Gem HA -a .• _r err �. ]eivst•a'a9eeoso rw PeA• s fop •+' n n'nl 'err of . o s.•s MODEL#CG23 RR,fl7W RATE (MAfOAT I - QNTEP OF Fr7FR AS.SEIR t r G[rrOIM 7 - 7y G �m 8C - )D' FE7EP ASSES@ r 0F1U (1c:14-20a F6Y-FLOW FABRIC NorEs 1, CLEAN FALTER MEDIA AFTER EACH RNN EVENT AND REPLACE IF FILTER �S CLOGGED W+TH SEDIMENT P_vrjVE DEBP'S/SEDIM£"I' rFDM PEC_F-.ACLE AF'E° EACH PAN E'F-NT Yll� CATCH BASIN SEDIMENT TRAP REYrgu 1-10 ENGINEERING DEPARTMENT P1AIE LID.. 5302A FxE NMI[ a re•vT Mm A1eMAeo!rwl ATrrwsa.awlnrmeATw V1 T•a w,•aiaramr�HAo� Nr1M1wrM N�ne��RrAp4d n ¢t ®W VIm`wnto wr mn,alm uw AmOORw+a l�iQfn newt wwlw•Na mru+mNlwAArsewarm ...-atranw n�'wa.r�naaw w�ur n�•uPna *i xr N.a vats. �wrw a•n SILT FENCE INLET PRTECTION .HwLa„s.n,,., " O HYDRANTS SHALL BE CLOW MEDALLION OR WATEROUS WB-67-250 ALL HYDRANTS MUST BE APPROVED BY CITY TIE HYDRANT wAaml s 6E A SPWNG MOUNTED FIBEAQASS Hsoo s' R MAGNET© Mo1ERAlm EMTrn K I.-M 60a (SwR TAPE rAINNIG OVOT LENGTH OF 1aE rTr AS NEEDED PEP ROOT OE�AES EHOSTNG OR E)TIRE S55Q5501,5502 CURB OR GUTTER LIE HYDFUAI HALVE BOA STREET E 2A' MN 2-OR 1 1/2- 3, 2• eNAA�AEL SHALL K � AS REAS��ED 0 PLASTIC rU1PPED a TYPICAL PER SECTION 203, t- t qAC YARD K GATE VALVE Ott 1 1/2- CLEAR ROOK 11111H ADAPTER AND 2 LAYERS R POLYETHYLENE (A MR) a•.1B'IS• S(k C CONCRIE BLD6: MOTES 1. ALL HYDRANTS SHALL NAYS WEEP HOLES. 2. MNMUM 75 COVER OVER MAIN 3 ALL PANTED SURFACES 91ALL BE SUB.ECT TO TWO YEAR WARIENTY PERM AS NOTED N ACTION 2.09 OF THE—TERIMAN SPECIFICATIONS. a HYDRANT INSTALLATION SHALL NCLUDE A HYDRANT MAKER 5 ALL JOINTS SHALL BE RESTRAINED MA MEGA -LUGS MUMANICAL ANT IESTRANT 6 ALL H'EATANT TO BE PLUMB TO YG➢CAL AWS. MAXIMUM AU.OWABLE TO BE 1/2' PER FOOT OF HYDRANT. 7. HYDRANI..- SECURELY COVERED RoN PLASM MAP OR 9A0 TO INDICATE MAT I IS OUT OF UIIOF TYPICAL HYDRANT 8 INSTALLATION NGINEERING DEPARTMENT PLAN No: 1 f,.. 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W T cv) Lc1 � L0 VL N N cu T L inLo U EXTERIOR PERSPECTIVE VIEWS P,*dM~ fl.*~ ,7,M ARM L2 A3001& .._,.,, cm M BNN/ IL _ DM G IEVN G 1 2 3 4 I I I I T.Q.PARAPET I '� - - FIRSTFLOOR 11. ri• 0' au 1 EAST ELEVATION IIµ. - 11-0. - - 21 NORTH ELEVATION ue - r-w I I I T.O. PARAPET tI-tiR® Eo 17•P m ►r�Ir Snt l� rf*dTMt Ofl m Lo O LLo CG }' Z KEYED NOTES cc c (L30 PATIO RAI LNG BY PANERA COLOR: CHARCOAL REFER TO 2WA01 N, BY /T}�• U) TENANT V l U) a31 PATIO SIDEWALK LIGHTS BY PANERA REFER TO TENANT CEILING PLAN FOR FLIRTO ER NFORMATN. M 101 INTEWUILLY ILLUMINATED LED CHANNEL LETTERS. 001101 AND w, INSTALLED BY SION VENDOR LOOBI�ATNgE PBW &C. TD s W 'L` INSTALLED PROVIDE BLOCKING N WALL RRwIMOFlll�ACCESS PANEL dV In MCK31DE OF PARAPET FOR ADCMASWRIPM P4DER SEPARATE li SKINAGE PERMIT) ttcc 1.02 RE PISSNED METAL COPING I Fi/�t DNS( BRONZE , ' J.O.A WALL MOUNTED LIGHT ^ FIXTURE- FDMI ES SHALL BE PROVIDED AND L J V INSTALLED BY GC. GC TO PROVIDE POWER AS REQUIRED REFER TO REFLECTED CEUNG PLAN FOR ADDITIONAL. INFORMATION 104 MAN ENiRANCEMITT I REFER TO A601 AND A611 FOR ADDMONAL NFONMTON. 105 SECONDARY BNTRANC&E0T I REFER TO A601 AND Ain FOR ADDITIONAL NFDNIATION. M T.O. PARAPET aln ALU NL IM STDREiIONT SYSTEM WITH i' INSULATED GLAZW. COLR 2T _� DARK 01dN RE6R TO AFET AA,1 FOR FURTHER NFOAMATK)N 5.05 BRENL METAL AS REDL/®, F946H TO MATCH ADJACENT STOREFRONT \ 1 SYSTEM. ' 9.10 CONTROL JOI TIS) WHEE INDICATED I PROVIDE SEALANT TO MATCH ADJACENT WALL MATERIAL a12 PRE.MANUFACRIRED FABRIC AWNING PROVIDED AND INSTALLED BY SIGN VENDOR UNDER SEPARATE PERMIT GC SHALL PROVIDE 0-mmmo PRMFFrMRMIr APPROPRIATE BLOCKING AS REOUIRED BY SIGN VENDOR . REFER TO SHOP DRAWINGS FOR ADD(T10NAL NFORMATON. 113 SECURITY CAMERA NSTA M BY TENANT I COOIOPUTE ROUT IN LOCATIONM AND HEIGHTS WITH PAI@U CONSTRUCTION MANAGER PRIOR TO INSTALLATION_ G C TO RUN CONDUIT S JBOX 7.14 V DIAL CONCRETE BOLLARD I FINISH PANT CWIOOA REFEII TO SHEET A014 FOR FliRN6R NFMIATION 9.15 JrDNA. CONCETE BOLLARD I FINISH: PANT P102 I REFER TO SNEER AD14 FOR FURTHER FFO/NADON a10 NOSE BIBS 1 RECESSED STAINLESS STEEL BOX REFER TO PLUMBING DRAWINGS FOR LOCATION AND ADDITIONAL INFORMATION. INSTALLED BYTENANT. �� 321 BNLMO ADDRESS SIGN I VERIFY SUE, LOCATION. AND STYLE WARY � M�VVoau 1Om OW LOCAL FIRE OEPARTIENT 1 OIIfCa1RIIHfr 11?FI7 326 STANDING SEAM METAL ROOFING, Ir SPACING . I COLOR DAFK BRONZE 133 INTERNALLY LLUMNIATED LED DRIVE TINLJ SIGN BY TEAT COLOR - BLACK CHANNEL WITH REVERSE PLALOI ILLUMINATION AND WARE LETTERS. Al SIGNAE UNDER SEPARATE PERMIT. G.0 SHALL - PROVIDE BLOCKING IN WALL FOR &ON AND PROVIDE ACCESS PANEL ON BACKSIDE OF PARAPET FOR ACCESS AS REOUIED. SX1 BRICK MASONRY SYSTEM VENEER TO BE PANTED, MODULAR SUE I MFR_ ENOURANAC CLAY BRICK I COLOR. RAF-156 WEJ=ANER { FIRST FLOOR t`._ F2 FABRIC AWNING I OPEN ENDED SLAB I COLOR SU+eRELIA ASPEN. R J V PPWECTION 14 HEIGHT AT TVPCAL a r PRIXEGTON ® DIVE THRLA L . G1 ALUMINUM STOREFRONT 1 z:. 1? PROFILE THERMAL BREAK COLOR DARK BRON2E 1 1' C1EAR INSULATED GLAZINGPPG SOLARBAN 7WEXTE R I O R 0_ (OR APPROVED EDUALJ I REFER TO SHEET A611 FOR ADDITIONAL INFORMATION GPXI EIS SYSTEM I TE(TUN RIE: P066 TO MATCH DRYVIT LIMESTONE FINISH I ELG RATIONS COLOR BENJAMMOORE BERBER WHITE IT�z7 a. —MI A301 �. W.W Yew oft MIF.V oPWA ut eslA BRAN & CAN G Km C. GENERAL NOTES: A B B.5 �c:1 tu) D.5 fit) F G 1souni ELEVATION 1 M - 1'd T T T T T T T T 2 I WEST ELEVATION 1 /4' = P-0' A ALL GLAZING TO BE G1 UNLESS NOTED OTHERWISE. FOR STOREFRONT WINDOW ELEVATIONS SEE SHEET A611 KEYED NOTES 0.30 PATIO RAILING Br PANERA COLOR: CHARCOAL REFER TO 2341014. BY TENANT 0.31 PATIO 84DEWALX LIGHTS BY PANERA REFER TO TENANT REFLECTED CEILING G PLAN FOR FURRER INFORMATION. 101 INTERNALLY ILLUMINATED LED CHANNEL LETIEB. SIGN PROVIDED AND INSTALLED BY SIGN VENDOR UCER SEPARATE POW. O.G. TO PROVIDE BLOCKING N WALL FOR SIGN AND PROMQAOCESS PANEL ON BACN.SIDE OF PARAPET FOR ACCM AS Kam. PAGER SEPARATE SIGNAGE PEFW 802 PRE -FINISHED METAL OWn OMSLPE�k OCKM 3.0 WALL MOUNTED LIGHT POMM FOMM OWL BE PROVIDED RAND PWALLED BY GC. BC TO PROVIDE POWEPIASPOOL ED. REEF TO INFLECTED CE1A/G PUN FOR ADDITIONAL SSgMATION. 8p8 HOLLOW METAL SERVICE DOOR REFER TO ASM FOR ADOITIONAL INFORMATION. I PANT TO MATCH ADJACENT WALL COLOR. 887 DMYE-Twu WIDOW I MFR OUKSERV I MODEL FM42E I COLOR TO MATCH STOREFRONT. INSTALLED BY LL 3M ALUMJM STOREFRONT SYST AM V INSULATED GLAZING. COLA: DARRL BROIL REFER TO SHEET A811 FOR FURTHER INFORMATION. 310 CONTROL JONTISI WHBE INDICATED I PROVE SEALANT TO MATCH EN ADJACT WALL MATERIAL 112 PREa ANUFACTUiED FABRIC A1IEq PROVIDED AND INSTALLED BY SIGN VENDOR LINGER ®MATE PERMIT. GC SHALL PROVIDE APPROPRIATE BLAC1011G AS REQUIRED BY SIGN VENDOR. REFER TO SHOP DRAWINGS FOR ADORIONAL INFORMATION. 313 SECURITY CAMERA INSTALLED BY TENANT I COORDINATE ROUGH IN LOCATION(S) AND HBCA/TS WRIT PAERA CONSTRUCTION MANAGER PRIOR TO NSTALUTION. G.0 TO RUIN C01d/T 8 J43OX 314 P DA CONCRETE BO LARD I FINISH: PANT CHARCOAL I REFER TO SHEET A014 FOR FURTHER INFORMATION 3.15 V DIA CONCRETE BOLLARD I FINISH. PAINT FI07 I REFER TO SHEET 3.16 FIRE DEPARTMENT ACCESS SOX I NSTALIM ADJACENT SERVICE DOOR COORDINATE LOCATION WITH LOCK EN FIRE DEPARTMENT 3.17 FIRE DEPARTMENT CONNECTION FOq 3..1E NICE BRONZE NOZZLE RNLIOYBNLOW DRAIN THRU ROOF. MR 12' ABOVE GRADE BEE DETAIL 84/A701 INSTALLED BY LL 3.18 NOSE BBB I FECEUM STAINLESS STEEL BOX REFER TO KUMI NG DRAWINGS FOR LOCATION NO ADDITIONAL INFORMATION. INSTALLED BY TENANT 120 SATE BILLOSI/E AT ryWT COPAL I MFR TREX COMPOSITE AAM1( COLOR SADDLE I INSTALLED By LL 326 STANDING SEAM METALROOFI EL 1 i SPACING I COLOR DANK BRONZE 128 GAS METER REFER TO PU I BNEI DRAWINGS FOR FURTHER INFORMATION Q®H SRC( MA80ME( SYSTEM VEER TO BE PINT®, MODULAR SIZE I M R, DIDU AMLAX CLAY BRICK I COLOR. OAF-155 M9NMAARANER C MUI SMOOTH FACE CONCEDE BLOCK PAINT TO MATCH "BUILDING F2 FABRIC AMVNG I OPEN ENDED BLAB I COLOR: 8� - ASPEN. Is 1'IIOJELTION 1 C MEOW AT TRICK 94, PRO,ECIMI OMVE 7TIIL/) �91 ALIAMM STOREFRONT I Ez41R•PROFILE 11 i am I COLOR OW BRONZE 11' CLEAR 04SL ATED OLAZM PM SOLARBAN 7WL (OR APPROVED EQUAL) I REFER TO SHEET AA11 FORACCITIONAL SS'OMNUION -. PX1 EFS SYSTEM I TD(TURE. TO MATCH DRYVTT UMESTO! 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I1mK1 �rpT� I i' r j- iv,l DEPARTMENT OF TRANSPORTATION December 21 ", 2017 Robert Generous, Senior Planner City of Chanhassen PO Box 147 Chanhassen, MN 55317 SUBJECT: Chanhassen Panera Bread MnDOT Review # STUDY17-006 North of Highway 5 and West of Great Plains Boulevard Chanhassen, Carver County Control Section 1002 Dear Mr. Generous, Metropolitan District Waters Edge Building 1500 County Road B2 West Roseville, MN 55113 Thank you for the opportunity to review the Chanhassen Panera Bread Traffic Impact study and plans. Before any development can occur please address the following issues. Traffic: MnDOT concurs with the study analysis and most of the conclusions. Restricting the access on W 79`h Street and Great Plains Boulevard to a 3/ intersection and accessing W 79' Street via Market Boulevard from MN 5 would be beneficial. However, it should not be expected that signal timing at MN 5 and Great Plains Boulevard will be reevaluated to give more priority to the side street. For questions concerning these comments please contact Almin Ramic at almin.ramic(a)state.mn.us or (651) 234- 7824. Water Resources: A drainage permit is required. The applicant didn't include Appendices F and G in the drainage report. Existing runoff and discharge rates must not increase. The proposed drainage is graded to MN 5. For questions concerning these comments please contact Martin Kors at martin.kors(&state.mn.us or (651) 234- 7537. Design: The hedge does not show up on either the demolition or landscape plans. Please show the hedge location and note whether it will remain. There is a limited amount of grading on the MN 5 right-of-way where the Panera sidewalk meets the public sidewalk. A limited use permit (LUP) may be required for where the Panera sidewalk meets the public sidewalk. For questions concerning LUP's, please contact Dan Phelps (651-234-7585 or dan.phelps(a),state.mn.us). Permits Any use of or work within or affecting MnDOT right of way requires a permit. Permit forms are available from MnDOT's utility website at http://www.dot.state.mn.us/metro/maintenance/permits.htm]. An equal opportunity employer MnDOT Metropolitan District, Waters Edge Building, 1500 County Road B2 West, Roseville, MN 55113 Please include one set of plans formatted to I IX17 with each permit application. Please submit/send all permit applications and I IXI7plan sets to: metroyermitanps.dot(a)state.mn.us. Please direct any questions regarding permit requirements to Buck Craig (651-234-7911) of MnDOT's Metro Permits Section. Review Submittal Options: MnDOT's goal is to complete the review of plans within 30 days. Submittals sent in electronically can usually be turned around faster. There are four submittal options. Please submit either: 1. One (1) electronic pdf version of the plans. MnDOT can accept the plans via e-mail at metrodevreviews.dot(d)state.mn.us provided that each separate e-mail is under 20 megabytes. 2. Three (3) sets of full size plans. Although submitting seven sets of full size plans will expedite the review process. Plans can be sent to: MnDOT — Metro District Planning Section Development Reviews Coordinator 1500 West County Road B-2 Roseville, MN 55113 3. One (1) compact disc. 4. Plans can also be submitted to MnDOT's External FTP Site. Please send files to: ftp://ftp2.dot.state.mn.us/pub/incoming/MetroWatersEdge/Planning Internet Explorer doesn't work using ftp so please use an FTP Client or your Windows Explorer (My Computer). Also, please send a note to metrodevreviews.dot(&state.mn.us indicating that the plans have been submitted on the FTP site. If you have any questions concerning this review please feel free to contact me at (651) 234-7788. Sincerely, 4--�l Jennifer Wiltgen Principal Planner Copy sent via E-Mail: Nancy Jacobson, Design Hailu Shekur, Water Resources Almin Ramic, Traffic Clare Lackey, Traffic Doug Nelson, Right -of -Way Dan Phelps, Right -of -Way Buck Craig, Permits Diane Langenbach, Area Engineer Sulmaan Khan, Area Engineer Russell Owen, Metropolitan Council Please include one set of plans formatted to I IX17 with each permit application. Please submit/send all permit applications and I IXI7plan sets to: metroMrmitapps.dot(a,state.mn.us. Please direct any questions regarding permit requirements to Buck Craig (651-234-7911) of MnDOT's Metro Permits Section. Review Submittal Options: MnDOT's goal is to complete the review of plans within 30 days. Submittals sent in electronically can usually be turned around faster. There are four submittal options. Please submit either: 1. One (1) electronic pdf version of the plans. MnDOT can accept the plans via e-mail at metrodevreviews.dot6ibstate.mn.us provided that each separate e-mail is under 20 megabytes. 2. Three (3) sets of full size plans. Although submitting seven sets of full size plans will expedite the review process. Plans can be sent to: MnDOT — Metro District Planning Section Development Reviews Coordinator 1500 West County Road B-2 Roseville, MN 55113 3. One (1) compact disc. 4. Plans can also be submitted to MnDOT's External FTP Site. Please send files to: ft:Hftp2.dot.state.mn.us/pub/incoming/MetroWatersEdge/Planning Internet Explorer doesn't work using ftp so please use an FTP Client or your Windows Explorer (My Computer). Also, please send a note to metrodevreviews.dot(d�state.mn.us indicating that the plans have been submitted on the FTP site. If you have any questions concerning this review please feel free to contact me at (651) 234-7788. Sincerely, 4-,�l Jennifer Wiltgen Principal Planner Copy sent via E-Mail: Nancy Jacobson, Design Hailu Shekur, Water Resources Almin Ramic, Traffic Clare Lackey, Traffic Doug Nelson, Right -of -Way Dan Phelps, Right -of -Way Buck Craig, Permits Diane Langenbach, Area Engineer Sulmaan Khan, Area Engineer Russell Owen, Metropolitan Council CITY OF CHANHASSEN AFFIDAVIT OF MAILING NOTICE STATE OF MINNESOTA) ) ss. COUNTY OF CARVER ) I, Kim T. Meuwissen, being first duly sworn, on oath deposes that she is and was on December 21. 2017 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 request for a Site Plan Review with variances to build a Panera Bread located at 531 West 791h Street and zoned Highway and Business District (Bl) Applicant: Panera, LLC. Owner: Chanhassen Inn 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 -ZL day of �LX[ Qm 4,(, , 2017. ary Public Kim T. issen, Deput Clerk JENNIFER ANN POTTER Notary Public -Minnesota s ` My Commission Exp res Jan 31, 2020 Notice of Public Hearing Chanhassen Planning Commission Meeting Notice of Public Hearing Chanhassen Planning Commission Meeting Date & Time: Tuesday, January 2, 2018 at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Site Plan Review with variances to build a Proposal: Panera Bread. Applicant: Panera Bread, LLC. Property 531 West 7911h Street Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the What Happens public hearing through the following steps: 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/2018-02. If you wish to talk to someone about this project, please contact Bob Generous by Questions S email at baenerous(aDci.chanhassen.mn.us or by phone at Comments: 952-227-1131. 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. NEW! Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notif me to sign up! City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews, Conditional and Interim Uses, Wetland Alterations, Rezonings. Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse. affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commercial/industrial. • Minnesota State Statute 519.99 requires all applications to be processed within 60 days unless the applicant waives this standard. Some applications due to their complexity may take several months to complete. Any person wishing to follow an item through the process should check with the Planning Department regarding its status and scheduling for the City Council meeting. • A neighborhood spokesperson/representative is encouraged to provide a contact for the city. Often developers are encouraged to meet with the neighborhood regarding their proposal. Staff is also available to review the project with any interested person(s). • Because the Planning Commission holds the public hearing, the City Council does not. Minutes are taken and any correspondence regarding the application will be included in the report to the City Council. If you wish to have something to be included in the report, lease contact the Manning Staff person named on the notification. Date & Time: Tuesday, January 2, 2018 at 7:00 p.m. This hearing may not start until later in the evening, depending on the order of the agenda. Location: City Hall Council Chambers, 7700 Market Blvd. Request for a Site Plan Review with variances to build a Proposal: Panera Bread. Applicant: Panera Bread, LLC. Property 531 West 7911 Street Location: A location map is on the reverse side of this notice. The purpose of this public hearing is to inform you about the applicant's request and to obtain input from the neighborhood about this project. During the meeting, the Chair will lead the public hearing through the following steps: What Happens 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/2018-02. If you wish to talk to someone about this project, please contact Bob Generous by Questions & email at bgenerous(a)ci.chanhassen.mn.us or by phone at 952-227-1131. If you choose to submit written comments, it is Comments: 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. NEW! Sign up to receive email and/or text notifications when meeting agendas, packets, minutes and videos are uploaded to the city's website. Go to www.ci.chanhassen.mn.us/notifyme to sign up! City Review Procedure: • Subdivisions, Planned Unit Developments, Site Plan Reviews. Conditional and Interim Uses, Wetland Alterations, Rezonings. Comprehensive Plan Amendments and Code Amendments require a public hearing before the Planning Commission. City ordinances require all property within 500 feet of the subject site to be notified of the application in writing. Any interested party is invited to attend the meeting. • Staff prepares a report on the subject application that includes all pertinent information and a recommendation. These reports are available by request. At the Planning Commission meeting, staff will give a verbal overview of the report and a recommendation. The item will be opened for the public to speak about the proposal as a part of the hearing process. The Commission will close the public hearing and discuss the item and make a recommendation to the City Council. The City Council may reverse, affirm or modify wholly or partly the Planning Commission's recommendation. Rezonings, land use and code amendments take a simple majority vote of the City Council except rezonings and land use amendments from residential to commerciallindustrial. • 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. TAX NAME TAX _ADD _L1 TAX _ADD _L2 TAX _ADD _L3 79TH STREET CENTER PARTNERSHIP LLP PO BOX 580 CHANHASSEN MN 55317-0580 B 4 D LLC 555 3RD AVE NW HUTCHINSON MN 55350-1673 BAM PROPERTY HOLDINGS LLC 440 79TH ST W CHANHASSEN MN 55317-9530 CHANHASSEN FRONTIER LLC 3600 AMERICAN BLVD SUITE 750 BLOOMINGTON MN 55431-4514 CHANHASSEN INN 531 W 79TH ST CHANHASSEN MN 55317- CHANHASSEN SHOPPES LLC 5200 BUFFINGTON RD ATLANTA GA 30349-2945 CHCR LLC PO BOX 1038 MASON CITY IA 50402-1038 DOC-300 LAKE DRIVE EAST MOB LLC PO BOX 92129 SOUTHLAKE TX 76092-0102 HOLIDAY STATION STORES INC PO BOX 1224 MINNEAPOLIS MN 55440-1224 KINSALE OF CHANHASSEN LLC PO BOX 404 CHANHASSEN MN 55317-0404 NEW CHANHASSEN HOLDING COMPANY LLC PO BOX 100 CHANHASSEN MN 55317-0100 NHH LAKE DRIVE LLC 7455 FRANCE AVE STE 351 EDINA MN 55435-4702 PALUMBO REV DECLARATION OF TRUST 6200 OAK TREE BLVD STE 250 INDEPENDENCE OH 44131-6943 PRIOR LAKE PROPERTIES LLC 4 WEST BAY LN NORTH OAKS MN 55127-2601 SILO BUILDING LLC 356144TH ST W MINNEAPOLIS MN 55410-1359 SORENSEN PROPERTIES LLC 12625 58TH ST MAYER MN 55360-9615 SOUTHWEST TRANSIT 13500 TECHNOLOGY DR EDEN PRAIRIE MN 55344-2283 TOM -DON REAL ESTATE HOLDINGS INC 2810 W LAKE OF THE ISLES PKY MINNEAPOLIS MN 55416-4338 TWIN CITIES & WESTERN RAILROAD 292512TH ST E GLENCOE MN SS336-3368 VILLAGES ON THE PONDS ASSN INC PO BOX 404 CHANHASSEN MN 55317-0404 VIRGINIA S THOMAS FAMILY LP 226 COURTLAND ST EXCELSIOR MN 55331-1728 VOP I LLC PO BOX 404 CHANHASSEN MN 55317-0404 WHEATSTONE RESTAURANT GROUP 250 EAST LAKE DR CHANHASSEN MN 55317-9364 B 0' 1 EAST ELEVATION d t 2 T T 8 ,pa -lT :a v #6038 � FR51 f100rR r. � 1 . co cr) N Z w8 KEYED NOTES10 e0 nrM.r �MD»Fm.W w,an �.n CU (;F In cn ne..orD.r• �^ usarWwn.wR.oc,� .uroMere,MD,e.rm.rw�ow � T Y D.5 V) 6.6 0 A > Iwleuw,wmFawD,rr..■ronoeo..0 l U DQlM.4MId1.DOle1.>MOMWro4 7 7 ��nn �eroRwa,wwrieR�wr.en,o 1 ,m —__ i1 ennwlaenlwwrour ro rn raermw.. 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Y x Q Co x J EXTERIOR ELEVATIONS A301 1 1 tPULEW10 (� T 21 H ELEVATELEVATIONWN 4r T T GENERAL NOTES: #6070 Z:. .1 KEYED NOTES 29 .;i '' 'a•.ce.r^caeca �n++ i. � �n n,�w,o'r LAJ LLJ LLJ CL) co „moLLJ an EXTERIOR ELEVATIONS A302 #6070 _M i 01 View from Access Road (East) 02 View from W, 791h (Easterly-01) 03 View from W. 79th (Easterly-02) 04 SouthEeet Corner View 05 NorthEwt Comer View-- JKZI 061 View from W. 79th(Westerfy)-- 07 Mew from Highway (South) 08 View from Highway (Southwest-01) 09 View from Highway (South West-02) ti � M M � CD L0 2) Z w f� Urn U) N L � � C mL0c-) rrsw.e...r. EXTERIOR PERSPECTIVE VIEWS A300 eeea c ®!lL__ ,.r I I EAST ELEVA710N_AM_ +x . I%W Iv- f u #6038 o= .-r so— Zo 0 cc o-: r t SOUTH ELEVATION_ Realistic „• - ra 2 WEST ELEVATION_ Realistic owl #6038 0: Q Z.� `adz H U ccL C 05 � �~ 3 ycc mLf) U ELEVATIONS REALISTIC, CONT. A305 wT1 1 2 T O VMMET 1b.P 2 NORTH ELEVATION . ,M -rd C3 F (4) 5 6 7 8 - -- - T O. 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Rc.ay.�.»,nn,n,.wcw EXTERIOR ELEVATIONS A301 _ql VleWfTomAcc-s Road (East) 05 rv-1hF-t „„N, Vi- 091 Vbw from W. 7" (Eeete %tM_- i 04', SouthEest Comer View t �Ir; I11(1- n' vu.w f 4hgt—r I'.<n thl Dncrigbn ilk Vu.'r+h,an High vrw i' <,uRlwr..d Olj I T j EXTERIOR jl inn& I1 PERSPECTIVE VIEWS 09 View from Highway (SouthWeat-02) --- .a� d A300 0 SOUTH ELEVATION GENERAL NOTES:!r ^O^ V ^ Z o KEYED NOTES -= 8.6 D.5 l e/ F O lwlleanaaoarwwer I I l l a. r+nfwuuuwnelsalwalmw.afMfrM , ..nuswfwlfaauewf.w+mwn��om -, � rrfllrs RIIP,1011ra0afMfa•f4�flfaawln . TO. PA —ET I.,m Mwn nnw Ord _1 r....�roaaM 1 nw aww.m K%�P .y ln�wlflaMlalYnlaafraflfrapinfM ce r a{Mw.YI IRII— 01pFp1aINM1•Rlfalm _ lw1af11glKalwwaat � t mfMC. ooaa raw mrn rdl.nallOMl jwnrowrdrnoGwrwumaa ,...,.... '� e e ./ `� - (SaX'n;• „ .f .,,:, ..r.f. rt �� _�rN9M�0.m.�n,l�n. �wrrrib`�1b�"°W1Yan� � 15 Apex .� •. ur. m+ortnwrw,.w l.r. wn wrmul1oerro .�'iq.�w ..wr«w I wTelro r.xe. _ near rwoa All, •,• ti ci � . me"aiiir m:o . 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I FIRST FL(" i EAST ELEVATION Rmlistic ,W - "o I 2 NORTH ELEVATION Realistic #6038 Z. 2 0 .A . d ELEVAMNS - REALISM A304 —— -- wT T 8.5 21 RDRTH GIMATION --- TT T,Q,►MAPET `l KEYED NOTES > caawwrwwsdrll.Mror,wo.wrla > ruwrwoiane„r nr..�wwuma�..mw ro�r„rollru,nwwwwoa >r carincwnnww�..,o1.Db.YMnrown, wrww. >re ne�s�.n,..orawcw�wanos�o�vor�rrww .w ,euoon uuw �w.w>.,ww. ee w4.ors 4.wowwr[�Cf .NI/OI.�IOM/MNEORII�eIW dMprlY rOl>EOIPOLN IAM,1011 •a naw+•rwrrMauowrwr.�. � rrua>oo»wum.w�>aat a, wmun�eurol�.�r,nnowmrlr.wn .oi.�r,on .r .woven �auwolnfrwrnmlwrowar >r wl�eeawn s,MUU�M�..,lea,row,r.e wren r.s�anw ��wew re,w� eae I eewea la.,w, wewvwe" rw errw+oane. rrsnon I mn, ene a, ual�w�a�u wrworri w�n,��[�� once. � vYae uaw wnMrz rwrn. Ga rwl ., we%erwwns,ea eaoulM�R e.rre101w,tl.r%aweeil ma..,aM n r�cnwM,l ne„ugmeYl�an�..,�•.exM � �� Ir.. vreoa�lneew>wY+l a mriemo"Irr•arY,Ya>�rron�wn wo�auww � mm,�r reu,ule..�mu�rtr.,n�ro�e+wicwu ' n ren l rn.ue m m,u l a.rs..�..,..� #6038 o o co oC, Z � L � U rn v, a.rw�w,wn,rr -- IIr� 0. o_r EXTERIOR ELEVATIONS A301 tl A I T180LRH ELEVATION _ —ire - ro 1 I -►MN[T 8 WESFVATION 40 4 (3� T T T m- stall @R2AD. A ' GENERAL NOTES, KEYED NOTES .,, rtumfa.urwowoew °'w W.rtom�e.crwiwao>t f �irworwMrlvrtawtwil ro0e. fff�la0.artn rt p�W UFw f ffMwfYfUWTN. fr ♦rtal rr.kw•nr srNrrr to W,M r .p�w.MwuiwMnw.rti� _ wrf wMiwn�Mn �_ Nl�a��v°LwW�Mtod �ierer�m lrerfrwn�rwffr�aw. a,f qunnrrouwnruofn,wfwrloouu.fn wai°wN �roMrW ��ro1N�rf MOx �� wr yDowoin°p1Mo�f� owwooa lrwniro •r wme>•n°nlwln/w rwnna lrwwroer�t fisr. awrur,wnawfrfrow wu eowrw,wrw°n°w eof �Mwfmf°.wow,ws+nr mwamra°wnrnu,wwm,wu�rwoenw,ffsrt. r rw[ov.w,fewraonea,cw v°a wrf Y�W[°wWL�� N+,a4MlYRFLL woaf.fM,i II IROIOwrIIw°O �1Rlt ffm A n1rF fn pyfnfy Ygl,°C°,p1 MIDI°iMMLN01WlOIl MfW� ryrpWrr. f^ �pq°w�It wr GYvaawwL Iwrw naoawsn qrM 1 afoo°Ifrr.W°onu wrppfwl ff,Y w0°nfa ri Vbwl I mow ouf u �@ afw rr6�.r�T ro nufso o�efls raw Mr�a Rr Yf%IWo•wn'm,M waoufNrml u frarwfrffw�'f✓r,a cur�far� sewrw +wort oun wreorwnrs mwA[rinaotfwMroWra ffW fudrw n wiwolrwxeaefwlaowrr su�nu.rnrr.N wr M1llfifY r,owenw, I r.. Vrrr,ofriJ I r,ewW wfw I :.aW,�w � roWr�ww.fr,�rowfrMr, ,r�n.. roW,a�w�rr�rowfr�w� �-w is M O L0 H � L (Q — C U 55 °; L t Lo U a.wra.,wrnrr EXTERIOR ELEYA7M A302 tea — m 21 WEST MEVATION- lK-re "Ol Z ° YOA o;ce Q �! LO �L C N ca L as mtc) U ELEVATIONS - --- -- REAUSTIC,CONT. A305 M W� I I EAST ELEVATION RMM �w-ro ERA BREAD ELEVATION RNhtle yr . r. nr #6038 co M � � Z WE cc C L I J9 Co Lo C) ELEVATIONS REALISTIC A 04 QQ/�/� u.n - rvxs �xs` -Q1 VNw hen Access Road (East) 0% V*v W.7YRtlErtp-1141)_-- -I lmuiL-1 I 00 kom W. 7M (EeeMr1Y-02) . __.---- 04I SouthEast.Comer--View 051 NorthEast Caner View - ply 07 Maw from Highway (South) 09I View from Highway (South West-02) #6038 Z a.f o- oe� te04 y EXTERIOR PERSPECTIVE VIEWS A300 eea. S§TE DEVELOPMENT PLANS pQ nIVIL��3Q o �3/��lD 53V WL0 79 h ST#W/F)F� GENERAL NOTES: A TDPOGRAHLK ROUNONIY SURVEY, wON aUNG PROPERTY URNS. UFGDESCIAM,, D=NG UOLIIES OH SOE TOPOGRAPHY WSPOT EUEVATIONS, OUTSTANONkt G PM41 FEATURESND AEXSnNG STRUCTURE WcATDHS WAS PRcYOEO KM r� FouLaw CONN.. AS A CONTRACTOR TOM SELIERATWNEA TONOLNNY-. mpEASTORN LAND SURVEYING. w[ 6750 STIILWATER Kw N . kRTE Rl STEL VATER. W SSa1 PRONE BI 2I5ESE9 M ENONEERMG AND TTS ASSOOATES WILL NOT E HELD RESPONLEIF FOR M Mg1RA(Y OF M SURVEY OR FOR DEWM ERRORS, W 04tSSIOS Af kRT VM FROM SSMEY IIIAELl1RR l ALL PHASES O SUE WORR FOR r1 POW CT SHALL MEET OR EMCEED THE OWNER! DEVELOPER WE WOW SPEOACATONS. C CONTRACTORS E RFSPOPMU FOIL M KMOVAL O E]OSTNNG STRUCIMS. AUTC UnUnEi FANN6. UNDOtGROUND STO ACi TANG AND ANY OTHER EIEEIM MONCAIAEIRS AS NOTED SEE S TE WORA SPEQFICATOW 0 OONTIUROR G TO EMOW AND DGPosE O ALL OE9R6. AUEeII AND DTE16l WTNAIi REYATRO FROM NREN NA AND CURRENT DENOUTON OPERATIONS DOABA WU K w ACCORDANCE \VIM ALL LOCAL STATE ANDUORR RDEAAk REGULATIONS GOVEMRG SUER OPOUTONS E. M GENERAL CONTRACTOR WILL E HELD SOLELY RE PONSW FOR AND S MUTAKE ALL PRKMITONS NECISSARYTO AVOID PROPERLY DAAAGE TO ADIACENT PROPOM DINING M CONSTRUECTON PHASES OF TN, PROECT. F"MEA M DEWiNS REPRESENTED w THESE PLANS AN IN AQUApANCt O — EM6MEEBNG FORM OBRG N FUNCTIONS AND L15L5 RTEDED W M OWNER AT TENS 1WNE. HOWEVER NEITHER M ENGINEER NOR ITs PERSONNEL CAN OR DO WARRANT THESE DESIGNS OR PUNS AS COISTWLCTED EACE PT N M SPEOFK CASES VW ENF M FNGMEEA NS M AND CON TNOS M P.W- COP*TM1CnCP1 ON A C3NIUMULWO IS MSS ATM SM G SAFETY NUDTICL TO CDMTAKTOR w ACCORDANCE WRH GENERALLY ACCEPTED SHALL E SOLELY AND COMPUrM , MSPO PEKE FOR CONOTIOS OF M AN SETS. MCLLONNG SAFETY OF AL. P IS Ar0 PROPERTY "M PFMOR AANR OF M WORR THS KOIKEMENT \SEMI APPLS COTWUMSLYMDNOTELAA DTONORMALWOACNGIODRSANVODSiRLATON ORSERVATION RY M U494 1 OR M COHTAALTORS PERFgNAN[[ G RM MDEOED TO i NCLUOE RMEW O M AMOK1411 OF THE CONTRACTORS WM WASUK$, EA ON ON NEAR M CONSTMCTIOI LIE. ALL COSTBATON w STATE NOPNAY WANAENT NGHT11f-WAY LNNL K -OROwATED IMTN M RRGHWAY DEPAKrWW RELOEMT ENSPOEM WETLANDS MOPE'. ANY DEVELOPMENT, EXCAVATION, COISTRUCTXRN. OR FRUNG M A US LPOSSVALS7706 O[SGNATED w[n.ADG=AB TO IaCAESTATEAEIDFEDERAL RPPRQVAUS SA D N Y VIOLATION VWCOWRY ECT ALL ED RRL KOlLTY THE AND" PESTRK110N5 AND ANY VIOLATION WILL E ELOP R TO FEDERAL A ANLT. M COWTAACTOI SHALL HOLD AL SS AGQ EVE10PE3L THE ENC#EEII AND THE LOCAL GOVFNNwG AfiFNLE$ HMMESS AGNIST SUOI VIOLATION. REypEWT ENGINEENN6 SEIWES WHBI REQUESTED BY M OWNER IWMOEM N M ENONE06 (PR A TORE AND FIECLR L RAL,1 ACRPTFdE TOM CRY ENGNEEA FOR YFRWEMENTS TO FUIUC WATER MANS PUS UC SEWER AM CRY STREETS, ATM CO►llET10N OF CONSTRUCTOR, M DOWER SHALL CENTi1 M COSTRUCTON TQ E w coARP- KE 1MTEI M PLNB AND, 9EO4GTOS TER, WOK W K ATM DWNERIDEYEIOPERS CO ER EMNE AND SHALL E COONC I HIED WON M ENGNEBIMG ASSOOATTS MC O W E M CONTRACTORS RIV0 60TY TO Ron" THE NFSCENT ENNGREER OF ANY PRECONSTAURION / CONSTNUCTM O]IEEADO iS AND ANY PUNK CINSTNXT10N 24 IXMS PRIOR TO SND ARIQR. FLOOD CERTIFICATION: THti PNOPEM LIES V T M USEMDOED LONE C, AREAS OF UPSMAL FLOG WAi. AS SHOWW By THE FEDERAL ODIH/1R MANAGEMENT AGENCY. NDOO INSURANCE RAIL M RATE MAP FOE OTY OF CKANIASSM MIEESOTA COMMUN Y PANEL NUMBER 210151 COOS 9 EFFECINE DATE MY M 1" CHA NHA ZZEND RN FLOOD MAP TAG PROPERTY LES Wni M UNSFWDDED ZONE C, AS SPOWN Rl M FRW CQMRiR1/T PAIEl iWRRER 110151C005R FFFERNTDAT AA11.I9A 0 R SOILS MAP VIVINI IT MAr APPROVED DATE CRY OF CHANHASSEN EULEY PURGATORY BLUFF CREEK WATERSHED RESOURCE LIST: ENGREER A'E0. STEDHME LEAF. PE l MMRT Kw OIANRIA.&AW, W SS317 951 1171165 mvnMla-NNRMNAn.—. ENGINEENNG/STOIN W ATER T>QI 4MN1T Kw W SS311 951-12" 1%-11314 YmaR�e. FNANr W NNAn.RR.R.0 R RATE AANENSON ]RANA w K CHANHASSEN, W 55317 IL39 951.53] od Y++neLonitl qunMuemm�.Ry IINRRNG OPM3MENT 7100 NANOT Kw CHANHASSEN. MN 5531, 9S3 111-,13, WATERLED RGF'C- KUFF CREEK CWRE ELESEK 1A500 M . M ' SUUE iS00 EDEN PRAKE, MH ss3 M-W6511 PLAN INDEX: CD COVER SHEET R EROSION COOAOL NOTES S R DENWDDHPLAN In UTRITYNAN DEVELOPER: ARCHITECT: CS Sm PLAN 0 LANDSCAPE PLAN PANERA LL[ ARIVERDN, II3C O 6AAONC PLAN CIO DETML SHEET 1 3630 SCuTH GEYER ROAD, SURE 100 ST URRS M063127 195C pWG RDAO, SKIP 300 ST LDl1R5, MO 633A6 CA EIRDLON CONTROL NAN PHASE I Cll DETML LENT 1 PRONE 31A9w-16RH ESCAPER MRNMD PHONE. 31"15-1115 MA F'Hf W HINQNCLRFE 0 ERMON CONTROL PLAN PHASES C11 DETNLSHEET 3 SA OEVELOPMENTPADIECTMANAW V-..N 11FFEIAACV.COM O EAOLON CONTROL NOTES I CIVIL ENGINEER: CEII GHEENHG A5500ATE5 ANC SUMS RNIRF POIMiE Kw, EIE ROTA HEIOFTS W SSIM PONE, 651R l F CITY OF CHANHASSEN NAN CATCHPOOL RE. OfSE �yF 1 RECEIVED Engineering Associates, Inc. FEB 2 12018 ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS N ENVIRONMENTAL SCIENTISTS 101S Centre Pointe BN , Suite 110 Phi (651) 451-BB60 CHANHASSEN Mendota Heghts, MN 55110 (651) 452-1149 P LANNING DEpj r Arkansas * California * Minnesota * Pennsylvania * Texas T/79PS 10 22 AW co Rom., EAUTION uDERGIIOGND URl1D6 �, s �SE�CH�A��RN� ate` e"�'TYN°N.miPA°N.�Im :mN aw NrITO NFrNPwNHrnTw D m RD b Know what's below. CalI before you ft SURE M F[ET EXISTING LEGEND RNRN[iN cORo� q.l.RO NI.NEAY.N r m.PYR1t N �R GENERAL DEMOLITION NOTES A TIE SITE WORN Fop NIS AVER S MEET OR ERCEED RE'ONMEAS STANDARD SIR WORK SPEOFKATVVW M. CONTRACTOR SNAU. RE IESPONSItf FOR REMOVAL OF TIE E9MTING STRUCTURES. ME TED UTREDES, PAVNG. UNDERGROUND STORAGE TANS AND ANY OTNEA Em nW IMPIIOVEAENR AS NOTED SEE SITE WORK AEORCATIONS G CONTRACTOR, IS REAJM AND OSPOY OF ALL MENG, WOW -0 0TNE1 MARRALS RFSUIRNG FROM AEVIOVS AND CURNENT DEMOUTFDN OPERATOR GDRTSAL WRL RE IN ACCORDANCE %" ALL LOCAL STAR AND" FEDERALM tATICMS GOVERMNG SUCH OPERATIONS D. NE GENERAL CORTRACTOR S1W1 TALE ALL PRECAUFROILS NECESWI TO AMD PROPERTY DAMAGE TO ADACEN' FFIOPERO[S DURING THE CONSTRUCTION PHASES O TNM ADIECT. THE CDNFRACTOA MRU RE HELD SOLELY R6PONSWE FOR ANY DAMAGES TO THE AOAQSR PROPERRS OCCLMING DURING THE CO STNICrION NAYS O 11NIS NIOIEC. E. E/KiEERS NOTICE TO CONTRACTOR Ni CONTACTOR G SP owkiY CAUTIONED RAT TN LDCATFOI ANMOL ELEVATION OF EASTN6 UTMITES AS SHOW ON FNESE PLANS IS ON NiCORDS OF THE VARIOUS UTXM COMPANES. AND WARE RE POSSME. MEASUREMENTS TAATl1 N TIE FEND TN NFOIMATIONN R NOT TO N MUED ON AS RANG EXACT OR COAELFR THE CONTRACTOR MUST CA TIE APPROPRAR U IjTY COWi AT LEAST AS HOURS REMOE ANY EYCAVAT TO REQUEST EXACT RELD UO T DN O UDUTES IT SHML RE TN RESPONSNUTI O THE CONT 04 TO RDOCATE AU EIDSTNG UnLMES WHIOI COfUCT WITH THE PROPOSED IARHIOVUENTS SHOWW ON ME PLANS F. CONTRACTOR TO DEMOLSN AND REMOVE ALL EYEING WATER AND SANITARY SEWER SEIIVICE UNES FROM THE "UNNG TONE RIOPFRT'IUNfSS G. CONTRACTWOMNER TO COOROMATE WRN CRY SATE PRIOR TO REMOVAL OR CONSTRUCTION O TIE SERVICES RE,ANORE NSNERFO6 AND TRAFFIC 03IT DN W ] STREET PRIOR TO SIR DENIORIdI AND GRAONG. O DEMOLITION NOTES IRA ER6TNG TO ME REAghD. In EXISTING TO ME REU]URD. IRA URSTMFG TO REMA IN. SIR UMFTS OFSAWCUT AND PAVEMENT REMWAL SID PROTECIENSTNGSTRUCTURESNND" MMEMUMNG MAICUTIONIWD CO STMKTION PHASES. ❑ DEMOLITION DETAILS SOH TREE NNFTERION STATE HIGHWAY S i:� E 1=AAitP� 1C)i 5 s6g's'vo2 %, \\ ZNET t 1 A73'28'38"S I' 156.68 jl "6'ZrJr 83.19 �S�Tro�E�CH�ARK Q , x: Know whays below. a n n before you dig. SCALE N FEET NOTE: SEE ADHTECTURAL PEAKS FOIL EXALT LOCATIONS AND DIMENSIONS M /ONDIES RAMPS, VESTIWE. SIOMM PAVING, TNKR DODO, NiONC LMUTY ENINIMCE LOCATIONS AND PRECISE NNDNG OINEMIOIS N ❑ SITE DETAILS 01A TYPE A CONCRETE CLAE AND GUTTFA 03D CONCRER SIDEWALR 03M WHEELCHAIR RAMP N SOP— OSA GUARD POST ON STANDARD DUTY As —,PARING Oft HEAW DUTY ASPHALT PAVING DEC HEAVY[NM CONCRETE PAVING Og ACCESSIBLE / VAN AO SINLE PARIONG SIGN DW ACCESSNIE PACING SWMIOL IDA TRAFFIC FLOM ARNOW LIN PEDESTRIAN CIIOSSIIIG SIGN MA CONCRETE SIDEWALKPER CRY DETAIL S2141 TE WNEELOWA RANK IN SDEWAIR WTH SO CURE EXISTING LEGEND �,n, IPRIRIDARAONi+.c IARI.NIMNDNA.N,Y �� I.e.loo.oFwvlK LTCNonAonNMkM RHNwANNFRm :lam �HTnNw- ;YN�.,a • r T n®IOle td PROPOSED PROPERTY UNE)MW OF WAY ME COMCAETE C1R11 AND GllRE1, SEE DETAR O]A WRDN6 CDMNOE POINT ONIOPDSED 1 40", ' ... .. W TS OF 9DEWAEl6 M AND CONCRETE AONS (PER i,) ANON. RAINSI GENERAL SITE NOTES A ALL DMEN9M SHOWN ART TO TM FAQ OF CEIM ENIESS CTHERWS NOTED N. ALL DEAR ETENN ARDN SHALL EE 7ON 1O, AS SHIOWM TE*ICx ON THE PEAK "N"',OTNDMASE NOTED . C UNLESS OTHERWH SHOWN.CWED OLT ONSPEDFED HEREON OR WEEMN THE SPEOPICAWTS ALL DIM AND 6 /TTERADI4 QNTTOASPHKTPAHNG9 I4 IEN67 1WE0F91DETALOU RAVERENTSNALL "N"Al1EDM M RAl ACCORDANCE WITH TAN. l PARIN4 LOT STRPNFG NFQLAREG ADCESSNLE AMID VA ACQSSINE PAW SNAIL N PRINTED PER THE RAN. D ALL MINDING LOT SIGN NAW AIPEOOS SALL N M AUED PER DETM IN F. ALL ACCESSNIF PAADNG STALLS SHALL HAVE SHGNAOE INSTALLED PER DETAIL 095 F. THE PAVING CDNTNKTO SHWI COORDINATE WITH! TEE LANDSCAPE AND IMIGATION CDWT OAS TO ENUM ALL SLlEVNG 6 INSTALLED PRIOR TO PAVING G ALL PAVING, YNQADE PREPEMTIDN AND EANTEAM OPERATIOS, SHALL CO1FOtY TO THE ECWUENDATIOLS W THE GEOTECHR REPORT PROVIDED IN ERNN INARTFC COPO'A"04 NOIECE NUAREEA EI 702295 DATED RAPE 22. 2017. H COMRAROI SHAD ENSURF THE MOST MAEM CRY DFTNIS ARE USED PRIOR TO CONSTRUCTION I A FAIRED USE PERMR ILUP) SHAD E PKNDED FOR THE RINK SIDEWALK COINECTIOII PRIOR TO RECORDING THE STE RAN AGREMENT SITE NOTES 029 TRANSFORMER PAD (PER EUC CO. ADNR ARCH RANSI 02E TRASH DUIAPSTER ENCLOSURE MER ANKH PANS). 12A INCH TRAFFIC ALLOW LANE STRIPE (SEE LENGTH INDICATED AT SM004 12D N INCH WIDE PUNTED YELLOW STRIPES 2,0 FOOT 04. • 45 DEGREES M SIE NUICATEDAT MIMOL) l2E PEDESTRIAN EAOSSINW INUH WIDE PANTED YELLOW STRIPES. 2 0 FOOT O.0 0 45 DEGREES ME S I INDICATED AT SYM901.1 20A EMQ/RFSIQF CLEANS PER LOCAL COOS TO MATCH D�TNG ILA TAPER CIRRI M"ATDHELST"" 21R TAPER DIM FACIA E NOES TO O PNCMS OVER 2 FEET. TDA M9N BOARD EPEE ARC. CLANS). 2TN MEMIC/NOPY(MR ARCH. PlASI JOC PREVIEWNOARD(PER AOI. FIANS). MAR (P CLEARANCE PEER MID, PLAINS, TDE DRIVE-THRU SLCN (PER AMEN. PLAF61. TOMTNW PAVEMENT IAAAG(PER A". PIANSL JOG DETECTOR LOOP PEER ARCH. PLANS) C . TDN RAPPIQ{IP SIGN PEER ARDL RA16I m UGM POE (PER ACT. PLANS)- TOI NEW SGN MOINTED TO EMSTNO WAFaES IPER MOH. PL N% 7M 24INE SOLIAND SEE RADL MOOSE G00-9159. SNFAQ MOUNTED. POWDER COATED NACA (W W W THEPARRCATµ06COA10N APPROVED EOML 7 0M TTAL, DECONATNE METAL FENCE STATE HIGHWAY 5 N- NYLOPLAST STRII[TLME NMVE TOP. 17W NV U.-F9N:n L .-1 i IM" 6- PERFORATED DRARmu I ELSE MN IEMF IS' PVC � 11f 36• NE11LAST 57--ELIRE IEEIFYS TOP Sm50 NV=w 10 SRRI.9I110 BEVALLSIFOIR ON DUTEET NE AID 361IC3b1 SA 44.1 NiRENST.UCTAE y0SEPS 19�N c / � J ORA "ELE 41.5. — EG 950.3Y / - / - >0 PRGPOSED ORNILAGC AMD UD,fiE EASEMENT K, law Il- IpIII 10. NV•9F6C 0 SRE BENCHM�RKw 0 ,r.N Tv AUT a r.,AnlNn ULWtu+lTni STORMWATER SUMMARY TOTAL PROPERTY AIG • iI.A25 ACRES OR 61.0]] E 'OTAL OWLMED AREA . i I X ACRES > I TE3EFOE A NOI PF3.RT MILL BE EEOL)WO PRE PEF MOLLS AREA • C.4 AC PNE MPEpVOLA3 AREA - I Cps AC POST PFRN AREA • 0_SS AO PEST .FIEpvoA AREA • cmAC PEAK R.PFOFF RATES OEM NAE ME PAST 2-YR 033 1— 9.03 (157 fOOYR 15.30 63E l0DAY5NOVEMEL D76 0.23 oESION -REEA— RATE . IEW NMI OLTE RATEIR BARN IREVI WATER LEVEL • MT it N 0 n 3v AD Know w mt-s below. SURE N FEETCall before You dig. ND E SEE DII-S. AIAM, I TRKJ FOR OKD ICKATNNFSNID OM IELFIL I OF PO.OES RAMC. VESTIBULE, LOPED FAVNG, TAUICR DOCI6. NASNNG 1I11LlTY EMIMNCE ROUTIONS AND OREOSE.UIIDING pMEMSONS EXISTING LEGEND wwco c ro InAN. ROR ^ TRARNNNM ENtr wwnr•^ �`� PROPOSED LEGEND PADDE.LV llllF/IIIGIIT DF WAY LIFE CONTOLI. ELENATIOI6 STOW OILA.1 A xm SPOT ELEVATIONS: TC • TOP OF NIB G • GUTTER FEE • FIN6IF FIDOR ELEVATION FS • RNISEED SURFACE •pI SOIL TEST BDMNG LOCATION(REFER TO GEOTEOWK REPOIT) Q GRADING NOTES GENERAL GRADING NOTES s' PROPOS!D DAALK%E 030 FLARED ENO SECTION, MD L%TY EASEMENT W CINWECT TOEY6T1106STOWdWNWWNDIECRNIET 1.D I-TCH EDSTNG PAWWW ELEVATIONS 511 LIMOS M SAWCUT AND PAVEMENT REIOVAL TLS COINER AL TO 10FTERNRDDF DRARI SYSTEM MLIAL A- L.ES PS AROI PLANS( 739 ADA AREA NOT DUC®1. LO K N ANY DIRECTI011 ❑ GRADING DETAILS lA WIWIAD 27E STOW DRAM CLEM OUT TIC NOiRTRATICN MS.I WTM L DERORAM. OOUMWEM 730 RAIN GRIARD— flE .D FETRAT CF F WSW CROSS NpERBNAN. ODON) ,11 A 7lf BOF CLEABASH CROSS-S ALAI H N+I 10 �' DNAMAE ClFANOUT RER On DETAL 513AI A MICw TOINSTALLAiICN OF STORM OR SAMTAIIY SEWER, TIFF CONTMR OR 51-1 EYUVATE. VERIFY, NID CALCULATE ALL CEO ESOWS AND INFDW THE OWPtaI AID THE ENCiNEER OF ANY CDWLK75 MOA TO CONSTRUCTION THE ENGMS WILL N EEID MRW (LESS W THE EVENT TILE EHGNEER G NOT IDTTFED OF DES CONFL,M. R ALL LOPES AND AREAS 06TUW D IY CONSTALICT10N SMALL N 6RAOFD SAE00TN 41K) 6- DF TOFEW L APMIEO. IF ADEQUATE TOPSOY 5 NOT AVARANE OM WL THE COKTRACTOR SH PRCMDE TOPSOIL M"OIM a THE D—ER. AS NEEDED THE AREA 91%1 HOE W SEEDED, FERTILIZED, MUC D. WATERED ANTI MANEWItO UNTIL HARDY GRASS GIDYRN 6 FSTAIRISKD N ALL AREAS (SEE LANDSCAPE PEAK FOR SEED MOI AND PROPEL( AMLICATON MTE) ANY AREAS D6T MB FOR ANY RCATON POOR TO FBEAL ACCEPTANCE OF TIFF PNOIKT SIIAF N CCMECTED BYT CCWT.ACTOR AT W ADDIT006AL COST TO THE ONRER C NECONOACfO16WCNICALLVCAUTIONED TENT THE LOCATgN ANLVUIL ELEVATION OF EIBSDNG LSTUTES AS SEIDMM M (WISE MANS 6 RASED M RECORDS OF THE VARIOUS UTILITY CONEIARES AND WNW IDSS KL NIEASI.BEITIS TAEN N TIE FIELD. THE N Dift""0116 NOT TO E IELEL ON AS EII S MACE DR WA/LflE THE CONTRACTOR HEST CALL TE APPROPIRATE LFTFFM COIIMR' AT LEAST Y HOURS BORE ANT E1fAVATICN TO REG" DIKE FEED LOCATION OF UTILITIES. D IRLESS DTH FftM LIONN. CALLED OUR ON SPECIFIED MEN EM OR WRMN TEN SPEOFICATIOR: ALL STOW ORNI PIPE EDONEG 94A L E WALLED IER DETAIE LA ALL STOW DHAN PASS ARE NIU6l.ND FROM CENSER OF STINECTU ES AND DOS OF FLARED END SECTIEINS E. ACCESS ROADS WILL NEED TO E NIANTALNEO R a" TO SUPPORT THE W 6NT OF EMERGENCY VENN3ES DURING ALL NF/STRUCTION F. I10M CM STAFF MRLE *WALLING MOFATMTION BASH FOR 16PECTIOIN OF SUVIINED WIISOFLS MI011 TIC Fl . STATE HIGHWAY S RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A ADwrx HAL MFMIALES SUCH AS NFDIAUC M ONA AD DIM PRACTICESM SD[DIED SIO NT THE DISTRICT MIST BE USED ON IES OF 31 Myl OIL STEEPEN TO PRDNDE ADEQUATE STARpA7gN. A FINAL SITE STANUZATION MEASURES MIST SPECEY THAT AT LEAST SR NCNB OF TOPSOIL OR OwANC MATTER N SPREAD AND INCUIFORATFD TWO THE OIDEIILTNG S DURING FINAL SITE TREATANW WHEREVER TOPSOIINS KEOI REMOVED. C ALL IEMPOMW EROSION AND SEDIMENT CONTROL NIP MUST SE REMOVED UPON FINAL STA.LQATIDN D. SUR SUNAOB COAAPA= DURING 001611RKTION AND NMNARKG NE11VRkI5 UPON COMPLETION O CONSTRUCTION MIST N DECOMPACTED TIRDICAH S}L AMMORENT ANIVOR RNIIS TO A DEP M OF lI NOES RIME TARBPG CARS TO AVOW UTILITIES TREE ROOTS AND OTHER OWNING VEGETATION PIOR TO FINAL NEWIETATION OIL OTHER STANLOATHdN E THE PERMITEE MUST. AT A MNAAUM. INSPECT. AMATMN AND M34A ALL OSTIAMD SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACRTES AND SOL STMIOATON MEASURES EVENT DAY WORK 6 THE PERlREE MET PERFON THESE PWSPON SRNUM AS LEAST WEEKLY UNTIL VEGETATIVE COVER 6 ESTAKIISED.THE PEWRTEE WILL MAINTAIN LOG OF ACTMM UNDER THIS SECTION FOR INSPECTION IN THE DLSTKCT ON REQUEST. a a 1 1 ZAM( A I R 156 IS8 1&8105'ZT E 93 19 ro a NCHMMMMAq ®e1�116wn%oiIIN r.In r Iwva d eu mHSHrs,.enr mlm AVLTONPIPM nrPIIMGrt ar.TMNeLnI SEQUENCE OF 1 PREPARE TEMPONMUY PARING ND STORAGE AREA. 3. GONSIJLM T PROTECTION FEImHMTHE SITE ♦. NSTALLRIIET IW0,11.NDP�3OIEASTNGNLETS. S CQSED AS THE miff SEDIMENT EI IMSI wmwr RIN TEMG RARY MM ro N LASED D GNU THE SITWHILEA5R6 ALONG @C TEMPORARY MY OUTLETS G. OEM AND -4 THE SITE WHILE IROTF[TID THE NDFlIiRATION RASF6. L START GRAD.D TIE SIRE. S UMPOR NLYSEE DENUDERDING PAD ANpSTRE1CRRIES S. wsrAu AIUIrim UNENUD URNS, AS STORM 1I ISTAUL UNITES.TFCrM VIS7ONM SEWERS,CUI165 ANOGIfTTERS TT. ISTNl RIFT PANOU DN DEVICES ON NEIM INLETS 11. PREALLRVIWAROIND OUTIETfTRIKTUREi 13 PREPARE SIDE FOR MVIIG. IA. CAIA OMPLEE 15. COMPLETE GRADING AND NSTAI PERMANENT SEEDING ERA LL.WA ER M To THE 11A YDERTLT1ON IM96, wrm MEDIA MDL AFTER N1 WATERSHED ro UHF1AU,T ME sTAbRAITT OLD. lT REMOME RARY ERf6HW AND SEDIMENT CONTROL OfNCES RNAYK SITE 6 STAM/IIDI GENERAL EROSION NOTES A ALL CONTRACTORS AND LRCOMOACEORS INVOLVED WTN STORM WATER POLUJTION PREVEMfIQI SHALL 09TW A COPY OF THE STORM WATER POU JIrDW NIEVEWION FERN AND THE STATE OF MNWSOTA NATIONAL POLLUENT 0WHAINSSE DNMIATON SYSTEM GENERAL Pf NMAET Rupow ANTI NCORE FANHIM WIN THEM COMIENTS I THE TEMPORARY PAIRING AM) STORAGE AREA SHALL ALSO N USED M THE FQIIRMEET MAITCMNQ ANA EQU IPNEW DEAMNG AMA EMPLOYEE LEAK AREA AID AREA FOR LOCATING POWAKE FACILITIES, OFFICE TRAILERS AND TOILET FACRITH THE LIAR LOCATIONS SHALL N COORDINATED WTITH THE OWNERS CONSTRUCTION MANAGER C ALL WASH WATER (CONCRETE TR CK& VEHICLE CLEANING EQREM EW CLEARING. ETCI NHALl N O6POSFD of N A MAANE0 THAT P1FWWS CONTACT NEIWEEN THESE W`ERNLS AND STOMA WATER THAT IS OWNANGM FROM THE SITE D MAINTAIN ON THE SITE ON HAVE READLY AVAILARLL SUFFIIENT O. AND GREASE ABSORBING MATERIALS AND POTATION 11OOU6 TO CONTAN AND, DEAN ITS FUEL OR CHEMICAL. SPURS AND LEAKS L DEIST OR THE SITE SHALL SE COTIIOUED R SPRAWNG WATER ON DRY AREAS OF THE SITE TE USE OFMOTOU ORS LAND OTHEA PET%OIEUM KAMD OR TOARC LUADS FDA DUST SUPPRESSION OPERATIONS IS PRONNTED. I No AUNIISH,TRASH. GARAGE ON OTHER SUCH MATERIALS SHALL N DISCHARGED IfTO DRAINAGE OTOES OF WATERS OF THE STATE G ALL STONE WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND N THE STOW WATER POLLUFTICN PIEVEMWN RAN, SHA L RE INFLATED M SOON AS PRACIIEMISa H. 06T C PORTO S OF THE SITE WHERE CONSTRUCTION UCMIN ACEVIT WILL STOP MR AT LEAST IS DAYS. SAU IN WA.MOIIARILY SEEDED WTHALI T DAYS I D6TUAND POTIONS OF THE SITE WHERE CONSTRUCTION ACTMTT HAS PERAMAIM STORM SHAH N PERMANENTLY SEEDED THESE AREAS SWl RE SEEDED NO EATER THAN 7 DATS AFTEA THE LAST CON STIRXTON ACTIVITY OCDRWN6 N THESE AEA$, REFER TO THE UANDSCAPN6 RAN I. F THE ACI10M OF VENIRES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MILD, THEN THE TIRES MUST E WASHED KIM THE VEHICM ENTEI APU ROAD F WASHING 6 USED, PROW WIS MUST IRE MACE TO NiKEW THE WASH WATER AND TIthP ME SEDIMENT KRONE T 6 CAN® OFF THE SITE THE REACT LOCAT06 SAIL RE COORDINATED WITH THE OWNERS CONSTRUCTION MIIINGER L ALLMATEWIS SPILLED, DROM WASHED III TRACKED FROM VEHICLES OTD ROADWAYS ON WTD STONE DRM6 MST N AEMOVED IMMEDIATELY. L CONTRACTORS OF SIMmMTNCTDI6— ERESOISINE FDA REMCWNG SEDIMENT N THE DETENTION POD ALTER THE SIANl17ATION OF THE SITE AND ALSO ANT SEDIMENT THAT AMY HAVE COLLECTED N THE STOW SEWER DRAINAGE SYSTEMS M. F SOL STOOOIRFG 6 EMPIDED ON THE SITS, SLT FENCES SHALL N USE) TO HELD CONTAIN THE SEDNAWT. N. SLOPES SNAIL N LEFT IN A POUGHENED CONDITION WRING ME GRAONG PHASE TO REO10E RUNOFF VELOOM ANSI EROSION. O SEDIMENT SASNS AN ATTAAINF TO CHILDREN ANSI CAN M VERY MNGEI10U5. N ALL GAMS. LOCAL ORONANQS AND UGUUT06 NGARDING HEATH AND SUETY MST N ADHERED TO. P ALL TEMPORARY ER09M AND SEDIMENT DNTAOL MEARA ES SNALL N DISPOSED OF WITHIN 30 DAYS AFTER FINAL STAB ATOM FINAL STAILA1ATION HAS ODCLWAD WHEN ALL SOL OSTUIING ACTMIHES ARE COMPLETED AND A UNIFORM PENAR AL VNUATNE GOIM WIN A OFNSRV OF JOTS OF THE DOM FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES ALMS KIN EMROED D DUE To THE GRADE OLANGES DURING THE DEVELOPMENT OF THE PUNIEST.TIE COMIAKTOI SALL RE RESPONSIBLE POP ADASTNG THE EROSION CONTRO MEASURES (SILT FE RICK STRAW VIES ETCI TO HELP PREVENT EROSION AND STORM WATRPOLLUTIOM A. ALL OFF SITE EdHSl11UC1ION SHALL KE STAgOEDAT THE END OF EACH WORBMG WY, TARS NQUDES KAOF.IINT OF TIEMOEBFDA STOW DARNS I UTILITY ` .A fW11MG NOR/ITUMNDUSPAVING FOAROAD ' N KmW 's below. 1O Call befom Ym dig. SCA EMFEE NOTE: gI ARDRIECTIALAL PINS FOR EXACT LOCATIONS AM DIMENSIONS OF FADE; RMIS VEST IUUL SLOPED PAVNS TRUCK DOGS SRDINIS UTIUIY ENTRANLE LOCATIONS MID PRECISE WILDING DIMENSIONS EXISTING LEGEND I RNI®u.o IHnA u.PemAOHw arHc n IRISGM � yq.pNPpnws ARrmP.Hx o ��EnNI 1 � TAARLNWN PROPOSED PAOPERTY LMEIUGHT OF WAY UNE LIMITS Of D6RARSANCE —S— SILT FEND ------_ )X GRACE KREAR CONTOLIR ELEWTIONS • MANDARIN NFi INIDTECTIDII GENERAL EROSION NOTES CONTD XMIA7 aas STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND N THE STORM WATER POLLUTION PREVENTION PLAN, SHALL RE MM WAIED N FULLY FUNCTIONAL CONDITION UNTIL FINAL STANU7ATON OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL IN M[EU NT A QUASHED PERSON AT LEAST ONCE EVENT SPAN CALENDAR DAYS AND WITI N 74 HHOUIS OF THE END OF A MINFA L EVENT. AND SHOULD IN CLEANED AND REPAIRED N ACMVAKE WITH THE FOLLOWING' 1. MLE INLET FI IWTION DEVICES AND.RIMERS SHAM I REPAARE➢ ON REPLACED IF THEY SOW SIGHS OF L/DEIIMWN6. OR SHALL N REAACFD IF THEY SOW SGFS OF DETERIORATION 1 ALL SEEDED AREAS SHALL N CHECKED REGU V TO SEE THRT A GOOD STAND MANTANED AREAS SHOIAD N FERTILUED AND RESEEDED AS NEEDED. 3, SILT PEACES SNAIL BE REPANED TO THEM O AW CONDITIONS IF DAMAGED, SEDWFNT SHALL N REMOVED FROM THE AT FENCES WHEN IT REACT-0 ONE THIRD TO ONE-HALF ME PENGHT OF ME SILT FEND. A. THE CONSLIRICTION ENTRANCES SHALL N MAINTAINED N A CONDITION WHICH WILI PREVENT TRAOONG OR FLOW OF MUD ONTO PUILC RCARSOFWAV. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5 THE TEMPORARY PARONG LAID STORAGE AREA SALL N REPT N GOOD CONOOHOV ISUMMI E FOR PARONG AND STORAGE) THIS MANY REQUIRE PRNOOE TOP DRESNIG OF ME TEMPORARY YARONG M CONDITIOS DEMAND. I. OUTLET STRLACTURES N THE SEDIMENTATION KAWIR6 DEAIL N MAINTAINED N DNMTIONAL CONDITIONS AT ALL TALES. SEDIMENT N THE SEDIMENTATION KASNS SHAL NOT EXCEED THE>iD.6TATION DEANOLT LEVEL 7 THE EMLMNMET OF THE SEdENTATIO1 RAW SHAUL AT CE®REQAARLY TO INSURE THAT T IS SIRRTWILY SOUR AND HAS NOT BEEN DAMAGED N EROSION CR C0161RICnM EQIlM EW ❑ EROSION DETAILS SSA cow RAG FRET PODTECTON 7" SWP-c NG am an ARPNOWED COWL 7SC SLTFOFCE VE CINDETALSIDDI MD INDEX CONSTRUCTION ENHANCE (PER CITY DETAL SM) 75E CATCH VIEW SEDIMENT TTw(PRA CTW DETAIL SlOA KI TEM POAME SET FORCE INLET PROTi:CTON STATE HIGHWAY 5 RI LEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A AOdtIONAI MEASURESSUCH AS SUAS HHYDRA ULK MULCHING AND OTHER PMRI[FS AS SPECIFIED 9Y THE DISTRICT MUST ME U MD ON SORES OFS'.1(HIM OR STEEPER TO PROVIDE ADEQUATE STMAII ITION. I FINAL SITE STNIILDATON MEASURES MUST SPECEY THAT AT LEAST 9X INCHES OF TOPSOIL ERN OIIGMNC W11ER K SPREAD ND NCORPWAIm INTO THE ODfILLOMG SOIL DUPRIG AKIN SITE TREATMENT WHEREVER TOPSOIL HAS Im REMOVED C ALL TEMPO"" EROSION NEED YOENi CINNTROL KPF MUST K RENOVFD UPON FRAIL STAIPLDATICN D SON. SURFACES COMPACTM DURING OM1RUlTgN NID REMINFFG PERVIOUS LOCH COMPLETION OF 03I6TR C ION MUST K DECOMPACTED TIDU6H SOIL AMENDMENT A DION INPN6 TO A DEPTH OF M INCHES WHILE TAKING CARE TO AVOID UTILITIES. TWEE ROOTS AND OTHER CDSTAIG KGCTATON PRIORI TO FINAL REVEGETATONN OR OTHERSTRNUDATION E ME MEMAITTEE MUST, AT A MINIM, INSPECT, MAINTAIN AND REPAIRALL DISTUAWD SURF ACES AND AL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STAYpATIM MEASURES EVERT DAY WORK 6 THE PRIATTFE MUST PERFORM THESE IEYOR ISUM AS LEAST WEEKLY UNTIL VEGETATIVE COVER 6 ESTAGUG ED. THE FEMAtTTE WILL MARTIN I1 THE DISTRICT ON NEWEST A 1p6 OFACANTTIS UNDER THIS YC'TIOH FOR NYECTON SRE BENCHMARK � 0 v�.ul®�t 6T®iNN��Frcr�iNbda�� HAS OF I PREPARE TEMPORARY PARANNG AND STORAGE AREA 1 CONSTRUCT TIE SILT FENCES ON THE SITE - H. 16TALL INLET PROTECTION DEVICES ON EXISTING HILTS5 S C0167SX7 THE NONILTRATOII LASAG, WITHOUT I6TALLID MEDIA MOL TO K LIVED ASTEMPORARY SEDIMENT MSN6 ALONG WITH TEMPORMrO T ER 6 CFAII AND CiUE THE SOF WHALE PROTECTING TIE IOFRiMTO11 MSI6 3. KEN GRADING THE SIT1. A START CONSTRUCTION OF NXILDING PAD AND STRUCTURES 9. TEMPORARILY WED DENUDED AREAS ID R INSTALL URGES. MA S. MDERDRMNS, STOW SEWERS, CLAW AND GUTTERS. 11 NSIA. INLET PROTECTION DEVICES ON NEW INIETS U W RPNAR AROUND OUTLET STRUCTURES Il PREPARE SITE FOR PAVNfi. Il PAVE SITE. 1S COMPETE GGRONG AND INSTAL PERMANENT SEmIK AND PIA FTIN& 16 COMPLETE IRDAATRATON NAILER WON MEDIA MAC AFTER ALL WATERSHED TO THE "A'"" ARE STAM= 17. REMOVEAIL TEMPIRAN EROSION AND SEDIMENT CONTROL EIENCES ONUF0 SITE SSTAILIMM GENERAL EROSION NOTES A AL CONNRACTOM AID 91ImNAKTOM INVOLVED WITH STOW WATER P'ODUIIW PREVENT- SHALL OITAIN ACDIF O THE STORM WATER P'OLLUTOII PREVDODIA PLAN AND THE STATE OF RNFESOTA NATIONAL POLLUTANT DISCHARGE EUMNATIOI SYSTEM [SENEML PM,11fN5 WOM T AIRS KCOME FMAMM WITH THEN CONTENTS E THE TFMPOMRV PARONC AID STORAGE AREA SMALL ALSO K USED AS THE EIXUFMENT MAINTENANCE AREA, EQUIPMENT NT OEAMNG AREA EMROER MEATS AREA AND AREA FOUR LOCATING POOANE FACROES, OFICE TMIERS AND TOILET FACILITIES, M EXACT NDCAIORS SHALL K LOOUDIATED WON THE OWNER CONSTRUCTION MANAGER C ALL WAS. WATER KONOETE TRUO6, VEHICLE CLEARING, EQUIPMENT CLEWr. ETQ) SHALL K DISPOSED M N A MANNEA THAT PREVENTS CONTACT KTWEE N THEY MATERIALS AND STORM WATER TAT 6 DGOU AFD FROM THE WOE D YARNTNM OI THE 511E OR HHAK READILY AVNIUINE 9Ei1QMT QMD GRAY MSOMM6 MATERIALS AND ROTATION EOOMST1 CONTAIN ADCEAN U►FUELOR CHEMCAL SPR15 MO LEAS E DIET DN THE 4IF WEMILRCONTROLED N9MAYKNGWAERON OWAREASOE THE SITE THE USE OF MOTOROR.S AND OTHEH PCTIIOIFIIMA IAYD OR TOXIC LOADS FOR DUST SUPPRESSION OPERUT IONS S PRONAOED. F NO PUNISH, rMWH. GNCRRGF ON OTHER 9" MATERIALS 9MU K DISCHARGED KID DIWNAGE DITCHES ON WATERS O THE STATE. 6 ALL STORM WATER POLLUTION PRFVE NTOH MEASURES PRESENTED ON TARS PAN.AND N THE STORM WATER POLLUTION PREVENTION PAN. SHALL K INITIATED AS SOON AS PIAREANE. N. OSTUNRDPOD WTEESITEWRIER CONSTRUCTION ACTNOYWEI STOP FOR AT VAST 71 DAM, SHAM. K IEiAORANLY SEEDED RATION T DATE I DSTUNKD POIRHDIROF THE: WIFE WHERE COP6TINlCTIONI ACTTMTr HAS PDIMARENTLY STOPPED SMALL K PERAM ENTLY SEEDED, THEY AREAS 91A . K SEEDED M LATER THAN X DAYS AF'IEiI THE UST CONSTRUCTION ACTRVFTY OCOMNEi N THEY AREAS NERFI TO THE LARDSIX NG PLAN I. I LS THE ACTION OF VEHICTRAVEUNG OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENTTORENOATHEMA rJWODRATOIMUD,TENTETRIESMIST K WASHED NFOAf THE VEHNLES ENTER A PUWC AOAD. E WASHING 6 LIED. MOV6ONW MUST K MARS TO IOENCER TE WAS. WATERANOTRAP TE SEDAENT BEFORE O N CARRIED OF THE M THE EXACT LOCATO169AAL K CDOADNATD WITH THE OWNERS COSTRCTEOM MANAGE& IL ALL MATERIALS SPRLM. DROPPED. WA9ED ON TRACKED FROM VIG OES ONTO ROADWAYS OR INTO STOMA OAI6 MUST K REMOVED IMMEDIATELY. L CONTRACTORS OR SUBCONTRACTORS WILL K 11115P01SM FOR MIDMORNING SEDIENT N THE DETENTION POD AFTER THE STAMIDATON OF THE SITE AND AM ANT SEDIMENT THAT MAY NAVE COUECTm IN THE STOMA SEWER DRAINAGE SYSTEMS M. I SDIl STO]lPUll6 6 EMPL 04 THE IRE. SAT FENCES SNAU K USED TO HELP CONTAIN THE SEDIMENT N SLOPES SMALL K LEFT N A ROUGHENED CONORHON DURING THE GRACING PHASE TO REDUCE RUNOFF VELOOTES AND EROSION. O SEGMENT IASIN6 ARE ATTNACTWE TO CHILDREN AND CAR K VENT DANGEROUS IN ALL CASES, LDCX ORDINANCES AND REGUTATIM REGARDING HEALTH AND $01TT MIST K ADHERED TO. P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL K DISPOSED OF WITHIN 3O DAYS AFTER FINAL STMNDATION FNAL STANlDAT1/N HAS OCCURRED WHEN ALL SOIL DISTURBING ATJITES ARE COMPLETED RIND A UNIFORM MEREINNAL VEGETATIVE COVER WITH A DENSM OF TOA OF THE COVER FOR UNPAVED AREAS AND ARM NOT COVERED N PERM P ENT STRUCTURES HAS KEN EMPLOYED. Q DUE TO TEE GRADE OSAN6ES OIRANG THE DEVELOPWNFT OF THE PROEM. TIME COINTTMCTOP SIB L K RESPONSIBLE FOR AOA6TTPD THE 0109ON CONTROL MEASURES CAT FENCES STRAW MLES, FTC) TO HELP PREVENT EROSION AND STORM WATER POLLUTION R ALL OP-9TE N6111jQON SHALL K STAMIdD AT THE ETD OF EACH WORKED DAY, WAS NOIDESAAGORIRIS OF rRDAG ES FOR STORM DRUG unum ONETP,N-IEV. AN. P.ACF ME HT OF GMHYFI M W—MOUS PARKING FOR ROAD :LwsTP.,cTOH 15. N Know what's below. 0 ]a)0 Cal I before you dig. SCARE M FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATORS AND DIVERSIONS OF PONCES. RAMPS, VESTIBULE, POND PAVING, TRUCK DOCKS . W.M DNG UTIUTY ENTRANCE LOCATIONS AND PREOY GUILDNC DANNSN I EXISTING LEGEND PROPOSED FWOPFRW UE/RICiOOP WAY UK KIIIIM Uh IS OF DISTUMANCE —SF— STET FORM _ _ _ _ - _ —)DO(_ GRACE HEAR OWT. EIPAT _��--- • STOMIDWAR RIFT PROTECTION GENERAL EROSION NOTES CONTD I RC�STATES) ON TEE DAMON AND SEOIMM CONTROL PLAN, AND N THE STORM WATER POLOICIH NEVENTIDN PAL ORAL K MAINTAINED N FULLY FUNCTIONAL CONDITION UNTIL PFMI STAELOAION OF THE IRE. ALL EROSION IWD SEDIMENTATION COONM MEASURES SHALL ROE® N A QUN FI PERSON AT MAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN IRA HOURS OF THE END OF A MNFAIL EVENT, AND 90AD K CNEANED AND REPINED IN ACCERIDAKE WITH THE FOLLOWING. 1. ENE INLET NOTECEON DEVICES AND MRMRS SHALL N REPAIRED OR REPLACED IF THEY SNOW SOILS O UNDERMINING, OR SNAP K REPLACED If THEY LOW SK46OF DETERIORATION 1 ALL E AREAL SHALL RE CHECKED RGIRAI TO YE THAT A GOOD STAND 15 MAINTAINED AREAS SHOUD K FE TLIZED AND RESEEDED AS NEEDED 3. 9LT FENCES SIHALL K REPAIRED TO THEM ONDAAL CONDITIONS A DAMAGED 5[DNENT SNAIL K REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE RAND TO ONE HALF THE HEIGHT OF THE SALT FENCE. A ME CONSTRUCTION ENTRANCES SHWA K MAINTAINED N A CONDITION WHICH WAN PREVENT TNACONG OR FLOW O MUD ONTO PARK RIGHTS OF WAY. THIS MAr EEOU 11 PERIODIC TO DAESSFNG O THE CONSTRUCTION ENTRANCES M CONDITIONS DEMAND 5 THE TMPOANIT PARKING AND STORAGE AREA SMALL K YIT N 6000 CONDITION CSURAME FOR PARKING AND STORNSFI THIS MAY REQUIRE PERIODIC TO DRESS" O� THE TEMIORAN PARKING AS CONDM OI6 DEMAND. 6. OUTLET STRUCTURES N THE SEDIMENTATION IASAI SHALL K MNNTAIED N OPFMTONAL CONDITIONS AT ALL FREI MOMENT N THE SEDIMENTATION MSAS I NOT FICFFD THE SEDIMENTATION CEA CUT LEVEL THE EMMMMENT O THE SEDIMENTATION AASW SHALL K CHECKED KED REGUARLY TO INSURE THAT O S STRUCTURALLY SONG AND, HAS NOT KEN DAMAGED BY EROSION OF CANSTRICTION EOIPMENT ❑ EROSION DETAILS 75A DARDT MG ALIT PROTCTOM 75I SWFO(M REDI OR APPROVED EQUAL MSC SAT FENCE (PR Ott DETAIL 5300) LSD ROICOSTRUCTION ENiRANCE(PER CT' DETAIL SM) 75E CATCH BASIN SEDIMENT TRAP (PER My DETAIL SERA) NOT, TEMPOARY AT FENCE MUFF PROTECTION STATE HIGHWAY S NPDES CONSTRUCTION ACTIVITY REQUIREMENTS U PEIFOIWNEQ REQUIREMENTS A FOLLOW STANDARDS FDA INSPECTION AND MAINTENANCE OF EST MANAGEMENT PPACTIQs RMPML AS IOENTq® AN ME MPG DRSION AM SEDIMENTATION CONTROL ANNUAL. E FOLLOW ALL PEREIT EQEVaiS. THE PACECT-SPECIFIC STOWWATERPOLLIUTICAPMVEFT- PA own" C. PR01E1F AT LEAST ONE CERTIFIED INSTALLS FDA EARN CONTRACTOR ON ANCONTRACTOE TO OVERSEE ALL INSTALLATION AND MANTFNMNQ OF BM!S AND ammum NTom Q THE SWOP, N ADMDN, PACPV DE AT LEAST ONE CORNED INDIVIDUAL TO CONDUCT INSPECTION AND MAINTENANCE O AU. flM09Q1 PEVEwnO N AND SMA MOLL CONTROL RAPS N ACCORDANCE WITH ME REQUIREMENTS O THE PERMIT . EVIONCE OF CERTIFICATION OF EAOH MOM" SHALL E FURNISHED BY ME CONTRACTOR ATTIRE MECONSTALKDOW MEEfNC 0 DO NOT KOM CLEWK. GAMING, O oTHE N WISE AIYOVN6 06TUPLANCE OF 6ADIN 0 SURE ACE COVER UNTIL APLKAIBLI PERMITS HAVE NEI MANNED. OBTAIN CONSTRUCTION S101MWRM PERMIT FROM TI APDM E 116TN1IILLIFA/OIIMY me PEMAMBO WPSATTIE FROECT SITE AS ICE rnm AY TIE SwYPR. AD AS DETAILED IY OFTA STEER. MAINTAIN INNS AT THE PROECT SITE TO DOMINO MM-ATM PREVENT ON-Sm ANOOFF-SRF WL UOSNN, TO RMM M3 "M FA AND OFTE SEOMENTATON ARID TO ANFM M SOL COFPOVE ACTION AND GETATON ADDITIONAL MIS MAY K NEQSRM TO ACHIEVE PERMIT COMIUTANC O THE PNTM1LOS O THIS PAD. Wlgl SHALL IN TAKEN AT NO COP TOME oommut A . TIMING. INSTALL MAPS IDENTIFIED N THE SWOP PRIOR TO MM MINCE O SUIIFACE COVER AND KFOR[ AFCPRATIOW OCCOS FOLLOW PROECT PHASING I DICATEDIN SWOP. 6 MAINTENANCE PLANT" TEMPORARY PREVOORE MEASURES RITE PEIAMW MEASLES HAVE KEN ESTABLISHED TO SOIL PERMIT TERMINATION MAY K REDIUBTED AFTER TON VEGETATES COVER ACROSS THE ELATE PROJECT SITE HAS BEEN ESTAINUSHED, F TEMPORARY SEDIMENT 01MI S AND TARS LATHE EVENT THAT TEMPORARY, SEOEBRATION NASII6 WELL IN USED ON REQUIRED. CONSTNAT ERSIS CONCURRENTLY TRAM THE STAY O SON DWUARNIG ACTMTES DIRECT STORMNWATER NLUDFF FROM LOCALM WATERBEDS MOTE BASINS MIU:N, SEED, ON WIN. ME EXPOSED SIDE SLOP50 THE 949M RS SOON RS POSSIBLE NI WITHIN EA RAYS AT THE LONGEST, M. CONSTRATIOM SIR VEHRIE EAIPOAFT. PRICE YE ENti1MIG WORK AW IL, TERIOMV CONSTWCIOMOOMATEAMPOWf VREMVDNCI3NDTTECONSTNLDOONSTE U5EAAOO CONSTRICTION Em (SC PIMPS FDA OCEANS. V PRIOR TO KGINMAIG WORK COMPLETE TM FOODIAED CONTROL DRAINAGE AND EROSION ON THE SIT AND MAIN ON OTHERWISE DELINEATE AREAS ON THE SITE NOT TO E OW MKD. ESTABLISH SITE LOCATION O ANY PORTABLE TXLET. FUELING AEA SPILL ST LOCATION, CONCRETE WASHOUT AEA HAEPOOS MATERIAL (HANDLING AREA LITIIN CONTROL DEVICE AREA STAGING AREA MONLIG AREA AND OTHER SWMd9G ATD AREAS AESTANOI TRAFFIC FLOW AIO PATTERS INCLUDING TWA ROADS, TO M SCE D6TL M . TIAO ". W VACTI011. AND TO PRESERVE NATIVE AND OWNING VEGETATION I MA NISTAE AND MARAN SENSITIVE AREAS DEUNEATED ON THE SWPPP TO PREVE I` DIET A RMARM CONIAcnoK UI®ON NDSEDEEEEDATON O SE SFITA AREAS usE REUA9lAes SUOM RS HWD CfAMA AND 6EBENy LNIOING EYE SON EDOSUNF TIME. EXPEDITING CONSTRUCTION ACMMINS AID MMBOAMLY ESTAIAIG FERAL VEGETATION TO MINIMIZE SEDIMENT LOSS POTENTIAL N THEM ARLAS ICSPECT MAN IMP TTVED ARMS AT LOCO OMICTON TO E YJRE ARAM ARE B PROEERFD FROM gOAENfAMClk AND MOMENT LOSS ADDITIONAL MEASURES TO PREVENT FODG OFW POAENT STORMWATER FRANK MAY IN NECESSARY, AND SHOW 0 K IMPLEMENTED TO MW NTMN DES" OPERABILITY AT PROECT TURNOVER F MAINTAIN PRECIPITATION RECORDS O STE FOR USE N OETEIFIANG APPUCAMXI PIECPRATION EVENTS USE ONE O TE FO C NNG ONLINE SOLOS (WHNOH MAINTAINS A ELECTRONIC RECORD O EVENTS) O INSFALL A ONSM RAW GAUGE ARID VEO A DAY MEATIER L06 OM9TE INDICATE THE SOURCE OF TIE WEATHER DATA N tE SWPVV MAMALALi G COMPLETE IEIODIC EQIED STOWWATER INSPECTIONS AS IDENTIFIED TRY THE PERMIT (WEEKLY ROUTINE F6PECTIOS AND ME ATAN EVENTSI. IdECSHALL CONTINUE PENOOCALY UNITE TEWNATONOPEOM MDESCMB PYPA l-%(NI. MMNf OOKCfONRECOIOSOdfERP10 PROVIDE AS REQ ISIM H MATE CORRECTIVE ACTIONS TO FNONGS O PERIODIC INSPECTIONS, AS SDE41DENTIFIFD ON PERIODIC INSPECTIONS ON AS IDENTIFIED NY REGULATOR INSPECTIONS WORN N HOUR O OSCOVERPAE(OTICE. AMAINTA W COMECENE ACTION RECOMOS OdTE AND NOSDF G NEMJESM0 RY REGULATORY STAR I UPDATE SWPPY RS OFTEN RS NEEDED TO REFLECT REAL- ICE NE CONOMOM AND K/SCUIESFRY0 PLACE. UPSET LOCATIONS OF SOD WASTE CONTAINERS, ONSITE "COS ARID CONCRETE WAS" AS COMITp6 AT THE SITE COANGE. ME UPDATED SUPPP9WL K POSTED ATTHE Mar AD XT SITE AND K MADI AAAANE AON REQUEST TO REGULATOR STAFF. I. STORM WATER RUNOFF: CONTROL INCREASED STOW WAIN ALMOST DUE TO OSTRAANCE OF SAPFAE COVER DUE TO CONSTRUCTION ACTIVITIES FOR TIRS P%DNK7 1. PREVENT RAIOF INTO PROER AND ADMCSTORM NT STOAND SA/TANY SFVA3I MIENSC. NUONG OPEN DRAINAGE CIMEELS, N EXCES O ACTUAL WARTY OR AMOUNT ALLOWED IN AUTHORITIES HAVNG ADIDORTOO. WApEVE 6 LM 2 ANY SMIld WATER OQC4W FROM DISTURBED ACAS MUST K VSKY FLEE OF SEI7MOO AND ONLY CONTAIN SIOIMWATO OR OTHER TURNAD On SEDBBITiADEN MINI" MST K IMATED PITCH t096OW" OFF FART I NFL XSI FOR OFTAAS 3 MIT PROTECTION NFMOI® 0 to WITH ME PERRNT FOR THE PURPOSES O PINK SAFETY RAW KP I NAM A SOON K PEASMf AFTER COIMC.U9OI O THE EVENT INITIATING REMOVAL N. STOYPNATER AND OTHER DTSCHAN02 FROM ME SITE MAY NOT IN D6OHARGED M ME SANITARY, SFVVEA- N OOSON ON SITE: RIMNMI WAD, WATER AID VEICUAR EROSION O SOL ON PROJECT SITE DIRE TO CO STRKTIOI ACy?Vm FOR TRS PROECT, L CONTROL MOVEMENT OF SEOMBfT AND UK FROM TEMPORARY SIDCPHE3 OF SCE N SIOOPIIS WWI NOT IN PACED N RAFURAL NUFFES ON SURFACE WATERS UNLESS TEE 5 A SEASIPACE STOCFIIISALLKSTAIL2MWITHTELMMM WRAPSNTEREDOTIEWOE DAY ON SIFT DAMPING WHICH O WAS CRATED 6 UNLESS FFFASEE OR OTEIpASE PAC ECT-SPEOFIM. TOPSOIL SHALL E PINSEVED FOR SITE IETOPATION AM REVNETATIOM FAIRPOSM ARID SHALL K PIAOTEC-TED FROM VYIID O WATER EROSION RS DESCANED MOVE c STODPIES TRANSPORTED OFF -SITE SMALL K CWEPIO TO PREVENT WHO UOSOI AND OFF-SM DEPOSITION . 2 COTV0L ARID MNMAgf TRAFFIC AND, TRAFFIC FAMS THROU61HOO PFDECI SITE ICI MRNMII IMmQ D"'Um AC ADCOMPACTOL PREVENT KVEOOMENT O am OE T)EQIPAENr RID VEADAM TRAFFIC 3 INANIMATELY STARE AREAS WHIN CONSTRCTON ACTIVITY N A AREA HAS TEMPORARILYCEASED ON DOM ARID WILL NOT AMMAR FOR AT MAST N CALDIDO DAYS. N. FEROSION, COMPACTION O DEVKiTATNN OCCURS DUE TO NONCOMPIMNCE MM THESE KCLM OM43M ESMINE YACMD AREAS AT NO COST M GAPOI L ENO" OFF Sf1E: PREVENT EROSION O SCN AND DEPOSITION O SEOMEIT ON OTHER PROPERTIES CARD RY WATER O SOLE LEAVING THE INOIECT 9TE DUE TO CONSTRUCTION ACIATIES FORA TIM PNOIECT L PREVENT WIINLOWN SON FIRM LEAVED THE PROJECT SITE SONS TRASPORTED O SFTE SHALE CMMDTDPEVDETWENOFhoO MAPDOFF4MoEFOSRIPO KTNFFS SlKM A56AIOMfi SMMNWCURIEANDIASTRESALLE CODUCTEDNAM SOMTOAN MPUCMTVE DIRT, AND TO MEMMOS AIINRMTIOI ON SONS TO K VEGETATED, AND AREAS FE6 CM C TC UTSI THAT MAY IN A COMMIT Q STOW WATpL 2. PIEVEM TRAOONG O MLID ONTO PUNUC ROADS OUTSIDE SITE. IF INSTALATION AND MUIITFNATCE O SWPPJDMTIFHEO BMIS S NOT SUFFICIENT TO PREVENT TAACONG. ADDITIONAL PREV Nl VE MEASURES SMALL IN NAPIEAEMTFO AT NO COST To ME OWNEN 3, SLEET SWEEPING YAM OR OTHERWISE REMOVE ALL SOL. AND SEOIMOO TMOFD O OTHERWISE DEPOSITED ON PINK O PRFATE PAVED AREAS ON A DALY Nib UK MEOMN[AL METHODS TO MDAOPE SOLES FIST. FOLLOWED BY WET AETN qoD®. A PREVENT MUD ARID 9MARNENT FROM FONONT O TO SGEMIAl6 AND PAVEMENTS 5 DSCARUS WITHIN O FROM THE PRO FIT SITE SMALL MEET THE FOLONVAG EOUNEMENK a. WARM OSOW M FROM THE NIMCT SITE RAW K COMPOSED SOLELY OF STOW WATER AND K VaYY FREE O SEDIMENT AID FLOATING SODS. OTHER DSCAMGES REQUIRE SEPARATE PEEEFTFG NITHIOVfV. 6. LMRESS INFEISW M TO U OF PERVIOLS OR VWFTATED AM 05OMROS WA K MACE M VEGETATED AREAS AND WITH ENERGY DISSIPATION N PAC TO PREVENT EFO9M DISCHARGES FROM ME PRCECT SUE TO THE SANITARY SEWEA EWPE PRIOR ARPRom IN ME SEWERNG AUTHORITY I: WATER D6p1ANQOO MST NOT CALSE NUISANCE CONDITIONS, EROSION 0 AQNNG OHANOS M DOARBlIR E PROPERTIES OA INUNDATION O WETLANDS 6 F OF-"M PATS OCCUR DUE TO NONlOMPLANCE WITH THEE RECIAREMER. NREMPE IMPACTEDAREAS AT AO COST M OWNER NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) N. SEDIMENTATION OF WATEIIWAVS: PREVENT MIGRATION OF SEDN.ENf FROM PIIOERLff TO WATERWAYS OH9TE OOFF'➢TE N.0 QdMINK.G RSTREAMS. UMU POMM OPEN DRAINAGE WAYS, STOW SEWRAL AFD SATrM1'SEWEPS 1. PROECT ARRAS ADMCENT TO OR FLOWING DIRECTLY TO WATERS OF THE STATE HAVE ADDITIONAL K MWAEQUMM LWA#B IOIT STANDARDS. WHICH AIQUDf YTINCN& ENHANCED BMMPS. AND RLQBIHBfR FDA RIND STABLOATON METHODS. m16LILT TW SWPR FOU SFEOMC PRWI90NSTOE FOLLOWED AT THE P'ROIECT SITE F INSTALLATION AND AAA AITH"M E O SWYPR-0fNIFED AMPS 6NO SUFFICIENT TO PREVENT SEOMFENTATICK A00F110NM PREVENTIVE M PROTECTIVE MEASURES SHNALL K RAL91BITE0 AT AND COST TO THE OVNEN,. 2. F SEDIMENTATION OCCURS, 0WALL ON COMER PREVENTTVS MEASUNRS IMMEDIATELY AT NO COST TO OWNOL CORRECTIVE MEASURES NQUDE ENDVM O DEPOSITED MOMENTS FROM WATERS O M STATE PRIOR TO REMOVAL O SEDIMENT FROM WATERWAYS. OBTAIN AVFROVN. AND ANY MECESSAEF PEARARM COMPLY WITH REQIIIEAMENTS O AUTHORITIES HAWK. JURISDICTION 1 F SEONBIIT BASS ON OfYIEES AM USED AS TEAIORARY PEAEMNE NMA5URM PLY DRY AD IB.DVE DEPOSITED SEDIMENT AFTER EACH STOW A 050AMt B WITHIN OR FROM THE PROECT SITE SHALL MEET TE FOUR~ REQ.NNUMM P WATER DGC AAGO FROM IHE PIN ECT 9% PAST BE COLAPISED SOLELY O STOMIWATER ANDS ANY FAH O SEDIMENT AND FLOATING SOUS OTHER DISCHARGES REQUIRE SEPARATE PERMITTED AUTHORITY. 6 MAM IFEASIM DUE TO LADED PERVIOUS OR VEGETATED AREA 06O MGB SMALL K MACE TO VEMATTD ARRAS. AND WITH ENERGY DWPATION N PACE TO PREVENT EROSION OSCYAGES FROM THE PROECT SITE TO THE SANITARY SEWEN MOUIE PRIOR APPROVAL RY THE SEWEFHYW AUTHORITY. a MMTN D6OWRIEDMST NOT CAUSE PAR&APACE COMDFTONS. EAOSONNMCEIVN6oAP11ELSON oOMaDPE PpERfg ON mxmTK N OF WETLAPDS S. FOFSITEOOHdITEMPACRoca)RDMMNOFCOAPUANCE rESEREQUMkMNMMCMK IMPACTED AREAS ATN NO COST TO OWNER. M_ OPEN WATER PREVENT STANDING WATER THAT COLAS INCOME STAGMNO, 0 POLLUTION PREVENTION MEASURES, PREVENT CONTAMINATION O STOKEWATER FROM ON -SITE MATENA S MD WASTES ACTIVITIES OCCUMM AT A SEPARATE AREA SSTA INGI N CONJUNCTION WRAF ME POECT ARE S NEC TO THE PROVISOS N MI6 FAT. I AY PRDOKT O wA MM THE POEATIAL TO COITAMIATE STOEMWATER MST M STORM INSIDE M UNDER COVED N SAPPY, DESIGNATED ARM OAY. TTE6 MUST E STORD N A OCMD, LAElED CONTAINER AND I A MANER TO PREVENT RELEASES THROUGH VAIONSM, THEFT. ACCIDENT ON OITEAWH. MEANS INCLUDED N THIS IwoVBO1INCLUDE. MIT 6 NOT LITRES TO BUILDING WTORNS, PFSTgoES, TREATMENT CHEMICALS AND BY-FOODUCTS. LANDSCAPE MATERIALS FUELS DES AND DIES. PALMS. PRINT WASTE AND OMPR NA ADOLS WASTES STORAGE LOCATORS SHALL E INDICATED ON THE SVAN P. AND IN UPDATED A NECESSARY It) REFECT SITE CONDITIONS 2. UTTER MO SOLID WASTE AT THE SITE MUST K CONTROLLED TO PREVENT RELEASE FROM THE PIIOIECT SITE ANDINCOVOED, CIMPT WHEN ADDING O REMOVING WASTE. LITERAIOWASTESWYNOTKMIKO O OTHERV/6E DISPOSED AT THE PRODUCT SITE. SOD WASTE MUST IN COLLECTED AND OSPOED OFFSM N A AMANEA Cp661WT MIN LOCAL AID STATE SOLID WASTE YAE& MHO WASTE STORAGE LOCATIONS SHALL E INDICATED ON THE $WPPP, AM K UPDATED AS NECESSARY TO REFLECT SM CONDITIONS 3 OFSIM FUELING SHALL IN CONDUCTED N SNIPPP DESIGNATED AREAS ONLY, AND SLALI HAVE SECONDARY CONTAINMENT N PACE TO PREVENT FUEL RELEASES 0 SITUATIONS WEE PERMANENT CONTAINMENT 5 MOT FERRATE, INBMI® CONTAINERS SUITABLE FO USE UPROAR! EQAPP EAT DUNG FUELING OPERATI0NS 5 ACCEPTANCE- FUNDING LOCATIONS SNAIL IN INDICATED ON ME SNAPPY. AND E UPDATED AS NECESSARY TO REFLECT SITE CODITIONS. A ASPAU WCOFTAA-S WMASIS ATROPRATE TO PROJECT SPECIFIC POITTANTS AND QUANTITIES CALL E LOCATED ON THE PROJECT SIZE AND ITS IODATION SHALL E INDICATED OR THE SWW 5 PONfABLE TOILETS MUST 0 009TIOHED SO THAT TEY AN SECURE. ARID WILL MOT IN TANIOON DOW0 OVER SANITARY WASTE MITT K 05PMM N A SEAMEN CONSISTENT PATH LOCAL AND STATE RIIH 6 VEHICLE AND IOJAYENT WALING 6 PROMOTED AT THE PROJECT SITE INCLUDING BUT NOT UITTED M THE STAGING AREA T OONCKTE WMHI CFUT WASTE SHAALL ETHER IN COLLECTED AND MANAGED OFSITL O MANAGED OMSM IN A SWPPP-OFSGMIED CONCEIT WASHOUT AREA MATERIALS N OR DESGND FM ME WASHOUT AREA SHALL MOT CONTACT THE GROUND. NOA SHALL WATER ORO ER LIQUID OISCHAIWE FROM THE CONTAINMENT STRUCTURE, WASTES COLLECTED MUST RE DISPOSED O Off -STIR IN A MNNAR CONSISTENT WITH LOX AHD STAY SOLID WASTE RILES WASHOUT RAGS SHALL IN FORNICATED ON THE SNAPPY . AH1D E UPDATED AS NECESSARY TO REFLECT SITE COMOIIIONS. WASHOUT AREAS LINL IN SIGNED AT THE PAOIECT SITE, N CASES WHERE AN M SM ITCH COINCETE O ASPHALT PLANT 6 USED, A PUNT FOR THE MANAGEMENT O FILOFY E DUST, STOOPING. WASTEWATER. SOLID WASTE MOM. TRAFFIC LOCATION AND OTHER PHYSICAL COPEOEPATIOS SMALL IN SUIITTED. I USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT DISDIAIH ON PA W O ITUMNOU6 OIMONIGS. CUrr"lG . MILLINGS, AND OTFEA NIIAAROL6 WASTES FROM AREAS OF ORSTING ON FUTURE VEGETATED $OIl AND FROM ALL WATER CONVEYANCE SYSTEMS. NCIANC "ITS. DITCHES AND CRIB Pow LINES 9. USE METHODS AD OPERATIONAL PROCEDURES THAT PREVENT CONCRETE DUST, PARTICLES. CONCRETE WASH OUT. AND OTHER CONCRETE WASTES FROM LEAVING THE PAOECT SRN. DEPOSING IN COSTING O FUTURE VEGETATED AREAS, AND FROG RACING SOMWATER CONVEYANCE SYSTEMS. INQLANG SETS CODES AlDCUMFLOW TEES USELETMMANDOPRAT MPIOCEOINESTHATPREVENT SAW CAT SLIMY AND PAPFIG WASTE FROM LEAVING THE MOECT SERF AND FROM ENTERING STOW WATER CONNIVANCE SYSTEMS INCLUDING OBOE AND CIVETS. 10 IF ON SM OR OFF-STF PACTS OCCUR DE TO MO COkV AMH WITH THEM MWNEMENTS, RESTOE UPACTED AREAS AT NO COT TO OWNER P. ESTANLSHH FINAL STAILYATOI: RESTORE W PROJECT SITE M POINT-WWIIED VEGETATIVE CONDITIONS AND NRATT !PERMIT TERMINATON PROCESS 1 COMPLETE SOL DWLMB G ACTIVITIES AND RESTORE SITE TO A UNIFORM PERENIEAL VEGETATIVE COVER WEIN A DENSITY O NOR D OTHER EQINAIHO I EAS REi TO PREVENT SM FALUE MOEN EROSIVE CONDITION 2. TEMPORARY MIS SAUL IN BRAVED. UNLESS SPECIFICALLY APPROVED. 3 PERMANENT COPS SHALL ARE FULLY ISNMIED AND V TO RE OPEMTIIIG AS DESIGNED ANY BALNS O OTHER PCI►WEMT ITS ALSO USED AS TEMPORARY COPS DURING THE COFLSTRLKTON PHASE. MUST K CLEANED O ACCOMPATED SMDIIEKt A. NOTE THAT COMPWIQ NSPECIIOS N ACCORDANCE WFIH ME POVMLONS O ME PERMIT, MUST CONTINUE TO E COMPETED IRE THE PERMIT 6TEMENATED S. GROWING SEASONS COMRRMCLIE1ff O WON N RELATIONSHP MCOWING SEASONS AND FWK STABLOATON EFFORTS MAY (PACT THE CONTRACTORS SELECTION O BMPS FOR FOAL STAEDATIO THAT S SEMOG IOU HYOOSEEDNG OF SIMS N THE FAN DO NOT COMMUTE FINAL STAEIIATION AND WILL MAY THE ABMUN TO CEAM IdE[rol6 NO" 7E1/1AM THE POW IS RIMNTALS A SEE DIVISION 01 FO SUBMITTAL PROCEDURES 9. CfKfNCATE M. CERTIFICATE FDA SLAT FEND FARO ATTESTING THAT FAI11C AND FACTORY SEAMS COMPLY WITH SPECIFIED REQUIREMENTS AND SIGNED N LEGALLY A THOROSD OFFGA O MANIFACTUAER INDICATE ACTUAL MINIMUM AVERAGE ROLL VALUES. DENTIN FABRIC IF TOLL IDENTIFICATION NW W& C. STORMWATER POLLUTION POSNTION PUN 6WPPPL PREMED RS SPCCRED ABOVE, 0 SMRMNATEE POW APPLICATION PROCEDURE 1. EVOFNOOCR FEATIOMONDNDJk$W*REDWM 14(C)SWLKNI89FO8VTE CXDFKIO AT IE PRECO S1YKlOM MEETING. 2 CONTRACTOR COMPLETES A HAPO4MM VERSION O THE MINA CONSTRICTION SIOWWATFA PERMIT APPLICATION FORA INSPECTION REPORTS NSPECTIOIS SHALL K COMPLETED, AND CALL IN MAINTAINED ONSFE M K PROVIDED iOl IEGUATOr SrAFF RS MQJESTFD. NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) H. STOIMWATEP PEMR TE,,FWYTION FRDCMU,, WHIM THE PwMSIONS OF PART LAP)FO AW STAYYATION HAVE BEEN MET AND A POST CONSTRUCTION INSPECTION HAS BEEN COMPLETED, I. CORIMACTOR COMPUTES A 14W{OW VERSION O THE MPCA NOTFE O TEFRMATIOI MYFRDFTP'( Y1�N/CASTATE.MN.ILNCOIM/VEW�OC11MpflllMtiGD•75rI MD SUBMITS FOR L OF9TE BASF t()NCM\VNM EATOH PING MANAGEMENT FSAN AS POCATED M PMT L4M7L %WAT A KAN FOP THE MAPAAIENENT O FUGITIVE DUST, STOOPING, WASTEWATER SOLD WASTE. NOSE. TRAFFIC, LOCATION AM OTLER PH YSIGI CONSIDERATIONS PRIOR TO USE O A MTCIH CONCRETE ON ASPHALT RANT. I MATERIALS AND PRODSET SHOP DRAWINGS PLAIT 2 - PRODUCTS 2.1 MATERIALS A MULCH H: PER MIDW MECFKAT10N SECT10113T33. T4E I F GRASS SEED FOR TEMPORARY COVEN SELECT A SPECIES APPROPRIATE TO CLIMATE- PLANING UNION, AND NTDOED IURFOSE. RFSMNEAREAWELUTENEPLWrEDMTHPERMANEHTVEGEfATON.DONOT PEM OFOMN M E EXCEAKLY COMPETITIVE ON PHONE TO VOLUNTEER IN SUBSEWENT SEASONS MADOT SEED ANN 400OR DI00 APPROVED EOUNALEW C SAT MACE FABRIC PER MIDOT SP£O/KATIOM SECTION IIN FO STADMD MACIHNE SIQD O HEAVY DUTY TINE, MEASSEMMFDSITFENalS OFAL1OAEO. FQIOWRADOTSTADMDi 0 GMTFXT%K PER NANOCY SPECIFICATION SECTION 3T31 TYPE V. E EROSION COPNNOL RAPER PER ANDOTSPECFKATIOM SECTION NRS CATEGORY N COCONUT FOR ALL ROES N:f ON 6FEAMA AM WITHIN ENTIRE■ W AEA ARID CATEGORY 2 STKAW 25 FOR ALL SONEStl OR GRRATERL F. EROSION STABNOATON MAR PER MI COT SPECIFICATION SECTION UM TIE 3 MORE Sldf GREATER THAN 31 ADAT PPE OUrLM G. STORMONANINLETRACIFECTION FILTERM6INSERTOAMIOEDECAWMIFT. SALTPENCEWARPEDON DOING OAT FENCE O SIRAWMLES SMIOUNOM CATOFMSN O MANHOLE 6 GENERALLY NOT MOWED RS A PRIMARY MEANS, KIT MAY K USED FDA REDUNDANT PAOfERON. M. RTTA LOG: PER MNOOT SPEOFKAION SECTION 3ETTYPE STRAW, W OR COM/O6T WO STRAW LOGS ARE COSDCMD TO K MAMEIAILY EFFECTIVE, ARID AE ONLYTO K USED. F AT ALL INVERYLOW-FIOM. LOW ROPE ARRAS PART 3 - EXECUTION 3.1 EXAMINATION A EXAMINE SITE AND IDENTIFY EXISTING FEATURES THAT CONTRMIITE TO EROSION RESISTANCE. MAINTAIN SUCH COSTING FEATURES M GKATEST EXTENT POSME 31 PREPARATION A SO4EDUU: WORN SO THAT SOW SURFACES W MFT EXPOSED POOR THE MINIMUM AAAO AR O TIME 33 CONSTRUCTION ACTIVITY REQUIREMENTS A STOW WATER POLUION PREVENTION PAN TE KMNTTUMM RVLU" THESNPRYAPD THE REQUIREMENTS O MIS PARE TEMPS IDENTPIMMMESWPYANDOT PEIMRCOSTKSMCTED,MPAULD.MDMAINTNWDMM APPROPRIATE AD FUNCTIONAL MANNER THAT 6 N ACCORDANCE MM RELEVANT MANUFACTURER SPECIFICATIONS MD ACCEPTED ENONEENNG PRACTICES I EROSION PREVENTION PRACTICES I THE PEAM'rTEM) MUST PAN FOR AND MFLIMNT APPROPRIATE WK SUCH AS CONSTRUCTION PHASING, VEGETATIVE F.FFEE STPNM. IGEOFTN SOLE GRADING, NSNICTION AID MAINTENANCE O PART WE AND OTHER COSTNUCTON PRACTICE TAT M/IR Z FAISPON M MECCSAR' TO COMPLY WITH THIS PEWIT AND PROTECT WATERS O THE STATE, THE 0CATIONI O AREAS HOT TO BE DISTURBED MUST E DELINEATED D.G.. WITH FLAGS, STAVES, SIGNS, SILT FENCE ETC) ON ME PROJECT SITE BEFORE WORM BEGINS THE PFMNREEO) MUST MINIMIZE ME NEED FON 01S1UgAHH O PORTIONS O ME PIOIECT THAT NAVE STEEP SLOPES FDIC MOM SLOPED AREAS WHICH ARM IN DESIURKO. THE PREITE(S) MUST USE IECFNOIES SUCH RS PUSNG AND STRMUAlO11 PRACTICES DESMOED FOR STEEP SLOPES (E.a. SLOP DAMNING APO TERRACING). I THE PEAMITTE6) MUST STALLS ALL EXPOSED SOL AREAS MOLLOIG STOOVIES). STANU2ATOM MOST IN INITIATED IMMEDIATELY TO LIMIT SM EROSION WIMNEVER ANY COISTRICf10N ACTIVITY HAS PERMANENTLY01 TEWOMAY CEASED OR ANY POTION OF THE SITE AND WLL NOT RESUME FOR A PERIOD DIEEDNG IF CALENDAR DAYS STAMIIATION MAST IN COMPLETED NO LATER THAN 14 CALENDAR DAYS AFMA THE CONSTRUCTION ACTIVITY N THAT PORTION O THE SITE HAS TEMAOPAALY O PERMANENTLY CEASED FOR PUKK WATERS THAT ME MINESOTA DEPARTMENT OF HATRAL ESQR[RS HAS PROPAGATED THONG N WATUI NESTMCTRN S' DURING SPECIFIED RSIH SPAI MHG MR FRANCS. ALL EXPOSED SO ARM THAT ARE WITHIN 200 FEET OF THE WATERS EDGE- AND OMN TO THESE WATERS COST COMPLETE THE STAAtOATON ACTPAYRES WITHIN N NDMS DJE16 THE EITIACTIOM PERIOD. TE3/ORMAY MCK MB WITHOUT SIGNIFICANT SET, CLAY OR ORGANIC CO POENT& LEG. LEAN AGGREGATE STOCKPM DEMOLTHON CONCRETE STOCKPILES. SAND STOOPMESI AND ME CONSTRUCTED RASE COMPONENTS O ADAM PARKING LOTS MD 9MlA SURFACES AM OEAEPT FROM THIS EQIRE ENT BUT RAW K N COMPOANC WITH PAINT ACS 3, If USING STONMWAM CONVEYANCE C AMNELS.THE PEMNTIEOS) MUST DESIGN M CHANNELS TO ACUTE WATER AROUND O STAll=D AREAS ON ME 311E AND TO REOIIC EROSION. UNLESS IfESBLE THE PERMMTTHW MUST USE ENO" CONTROLS AND VELOCITY 06SPATIOM WAIN SUCH M CHECK GAMS SEDIMENTTAAK NOW. 00 GROUTED M AT OUTLETS WITHIN AND ALONG THE LENGTH O ANY COUSTNFCTED STOMRMATR CONVEYANCE CHANNEL AFO AT RAN OUTLET, TO PAOAAUE A NDIHUFOLME FLOW VELOCITY. M MMMOl EROSION O CHAPELS AND TIER ELMPOEKM OUTLETS. RDMCENT STEAM RARE, SLOPES AND DOWNSTIIFAM WATERS OARING 06OAROE COIIpRO S 3. ME PEW rrrEEDI MUST STA QE THE NORMAL WETTED PERIMETER O ANY TEMPORARY O PERMANENT DUNNAGE DITCH O SWALE THAT ORDAINS WATER FROM ANY PORTION O THE CONSTRUCTION SITE O INVERTS, WATER MOUND THE SITE. WITHIN 20D UNAL FEET FROM THE PMOPEM EDGE OR FROM THE PONT OF 16CIAA0 INTO ANY SURFACE WATER STANIDATON OF M LAO 2013 uEAL FEET MUST IN COMPLETED WHIN N HOLM AREA CONNECTING TO A SURFACE WATER O PROPERTY EDGE THE PEEATIEE(S) SHALL COMPLETE STAMOATON OF THE ROAAPING POrnom OF ARY TEMPORARY O PERIMAEII DITCHES ON SWAM WINER 14 CALENDAR DAYS AFTER CONNECTING TO A SUMAC WATER ON PROPUTY EDGE AND CONSTRUCTION IN THAT POPIROW O ME DIRK HAS TEMPORARILY O PEEMAIEOIY TOM OAOf O PERMANENT DRONES O SWALS THAT AE WORD USED AA SM&*W CONTANEENT SYSTEM DARING CO6IRECTHOM (RAM PROERY DESIGNED IOO-0TUH CWC S, AND ROLLS. SLAT ORL ETCI DO MOT N® TO IN STABILIZED DURING THE TEMPORARY PERIOD OF ITS USE M ASEDMEIT CONTAINMENT SYSTEM THESE AREAS MUST K STAIIIOSD WITHIN N HOURS SEER NO LONGER KING USED AS A MDMKT CONTAINMENT SYSTEM, APPLYING MULCH. WOCIMUICP TACIOER POYAOMAMOE M SIMILAR EROSION PREVENTION PNACTIO E 6 NOT ACCEPTABLE STARAD.ATRN IN ANY PART Q A TEMPORARY O PERMANENT MARRIAGE DITCH ON SWNE S PPE OUTLETS MST K PACNAOD WITH TEMPORARY 00 PERAA EAT ENERGY DISSIPATION WITHIN N HOURS LATER CONNECTION TO A SURFACE WATER 6. UNLESS WMASAINE DUE TO LACK O KMIOUS OR VEGETATED WAS. THE PEWI1lE(SI MIST DIRECT D6OARGES FROM AMPS TO VEGETATED ACAS O THE SITE (INCLUDING ANY MTURAL ALf FE AS) N ORDEAL TO INCREASE SMM OFT KFAMAL AO MAKMM6i STOMWATEF INFILTRATION. THE PERMIT ME(S) MUST USE VELOCITY DISSIPATION DEVICES F NECESSARY TO PREV04T EROSION WHEN DANCING STORMWATER TO VEGETATED AREAS NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) C. SEDIMENT CONTROL PRACTICES 1. SEDIMENT CONFIRM PRACTICES MUST MNIMK SEDNNE.PIR FROM ENTERNG SINFACE WATERS, NICILDNG CM AND GUTTER SYSTEMS AD STOW SEWER INLETS 2 TENMIOAAY ON PEWAFBR OAINAGE DRONES AAV SIDNEFFO RA$IS TINT AK DESIGNED AS PAPT O A TREATMENT SYSTEM KOIMf SEDI EIR COMIROL PRACTICES ONLY AS MROMATE FOR SIZE CONDITIONS 3. F THE DOWN gADE/11 TREATMENT SYSTEM 5OVIOLCA00, ADDITIONAL UPGANXENT SEDIMENT CONTROL PRACTICES MUST IN "WAUFD TO URINATE TIE AND OVERDROIN6. ATHE SNIPPY MUST IN AMENDED TO DENITFY THESE ADDITIONAL PRACTICES N. AN TO ANNfAN T FLOW AND MA SHEET RILLS AND/OII GULLIES, THERE E N O SMALL UENOVEN SLOPE LENGM O GREATER MAN 75 FEET FO ROPES WITH A GRADE O 3:1 ON STFEEA S. SEDIMENT CONTROL PRACTICES MUST E ESTABLISHED ON ALL DOWN GRADIENT PfAMEIF%REFOf ANY UPGRADIENT LAND 16TININIG ACTIVITIES EON. THESE PRACTICES SHAL REMMI IN PACE UNTIL FINAL SIANIZAT10N HAS AMR ESTAMLSHFO. E THE TIEING OF THE INSTALLATION O SEDIMENT CONTROL PRACTICES MAY IN ADJUSTED TO ACCOMMOOATE SHORT -FIRM K ITVFM 9" RS CLARRN6 O GRJBING O PASSAGE OF VEHFKLES ANY SORr.TEW ACTIVITY MUST K COMPLETED AS Q.AOSY AS POSSBA ANDTE SEDIMENT CONTROL PRACTICES MUST IN INSTALLED MM MMV RATER THE ACTIVITY 6 COMPETED HOWEVER SERPENT CONTROL PACTIQS MUST K INSTALLED BUM ME NEXT PRECIPITATION EVENT EVEN LATE ACIMFY 6 NOT COMRflf T. ALL STORM DARN INLETS RAW M PA ITECTED NY APPROPRIATE RMR O.NPING CCI6TIIURION UNTIL ALL SOURCES WRIT POTENTAL FOR p6ONANW. IC TO ME INLET HAVE BEEN STABILIZED AND FNAL NSPECTIM HAS KEN COMPETED. L TEMPORARY SOIL STOOVIES MUST HAVE SAT FENCE OR OTHER EFFECTIVE SEDIMENT CONTRAS, AND CANNOT K PLACED IN SURFACE WATERSM NOUOING STORM WATER CONVEYANCES SUCH AS CURBAND GIRTER SYSTEMS, O CIINDUIS LAID dEOEi STOCORES NOT ACTIVELY BONG WOROD SHALL K STMAO2ED AROUND THE ENTIRE PERIMETER. STDC WLES KNG WOM M SALL IN STAINUIED ATME M OFEA04WOUDAY PKYA4DTCP5OIIST0004M HNIAODTIONYLYKCOVERED f. VEMICE 1RAOOIG O MOMENT PROM TE CONSIRUTON SITE MUST M MIMMOD OY WK SU M STONE PADS COMOER O STEEL WASH PACM. O EQlIN AL9IT SYSTEMS STREET$ MUST K SWEPT DAILY D. DEWATENNG AND MSIN OARING I DEWAMRAG O MIN DMAIIG EEG. PUMPED DXKMGE& TRENCVOTCH CUTS FOR DRANNAGEJ REUTTO TO THE CON61WETWN ACTIVITY MAT MAY HAVE TRND ON SEDIMENT LADEN DISCHARGE WATER MUST M DSOIAACiD TO A TEMPORARY O FE AFT SMUEMfAMNBASMMTEPROIF SMWHENEVEAPO$LYE. F THE WATERCAWWK D6oMRGEOTOASEDIMENTATION RALN PNION TO ENTERING THE SURFACE WATER R MIST K TREATED WITH ME APPRORIATF BARK SKH THAT ME DISOMRGE DOES NOT ADVERSELY AFFECT THE RECEIVING WATER O fXRYM$TREAM LWDOWMEK THE CONTRACTOR MST ENSUE THAT OSOIAAGC PONTS ARE ADEQIATNY NIOMECTED FIRM EROSION AND SOCIAL. THE DISCHARGE MUSE K DISPERSED OVER NATAAL R0O RIPW. SAND LAGS PL.SM FT"Op oTHER A D FFEAGY 06LPATON MEASINES. AO U SEOYENOATON CONIRO NEASAES W MOUMFD FOP DXNAEi WATER THAT CONTAINS SLSNNOD SOLIDS 2 ALL WATER FROM DEWAMANG ON MAIN DRAWING ACTMTES MUST K DISCHARGED N A MAAB THAT DOES NOT CAUSE MASAACE CONDITIONS. ENO" N IYLEANG CHANNELS OP MN DOWNS ME PRORATES, ON INUNDATON N WETLANDS WISING 96MCANT ADVERSELY MAR TO THE WEILAND 3. ALL PERMITS FDA OEWATEMNG M MO TO IN OTAIED AY ME CONIRACTOR PRIOR TO INITIATION ANY DEWATERN6 PRACTICE. E_ INSPECII014 ANO MNNTFNACF 1 ME CONTRACTOR MUST ROUTINELY INSPECT IHE CONSTRUCTION SITE ONCE EVEN SEVEN DAYS DIMING ACTIVE C016TRUKTION ANO WIMN IA NOUNS AFTER A RAINFALL EVENT GREATER THAN OS LADES N 24 HOURS 2 ALL INSPERIOq MAINTENANCE AND CORRECTIVE ACTIONS CONDUCTED DURING C0NSTFAX 110N RAW K RECORDED AND THESE RECORDS MUST K RETAINED WITH THE SYTPF. 3 WHERE PLAITS O THE CO STNRION SITE HAVE UNDERGONE FINAL STABILIZATION. BUT WORM REMAINS ON OTHER PARR O THE ERE. INSPECTIONSOTWST"I DAREASMAYKMEDIQOTOONQPEMMO LWHEREWOXHASKENSUSPENOWDUETOFAO2EN GROUND CONOTKM INSPCI10N5 MAY ALSC IN "' W"DED UMM THAW AT TE SITE OCCUR. N. ALL EROSION PREVENTION AND SEDIMENT CONTROL IMPS MST IN INSPECTED TO ENSURE INTEGRITY AND EFFECTIVE EOL ALL NONFUNCTIONAL WK MST K REPAIRED. MPACED, M SIAPEEMENTED WIN FUNCTIONAL W K TE CONTRACTOR R MUST INVESTGATE AND COIMMPY WITH THE FCLLOYNG INSPECTION AND MAINTENANCE M WREMEMR: A ALL SLl FENCES MUST K TEEPRIED. REPLACED. ON SUPPLEMENTED WEN THEY KCDAE NONF ICTIONK O THE SFLIAE NT MACE 1A O THE HEIGHT O THE PRICE. THESE SPARS MST K MARS WITHIN 21 HOURS O DISCOVERY. O AS SOON AS HELD C]IOlil0llS ALLOW ACCESS 6 TU.lOARY AND PERMANENT SEDI EMATON RM51NS MUST IN DIW NED AO ME MOMENT EMCVED WHEN ME DERN O SE( MEW COLLECTED N THEBASIN RAOHES V2 THESTORAGE VDIMIE- DRAINAGE AD REMOVALMUST K COMPLETED WRHN 12 HOURS O pISCOVERY.O M SOLO G FIELD CONOITOM ALLOW ACCESS c 92EACE WATERS IMCWNG DPAIfAGE WO*S AND CONVNANQ SYSTEMS, MAST K NSFECTED EDIT EVOEIHQ D MOMENT BEING DEPOSITED RY EROSION THE CONTRACTOR MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITION RNFKE WATERS INCLUDING DRAINAGE WAYS, CATCH MSNS AND OTHER DRAINAGE SYSTEMS- AND RESTABLUg THE AMAS WHEN SEDIMENT REMOVAL RESULTS N EXPOSED SOIL THE REMOVAL APD STABILIZATION MUSE TAn PACE WITHIN SEVEN DAYS O DISCOVERY UNLESS PRECLUDED BY LEGAL REGULATORY OR PHYSICAL ACCESS CONSTRAINS, THE COWRACMR SHALL USE ALL REASONAEE EFFORTS TO OfAIN ACCESS. IF PRECLUDED, RMOVAL AND STAIDATION MUST TAPE PACE WITHIN SEVEN CALF/MM DAYS O OLTAINING ACCESS THE CONTRACTOR a RE90NSEE FQF CONTACTING ALL LOCAL MC40NAL STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PEWIES. FAO TO CONDUCTING ANY wow I. CONSTRUCTION SITE VEHICLE CUT LOCATIONS MUST IN INSPECTED FOR EADENHCE OOF-SITE SEDIMENT TAKDNG ONO PAVED SURFACE& IRA= SEDIMENT MUST K REMOVED FROM ALL Off -SITE PAVED SURFACES WITHIN 21 ROARS O DISCOVER. ME CONEMCFON 61E90/9BLE FDA THE OPERATION AM MAINTENANCE O TEMPORARY NICE PERMANENT WATER QUALITY MANAGEMENT KRIS A WEER ALL EROSION !PREVENTION AND SEDIMENT CONTROL BARK FORTE DURATION O THE CONSTRUCTION WORK AT THE SITE THE CONTRACTOR 6 Bf5M6KE UNTIL THE OWNENOPEMTOE HAS ASSUMED CONTROL ACOORDING TO OVER ALL PEAS O THE SITE THAT HAVE NOT BEEN FINALLY STAR® O 11E SITE PAS UDEIAGOE FINAL STABILIZATION. AND A NOT HAS BEEN SUBMITTED TO ME MICA N ACCORDANCE WITH THE MCH IK WOLFED N PART LS(HI I. F SEDIMENT ESCAPE$ THE CONSTIUCI10N SITE M-SITE ACCHMMIILATONS OF SEDIMENT MUST K REMOVED IN A SAMOVAR AND AT A FREQIENLY %AF OFNTTOMNIMUE OFF:SMIMPACTS CEG., FUGITIVE SEDIMENT N SAFER COULD M WASHED MD STOW SEWERS RY THE NM WN ANDAR POSE A SUET HA2AR0 TO USERS O PUBLIC STIFFER) S AIL IPHLTRATION AREAS COST K *INFECTED TO ERS f THAT AD SEDIMENT FROM OGOINCA CONSTRUCTION ACTI VIES 6 MEA04M IE NFRTMTIONARTMTION AEA AND THESE AREAS ARE PROTECTED FROM COIMPACTION DUE TO CONSTRUCTION EQUIPMENT OPPOSING ACROSS THE E FIINATION ARRA NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) PANERA BREAD DEVELOPMENT - SITE INTRO. F. POWTDN PREVENTION MANAGEMENT MEASURES THE CONTRACTOR SHALL vIHEMT THE FOIOWNIG PODUEIDN PAEVENTRM MMINGEM E T MEASURES ON THE SITE "Ec, DESCRIPTION 3 STROI IMNDENG. AD DISPOSAL OF (p16TNRTm PRODUCTS. WTmALs, AD WARES: TNF aw ACT011 SHALL COMPLY HVTH THEFOUOWOF ANY OF ME PRODIM MATERIALS. OR WAVES PRODUCTS RMDA��m ��THENM VOTING THE PROPOSED REDEVELOPMENT PNOECT E11NS51S OF pSTUIENNG lAl /MIS Of THE ODETNG CrWNHA55EN sN HOTEL AT ul w ]9TH STIIEET N ONNENSVFI. PROJECTA CHRESTAURANT � W�RG WASTESAN SOURCE OF TINTTO , STOIIYWAER d1 ARE DESIGNED TO EXPOSED M STO4AWAIEII AE A AAM SQUARE FOOT"147 SSEN NG, ALONG TVITM ASSOCIATED SURFACE PARING ROT, MN. PROPOSED DEVELOPMENT SINGLE-T73ANT NOT TEED MTHIS REDUNDANT: FLASH ENCLOSM. CONCRETE OAR! AND GLITTER AND OTHER ASSOCIATED UTUIES THIS STE UES WTNN TM UNSNAED ZONE C WAS OF MINIMAL F10ODNG POLLTD AR6T E UMOFEECTIVE MEAN SHEETING GN TEMPORARY E KNftDOWS T PRODUCTS THAT HAVE THE ROTB/TIAL TOUTANT ACCORDING TO RMA OR P IN ICI PREVENT THE DISCHARGE O POLLUTANTS OR NIOTFRFO P A SIMILARLY EFFECTIVE MEANS ESIONO TO MINIMIZE CONTACT DIESIG M PgIECT SIRE DOES NOT NCIUE SITES OF HISTORIC On OGEA SATURFONCE ANC DES NOT INCLUDE E SPLICES, ME WIN VIEM ROIWAYATER IS, MIGRATORY Vt WINTENE AREASTHREATENEDWI NATURAL CONRRIRTIB, CODNHAL WATERRRD MESiNG SITES. NIGNATDRY WATFLFNOWI CONCENTRATION! LEAS REEF WNTERINIG LEAS DIE WILDLIFE mARRGOK L NSTgOES HUACM R6ECTROOM FERIAR M TREATMENT CHEMICALS. AND LANDSCAPE MATERIALS MIT E LARGER COVER R6, THE THEHFMFMAIOII APRG MNIFRNMIC OFTTHESTOMASTOMAWATER POLLUTION PREVENTION PLAN WILL PROVIDE ME CONTRACTOR AND OWNER WITH THEDESIGN DEFOG pL TES/GNNn SI RI PREVENT THE 06OIARE a POLLL/TNA15 OR PROTECTED ITT SIMILARLY EFFECTIVE MEANS DESIGNED tO4MME CONTACT WAITHN STOW WLTER TO EWCE SOL EROSION AND MINIMIZEPOLLUTANTSN THE STORM WATER DAM CONSTRUCTION OF THE SITE c HAZARDOUS MATERIALS, TODC WASTE (INCIIONG OL DEYL FUEL GASOLINE, HYDRAULIC FLUIDS PMNT SOLVENT PFiSE01EUM-NEED TM STOW WATER POLLUTION PEKMDN PLAN WILL DEFNE THE CHARACTI OF THE STE AND ME THE O CO6lRUCTDN TO OCCUR; INCLUDE A SM PLAN PRODUCTS. WOOD PEYFATNq ADDITIVES, OAUNG COMPOUNDS, AND ACIDS) MIST E PROPERLY STORED N SEALED CONTNIERSM SHOWING THE COI61pFC1%1N; DESCRIBE SALE PMCIICLSNAT WILL E USED TO CONTROL EROSION AND THE RELEASE O POLU RANTS NNE STOW WATER PREVENT SPILLS, LEAKS OR ONE&DISCHARGE RESTRICTED ACCESS STOMfiE LEAS MUST E PROVIDED TO PREVENT VANDALISM. STORW INDICATE A SCHEDULE TO REV ENSURE THAT THE PRACTICES INDICATED ARE IPUNNITTED AND TO EDP EVALUATE THE FNECENOEIS O THE PRACTICES IN AD 06POSA O HAZA D"WASTE OR MAZkID S WTOWS MUST E N COMIIIMIQ LMTH MIN. R OE APES IAOWNG SECONDARY CONTAINMENT AS APPLICABLE. REDUCING EI 09M AND POWTANTS OSOMNGED FROM THE SITE, AND TO DESCRIBE THE RNA STABILIZATION MEASURES EOINED TO HELP MNIME ow" AID OTEII STOIW YYMBI MM.TS DATER m16TR1CTIQ1 W SOD WASTE MOST E STOM COLLECTED AND 0009D O PROPERLY N COMPLIANCE WIN MALL R C, 7DKS. e PORTABLE TOASTS MST E POSITIONED SO TIATMIN AM SECURE AND WALL NOT E TIPPED OR KNOCKED OJ SANITARY WASTE MUST STOW WATER POLLUTION PREVENTION PLAN HPIEMENTATIDM E DISPOSED O PROPERLY& ACCORDANCE IMTIH ANAL. L 04 7ML ALµ COORDI ATON, 2. RUCUIG AND MAFTEIAUICE O EDIAMENT m VENICIBI; wu PREVENIIOM AND ESPOUSE: TE PEMUITTEES) SHALL TAE REASONABLE STEK TO PREVENT THE D504ARM O S11UED OR LAED CHEMICALS. INCLUDING TESL FROM ANV AEA wHEE ORANCALS THE SITE EPESENTATNE FOR THE ONNFNL WITH THE ASSSTANCE O THE FIELD SUNANSM FORME GENERA COHXAACIM WILL BE RESPONSIBLE FOR ONFULLWLLEHORDEDORUNLOADEDNCWINGTEELSEQORIPANSOnABSORBENTSGEESNEAsrENSITUATp6WHERE MIEMPNTN, AND MONITORING THE STOW WATER POLLT,C,PREVENTION p L,DUM,,CONSTRUCTION THIS WILL PRUDEOYEAYDNGMEMANNTFMAHNQ KMMIBIT CONTAINMENT N NOT FEASRB{&IBM® CONTAINERS SUITABLE FOR USE CIDER EGNMBT ONUS FUGM O THE MPS THIRT ARE UMPLq ENrDG NOSE INSPECTIONS AND MONITORING DIME ALMS.IEHT:FY AND CORRECT ANY DEFICIENCIES N Tot STOW WATER OPERATIONS IS AC(EPTABLE. THE EERTTHO) MUST CONDUCT NBNG IN A CpTAMIM AREA HIES INFEASIBLE THE REMTTgpI POLLUTION PREVENTION FLAK AND MOITTOR TEAT ANY CHANGES TO THE CONSTRlRTHON P,.V6 ME ADOASSED Br IT SHOW WATER NXLLUMON PREVENTION MST EFBIE ADEQUATE SUPPLIES AE AVAILABLE AT ALL Tun TD aLm Lip owwwom WML TEIS AND, N APPROPRIATE PATE PLANT DISPOSAL METHOD 5 AVAILABLE FOR RECOVERED SPILLED MMEAL" THE P9IBETEE51 MUST REPORT AND CIEM UR SPILLS BRMEOLATELY AS REQUIRED F MINPI 5TAT 31LS ML ISLE DAY OUP LP MEASURES WHOM POSSIBLE. NOECT IE0MATK,1L 3. YENICIE AND EQUIPMENT WASHING : NO VEHICLE OR EON4ENF WA91NG 6 ALLOWED Al PRORECT SITES. INCLUDING BUT MOT UNITED TO SITE LOCATION: STRONG AREAS A CONCRETE AND ORES WASHOUTS WASTE: THE PflPETEFN MUST PPOVOE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOD WASTES M ALDER SITE 6 ARNCLOMATELY I AS ACRES, ZONED SH (HIGHWAY AA I "NESS SERVICES DISTINCT, AT 531 IN 791EH STREET, CHNHASSER MWEYPA IN GBERATED F wA9NOT OPERATORS DOMOETE,SMCCO,PRINT FORM EEEAiE O15, CLANG COPQND6 AND OILER omsmCMN CMMH COUNTY MATE%" EUTm TO THE CCL6TACllOI ACTAINY. THE LIQUID AND SOD WASHOUT WASTES MUST NOT CONTACT THE GROUND. AND THE CONTAINMENT LAW E DESIRED SO THAT T DES NOT RESLLT N KOKO FROM M WAS/ROUT OPERATIONS OR AREA& LOW AND SOW WASTES METE DISPOSED OF PROPERLY AND 0 CO PUAIQ WIN MPCA N1LE3, A SIGN MST E E63TAILm AiAFMT TO EACH WASHOUT FACILITY THAT REQUIRES SITE PERSONNEL 10 UTVII THE PROM FACIUIB FOR DISPOSAL O COMCETE AND OHER WASEDUf WASTES. &CASESWEEENOWSMUTO CO1 WRORAVKkTPUNTSUMD APLANFORTEMNAMKWOFROTEWVM. STOCKA N6, WASTEWATER SOLID WASTE, NOSE, TRAFM LOCATION AID OTHER PHYSICAL CONSIDERATIONS SMASH E SUBMITTED FDA APPROVAL NOR TO LSE OF ME PLAN ESFE PART J-sgjI G. FOM STABLU2ATM N THE CONTRACTOR MST ENSUE TRIAL STABILIZATION O THE SITE THE CONTRACTOR SWELL FOLLOW THE MOQOARE DESCRIBED P PART WITHIN 30 DAYS AETEM TRW RNROATION 6 COPIETE STORM WATER MANAGEMENT CONTROLS 1 AL SOIL 06TRMIO ACTARTRESAT THE SITE "AEH/O14NEim ADALSOLSMUST E STMURLDFAOfON REMNNAI VEGETATIVE COVER WITH A DENSITY O A PERCH OVEN THE ENTIRE PERVIOUS 9RIAO AREA, OR ONNIER ARROED EORVAEM MEANS TEPdIM AND PERMANENT FROSIOI CONTROL MEAANE& NECESSARY TO PEVEl1T SON FARM UNDER FROSNE COOTOS AM A LIST O STABILIZATION MEASURES HAS KEN TAAATEDELOW AND THE LOCATIONS O THESE AEALRUS ARE SHOWN ON THE ATTACHED EROSION CONTROL PUN. THIS A. ALLDRANAE CLICHES, CONSTRUCTED M ORA N WATER FROM THE SITE AFTER CDNSTRUcrmm G ODAPNETE, MUST E STANtRD TO PEOUOF FROSION. PROW WLL USE A NMMA O MFPSTO NLPCONTTOL EROSION AND SEDIMENT THOSE MCASNRES INOl10E: b. AL TEMPORARY SYNTHETIC AND STRUCTURAL EROSION PREVENTION AND SEDIMENT CONTROL MAPS MUST E REMOVED AS PART O THE KA DMIW MIS NUT PROTECTION 7% SWPO 06 RmI OR APPROVED EQUAL. SITE FINAL STABILIZATION KC SILT FEIIQ IPER CITY DETAIL STOP c ME OXTRATOR MST GLUM OUT ALL mmmw FROM CONVEYANCES AIp FROM TEMNWIAP SEDIMENTATION MASTAT ARE TO E KD ROM CONSTRUCTION ENTEAMCE PER OIY DETAIL SM) UMDMKRYAEMEWAMOWRYWM®MlTBA5IQ 5mNEMTMSTESTAILMTOPEVEPTTNOIENGWASEDMQ TY CATCH BASIN SmMBT TW PER CITY DETAIL SJOK ALTO TE MEN. aWRYAICES GN DW^4R WAS DWVA A'G OFV IT M M SURFACE WATER TIE OEAMOT OP PBA AN IT ILM MS MUST E SUFFICIENT TO REP" THE BASIN TO DESIGN CAPACITY 1 F TBANOARY SILT FE3NCE NFL. NOIECTION 3.5 CLEM UP ETAS FOR ME%CN E FOUND ON ME DETAIL $MEETS A EMOVETEMPO M MEASFESATFAPRIMNEMAE/SAE MAKEN16TAlE0. THE FOLLOW TABLE PROVIDES A SCHEDULE FOR STAEIDIC DISTURBED AREAS DURING CONSTRUCTION. B CLEAN OTTE#Pq/RI SEDIMENT CONTROL STRUCTURES THAT ARE TO REMAIN AS KRMNEPT AEALA M DISTURBED AREA WOIPD DAYS TO STABILIZE 2 C WHERE REMOVAL O TEMPORARY MARRIES WOAD LEAK EXPOSED SOL. 90E SURFACE To AN KQRABLE BRAE MID F1dI TO 115rMUTYMPER SLOPES 7DAYS MATCH A3URNT GROUD YNAES ROPES FLATTER THAN 3 TO 1 7 DAYS ALL DITCHES, WA NM COO OF OUTLET 1 DAY ALL OUTLETS I DAY AL NETS E DAY TEMPORARY SEDIMENT RAINS AND TRAPS IDAY SOL STOCOLFS 7 DAYS KNAENI STONIWATUI MANAGEMENT SYSTEM THE PO6E17EEN SHALL DE9BN NE PRONR SO TAT ALL STOMMATO DISCHARGED FROM THE NOW MINING AND AFTER CONSTRUCTION ACTIVITIES DOES NOT CAUSE A VIOLATOR Q STATE WATER DUSTY STANDARDS. N LOOM NASANC CONDITIONS EROSION N EOIVWG CHANNELS OR ON DOWIdDPE PROPERTIES. OR A SIGNIFICANT ADVERSE MAC TO WETLANDS CASED F NUPDATTON ON DECREASE O FLOW THE PDRITTEER) WALL CONSTRUCT A PERMANENT STOW WATEA MANAGEMENT SYSTTM MEETW O THE REQUIREMENTS O THIS PART, CA N THE PROJECT 6 LOCATED N A JURISDICTION SUER TO A NPDESAM MUpAL 9AMTE STOW SEWER SYSTEM IM641 REMIT AD THAT PRATT HAS ESTABLISHED KWAENT TREATMENT MCUmENII THAT INCLUDE VOLUME EOACTICLL ME KWRTEEN CAN COMPLY WPM THE PERMANENT TREATMENT EQIHRMENTS ESTABLISHED UNDER THE USA PERMIT IT N LEU OF THE P6WABT TREATMENT $EQEE3pTS O T D KMIFT RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A MDRDNAE MEASRES SUCH AS HVORAULC LOADING AD DIRER PAACTMAS SPECRD INTHE DISTRICT MUSE E USED ON ROES O 3:1"GN STEVEN TO PRONE ADEQUATE STABILIZATION. B F9Al SrrE STABILIZATION MEASURES MIT SEM MAT AT LEAST 9R NOESGN TOPSOIL GN ONGAI IC MATTER E SEALED AD NCOMP RATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WRDEVER TOSOB HALE BEER REMOVED. C ALL TEMPORARY EROSION AND SEDIMENT CONTROL ANTI MAST E REMOVED UPON RNA RABLLOATUN. D. 50l SURFACES COMPARED DULLING CONSTRUCTION AND IOAARN O PERVIOUS uK A COMPLETION O CONSTRUCTION MUST E ECOPACTED THROUGH SOL AMENDMENT ANDION RAPING TO ADORN OF IB INCHES BL INCHES FOR SN6L14AY HOME PROPERTIES) WALE TARBG CAE m Mm UTILITIES. TEE ROOTS AND OTHER EWTNG VEGETATION PRIOR TO RNAL EVE6[TATDN OR OTHER 5TAMpATIOE. E. ME KRMITEE MUST, AT A MINIMUM . INSPECT , MNNSN AND LIMN ALL. 06TIN ED SURFACES AND ALL EMPEROR AND SEDNEM &MTIDI FACLM AND SOL STABILIZATION MEASURES EVERY DAY WON 5 THE KRMTB MST PERFORM TREY KEMSpITAEE NWILL MAINTAIN NMAINTAINR WA EHDS OFACTIVITIES UNDO THIS SECTION FOR INSPECTION EDN F THE DISTRICT ON REQUEST. SEE THE fADSCAPE PLAN FOR FINAL. RANT AM) TRW CO UMI O ME STE W APPLICABLE ME PROECT WILL CONSIST O CONSTRUCTING A NEW SINGI TEMPT RESTAURANT BLAONG WITH DAM-THRU UNL A LDETENTON IASPI RAN ALDERMAN, AND VIRM CORRECTF06, R NDFF FROM ALL PROPOSED BRINRQS SURFACES WILL E COULRED P DOWI6KXn OR DARN TO ONE OF A PIES OF CATCH BASINS N THE PAVED AREA, AND OUTET TO AINOWTRATIOM MSN THAT WILL SERVE TO PROMOTE ON SITE ABSTRACTION OF STMMWATM DIKM STOWIMATER FROM THE RDFLTRATION BASIN S A LOJEMIDW INTO N OUTLET CONTROL STRUCTURE 0DC51 WHICH WILL N NN CONTROL THE DATE O AUADFi AND PROM FOR ADDITIONAL WATER QUALITY MEETING CITY E OUWHASSEN F&MWENM STORMWATER FROM ME OUTLET CONTROL STRUCTURE W LL MEN OUTER INTO ME OOSTNG SITNMWATEA INFMSTACTIE THAT RUNS UNEM/FAM STATE HIGHWAY 5 TO THE SOTER NO DISTURBANCE 6 PROPOSED N THE EXISTING CITY POND TO THE WEST. SITE GRADING AND UTILITY CONSTRUCTION 6 ANTICIPATED TO EGN N THE SPARKS OF MIS WITH COMAETION OF M SITE IN FALL =A. ENSTING DAANNIGEP"' fDNDfIIDIIS AGmTKMFAM ENGNFHRNG REPORT WAS PROVIDED PBRAU, INTRTK CORPORATION PLQECT NUMNRINA2 Wi DATED LANE 22. 70X>. SERF WE DDNTRo1 MEASRES TO rEYENr EROSION YDIMFMS FORK tEAVNG TEE SITE, THE rOLLOMING MPswu E USm SILT FENCE / EROSION UO13 TO E &MI OR OR HAND INSTALLED ALONG THE TORRID OF AREAS TO E GRADED BEFORE GRADING EGiR ADDITIONAL PERIMETER CONTROLS SHOULD E IEPT OAST FOB REPAIRS, REPLACEMENT GN PROTECTION O ADDITIONAL AREAS SILT FENCE OR EROSION LOGS SMALL E INSPECTED ONCE A WEEK AD WTIN 24 MOTES OF ART R' MN EVENT. SEDIMENT REMOVAL REQUIRED WHEN SEDIMENTS EACH 1/3 THE HOW O THE M. EIS CAN E REMOVED WHEN VEGETATION FOR FINAL. RAMDATWIN HAS LIVER ADEQUATELY ISTABL SHRD TOLL. ALL EXPOSED AREAS WTMN 20D FEET O A SURFACE WATER MUST E STABILIZED NO LATER THAN 7 DAYS AFTER ME CONSTRUCTION ACTIVITY N THAT PORIDN OWE SITE HAS TEMPORARILY GN PEIWACE HILT CURSED. ALTERALLAEASARETALKfiRADFD, TN ENTIRE SITE SHALLE SEEDED ANDFEAFUZEDD SLOMWIHGRADESGEATATHN3ml.ORWHEKMVCE MWDROWSY/LL OCCUR ENO" CONTROL BANQR AND FIBER LOGS SMALL E NRALLFD IMA01UY SPACING 7S FEET. AREAS FLOWING INTO THE STOW WATER CONVEYANCE SYSTEM REEL E STABILIZED THE DAY ME STRUCTURES ARE INSTALLED CATOI M9N SEDIENT MIS wLL E IF IT W TN SAME DAY AND LEFT N PLACE UNTIL THE HOER 6COAlUTED. SEDIMENTS SHALL E REMOVED AND DISPOSED O WHEN L THE CAPACITY 5 REACHED. TOPSOIL STOCKPILES WILL E STANLI ED WIN TEMPORARY SEED. MUCH AND FERTILIZER WITHIN 7 DAYS FROM ME LAST CONSTRUCTION! ACTIVITY THAT CREATED ME STOOPILF DIET WILL E CONTROLLED P WATER APPLICATION AND/OR SWEEPING AS NEEDED VEGETATIVE SUFFERS WILL E MAINTAINED AT THE PEYAETEA OF ME SITE. GRADING OPERATORS SHOULD UICORROMTE HQEWTA SLOPE TTAONG WHEN POSSIBLE TO HELP AEDUCE EIIE s", CONSTRUCTION ENTRANCE WIN r COURSE AGGREGATE DOB GEOAMC FRONT AL LIQUID AND SOD WASTES EHERVTED P CONCRETE WASHOUT OPERATIONS MUST E CONNED IN A LEAN -PROOF CONTAINMENT FAOLEFYOR IMPERMEABLE LINER. A EDM/A CLAY UNER MAT DOES NOTALLOW WASIOUTHOUDSTO ENTER GROUND WATER ISCDTSEED N IMPERMEABLE UER THE BDETIFIDN AREAS MST NOT E GRADED TO THEIR FINAL MAKI TgN UNTIL THE COTMmrrWD WATERSHED 5 STyN® M161EKTION PRACTICES TO MINM STOW WATER COWAINATDN. ALL MOHJWARQRS WASTE MATERIALS HALL E COLLECTED, EtnD AND SIGNED IN A YORE LOCATOR, PREFERABLY A mOARA META DIANSTER AT THE END OF EACH DAY. AL TRASH AD CONSTRUCTION DEM6 SHOULD E 00-05 FD IN THE MONSTER AT THE END O EACH DAY AND WILL E EMPTIED AS NECESSARY. NO CONSTRUCTION MATERIALS SHALL OF BIAm LNiSTTE A Ll®®SAITAF WASTE MNAGELENI COMPANY WILL COLLECT ALL SANITARY WASTE FROM PORTABLE UNITS. GOOD HOUSEKEEPING AND SNU WITIOL PRACTICES SHOULD E FOLLOWED TO MIIN@ STOMA WATER CONTAMINATION. MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SED LENT CONTROL PLAN. AND NI NE STORM WATER POLLUTION PREVENTION PLAN. SMALL E MAINTAINS) N FLILLY FNCIOIIA CONDITION UNIT THAN, SONDATCLN OF TIRE STE ALL EROSION AND SEDIMENTATION CONTROL MEASURES SIENL E OECIED F AQWE® PERSON AT LEAST ONCE EVERY SEVEN CAEMOAR DAYS AND WRNN 14 HOURS O THE END OF A RAINFALL EVENT. AND SHOULD E CLEARED AND REPAIRED N ACCORDANCE WIN THE FOUOWMG: I. MET PROTECTOR DEVICES AND MRBEM SHALL E REPANED ON REPLACED W THEY SNOW SIGNS O UNDERLINING. OR SHALL E REPLACED F MET 91OW SM OF DETEEOUATDN. 2 ALL SEEDED AREAS SHALL E CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED AREAS SHOULD E FERTILIZED AND RESEEDED AS NEEDED. 3. SLTFENMgWLEEMREDTOTIEROIBNALCp OMONSFOAMAGED YOMEM SWLE REMOVED FROMM YTFEN(ES WIENREAO[S OFE-PRO TO d/E�44f THE HEIGHT OF THE SILT FENCE. A THE CONSTRUCTION ENTRANCES 9EALL E MAINTAINED N A CONDITON WHICH WILL. FRFYENi TRUCKING OR EIAY OF MID ONTO PUBLIC NGNTSOF-WAY THIS MAY MORALE RERQDE TOP DRa9MG OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5. NE TEMPOUIY PARONG AMD STOWAGE AREA SKMLL E EPT IN G000 C WO MSUITABLF FOR PARIONG AND STORAGEI. MS MAY MOWN KRIOOC TOP OIESLNG O THE TEMPDIRARY PARKING AS CONOIIONS ENNIO 6. OUTET STRUCTURES N THE SEDIMENTATION MVNS SHALL E WINTANED IN OCMTIONAL CONDITIONS AT ALL TM US SEDIMENT IN ME SEDIMENTATION MSNS SHALL NOT EMCEED ME SEDIMENTATION OFANOIIT LEVEL 7. TE ERAIMP IFNT M ME SEDIMENTATION MSN SHALL E OEOED MGUUMLY TO INSURETHAT IT M STRUCTIWLY SORD ND ALAS NOT EEN DAMAGED P EAGSION ON CPRTRUC UH, FQOIFMEHT SEQUENCE OF CONSTRUCTION I INSTALLCONSTRUCTION STABILIZED COTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA 3- CONSTRUCT THE SILT FENCES ON THE SITE. A. INSTAL INLET PROTECTION DEVICES ON EXISTING INLETS. 5 CONSTRUCT THE BO-FILTMT"" BASINS TO BE USED AS TEMPORARY SEDIMENT RAINS KONC WITH TEMPORARY OUTLETS 6. CLERK AND GRUB THE SITE WHILE PROTECTING THE &'&FIITRATION BASINS. 7 BEGIN GRADING THE SITE AR . B STT CONSTRURION OF BUILDING PAD AND STRUCTURES 9. TEMPORARILY SEED DENUDED AREAS 10 INSTALL UTILMES, UNERDRANS STORM SEWERS, CURBS AND GUTTERS 11. INSTALL INLET NOTERION DEVICES ON NEW INLETS. 12. INSTALL PUP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14 PAVE SITE. 15. COAAKETF GRADING AND INSTAL PERMANENT SEEDING AND PLANTING. 16. COMPLETEBIOfLTRAT1ON BALESFTE AR AL WATERSHED TO THE BASKS ARESTABUZED. 17. REMOVE ALL TEMPORARY EROSION AND SEDMEM CONTROL DEVICES IONLY IF SITE IS STABILIZED). BMP QUANTITIES IEA DRAT RAG MET PROTECTION MLF SWPO RIG REDI GN APPROVED EQUAL 7209 SET FENCE IKA CITY DETALS3D) I EA ROCK CONSTRUCTION EHR.VIC TDARER CITY DETAIL SCl) 2 EA CATCH RASIN SEDIMENT TRAP PER CITY DETAIL 53MA) 2 U TEMPORARY SILT IF HCE DAFT PROTECTION CONTACTS OEN(PEEFIBIC ASSOCIATES NC PAFEAA UC T B 0 ALAN CATC POO , PE MAN MAIALD 20t5 CENTPE PORRE BLVD SR OEV4LORMENT INDICT MANAGE RITE "D 36M SCUM 6EYFR ROAD. RITE ID OU MENOHEG,TS MN 551 ED ST. LOU&M063L27 651� 11I1 DOOR PUI3POPIIBCAMNW — It 1' " \ C S`w�70� ` Ha f nnTY.lIE i DINT-911.I7 00 _ l IFE6 — 7 — elm a UGEIT v gf PANERA BREAD �I PFF.sAuO II I ' r ME oDEEII 1 1 � 6• \\ PROPOSED pWNAGE EASEMEM R Mind 1 • •SEA \ ..................................1 M8'28.3e,r 156.68 1 N68'05.22•E 9919 17 -�s'iROPOSCDDRAINAGE ♦V ANO UTUIY CSEPERT ba STATE HIGHWAY 5 =BENCHMARK I..n ISNW p UTILITY NOTES PIA PORT OF CONNECTION -WATER SEEVIQ(RRIOCAL CQOESI. "C W.WTF VANE WITH ADOSTANE VALVE TOR DINE TIES THE 9EFT) RD Y,u WON TNRLLSTYOODNGOUSNSTNESSFEETE IIF YICAPP" WITH TMW EOOD16 EYE SIZES THIS SHEET) no SD DESWE Ml KM WITH THRUST I1UDOUN6 EYE lias THIS SHEET} lIl 2M fI DEAN E W- END Wmi THRUST {LOONS EYE SIZES TN6 LIEM IDf SPRI4R ENTRY PER AACH NM6 ISEE SIZES THIS 94CM TIE NN'TUEDOCIA ITECWAIEII SERVO[prf111'TER AROL FIM6ISEE st35TH65FEET1 IPA' INTERIOR WATER METER (PER LOCAL CODES). M ITFIIIOR IAO FLOW PAEVENRR (HER NUAEIRPG NM6) LSE SYETNEI SEWFRSER FNTRY(PERNUMIVNGNAM). IIH 1,®EALLOM GREASE TRAP wTH CLEW OUT (PER PLUMMNG KA 6) IL CONNECT TO EICSTING SANRARY SEWER MANHOLE. IRA POINT OF CONIECDON rOR ELECTRICAL SERVIR IPEN ELECTRIC CONEPANY 46alimMENTS) TAD PROPOSED EIECINC IR/JISrdI1,Q 2" POINT OF CDNECTON PON UNDERWOUND TELERONE (PER TELEPHONE COI,�MY II RUN" FNR3 PTA IONS OF COIIECTKN FORCAS SERVICE(PER LOCAL GAS COMPANY EOUIRELAIE/IS). III GAS SEANCE PER LOCAL WCO S N/AMY TIC PROPOSED WS NET UL 3 1A LOCATION FOR THIS VrUFTV AS SHOWN 6 FOR DRAWING WEOSES ONLY CONTRACTOR S A n' THE EAACT LOCATION N HELD PRIOR TO THE CONSTRUCTION O THE PRONOSED UTILITY SINE TO E OFFERED CONTRACTOR SNAIL NOTHY CD ENGIEflIMf E THE DCSOM AS SHOWN O NOT AOREVMLE RA NE DEPAIRNENT CONNECTION (PER PLANNING NAM). 7AC FISTING SNIOMY SERVIR CONNECTOM nIOA THF PROPERTY SINE TO THE SMRARY MAIN IMF SMALL KAMNIDCNED MOCAPPFD AT TNF MOPERTY LINE CONTRACTOR SHAUL INSTALL A SHOAT UIER IN THE MAIN TINE AND RLL THE ABANDONED SERVICE UK WITHFL AKE FILL OR NIDN SHRNIK GROIT. IBC OCARATE 6- SMITARI' SEWER WITH V OF P YSTYN EN6UTATIOl1, r WOL 7W CONTRACTOR TO LOCATE THE HYOIAI T SERVICE UK TO THE NORTHEAST TO THE GREEN SPICE AOIKENT THE to AND W LOTH ENDS EYE NOTE vF) CONTRACTOR 9WL FILL ABMODEED WATERLINE WITH SAND. TEA an SIECFCAT06 GENERN, CONTRA" ALL K REST G6 TO COORDMATE THIS WORK WITH ONOA# AIR) WML ALL MVEIEET AND LAMOSCAKE DAMAGES ❑ UTILITY DETAILS NSA ASPHALT STREET OR CM CUT EPMR AOC SINRARYSEWEACUARi 1FE TYPKM HYORAFIT IMTA TIDN (ER CRY DETAL IWE) I hereby certify that this plan. speclflcation. or report was prepared by me or under my direct supervision and that I am a duty Licensed Professional Engineer under the laws 0' th/attst/na�le of Minnesota Vw Alan L. Catchpool. PE Professional Engineer Registration Number 47969 ' N D Know wmvs below. 30 BD Call before you dig. SCALE IN MEET NOTE SEE ARCHITECTINUI PLANS FOR EIIACT LOCATIpIS AND DIMENSIONS O PUNCHES, RAMPS, VE Nil SLOPED PAYING. RUCK DOCKS, BUIIdNG UTLTV ENTRANCE LOCATIONS AND MEOSE BUIUNNG DMENSIOHS EXISTING LEGEND PROPOSED PROPERTY UNEAUGHI O WAY ENE STORM DRAIN —K•G— CAS Sl — K•SS— SMRARr SEWER YRMO — UGE — UNOEACAOINO FLERRIC SERVICE —UGE&T_ UNDERGROUND ELECTRIC AND TFL"HONE SERN...: — UGT — UNINEE GROUND RUM40K SERVYO K-W— WATER SERVLO GENERAL UTILITY NOTES ALL WATER SERVIR ONES SHALL IN ONO FK WATER MAIN NE WITH IT MN. CMUL B. ALL SANRAIr, SEWER LINES 9MLL K SOIL 35 NC WITH MN. COAR C 01RAAI.TOR SHALL CODIDNATE ANY D6RIPTONS TO DISTNG UTILITY, sOM65 WITH ADIACENT NFDPERTY oWK16 D ALL EEECTRK, TEIPFHO%ANDGAS OTEMIO61IClUDING YlIV10 VIES SHALL K CDWAUCTED TO THE APPNOPNAT Urnmy COWARD' SKoFiCAT106 ALL UIIUTE'DISCONNECTIONS SMALL K COOIIONRATED WITH THE DESFGNATED UTILM COiANES E CDNSTRURON SwALL NOT STMT ON ANY PUNK VTUTY SYSTEM UNTO WRITTEN AAIOVAI HAS KEN RECEWD rr THE ENGINEER ER i THE APPROPRIATE GOVENi AUTHORITY AND COMMCTOR ILM TEEN Wrf*D RY THE ENONEER F. TUTOR TO THE comisr UCION OF M CONNECTION TO ANY STURRI DRAIN, SMRMY SEWER, WATE R MAIN OR ANY OF THE DRY UIIInES, THE CONTRACTOR SHAU EXCAVATE VERIFY MD CAIOAATE ALL FONTS O CONNECTION AND ALL LmUIVCROSSINISS AND MOM CEI ENGINEERING ANO THE OWNIE WWLOPER OF ANY(DEFU0 OR EOAED DlyYTOR6 FROM THE NAIR. NOTIFICATION SMALL K MADE A MINIMUM OF 4 HOURS AIWA TO CoNSrRKlON CD EMSINEEt .MID IT$CLENTS SMALL K HELD HANNUESS W THE EIEM THAT THE CONTRACTOR FALS TO RIME SUCH NO ICAT10N. G UNLESS OTHERWISE SHOWN, CUED OUT ON SPECWW Mail OR WITHIN SPECIFICATIONS. AIL WATER SINE FITTINGS SHALL K INSTALLED VIM THRUST ILLD aW PER OFTAI 31C ALL WATER UNN NPE KDDIEG SHUU Y INSTALLED RER DETAIL AIA AIL SINTIARY SEWER PK KRONER SHA L K INSTALLED FER DETAIL Q11 I Engineering Associates, Inc. 0 9 PEAMIRS SEWHEYtx� Nu IIRIS CEMOIE IOPVEE IN ro.SW1 210 Ih IIS33 ASI liYL' I YfN00TA KG1lIS MNSsix (03)ASI-I1N PANERA BREAD UTILITY PLAN I E I ce Date. 2 19-18 ylE '—Kl'6 W TOfNSREMEA 63 ,LS75F\S4 5 AC N1AKROF A002 EPANGSTALLS 4 6 TUTALPOFIO�IL PATOIS STALLS. S TOTY PAg10 STAlti 51 ENST. TARS Tom NIESmw 6 IIET. TRMTD RE W'oVM 6 OROVAVICE LANDSCAPE MEarIEMENT5 REFEII YARD TT- 1 CANOPY TRIBES, I UEDEASTORY T%EM 6 LM ASnM LF OF MIRFEA YAAD JHOND Hrw 5-7SDT rIiRAYAM'C• 3CAMOPL'TREgiLMOEASTOAYTREgf9MR165/lm lia rlFEERYMDIKOEE6 wF3T PNORMfY II[ COCK —TIAYN AEQI6ED PRD amw CANON, TREES 5 7 UEDEIRSTORYTREES EO 0AWFROOOSPACE FOIL ADORgNAL TREES DUE TO WAIUGENTRJTY EASEY 66ASINN) sRRRm IS =7 BUMS YARD C cANOPY TREES 6 6 UDBISTORNTREES 17 Il SNILAS 19 D VIER CK RAIDYXNG FOR VEHIMAR IN AREAS FM EAOH Im SOIARE FEET, OR RIAC'rION THEREOF, OF VEHICULAR LN AREA, ■OWN SfHT OF 1NRSCAPED AAEA LINE! FSIDRD®. A MINI%AA, OF I TREE SHALE N NOAED PON EACH I50 SEINE TENT, O TRACTION T1EREOF.O REO AlE01ANDSCAPE AREA T AEO L q VENLUAR IR AACA / 1m .SIRS % P . Zi7 SF O I/TFIPOR USD6DIPE AREA REEJIIIEO _ O PCTENOLAIDKAFEAREAMIDPR)>EQ 1.h7 SF O WrENOR LANDSCAPE AREA / ESO • II TREES NaRAED MATEANL RFQ1R® PROII� 1 FOUNDATION, AND AESTMM PLANTIN" A WE NMIM OF 1 TEE RA EVERY 30 FEET OF FRONTAGE 5 REQUIRED WON6 W. 79. F 5'.... !ELF / D . U . Tm REEAI® ARATFRAL RED PAOJIOED M1RA:1 �'inRor�r+aR mow. R.A.A IaIbRTVN �ARnN _ ^�� Ratm �iraru SHRUB PLANTING r_T I tO PROPOSED OWrAAGE ' 1 AND LMLnY EASEMENT 5PROPOSED DAANAGE AND UTIUTI• GSERNNT S TE BENCHMARK NNLRONRNRN agNP R,.... TREE PLANTING TREE LIST PLAN N 0 W Ev r Know wtmtRs below. Call before you dig. SCARE M IHT MOTE SEE AAOIIrEC11111K PLANS FOR EMCT IDCAl106 AND OACH1S016O PON:H . RATRIPS. VESTANE. ROM PAYN6, TRUCK DOOS, IRiOPIG UNITY ENTRANCE LOCATOW AND IAEM NADNC OUENSIONS. EXISTING LEGEND . Rra �PeRNRMa u®iG.M[n � �. IPMRMmAo�vlc .. � IOl70ilRIRst T w n eCNRM mRR• o A'B KEY a- COMMON NAME/ BOTANICAL NAME ROOT SIZE REMARKS ci PRO I N SRN ROC w Z'CAL PLANT Ai LIOWN RE S RIAR,PRMloc. W 2-CAL. PLANT AS LMTMI N� OARRE ) ARIA AINE NAM us CAL PLAMAS SCCOWM M M1eNtl, e AM S AM I"YCAL. PLANT AS SHORAN AMAKE R. Yt CA u VftwsS1tiCROAV w LvCAL PLANT AS SHOWN ® REr D . Fwd"s I w 1rcAL PLANT AS LDWN O M M 'r1ER/WARAOWARNPIR MEE [•w IF HEIGHT PLANT AS LaNN AFANNPW /n SQ S DE S 6•W r1ERSNT PLANT AS LIOIIM M SHRUB UST SYS KEY QTY COMMON NAME/ ROOT SUE REMARKS BOTANICAL NAME D y KARL POERSTIA- RaAEED ERAS fAY1rM/RWLMARbr AMFarMr COME. 1GH PLAYlI AS LRpWN • AS E7 PAiolem vloNPeNM CONT IGAL PLANT AS LDMN ® LL 9 LETE NYDRAMHA Rlyer.4rEeI AIRIraAIR+IARM LATH• mNT. LGAL PLANT ASLawM 0 AN y %RSCAITIUS PLAAE GRASS RAIOntlNR KNLH! 1vpvNVN' COME t6N MANSE AS LIPMM 4 REs Y R&-kN lDIT PEN R PLAntINDRN �j +/ DWARF WIINNG NhH EuwNNan IIN.B TarpmN' COME. 16LL PLANT AS LRDMN OCAMS II SPyeUOUNDaoSPAEA ,N�� mlT. IfiN PIAMTAS LDwN ET RAIN GARDEN LIST SYB KEY QTY COMMON NAME/ BOTANCAL NAME ROOT Siff REMARKS ® O , N ORAIIGE WTTEM,' WEED A.J.PAALNANNP COO. IGAL PLAT AS SHORAN ONEE N FALSE mow imp" -a CONT. I6AL PLANT AS LIOWM D N NAIIN,ft.AIThumIR LISAM CAT. IrMI PLANT AS SHOMC POC• 18 TSANIr uoOSRR WGWODD EDNr. PGA PLANTAS SHOWN 2`3 PROPOSED LEGEND R— RE1RULl(Y &A ORALS SOLD SOD OVER r GERM TOPY!'. I - I NDOT wFiLWD NED NO s 241 WITH HYO1 M NCtM A' INTO SIMEDOED MAGI OVER LANDSCAPE FARERC GENERAL LANDSCAPE NOTES I A LOCATE ALL UrLMM AND SITE L.KRPTIRO COHOLITTS rffORE LANDSCAPE CO ST%Rj T NCUN S R NOTFY LANDSCAPE ARCMrECT OR OElKMATID RENC>BNATNE OF ANY LAYOUT 040EYANM.ES PMOR TO ANY FL NTPD_ C. ALL LANDSCAPE MATERN.S SHALL N N COEPLLINCE VAT" THE OMDE5 AND STANOADS FOR NUAGEOV PLANTS• AND SHALL CONFON TO AA"T SPECFICA E ANY NEAR D6R%KD FOR ANY REASON PMOR TO FPIAL ACCEPTANCE OF THE PROECT SHALL N OONECTFD W TEE CONTRACTOR AT NO AOOTIOIIA ODST TO THE OPMER_ F. MAINTAIN S' NN. HOMIONTAL SEPAMTDN BETWEEN TREE PLAVTNl14 AND ALL UTRITES- D A EASY DE9OED FEMOATi SYSTE N SHIRE N DESKI EO AND MTALEFD W PPRGATDM CONTRACTOR MOATKIN EBKNER LWL N F&SPONSWE FOR SIZMD AND SPEOFYMC r LOIY P'RENENTER N ACCORDANCE MTH LOCAL. CODES H. CONFIRM HE LTN OF TREES N THE EXWTN6 PANOAG LOT GIANOS REPLAN ASNEEND. 1. ANY DOSiMMM SCEOALDTO RE PRESERVED THAT ARELOST DUE TO CONSTRUCTION ACTMTES SHALL N REPLACED I. DOTING ASH TREES THAT ARE PKSEWW MIST N TREATED FOR EAR, AS APPAZWDFTIECT•_ FALU ETOTREATTHETBEEi,RELATNGNTHEIR DEATH, WILLAEOMRE REPLACEMENT TREESTO N PLANTED. K ALL TOP'SOILLWL BE NEW AID WONTED MATERIAL YHCH HAS NEAR SCREENED AD PLLVEIUN:D. TOPSDL SINLL N SAAM ROAM ROIL IELSONARLY FREE O CLAY LUAPL SITES AND OTHER ODECTS OKA IR" iN DIAARTEA WRHOUT WEEDS. ROOTS AND On" ONFRK%LNE WTENAL Q LANDSCAPE NOTES SM STFELEDGiN ❑ LANDSCAPE DETAILS SI TREE PLANTTIG SS sm"SEAMING STATE HIGHWAY 5 A�ARIRROADE HMAmR1M rAti •-+. vx .,<..u. Sr.[T 90' VAN ACCESSIBLE PARKING SPACE STRIPING RTi a RIGID PIPE El FLEXIBLE PIPE STORM SEWER TRENCH AND BEDDING I' ®.Fr: WATER LINE & FORCE MAIN 2. SANITARY SEWER IH� r.'"R�MiTM�OWo �,mHRM.FTP�ro RRNarroRHaEWRNq 21INRNRdFRWUIHemrNFWrrw rrn As.NPINH. u-es-H�•oH = AIIRNWRHgW�RHNN� DRAW m�R.cTWI �IinE�oo°1ima' vrPAAH H.m-Gal ter. IIANRHIfLLRIVPARAIAa .rvrrwr 'cH� NAv.PPIrcTra TRIs Ir.•.*m Rr..sys SANITARY SEWER AND WATER LINE TRENCHING AND BEDDING 4 90' PARKING SPACE STRIPING ATI 4! CRDPPNN[2TRPRE IP IIDNR a Ors. NOTE$: �n soLNAu A o�v.a+RPwe >e v'I L RFMOPONSRNA �AI � I CORN oAIKv AWN 'GIs E I •� I � suds Aaw A 5 A E FINIOARA LDId<lf LE. N PLAN S' TOO RAW ✓M mPOIn DA. 1 ce•maHAR N-UN T1r 2R MAR `.• ACKPIDEID l3TU NAk SECTION A -A WHEELCHAIR RAMP IN SIDEWALK AT DRIVEWAY CURB RETURN WITH SIDE CURL ___.a NTS I RN. �R.v wT.ar.ar eoa :;voro M o•y� c :co off' .�: • :.o.. — w P.., W rrt ML nrM, Ara 6Nv.7P SANITARY SEWER a*_0UT TREE PROTECTION NOTES 1. ILL TREES 9HOVN M TTR PLAN TD RE RETAINED 9WL RE PROTECTED ORN6 NL RASES OE DEmauTio VC016iBLETIpN WIN T9/ORN FTiMOF6. IT SHARE i THE E69AL CONTAAR(ORS RENOIBWIfIV TD COOREWMTE WHIN MN06CME CONTRACTOR. 2 TREE PROTECTION FENS SHALL 6E INSTALLED PWOL TO THE Cp MWCI!E1RO AN SITE PAEPAAATION WORK FCEARNG, GINRING OR GRADING) CLEARING 94ALL ■ DONE N HAND. 3 EENMUS CORiEETELY911VIO1FIDTWUMO WMOFTFIM9I KLOCATWY FROM THE OVEERAIM LYTS OF THE TIES MANCHE5 PIP LNQ ANDSHALL ■ MAINTAINED 11ROlIDIIOUf THE WNSTRICEEOI N CONTRACTOR PlWCT N ODER TO PREVENT THIS FOIIDWM A SON COMPACTION N DR ROOT HOE AREA RESULTING FROM VENCAM T%M*X OR STOP" O EOAPMENT O MATERIALS 6 ROOT EWE OOTIMVAICS WE TOGRADE CMAMGES(GREATO THAN 6140HES O1T O FILL) DE TRENCHING. c WOAD6 To OwOSFD ROOT; TANK OR uM lS N MECHAMCAL EQLEN/[NT. D OTHER ACTF010E5 DETN AENTN TO TREES SLIC H AS CHEMICAL STORAGE. C w TN= [LEAFING. AID GEES A DaPHONS M NGTA M FENCES S RWD THEE OE MES MAY S POMRTED N THE FOLLOWING CASES: A WHERE PERMEABLE PAVING G TO BE INSTNlFO EVER THE FENCE AT THE OUTER UANTS DE THE PERMEABLE PAVING AREA I WHRRE TREE$ ARE COST ro THE PROOSED BLRDWN. ERECTTHE FEN[ NO CLOSER THAN 6 FEET TO THE M1lDN6. 5 WTIOHEANYOTIEMOVEDCEPHOORESATNAFLEECEREINGODSERTHANAFEETTOA TREE RUM[ PROTECT THE TRIM WITH STRAPPED -ON PLANKING TO A IENAR O E FEET ICI TO THE LIMITS O LOWER BRANCHES) N ADDFTEON TO THE REDUCED FEHONG PROVIDED 6 WHERE ANO ME IEOVF EWC/f10NS IIFSULI IN AREASOU04101EREDRDOT20NIES DNIDER DRIP LNES), HIDSE AREAS SHHOURD RE COVERED WITH A INCHES O ORGANIC MULCH TD MIRSO sot COAPACHON. W GRADING WIINIM PROTECTED ROOT 20RE AREAS SHALL N DOE N HALM DIRE MATH SMALL EOJINDR TO MIRE ROOF DAMAGE. PRIOR TO GRADNC RIDCATE PROTECTIVE FENOI6 TO 2 FEET REMIND THE GRAIN CHANGE AREA M ROOT OVER I NCH DIAMETER WALL IS CUT. 6 AP WITH THE SON. IALEANNTFLUSH WM THE SINE BRC01LL HOOT AREASILLM GOOD 2 DAn TO SOIL E M WITH O Y. IF EXPOSED REDO AREAS A NOT AIMCEFD WARN 2 DAYS, COVER ND THEM W S WATER LOSS MATERIAL N A RATION WHICH REDUCS SQ TEMPERATURE AND MNIINHS WATER lOit DLE ro EVAPaATTaN- 9 MINI TO DICAVATTON O GRADE C rTN6 WHRI TOLE O LNRES BRAE A CENT M ETWUN THE DISTWED AND LR106HRN0 ROOT 20415 WTM A POO SAW OR SIMILAR ECI►MENT TO M/NlN DAMAGE TO REMAKING MOOR id TEMMOST HEAVILYIMPACTED N COT6TMKilAF ACTWM 90"M WATERED REPLY ONCE A WEER DURING FLOODS OF Mar, W WEATHER THEE CROWF6910UD r SPRAVE0 WITH WATER PERIODICALLY TO REDUCE DUST ACCUMULATION ON THE LEAVES 11. M CODIAT O MUM CAN RE NSTALIEDMMM TIER PROTECTION ARRAS. AIN TREMCMNG DEOFINED FQ THE 46TALLATIOM O LANDSCAPE IMGATIOF SHALL M PLACED AS FM FROM MSrlNG TREE TRUNKS AS POSSELE 12. NO LANDSCAPE TOPSOIL DRESSING 91FA1ER THAN A NCIES 9IALL RE PERMITTED WIDRN THE DRIPLNE OF TREES. NO SOL IS PEREfl®ON THE 1100FRAN O AM'TREE LiA�r LRRIED TO 3 NCH CUT 11 FRLI NIG ro PRDVIDE CLEARANCE FOR STNFCIIRB VEN OAM TRMFC AID EQUIPMENT SHALL TAKE RAC EFEON Cp6TO1CTION NfiM ILA 41 MINING MUST BR DOE ACLObNG TO RE000IZEO. APPROVED STANDARDS O ME INDUSTRY INEFERENUE THE NATIONAL ARIDROT ASSOCIATION PRUNING STANDARDS FOR 9HAOE TREES) NA CEN I ED AIWORNf AND SMALL K APPROVED AND 91PERVISED N OWNERS REPRESENTATIVE OR PRDER UNIAN FORESTER 15 DAMAGE TO TRESS OKH ANY NATURAL RE30lAICE DUE TO CONTRACTORS NEGLIGE NU DLAINC THE CONSRl1CTIDN PHASE LULL RE APPRAGED P THE OWNERS RErNESENTATNE AND ORDERED REPAIRED. REPLACED. 01 COMPENSATED. TREE PROTECTION WE MGGHM 1 F POST ED MARE D� N uNK E LOPE 2N MAK ]fi"A SEESITT PLAN TOWARD DRhE RYPI 1. t•YPI SLOPE 2% MAN DIVE SINREALE i��(Tlm A A SAW CUTCA TO%EDIONTA•(TYPI RYPI SECTION OF SIDEWALK SECTION &B RO WHEN BORDERING PAVEMENT 1 REWIND RENNORCFMEHR Will BE Nu 3 AIRS ILA'OL EACH WAY MAX. HRH A SPACdIO.OR6.6 Wl AIW2AWWF. .. 0CMAR EOOFSIDIMI W'� AL DLCFR F1,LL pEPMO 2 INSTALL Ur FWANSI JOINTMATERIAL AT ARRAS WERE PROPOSED 1 SDEW4K MUTTS EDSHNG SIDEWALK. ILLS. AND ON STOUCTLRE MDM MATT M MEET ASTM DEN OR D17511 1 3. AL1510[WIALRwrtIM CTY REiRdf-WA19HALl N NON/BNFOIOFD, A' AGGPIR rE RASE COURSE COMPACTED TO9w=x A. pv") PROCTOR III "FEW r ROM EACH DIE O WALK - CONCRETE SIDEWALK SECTION MA RTA SIGN BASE 1-T rNs, raHo.c ■ PHa Ps ., au�.... RNHesIr.LLMAM.WSIPNIrW�Wr HrTH.i�aEH IErOPI,.ruRrMw4 W rvlllr LaTI,.FIArsarsNLNNNNIrRNNI WRILr sa`A' r! HIRAurlA6RNNIRM ACCESSIBLE PARKING SYMBOL I HRNIIRUAP rAIHT_ � b ATs TYl1AWt rA.m b I 'a l ACCESSIBLE / VAN ACCESSIBLE PARKING SIGN -—APE 1 II�R V PNNr<rF�K.T � � mRDne 4 .ARK NTM GUARD POST NOTE GVTTERSIOPFTOMATOHAOMQNT PAVEMENT, TRAVERSE AND a lDr1GInIpNAI 6 ll.mk N _ SSODFSI P[ 9E PAVING pFEAILS FOP REQL VEMENTS s. SU6MSE. SU6GRADE AND CDAPACTIDN REOUIREMENiS TYPE "A' CONCRETE CURB AND GUTTER El I' 2SI0 TYPE SNMRSD NPLRRDIR MOM -WEN COlA6E 3TM TYPE sFRSEANDE oRuYIOIE 11FM lX).AVE v " rani: r IRDOT fiYF FIVE A OGRERIAwTF EXISTING SLAINGRADE STANDARD DUTY ASPHALT PAVING Engineering Associates, Inc. 2025 C— Ap 11N4, Swt 110 A. WI) NS24W AANNHO ENMR MVS5120 (01, A 2110 C04MNAMEN NN IIEI Al 1E 1 SPEFF 1 DETAIL SHEET 1 � cro CASTING: NEENAH R2501 SOLID LID BELOW FINISHED RADE 2-4 2'THICK ADJUSTING RINGS W/MORTAR JOINTS. APPLY 1/2" MORTAR ON OUTSIDE, STRIKE INSIDE CLEAN PAVEMENT OR GROUND LINE r 16' BARREL SECTION K PRECAST SECTIONS W/WATER TIGHT GASKETS AT ALL JOINTS STEEL REINFORCED PLASTIC OR ALUMINUM STEPS DIMENSIONS MANHOLE TYPE B C D E F G P 48' 60' 72' 84" 96" 102' K 5" 6' 7" B" 9' 9' T 8" 8" 8" 8' 10" 10' W 58' 72' 86" 100' 113' 119" H 27" 27" 27" 27" 27" 27" RIP -RAP PAD I TURRET =•�•,� Me Nen IIW(A f2121•M-20D M/IMNM _ JTYPICAL DETAIL PLAN VIEW us PATENT NO eSDIaI6 moea •wa - /�". T m..n..u.ry axAN.•1wr. >` i CROSS-SECTION VIEW -i---- - - - H•ETTc sr,- c DATENT MD B•nT m6 N •r oa+rAl. TutrT mr3Nn Ar a.x,m aAw v Arrr•: ama HIGH MATE. EIEVATDn . MI 21 MVA•NA�' 'P'� 6- HOPE CORM"TED M3o0RAT"C FLASH[ U oMRLF l OS _ 901E WRH MN•ANA OF 6 0f 0.106107 AIDAIt MA A= TO RAT D DAAIONE aM ALL 9M GROUT 4' t STORM MANHOLE USE REDUCTION SECTION FOR MANHOLES 60' DIAMETER OR LARGER WHERE DEPTH ALLOWS NnOPLAST DRAW BASIN WRH DOME GRATE 1: MTExa+mNacTUNa onn—WMIVw99 wAwm 1lwar 4a Tula oE.r.B1N/[ a vNraf •aFAT NDOME q�Ep •+•uwE,.rcaoNcro AlN 1MlsCA•rNR nwr,Hami •Ec swe,sw .un 3 f _ w NMo11TM6QroeoA�A9��N / Atl6ANK r-IIIo1LaNlgaONNtwT ra►TwwRrt NRn wu 1ewlwoRR T•NREww Nalr 1LcflNwRaN6 MDtRM 1G RON•NNx�v6 tNNwAylwll�Tx 1fATONPNAI• . 8' MIN. COMPONENT VIEW US PATENT NO 8,S0I.016 u,rAr� sTTITa aAR 12+N�E� •N001.?® AU1MM MD 1wo1pAS RTB •SSBOLT MVNnITIlc cowaaTE At9! AK MSE SPKIFICATIONS U S PATENT 40 8,501.016 KmuFACTUlED RY 4r--"Ex I STEEL RFO EINRCED. COLD )DSEC INT URED MONCUTHK CONCRETE STRUCRRE (1.030 LDS) 2 CONCRETE SWILL HAVE A MNIMJM COMMESSIVE STRENGTH OF ♦,000 PSI AT 78 DAYS CONCRETE AIR ERMImED (♦%TO r% BY VOLUN n 3 M&UXACTIJUD AND DESIGNED TO ASTM CSSB . THREE-POINT PICK USING RECESSED UFTING POI WITH ASTANDARD ROOK 5 SOX UNDER BASE TO BE COMPACTED TO 95% RMIDARD PROCTOR. 6 TYNOA E UGMT DUTY GALVAREEED GRATE (N 5 LBSMECE) FOR 5E1 U CONCENTRATED LOAD OR 3091 IV5Q F• INFORM LOAD 7 TWO-PIECE HEAVY DUTY GKVANIZED GRATE (7 5 L"JECE) FOR 2,456 LB CONCENTRATED LOAD OR I,.DA L&SQ r UNIFORM LOAD B USE IDWANSION )DINT HATERIK BETWEEN TURRET AND BORETENTION INLET 36' MnOMTT SMUCT RE M1rrt TOV—SO J BIO-FILTRATION BASIN CROSS SECTION DRAIN BASIN (NORTH) w r•T•wn�wwwtae r.s APPNIwsNRAN 'A R11MtE W ®IM � <w r NMwr a: TFAaaRMAAn.FTMCMtDi Tr R•DI•. wtew Nw w au®nva a� onca N1NN11A,w NNATsla lEwte TNr NANBDIN v xAl! a33rluawTLr11MNNeMACMLa3H Nmc• elalL lot e1/11w Mi IA[TSlw w nACID • m.•cTw uRwwr. w Armwa Am rn m>r NYLOPLAST DRAW W" WITH DOME GRATE " 2 MnxOnDM m xRn roH.Ta.NrNu..... \ NOTE INSTALL SMOVT ON O l if w a1D 36' UCTURf IE M11O w 5TRt1CTUR[ I HMwwwtowft �wwwwr •3rEACBR1rN a rorlei olxn . Tr,svalc ro—A.wN x v.N•lat w.ea HKOm R6y16oNRIoI •rMIAN[ADOGd6A A•AMfiTIoMI FIIIMIN[CMI qiL MlrlM Yr1 1—.___ •ry 11f �-w 1c � x .•M1wE W �. A®aw cnAa - WtM ar.2rv�ola r .RcusmaoprETAarnEriwr�w +•AN[ r- Fol00MY01O[ Ana•2HRcaN•K T11M.r1NNNwl � IMARI -er r.>auwv.nJlcAT9� rm4I wnE HAu,au�r TxNImmamo l nc wwNx cNANNveawawA 9MwTOA1�1x MTMTo .r.r.w wrwrLLlwEwawuwou®Smaamw� N,M mwaam HOK sa.R aRrRrNwlrlNNNTrwwwr•NnrDennn awe I2I pl(ArF•wllBlYrmRNDM•IV lt81 ®R• NOM1 RR f•I•lf RAtlwf[ IAE3 M. w Ra®. nyng1 f 1/(/.4 Y F 1G^11b1Q rIM r1Y ®. IOp W%pN STORM DRAIN CLEAN-0UT El DRAIN BASIN (SOUTHWEST) DSAWiMtABO we Co Han o...n.aHwvw.rx� ate+ ocoa �� .� � o'• KKK .o. ww..•...�.or..w..c+�....s HOOD SPECIFICATICNI FOR e CATCH BAWD AND ••tt•wf�oi WATER OUALT' STRLICiURES ^.� SP W .o a..a,o o...r•1w MMi v, - BID -FILTRATION BASIN WITH UNDERDRAIN e 810 II'_TRATION BASIN WITH UNDERDRAIN r, 9 9 < CURB OPENING STORM L GRATE IF + LIFT STRAPS 1 CURB i I FILTI 1 y � 1 REINFORCED I� N CORNERS I 1 OO <-�orerr wr.w r...• 1 I n 1 1 1 PING APS TEMPORARY DANDY BAG INLET PROTECTION ,--T Engineering Associates, Inc. D/fIIEERS PLAN2OP5 .9AP1L2TVr$ MAI AROr1ECR p/4rJpANJYFK R.ZM+iS /3 1DZ3 CAr1H! IbYim IAa. SAtr 210 FN ASSI) AS1 A560 EAH1Mp N•ylq AN 5522a (KSI)A52-21I9 PANERA BREAD 531 W. 7M STREET CHAN,�Xae E% AN Kr NAA>E 9,FFT N0. DETAIL SHEET 2 �. m E;y cn T r-WL aAC..[E SIJCfD/! M Ar .➢R. xr.V. _�. . r a.. slit O�� 1a �.0.G^•mA4 iAx SILT iia:E. PREAeer OM )s -ro'[t So RiT rv� lrro [osR ao{ Se.m It. LDCATIJN Or $,T rENfY rDa 5�' .i f11Nle() SLT 6Ap.0 �E 1 S� •v LY / '(rl e[Smav LY)rraa KN7� FENCE as Nat a r ENGDdIRM DEPARTMENT wit a 5300 / .sue .- 1'-Y a_M Qu9(0 Hari 6•Y AIaEp'N 'OR aOfx - OnIF..R.nr r5r nOmSi` - a' IwaWV aT W afar a To..A n PV.ST M. SITE / rt'[s rAa.4 wvcm mi■ ® ROO( CONSTRUO M ENTRANCE ENCP MNW DEPARM[M 5301 swP-o ''Big Red" 6-�_= Curb Inks Prar:cta By ASP Entc:pni and Storrn Water Preducu .................. T<,....... R-v.. A. I—. 4. S ,.. ;...... Emir.merv• It' Fn ,&N -Jo-1 tw di..ip—y llK era- am= NeJ" Fat- 4d. l.L + •uTutw • rnRW M C,wat} I osk knrU •.Y.RY CV fsY,�}.C.} Y bw •.�•r,.......r.. 1Mr .^. r rL�. r. PPr - n.../!r wk. nA..r.. I.... ► a.r..r J...r DnVr' v.ke �1.1r{r v�..71rd- h ¢ru.n..a rwt do w krM t/sat r.,rlJAbc.wk dr.sl•W r.r -�rr»M AJ.a..l rx r.. AYs a x¢w.avV44rYCkM do .d r(a' b[Y b d..4a ark riu •' 1 t Nigh Flow Rate �- McCe or grade Wqn St•engtn Geote[Tlk - F4I} ReulaOk Made D' RPCL'CiPd Matff MS _.. 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AtcU auasrro ••,..mu rrrnu rAv ssur AssU tua)as CHMNAWEAI Am KV DA IE 4EFF MQ DETAIL SHEET 3 19170 W2 / / LEGEND: LEGAL DESCRIPTION / / , c ♦ ♦ The following Legal Description is as shown on Old Republic National p„Txd $ ,�,i� Title Insurance Company TMe Commitment No. ORTE743786 dated S 31 W 79TH STREET ® /JAY su .awanoro zsna �s,,y January 12, 2017. / �I� / • .,/ xezn 0 wa rv,atasrr 0 er■•■E • \\ / / `�.R O+ ` -r a \ © �,K1°OpiO� 'r r.J "`r■"*"01a Lot 3, Block I, ZAMOR ADDITION, according to the recorded plat therof, er■.na �/ / �� \ ■ �,.r,.,° at.■�Anlx.RR and situate in Carver County, Minnesota. CHANHASSEN, MINNL3U I A NORTH e s wnarmarr ,. era w■ 0 / r ,.'� xeu �p 3 rnc�^ .^,vwe a ,e EXCEPTING therefrom Parcel 208A condemned by the State of Minnesota 20 40 / x G l s d°6s' tit nac race as evidenced by Final Certificate fled October 27, 1993 as Document No. /\ ' xxn.aE r.A Rm 157032 and as depicted on MINNESOTA DEPARTMENT OF w� ` •s•`jlp' v 1 - \\ C �,,,,,,a. ,a, TRANSPORTATION RIGHT OF WAY PLAT NO. 10-3 fled March 14, 1991 a5 CONTACT: / t{F xeor \ r �t 0 ■ c•s.e.e, a �`�z Document No. 122284. (Abstract) me•nexr•nr s,, r.nnw, CEI ENGINEERING ASSOCIATES A� •r e.6 ''., s xe.\ ,"s \ ■� ^�'�k o Alan Catchpool, PE ` \ S uto 21 O Centre Pointe Blvd e4 e4 \\ t. � t ax°R«+,ae ,■ ♦ AREA: Mendota Heights, MN 55120 / >> "'•■ c°" a 1S m 4 tad \ "®D� P:651-452-8960 �.� Q s+ar xwRne TOTAL AREA = 62,077 SQ.FT. ro � V '' ice" �� `r w•y xe°. \ - -- --- + umxru..n u..,v / •r S �� \I g EASEMENT NOTES: COUNTYICITY o_ S - f yob$ \ —.— ao■.aaRn x The following exceptions are as shown on Old Republic National Title C. A F2 V E F2 Trt 12nsur nce Company le Commitment No. ORTE743766 dated January 12, C O U N �TY \ ` �' / / i /' � .3" � D i `•"'tx'- o. r •'e � A' `��,. \ cua mxuu ^ \ / 1 j�•` �7. 1� e re. /� / S ''� �' s r Q- \ _ Q• m° — mxru„n ` 8. Storm Sewer and drainage easement per Book 126 of Deeds Page 3-4. C TY O F ' E N 8 (SHOWN GRAPHICALLY). C H A N H A S S i' I' / V ♦ ' Wa- w \, \� CL r _ / • �✓ / '''� t .)'' �tlfFis '/ \ •tl �" e' \ 1 I ��^T'�•^r' "'c ^ 9. Drainage and utility easements as shown on the recorded plat of Frontier Q•s�� '� l . t , Hh� �S•' a 1', f° 1� ;� C% \ L Development which underlies hmor Addition. (SHOWN GRAPHICALLY). / ` �� J''_ • e •!° `•• `' , - ` II ` N- ,_- ��2 ^ 10. Drainage and utility easements as shown on the recorded plat of Zamor VICINITY MAP �f'�,'d�ti. • 1, N \ i \ ,1 O� Addition. (SHOWN GRAPHICALLY). a G \w ,�0 `` ` s +se CiJ ••� xY_R' �" •••�M°° \ �� \ L 11. Terms and conditions of Contract for Private Redevelopment per Doc. No. SITE t �^ 123421. (NOT SHOWN AFFECTS ENTIRE PARCEL) / /' `, 0.y` j c`✓V /S� .,e.+� �i 'i W `r�1 °,' °aM• // •• ` \, t� 12. No right of access to State Highway No, S. Right per Final Certificate r° _ • O \ • �� \ r� 7� Doc. No. 157032 and as Minnesota Department of Transportation Right us •d""' I �,p��y+tea' `•••• \\ Vof Way Plat No. 10-3 per Doc. No. 122284. (SHOWN GRAPHICALLY) � ,,..a ..-. / SS/ w.i // is r � µ • - .',�, \ _ ,wap,• 4 . •na •s•x..a. 9>�� A.e 13. Terms and conditions of Cross Easement for Parking per Doc. No. 198692. (NOT SHOWN -AFFECTS ENTIRE PARCEL AND PARCEL L is v �'t -x4e. G . at•� \ N ADJACENT TO EAST)SECMOT ro SCALE)PNq�,+ - " Jf ,.pti•, a_T `p ° ee F �• ' o \ n - \ ^ 14. Terms and conditions of Reciprocal Access Easement Agreement per, 13 isa ,16, ItNc. z3, e �' °a°'•' `� r' ` z @ ^ \f�' �� Document No. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL M° iFb., , L7 ✓4V ` S \ ___ (Try OF CENNWE1t CdMITY, 4� r.. `° _ TO THE EAST. APPROXIMATE LOCATIONNON OF THE PROTECTED DRIVE AREA RWNESCITAsorA % �• n tee -.tea, �sl = ` `--- \\ �. \ SHOWN GRAPHICALLY PER SKETCH IN DOCUMENT) /�:• _ " " r y _1 REVISIONS: .°e ' / ` _ \ SURVEY NOTES: 4aP 1 x �■c a' ,xre., DATE REVISION C \ •de r /'ate xwes II - _t. ,•°A54 t 1 BEARINGS ARE BASED ON COORDINATES SUPPLIED BY THE CARVER COUNTY 04-05-1 7 INITIAL ISSUE / Oyu, w° \ .•� 6 .e Y w� '' \ •� R •� \ SURVEYORS OFFICE. 10-19-17 ADD DRIVE TOPO \ 2. UNDERGROUND UTILITIES SHOWN PER GOPHER STATE ONE CALL LOCATES AND AS -GUILTS PLANS PROVIDED BY THE CITY OF CHANHASSEN PUBLIC WORKS pa ' -'" DEPARTMENT. \6, 6a'�'RAe` Al C \ 3. THERE MAY BE SOME UNDERGROUND UTILITIES: GAS, ELECTRIC, ETC. NOT s"ati `' r ` •„a 413` •:J",x•p -. SHOWN OR LOCATED. 4. RECONSTRUCTED DRIVE AND ADJACENT RESTAURANT PARKING RESURVEYED / Qi ' `�- `T _-• .."Y .W- Ad . WGO•IG \ OCTOBER 201 T xw.. ,, _► tit E , _ 'j. - ' - - _ - L, \ ��-t 'D 'd \ �o ,� „ *�' � '%e'• P� FLOOD INFORMATION: TL ,S -'41,0 THIS PROPERTY LIES WITHIN THE UNSHADED ZONE C, AREAS OF MINIMAL - ,,_� \ ``,• sr 1lwv �� ,x•Fe.. ';j, ,_i' "..R° _• •N \ FLOODING, AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP NUMBER 270051 Cisb \ 00058 HAVING AN EFFECTWE DATE OF JULY 2, 1979, \ xwn � \ J Act J 4f�as _-xV°' b \\ ```, �' ` � \ EXISTING PARKING. PROJECT LOCATION may". "°e\ a67?"- \�--a _ .•C, 'IT t? THERE ARE 63 VISIBLE PARKING STALLS DESIGNATED ON THIS PARCEL _ xne.. re m 904 lop k\ \ �� Ff9_ INCLUDING I HANDICAP STALL. .a. \ - - p � \ �. ,a° •� W. 79TH STREET =- �,, t➢ \ � ,YAP» y BENCHMARKS: x..eu'� �`` � /.w' PID#258900030 R ^�' >• �. \ ,,,`, A `` s - ' - 1', , 1 * X / ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC �T - $•\ ' - _xwe ,� * �'� ,. r '4 en. WESSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO - qk -\"°ek N.a ��-r'*" �? .>- x+■' Ft?�,44 ESTABLISH VERTICAL CONTROL FOR THIS SURVEY tNAVD 88) CERTIFICATION: 19 o " 5 •p' R To Chanhassen Inn, Inc., Old Republic National Title Insurance compnay, S their 1 Suite xl /$s.`\ \ �}', ,•^ba "'S 05+,p) successors and assigns: This is to certify that this map or plat and the survey on �Y 6750 Stillwater Blvd. N r. C 'y�Q;� - 6� •fI PF which it is based were made in accordance with the 2015 Minimum Standard Detail Stillwater, MN 55082 -, .•na ;Ta `ti"�'b + x.�. ;w v*�Q ,:.•6 --N - L5 Requirements for ALTA 'ACSM Land Title Surveys, jointly established and adopted Phone 651.275.8969(U ~. by ALTA and NSPS, and includes Items 1, 2, 3, 4, 7(a), 78, 9, 11, 16. 1 7, 18, Fax 6S1.275.8976 and 19 of Table A thereof. The field work was completed on March 13, 2017 and dan4b Oct. 5.20I T resurvey UNDERGROUND UTILITIES NOTES: net CORNERSTONE LAND SURVEYING, INC. •'�1z x.oe '" �'t \ °i° �r� / 68 ` 00' + THE UNDERGROUND UTILITIES SHOWN HAVE BEEN e� �b.�� ` LOCATED FROM FIELD SURVEY INFORMATION AND Dated 4-OS-17 °v ', _j \ Q _ _ y� Y� Revised: 10-19-1 7 0� V. ,• / fin' '(�D - _,. "_ „ �.EXISTING DRAWINGS. THE SURVEY00. MAKES NO i E `• ,-6�"' ,' c:' - , • GUARANTEE THAT THE UNDERGROUND UTILfT1 E5 GE"gA1O�'s, ` ' y:f' %, 96r. ._'- +ta° �Sv"t,r(F�` - ;, r' ' 1 �'•e i r- �;,�;:•' SHOWN COMPRISE ALL SUCH UT1LfT1ES IN THE AREA, BY _ - -!� ��A A pl a',,1 EITHER IN SERVICE OR ABANDONED. THE SURVEYOR Thurmes Daniel L F,tX W F" M' G" r' :"' 5 FURTHER DOES NOT WARRANT THAT THE CORNERSTONE �� •t.'+ 690' yC4 Minnesota License No. 2571 B +:_�-' --- --- �� 1 Psi UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT x e' r x�' i /. - � r --� • ie ,a,aT? '� � '-' �` LOCATION INDICATED ALTHOUGH HE GOES CERTIFY W ,.toot \`-'�� Old Republic National TnleInsurance Company TitleCommitment No. ORTE7N786 LAND SURVEYING, INC. rerx THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE xw. - `�` vI• r N dated January 12, 201 7 as bated on this survey was retied upon for matters of Y FROM THE INFORMATION AVAILABLE. THE SURVEYOR • � �a� � L ,.(A ROUND record. Other easements may exist that were not shown in this commitment and S`'^ UTILITIES. GOPHAS NOT HER STATEALLY ONE THE AG ONECALL LOCATETICKETare not shown an this survey. FILE NAME SURVCE86 i ?• PROJECT NO CE17086 NUMBER(S)OTHER SOME MAPS WERE RECEIVED, CALL sulm 'W pG WHILE OTHEER UTILfTIES IES DID NOT RESPOND TO THE LOCATE REQUEST. ADDITIONAL UTILITIES OF WHICH WE Gopher State One Call CERTIFICATE OF ARE UNAWARE MAY EXIST. OTHER UTILITIES MAY EXIST Tw. C-AREA. 651 .51 400t SURVEY ON THIS SITE THAT WERE NOT MARKED UP. FOTOILLFREE-Oro-zsz-ns6 DRAINAGE REPORT Panera, LLC Chanhassen, MN November 30, 2017 Revised February 19, 2018 CEI Project No. 30072.0 Prepared By: CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 Tel. 651.452.8960 CITY OF CHANHASSEN RECEIVED FEB 2 12018 CHANHASSEN PLANNING DEpT SCANNED ENGINEERS ■ SURVEYORS ■ PLANNERS LANDSCAPE ARCHITECTS ■ ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 651-452-8960 Fax 651-452-1149 TABLE OF CONTENTS DRAINAGE REPORT Panera, LLC Chanhassen, MN CEI Project No. 30072.0 Text Pages ProjectDescription........................................................................................................1 ExistingConditions.......................................................................................................1 ProposedDevelopment................................................................................................1 Storm Water Management...........................................................................................2 WaterQuality...............................................................................................................3 RateControl.................................................................................................................4 SWBio-Retention Basin..............................................................................................5 Appendix: Appendix A Project Site Aerial Appendix B FEMA Flood Insurance Rate Map Appendix C Existing Drainage Map Appendix D Existing (Pre -Development) HydroCAD Model Appendix E Proposed Drainage Map Appendix F Proposed (Post -Development) HydroCAD Model Appendix G MIDS Calculator Results for Stormwater Quality Appendix H Geotechnical Report Panera, LLC — Chanhassen, MN PROJECT DESCRIPTION The project site is approximately 1.425 acres, currently zoned BH (Highway Business District), and is located at 531 W. 79n Street in Chanhassen, Carver County, Minnesota. The proposed development, will consist of an approximately f4,486 square foot Panera Bread Store, along with associated surface parking lot, concrete curb and gutter, driveways, sanitary sewer lateral, water connection to main, storm sewer, bio-retention basin, gas, electric and telephone utilities. Runoff from all proposed impervious surfaces will be collected by downspouts and/or curb cuts in the paved area, and outlet to a bio-retention basins with underdrain that will serve to promote on site abstraction of stormwater. The bio-retention basins with underdrain has a bee -hive outlet structure which will control the rate of runoff. Stormwater from the bio-retention basin will then outlet into an existing storm manhole at the SW corner of our site, where it leaves the project site through an existing culvert that runs into a network of pipes under Hwy 5 to the south. No disturbance is proposed in the Cities property to the West or DOT'S property to the South. Existing Conditions: The current Chanhassen Inn site is fully developed, with a f15,881 square foot building footprint and large parking lot with shared access drive with Chick-Fil-A to the East. The site is bound by West 79`h Street to the north, Chick-Fil-A to the east, Truck Hwy No. 5 to the south and an existing city stormwater pond to the West. Much of the site drains to the SE corner of the site and into an open FES. The rest of the site drains to the west or north. The property is mapped on FEMA FIRM Panel No. 270051 0005 B, for the City of Chanhassen, Carver County, dated July 2, 1979, and is in Zone "C", areas of minimal flooding. Soils on the site are primarily sandy lean clay (CL), in Hydrologic Soil Group (HSG) "D". Proposed Development: The development will consist of an approximately f4,486 square foot square foot Panera Bread, including parking lots and drives on site. All the parking lot and drives will be graded to drain to curb cuts and then into the proposed bio- retention basins with underdrain. The roof runoff will be collected and conveyed underground to the proposed bio-retention basin. The bio-retention basins have an underdrain system, and will be planted with vegetation to promote on site abstraction. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site. According to the Minnesota Stormwater Manual, the existing soils on site only allow for an infiltration rate of 0.06 inches per hour. The existing site is composed primarily of Type D soils, therefore, according to the Minimal Impact Design Standards (MIDS) calculator, a maximum bio-retention basin depth of 0.24 feet below the underdrain is required to allow for a drawdown time of 48 hours. The bio-retention basin and associated beehive structure will serve to provide both the required water quality and quantity management to meet the regulations set forth by the City of Chanhassen and the Riley Purgatory Bluff Creek Watershed District. Stormwater Management: Development standards set forth by the Riley Purgatory Bluff Creek Watershed District requires the following as listed in the official District Rules, Rule J, Section 3, Criteria: a. Limit peak runoff flow rates to that from existing conditions for the two-, 10-, and 100- year frequency storms events using a nested 24-hour rainfall distribution, and a 100- year, 10-day snowmelt event, for all points where stormwater discharge leaves the site; b. Provide for the abstraction onsite of l .1 inches of runoff from impervious surface of the parcel; c. Provide for at least sixty percent (60%) annual removal efficiency for total phosphorous, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The total existing drainage area is approximately 1.425 Acres. Please refer to the Drainage Area Maps for drainage sub catchments (see appendix). The tables below show the pre -development and post -development impervious inventory: EXISTING CONDITIONS Impervious Pervious Sub catchment S S A 34,560 6,650 B 3,790 6 888 C 5,460 4,727 TOTAL 43,810 18 265 70.57% Impervious TOTAL DRAINAGE AREA 62,075 SF 2 PROPOSED CONDITIONS Impervious Pervious Sub catchment SF S A 32,471 20,151 B 6,175 1,205 C 1730 0 D 275 70 TOTAL 40,651 21 426 65.4% Impervious. TOTAL DRAINAGE AREA 62,075 SF Water Ouality• The Minimal Impact Design Standards (MIDS) calculator was used for water quality calculations. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site, allowing the abstraction of 0.55 inches. Soils present on site are sandy lean clay (CL), HSG "D", with an allowable infiltration rate of 0.06 in/hr according to the Minnesota Stormwater Manual. Water quality requirements are met using (2) bio-retention basins with underdrains and saffle baffle/with snout at the outlet structure providing abstraction and treatment of the stormwater. The bio-retention basins together provide for 74% TSS and 66% phosphorous removal. The TSS removal is below the required 90% because the 0.55" volume is being retained fully onsite. As seen from the 1.1" once released, we meet both the TSS and TP requirements. All stormwater from impervious surfaces shall be routed to the bio-retention basins to serve as pretreatment of the stormwater prior leaving the site. Proposed Site impervious Area from Parking Roofs, Sidewalks, etc... = 40,651 sf Water abstraction volume required (non -restricted site) = Area of impervious x 1.1 inches = 40,651 SF x 1.1 in /1.0 / 12 in/ft = 3,713 CF Water abstraction volume required (restricted site) = Area of impervious x 0.55inches = 40,651 SF x 0.55 in /1.0 / 12 in/ft = 1,857 CF 3 Results (see appendix for additional MIDS calculation results): Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.256 acre-ft Annual runoff volume removed by BMPs 0.6793 acre-ft Percent annual runoff volume removed 30% Post development annual particulate P load 1.012 lbs Annual particulate P removed by BMPs 0.88 IN Post development annual dissolved P load 0.828 lbs Annual dissolved P removed by BMPs 0.326 lbs Percent annual total phosphorus removed 66% Post development annual TSS load 334.4 lbs Annual TSS removed by BMPs 246.5 lbs Percent annual TSS removed 74% Rate Control Rate control is achieved using the bio-retention areas and a beehive outlet structure. Rainfall data was gathered from NOAA Atlas 14 Point Precipitation Frequency Estimates and a nested 24-hour rainfall distribution was utilized (provided by RPBCWD) for the 2, 10, 100 and 10-day snow melt storm events. All existing proposed curve numbers are based on soil type "D", silty loam, obtained from the geotechnical report (see appendix). See appendix for the existing and proposed drainage maps, and existing and proposed HydroCAD modeling. 4 PEAK DISCHARGE RATES STORMWATER EVENT EXISTING CFS PROPOSED CFS 2-YEAR 5.56 0.33 10-YEAR 9.03 0.57 100-YEAR 15.30 4.34 10-DAY 100 YEAR SNOWMELT 0.26 0.23 SW Bio-Retention Basin: Basin Bottom Elevation = 945.35' Beehive outlet Elevation = 946.50' Groundwater Elevation at BMP location = ±929.00' (see appendix for geotechnical report) Basin High Water Level = 947.21' Basin Draw -Down Time = 48.00 hours Emergency Overflow Elevation = 947.78' (SE Corner of site) 2-Year Storm High Water Elevation = 945.59' (SW Basin) 10-Year Storm High Water Elevation = 946.53' (SW Basin) 100-Year Storm High Water Elevation = 947.21 * (SW Basin) 100-Year, 10 Day Snowmelt High Water Elevation = 945.26 (SW Basin) *Critical water elevation Sincerely, CEI Engineering Associates, Inc. Alan Catchpool, PE MN Branch Mgr. 5 ENGINEERS ■ SURVEYORS ■ PLANNERS LANDSCAPE ARCHITECTS ■ ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 651-452-8960 Fax 651-452-1149 TABLE OF CONTENTS DRAINAGE REPORT Panera, LLC Chanhassen, MN CEI Project No. 30072.0 Text Pages ProjectDescription........................................................................................................1 ExistingConditions.......................................................................................................1 ProposedDevelopment................................................................................................ 1 StormWater Management...........................................................................................2 WaterQuality...............................................................................................................3 RateControl.................................................................................................................4 SWBio-Retention Basin..............................................................................................5 Appendix: Appendix A Project Site Aerial Appendix B FEMA Flood Insurance Rate Map Appendix C Existing Drainage Map Appendix D Existing (Pre -Development) HydroCAD Model Appendix E Proposed Drainage Map Appendix F Proposed (Post -Development) HydroCAD Model Appendix G MIDS Calculator Results for Stormwater Quality Appendix H Geotechnical Report APPENDIX A AERIAL MAP Photograph 1. Aerial Photograph of the Site in 2016 Photograph provided by Google Farth. APPENDIX B 01IW10 LX -t- ZONE C ZONE B B' 1 IT 8 LAKE SUSAN SITE RM10 ZONE C DAKOTA AVENUE ,21� APPROXIMATE SCALE 1000 0 NATIONAL FLOOD INSURANCE PROGRAM FIRM FLOOD INSURANCE RATE MAP CITY OF CHANHASSEN, MINNESOTA CARVER COUNTY PANEL 5 OF 10 ^RM9 IOI COMMUNITY -PANEL NUMBER DAKOTA LANE RM 1 1 270051 0005 B ERIE CIRCLE — ; EFFECTIVE DATE_ RM 1 + JULY 2, 1979 R M 13 x I �.��f �I U.S. DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT ZONE Al j FEDERAL INSURANCE ADMINISTRATION This is an official copy of a portion of the above referenced flood map. It was extracted using F-MIT On -Una. This map does not reflect changes or amendments which may have been made subsequent to the date on the 00 J RICE' MARSH LAK title dock. For the latest product Information about National Flood Insurance CO Prop ram flood maps check the FEMA Flood Map Store at www.msc.fema.gov APPENDIX C a I 0 20 40 / / / 1 a� ••sax /Ale,0 QA, of .• V& CO- 010 x+na Ke0- LEGEND:LEGAL DESCRIPTION: c / / • The followingDescription is as shown on Old Republic National o Title insurance Company Title Commitment No. ORTE743796 dated 531 W 79TH STREET arc \ .rm rs,o tsns g or "n January 12, 2017. • , eu / \ �fAiOA10�' w"w "•"'41f Lot 3, Block I, ZAMOR ADDITION, according to the recorded plat therof, and situate In Carver County, Minnesota. CHANHASSEN, MINNESOTA \'��-'b0 y0� ernc'ow'•• a ,nuo w EXCEPTING therefrom Parcel 209A condemned by the State of Minnesota \� `► .ea.,Y' s v \ ° 1YiR 1p" w.c rot• as evidenced by Final Certificate filed October 27, 1993 as Document No. xw�� \ `+�s` �,� ®'•'ae0i 157032 and as depicted on MINNESOTA DEPARTMENT OF a ry \y c xoo.s TRANSPORTATION RIGHT OF WAY PLAT 140. 10-3 filed Much 14, 1991 as CONTACT: ' \ -s > I. xesv., \ t �� r,s,ns ascr•.ou Document No. 122254. (Abstract) e0o,or,�,,,o, CEI ENGINEERING ASSOCIATES iT \ q o �•�•r.w. Alan Catchpool, PE q \ \ 0, w a; 2025 Centre Pointe Blvd 03 Suite 210 e 1 wouxxa ♦ AREA: Mendota Heights, MN 55120 pP � El� 8 1 \\ O „�'•�•� TOTAL AREA - 62,077 SQ.FT. P:651-452-8960 A \ Ta EASEMENT NOTES: COUNTY/CITY: The following exceptions are as shown on Old Republic National Title C A Insurance Company Title Commitment No. ORTE743796 dated January 12, C O �J N TY t \ \ g 2017. 10.6 B. Storm See, and drainage easement per took 126 of Deeds Page 3-4. C TY wO F \ _ (SHOWN GRAPHICALLY). C H A N H A S S E N r — — — — -1 mma au+arsn ramcxo REA B � •ems '' a�. \ I owe uscm�mc ro. ^ 9. Drainage and utility easements as shown on the recorded plat of Frontier Afvo \ L — _ — _ J ox"" i 9 `; Development which underlies Zamor Addition. (SHOWN GRAPHICALLY). ' J , o \ u+s \ • 10. Drainage and utility easements as shown on the recorded plat of Zamor VICINITY MAP A 1 t� Addition. (SHOWN GRAPHICALLY). 11. Terms and conditions of Contract for Private Redevelopment per Doc. No. SITE 123421. (NOT SHOWN AFFECTS ENTIRE PARCEL) £ F a 1+` � v`x ` x \ \ �/ 12. No right of access to State Highway No. 5. Right per Final Certificate Doc. No. 157032 and as Minnesota Department of Transportation Right m.die"• sO ` \ /� of Way Plat No. 10-3 per Doc. No. 122294. (SHOWN GRAPHICALLY) �J ,%` N `\ 4. \ `1^ j 13. Terms and conditions of Cross Easement for Parking per Doc. No. ^' a �� j'• ...t5 ps \ Gp \ 19t69Z. (NOT SHOWM -AFFECTS ENTIRE PARCEL AND PARCEL 4• a;, „f!w ` �`.\ ` ' S_."eM'- j O \ ADJACENT TO EAST) Oat ro srxD . b 14. Terms and conditions of Reciprocal Access Easement Agreement per r.3. s , ,-'- r Document No. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL any OF las4rr IaNifYLAMESOtA cwavei cnurrrr. TO THE EAST. APPROXIMATE LOCATION OF THE PROTECTED DRIVE AREA SHOWN GRAPHICALLY PER SKETCH IN DOCUMENT) t .+ '- _ �7 `\ �`; \ SURVEY NOTES: REVISIONS: �a �' x+a, asx\\ ;% \ ♦ DATE REVISION +rota t t'i• xa"sa 0 - + „.\ r \ 1. BEARINGS ARE BASED ON COORDINATES SUPPLIED BY THE 04-OS-17 INRIAL ISSUE CARVER COUNTY SURVEYORS OFFICE. ' 2. UNDERGROUND UTILITIES SHOWN PER GOPHER STATE ONE AREA A "pia �'s ' CALL LOCATES AND OF HC ANHASSEN PUBLIC -BUILTS PLANS PROVIDED BY THE CITY WORKS DEPARTMENT. - - ,` ..bbb -'i's • 7 \ ^ \ 3. THERE MAY BE SOME UNDERGROUND UTILITIES: GAS, ELECTRIC, Ilk \ ETC. NOT SHOWN OR LOCATED. FLOOD INFORMATION: L F� THIS PROPERTYLOO LEESING WSSIN SHOWN UNSHADED ZONE I c. AR NC of MINIMAL FLOODING, AS SHOMR4 ON FERIA FLOOD INSURANCE RATE MAP NUMBER 2700S 1 0005B HAVING AN EFFECTIVE DATE OF JULY j ii}-• _ = 'ip- ' �.wn ' PROJECT LOCATION _ TOP\ j� 1 \\ \ i EXISTING PARKING: , THERE ARE 63 VISIBLE PARKING STALLS DESIGNATED ON THIS PARCEL INCLUDING sc' \ a� / //V INCLUDING 1 HANDICAP STALL. l 'r= IP" •>. ,ran . W. 79TH STREET 87tf BENCHMARKS: PAD#2 58900030 rFUF ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNOOT GEODETIC /pY�� + WESSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 9S4.9 WAS USED TO • +.V Kf- ' , ` i s, ; s, , • j ; *+,,n ` i ; ' *0'A0-6 ESTABLISH VERTICAL CONTROL FOR THIS SURVEY (NAVD 88) = CERTIFICATION: ig T+ ; • ' _0�o-IsM .: / . To: Chanhassen Inn, Inc., Old Republic National Title Inwrance compnaV, S Suite Ol x+,ee ►TIC `` _r r0' 2x% -dy,+ s6 \ their successors and assigns: This is to certify that this map or plat and the 6750 Stillwater Blvd. N. >��, x«a, r v1,a �xay,> ->�:} - .j69 - �V � PF� survey on which it is based were made in accordance with the 2015 Minimum Stillwater, MN 55082 - Requiremems for ALTAJACSM Land Title Surveys, jointly Phone 6S1.275.8969 Standard Detail ys, established and adopted by ALTA and NSPS, and includes Items 1. 2, 3, 4, 7(a), Fax 651.275.8976 > c"� v` yi `. ,y.,,,,• 7(c) 8, 9, 1 1 , 16, 17, 18, and 19 of Table A thereof. The field work was danth ti' r1 a 1r••eD r - completed on Much 13, 2017. cssurvey w� 5 t6>M"�%pr �, ' UNDERGROUND UTILITIES NOTES: "`t - CORNERSTONE LAND SURVEYING. INC. 00 -� 'a '.) t; " THE UNDERGROUND UTILITIES SHOWN HAVE BEEN a��'�,• LOCATED FROM FIELD SURVEY INFORMATION AND 17; W�teda4-0S-17 �,► , f - 4'n _ - , ; i -• EXISTING DRAWINGS. THE SURVEYOR MAKES NO i B Fi �`- �CB • _ > :• GUARANTEE THAT THE UNDERGROUND UTILITIES By 9.?, . ;r, , .r i:; SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, DDamel L es 5 rr " �, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR -��y �w / i �; �,; • 5 Minnesota License No. 25718 - J UNDER R DOES NOT WARRANT THAT THE CORNERSTONE - - • '✓ �'• ,, • - `v \I UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT ' G LOCATION INDICATED ALTHOUGH HE DOES CERTIFY Old Republic National Title Insurance Company Title Commitment No. r " ,�`t THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE ORTE743796 dated January 12, 2017 as listed on this survey was relied upon LAND SURVEYING, INC. '\ FROM THE INFORMATION AVAILABLE. THE SURVEYOR for matters of record. Other easements may exist that were not shown in this 5 HAS NOT PHYSICALLY LOCATED THE UNDERGROUND commitment and are not shown on this survey. 1 UTILITIES. GOPHER STATE ONE CALL LOCATE TICKET FILE NAME SURVCE86 NUMBER) 170650574. SOME MAPS WERE RECEIVED, Gas eoE rou au PROJECT NO. CE17096 WHILE OTHER UTILITIES DID NOT RESPOND THE Gopher State One Call LOCATE REQUEST. ADDITIONAL UTILITIES ofF WHICH WE p ARE UNAWARE MAY EXIST. OTHER UTILITIES MAY EXIST uun�ia.== i CERTIFICATE OF ON THIS SITE THAT WERE NOT MARKED UP. SURVEY APPENDIX D NORTH WEST TOTAL OA SOUTHEAST Subcat Reach L4 Link I Routing Diagram for Existing Model Prepared by CEI Engineering Associates, Inc, Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ® 2017 HydroCAD Software Solutions LLC Existing Model Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Pade_2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.417 80 >75% Grass cover, Good, HSG D (A, B, C) 0.780 98 Paved parking, HSG D (A) 0.087 98 Roofs, HSG A (B) 0.125 98 Roofs, HSG C (C) 1.409 93 TOTAL AREA Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Pam Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=40,510 sf 83.83% Impervious Runoff Depth=2.32" Flow Length=200' Slope=0.0110 '/' Tc=2.8 min CN=95 Runoff=4.23 cfs 0.180 of SubcatchmentB: NORTH Runoff Area=10,678 sf 35.49% Impervious Runoff Depth=1.55" Flow Length=40' Slope=0.0100 'P Tc=6.6 min CN=86 Runoff=0.66 cfs 0.032 of SubcatchmentC: WEST Runoff Area=10,187 sf 53.60% Impervious Runoff Depth=1.87" Flow Length=35' Slope=0.0100 'P Tc=5.9 min CN=90 Runoff=0.78 cfs 0.036 of Reach T: TOTAL Inflow=5.48 cfs 0.248 of Outflow=5.48 cfs 0.248 of Total Runoff Area = 1.409 ac Runoff Volume = 0.248 of Average Runoff Depth = 2.11" 29.60% Pervious = 0.417 ac 70.40% Impervious = 0.992 ac Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A: SOUTHEAST Runoff = 4.23 cfs @ 12.05 hrs, Volume= 0.180 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 6,550 80 >75% Grass cover, Good, HSG D 33,960 98 Paved parking, HSG D 40,510 95 Weighted Average 6,550 16.17% Pervious Area 33,960 83.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment B: NORTH Runoff = 0.66 cfs @ 12.10 hrs, Volume= 0.032 af, Depth= 1.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 3,790 98 Roofs, HSG A 6,888 80 >75% Grass cover, Good, HSG D 10,678 86 Weighted Average 6,888 64.51 % Pervious Area 3,790 35.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.6 40 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment C: WEST Runoff = 0.78 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 1.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 4,727 80 >75% Grass cover, Good, HSG D 5,460 98 Roofs, HSG C 10,187 90 Weighted Average 4,727 46.40% Pervious Area 5,460 53.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 35 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Reach T: TOTAL Inflow Area = 1.409 ac, 70.40% Impervious, Inflow Depth = 2.11" for 2y 24hr event Inflow = 5.48 cfs @ 12.05 hrs, Volume= 0.248 of Outflow = 5.48 cfs @ 12.05 hrs, Volume= 0.248 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 8 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=40,510 sf 83.83% Impervious Runoff Depth=3.70" Flow Length=200' Slope=0.0110 'P Tc=2.8 min CN=95 Runoff=6.69 cfs 0.287 of SubcatchmentB: NORTH Runoff Area=10,678 sf 35.49% Impervious Runoff Depth=2.79" Flow Length=40' Slope=0.0100 'P Tc=6.6 min CN=86 Runoff=1.20 cfs 0.057 of SubcatchmentC: WEST Runoff Area=10,187 sf 53.60% Impervious Runoff Depth=3.18" Flow Length=35' Slope=0.0100 'P Tc=5.9 min CN=90 Runoff=1.32 cfs 0.062 of Reach T: TOTAL Inflow=8.91 cfs 0.405 of Outflow=8.91 cfs 0.405 of Total Runoff Area = 1.409 ac Runoff Volume = 0.405 of Average Runoff Depth = 3.45" 29.60% Pervious = 0.417 ac 70.40% Impervious = 0.992 ac Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment A: SOUTHEAST Runoff = 6.69 cfs @ 12.05 hrs, Volume= 0.287 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 6,550 80 >75% Grass cover, Good, HSG D 33,960 98 Paved parking, HSG D 40,510 95 Weighted Average 6,550 16.17% Pervious Area 33,960 83.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft./sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment B: NORTH Runoff = 1.20 cfs @ 12.09 hrs, Volume= 0.057 af, Depth= 2.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 3,790 98 Roofs, HSG A 6.888 80 >75% Grass cover, Good, HSG D 10,678 86 Weighted Average 6,888 64.51 % Pervious Area 3,790 35.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 40 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment C: WEST Runoff = 1.32 cfs @ 12.08 hrs, Volume= 0.062 af, Depth= 3.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 4,727 80 >75% Grass cover, Good, HSG D 5,460 98 Roofs, HSG C 10,187 90 Weighted Average 4,727 46.40% Pervious Area 5,460 53.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 35 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 12 Summary for Reach T: TOTAL Inflow Area = 1.409 ac, 70.40% Impervious, Inflow Depth = 3.45" for 10y 24hr event Inflow = 8.91 cfs @ 12.05 hrs, Volume= 0.405 of Outflow = 8.91 cfs @ 12.05 hrs, Volume= 0.405 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Existing Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 13 Time span=0.00-30.00 hrs, dt=0.02 hrs, 1501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=40,510 sf 83.83% Impervious Runoff Depth=6.81" Flow Length=200' Slope=0.0110'P Tc=2.8 min CN=95 Runoff=11.06 cfs 0.528 of SubcatchmentB: NORTH Runoff Area=10,678 sf 35.49% Impervious Runoff Depth=5.76" Flow Length=40' Slope=0.0100 'P Tc=6.6 min CN=86 Runoff=2.23 cfs 0.118 of SubcatchmentC: WEST Runoff Area=10,187 sf 53.60% Impervious Runoff Depth=6.23" Flow Length=35' Slope=0.0100 'P Tc=5.9 min CN=90 Runoff=2.32 cfs 0.121 of Reach T: TOTAL Inflow=15.11 cfs 0.767 of Outflow=15.11 cfs 0.767 of Total Runoff Area = 1.409 ac Runoff Volume = 0.767 of Average Runoff Depth = 6.53" 29.60% Pervious = 0.417 ac 70.40% Impervious = 0.992 ac Existing Model MN-RPBCWD_v1_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment A: SOUTHEAST Runoff = 11.06 cfs @ 12.05 hrs, Volume= 0.528 af, Depth= 6.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 6,550 80 >75% Grass cover, Good, HSG D 33,960 98 Paved parking, HSG D 40,510 95 Weighted Average 6,550 16.17% Pervious Area 33,960 83.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment B: NORTH Runoff = 2.23 cfs @ 12.09 hrs, Volume= 0.118 af, Depth= 5.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 3,790 98 Roofs, HSG A 6,888 80 >75% Grass cover. Good. HSG D 10,678 86 Weighted Average 6,888 64.51 % Pervious Area 3,790 35.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 40 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment C: WEST Runoff = 2.32 cfs @ 12.08 hrs, Volume= 0.121 af, Depth= 6.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 4,727 80 >75% Grass cover, Good, HSG D 5,460 98 Roofs, HSG C 10,187 90 Weighted Average 4,727 46.40% Pervious Area 5,460 53.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 35 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Model MN-RPBCWD_v1_Aflas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 fydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Reach T: TOTAL Inflow Area = 1.409 ac, 70.40% Impervious, Inflow Depth = 6.53" for 100y 24hr event Inflow = 15.11 cfs @ 12.05 hrs, Volume= 0.767 of Outflow = 15.11 cfs @ 12.05 hrs, Volume= 0.767 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.02 hrs Existing Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.419 80 >75% Grass cover, Good, HSG D (A, B, C) 0.793 98 Paved parking, HSG D (A) 0.087 98 Roofs, HSG A (B) 0.125 98 Roofs, HSG C (C) 1.425 93 TOTAL AREA Existing M MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 3 Time span =0.00-240.00 hrs, dt=0.04 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,210 sf 83.86% Impervious Runoff Depth>6.60" Flow Length=200' Slope=0.0110 T Tc=2.8 min CN=95 Runoff=0.18 cfs 0.521 of SubcatchmentB: NORTH Runoff Area=10,678 sf 35.49% Impervious Runoff Depth>5.56" Flow Length=40' Slope=0.0100 'P Tc=6.6 min CN=86 Runoff=0.04 cfs 0.114 of SubcatchmentC: WEST Runoff Area=10,187 sf 53.60% Impervious Runoff Depth>6.02" Flow Length=35' Slope=0.0100 'P Tc=5.9 min CN=90 Runoff=0.04 cfs 0.117 of Reach T: TOTAL Inflow=0.26 cfs 0.751 of Outflow=0.26 cfs 0.751 of Total Runoff Area = 1.425 ac Runoff Volume = 0.751 of Average Runoff Depth = 6.33" 29.42% Pervious = 0.419 ac 70.58% Impervious = 1.006 ac Existing M MN-RPBCWD_v1_At1as14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A: SOUTHEAST Runoff = 0.18 cfs @ 121.21 hrs, Volume= 0.521 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 6,650 80 >75% Grass cover, Good, HSG D 34,560 98 Paved parkinq, HSG D 41,210 95 Weighted Average 6,650 16.14% Pervious Area 34,560 83.86% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing M MN-RPBCWD_v1_At1as14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment B: NORTH Runoff = 0.04 cfs @ 121.26 hrs, Volume= 0.114 af, Depth> 5.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 3nowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 3,790 98 Roofs, HSG A 6,888 80 >75% Grass cover, Good, HSG D 10,678 86 Weighted Average 6,888 64.51 % Pervious Area 3,790 35.49% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 40 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing M MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment C: WEST Runoff = 0.04 cfs @ 121.25 hrs, Volume= 0.117 af, Depth> 6.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 4,727 80 >75% Grass cover, Good, HSG D 5,460 98 Roofs, HSG C 10,187 90 Weighted Average 4,727 46.40% Pervious Area 5,460 53.60% Impervious Area Tc Length Slope Velocity Capacity Description min (feet) (fUft) (ft/sec) (cfs) 5.9 35 0.0100 0.10 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing M MN-RPBCWD_v1_Atlas14 Snowmelt _10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Reach T: TOTAL Inflow Area = 1.425 ac, 70.58% Impervious, Inflow Depth > 6.33" for 10-Day Snowmelt event Inflow = 0.26 cfs @ 121.22 hrs, Volume= 0.751 of Outflow = 0.26 cfs @ 121.22 hrs, Volume= 0.751 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs APPENDIX E W WRPIAST ST.ICTLm KE TOPM7LD NV (I')•lNIE SlM•fNEE 131E P PEWIDRAND DAAIRIF • OS. NRN ll F IS' PVC E 11I A'WlOFLA5TSTftLX' At RELINE TOMAS % INV. to 9JV.INlW ISTAN 910.N O4 OUTLET NEI AD N STINTAL SAE IAiilf STRSLTIRE CIR INTAE• CLAN" tear lY Ac,@lm NNw 0 — EG 9503Y W AROPOSED DAAINAGE rANp UflUfv fASEMENi fG 950 0 SITE BENCHMARK r 0 STORMWATER SUMMARY TOTAL P90PE'" AREA • EI.4 75 MNEB CR B;Dn SE TOT& OSTURREO AEA • EI.AR ACRES > I THEREFORE A NOI PERWT A 1 —t . -t FAE PEF#SOUS AREA • 0..E AC PHE NPEAAOIIb AREA • 1.065 AC POST PEIFVI FAO ANEA • O3S AC A7gT YREFAAOUS AREA • O.NS AL AFAR RLla1FF RATES (CM T�E 2-YR 5.56 D.33 0 '0- 9D3 057 INIYYR 55.30 434 1D v 1 026 D.23 DEMON BEITRATI0IN RATE • 0 N N .RIFT.A LEVEL- •721 NS w NBN.1 RIATEA lFV9 • N731 Q GRADING NOTES ' N 0 Kmw. ww-s below. m )R .c Cal I before you cr,% SOUF W FEE" "ON SEE &ACWTECT RNL NAS FOR EXACT UICATIOIS AND DIAENN p P.IOE3. RANIM VES!!UE AGED PAMNS. TRLAO[ DOCIM NALD VC UTILM ENTRANCE LOCATIONS AND PIECE NJ"" OIAEFFBOM EXISTING LEGEND .-R• u..rARIP. BUTRI � Ww 4INARTINTI na.o.Nt PROPOSED LEGEND PROP EWIV LWJUSIR OF WAY LINE GRIM DIEM ---------- XKK DONE" ELEVATIONS SONAORAN )000( SPOT ELEVATIONS TE • TOP OF D1I. G • GLUTEN RE = FNt91 FTDO ELEVATION K • fBR9E0 SURFACE SDR TEST" NG LOCATION (REM TO GEOTEOINI REP01ff) GENERAL GRADING NOTES i >NJFO ,"D NASA ODD FLAAED END SECTION A PRg11 TO INSTALLATION OF STORM OR SANRARY SEWER THE CONTMCTOA SINLL EXCAVATE, VENFY. AND ANT` U li.iirt Nt Mt NT 1K CONNECT TO EXMTWG STO"I DRAN—W OR INLET IM WATCH EASING PAVEMENT ELEVATIONS 51e UNFITS. SAWCUT AND PAVEMENT REMOVN CAIMAT NI OOSLMGS ANDWFOMTIEOWTNEA- TNEENMWEROFANYCONRIMPBIDBTO CONSERUCigM. THE ENGINEER WILL N HUDHARMLESS IN THE EVENT THE ENGINEER 6 NOT NOTFlEOO pESGv 73A (OTHER 10INTERNAL ROOF DRAIN SSTEM EDU& N' LINESPER AA01 "AM) CON n'CrIL 75B ADA AREA NOT EXCEED 2 SLOK IN ANY O.ECTICA B AIL SLOPES AND AREAS DSTIERIED r CDNSTNICTIDM SNAL N GRADED $MOOTH AND C OF TWSOl APP1ED. f ADE..NTE TOPSOIL G NOT AVAI ANE ON SRL THE CONTRACTOR5NA11 PRONDE TOMOL R APPOBY VED TIE OWNER M NFE.D THE AREA 9Wt TEN RE SFEOFD, FERTIt2FD. MOOEO, WATERED ANO NARETAINFO IINT1 SGROWTH DSTU m REN15�OMM TKOFM AO�.R QEOF TIE SUEDOECTS NCOARECAND PROM m ❑ GRADING DETAILS PTHE CONTRACTOR AT MD ADOf1ORA COST TO TIE OHMNEAL C TIE CONTRA" S $KO YCAUTIOED THAT THE LOCATION ANUM EIEVAOON p OSTW. UTILITIES AS 17D R. RW PAD 9NOWN ON THESE NAM S LASED ON RECORDS OF THE VhWA UTIIIV CDRIANTE L AND WHERE FOSSEIE. 77F STOW ORAN CIENN OLT MFAAIIEMEIFR TAON N THE FIELD TNF REOIMATIOF S NOT TO RE READ CIF M INEW OIACT OR CONEIFN THE CONTRACTOR NW CALL THE AAROPMTE NIETY OONVA N AT LEAST M NO1RS BEIONE ANY EXCAVATION TO 73C BgAITRATgN M9N VIM UNDER(1RNN OOFTMARS^. 7O0 RAW GUARDIAN REONEiT EXACT FEND LOCATION a LITIL TES 73E IIO-A TRATIO. IARN AMTM UNOLMORAIM. EN RI1 D UAM 07WWI%910I10hN, CALLED EXIT OR 9ECIFED IEREON OR WTTHIIN THE 90FCATpNS: A, STOW DRAIN 73F NO-RLTRATDN BASIN CNEWSECTON WE REOONG 91A . RE MULLED PEII DETAIL LA ALL STORM DRAIN 14P9 AM NEASL LED FROM CENTER OF r _ - M DRANTIIE CEEANOUT (KR CITY DETAI573F) STRUCTUIBAFD ENOS OF RATED EHD SECTIONS E ACCESS MAW VEIL NEED TO N W MANED I TER TO 9EI4`OIR TIE *&CG OT EAERGENCV VENIC ES W RINL ALL CONSTRICTION F HELM CITY STAFT "ILE *STALLING BORLTRATIO. IASN FOR ASNCTON OF SCARIFIED SUISOIS MOR TC F&LNEL STATE HIGHWAY 5 APPENDIX F o> O CA, 1P / !/ Biofiltration Basin North 2P �i / Biofiltration Basin SW Total Proposed Subcat Rl eachl AonJ Vn�( Routing Diagram for Proposed Model Prepared by CEI Engineering Associates. Inc.. Printed 2/19/2018 HydroCAD® 10.00-20 sin 02540 © 2017 HydroCAD Software Solutions LLC Proposed Model Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.532 80 >75% Grass cover, Good, HSG D (A, B, C, D) 0.006 98 Paved parking, HSG A (D) 0.887 98 Paved parking, HSG D (A, B) 1.425 91 TOTAL AREA Proposed Model Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 P 946.60 946.40 17.0 0.0118 0.011 8.0 0.0 0.0 2 2P 944.10 943.90 17.0 0.0118 0.011 15.0 0.0 0.0 3 2P 944.80 944.10 137.0 0.0051 0.020 6.0 0.0 0.0 Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=52,622 sf 61.71 % Impervious Runoff Depth=1.95" Tc=3.0 min CN=91 Runoff=4.82 cfs 0.196 of SubcatchmentB: Runoff Area=7,380 sf 83.67% Impervious Runoff Depth=2.32" Tc=3.0 min CN=95 Runoff=0.77 cfs 0.033 of SubcatchmentC: Runoff Area=1,730 sf 0.00% Impervious Runoff Depth=1.15" Flow Length=15' Slope=0.0100'P Tc=3.0 min CN=80 Runoff=0.10 cfs 0.004 of SubcatchmentD: Runoff Area=345 sf 79.71 % Impervious Runoff Depth=2.22" Flow Length=15' Slope=0.0100 T Tc=3.0 min CN=94 Runoff=0.04 cfs 0.001 of Reach T: Total Proposed Inflow=0.33 cfs 0.144 of Outflow=0.33 cfs 0.144 of Pond 1 P: Biofiltration Basin North Peak Elev=947.35' Storage=279 cf Inflow=0.77 cfs 0.033 of Discarded=0.00 cfs 0.001 of Primary=0.73 cfs 0.028 of Outflow=0.73 cfs 0.029 of Pond 2P: Biofiltration Basin SW Peak Elev=945.59' Storage=6,013 cf Inflow=5.54 cfs 0.224 of Discarded=0.01 cfs 0.021 of Primary=0.30 cfs 0.139 of Outflow=0.31 cfs 0.159 of Total Runoff Area = 1.425 ac Runoff Volume = 0.234 of Average Runoff Depth = 1.97" 37.30% Pervious = 0.532 ac 62.70% Impervious = 0.894 ac Proposed Model MN-RPBCWD_v1_Atlas14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 4.82 cfs @ 12.05 hrs, Volume= 0.196 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 20,151 80 >75% Grass cover, Good, HSG D 32,471 98 Paved parking, HSG D 52,622 91 Weighted Average 20,151 38.29% Pervious Area 32,471 61.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B: Runoff = 0.77 cfs @ 12.05 hrs, Volume= 0.033 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,205 80 >75% Grass cover, Good, HSG D 6,175 98 Paved parking, HSG D 7,380 95 Weighted Average 1,205 16.33% Pervious Area 6,175 83.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_v1_AHas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment C: Runoff = 0.10 cfs @ 12.06 hrs, Volume= 0.004 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,730 80 >75% Grass cover, Good, HSG D 1,730 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment D: Runoff = 0.04 cfs @ 12.05 hrs, Volume= 0.001 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 70 80 >75% Grass cover, Good, HSG D 275 98 Paved parking, HSG A 345 94 Weighted Average 70 20.29% Pervious Area 275 79.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCADO 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 9 Summary for Reach T: Total Proposed Inflow Area = 1.425 ac, 62.70% Impervious, Inflow Depth = 1.21" for 2y 24hr event Inflow = 0.33 cfs @ 12.27 hrs, Volume= 0.144 of Outflow = 0.33 cfs @ 12.27 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.169 ac, 83.67% Impervious, Inflow Depth = 2.32" for 2y 24hr event Inflow = 0.77 cfs @ 12.05 hrs, Volume= 0.033 of Outflow = 0.73 cfs @ 12.07 hrs, Volume= 0.029 af, Atten= 6%, Lag= 1.0 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.001 of Primary = 0.73 cfs @ 12.07 hrs, Volume= 0.028 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.35' @ 12.07 hrs Surf.Area= 317 sf Storage= 279 cf Plug -Flow detention time=114.7 min calculated for 0.029 of (89% of inflow) Center -of -Mass det. time= 64.8 min ( 841.2 - 776.4 ) Volume Invert Avail.Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routinq Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.01 18T Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=947.34' (Free Discharge) L3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.72 cfs @ 12.07 hrs HW=947.34' (Free Discharge) 1=Culvert (Passes 0.72 cfs of 1.23 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.72 cfs @ 2.00 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCADO 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.377 ac, 64.41 % Impervious, Inflow Depth = 1.95" for 2y 24hr event Inflow = 5.54 cfs @ 12.06 hrs, Volume= 0.224 of Outflow = 0.31 cfs @ 13.05 hrs, Volume= 0.159 af, Atten= 94%, Lag= 59.8 min Discarded = 0.01 cfs @ 13.05 hrs, Volume= 0.021 of Primary = 0.30 cfs @ 13.05 hrs, Volume= 0.139 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 945.59' @ 13.05 hrs Surf.Area= 4,174 sf Storage= 6,013 cf Plug -Flow detention time= 344.8 min calculated for 0.159 of (71 % of inflow) Center -of -Mass det. time= 265.2 min ( 1,061.4 - 796.2 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 944.80' 6.0" Round Culvert L= 137.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 944.80' / 944.10' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 946.50' 36.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.01 cfs @ 13.05 hrs HW=945.59' (Free Discharge) t4=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.30 cfs @ 13.05 hrs HW=945.59' (Free Discharge) t1=Culvert (Passes 0.30 cfs of 6.11 cfs potential flow) �2=Culvert (Barrel Controls 0.30 cfs @ 1.52 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Proposed Model MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 12 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=52,622 sf 61.71 % Impervious Runoff Depth=3.28" Tc=3.0 min CN=91 Runoff=8.07 cfs 0.330 of SubcatchmentB: Runoff Area=7,380 sf 83.67% Impervious Runoff Depth=3.70" Tc=3.0 min CN=95 Runoff=1.22 cfs 0.052 of SubcatchmentC: Runoff Area=1,730 sf 0.00% Impervious Runoff Depth=2.27" Flow Length=15' Slope=0.0100 'P Tc=3.0 min CN=80 Runoff=0.19 cfs 0.008 of SubcatchmentD: Runoff Area=345 sf 79.71 % Impervious Runoff Depth=3.59" Flow Length=15' Slope=0.0100 'P Tc=3.0 min CN=94 Runoff=0.06 cfs 0.002 of Reach T: Total Proposed Inflow=0.57 cfs 0.298 of Outflow=0.57 cfs 0.298 of Pond 1 P: Biofiltration Basin North Peak Elev=947.44' Storage=311 cf Inflow=1.22 cfs 0.052 of Discarded=0.00 cfs 0.001 of Primary=1.16 cfs 0.047 of Outflow=1.16 cfs 0.049 of Pond 2P: Biofiltration Basin SW Peak Elev=946.53' Storage=10,965 cf Inflow=9.20 cfs 0.377 of Discarded=0.01 cfs 0.023 of Primary=0.43 cfs 0.288 of Outflow=0.44 cfs 0.312 of Total Runoff Area = 1.425 ac Runoff Volume = 0.392 of Average Runoff Depth = 3.30" 37.30% Pervious = 0.532 ac 62.70% Impervious = 0.894 ac Proposed Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment A: Runoff = 8.07 cfs @ 12.05 hrs, Volume= 0.330 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 20,151 80 >75% Grass cover, Good, HSG D 32,471 98 Paved oarkina. HSG D 52,622 91 Weighted Average 20,151 38.29% Pervious Area 32,471 61.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment B: Runoff = 1.22 cfs @ 12.05 hrs, Volume= 0.052 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Descriotion 1,205 80 >75% Grass cover, Good, HSG D 6,175 98 Paved parking, HSG D 7,380 95 Weighted Average 1,205 16.33% Pervious Area 6,175 83.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment C: Runoff = 0.19 cfs @ 12.06 hrs, Volume= 0.008 af, Depth= 2.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,730 80 >75% Grass cover, Good, HSG D 1,730 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment D: Runoff = 0.06 cfs @ 12.05 hrs, Volume= 0.002 af, Depth= 3.59" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Descriotion 70 80 >75% Grass cover, Good, HSG D 275 98 Paved parking, HSG A 345 94 Weighted Average 70 20.29% Pervious Area 275 79.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 17 Summary for Reach T: Total Proposed Inflow Area = 1.425 ac, 62.70% Impervious, Inflow Depth = 2.51" for 10y 24hr event Inflow = 0.57 cfs @ 12.06 hrs, Volume= 0.298 of Outflow = 0.57 cfs @ 12.06 hrs, Volume= 0.298 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 18 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.169 ac, 83.67% Impervious, Inflow Depth = 3.70" for 10y 24hr event Inflow = 1.22 cfs @ 12.05 hrs, Volume= 0.052 of Outflow = 1.16 cfs @ 12.07 hrs, Volume= 0.049 af, Atten= 5%, Lag= 0.9 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.001 of Primary = 1.16 cfs @ 12.07 hrs, Volume= 0.047 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.44' @ 12.07 hrs Surf.Area= 347 sf Storage= 311 cf Plug -Flow detention time= 72.9 min calculated for 0.049 of (93% of inflow) Center -of -Mass det. time= 42.4 min ( 801.0 - 758.7 ) Volume Invert Avail.Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118'P Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=947.44' (Free Discharge) L3=Exf1ltration ( Controls 0.00 cfs) Primary OutFlow Max=1.16 cfs @ 12.07 hrs HW=947.44' (Free Discharge) 1=Culvert (Passes 1.16 cfs of 1.37 cfs potential flow) L2=Orifice/Grate (Orifice Controls 1.16 cfs @ 2.26 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model MN-RPBCWD_v1_Aflas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 19 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.377 ac, 64.41 % Impervious, Inflow Depth = 3.29" for 10y 24hr event Inflow = 9.20 cfs @ 12.05 hrs, Volume= 0.377 of Outflow = 0.44 cfs @ 13.11 hrs, Volume= 0.312 af, Atten= 95%, Lag= 63.1 min Discarded = 0.01 cfs @ 13.11 hrs, Volume= 0.023 of Primary = 0.43 cfs @ 13.11 hrs, Volume= 0.288 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 946.53' @ 13.11 hrs Surf.Area= 6,309 sf Storage= 10,965 cf Plug -Flow detention time= 331.2 min calculated for 0.312 of (83% of inflow) Center -of -Mass det. time= 280.2 min ( 1,052.7 - 772.5 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routinq Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 944.80' 6.0" Round Culvert L= 137.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 944.80' / 944.10' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 946.50' 36.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.01 cfs @ 13.11 hrs HW=946.53' (Free Discharge) 't-4=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.42 cfs @ 13.11 hrs HW=946.53' (Free Discharge) L1=Culvert (Passes 0.42 cfs of 9.82 cfs potential flow) �2=Culvert (Barrel Controls 0.42 cfs @ 2.12 fps) 3=Orifice/Grate (Orifice Controls 0.01 cfs @ 0.54 fps) Proposed Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 20 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=52,622 sf 61.71 % Impervious Runoff Depth=6.34" Tc=3.0 min CN=91 Runoff=13.93 cfs 0.638 of SubcatchmentB: Runoff Area=7,380 sf 83.67% Impervious Runoff Depth=6.81" Tc=3.0 min CN=95 Runoff=2.02 cfs 0.096 of SubcatchmentC: Runoff Area=1,730 sf 0.00% Impervious Runoff Depth=5.07" Flow Length=15' Slope=0.0100 T Tc=3.0 min CN=80 Runoff=0.39 cfs 0.017 of SubcatchmentD: Runoff Area=345 sf 79.71 % Impervious Runoff Depth=6.70" Flow Length=15' Slope=0.0100 'P Tc=3.0 min CN=94 Runoff=0.09 cfs 0.004 of Reach T: Total Proposed Inflow=4.34 cfs 0.660 of Outflow=4.34 cfs 0.660 of Pond 1 P: Biofiltration Basin North Peak Elev=947.69' Storage=410 cf Inflow=2.02 cfs 0.096 of Discarded=0.00 cfs 0.001 of Primary=1.68 cfs 0.091 of Outflow=1.68 cfs 0.093 of Pond 2P: Biofiltration Basin SW Peak Elev=947.21' Storage=15,909 cf Inflow=15.53 cfs 0.730 of Discarded=0.02 cfs 0.025 of Primary=4.20 cfs 0.639 of Outflow=4.22 cfs 0.664 of Total Runoff Area = 1.425 ac Runoff Volume = 0.756 of Average Runoff Depth = 6.37" 37.30% Pervious = 0.532 ac 62.70% Impervious = 0.894 ac Proposed Model MN-RPBCWD_vl_AHas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 21 Summary for Subcatchment A: Runoff = 13.93 cfs @ 12.05 hrs, Volume= 0.638 af, Depth= 6.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlasl4 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 20,151 80 >75% Grass cover, Good, HSG D 32,471 98 Paved oarkina. HSG D 52,622 91 Weighted Average 20,151 38.29% Pervious Area 32,471 61.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_v1_ Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCADO 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment B: Runoff = 2.02 cfs @ 12.05 hrs, Volume= 0.096 af, Depth= 6.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,205 80 >75% Grass cover, Good, HSG D 6,175 98 Paved parking, HSG D 7,380 95 Weighted Average 1,205 16.33% Pervious Area 6,175 83.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model MN-RPBCWD_vl_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment C: Runoff = 0.39 cfs @ 12.05 hrs, Volume= 0.017 af, Depth= 5.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlasl4 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,730 80 >75% Grass cover. Good. HSG D 1,730 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_AHas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 24 Summary for Subcatchment D: Runoff = 0.09 cfs @ 12.05 hrs, Volume= 0.004 af, Depth= 6.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Descriotion 70 80 >75% Grass cover, Good, HSG D 275 98 Paved par -king HSG A 345 94 Weighted Average 70 20.29% Pervious Area 275 79.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41 " Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 25 Summary for Reach T: Total Proposed Inflow Area = 1.425 ac, 62.70% Impervious, Inflow Depth = 5.56" for 100y 24hr event Inflow = 4.34 cfs @ 12.27 hrs, Volume= 0.660 of Outflow = 4.34 cfs @ 12.27 hrs, Volume= 0.660 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model MN-RP8CWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 26 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.169 ac, 83.67% Impervious, Inflow Depth = 6.81" for 100y 24hr event Inflow = 2.02 cfs @ 12.05 hrs, Volume= 0.096 of Outflow = 1.68 cfs @ 12.08 hrs, Volume= 0.093 af, Atten= 17%, Lag= 1.7 min Discarded = 0.00 cfs @ 12.08 hrs, Volume= 0.001 of Primary = 1.68 cfs @ 12.08 hrs, Volume= 0.091 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.69' @ 12.08 hrs Surf.Area= 434 sf Storage= 410 cf Plug -Flow detention time= 43.0 min calculated for 0.093 of (96% of inflow) Center -of -Mass det. time= 25.0 min ( 770.6 - 745.6 ) Volume Invert Avail.Storage Storage Description _ #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118 T Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.08 hrs HW=947.69' (Free Discharge) L3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.67 cfs @ 12.08 hrs HW=947.69' (Free Discharge) Culvert (Barrel Controls 1.67 cfs @ 4.79 fps) 2=Orifice/Grate (Passes 1.67 cfs of 2.74 cfs potential flow) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 27 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.377 ac, 64.41 % Impervious, Inflow Depth = 6.36" for 100y 24hr event Inflow = 15.53 cfs @ 12.05 hrs, Volume= 0.730 of Outflow = 4.22 cfs @ 12.28 hrs, Volume= 0.664 af, Atten= 73%, Lag= 13.4 min Discarded = 0.02 cfs @ 12.28 hrs, Volume= 0.025 of Primary = 4.20 cfs @ 12.28 hrs, Volume= 0.639 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.21' @ 12.28 hrs Surf.Area= 8,599 sf Storage= 15,909 cf Plug -Flow detention time= 206.0 min calculated for 0.664 of (91 % of inflow) Center -of -Mass det. time= 176.5 min ( 931.4 - 754.9 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routinq Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 944.80' 6.0" Round Culvert L= 137.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 944.80' / 944.10' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 946.50' 36.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.02 cfs @ 12.28 hrs HW=947.21' (Free Discharge) t-4=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=4.19 cfs @ 12.28 hrs HW=947.21' (Free Discharge) t-1=Culvert (Passes 4.19 cfs of 12.03 cfs potential flow) �2=Culvert (Barrel Controls 0.49 cfs @ 2.47 fps) 3=Orifice/Grate (Orifice Controls 3.71 cfs @ 2.88 fps) 0 FT O O 2P Biofiltiation Basin SW Total Proposed O zP Biofiltration Basin North Subcat [Reach on Link Routing Diagram for Proposed Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc, Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Proposed Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.532 80 >75% Grass cover, Good, HSG D (A, B, C, D) 0.006 98 Paved parking, HSG A (D) 0.887 98 Paved parking, HSG D (A, B) 1.425 91 TOTAL AREA Proposed Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n DiamMidth Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 P 946.60 946.40 17.0 0.0118 0.011 8.0 0.0 0.0 2 2P 944.10 943.90 17.0 0.0118 0.011 15.0 0.0 0.0 3 2P 944.80 944.10 137.0 0.0051 0.020 6.0 0.0 0.0 Proposed MN-RPBCWD_v1_At1as14 Snowmelt_10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Time span =0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=52,622 sf 61.71 % Impervious Runoff Depth>6.14" Tc=3.0 min CN=91 Runoff=0.22 cfs 0.618 of SubcatchmentB: Runoff Area=7,380 sf 83.67% Impervious Runoff Depth>6.60" Tc=3.0 min CN=95 Runoff=0.03 cfs 0.093 of SubcatchmentC: Runoff Area=1,730 sf 0.00% Impervious Runoff Depth>4.88" Flow Length=15' Slope=0.0100 T Tc=3.0 min CN=80 Runoff=0.01 cfs 0.016 of SubcatchmentD: Runoff Area=345 sf 79.71 % Impervious Runoff Depth>6.49" Flow Length=15' Slope=0.0100 'P Tc=3.0 min CN=94 Runoff=0.00 cfs 0.004 of Reach T: Total Proposed Inflow=0.23 cfs 0.530 of Outflow=0.23 cfs 0.530 of Pond 1 P: Biofiltration Basin North Peak EIev=947.07' Storage=203 cf Inflow=0.03 cfs 0.093 of Discarded=0.00 cfs 0.007 of Primary=0.03 cfs 0.082 of Outflow=0.03 cfs 0.089 of Pond 2P: Biofiltration Basin SW Peak EIev=945.26' Storage=4,754 cf Inflow=0.25 cfs 0.700 of Discarded=0.01 cfs 0.111 of Primary=0.22 cfs 0.510 of Outflow=0.23 cfs 0.621 of Total Runoff Area = 1.425 ac Runoff Volume = 0.731 of Average Runoff Depth = 6.16" 37.30% Pervious = 0.532 ac 62.70% Impervious = 0.894 ac Proposed MN-RPBCWD_v1_Atlasl4 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 0.22 cfs @ 121.22 hrs, Volume= 0.618 af, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt 10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Descriotion 20,151 80 >75% Grass cover, Good, HSG D 32,471 98 Paved parking, HSG D 52,622 91 Weighted Average 20,151 38.29% Pervious Area 32,471 61.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed MN-RPBCWD_v1_At1as14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B: Runoff = 0.03 cfs @ 121.22 hrs, Volume= 0.093 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 1,205 80 >75% Grass cover, Good, HSG D 6,175 98 Paved parking, HSG D 7,380 95 Weighted Average 1,205 16.33% Pervious Area 6,175 83.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment C: Runoff = 0.01 cfs @ 121.22 hrs, Volume= 0.016 af, Depth> 4.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (so CN Description 1,730 80 >75% Grass cover, Good, HSG D 1,730 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed MN-RPBCWD_v1_Atlas14 Snowmelt_10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment D: Runoff = 0.00 cfs @ 121.22 hrs, Volume= 0.004 af, Depth> 6.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area /sf) CN Descriotion 70 80 >75% Grass cover, Good, HSG D 275 98 Paved parking, HSG A 345 94 Weighted Average 70 20.29% Pervious Area 275 79.71 % Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 15 0.0100 0.08 Sheet Flow, Grass: Short n= 0.150 P2= 2.87" Proposed MN-RPBCWD_v1_Aflasl4 Snowmelt_10d_100yr 10-Day Snowmelf Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Reach T: Total Proposed Inflow Area = 1.425 ac, 62.70% Impervious, Inflow Depth > 4.46" for 10-Day Snowmelt event Inflow = 0.23 cfs @ 121.84 hrs, Volume= 0.530 of Outflow = 0.23 cfs @ 121.84 hrs, Volume= 0.530 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Proposed MN-RPBCWD_v1_Atlas14 Snowmelt_10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 10 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.169 ac, 83.67% Impervious, Inflow Depth > 6.60" for 10-Day Snowmelt event Inflow = 0.03 cfs @ 121.22 hrs, Volume= 0.093 of Outflow = 0.03 cfs @ 121.26 hrs, Volume= 0.089 af, Atten= 0%, Lag= 2.5 min Discarded = 0.00 cfs @ 121.26 hrs, Volume= 0.007 of Primary = 0.03 cfs @ 121.26 hrs, Volume= 0.082 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.07' @ 121.26 hrs Surf.Area= 238 sf Storage= 203 cf Plug -Flow detention time= 585.9 min calculated for 0.089 of (95% of inflow) Center -of -Mass det. time= 284.3 min ( 7,888.6 - 7,604.3 ) Volume Invert Avail.Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118 T Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 121.26 hrs HW=947.07' (Free Discharge) t-3=Exfiltration ( Controls 0.00 cfs) Primary Out low Max=0.03 cfs @ 121.26 hrs HW=947.07' (Free Discharge) 1=Culvert (Passes 0.03 cfs of 0.64 cfs potential flow) t-2=Orifice/Grate (Orifice Controls 0.03 cfs @ 0.89 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed MN-RPBCWD_v1_Atlasl4 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 2/19/2018 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.377 ac, 64.41 % Impervious, Inflow Depth > 6.10" for 10-Day Snowmelt event Inflow = 0.25 cfs @ 121.22 hrs, Volume= 0.700 of Outflow = 0.23 cfs @ 121.88 hrs, Volume= 0.621 af, Atten= 10%, Lag= 39.6 min Discarded = 0.01 cfs @ 121.88 hrs, Volume= 0.111 of Primary = 0.22 cfs @ 121.88 hrs, Volume= 0.510 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 945.26' @ 121.88 hrs Surf.Area= 3,600 sf Storage= 4,754 cf Plug -Flow detention time= 1,248.2 min calculated for 0.621 of (89% of inflow) Center -of -Mass det. time= 592.9 min ( 8,448.9 - 7,856.0 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118 '/' Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 944.80' 6.0" Round Culvert L= 137.0' CPP, projecting, no headwall, Ke= 0.900 Inlet / Outlet Invert= 944.80' / 944.10' S= 0.0051 T Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.20 sf #3 Device 1 946.50' 36.0" Vert. Orifice/Grate C= 0.600 #4 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.01 cfs @ 121.88 hrs HW=945.26' (Free Discharge) 't-4=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.22 cfs @ 121.88 hrs HW=945.26' (Free Discharge) L1=Culvert (Passes 0.22 cfs of 4.45 cfs potential flow) �2=Culvert (Barrel Controls 0.22 cfs @ 1.53 fps) 3=Orifice/Grate ( Controls 0.00 cfs) APPENDIX G Project Information Calculator Version: Version 3: January 2017 Project Name: Chanhassen, MN Panera User Name / Company Name: Panera, LLC Date: 2-19-18 Project Description: Panera, LLC is looking to construct a +/- 4,486 SF built with drive-thru and sufficient parking to meet code. Construction Permit?: Yes Site Information Retention Requirement (inches): 0.55 Site's Zip Code: 55317 Annual Rainfall (inches): 29.9 Phosphorus EMC (mg/I): 0.3 TSS EMC (mg/1): 54.5 Total Site Area Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.49 0.49 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.42 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.47 0.47 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.4 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 1857 ft3 Volume removed by BMPs towards performance goal: 1857 ft3 Percent volume removed towards performance goal 100 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.256 acre-ft Annual runoff volume removed by BMPs: 0.6793 acre-ft Percent annual runoff volume removed: 30 % Post development annual particulate P load: 1.012 Ibs Annual particulate P removed by BMPs: 0.88 Ibs Post development annual dissolved P load: 0.828 Ibs Annual dissolved P removed by BMPs: 0.326 Ibs Percent annual total phosphorus removed: 66 % Post development annual TSS load: 334.4 Ibs Annual TSS removed by BMPs: 246.5 Ibs Percent annual TSS removed: 74 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percen Retained 1 - Bioretention basin (with underdrain) 1803 1732 1732 0 100 2 - Bioretention basin (with underdrain) 125 280 125 155 45 Safi Baffle w/sump 3 0 0 0 0 U U Annual Volume Summary Volume Volume From Volume Volume Percent BMP Name From Direct Upstream Retained outflow Retained Watershed BMPs (acre-ft ) (acre-ft) (%) (acre-ft) (acre-ft) 1 - Bioretention basin (with underdrain) 1.9297 0.2594 0.6236 1.5655 28 2 - Bioretention basin (with underdrain) 0.3151 0 0.0557 0.2594 18 Safi Baffle w/sump 0 1.5654 0 1.5654 0 U u Particulate Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.866 0.0233 0.7621 0.1272 86 2 - Bioretention basin (with underdrain) 0.1414 0 0.1181 0.0233 84 Safl Baffle w/sump 0 0.1272 0 0.1272 0 U Dissolved Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.7086 0.088 0.2987 0.4979 37 2 - Bioretention basin (with underdrain) 0.1157 0 0.0277 0.088 24 Safl Baffle /sump 0 0.4979 0 0.4979 0 u TSS Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 286.05 15.38 215.21 86.22 71 2 - Bioretention basin (with underdrain) 46.71 0 31.33 15.38 67 Safl Baffle w/sump 0 86.22 0 86.22 0 L�- BMP Schematic 2 - Bioretention basin (with underdrain) 1 - Bioretention basin (with underdrain) Other Safi Baffle wisump Project Information Calculator Version: Version 3: January 2017 Project Name: Chanhassen, MN Panera User Name / Company Name: Panera, LLC Date: 2-19-18 Project Description: Panera, LLC is looking to construct a +/- 4,486 SF buil, with drive-thru and sufficient parking to meet code. Construction Permit?. Yes Site Information Retention Requirement (inches): 1.1 Site's Zip Code: 55317 Annual Rainfall (inches): 29.9 Phosphorus EMC (mg/1): 0.3 TSS EMC (mg/1): 54.5 Total Site Area Land Cover A Soils B Soils (acres) (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land Managed Turf - disturbed, graded for yards or other turf to be mowed/managed Site Areas Routed to BMPs Land Cover A Soils B Soils (acres) (acres) Forest/Open Space - Undisturbed, protected forest/open space or reforested land Managed Turf - disturbed, graded for yards or other turf to be mowed/managed C Soils D Soils (acres) (acres) 0.49 Impervious Area (acres) Total Area (acres) C Soils D Soils (acres) (acres) 0.47 Impervious Area (acres) Total Area (acres) Total (acres) 0 0.49 0.93 1.42 Total (acres) 0 0.47 0.93 1.4 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3713 ft3 Volume removed by BMPs towards performance goal: 1931 ft3 Percent volume removed towards performance goal 52 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.256 acre-ft Annual runoff volume removed by BMPs: 0.6691 acre-ft Percent annual runoff volume removed: 30 % Post development annual particulate P load: 1.012 Ibs Annual particulate P removed by BMPs: 0.963 Ibs Post development annual dissolved P load: 0.828 Ibs Annual dissolved P removed by BMPs: 0.323 Ibs Percent annual total phosphorus removed: 70 % Post development annual TSS load: 334.4 Ibs Annual TSS removed by BMPs: 324.1 Ibs Percent annual TSS removed: 97 % BMP Summary Performance Goal Summary BMP Volume Volume Volume Volume Percen BMP Name Capacity Recieved Retained Outflow Retained (ft3) (ft3) (ft3) (ft3) 1 - Bioretention basin (with underdrain) 1803 3589 1803 1786 50 2 - Bioretention basin (with underdrain) 1 125 1 559 125 434 22 Safl Baffle w/sump 3 1786 3 1783 0 U U Annual Volume Summary Volume Volume From Volume Volume Percent BMP Name From Direct Upstream Retained outflow Retained Watershed BMPs (acre-ft) (acre-ft) M (acre-ft) (acre-ft) 1 - Bioretention basin (with underdrain) 1.9297 0.2594 0.6134 1.5757 28 2 - Bioretention basin (with underdrain) 0.3151 1 0 1 0.0557 1 0.2594 18 Safl Baffle w/sump 0 1.5757 0 1.5757 0 u LLJ Particulate Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.866 0.0233 0.7613 0.128 86 2 - Bioretention basin (with underdrain) 0.1414 0 0.1181 0.0233 84 Safl Baffle w/sump 0 0.128 0.0832 0.0448 65 U Dissolved Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.7086 0.088 0.2955 0.5011 37 2 - Bioretention basin (with underdrain) 0.1157 0 0.0277 0.088 24 Safl Baffle w/sump 0 0.5011 0 0.5011 0 TSS Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percen Watershed BMPs Retained (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 286.05 15.38 214.64 86.79 71 2 - Bioretention basin (with underdrain) 46.71 0 31.33 15.38 67 Safl Baffle w/sump 0 86.79 78.11 8.680000000C 90 BMP Schematic 2 - Bioretention basin (with underdrain) 1 - Bioretention basin (with underdrain) 1-1 Other Safi Baffle wlsump APPENDIX H Geotechnical Evaluation Report Chanhassen Restaurant Development 531 West 79`h Street Chanhassen, Minnesota Prepared for CEI Engineering Associates, Inc. Professional Certification: 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 Professional Engineer under the laws of the State of Minnesota. 6aniel B. M E Associate Principal — Principal Enginee License Number: 42729 June 22, 2017 Project B1702295 Braun Intertec Corporation L Mq LICENSED t E = PROFE�'SIONALi 's ENGINEER i tr 42729 r�Q. F ...•�� 111OFii1ii1 ►N0��\\ B R A U N Braun Intertec Corporation Phone: 952.995.2000 11001 Hampshire Avenue S Fax: 952.995.2020 NTERTE C Minneapolis, MN 55438 Web: braunintertec.com The Science You Build On. June 22, 2017 Mr. Alan Catchpool CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd Mendota Heights, MN 55120 Re: Geotechnical Evaluation Chanhassen Restaurant Development 531 West 79th Street Chanhassen, Minnesota Dear Mr. Catchpool: Project B1702295 We are pleased to present this Geotechnical Evaluation Report for the Chanhassen Restaurant Development site. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Richard Fritz at 651.487.7079 (rfritz@braunintertec.com) Sincerely, BRAUN INTERTEC CORPORATION Richard J. Fritz, EIT Staff Engineer Daniel B. Mahrt, PE Associate Principal — Principal Engineer Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Site Conditions and History .................................................................................................2 A.3. Purpose................................................................................................................................2 A.4. Background Information and Reference Documents..........................................................3 A.S. Scope of Services.................................................................................................................3 B. Results ..............................................................................................................................................4 B.1. Geologic Overview..............................................................................................................4 B.2. Boring Results......................................................................................................................5 B.3. Groundwater.......................................................................................................................5 B.4. Laboratory Test Results.......................................................................................................6 C. Recommendations...........................................................................................................................6 C.1. Design and Construction Discussion...................................................................................6 C.l.a. Building Support .....................................................................................................6 CA.b. Reuse of On -site Soils.............................................................................................7 CA.c. Groundwater..........................................................................................................7 C.i.d. Construction Disturbance.......................................................................................7 C.i.e. Pavement...............................................................................................................7 C.2. Site Grading and Subgrade Preparation..............................................................................8 C.2.a. Building Subgrade Excavations...............................................................................8 C.2.b. Excavation Oversizing.............................................................................................9 C.2.c. Excavated Slopes....................................................................................................9 C.2.d. Excavation Dewatering.........................................................................................10 C.2.e. Pavement and Exterior Slab Subgrade Preparation.............................................10 C.21. Pavement Subgrade Proofroll..............................................................................11 C.2.g. Engineered Fill Materials and Compaction..........................................................11 C.2.h. Special Inspections of Soils...................................................................................12 C.3. Spread Footings.................................................................................................................13 C.4. Interior Slabs.....................................................................................................................13 C.4.a. Subgrade Modulus...............................................................................................13 C.4.b. Moisture Vapor Protection..................................................................................14 C.S. Frost Protection.................................................................................................................14 C.S.a. General.................................................................................................................14 C.S.b. Frost Heave Mitigation.........................................................................................14 C.6. Pavements and Exterior Slabs...........................................................................................16 C.6.a. Design Sections....................................................................................................16 C.6.b. Bituminous Pavement Materials..........................................................................16 C.6.c. Subgrade Drainage...............................................................................................16 C.6.d. Performance and Maintenance...........................................................................17 C.7. Utilities..............................................................................................................................17 C.7.a. Subgrade Stabilization..........................................................................................17 C.7.b. Corrosion Potential..............................................................................................18 C.B. Stormwater........................................................................................................................18 C.9. Equipment Support ...........................................................................................................19 D. Procedures......................................................................................................................................19 BRAUN INTERTEC Table of Contents (continued) Description Page D.1. Penetration Test Borings...................................................................................................19 D.2. Exploration Logs................................................................................................................19 D.2.a. Log of Boring Sheets.............................................................................................19 D.2.b. Organic Vapor Measurements.............................................................................20 D.2.c. Geologic Origins...................................................................................................20 D.3. Material Classification and Testing...................................................................................20 D.3.a. Visual and Manual Classification..........................................................................20 D.3.b. Laboratory Testing...............................................................................................20 D.4. Groundwater Measurements............................................................................................21 E. Qualifications..................................................................................................................................21 E.1. Variations in Subsurface Conditions..................................................................................21 E.1.a. Material Strata.....................................................................................................21 E.1.b. Groundwater Levels.............................................................................................21 E.2. Continuity of Professional Responsibility..........................................................................22 E.2.a. Plan Review..........................................................................................................22 E.2.b. Construction Observations and Testing...............................................................22 E.3. Use of Report .....................................................................................................................22 E.4. Standard of Care................................................................................................................22 Appendix Soil Boring Location Sketch Log of Boring Sheets ST-1 to ST-6 Descriptive Terminology of Soil BRAUN INTERTEC A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of a proposed fast food restaurant located at 531 West 79`h Street in Chanhassen, Minnesota. The project will include the construction of a new single -story steel framed restaurant along with the associated parking lots and stormwater systems. Tables 1 and 2 provide project details. Table 2. Building Description Aspect Description Below grade levels None (Assumed) Above grade levels One (Provided) Lowest level floor elevation 950 (Assumed) Column loads (kips) 75 (Assumed) Wall loads (kips/foot) 5 (Assumed) Nature of construction Steel Framed (Assumed) Cuts or fills for buildings Less than 2 feet (Assumed) Tolerable building settlement One Inch (Assumed) Table 2. Site Aspects and Grading Description Aspect Description Pavement type(s) Bituminous Assumed Pavement loads Light -duty: 50,000 ESALs* Heavy-duty: 100,000 ESALs* Grade changes Less than 2 feet (Assumed) *Equivalent 18,000-lb single axle loads based on 20-year design. BRAUN NTE RTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 2 A.2. Site Conditions and History Currently, the site exists as the Chanhassen Inn, a 2-story slab on grade hotel. Based on the historical imagery in the Phase 1 ESA the site was undeveloped until the hotel was constructed in the early 1980's. Current grades on the site are relatively flat ranging from 948 to 950. Photograph 1. Aerial Photograph of the Site in 2016 Photograph provided by Google Earth. A.3. Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed fast food restaurant. BRAUN NTE RTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 3 AA Background Information and Reference Documents We reviewed the following information: ■ Preliminary Site Layout provided by CEI. ■ Previous geotechnical report prepared by Giles Engineering Associates, Inc. and dated February 3, 2016 for the adjacent site. ■ Communications with Alan Catchpool of CEI regarding general information about the proposed construction. ■ Phase I Environmental Site Assessment prepared by Braun Intertec and dated April 6, 2017. In addition to the provided sources, we have used several publicly available sources of information including: ■ Surficial Geologic Atlas of Carver County, Minnesota. ■ Aerial Imagery of the site available through Google Earth. ■ Ground surface elevations collected via LiDAR technology by the Minnesota Department of Natural Resources. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.5. Scope of Services We performed our scope of services for the project in accordance with our Proposal for a Geotechnical Evaluation to CEI Engineering Associates, Inc., dated March 3, 2016, and authorized on April 17, 2017. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ■ Reviewing the background information and reference documents previously cited. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 4 ■ Staking and clearing the exploration location of underground utilities. We acquired the surface elevations and locations with GPS technology using the State of Minnesota's permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. ■ Performing six standard penetration test (SPT) borings, denoted as ST-1 to ST-6, to nominal depths of 15 to 25 feet below grade across the site. Due to environmental sampling requirements, ST-6 was drilled to 40 feet. ■ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. ■ Perform engineering analysis including bearing capacity and settlement analysis. ■ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. Our authorized scope of services for the project also included a Phase 1 and Phase II ESA. We submitted these reports separately. B. Results 8.1. Geologic Overview The Carver county geologic atlas indicates that the site is likely underlain with clayey glacial till soils. We based the geologic origins used in this report on the soil types, laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 5 B.2. Boring Results Table 3 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheets in the Appendix include definitions of abbreviations used in Table 3. Table 3. Subsurface Profile Summary* Soil Type - ASTM Range of Penetration Strata Classification Resistances Commentary and Details Overall thickness ranges from 8 1/2 to 12 inches. Pavement ■ Bituminous thickness 3 to 4 inches. section ■ Aggregate base is 5 to 8 inches. ■ Dark brown to black. Topsoil fill CL NA a Thicknesses at boring locations varied from 1.3 to 4 feet. ■ Generally moist to wet. Fill CL 3 to 7 BPF M Thicknesses at boring locations varied from 1 to 4 feet. ■ General penetration resistance of 9 to 11 BPF. Glacial Variable amounts of gravel; may contain cobbles deposits CL 4 to 20 BPF and boulders. ■ Generally moist to wet. *Abbreviations defined in the attached Descriptive Terminology sheets. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater Table 4 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Water was not observed in all borings while drilling. Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. Water observed in ST-6 was observed in a temporary well 24 hours after drilling, it is likely that the groundwater elevation across the site is close to that observed in ST-6. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 6 Table 4. Groundwater Summary Location Surface Elevation Measured or Estimated Depth to Groundwater (ft) Corresponding Groundwater Elevation (ft) ST-1 948.5 NA* ST-2 947.8 NA* -- ST-3 948.9 20 928.9 ST-4 948.0 NA* -- ST-5 947.6 NA* -- ST-6 948.3 4.5 * * 943.8 *Water not observed while drilling. **Water Observed in Temporary well 24 hours after drilling. 13.4. Laboratory Test Results The boring logs show the results of laboratory testing we performed, next to the tested sample depth. The moisture content of the sandy clay varied from approximately 18 to 27 percent, indicating that the material was likely wet of its probable optimum moisture content. Liquid limits determined for the glacial till ranged from 28 to 32; plastic limits ranged from 16 to 18. These results indicate that the glacial till is lean clay. C. Recommendations C.1. Design and Construction Discussion C.l.a. Building Support Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on the native soils can support the proposed structure, after performing typical subgrade preparation. Typical subgrade preparation includes removing existing fill, topsoil or organic soils, structures and any soft clays directly below the footings. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 7 This will typically require an excavation of about 4 feet below grade to remove the existing fill. Additional subexcavation or stabilization will likely be needed below that level to stabilize excavation bottoms. C.1.b. Reuse of On -site Soils The soils on this site consist primarily of wet clay soils. While those materials can be reused as fill, they will typically require significant drying, which can add considerable time and cost to the construction process. Contractors should be prepared to either dry the on -site soils or import suitable materials to use for fill. This may require the excavated on -site wet clay materials to be exported. CA.c. Groundwater Based on the depth of groundwater it is likely that water will be encountered in excavations extending deeper than 4 feet. If water enters an excavation it should be removed. Sumps and pumps can be considered for the removal of groundwater in cohesive materials such as clays. CAA Construction Disturbance The contractor should note the on -site, silty and clayey soils are highly susceptible to disturbance due to repeated construction traffic. Disturbance of these soils may cause areas that were previously prepared, or that were suitable for pavement or structure support, to become unstable and require moisture conditioning and compaction. Subcutting and replacing the disturbed material with crushed, coarse gravel, free of fines is also an alternative. The contractor should use means and methods to limit disturbance of the soils. CA.e. Pavement The paved areas of the site were previously parking lots and we understand the current project plan includes only minor grade changes. Limited correction and surface compaction of the subgrade is an acceptable approach provided the subgrade passes a proofroll. Areas of the pavement that currently exhibit distress would likely require subcuts that are more extensive. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 8 C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from below the proposed building footings and their one to one oversizing area. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, and soft clay soils. Table 5 shows the anticipated excavation depths and bottom elevations for each of the borings. Table 5. Building Excavation Depths Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Anticipated Depth Below Floor (ft) ST-1 948.5 4 944 1/2 S 1/2 ST-2 947.8 4-7' 940 % - 943 1/2 6 % - 9 1/2 ST-3 948.9 4-7' 941 % - 944 1/2 5 % - 8 ST-4 948.0 1 947 3 'Soft, wet clay soils are present below the fill in these locations. Additional subexcavation or stabilization with crushed stone should be expected at these locations. Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. The soils on this site are wet and will be easily disturbed by construction equipment. We recommend that remote excavation equipment equipped with a smooth -edged bucket be used to excavate below depths of about 3 feet. We recommend placing a minimum of 6 inches of sand or gravel stabilization layer (as defined in Section C.2.g) in the base of footing excavations to reduce disturbance of the bearing soils, and allow placement of footing forms and reinforcing. If seepage into the footings is encountered this sand and gravel layer may need to be increased to 1 foot thick, and sumps should be installed at periodic intervals in the footing excavations to allow removal of water. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 9 C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 1 for an illustration of excavation oversizing. Figure 1. Generalized Illustration of Oversizing f NPp$rCAD�`iMYs�EXCw�'AT101..O A..5111N.3+_ M 'aJ'rr-1S Ya2"Z 1. Engineered fill as defined in C.3 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.3 4. Backslope to OSHA requirements EXCAVATION BACKSLOPE \ O O \\O 4 \ EXISTING \ SOILS SUITABLE EXCAVATION BOTTOM AS DETERMINED IN THE FIELD EXCAVATION OVERSIZING SKETCH NOT TO SCALE C.2.c. Excavated Slopes Based on the borings, we anticipate on -site soils in excavations will consist of lean clay soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1 %H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 10 An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. CIA Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low -permeability soils, such as clays. We anticipate that excavations deeper than about 4 feet will encounter seepage and will require dewatering. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation, understanding the site will have a grade change of 2 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. 1. Strip unsuitable soils consisting of topsoil, organic soils, peat, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and compact the subgrade to at least 100 percent of Standard Proctor density. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.g to bottom of pavement and exterior slab section. See Section C.5 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.f. As an option, to improve long-term pavement performance, we recommend incorporating 12 to 18 inches of free draining engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 11 C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem -axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Table 6. Engineered Fill Materials' Engineered Fill Possible Soil Type Additional Locations To Be Used Classification Descriptions Gradation Requirements ■ Below foundations Structural fill SP, SM, CL 100% passing 2-inch sieve < 2% Organic ■ Below interior slabs Content (OC) ■ Drainage layer ■ Non -frost- ■ Free -draining 100% passing 1-inch sieve susceptible ■ Non -frost- GP, GW, SP, SW < 50% passing #40 sieve < 2% OC ■ Stabilization layer susceptible fill < 5% passing #200 sieve over soft/wet clays. OC <2%OC Pavements Pavement fill SP, SM, SC, CL 100% passing 3-inch sieve pl < Below landscaped surfaces, where Non-structural fill SP, SM, SC, CL 100% passing 6-inch sieve < 10% OC subsidence is not a concern ' Engineered fill materials should satisfy the approved Response Action Plan (RAP), or applicable environmental requirements. ' More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Please note that a sand or gravel stabilization layer will be required over soft or wet clays as noted in Table 6. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 12 We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 7. Compaction Recommendations Summary Relative Moisture Content Variance from Optimum, Compaction, percent percentage points < 12% Passing #200 Sieve > 12% Passing #200 Sieve (ASTM D698 — Reference Standard Proctor) (typically SP, SP-SM) (typically CL, SC, ML, SM) Below foundations and 98 +3 -1 to +3 oversizing zones Below interior slabs 98 ±3 -1 to +3 Within 3 feet of 100 ±3 1 to +3 pavement subgrade More than 3 feet below pavement subgrade 95 +3 ±3 Below landscaped 90 +5 +4 surfaces 'Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 13 The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. C.3. Spread Footings Table 8 below contains our recommended parameters for foundation design. Table 8. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 2000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches) 24 (Continuous footings) 36 (Isolated footings) Minimum embedment below final exterior grade for heated 42 structures (inches) Minimum embedment below final exterior grade for unheated structures or for footings not protected from 60 freezing temperatures during construction (inches) Total estimated settlement (inches) Less than 1 inch Differential settlement Typically about 2/3 of total settlement' ' Actual differential settlement amounts will depend on final loads and foundation layout. When tying into the existing buildings, the total settlement of this new building will be differential to the existing building. We can evaluate differential settlement based on final foundation plans and loadings. CA Interior Slabs C.4.a. Subgrade Modulus The anticipated floor subgrade is lean clay fill soils. We recommend using a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the slabs. BRAUN I NTE RTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 14 If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.4.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.S. Frost Protection C.5.a. General Lean clay will underlie all or some of the exterior slabs, as well as pavements. We consider lean clay moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.5.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough "slope" to tolerate potential larger areas of heave, which may not fully settle after thawing. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 15 Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost -susceptible soils present below the exterior slab areas down to a minimum depth of 5 feet below subgrade elevations. We recommend filling the resulting excavation with non -frost -susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost -susceptible and non - frost -susceptible soils. Figure 2 shows an illustration summarizing some of the recommendations. Figure 2. Frost Protection Geometry Illustration PAVEMENT OR SLAB FROST DEPTH NON -FROST -SUSCEPTIBLE FILL t3H:1V SLOPE IN FROST -SUSCEPTIBLE TRANSITIONS MATERIALS SLOPE TO DRAIN TILE WHERE SUBGRADE WOULD COLLECT WATER DRAIN TILE ROUTED TO SUITABLE DISPOSAL SITE WHEN SUBGRADE WOULD COLLECT WATER BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 16 Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. C.6. Pavements and Exterior Slabs C.6.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar sandy clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 9 provides recommended pavement sections, based on the soils support and traffic loads. Table 9. Recommended Bituminous Pavement Sections Use Light Duty Heavy Duty Minimum asphalt 3 112 4 thickness (inches) Minimum aggregate base thickness S 9 (inches) C.6.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.6.c. Subgradle Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 17 The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.6.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non -wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.7. Utilities C.7.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2.g. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 18 C.7.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non -corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.8. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 10. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double -ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Table 10. Estimated Design Infiltration Rates Based on Soil Classification Soil Type Infiltration Rate' (inches/hour) Clayey sands and clays 0.06 ' From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of stormwater. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 19 CA Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge — including pavements, buried utilities, below -grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a truck -mounted core and auger drill equipped with hollow - stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. We collected thin -walled tube samples in general accordance with ASTM D1587 at selected depths. The boring logs show the actual sample intervals and corresponding depths. We also collected bulk samples of auger cuttings at selected locations for laboratory testing. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. We will forward/forwarded a sealing record (or sealing records) for those boreholes to the Minnesota Department of Health Well Management Section. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in -situ tests performed. The logs also present the results of organic vapor screening, laboratory tests performed on penetration test samples, and groundwater measurements. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 20 We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Organic Vapor Measurements We screened the material samples retrieved during drilling for the presence of organic vapors with a photoionization detector (PID) using both: (1) direct readings from each sample, and (2) the headspace method of analysis recommended in "Soil Sample Collection and Analysis Procedures," Minnesota Pollution Control Agency (MPCA) Petroleum Remediation Guidance Document 4-04 (September 2008). The PID is equipped with a 10.6 eV lamp and calibrated to an isobutylene standard, prior to the start of fieldwork. The materials encountered in the borings did not generate organic vapor concentrations above background levels. D.2.c. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing The exploration logs in the Appendix note most of the results of the laboratory tests performed on geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM or AASHTO procedures. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 21 DA Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions E.l.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.l.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 22 E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction -related geotechnical engineer -of -record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. EA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC SAFARI ar C,0 TAN • ) 9\r 5A tiR 7z ,- 0 . 7 ny 07 J Vpo'mN �002 �- /r BUFFALO VLD 40 / . \ UNDER DEVRLOPMEN , ST_6\ (PROPOSED (411K-FIL-A) X —� \ \ R ST-2 5T-5 \ E SHED \ ST-1 ` \ \ ST-a ST-3 E: \ \ 4" .. i - STORMWATER RETENTION POND \� �E00uN 4r \` /PQpRpX�M OOv��v PRO PR80v'000 • f BRAUN"' I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-1 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street 5 Chanhassen, MN i DRILLER: C. MCCLAIN METHOD: 3 1l4' HSA, Autohammer DATE: 4125117 SCALE: 1" = 4' i Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.5 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock -USAGE EM1110-1-2908) ppm % ' FILL FILL: Lean Clay, dark bown, moist. ' — 947.2 1.3 ' FILL FILL: Sandy Lean Clay, trace of Gravel, with Sand layers, brown, wet. 5 0.0 s 944.5 4.0 CL SANDY LEAN CLAY, trace of Gravel, brown, wet. — (Glacial Till) 9 0.0 22 s_ _ 8 0.0 ' 939.5 9.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, medium to rather stiff. 10 0.0 _ 8 0.0 12 0.0 932.5 16.0 END OF BORING. Water not observed while drilling. Boring then backfilled. B1702295 Braun Intertec Corporation ST-1 page 1 of 1 B RAU N' I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-2 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4" HSA, Autohammer DATE: 4/25117 SCALE: 1" = 4- Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 947.8 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % PAV 3 1/2" bituminous over 5" aggregate base. 946.8 1.0 FILL FILL: Sandy Lean Clay, trace of Gravel, dark grey to _ brown, moist to wet. _ 7 0.1 943.8 4.0 CL SANDY LEAN CLAY, trace of Gravel, brown, wet. — (Glacial Till) 4 0.1 28 6 0.0 10 0.0 936.8 11.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, rather stiff. (Glacial Till) 10 0.0 19 LL=32%, PL-18%, PI=14% 9 0.0 9 0.0 926.8 21.0 END OF BORING. Water not observed while drilling. Boring then backfilled with cuttings. B1702295 Braun Intertec Corporation ST-2 page 1 of 1 BRAUN0 LOG OF BORING I NTE RTEC Braun Project B1702295 BORING: ST-3 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4' HSA, Autohammer DATE: 4125117 SCALE: 1" = 4' i Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.9 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock -USAGE EM1110-1-2908) ppm % ' FILL FILL: Sandy Lean Clay, with roots, dark brown, moist. i > 7 0.1 944.9 4.0 CL SANDY LEAN CLAY, trace of Gravel, Sand layers at 10', brown, wet. (Glacial Till) 4 0.1 27 i 7 0.0 9 0.0 937.9 11.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, _ medium to rather stiff. (Glacial Till) 9 0.0 18 LL=28%, PL=16%, PI=12% 9 0.0 6 0.0 An open triangle in _ the water level (WL) column — indicates the depth at which — groundwater was observed while — drilling. 9 0.0 922.9 26.0 END OF BORING. Water observed at 20 feet while drilling. Boring then grouted. B1702295 Braun Intertec Corporation ST.3 page 1 or 1 " " BRAUNO LOG OF BORING INTERTEC Braun Project B1702295 BORING: ST-4 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4" HSA, Autohammer DATE: 4125/17 SCALE: 1" = 4' Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.0 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % 947.2 0.8 PAV 3" bituminous over 7" aggregate base. — CL SANDY LEAN CLAY, trace of Gravel, grey to brown, moist to wet. _ (Glacial Till) _ 5 0.0 — 7 0.1 24 941.0 7.0 CL SANDY LEAN CLAY, trace of Gravel, brown, wet, — medium to stiff. 7 0.0 (Glacial Till) 8 0.1 _ 12 0.1 16 0.1 932.0 16.0 END OF BORING. Water not observed while drilling. Boring then backfilled with cuttings. B1702295 Braun Intertec Corporation S1-4 page 1 of 1 BRAVN" I NTE RTEC LOG OF BORING, - Braun Project B1702295 BORING: ST-5 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 31/4' HSA, Autohammer DATE: 4125/17 SCALE: 1" = 4- i Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.6 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % ' PAV 3" bituminous over 7 1 /2 aggregate base. 947.7 0.9 CL LEAN CLAY, trace of Gravel, brown, moist. i— (Glacial Till) i— 6 0.0 20 9 0.0 941.6 7.0 CL LEAN CLAY, brown, wet, rather stiff. _ (Glacial Till) 10 0.0 939.6 9.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, rather stiff to stiff. (Glacial Till) 15 0.0 _ 10 0.0 10 0.0 932.6 16.0 END OF BORING. Water not observed while drilling. Boring then backfilled with cuttings. B1702295 Braun Intertec Corporation ST-5 page 1 — 1 BRAUW I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-6 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 114" HSA, Autohammer DATE: 4/25117 SCALE: 1" = 4' Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.3 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock -USAGE EM1110-1-2908) ppm % PAV 4" bituminous over 8" aggregate base. 947.3 1.0 FILL FILL: Sandy Lean Clay, trace of Gravel, brown, moist. _ 3 0.0 26 944.3 4.0 SZ CL SANDY LEAN CLAY, trace of Gravel, with Sand layers — from 12-15', brown, wet. (Glacial Till) 7 0.0 11 0.0 11 0.0 _ 14 0.0 20 0.0 930.3 18.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, _ medium to stiff. (Glacial Till) 7 0.0 9 0.0 7 0.0 B1702295 Braun Intertec Corporation ST-6 page 1 of 2 BRAUN= LOG OF BORING, - INTERTEC Braun Project B1702295 BORING: ST-6 Cont. Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4' HSA, Autohammer DATE: 4/25/17 SCALE: 1" = 4' i Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 916.3 32.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % SANDY LEAN CLAY, trace of Gravel, grey, wet, _ medium to stiff. i— (Glacial Till) (continued) s 12 0.0 13 0.0 907.3 41.0 END OF BORING. Water observed at 4 1/2 feet while drilling in temp well — on 4/26/2017. — Boring then grouted. B1702295 Braun Intertec Corporation ST-6 page 2 of 2 B Rau N INTERTEC 0 Descriptive Terminology of Soil Standard D 2487 1Classifican of Soils for 11 (Unified Stoil Classification System)ng Purposes Criteria for Assigning Group Symbols and Soils Classification Group Symbol Symbol Group Name Group Names Using Laboratory Tests Gravels Clean Gravels C. Z 4 and 1 < C : 3 c ° GW Well -graded gravel" o a v More than 50% of Less than 5% fines • C < 4 and/or 1 > C > 3 ° GP Poo raced gravel' 9 9 y° c d d > coarse fraction retained on Gravels with Fines Fines classifyas ML or MH GM Si ravel o r 9 Fines classify as CL or CH GC Clayey ravel "9 c No 4 sieve More than 12% fines' moo w7 ry Sands Clean Sands C � 6 and 1 : C < 3 o SW Well -graded sand h °L, L Z 50°k or more of Less than 5%fines' C" < 6 andlor 1 > C > 3 c SP Poorly graded sand " °o o U g coarse fraction passes Sands with Fines Fines class as ML or MH 4Y SM Si sand rg" MY Fines classify as CL or CH SC I Clayey sand rg" E No 4 sieve More than 12%' v PI > 7 and plots on or above 'A' line CL Lean clay r 9 v Sifts and Clays Inorganic g PI < 4 or plots below 'A' line i ML Silt " o m y m Liquid limit less than 50 Or an c 9 Liquid limit - oven dried < 0 75 OL Organic clay " m n O L ud limit - not dried OL Organic silt " ' o N PI plots on or above *A" line CH Fat clay" " q+ E d Silts and clays Inorganic - PI plots below 'A' line MH Elastic sift' " ii z a a Liquid limit 50 or more Oranic 9 Liquid limit - oven dried < 0 75 off Organic day ` " o Liquid limit - not dried OH organic sift Highly Organic Soils Primarily organic matter, dark in color and organic odor PT Peat a. Based on the material passing the 3-inch (75mm) sieve. b. If field sample contained cobbles or boulders, or both, add 'with cobbles or boulders or both' to group name c. C� = D,o/D,, C ° = (D30f ioxDw d. if soil contains 215% sand, add 'with sand' to group name. e. Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with day GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with day f. If fines classify as CL-ML, use dual symbol GC -GM or SC-SM. g. If fines are organic, add'with organic fines: to group name, h. If soil contains 215% gravel, add 'with gravel" to group name. i. Sand with 5 to 12% fines require dual symbols: SW-SM well -graded sand with sill SW -SC well -graded sand with day SP-SM poorly graded sand with silt SP-SC poorly graded sand with day j. If Atterberg limits plot in hatched area, soil is a CL-ML, silty day. k. If soil contains 10 to 29% plus No. 200, add Wth sand' or With gravel' whichever is predominant 1. If soil contains x 30% plus No. 200, predominantly sand, add 'sandy to group name. m. If sal contains a 30% plus No. 200, predominantly gravel, add 'gravelly to group name. n. PI z 4 and plots on or above "A' line. o. PI < 4 or plots below 'A' line. p. PI plots on or above 'A' lines. q. PI plots below "A' line. a N a so 50 40 30 20 �i 10 7 4 00 10 15 20 30 40 W W M W 90 100 110 Llqufd Limit (LL) Laboratory Tests DD Dry density, pit Oc WD Wet density, pcg S Mc Natural moisture content, % SG LL Liquid limit, % C PL Plastic limits. % 0 PI Plasticity index, % qu P200 % passing 200 sieve qp Organic content, % Percent of saturation, % Specific gravity Cohesion, psf Angle of internal friction Unconfined compressive strength, psf Pocket penetrometer strength, tsf Particle Size Identification Boulders ................. over 12" Cobbles ................. 3" to 12" Gravel Coarse ........... 3/4" to 3" Fine ................ No. 4 to 3/4" Sand Coarse ........... No. 4 to No. 10 Medium .......... No. 10 to No. 40 Fine ................ No. 40 to No. 200 Silt ......................... <No. 200, PI< 4 or below 'A' line Clay ...................... <No. 200, PI > 4 and on or about "A' line Relative Density of Cohesionless Soils Very Loose ............. 0 to 4 BPF Loose ..................... 5 to 10 BPF Medium dense ....... 11 to 30 PPF Dense .................... 31 to 50 BPF Very dense ............. over 50 BPF Consistency of Cohesive Soils Very soft ................. 0 to 1 BPF Soft........................2 to 3 BPF Rather soft.............4 to 5 BPF Medium .................. 6 to 8 BPF Rather stiff ............. 9 to 12 BPF Stiff ........................ 13 to 16 BPF Very stiff................. 17 to 30 BPF Hard ....................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4" or 6 1/4" ID hollow -stem augers, unless noted otherwise. Jetting water was used to dean out auger prior to sampling only where indicated on logs. All samples were taken with the standard 2" CD split -tube samples, except where noted. Power auger borings were advanced by 4" or 6" diameter continuous flight, solid -stem augers. Soil classifications and strata depths were inferred from disturbed samples augered to the surface, and are therefore, somewhat approximate. Hand auger borings were advanced manually with a 1 1/2" or 3 1/4" diameter auger and were limited to the depth from which the auger could be manually withdrawn. BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as "N" value. The sampler was set 6" into undisturbed soil below the hollow -stem auger. Driving resistances were then counted for second and third 6" increments, and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6' increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone, hammer weight, and driving not required. TW: TW indicates thin -walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards. R, 9 < DRAINA GE REPORT Panera, LLC Chanhassen, MN November 30, 2017 CEI Project No. 30072.0 Prepared By: CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 Tel. 651A52.8960 CITY OFCHANHASSEP.f RECEIVED 2017 CHANHASSENPWNINuDFpr NE0 ENGINEERS ■ SURVEYORS ■ PLANNERS LANDSCAPE ARCHITECTS ■ ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 651-452-8960 Fax 651-452-1149 TABLE OF CONTENTS DRAINAGE REPORT Panera, LLC Chanhassen, MN CEI Project No. 30072.0 Text Pages ProjectDescription........................................................................................................ 1 ExistingConditions....................................................................................................... 1 ProposedDevelopment............................................................................................... 1 StormWater Management......................................................................................... . 2 WaterQuality...............................................................................................................3 Rate Control................................................................................................................. 4 SWBio-Retention Basin..............................................................................................5 Appendix: Appendix A Project Site Aerial Appendix B FEMA Flood Insurance Rate Map Appendix C Existing Drainage Map Appendix D Existing (Pre -Development) HydroCAD Model Appendix E Proposed Drainage Map Appendix F Proposed (Post -Development) HydroCAD Model Appendix G MIDS Calculator Results for Stormwater Quality Appendix H Geotechnical Report Panera, LLC — Chanhassen, MN PROJECT DESCRIPTION The project site is approximately 1.45 acres, currently zoned BH (Highway Business District), and is located at 531 W. 79' Street in Chanhassen, Carver County, Minnesota. The proposed development, will consist of an approximately f4,486 square foot Panera Bread Store, along with associated surface parking lot, concrete curb and gutter, driveways, sanitary sewer lateral, water connection to main, storm sewer, bio-retention basin, gas, electric and telephone utilities. Runoff from all proposed impervious surfaces will be collected by downspouts and/or curb cuts in the paved area, and outlet to a bio-retention basins with underdrain that will serve to promote on site abstraction of stormwater. The bio-retention basins with underdrain has a bee -hive outlet structure which will control the rate of runoff. Stormwater from the bio-retention basin will then outlet into an existing storm manhole at the SW corner of our site, where it leaves the project site through an existing culvert that runs into a network of pipes under Hwy 5 to the south. No disturbance is proposed in the Cities property to the West or DDT's property to the South. Existing Conditions: The current Chanhassen Inn site is fully developed, with a t 15,881 square foot building footprint and large parking lot with shared access drive with Chick-Fil-A to the East. The site is bound by West 70 Street to the north, Chick-Fil-A to the east, Truck Hwy No. 5 to the south and an existing city stormwater pond to the West. Much of the site drains to the SE corner of the site and into an open FES. The rest of the site drains to the west or north. The property is mapped on FEMA FIRM Panel No. 270051 0005 B, for the City of Chanhassen, Carver County, dated July 2, 1979, and is in Zone "C", areas of minimal flooding. Soils on the site are primarily sandy lean clay (CL), in Hydrologic Soil Group (HSG) "D". Proposed Development: The development will consist of an approximately f4,486 square foot square foot Panera Bread, including parking lots and drives on site. All the parking lot and drives will be graded to drain to curb cuts and then into the proposed bio- retention basins with underdrain. The roof runoff will be collected and conveyed underground to the proposed bio-retention basin. The bio-retention basins have an underdrain system, and will be planted with vegetation to promote on site abstraction. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site. According to the Minnesota Stormwater Manual, the existing soils on site only allow for an infiltration rate of 0.06 inches per hour. The existing site is composed primarily of Type D soils, therefore, according to the Minimal Impact Design Standards (MIDS) calculator, a maximum bio-retention basin depth of 0.24 feet below the underdrain is required to allow for a drawdown time of 48 hours. The bio-retention basin and associated beehive structure will serve to provide both the required water quality and quantity 1 management to meet the regulations set forth by the City of Chanhassen and the Riley Purgatory Bluff Creek Watershed District. Stormwater Management: Development standards set forth by the Riley Purgatory Bluff Creek Watershed District requires the following as listed in the official District Rules, Rule J, Section 3, Criteria: a. Limit peak runoff flow rates to that from existing conditions for the two-, 10-, and 100- year frequency storms events using a nested 24-hour rainfall distribution, and a 100- year, 10-day snowmelt event, for all points where stormwater discharge leaves the site; b. Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel; c. Provide for at least sixty percent (60%) annual removal efficiency for total phosphorous, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. The total existing drainage area is approximately 1.45 Acres. Please refer to the Drainage Area Maps for drainage sub catchments (see appendix). The tables below show the pre -development and post -development impervious inventory: EXISTING CONDITIONS Impervious Pervious Sub catchment S S A 34,975 6,328 B 9,250 12,600 TOTAL 44,225 18,928 70.03% Impervious TOTAL DRAINAGE AREA 63,153 2 PROPOSED CONDITIONS Water Ouality• The Minimal Impact Design Standards (MIDS) calculator was used for water quality calculations. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site, allowing the abstraction of 0.55 inches. Soils present on site are sandy lean clay (CL), HSG "D", with an allowable infiltration rate of 0.06 in/hr according to the Minnesota Stormwater Manual. Water quality requirements are met using (2) bio-retention basins with underdrains and saffle baffle/with snout at the outlet structure providing abstraction and treatment of the stormwater. The bio-retention basins together provide for near 80% TSS and 77% phosphorous removal. All stormwater from impervious surfaces shall be routed to the bio-retention basins to serve as pretreatment of the stormwater prior leaving the site. Proposed Site impervious Area from Parking Roofs, Sidewalks, etc... = 40,632 sf Water abstraction volume required (non -restricted site) = Area of impervious x 1.1 inches = 40,632 SF x 1.1 in /1.0 / 12 in/ft = 3,386 CF Water abstraction volume required (restricted site) = Area of impervious x 0.55inches = 40,632 SF x 0.55 in /1.0 / 12 in/ft = 1,857 CF Ki Results (see appendix for additional MIDS calculation results): Performance Goal Requirement Performance goal volume retention requirement 1857ft3 Volume removed by BMPs towards performance go 1857 ft3 Percent volume removed towards performance goal 100% Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.2728 acre-ft Annual runoff volume removed by BMPs 0.6793 acre-ft Percent annual runoff volume removed 30% Post development annual particulate P load 1.02 lbs Annual particulate P removed by BMPs 0.88 lbs Post development annual dissolved P load 0.835 lbs Annual dissolved P removed by BMPs 0.554 lbs Percent annual total phosphorus removed 77% Post development annual TSS load 336.9 IN Annual TSS removed by BMPs 246.5 lbs Percent annual TSS removed 73% Rate Control Rate control is achieved by the use of the bio-retention areas and a beehive outlet structure. Stormwater runoff was modeled for the Type -II 24-Hour 2, 10, and 100 year storm events using the SCS TR-20 runoff method. Rainfall data was gathered from NOAA Atlas 14 Point Precipitation Frequency Estimates and a nested 24-hour rainfall distribution was utilized. Stormwater runoff was also modeled for the 10-Day 100-Year Snowmelt event. All existing proposed curve numbers are based on soil type "D", silty loam, obtained from the geotechnical report (see appendix). See appendix for the existing and proposed drainage maps, and existing and proposed HydroCAD modeling. 4 PEAK DISCHARGE RATES STORMWATER EVENT EXISTING CFS PROPOSED CFS 2-YEAR 4.59 0.00 10-YEAR 7.38 0.18 100-YEAR 12.49 2.93 10-DAY, 100 YEAR SNOWMELT 0.27 0.11 SW Bio-Retention Basin: Basin Bottom Elevation = 945.35' Beehive outlet Elevation = 946.85' Groundwater Elevation at BMP location = ±929.00' (see appendix for geotechnical report) Basin High Water Level = 947.57' Basin Draw -Down Time = 48.00 hours Emergency Overflow Elevation = 947.80' 2-Year Storm High Water Elevation = 946.33' 10-Year Storm High Water Elevation = 947.02' 100-Year Storm High Water Elevation = 947.57* 100-Year, 10 Day Snowmelt High Water Elevation = 946.98' *Critical water elevation Sincerely, CEI Engineering Associates, Inc. Alan Catchpool, PE MN Branch Mgr. 5 APPENDIX A !A Ii A.. NA� I. -s APPENDIX B 1111111ILm1 L. --k- c� 16 X ZONE C ZONE B 8 LA KF S'llSA X Aimiia SITE M9 IOI ZONE C DAKOTA AVENUE DAKOTA LANE M l 1 ERIE CIRCLE RM1:,, RM13 X RM10 ZONE Al Q APPROXIMATE SCALE 1000 0 NATIONAL FLOOD INSURANCE PROGRAM I FIRM FLOOD INSURANCE RATE MAP CITY OF CHANHASSEN, MINNESOTA CARVER COUNTY PANEL 5 OF 10 COMMUNITY -PANEL NUMBER 270051 0005 B EFFECTIVE DATE: JULY 2,1979 N PARTMENT OFHOUSING RBAN DEVELOPMENT L INSURANCE ADMINISTRATION This is an official copy of a portion of the above referenced flood map. R was extracted using F-MIT On-Une. This map does not reflect changes or amendments which may have been made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program Hood maps check the FEMA Flood Map Store at www.mec.fema.gov APPENDIX C t 08 0 l� //' NORTH - 0 20 40 TP <. I 12� .. �fA r• Lrus AREA B 1 w-sx \ s 4 biee 9 x♦I�a y t(y f s ' 18••`� \ , `• In a"'a •c; s i_ ;>iwe s xLnt Ito^- Or -1•� t e Jr 20,829 x4tas 4♦ '` w ` .'r I I I I ram- xan. �„' d Cam' ' w r ! / LEGEND: �! / \ ; • ralxo xo„ o qrM�. cn+tsrra mxc \ O av l:r.o. seat pa 4asa 'frcaa \ © t'aaen nau-s.r E) ..laixas e iaasax x..wo,c �.-` � tactlW xrlt. a001, E ,aW w, y-c.,.•awxs Fyo ' ' \ • •aped, ® WILY trxscnl ao \ _ '� • Yttxi It' LI,Hrpt WYga +4oa sot aeWra. \ ' \ � .nuoe�rmWTrt 0 nsrle slol.s sw.r.L. w.nc \ C C sTar� aatags „■ D recr°v O m+ \ am.o asnWc _ _ '. taastWWaxola one .� `, tasmLo reLwlWx I \ anaa.°Vraln t \ �: \ � stw ts�trllrxt I \ 2 r-----I aema.wsan r.mW�m Q \ I Ii.WeuuTo la mLln t Is \ to1 \ \ \\ .0 \\ \ ' to It Up\ i� - \ z13; I' >- � tea\ .1K 1 � `1I c It I i PER. _ _lf all-�� 'a ter, �•`�- ' `♦ - �.G4-.Las: .. �v, e_ ,' r l: UNDERGROUND UTILITIES NOTES THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED FROM FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE SURVEYOR MAKES NO GUARANTEE THAT THE UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED ALTHOUGH HE DOES CERTIFY THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE THE SURVEYOR HAS NOT PHYSICALLY LOCATED THE UNDERGROUND UTILITIES. GOPHER STATE ONE CALL LOCATE TICKET NUMBERS 170650574. SOME MAPS WERE RECEIVED, WHILE OTTER UTILftFS DID NOT RESPOND TO THE LOCATE REQUEST. ADDITIONAL UTILITIES OF WHICH WE ARE UNAWARE MAY EXIST. OTHER UTILITIES MAY EXIST ON THIS SITE THAT WERE NOT MARKED UP. LEGAL DESCRIPTION: ♦ The following Legal Description is as shown on Did Republic National Title5 Insurance Company Title Commitment No. ORTE743796 dated 31 W 79TH STREET January 12, 2017. Lot 3, Block I, ZAMOR ADDITION, according to the recorded plat therof, and situate in carver County, Minnesota. CHANHASSEN, MINNESOTA EXCEPTING therefrom Parcel 208A condemned by the State of Minnesota as evidenced by Final Certificate filed October 27. 1993 as Document No. 157032 and as depicted on MINNESOTA DEPARTMENT OF TRANSPORTATION RIGHT OF WAY PLAT NO. 10-3 filed Much 14, 1 "1 as CONTACT: Document No. 122294. (Abstract) CEI ENGINEERING ASSOCIATES Alan Catchpool, PE 2025 Centre Pointe Blvd AREA: Suite 210 ♦ Mendota Heights, MN 55120 TOTAL AREA - 62,077 SQ.FT. P:651-452-8960 ♦ EASEMENT NOTES: COUNTY/CITY: The following exceptions are as shown on Old Republic National Title Insurance Comparry THIe Commitment No. ORTE743786 dated January 12, C O lJ IV TYr 2017. 8. Storm Sewer and drainage easement per Book 126 of Deeds Page 3-4. C I TY O F _ (SHOWN GRAPHICALLY)' C H A N H A S S E N i9., 9. Drainage and utllRy, easements as Shown on the recorded plat of Frontier _ Development which underlies Zamor Addition. (SHOWN GRAPHICALLY). A 10. Drainage and utility easements as shown on the recorded plat of Zamor VICINITY MAP .1� Addition. OHOWN GRAPHICALLY). 11. Terms and a 1dRlons of Contract for Private Redevelopment per Doc. No. (NOT SHOWN AFFECTS ENTIRE PARCEL) Apt w12.No right of acmS to State Highway No. 5. Right per Final Certificate "S1rTrE,,,123421. Doc. No. 157032 and as Minnesota Department of Transportation Right of Way Plat No. 10-3 per Doc. No. 122284. (SHOWN GRAPHICALLY) 13, Terms and Conditions of Cross Easement for Puking per Doc. No. rra � Lil j 199692. (NOT SHOWN - AFFECTS ENTIRE PARCEL AND PARCEL ' ADJACENT TO EAST) &$or TO SCALE) w us ,Ica VA 14. Terms and conditions of Reciprocal Access Easement Agreement per Document No. 633291. (AFFECTS ENTIRE PARCEL AND ADJACENT PARCEL O'Tr SEC13.7w. 3. 7 Lta116. r ♦t20ptarrY, TO THE EAST. APPROXIMATE LOCATION OF THE PROTECTED DRIVE AREA AWONSCITA SHOWN GRAPHICALLY PER SKETCH IN DOCUMENT] SURVEY NOTES: REVISIONS: ♦ ♦ DATE REVISION l . BEARINGS ARE BASED ON COORDINATES SUPPLIED 8Y THE 04-OS-17 INITIAL ISSUE CARVER COUNTY SURVEYORS OFFICE 2. UNDERGROUND UTILITIES SHOWN PER GOPHER STATE ONE CALL LOCATES AND AS-BUILTS PUNS PROVIDED BY THE CITY OF CHANHASSEN PUBLIC WORKS DEPARTMENT. 3. THERE MAY BE SOME UNDERGROUND UTILITIES; GAS, ELECTRIC, ETC. NOT SHOWN OR LOCATED. FLOOD INFORMATION: ~ THIS PROPERTY LIES WITHIN THE UNSHADED ZONE C• AM. OF MINIMAL FLOODING, AS SHOWN ON FEMA FLOOD INSURANCE RATE MAP NUMBER 2700'1 000S8 HAVING AN EFFECTIVE DATE OF)MY 2.1979. EXISTING PARKING: PROJECT LOCATION: ♦ THERE ARE 63 VISIBLE PARKING STALLS DESIGNATED ON THIS PARCEL 5 3 INCW094C 1 HAND" STALL W. 79TH STREET BENCHMARKS: PID#258900030 + ELEVATIONS BASED ON INFORMATION AS SHOWW ON THE MNDOT GEODETIC WIEOSITL SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTCAL CONTROL FOR THIS SURVEY (NAVD 98) CERTIFICATION: To: Chanhassen inn, Inc., Old Republic National Title Insurance compnay, S their successors and assigns: This Is to certify that this map or plat and the survey on zch it Is based Were made In accordance With the 201 S Minimum Standard Detail Requirements for ALTAlACSM Land Tide Surveys, Jointly established and adopted by ALTA and NSPS, and Includes hems 1. 2, 3, 4, 7W, 7(Q S. 9, 11. 16.17. 18, and 19 of Table A thereof. The field work was completed on March 13, 2017. CORNERSTONE LAND SURVEYING, INC. Dated: 4-OS-17 Revised: By Daniel L Thumtes Minnesota License No. 2S71 B Old Republic National Title Insurance Company Title Commitment No. ORTF743796 dated January 12, 2017 as listed c n this survey was relied upon for matters of record. Other easements may exist that were not shown in this commitment and are not shown on this survey. ®Ras. arwae .oar tau Gopher State One Call TWei Qit'a 1-8 aSl-.S.-000 u nff t-aa TOoo-asa-r sas Suite tl 67SO Stillwater Blvd. N. Stillwater, MN 55082 Phone 651.275.9969 Fax 651 .275.8976 darts cssurvey net CORNERSTONE LAND SURVEYING, INC. FILE NAME SURVCE66 PROJECT NO. CE17066 CERTIFICATE OF SURVEY APPENDIX D CB ) TOTAL WEST O SOUTHEAST Subcat Reach on Link Existing Model Printed 11/29/2017 Prepared by CEI Engineering Associates, Inc Pane 2 H ydroCAD® 10 00 20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.435 80 >75% Grass cover, Good, HSG D (A, B) 0.803 98 Paved parking, HSG D (A) 0.212 98 Roofs, HSG C A 1.450 93 TOTAL AREA Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 3 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=2.32" Flow Length=200' Slope=0.0110'P Tc=2.8 min CN=95 Runoff=4.26 cfs 0.184 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=1.70" Flow Length=150' Slope=0.0100 'P Tc=18.9 min CN=88 Runoff=0.92 cfs 0.071 of Reach T: TOTAL Inflow=4.59 cfs 0.255 of Outflow=4.59 cfs 0.255 of Total Runoff Area = 1.450 ac Runoff Volume = 0.255 of Average Runoff Depth = 2.11" 29.97% Pervious = 0.435 ac 70.03% Impervious = 1.015 ac Existing Model MN-RPBCWD_v1_Af1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 H ydroCAD® 10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 4.26 cfs @ 12.04 hrs, Volume= 0.184 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sq CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking, HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ftft/sec cfs 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Summary for Subcatchment B: WEST Runoff = 0.92 cfs @ 12.26 hrs, Volume= 0.071 af, Depth= 1.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlasl4 24-hr2y S1 2y 24hr Rainfall=2.87" Areas CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description min feet ft/ft(ft./sec) cfs 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 2.11" for 2y 24hr event Inflow = 4.59 cfs @ 12.04 hrs, Volume= 0.255 of Outflow = 4.59 cfs @ 12.04 hrs, Volume= 0.255 af, Atten= 0%, Lag= 0.0 min Existing Model MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 5 Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 6 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=3.70" Flow Length=200' Slope=0.01 10T Tc=2.8 min CN=95 Runoff=6.74 cfs 0.292 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=2.98" Flow Length=150' Slope=0.01007 Tc=18.9 min CN=88 Runoff=1.63 cfs 0.125 of Reach T: TOTAL Inflow=7.38 cfs 0.417 of Outflow=7.38 cfs 0.417 of Total Runoff Area = 1.450 ac Runoff Volume = 0.417 of Average Runoff Depth = 3.45" 29.97% Pervious = 0.435 ac 70.03% Impervious = 1.015 ac Existing Model MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 6.74 cfs @ 12.04 hrs, Volume= 0.292 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking, HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Summary for Subcatchment B: WEST Runoff = 1.63 cfs @ 12.25 hrs, Volume= 0.125 af, Depth= 2.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 3.45" for 10y 24hr event Inflow = 7.38 cfs. @ 12.04 hrs, Volume= 0.417 of Outflow = 7.38 cfs @ 12.04 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.0 min Existing Model MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 H ydroCAD®10 00-20 s/n 02540 9)2017 HydroCAD Software Solutions LLC Paoe 8 Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs Existing Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD810.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 9 Time span=0.00-30.00 hrs, dt=0.04 hrs, 751 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth=6.81" Flow Length=200' Slope=0.0110 'P Tc=2.8 min CN=95 Runoff=11.15 cfs 0.538 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth=5.99" Flow Length=150' Slope=0.0100 'P Tc=18.9 min CN=88 Runoff=2.99 cfs 0.250 of Reach T: TOTAL Inflow=12.49 cfs 0.789 of Outflow=12.49 cfs 0.789 of Total Runoff Area = 1.450 ac Runoff Volume = 0.789 of Average Runoff Depth = 6.53" 29.97% Pervious = 0.435 ac 70.03% Impervious = 1.015 ac Existing Model MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Pane 10 Summary for Subcatchment A: SOUTHEAST [49] Hint: Tc<2dt may require smaller dt Runoff = 11.15 cfs @ 12.04 hrs, Volume= 0.538 af, Depth= 6.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking,HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Summary for Subcatchment B: WEST Runoff = 2.99 cfs @ 12.25 hrs, Volume= 0.250 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Summary for Reach T: TOTAL [40] Hint: Not Described (Outflow-- Inflow) Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth = 6.53" for 100y 24hr event Inflow = 12.49 cfs @ 12.04 hrs, Volume= 0.789 of Outflow = 12.49 cfs @ 12.04 hrs, Volume= 0.789 af, Atten= 0%, Lag= 0.0 min Existing Model MN-RPBCWD_v1_Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 11 Routing by Stor-Ind+Trans method, Time Span= 0.00-30.00 hrs, dt= 0.04 hrs OTOTAL WEST O SOUTHEAST S4 Reach on Link Existing Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10 00 20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.435 80 >75% Grass cover, Good, HSG D (A, B) 0.803 98 Paved parking, HSG D (A) 0.212 98 Roofs, HSG C (B) 1.450 93 TOTAL AREA Existing Mod MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 3 Time span=0.00-240.00 hrs, dt=0.04 hrs, 6001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: SOUTHEAST Runoff Area=41,303 sf 84.68% Impervious Runoff Depth>6.60" Flow Length=200' Slope=0.0110 'P Tc=2.8 min CN=95 Runoff=0.18 cfs 0.522 of SubcatchmentB: WEST Runoff Area=21,850 sf 42.33% Impervious Runoff Depth>5.78" Flow Length=150' Slope=0.01 007 Tc=18.9 min CN=88 Runoff=0.09 cfs 0.242 of Reach T: TOTAL Inflow=0.27 cfs 0.764 of Outflow=0.27 cfs 0.764 of Total Runoff Area = 1.450 ac Runoff Volume = 0.764 of Average Runoff Depth = 6.32" 29.97% Pervious = 0.435 ac 70.03% Impervious = 1.015 ac Existing Mod MN-RPBCWD_v1_Atlasl4 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD010 00 20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment A: SOUTHEAST Runoff = 0.18 cfs @ 121.21 hrs, Volume= 0.522 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD v1 Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 6,328 80 >75% Grass cover, Good, HSG D 34,975 98 Paved parking HSG D 41,303 95 Weighted Average 6,328 15.32% Pervious Area 34,975 84.68% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft./sec) (cfs) 2.8 200 0.0110 1.18 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" Existing Mod MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Paste 5 Summary for Subcatchment B: WEST Runoff = 0.09 cfs @ 121.40 hrs, Volume= 0.242 af, Depth> 5.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 12,600 80 >75% Grass cover, Good, HSG D 9,250 98 Roofs HSG C 21,850 88 Weighted Average 12,600 57.67% Pervious Area 9,250 42.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.9 150 0.0100 0.13 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Existing Mod MN-RPBCWD_v1_At1as14 Snowmelt_10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11 /29/2017 H droCAM 10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Reach T: TOTAL Inflow Area = 1.450 ac, 70.03% Impervious, Inflow Depth > 6.32" for 10-Day Snowmelt event Inflow = 0.27 cfs @ 121.23 hrs, Volume= 0.764 of Outflow = 0.27 cfs @ 121.23 hrs, Volume= 0.764 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.04 hrs APPENDIX E LS7LE C PEAFQATED GRNM E WEAN SOCK 27ME IS PLC! LSN N' N IILAST STIAKTM K,m Tp.9SL4 LIWNGE{JO SMMf EO E67A OUTLET ON OI/TIET P!E 1AnF lI• RO ! tDN MV4AL SRE BENCNMAR a 0 ImR.`mr.PP Y. A v b TRA i„NAPR'. RlYRiOu��: >R STORM WATER SUMMARY TOTAL. MADPERY AREA • l l.Rc AGES oR p., SL B TOTA OER11BEo AREA- E I) ACRES > I TIIE,EFOE A N01 PEER,, WLL M FE X R, PRE P9PAD. S AREA - D.Q AL IIRE IRW'FRAcxLi A/FA • I A] AC POST PERVIOUS AIEA - 0.52 AC PpET RIPERIHOLR AEA- 0 IS, AC PEAR RJ10Ff PATES (am ANT �- 4.68 0.00 Na IZ- ass lOOM 13A7 297 ID DAY 3NOWMELT 1 LT.Eb O.lA DESIGN LNRTMTIOM RATE - 0.01 MAq ��18 - m.0 HROI WATR LEVEL. WSI O GRADING NOTES = FUANED DID SECTION ILK ODFNEEiT TO C0sTMG SRMNN DRAM AAAHNOLE Da LB 14070 DIFTMBPM9MENTOL VATIOM SL UNES OF SANUIT AID PAVRRMff SERROFA 7SA CDNERTO MDAFA/NOOf DRAM STSTW IDLIAI A•N.sRPRAR[N. MANS) AA AGA ANFA NOT EMBED M RM M AN OKCTION ❑ GRADING DETAILS IA Ar RN MO 2W STOW GAIN DEAN OLT 7m Na[TENIUII AASN WIIiN L/OEbIIAN. M RANGUAR0— Krmw ~s below. Cal I before you crs. NOTE SEE MOOTWRNAL PING" EMAIL L TONS-0 DNRDS10,6 a< POROB. RAMPS, VpT9UlE, SOPED PAV NG, TRUCK DOGS. PUIID: MC URRY EMRAMM LOCATIONS AND PRF W AIIMONG p F,61016 EXISTING LEGEND A�bRI.ON,<,.R ue_nT�. or RED TYHINST. �� e r cIPIIIRs .a N.HPNu ILAcrIFCNFNa. .. caRT.NrI _ faa Anus IDAARR PlAITN nMT[lAiN •Nr aEMwr PROPOSED LEGEND PAOPENTY LNCIWGIR a W. LAM, — - - - - - - - - GARDE AREAS — )(b(— awtoLm EIFVAT1om --____ STOW DIWN SPOT ELEVATIOI6 TC - TOP OF ❑IRA G • 61MUN FFE • RISEN FlOpl ELEVATION FS - TdED SLIIIFACE GENERAL GRADING NOTES A MISM TO MSTALATM O STOW OR SANFTARY SUMMER, M CONTRKTOL SNLL EIGAVATE VEROv,N10 CALCULATE ALL OHOSSM6ARID MM AEOW OWNER ARM M DRUM M OF AN PRISM 03WLM PRTO MRSTRLR TIID . M EN6REG WAL SF HELD MANAM N M EVENT M ENGOIHR 6 NOT NOIIFEOO OESGN mNRICTS. E ALl=ONES NO AREAS MIMED N LDNSrRL M SWL ME GRADED SMIOM AND r OF TOPM~D F ADECIIATE T""G" IS NDT AVAAAME ON M M EDLTTRIL70A SHALL PSMRDE TOPM MpMAWIII'M DARK AS NEEDED, M AREA SMML TTEN K Ste, FRTUM ERRO®, WATER®NO MARNIAMD LMTTS IWROT CRASS GIIOWM 6 ESTANlFI® N ALLARAM CM LNG FLAN FOR SEED MN ARID PRpPE1l APPt1GiMM: ILL l ANAREAS D6TUMED FOIL ANY REASON PRDR TO FNAACCE"ANa M M "4W SMAL M EDMILECIEO P M CpARK1OP AT NO AOORIGNAI COST TOM OWYER C M CONTRACTOR 5 SKOFCALLY CAUTT TEAT M LOCATMNN MgQR FMATION OF DASFNG UT%JMM 90" ON THBE MANS 5 RASED ON RECORDS OF M VNAO6 IITRSTY EDLlMq AND WHERE FOS$E. MFASUREABfT$ TAIMIL N M FROM WORWTMMN 6 NOT TO ME RFIJEDD ON AS 11906 DOLT OR MWI ETE. M CONTRACTOR RELIST CALL TM APPROPRIATE UTILITY CONFINEY AT LEAST a FHOLNM REEOIE AN DCAVATON TO MEMW EMAIL FBD LOCATION OF UTILITIES. S D LAIIIIS OTIENW6E DIOWN. CALLED OUT OR WORED NDEDN ON WORN M SPEQRCA11016 ALL SMAA, GRAN PRIC NEDOW SHMU NE MTALED RD DETAIL NAA W N ALL STOGRAPRIES AM HEA9IREO ROM CBM M HD R sTRLcnAB ARE, OF RAND END SECTICMS E AMESS ROADS WILL WO TO KAIARRNNED AIER TO SUPPORT M WEIGM OF EMFWENCY WHI4ES DURNG W (DI6TRUL1,1011 F. RUNIC" AND SLDO.BR SMMU K a" COBS ILY AWAY F%GM NFITRATIDN MEAT RMNTIL Al MTRE W AREAS AM COMMLICTED MD FRILLY STAAIEDO. G. ME&TMTHON AREAS SND= E OEARIY MARRED TO STEP ED,6TTIlKTI mEaM AWAv DIMtlNG NSTRUCNDN. N WILTPATION AREAS SSOIAD M VMSV LY MIOTECTED FROM RDSM SFDNENT, AHD RUm," MT'w AOEa TF MARK I. ONLY LOW IMPACT TRACK ECIAMENSOULD N HEEDM W MNFILTMTIOII AREAS STATE HIGHWAY 5 APPENDIX F B OAA 1P Biofiltration Basin North 2P Biofiltration Basin SW T Total Proposed Subcat F ach on Link Proposed Model 11-9-17 Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.520 80 >75% Grass cover, Good, HSG D (A, B) 0.930 98 Paved parking, HSG D (A, B) 1.450 92 TOTAL AREA Proposed Model 11-9-17 Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10 00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches) 1 1 P 946.60 946.40 17.0 0.0118 0.011 8.0 0.0 0.0 2 2P 944.10 943.90 17.0 0.0118 0.011 15.0 0.0 0.0 Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=55,353 sf 61.79% Impervious Runoff Depth=1.95" Tc=3.0 min CN=91 Runoff=5.07 cfs 0.207 of SubcatchmentB: Runoff Area=7,800 sf 80.77% Impervious Runoff Depth=2.32" Tc=3.0 min CN=95 Runoff=0.82 cfs 0.035 of Reach T: Total Proposed Inflow=0.00 cfs 0.000 of Outflow=0.00 cfs 0.000 of Pond 1 P: Biofiltration Basin North Peak Elev=947.36' Storage=283 cf Inflow=0.82 cfs 0.035 of Discarded=0.00 cfs 0.001 of Primary=0.77 cfs 0.030 of Outflow=0.77 cfs 0.031 of Pond 2P: Biofiltration Basin SW Peak Elev=946.33' Storage=9,749 cf Inflow=5.84 cfs 0.236 of Discarded=0.01 cfs 0.035 of Primary=0.00 cfs 0.000 of Outflow=0.01 cfs 0.035 of Total Runoff Area = 1.450 ac Runoff Volume = 0.241 of Average Runoff Depth = 2.00" 35.87% Pervious = 0.520 ac 64.13% Impervious = 0.930 ac Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 5.07 cfs @ 12.05 hrs, Volume= 0.207 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr2y S1 2y 24hr Rainfall=2.87" Area (sf) CN DeS&Dtion 21,151 80 >75% Grass cover, Good, HSG D 34,202 98 Paved parking, HSG D 55,353 91 Weighted Average 21,151 38.21 % Pervious Area 34,202 61.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD010 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B: Runoff = 0.82 cfs @ 12.05 hrs, Volume= 0.035 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD v1 Atiasl4 24-hr2y S1 2y 24hr Rainfall=2.87" Areas CN Description 1,500 80 >75% Grass cover, Good, HSG D 6,300 98 Paved parking, HSG D 7,800 95 Weighted Average 1,500 19.23% Pervious Area 6,300 80.77% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10 00 20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 7 Summary for Reach T: Total Proposed Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 0.00" for 2y 24hr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC PaQe 8 Summary for Pond 1P: Biofiltration Basin North Inflow Area = 0.179 ac, 80.77% Impervious, Inflow Depth = 2.32" for 2y 24hr event Inflow = 0.82 cfs @ 12.05 hrs, Volume= 0.035 of Outflow = 0.77 cfs @ 12.07 hrs, Volume= 0.031 af, Atten= 6%, Lag= 0.9 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.001 of Primary = 0.77 cfs @ 12.07 hrs, Volume= 0.030 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.36' @ 12.07 hrs Surf.Area= 320 sf Storage= 283 cf Plug -Flow detention time= 109.7 min calculated for 0.031 of (90% of inflow) Center -of -Mass det. time= 61.8 min ( 838.3 - 776.4 ) Volume Invert Avail.Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) N (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.01 18T Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=947.36' (Free Discharge) L3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.76 cfs @ 12.07 hrs HW=947.36' (Free Discharge) Culvert (Passes 0.76 cfs of 1.25 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.76 cfs @ 2.03 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr2y S1 2y 24hr Rainfall=2.87" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 1.96" for 2y 24hr event Inflow = 5.84 cfs @ 12.06 hrs, Volume= 0.236 of Outflow = 0.01 cfs @ 24.06 hrs, Volume= 0.035 af, Atten= 100%, Lag= 720.3 min Discarded = 0.01 cfs @ 24.06 hrs, Volume= 0.035 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 946.33' @ 24.06 hrs Surf.Area= 5,893 sf Storage= 9,749 cf Plug -Flow detention time= 1,092.3 min calculated for 0.035 of (15% of inflow) Center -of -Mass det. time= 958.3 min ( 1,754.4 - 796.1 ) Volume Invert Avail Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118'P Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 946.85' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Qiscarded OutFlow Max=0.01 cfs @ 24.06 hrs HW=946.33' (Free Discharge) '--3=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=943.85' (Free Discharge) L1=Culvert ( Controls 0.00 cfs) t2=Orifice/Grate ( Controls 0.00 cfs) Proposed Model 11-9-17 MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD010 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 10 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=55,353 sf 61.79% Impervious Runoff Depth=3.28" Tc=3.0 min CN=91 Runoff=8.49 cfs 0.347 of SubcatchmentB: Runoff Area=7,800 sf 80.77% Impervious Runoff Depth=3.70" Tc=3.0 min CN=95 Runoff=1.29 cfs 0.055 of Reach T: Total Proposed Inflow=0.18 cfs 0.073 of Outflow=0.18 cfs 0.073 of Pond 1 P: Biofiltration Basin North Peak Elev=947.45' Storage=316 cf Inflow=1.29 cfs 0.055 of Discarded=0.00 cfs 0.001 of Primary=1.23 cfs 0.050 of Outflow=1.23 cfs 0.052 of Pond 2P: Biofiltration Basin SW Peak Elev=947.02' Storage=14,346 cf Inflow=9.69 cfs 0.397 of Discarded =0.02 cfs 0.044 of Primary=0.18 cfs 0.073 of Outflow=0.20 cfs 0.118 of Total Runoff Area = 1.450 ac Runoff Volume = 0.402 of Average Runoff Depth = 3.33" 35.87% Pervious = 0.520 ac 64.13% Impervious = 0.930 ac Proposed Model 11-9-17 MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment A: Runoff = 8.49 cfs @ 12.05 hrs, Volume= 0.347 af, Depth= 3.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1_Atlasl4 24-hr10y S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 21,151 80 >75% Grass cover, Good, HSG D 34,202 98 Paved parking, HSG D 55,353 91 Weighted Average 21,151 38.21 % Pervious Area 34,202 61.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00 20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment B: Runoff = 1.29 cfs @ 12.05 hrs, Volume= 0.055 af, Depth= 3.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD v1 Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" _ Area (so CN Description 1,500 80 >75% Grass cover, Good, HSG D _ 6,300 98 Paved parking, HSG D 7,800 95 Weighted Average 1,500 19.23% Pervious Area 6,300 80.77% Impervious Area Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD610.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 13 Summary for Reach T: Total Proposed Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 0.61" for 10y 24hr event Inflow = 0.18 cfs @ 15.04 hrs, Volume= 0.073 of Outflow = 0.18 cfs @ 15.04 hrs, Volume= 0.073 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 14 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.179 ac, 80.77% Impervious, Inflow Depth = 3.70" for 10y 24hr event Inflow = 1.29 cfs @ 12.05 hrs, Volume= 0.055 of Outflow = 1.23 cfs @ 12.07 hrs, Volume= 0.052 af, Atten= 4%, Lag= 0.9 min Discarded = 0.00 cfs @ 12.07 hrs, Volume= 0.001 of Primary = 1.23 cfs @ 12.07 hrs, Volume= 0.050 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.45' @ 12.07 hrs Surf.Area= 352 sf Storage= 316 cf Plug -Flow detention time= 69.6 min calculated for 0.052 of (93% of inflow) Center -of -Mass det. time= 40.5 min ( 799.2 - 758.7 ) Volume Invert Avail.Stora a Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)-isted below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (s (feet) (sq ft) (feet) (%) (cubic -feet) (cubic -feet) 946.00 220 76.0 0.0 0 0 22 2 0 239 946.25 220 76.0 40.0 22 165 187 296 947.00 220 76.0 100.0 373 560 808 948.00 948.50 550 3,000 110.0 400.0 100.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Qiscarded OutFlow Max=0.00 cfs @ 12.07 hrs HW=947.45' (Free Discharge) Z3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.23 cfs @ 12.07 hrs HW=947.45' (Free Discharge) Culvert (Passes 1.23 cfs of 1.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.23 cfs @ 2.29 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model 11-9-17 MN-RPBCWD_v1_Atlas14 24-hr10y S1 10y 24hr Rainfall=4.27" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 15 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 3.29" for 10y 24hr event Inflow = 9.69 cfs @ 12.05 hrs, Volume= 0.397 of Outflow = 0.20 cfs @ 15.04 hrs, Volume= 0.118 af, Atten= 98%, Lag= 178.9 min Discarded = 0.02 cfs @ 15.04 hrs, Volume= 0.044 of Primary = 0.18 cfs @ 15.04 hrs, Volume= 0.073 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.02' @ 15.04 hrs Surf.Area= 7,463 sf Storage= 14,346 cf Plug -Flow detention time= 624.0 min calculated for 0.118 of (30% of inflow) Center -of -Mass det. time= 533.4 min ( 1,305.8 - 772.4 ) Volume Invert Avail Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregularyisted below (Recalc) Elevation Surf -Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118 7 Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 946.85' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' trded OutFlow Max=0.02 cfs @ 15.04 hrs HW=947.02' (Free Discharge) Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=0.18 cfs @ 15.04 hrs HW=947.02' (Free Discharge) L-1=Culvert (Passes 0.18 cfs of 11.45 cfs potential flow) L2=Orifice/Grate (Orifice Controls 0.18 cfs @ 1.40 fps) Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 16 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=55,353 sf 61.79% Impervious Runoff Depth=6.34" Tc=3.0 min CN=91 Runoff=14.65 cfs 0.672 of SubcatchmentB: Runoff Area=7,800 sf 80.77% Impervious Runoff Depth=6.81" Tc=3.0 min CN=95 Runoff=2.13 cfs 0.102 of Reach T: Total Proposed Inflow=2.93 cfs 0.442 of Outflow=2.93 cfs 0.442 of Pond 1 P: Biofiltration Basin North Peak Elev=947.74' Storage=430 cf Inflow=2.13 cfs 0.102 of Discarded=0.00 cfs 0.001 of Primary=1.74 cfs 0.097 of Outflow=1.74 cfs 0.098 of Pond 2P: Biofiltration Basin SW Peak Elev=947.57' Storage=19,346 cf Inflow=16.30 cfs 0.768 of Discarded=0.02 cfs 0.046 of Primary=2.93 cfs 0.442 of Outflow=2.95 cfs 0.488 of Total Runoff Area = 1.450 ac Runoff Volume = 0.773 of Average Runoff Depth = 6.40" 35.87% Pervious = 0.520 ac 64.13% Impervious = 0.930 ac Proposed Model 11-9-17 MN-RPBCWD_v1_ Atlas14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 17 Summary for Subcatchment A: Runoff = 14.65 cfs @ 12.05 hrs, Volume= 0.672 af, Depth= 6.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sfl CN Description _ 21,151 80 >75% Grass cover, Good, HSG D _ 34,202 98 Paved parking, HSG D 55,353 91 Weighted Average 21,151 38.21 % Pervious Area 34,202 61.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00 20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment B: Runoff = 2.13 cfs @ 12.05 hrs, Volume= 0.102 af, Depth= 6.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs MN-RPBCWD v1 —Atlas 14 24-hr100y S1 100y 24hr Rainfall=7.41" Area (sf) CN Description 1,500 80 >75% Grass cover, Good, HSG D 6,300 98 Paved parking, HSG D 7,800 95 Weighted Average 1,500 19.23% Pervious Area 6,300 80.77% Impervious Area Tc Length Slope Velocity Capacity Description —(min) (feet) (ft/ft) (fUsec) (cfs) 3.0 Direct Entry, Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD® 10.00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 19 Summary for Reach T: Total Proposed Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 3.66" for 100y 24hr event Inflow = 2.93 cfs @ 12.52 hrs, Volume= 0.442 of Outflow = 2.93 cfs @ 12.52 hrs, Volume= 0.442 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00 20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 20 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.179 ac, 80.77% Impervious, Inflow Depth = 6.81" for 100y 24hr event Inflow = 2.13 cfs @ 12.05 hrs, Volume= 0.102 of Outflow = 1.74 cfs @ 12.08 hrs, Volume= 0.098 af, Atten= 19%, Lag= 1.8 min Discarded = 0.00 cfs @ 12.08 hrs, Volume= 0.001 of Primary = 1.74 cfs @ 12.08 hrs, Volume= 0.097 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.74' @ 12.08 hrs Surf.Area= 450 sf Storage= 430 cf Plug -Flow detention time= 41.3 min calculated for 0.098 of (96% of inflow) Center -of -Mass det. time= 23.9 min ( 769.5 - 745.6 ) _Volume Invert Avail Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.00 cfs @ 12.08 hrs HW=947.74' (Free Discharge) 't-3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=1.74 cfs @ 12.08 hrs HW=947.74' (Free Discharge) Culvert (Barrel Controls 1.74 cfs @ 4.97 fps) "2=Orifice/Grate (Passes 1.74 cfs of 3.10 cfs potential flow) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Model 11-9-17 MN-RPBCWD_v1_At1as14 24-hr100y S1 100y 24hr Rainfall=7.41" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD010.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 21 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth = 6.36" for 100y 24hr event Inflow = 16.30 cfs @ 12.05 hrs, Volume= 0.768 of Outflow = 2.95 cfs @ 12.52 hrs, Volume= 0.488 af, Atten= 82%, Lag= 27.9 min Discarded = 0.02 cfs @ 12.52 hrs, Volume= 0.046 of Primary = 2.93 cfs @ 12.52 hrs, Volume= 0.442 of Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.57' @ 12.52 hrs Surf.Area= 10,869 sf Storage= 19,346 cf Plug -Flow detention time= 225.3 min calculated for 0.488 of (64% of inflow) Center -of -Mass det. time= 169.8 min ( 924.7 - 754.8 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surt.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118 'P Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 946.85' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.02 cfs @ 12.52 hrs HW=947.57' (Free Discharge) L3=Exfiltration ( Controls 0.02 cfs) Primary OutFlow Max=2.93 cfs @ 12.52 hrs HW=947.57' (Free Discharge) L1=Culvert (Passes 2.93 cfs of 13.02 cfs potential flow) L2=Orifice/Grate (Orifice Controls 2.93 cfs @ 2.88 fps) B A 1P Biofiltration Basin North 2P Biofiltration Basin SW T Total Proposed Subcat [Reach] on Link Proposed Model - 10 Day Snowmelt Printed 11/29/2017 Prepared by CEI Engineering Associates, Inc Page 2 HydroCAD® 10 00 20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.520 80 >75% Grass cover, Good, HSG D (A, B) 0.930 98 Paved parking, HSG D (A, B) 1.450 92 TOTAL AREA Proposed Model - 10 Day Snowmelt Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10 00-20 s/n 02540 © 2017 HydroCAD Software Solutions LLC Page 3 Pipe Listing (all nodes) Line# Node In -Invert Out -Invert Length Slope n Diam/Width Height Inside -Fill Number (feet) (feet) (feet) Oft) (inches) (inches) (inches) 1 1 P 946.60 946.40 17.0 0.0118 0.011 8.0 0.0 0.0 2 2P 944.10 943.90 17.0 0.0118 0.011 15.0 0.0 0.0 Proposed Mo MN-RPBCWD_v1_At1as14 Snowmelt 10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00 20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 4 Time span=0.00-240.00 hrs, dt=0.01 hrs, 24001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method SubcatchmentA: Runoff Area=55,353 sf 61.79% Impervious Runoff Depth>6.14" Tc=3.0 min CN=91 Runoff=0.23 cfs 0.650 of SubcatchmentB: Runoff Area=7,800 sf 80.77% Impervious Runoff Depth>6.60" Tc=3.0 min CN=95 Runoff=0.03 cfs 0.099 of Reach T: Total Proposed Inflow=0.11 cfs 0.236 of Outflow=0.11 cfs 0.236 of Pond 1 P: Biofiltration Basin North Peak EIev=947.07' Storage=203 cf Inflow=0.03 cfs 0.099 of Discarded=0.00 cfs 0.007 of Primary=0.03 cfs 0.087 of Outflow=0.03 cfs 0.094 of Pond 2P: Biofiltration Basin SW Peak EIev=946.98' Storage=14,051 cf Inflow=0.27 cfs 0.737 of Discarded=0.01 cfs 0.197 of Primary=0.11 cfs 0.236 of Outflow=0.12 cfs 0.433 of Total Runoff Area = 1.450 ac Runoff Volume = 0.748 of Average Runoff Depth = 6.19" 35.87% Pervious = 0.520 ac 64.13% Impervious = 0.930 ac Proposed Mo MN-RPBCWD_v1_Atlas14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment A: Runoff = 0.23 cfs @ 121.22 hrs, Volume= 0.650 af, Depth> 6.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 21,151 80 >75% Grass cover, Good, HSG D 34,202 98 Paved parking, HSG D 55,353 91 Weighted Average 21,151 38.21 % Pervious Area 34,202 61.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 3.0 Direct Entry, Proposed Mo MN-RPBCWD_v1_Atlas14 Snowmelt_10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment B: Runoff = 0.03 cfs @ 121.22 hrs, Volume= 0.099 af, Depth> 6.60" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs MN-RPBCWD_v1—Atlas 14 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Area (sf) CN Description 1,500 80 >75% Grass cover, Good, HSG D 6,300 98 Paved parking, HSG D 7,800 95 Weighted Average 1,500 19.23% Pervious Area 6,300 80.77% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 3.0 Direct Entry, Proposed Mo MN-RPBCWD_v1_Atlas14 Snowmelt 10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD®10 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 7 Summary for Reach T: Total Proposed Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth > 1.95" for 10-Day Snowmelt event Inflow = 0.11 cfs @ 125.54 hrs, Volume= 0.236 of Outflow = 0.11 cfs @ 125.54 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs Proposed Mo MN-RPBCWD_v1_Atlas14 Snowmelt 10d 100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAD010 00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 8 Summary for Pond 1 P: Biofiltration Basin North Inflow Area = 0.179 ac, 80.77% Impervious, Inflow Depth > 6.60" for 10-Day Snowmelt event Inflow = 0.03 cfs @ 121.22 hrs, Volume= 0.099 of Outflow = 0.03 cfs @ 121.26 hrs, Volume= 0.094 af, Atten= 0%, Lag= 2.5 min Discarded = 0.00 cfs @ 121.26 hrs, Volume= 0.007 of Primary = 0.03 cfs @ 121.26 hrs, Volume= 0.087 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 947.07' @ 121.26 hrs Surf.Area= 239 sf Storage= 203 cf Plug -Flow detention time= 557.3 min calculated for 0.094 of (96% of inflow) Center -of -Mass det. time= 270.9 min ( 7,875.2 - 7,604.3 ) Volume Invert Avail Storage Storage Description #1 946.00' 1,365 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area _ (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 946.00 220 76.0 0.0 0 0 220 946.25 220 76.0 40.0 22 22 239 947.00 220 76.0 100.0 165 187 296 948.00 550 110.0 100.0 373 560 808 948.50 3,000 400.0 100.0 806 1,365 12,578 _Device Routing Invert Outlet Devices #1 Primary 946.60' 8.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 946.60' / 946.40' S= 0.0118'/' Cc= 0.900 n= 0.011, Flow Area= 0.35 sf #2 Device 1 947.00' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 946.00' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' #4 Primary 948.00' 2.0' long x 2.0' breadth Broad -Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Qiscarded OutFlow Max=0.00 cfs @ 121.26 hrs HW=947.07' (Free Discharge) 3=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=0.03 cfs @ 121.26 hrs HW=947.07' (Free Discharge) 17- Culvert (Passes 0.03 cfs of 0.65 cfs potential flow) 2=0rifice/Grate (Orifice Controls 0.03 cfs @ 0.91 fps) =Broad -Crested Rectangular Weir( Controls 0.00 cfs) Proposed Mo MN-RPBCWD v1_Atlasl4 Snowmelt_10d_100yr 10-Day Snowmelt Rainfall=7.20" Prepared by CEI Engineering Associates, Inc Printed 11/29/2017 HydroCAM 10.00-20 s/n 02540 ©2017 HydroCAD Software Solutions LLC Page 9 Summary for Pond 2P: Biofiltration Basin SW Inflow Area = 1.450 ac, 64.13% Impervious, Inflow Depth > 6.10" for 10-Day Snowmelt event Inflow = 0.27 cfs @ 121.22 hrs, Volume= 0.737 of Outflow = 0.12 cfs @ 125.54 hrs, Volume= 0.433 af, Atten= 53%, Lag= 259.2 min Discarded = 0.01 cfs @ 125.54 hrs, Volume= 0.197 of Primary = 0.11 cfs @ 125.54 hrs, Volume= 0.236 of Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 946.98' @ 125.54 hrs Surf.Area= 7,308 sf Storage= 14,051 cf Plug -Flow detention time= 3,289.3 min calculated for 0.433 of (59% of inflow) Center -of -Mass det. time= 1,466.8 min ( 9,321.0 - 7,854.3 ) Volume Invert Avail.Storage Storage Description #1 943.85' 24,703 cf Custom Stage Data (Irregular)Listed below (Recalc) Elevation Surf.Area Perim. Voids Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (%) (cubic -feet) (cubic -feet) (sq-ft) 943.85 3,600 540.0 0.0 0 0 3,600 944.00 3,600 540.0 40.0 216 216 3,681 945.35 3,600 540.0 100.0 4,860 5,076 4,410 946.00 5,243 678.0 100.0 2,857 7,933 17,792 947.00 7,355 725.0 100.0 6,269 14,203 23,086 948.00 14,000 795.0 100.0 10,501 24,703 31,587 Device Routing Invert Outlet Devices #1 Primary 944.10' 15.0" Round Culvert L= 17.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 944.10' / 943.90' S= 0.0118'P Cc= 0.900 n= 0.011, Flow Area= 1.23 sf #2 Device 1 946.85' 24.0" Vert. Orifice/Grate C= 0.600 #3 Discarded 943.85' 0.060 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 940.00' Discarded OutFlow Max=0.01 cfs @ 125.54 hrs HW=946.98' (Free Discharge) L3=Exfiltration ( Controls 0.01 cfs) Primary OutFlow Max=0.11 cfs @ 125.54 hrs HW=946.98' (Free Discharge) t1=Culvert (Passes 0.11 cfs of 11.32 cfs potential flow) 't-2=Orifice/Grate (Orifice Controls 0.11 cfs @ 1.22 fps) APPENDIX G Project Information Calculator Version: Project Name: User Name / Company Name: Date: Project Description: Construction Permit? Site Information Retention Requirement (inches): Site's Zip Code: Annual Rainfall (inches): Phosphorus EMC (mg/1): TSS EMC (mg/1): Total Site Area Version 3: January 2017 Chanhassen, MN Panera Panera, LLC 11-30-17 Panera, LLC is looking to construct a +/- 4,000 SF building with drive-thru and sufficient parking to meet code. Yes 1.1 55317 29.9 0.3 54.5 Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or O.S2 0.52 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.45 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.47 0.47 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.4 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 3713 ft3 Volume removed by BMPs towards performance goal: 1931 ft3 Percent volume removed towards performance goal 52 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.2728 acre-ft Annual runoff volume removed by BMPs: 0.6691 acre-ft Percent annual runoff volume removed: 29 % Post development annual particulate P load: 1.02 Ibs Annual particulate P removed by BMPs: 0.963 Ibs Post development annual dissolved P load: 0.835 Ibs Annual dissolved P removed by BMPs: 0.552 Ibs Percent annual total phosphorus removed: 82 % Post development annual TSS load: 336.9 Ibs Annual TSS removed by BMPs: 324.1 Ibs Percent annual TSS removed: 96 % BMP Summary eerrormance uoai summery BMP Volume Volume Volume Volume Percent BMP Name Capacity Recieved Retained Outflow Retained M (ft3) (ft3) (ft3) (ft3) 1 - Bioretention basin (with underdrain) 1803 3589 1803 1786 50 2 - Bioretention basin (with underdrain) 125 1 559 1 125 434 22 Safl Baffle w/sump 3 1786 3 1783 0 annuai volume Summery Volume Volume From Volume Volume Percent From Direct Upstream Retained outflow Retained BMP Name Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (acre-ft) 1 - Bioretention basin (with underdrain) 1.9297 0.2594 0.6134 1.5757 28 2 - Bioretention basin (with underdrain) 0.3151 0 0.0557 0.2594 18 Safi Baffle w/sump 0 1.5757 0 1.5757 0 Particulate Phosphorus Summary Load From Load From BMP Name Direct Upstream Load Outflow Percent Watershed BMPs Retained Load Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.866 0.0233 0.7613 0.128 86 2 - Bioretention basin (with underdrain) 0.1414 0 1 0.1181 0.0233 84 Safl Baffle w/sump 0 0.128 1 0.0832 1 0.0448 65 Dissolved Phosphorus Summary Load From Load From BMP Name Direct Upstream Load Outflow Percent Watershed BMPs Retained Load Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.7086 0.088 0.5248 0.2718 66 2 - Bioretention basin (with underdrain) 0.1157 0 0.0277 1 0.088 24 Safl Baffle w/sump 0 1 0.2718 1 0 1 0.2718 0 TSS Summary Load From Load From BMP Name Direct Upstream Load Outflow Percent Watershed BMPs Retained Load Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 286.05 15.38 214.64 86.79 71 2 - Bioretention basin (with underdrain) 46.71 0 31.33 15.38 67 Safl Baffle w/sump 0 86.79 78.11 8.6800000000 90 BMP Schematic 2 - Bioretenhon basin (with underdrain) 1 - Bioretention basin (with underdrain) Other SO Baffle w/sump Project Information Calculator Version: Project Name: User Name / Company Name: Date: Project Description: Construction Permit? Site Information Retention Requirement (inches) Site's Zip Code: Annual Rainfall (inches): Phosphorus EMC (mg/1): TSS EMC (mg/1): Total Site Area Version 3: January 2017 Chanhassen, MN Panera Panera, LLC 11-30-17 Panera, LLC is looking to construct a +/- 4,000 SF building with drive-thru and sufficient parking to meet code. Yes .55 55317 29.9 0.3 54.5 Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.52 0.52 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.45 Site Areas Routed to BMPs Land Cover A Soils B Soils C Soils D Soils Total (acres) (acres) (acres) (acres) (acres) Forest/Open Space - Undisturbed, protected 0 forest/open space or reforested land Managed Turf - disturbed, graded for yards or 0.47 0.47 other turf to be mowed/managed Impervious Area (acres) 0.93 Total Area (acres) 1.4 Summary Information Performance Goal Requirement Performance goal volume retention requirement: 1857 ft3 Volume removed by BMPs towards performance goal: 1857 ft3 Percent volume removed towards performance goal 100 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.2728 acre-ft Annual runoff volume removed by BMPs: 0.6793 acre-ft Percent annual runoff volume removed: 30 `yD Post development annual particulate P load: 1.02 Ibs Annual particulate P removed by BMPs: 0.88 Ibs Post development annual dissolved P load: 0.835 Ibs Annual dissolved P removed by BMPs: 0.554 Ibs Percent annual total phosphorus removed: 77 `yD Post development annual TSS load: 336.9 Ibs Annual TSS removed by BMPs: 246.5 Ibs Percent annual TSS removed: 73 % BMP Summary xertormance uoai Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) percent Retained (%) 1803 12S 3 1732 280 0 1732 125 0 0 155 0 100 45 0 1 - Bioretention basin (with underdrain) 2 - Bioretention basin (with underdrain) Safi Baffle w/sump knnuai volume summary Volume Volume From Volume Volume Percent From Direct Upstream Retained outflow Retained BMP Name Watershed BMPs (acre-ft) (acre-ft) (%) (acre-ft) (acre-ft) 1.9297 0.3151 0 0.2594 0 1.5654 0.6236 0.0557 0 1.5655 0.2594 1.5654 28 18 0 1 - Bioretention basin (with underdrain) 2 - Bioretention basin (with underdrain) Safl Baffle w/sump Particulate Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percent Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.866 0.0233 0.7621 0.1272 86 2 - Bioretention basin (with underdrain) 0.1414 0 0.1181 0.0233 84 Safl Baffle w/sump 0 0.1272 0 0.1272 0 Dissolved Phosphorus Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percent Watershed BMPs Retained (%) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 0.7086 0.088 0.5266 0.27 66 2 - Bioretention basin (with underdrain) 0.1157 0 0.0277 0.088 24 Safl Baffle w/sump 0 0.27 0 0.27 0 TSS Summary Load From Load From Load Outflow BMP Name Direct Upstream Retained Load Percent Watershed BMPs Retained (°�) (Ibs) (Ibs) (Ibs) (Ibs) 1 - Bioretention basin (with underdrain) 286.05 15.38 215.21 86.22 71 2 - Bioretention basin (with underdrain) 46.71 0 31.33 15.38 67 Safl Baffle w/sump 0 86.22 0 86.22 0 BMP Schematic APPENDIX H Geotechnical Evaluation Report Chanhassen Restaurant Development 531 West 791h Street Chanhassen, Minnesota CEI Engineering Associates, Inc. Professional Certification: I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. &aniel.E Associate Principal — Principal Engi License Number: 42729 June 22, 2017 Project B1702295 Braun Intertec Corporation B R A U N Braun Intertec Corporation Phone: 952.995.2000 11001 Hampshire Avenue S Fax: 952.995.2020 NTERTE C Minneapolis, MN 55438 web: braunintertec.com The Science You Build On. June 22, 2017 Mr. Alan Catchpool CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd Mendota Heights, MN 55120 Re: Geotechnical Evaluation Chanhassen Restaurant Development 531 West 79th Street Chanhassen, Minnesota Dear Mr. Catchpool: Project B1702295 We are pleased to present this Geotechnical Evaluation Report for the Chanhassen Restaurant Development site. Thank you for making Braun Intertec your geotechnical consultant for this project. If you have questions about this report, or if there are other services that we can provide in support of our work to date, please contact Richard Fritz at 651.487.7079 (rfritz@braunintertec.com) Sincerely, BRAUN INTERTEC CORPORATION Richard J. Fr tz, EIT Staff Engineer Daniel B. Mahrt, PE Associate Principal — Principal Engineer Table of Contents Description Page A. Introduction......................................................................................................................................1 A.1. Project Description..............................................................................................................1 A.2. Site Conditions and History .................................................................................................2 A.3. Purpose................................................................................................................................2 A.4. Background Information and Reference Documents..........................................................3 A.S. Scope of Services.................................................................................................................3 B. Results ..............................................................................................................................................4 B.1. Geologic Overview..............................................................................................................4 B.2. Boring Results......................................................................................................................5 B.3. Groundwater.......................................................................................................................5 B.4. Laboratory Test Results.......................................................................................................6 C. Recommendations...........................................................................................................................6 C.1. Design and Construction Discussion...................................................................................6 C.l.a. Building Support .....................................................................................................6 C.1.b. Reuse of On -site Soils.............................................................................................7 C.l.c. Groundwater..........................................................................................................7 C.1.d. Construction Disturbance.......................................................................................7 C.1.e. Pavement...............................................................................................................7 C.2. Site Grading and Subgrade Preparation..............................................................................8 C.2.a. Building Subgrade Excavations...............................................................................8 C.2.b. Excavation Oversizing.............................................................................................9 C.2.c. Excavated Slopes....................................................................................................9 C.2.d. Excavation Dewatering.........................................................................................10 C.2.e. Pavement and Exterior Slab Subgrade Preparation.............................................10 C.2.f. Pavement Subgrade Proofroll..............................................................................11 C.2.g. Engineered Fill Materials and Compaction..........................................................11 C.2.h. Special Inspections of Soils...................................................................................12 C.3. Spread Footings.................................................................................................................13 CAInterior Slabs.....................................................................................................................13 C.4.a. Subgrade Modulus...............................................................................................13 C.4.b. Moisture Vapor Protection..................................................................................14 C.S. Frost Protection.................................................................................................................14 C.S.a. General.................................................................................................................14 C.S.b. Frost Heave Mitigation.........................................................................................14 C.6. Pavements and Exterior Slabs...........................................................................................16 C.6.a. Design Sections....................................................................................................16 C.6.b. Bituminous Pavement Materials..........................................................................16 C.6.c. Subgrade Drainage...............................................................................................16 C.6.d. Performance and Maintenance...........................................................................17 C.7. Utilities..............................................................................................................................17 C.7.a. Subgrade Stabilization..........................................................................................17 C.7.b. Corrosion Potential..............................................................................................18 C.B. Stormwater........................................................................................................................18 C.9. Equipment Support ...........................................................................................................19 D. Procedures......................................................................................................................................19 BRAUN INTERTEC Table of Contents(continued) Description 1S D.1. Penetration Test Borings ........................................................................................ --- D.2. L�0a-------.--------'--'--------'---------'-'---'-- ------ l9 O\3.a. Log mfBoring Sheets -------.-_—_._--._--'-------'--'--'' 2O 0�� Organic Vapor --..---.--.---'—''--'--'--'---'----- �� D��c - Origins �� 0'3. %Mmteha|[|ass��catimnand Testing ----_..-----'^---..---.---------------'— �� O'3.a. ��isua|and MNanua|�]ass�caton.—.-_—_--_.------------_----~-- �� D.3.b. Laboratory Testing -------.---_—_------------------------'' �� D.4. GnmundwvaterhNeasmran1ents--------------_---'---.'-~—''--~--------- -..�1 E. Qualifications 3� E'1' Va�atimmsinSubsur�ceCond��nns--__-_...----..------~—'-------------' �1 K�1.a. *�ater�|Strata ------_—_-------'-----'---------''-------'--' 3� ��1.k� ��nmundwvaterLexe�---.--.—_--_-_--------'------'-'-------' E'2. Continuity mfProfessional Responsibility.......................................................................... 22 E'2'a. Plan Review .......................................................................................................... -- 33 E.2.b` Construction Obsen�tonsand Testing ------_--..---_----..------ E.3. Use ofReport ..................................................................................................................... -- �� E.� Standard ofCare --'—_-_------_-'----'-'^---^--------'-'-------' Appendix Soil Boring Location Sketch Log PfBoring Sheets ST-1 to ST-6 BRAUN INTERTEC A. Introduction A.1. Project Description This Geotechnical Evaluation Report addresses the design and construction of a proposed fast food restaurant located at 531 West 791h Street in Chanhassen, Minnesota. The project will include the construction of a new single -story steel framed restaurant along with the associated parking lots and stormwater systems. Tables 1 and 2 provide project details. Table 2. Building Description Aspect Description Below grade levels None (Assumed) Above grade levels One (Provided) Lowest level floor elevation 950 (Assumed) Column loads (kips) 75 (Assumed) Wall loads (kips/foot) 5 (Assumed) Nature of construction Steel Framed (Assumed) Cuts or fills for buildings Less than 2 feet (Assumed) Tolerable building settlement One Inch (Assumed) Table 2. Site Aspects and Grading Description Aspect Description Pavement type(s) Bituminous Assumed Pavement loads Light -duty: 50,000 ESALs' Heavy-duty: 100,000 ESALs' Grade changes Less than 2 feet (Assumed) 'Equivalent 18,000-lb single axle loads based on 20-year design. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 2 A.2. Site Conditions and History Currently, the site exists as the Chanhassen Inn, a 2-story slab on grade hotel. Based on the historical imagery in the Phase 1 ESA the site was undeveloped until the hotel was constructed in the early 1980's. Current grades on the site are relatively flat ranging from 948 to 950. Photoeraoh 1. Aerial Photograph of the Site in 2016 Photograph provided by Google Earth. A.3. Purpose The purpose of our geotechnical evaluation was to characterize subsurface geologic conditions at selected exploration locations and evaluate their impact on the design and construction of the proposed fast food restaurant. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 3 A.4. Background Information and Reference Documents We reviewed the following information: ■ Preliminary Site Layout provided by CEI. ■ Previous geotechnical report prepared by Giles Engineering Associates, Inc. and dated February 3, 2016 for the adjacent site. ■ Communications with Alan Catchpool of CEI regarding general information about the proposed construction. ■ Phase I Environmental Site Assessment prepared by Braun Intertec and dated April 6, 2017. In addition to the provided sources, we have used several publicly available sources of information including: ■ Surficial Geologic Atlas of Carver County, Minnesota. ■ Aerial Imagery of the site available through Google Earth. ■ Ground surface elevations collected via LiDAR technology by the Minnesota Department of Natural Resources. We have described our understanding of the proposed construction and site to the extent others reported it to us. Depending on the extent of available information, we may have made assumptions based on our experience with similar projects. If we have not correctly recorded or interpreted the project details, the project team should notify us. New or changed information could require additional evaluation, analyses and/or recommendations. A.S. Scope of Services We performed our scope of services for the project in accordance with our Proposal for a Geotechnical Evaluation to CEI Engineering Associates, Inc., dated March 3, 2016, and authorized on April 17, 2017. The following list describes the geotechnical tasks completed in accordance with our authorized scope of services. ■ Reviewing the background information and reference documents previously cited. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 4 ■ Staking and clearing the exploration location of underground utilities. We acquired the surface elevations and locations with GPS technology using the State of Minnesota's permanent GPS base station network. The Soil Boring Location Sketch included in the Appendix shows the approximate locations of the borings. • Performing six standard penetration test (SPT) borings, denoted as ST-1 to ST-6, to nominal depths of 15 to 25 feet below grade across the site. Due to environmental sampling requirements, ST-6 was drilled to 40 feet. ■ Performing laboratory testing on select samples to aid in soil classification and engineering analysis. • Perform engineering analysis including bearing capacity and settlement analysis. ■ Preparing this report containing a boring location sketch, logs of soil borings, a summary of the soils encountered, results of laboratory tests, and recommendations for structure and pavement subgrade preparation and the design of foundations, floor slabs, exterior slabs, utilities, stormwater improvements and pavements. Our authorized scope of services for the project also included a Phase 1 and Phase II ESA. We submitted these reports separately. B. Results 13.1. Geologic Overview The Carver county geologic atlas indicates that the site is likely underlain with clayey glacial till soils. We based the geologic origins used in this report on the soil types, laboratory testing, and available common knowledge of the geological history of the site. Because of the complex depositional history, geologic origins can be difficult to ascertain. We did not perform a detailed investigation of the geologic history for the site. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 5 B.2. Boring Results Table 3 provides a summary of the soil boring results, in the general order we encountered the strata. Please refer to the Log of Boring sheets in the Appendix for additional details. The Descriptive Terminology sheets in the Appendix include definitions of abbreviations used in Table 3. Table 3. Subsurface Profile Summary* Soil Type - ASTM Range of Penetration Strata Classification Resistances Commentary and Details Pavement Overall thickness ranges from 8 1/2 to 12 inches. section Bituminous thickness 3 to 4 inches. ■ Aggregate base is 5 to 8 inches. • Dark brown to black. Topsoil fill CL NA N Thicknesses at boring locations varied from 1.3 to 4 feet. • Generally moist to wet. Fill CL 3 to 7 BPF N Thicknesses at boring locations varied from 1 to 4 feet. ■ General penetration resistance of 9 to 11 BPF. Glacial CL 4 to 20 BPF 8 Variable amounts of gravel; may contain cobbles deposits and boulders. ■ Generally moist to wet. *Abbreviations defined in the attached Descriptive Terminology sheets. For simplicity in this report, we define existing fill to mean existing, uncontrolled or undocumented fill. B.3. Groundwater Table 4 summarizes the depths where we observed groundwater; the attached Log of Boring sheets in the Appendix also include this information and additional details. Water was not observed in all borings while drilling. Groundwater may take days or longer to reach equilibrium in the boreholes and we immediately backfilled the boreholes, in accordance with our scope of work. Water observed in ST-6 was observed in a temporary well 24 hours after drilling, it is likely that the groundwater elevation across the site is close to that observed in ST-6. B RAU N INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 6 Table 4. Groundwater Summary Measured or Estimated Corresponding Surface Depth to Groundwater Groundwater Elevation Location Elevation (ft) (ft) ST-1 948.5 NA* ST-2 947.8 NA* -" ST-3 948.9 20 928.9 ST-4 948.0 NA* -- ST-5 947.6 NA* -- ST-6 948.3 4.5* * 943.8 *Water not observed while drilling. **Water Observed in Temporary well 24 hours after drilling. BA Laboratory Test Results The boring logs show the results of laboratory testing we performed, next to the tested sample depth. The moisture content of the sandy clay varied from approximately 18 to 27 percent, indicating that the material was likely wet of its probable optimum moisture content. Liquid limits determined for the glacial till ranged from 28 to 32; plastic limits ranged from 16 to 18. These results indicate that the glacial till is lean clay. C. Recommendations C.1. Design and Construction Discussion C.1.a. Building Support Based on the results of our subsurface exploration and evaluation, spread footing foundations bearing on the native soils can support the proposed structure, after performing typical subgrade preparation. Typical subgrade preparation includes removing existing fill, topsoil or organic soils, structures and any soft clays directly below the footings. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 7 This will typically require an excavation of about 4 feet below grade to remove the existing fill. Additional subexcavation or stabilization will likely be needed below that level to stabilize excavation bottoms. CA.b. Reuse of On -site Soils The soils on this site consist primarily of wet clay soils. While those materials can be reused as fill, they will typically require significant drying, which can add considerable time and cost to the construction process. Contractors should be prepared to either dry the on -site soils or import suitable materials to use for fill. This may require the excavated on -site wet clay materials to be exported. CA.c. Groundwater Based on the depth of groundwater it is likely that water will be encountered in excavations extending deeper than 4 feet. If water enters an excavation it should be removed. Sumps and pumps can be considered for the removal of groundwater in cohesive materials such as clays. CAA Construction Disturbance The contractor should note the on -site, silty and clayey soils are highly susceptible to disturbance due to repeated construction traffic. Disturbance of these soils may cause areas that were previously prepared, or that were suitable for pavement or structure support, to become unstable and require moisture conditioning and compaction. Subcutting and replacing the disturbed material with crushed, coarse gravel, free of fines is also an alternative. The contractor should use means and methods to limit disturbance of the soils. C.i.e. Pavement The paved areas of the site were previously parking lots and we understand the current project plan includes only minor grade changes. Limited correction and surface compaction of the subgrade is an acceptable approach provided the subgrade passes a proofroll. Areas of the pavement that currently exhibit distress would likely require subcuts that are more extensive. BRAUN I NTE RTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 8 C.2. Site Grading and Subgrade Preparation C.2.a. Building Subgrade Excavations We recommend removing unsuitable materials from below the proposed building footings and their one to one oversizing area. We define unsuitable materials as existing fill, frozen materials, organic soils, existing structures, existing utilities, vegetation, and soft clay soils. Table 5 shows the anticipated excavation depths and bottom elevations for each of the borings. Table 5. Building Excavation Depths Location Approximate Surface Elevation (ft) Anticipated Excavation Depth (ft) Anticipated Bottom Elevation (ft) Anticipated Depth Below Floor (ft) ST-1 948.5 4 944 1/2 5 1/2 ST-2 947.8 4-7 * 940 % - 943 1/2 6 % - 9 1/2 ST-3 948.9 4-7* 941 % - 944 1/2 5 % - 8 % ST-4 948.0 1 947 3 *Soft, wet clay soils are present below the fill in these locations. Additional subexcavation or stabilization with crushed stone should be expected at these locations. Excavation depths will vary between the borings. Portions of the excavations may also extend deeper than indicated by the borings. A geotechnical representative should observe the excavations to make the necessary field judgments regarding the suitability of the exposed soils. The contractor should use equipment and techniques to minimize soil disturbance. The soils on this site are wet and will be easily disturbed by construction equipment. We recommend that remote excavation equipment equipped with a smooth -edged bucket be used to excavate below depths of about 3 feet. We recommend placing a minimum of 6 inches of sand or gravel stabilization layer (as defined in Section C.2.g) in the base of footing excavations to reduce disturbance of the bearing soils, and allow placement of footing forms and reinforcing. If seepage into the footings is encountered this sand and gravel layer may need to be increased to 1 foot thick, and sumps should be installed at periodic intervals in the footing excavations to allow removal of water. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 9 C.2.b. Excavation Oversizing When removing unsuitable materials below structures or pavements, we recommend the excavation extend outward and downward at a slope of 1H:1V (horizontal:vertical) or flatter. See Figure 1 for an illustration of excavation oversizing. Figure 1. Generalized Illustration of Oversizing F.�APPSJ.C40l�D.bi.VE+U�'�T10M-OVER` IG U.q AfOR'.F?iRG15912 A7 Z; 1. Engineered fill as defined in C.3 2. Excavation oversizing minimum of 1 to 1 (horizontal to vertical) slope or flatter 3. Engineered fill as required to meet pavement support or landscaping requirements as defined in C.3 4. Backslope to OSHA requirements EXCAVATION BACKSLOPE _I -r : ,_I ; -- \\ O3-1-1!I--I-, III O \� 4 EXISTING SOILS SUITABLE EXCAVATION BOTTOM AS DETERMINED IN THE FIELD EXCAVATION OVERSIZING SKETCH NOT TO SCALE C.2.c. Excavated Slopes Based on the borings, we anticipate on -site soils in excavations will consist of lean clay soils. These soils are typically considered Type C Soil under OSHA (Occupational Safety and Health Administration) guidelines. OSHA guidelines indicate unsupported excavations in Type C soils should have a gradient no steeper than 1 %H:1V. Slopes constructed in this manner may still exhibit surface sloughing. OSHA requires an engineer to evaluate slopes or excavations over 20 feet in depth. BRAVN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 10 An OSHA -approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, "Excavations and Trenches." This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. CIA Excavation Dewatering We recommend removing groundwater from the excavations. Project planning should include temporary sumps and pumps for excavations in low -permeability soils, such as clays. We anticipate that excavations deeper than about 4 feet will encounter seepage and will require dewatering. C.2.e. Pavement and Exterior Slab Subgrade Preparation We recommend the following steps for pavement and exterior slab subgrade preparation, understanding the site will have a grade change of 2 feet or less. Note that project planning may need to require additional subcuts to limit frost heave. Strip unsuitable soils consisting of topsoil, organic soils, peat, vegetation, existing structures and pavements from the area, within 3 feet of the surface of the proposed pavement grade. 2. Have a geotechnical representative observe the excavated subgrade to evaluate if additional subgrade improvements are necessary. 3. Slope subgrade soils to areas of sand or drain tile to allow the removal of accumulating water. 4. Scarify, moisture condition and compact the subgrade to at least 100 percent of Standard Proctor density. 5. Place pavement engineered fill to grade and compact in accordance with Section C.2.g to bottom of pavement and exterior slab section. See Section C.5 for additional considerations related to frost heave. 6. Proofroll the pavement or exterior slab subgrade as described in Section C.2.f. As an option, to improve long-term pavement performance, we recommend incorporating 12 to 18 inches of free draining engineered fill in paved areas, in addition to the recommendations above, as a sand subbase. Note, we recommend sloping subgrade soils to promote drainage and removal of accumulated water. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 11 C.2.f. Pavement Subgrade Proofroll After preparing the subgrade as described above and prior to the placement of the aggregate base, we recommend proofrolling the subgrade soils with a fully loaded tandem -axle truck. We also recommend having a geotechnical representative observe the proofroll. Areas that fail the proofroll likely indicate soft or weak areas that will require additional soil correction work to support pavements. The contractor should correct areas that display excessive yielding or rutting during the proofroll, as determined by the geotechnical representative. Possible options for subgrade correction include moisture conditioning and recompaction, subcutting and replacement with soil or crushed aggregate, chemical stabilization and/or geotextiles. We recommend performing a second proofroll after the aggregate base material is in place, and prior to placing bituminous or concrete pavement. C.2.g. Engineered Fill Materials and Compaction Table 6 below contains our recommendations for engineered fill materials. Table 6. Engineered Fill Materials* Engineered Fill Possible Soil Type Additional Locations To Be Used Classification Descriptions Gradation Requirements ■ Below foundations Structural fill SP, SM, CL 100% passing 2-inch sieve < 2% Organic Content (OC) ■ Below interior slabs ■ Drainage layer ■ Non -frost- ■ Free -draining 100% passing 1-inch sieve susceptible ■ Non -frost- GP, GW, SP, SW < 50% passing #40 sieve < 2% OC ■ Stabilization layer susceptible fill < 5% passing #200 sieve over soft/wet clays. <2%OC Pavements Pavement fill SP, SM, SC, CL 100% passing 3-inch sieve pl < 15% Below landscaped surfaces, where Non-structural fill SP, SM, SC, CL 100% passing 6-inch sieve < 10% OC subsidence is not a concern ' Engineered fill materials should satisfy the approved Response Action Plan (RAP), or applicable environmental requirements. • More select soils comprised of coarse sands with < 5% passing #200 sieve may be needed to accommodate work occurring in periods of wet or freezing weather. Please note that a sand or gravel stabilization layer will be required over soft or wet clays as noted in Table 6. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 12 We recommend spreading engineered fill in loose lifts of approximately 8 inches thick. We recommend compacting engineered fill in accordance with the criteria presented below in Table 7. The project documents should specify relative compaction of engineered fill, based on the structure located above the engineered fill, and vertical proximity to that structure. Table 7. Compaction Recommendations Summary Relative Moisture Content Variance from Optimum, Compaction, percent percentage points < 12% Passing #200 Sieve > 12% Passing #200 Sieve (ASTM D698 — Reference Standard Proctor) (typically SP, SP-SM) (typically CL, SC, ML, SM) Below foundations and gg ±3 -1 to +3 oversizing zones Below interior slabs 98 ±3 -1 to +3 Within 3 feet of 100 ±3 -1 to +3 pavement subgrade More than 3 feet below 95 +3 +3 pavement subgrade Below landscaped 90 +5 ±4 surfaces 'Increase compaction requirement to meet compaction required for structure supported by this engineered fill. The project documents should not allow the contractor to use frozen material as engineered fill or to place engineered fill on frozen material. Frost should not penetrate under foundations during construction. We recommend performing density tests in engineered fill to evaluate if the contractors are effectively compacting the soil and meeting project requirements. C.2.h. Special Inspections of Soils We recommend including the site grading and placement of engineered fill within the building pad under the requirements of Special Inspections, as provided in Chapter 17 of the International Building Code, which is part of the Minnesota State Building Code. Special Inspection requires observation of soil conditions below engineered fill or footings, evaluations to determine if excavations extend to the anticipated soils, and if engineered fill materials meet requirements for type of engineered fill and compaction condition of engineered fill. A licensed geotechnical engineer should direct the Special Inspections of site grading and engineered fill placement. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 13 The purpose of these Special Inspections is to evaluate whether the work is in accordance with the approved Geotechnical Report for the project. Special Inspections should include evaluation of the subgrade, observing preparation of the subgrade (surface compaction or dewatering, excavation oversizing, placement procedures and materials used for engineered fill, etc.) and compaction testing of the engineered fill. C.3. Spread Footings Table 8 below contains our recommended parameters for foundation design. Table 8. Recommended Spread Footing Design Parameters Item Description Maximum net allowable bearing pressure (psf) 2000 Minimum factor of safety for bearing capacity failure 3.0 Minimum width (inches) 24 (Continuous footings) 36 (Isolated footings) Minimum embedment below final exterior grade for heated structures (inches) 42 Minimum embedment below final exterior grade for unheated structures or for footings not protected from freezing temperatures during construction (inches) 60 Total estimated settlement (inches) Less than 1 inch Differential settlement Typically about 2/3 of total settlement* * Actual differential settlement amounts will depend on final loads and foundation layout. When tying into the existing buildings, the total settlement of this new building will be differential to the existing building. We can evaluate differential settlement based on final foundation plans and loadings. CA Interior Slabs C.4.a. Subgrade Modulus The anticipated floor subgrade is lean clay fill soils. We recommend using a modulus of subgrade reaction, k, of 100 pounds per square inch per inch of deflection (pci) to design the slabs. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 14 If the slab design requires placing 6 inches of compacted crushed aggregate base immediately below the slab, the slab design may increase the k-value by 50 pci. We recommend that the aggregate base materials be free of bituminous. In addition to improving the modulus of subgrade reaction, an aggregate base facilitates construction activities and is less weather sensitive. C.4.b. Moisture Vapor Protection Excess transmission of water vapor could cause floor dampness, certain types of floor bonding agents to separate, or mold to form under floor coverings. If project planning includes using floor coverings or coatings, we recommend placing a vapor retarder or vapor barrier immediately beneath the slab. We also recommend consulting with floor covering manufacturers regarding the appropriate type, use and installation of the vapor retarder or barrier to preserve warranty assurances. C.S. Frost Protection C.5.a. General Lean clay will underlie all or some of the exterior slabs, as well as pavements. We consider lean clay moderately to highly frost susceptible. Soils of this type can retain moisture and heave upon freezing. In general, this characteristic is not an issue unless these soils become saturated, due to surface runoff or infiltration, or are excessively wet in situ. Once frozen, unfavorable amounts of general and isolated heaving of the soils and the surface structures supported on them could develop. This type of heaving could affect design drainage patterns and the performance of exterior slabs and pavements, as well as any isolated exterior footings and piers. Note that general runoff and infiltration from precipitation are not the only sources of water that can saturate subgrade soils and contribute to frost heave. Roof drainage and irrigation of landscaped areas in close proximity to exterior slabs, pavements, and isolated footings and piers, contribute as well. C.5.b. Frost Heave Mitigation To address most of the heave related issues, we recommend setting general site grades and grades for exterior surface features to direct surface drainage away from buildings, across large paved areas and away from walkways. Such grading will limit the potential for saturation of the subgrade and subsequent heaving. General grades should also have enough "slope" to tolerate potential larger areas of heave, which may not fully settle after thawing. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 15 Even small amounts of frost -related differential movement at walkway joints or cracks can create tripping hazards. Project planning can explore several subgrade improvement options to address this condition. One of the more conservative subgrade improvement options to mitigate potential heave is removing any frost -susceptible soils present below the exterior slab areas down to a minimum depth of 5 feet below subgrade elevations. We recommend filling the resulting excavation with non -frost -susceptible fill. We also recommend sloping the bottom of the excavation toward one or more collection points to remove any water entering the engineered fill. This approach will not be effective in controlling frost heave without removing the water. An important geometric aspect of the excavation and replacement approach described above is sloping the banks of the excavations to create a more gradual transition between the unexcavated soils considered frost susceptible and the engineered fill in the excavated area, which is not frost susceptible. The slope allows attenuation of differential movement that may occur along the excavation boundary. We recommend slopes that are 3H:1V, or flatter, along transitions between frost -susceptible and non - frost -susceptible soils. Figure 2 shows an illustration summarizing some of the recommendations. Figure 2. Frost Protection Geometry Illustration PAVEMENT OR SLAB FROST DEPTH NON -FROST -SUSCEPTIBLE FILL SLOPE TO DRAIN TILE WHERE SUBGRADE WOULD COLLECT WATER i FROST -SUSCEPTIBLE MATERIALS DRAIN TILE ROUTED TO SUITABLE DISPOSAL SITE WHEN SUBGRADE WOULD COLLECT WATER 33H:1V SLOPE IN TRANSITIONS BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 16 Another option is to limit frost heave in critical areas, such as doorways and entrances, via frost -depth footings or localized excavations with sloped transitions between frost -susceptible and non -frost - susceptible soils, as described above. Over the life of slabs and pavements, cracks will develop and joints will open up, which will expose the subgrade and allow water to enter from the surface and either saturate or perch atop the subgrade soils. This water intrusion increases the potential for frost heave or moisture -related distress near the crack or joint. Therefore, we recommend implementing a detailed maintenance program to seal and/or fill any cracks and joints. The maintenance program should give special attention to areas where dissimilar materials abut one another, where construction joints occur and where shrinkage cracks develop. CA Pavements and Exterior Slabs C.6.a. Design Sections Our scope of services for this project did not include laboratory tests on subgrade soils to determine an R-value for pavement design. Based on our experience with similar sandy clay soils anticipated at the pavement subgrade elevation, we recommend pavement design assume an R-value of 12. Note the contractor may need to perform limited removal of unsuitable or less suitable soils to achieve this value. Table 9 provides recommended pavement sections, based on the soils support and traffic loads. Table 9. Recommended Bituminous Pavement Sections Use Light Duty I Heavy Duty Minimum asphalt 3 1/2 thickness (inches) Minimum aggregate base thickness 8 (inches) C.6.b. Bituminous Pavement Materials Appropriate mix designs are critical to the performance of flexible pavements. We can provide recommendations for pavement material selection during final pavement design. C.6.c. Subgrade Drainage We recommend installing perforated drainpipes throughout pavement areas at low points, around catch basins, and behind curb in landscaped areas. We also recommend installing drainpipes along pavement and exterior slab edges where exterior grades promote drainage toward those edge areas. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 17 The contractor should place drainpipes in small trenches, extended at least 8 inches below the granular subbase layer, or below the aggregate base material where no subbase is present. C.6.d. Performance and Maintenance We based the above pavement designs on a 20-year performance life for bituminous. This is the amount of time before we anticipate the pavement will require reconstruction. This performance life assumes routine maintenance, such as seal coating and crack sealing. The actual pavement life will vary depending on variations in weather, traffic conditions and maintenance. It is common to place the non -wear course of bituminous and then delay placement of wear course. For this situation, we recommend evaluating if the reduced pavement section will have sufficient structure to support construction traffic. Many conditions affect the overall performance of the exterior slabs and pavements. Some of these conditions include the environment, loading conditions and the level of ongoing maintenance. With regard to bituminous pavements in particular, it is common to have thermal cracking develop within the first few years of placement, and continue throughout the life of the pavement. We recommend developing a regular maintenance plan for filling cracks in exterior slabs and pavements to lessen the potential impacts for cold weather distress due to frost heave or warm weather distress due to wetting and softening of the subgrade. C.7. Utilities C.7.a. Subgrade Stabilization Earthwork activities associated with utility installations located inside the building area should adhere to the recommendations in Section C.2.g. For exterior utilities, we anticipate the soils at typical invert elevations will be suitable for utility support. However, if construction encounters unfavorable conditions such as soft clay, organic soils or perched water at invert grades, the unsuitable soils may require some additional subcutting and replacement with sand or crushed rock to prepare a proper subgrade for pipe support. Project design and construction should not place utilities within the 1H:1V oversizing of foundations. BRAIN I NTE RTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 18 C.7.b. Corrosion Potential Based on our experience, the soils encountered by the borings are moderately corrosive to metallic conduits, but only marginally corrosive to concrete. We recommend specifying non -corrosive materials or providing corrosion protection, unless project planning chooses to perform additional tests to demonstrate the soils are not corrosive. C.8. Stormwater We estimated infiltration rates for some of the soils we encountered in our soil borings, as listed in Table 10. These infiltration rates represent the long-term infiltration capacity of a practice and not the capacity of the soils in their natural state. Field testing, such as with a double -ring infiltrometer (ASTM D3385), may justify the use of higher infiltration rates. However, we recommend adjusting field test rates by the appropriate correction factor, as provided for in the Minnesota Stormwater Manual or as allowed by the local watershed. We recommend consulting the Minnesota Stormwater Manual for stormwater design. Ir &.1 9n C♦i..,�+.A nocicn Infiltrntinn Rates Based on Soil Classification I OUM lW. .......... Infiltration Rate' Soil Type (inches/hour) Clayey sands and clays 0.06 ' From Minnesota Stormwater Manual. Rates may differ at individual sites. Fine-grained soils (silts and clays), topsoil or organic matter that mixes into or washes onto the soil will lower the permeability. The contractor should maintain and protect infiltration areas during construction. Furthermore, organic matter and silt washed into the system after construction can fill the soil pores and reduce permeability over time. Proper maintenance is important for long-term performance of infiltration systems. This geotechnical evaluation does not constitute a review of site suitability for stormwater infiltration or evaluate the potential impacts, if any, from infiltration of large amounts of Stormwater. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B170229S June 22, 2017 Page 19 C.9. Equipment Support The recommendations included in the report may not be applicable to equipment used for the construction and maintenance of this project. We recommend evaluating subgrade conditions in areas of shoring, scaffolding, cranes, pumps, lifts and other construction equipment prior to mobilization to determine if the exposed materials are suitable for equipment support, or require some form of subgrade improvement. We also recommend project planning consider the effect that loads applied by such equipment may have on structures they bear on or surcharge — including pavements, buried utilities, below -grade walls, etc. We can assist you in this evaluation. D. Procedures D.1. Penetration Test Borings We drilled the penetration test borings with a truck -mounted core and auger drill equipped with hollow - stem auger. We performed the borings in general accordance with ASTM D6151 taking penetration test samples at 2 1/2- or 5-foot intervals in general accordance to ASTM D1586. We collected thin -walled tube samples in general accordance with ASTM D1587 at selected depths. The boring logs show the actual sample intervals and corresponding depths. We also collected bulk samples of auger cuttings at selected locations for laboratory testing. We sealed penetration test boreholes meeting the Minnesota Department of Health (MDH) Environmental Borehole criteria with an MDH-approved grout. We will forward/forwarded a sealing record (or sealing records) for those boreholes to the Minnesota Department of Health Well Management Section. D.2. Exploration Logs D.2.a. Log of Boring Sheets The Appendix includes Log of Boring sheets for our penetration test borings. The logs identify and describe the penetrated geologic materials, and present the results of penetration resistance and other in -situ tests performed. The logs also present the results of organic vapor screening, laboratory tests performed on penetration test samples, and groundwater measurements. BRAVN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 20 We inferred strata boundaries from changes in the penetration test samples and the auger cuttings. Because we did not perform continuous sampling, the strata boundary depths are only approximate. The boundary depths likely vary away from the boring locations, and the boundaries themselves may occur as gradual rather than abrupt transitions. D.2.b. Organic Vapor Measurements We screened the material samples retrieved during drilling for the presence of organic vapors with a photoionization detector (PID) using both: (1) direct readings from each sample, and (2) the headspace method of analysis recommended in "Soil Sample Collection and Analysis Procedures," Minnesota Pollution Control Agency (MPCA) Petroleum Remediation Guidance Document 4-04 (September 2008). The PID is equipped with a 10.6 eV lamp and calibrated to an isobutylene standard, prior to the start of fieldwork. The materials encountered in the borings did not generate organic vapor concentrations above background levels. D.2.c. Geologic Origins We assigned geologic origins to the materials shown on the logs and referenced within this report, based on: (1) a review of the background information and reference documents cited above, (2) visual classification of the various geologic material samples retrieved during the course of our subsurface exploration, (3) penetration resistance, (4) laboratory test results, and (5) available common knowledge of the geologic processes and environments that have impacted the site and surrounding area in the past. D.3. Material Classification and Testing D.3.a. Visual and Manual Classification We visually and manually classified the geologic materials encountered based on ASTM D2488. When we performed laboratory classification tests, we used the results to classify the geologic materials in accordance with ASTM D2487. The Appendix includes a chart explaining the classification system we used. D.3.b. Laboratory Testing ix note most of the results of the laboratory tests performed on The exploration logs in the Append geologic material samples. The remaining laboratory test results follow the exploration logs. We performed the tests in general accordance with ASTM or AASHTO procedures. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 21 DA Groundwater Measurements The drillers checked for groundwater while advancing the penetration test borings, and again after auger withdrawal. We then filled the boreholes or allowed them to remain open for an extended period of observation, as noted on the boring logs. E. Qualifications E.1. Variations in Subsurface Conditions EA.a. Material Strata We developed our evaluation, analyses and recommendations from a limited amount of site and subsurface information. It is not standard engineering practice to retrieve material samples from exploration locations continuously with depth. Therefore, we must infer strata boundaries and thicknesses to some extent. Strata boundaries may also be gradual transitions, and project planning should expect the strata to vary in depth, elevation and thickness, away from the exploration locations. Variations in subsurface conditions present between exploration locations may not be revealed until performing additional exploration work, or starting construction. If future activity for this project reveals any such variations, you should notify us so that we may reevaluate our recommendations. Such variations could increase construction costs, and we recommend including a contingency to accommodate them. E.1.b. Groundwater Levels We made groundwater measurements under the conditions reported herein and shown on the exploration logs, and interpreted in the text of this report. Note that the observation periods were relatively short, and project planning can expect groundwater levels to fluctuate in response to rainfall, flooding, irrigation, seasonal freezing and thawing, surface drainage modifications and other seasonal and annual factors. BRAUN INTERTEC CEI Engineering Associates, Inc. Project B1702295 June 22, 2017 Page 22 E.2. Continuity of Professional Responsibility E.2.a. Plan Review We based this report on a limited amount of information, and we made a number of assumptions to help us develop our recommendations. We should be retained to review the geotechnical aspects of the designs and specifications. This review will allow us to evaluate whether we anticipated the design correctly, if any design changes affect the validity of our recommendations, and if the design and specifications correctly interpret and implement our recommendations. E.2.b. Construction Observations and Testing We recommend retaining us to perform the required observations and testing during construction as part of the ongoing geotechnical evaluation. This will allow us to correlate the subsurface conditions exposed during construction with those encountered by the borings and provide professional continuity from the design phase to the construction phase. If we do not perform observations and testing during construction, it becomes the responsibility of others to validate the assumption made during the preparation of this report and to accept the construction -related geotechnical engineer -of -record responsibilities. E.3. Use of Report This report is for the exclusive use of the addressed parties. Without written approval, we assume no responsibility to other parties regarding this report. Our evaluation, analyses and recommendations may not be appropriate for other parties or projects. EA Standard of Care In performing its services, Braun Intertec used that degree of care and skill ordinarily exercised under similar circumstances by reputable members of its profession currently practicing in the same locality. No warranty, express or implied, is made. BRAUN INTERTEC Appendix BRAUN INTERTEC FA20171I31702295A" APORT.4W201710:51:52 AM r � SAFARI C� aIAN m Cv ♦ GE G cP� t nZ 07 ° N�m�cn �cpZ 2 u� Z 5 1 5 ` BUFFALO UNDER DE)/ELOPMENT1 S*-s� (PROPOSED 6OIK-FIL-A) ` , �• GARBAGE---t-, � 5 � S' ' t' TRANSFORMER \l _ \ SHED x \ ST-3 J' \ STORM`NATER RETENTION POND $ �` /PPROX�MPj 0V`E� PRQ PR60R&��MB , B R AU N' I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-1 Geotechnical Evaluation Chanhassen Restaurant Development n LOCATION: See attached sketch. 531 West 79th Street Chanhassen, MN U a DRILLER: C. MCCLAIN METHOD: 3 1/4" HSA, Autohammer DATE: 4/25/17 SCALE: 1" = 4' 5 Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 4 948.5 0 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % FILL FILL: Lean Clay, dark bown, moist. — 947.2 1.3 FILL FILL: Sandy Lean Clay, trace of Gravel, with Sand _ layers, brown, wet. — 5 0.0 944.5 4.0 CL SANDY LEAN CLAY, trace of Gravel, brown, wet. i — (Glacial Till) 9 0.0 22 s_ — 8 0.0 939.5 9.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, — medium to rather stiff. 10 0.0 — 8 0.0 932.5 16.0 12 0.0 END OF BORING. Water not observed while drilling. G1'm7 me Boring then backfilled. Braun imenec uorporavon ST-1 page 1 of 1 BRAUN'" LOG OF BORING l► lrrnrr/" B RAU N'u INTERTEC LOG OF BORING Braun Project B1702295 BORING: ST-3 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4" HSA, Autohammer DATE: 4125117 SCALE: V = 4' Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 948.9 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % FILL FILL: Sandy Lean Clay, with roots, dark brown, moist. 7 0.1 944.9 4.0 CL SANDY LEAN CLAY, trace of Gravel, Sand layers at 10', brown, wet. (Glacial Till) 4 0.1 27 s_ 3 ' 7 0.0 i 9 0.0 937.9 11.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, _ medium to rather stiff. (Glacial Till) _ 9 0.0 18 LL=28%, PL=16%, PI=12% 9 0.0 6 0.0 An open triangle in _ the water level (WL) column _ indicates the depth at which — groundwater was observed while — drilling. 9 0.0 922.9 26.0 END OF BORING. i Water observed at 20 feet while drilling. Boring then grouted. i i - B1702295 Braun Intertec Corporation S i -3 page i or i B Rau w'" I NTF RTFC LOG OF BORING Braun Project B1702295 BORING: ST-4 Geotechnlcal Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1l4" HSA, Autohammer DATE: 4/25117 SCALE: 1" = 4' Elev. feet Depth feet Description of Materials BPF WL PID MC Tests or Notes 948.0 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm ova 947.2 0.8 PAV CL 3" bituminous over 7" aggregate base. SANDY LEAN CLAY, trace of Gravel, grey to brown, — moist to wet. — (Glacial Till) 5 0.0 i— > — 7 0.1 24 941.0 7.0 3 CL SANDY LEAN CLAY, trace of Gravel, brown, wet, medium to stiff. 7 0.0 (Glacial Till) 8 0.1 12 0.1 16 0.1 932.0 16.0 END OF BORING. s_ Water not observed while drilling. Boring then backflled with cuttings. 0 0 z V 7 A J D K1 Q A J Z Z Z s a CT-4 naoa 1 of 1 61702295 Braun iniercec Corporation {BRAVN" I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-5 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 0 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4" HSA, Autohammer DATE: 4125117 SCALE: 1" = 4' o Elev. Depth o feet feet Description of Materials BPF WL PID MC Tests or Notes c 948.6 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm % x 947.7 0.9 PAV 3" bituminous over 7 1/2 aggregate base. d_ o CL LEAN CLAY, trace of Gravel, brown, moist. d - (Glacial Till) c N — 6 0.0 20 0 o— c_ 1= m- 9 0.0 t3 941.6 7.0 a) CL LEAN CLAY, brown, wet, rather stiff. — (Glacial Till) 10 0.0 n 939.6 9.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, rather — stiff to stiff. (Glacial Till) 15 0.0 — 10 0.0 932.6 16.0 10 0.0 END OF BORING. Water not observed while drilling. Boring then backfilled with cuttings. B1702295 Braun Intertec Corporation ST-5 page 1 of1 LOG OF BORING B RAU H'" INTERTEC Braun Project B1702295 BORING: ST-6 Geotechnical Evaluation LOCATION: See attached sketch. Chanhassen Restaurant Development 531 West 79th Street s Chanhassen, MN DATE: q/25117 SCALE: 1" = 4' DRILLER: C. MCCLAIN METHOD: 3 1 /4" HSA, Autohammer Elev. Depth Description of Materials BPF WL PID MC Tests or Notes feet feet 0 948.3 0.0 Symbol (Soil-ASTM D2488 or D2487, Rock-USACE EM1110-1-2908) ppm o ° PAV 4" bituminous over 8" aggregate base. 947.3 1.0 FILL: Sandy Lean Clay, trace of Gravel, brown, moist. _ FILL 3 0.0 26 4.0 ]CL SANDY LEAN CLAY, trace of Gravel, with Sand layers _ from 12-15', brown, wet. 7 0.0 (Glacial l 18.0 CL SANDY LEAN CLAY, trace of Gravel, grey, wet, medium to stiff. (Glacial Till) > I— 11MMM 11 1 10.0 14 � 10.0 EMMI 7 1 10.0 MMMIJ M 0L 0 page 1 of 2 B RAU N' I NTE RTEC LOG OF BORING Braun Project B1702295 BORING: ST-6 Cont. Geotechnical Evaluation Chanhassen Restaurant Development LOCATION: See attached sketch. 531 West 79th Street Chanhassen, MN DRILLER: C. MCCLAIN METHOD: 3 1/4' HSA, Autohammer DATE: 4/25117 SCALE: 1" = 4' Elev. Depth feet feet Description of Materials BPF WL PID MC Tests or Notes 916.3 32.0 Symbol (Soil-ASTM D2488 or D2487, Rock -USAGE EM1110-1-2908) ppm % SANDY LEAN CLAY, trace of Gravel, grey, wet, medium to stiff. (Glacial Till) (continued) 12 0.0 13 0.0 907.3 41.0 END OF BORING. Water observed at 4 1/2 feet while drilling in temp well — on 4/26/2017. — Boring then grouted. B1702295 Braun Intertec Corporation ST-6 page 2 of 2 BRAUN I NTE RTEC Descriptive Terminology of .So.il Standard D 2487 I (Unified Soil Classification Systemssificatin of Soils for ) Engineering Purposes (U soils classification Criteria for Assigning Group Symbols and Group Group Names Using Laboratory Tests Symbol Group Name " C Gravels Clean Gravels C. 2 4 and 1 < C< < 3 c GW Well -graded gravel' C < 4 and/or 1 > C > 3 ° GP Poorly graded gravel' n o More than 50% of c Less than 5 fines c, coarse fraction retained on Gravels with Fines Fines class as ML or MH GM Sit ravel °19 Fines classify as CL or CH GC Cla a ravel °19 oNo 4 sieve More than 12% fines cw Sands Clean Sands C. Z 6 and 1 < C• < 3 ° SW Well graded sand " C < 6 and/or 1 > Cc. > 3 ° SP Poory graded sand " cZ 50% or more of Less than 5% fines ' Sands with Fines Fines classify as ML or MH SM Silty sand' c " c m coarse fraction Fines classify as CL or CH SC cla sands" U �4 E pa55e5 No. 4 sieve More than 12%' o PI > 7 and plots on or above 'A' liner CL Lean d Silts and Clays Inorganic PI < 4 or plots below'A' lineI ML Sitt "' m o m w > > Liquid limit less than 50 Organic g Liquid limit - oven dried < 0.75 OL OL Organic day Organic.0 c Liquid limit - not dried a o �q PI plots on or above 'A' line CH Fat PI pots below 'A' line MH Eta tic sift' E c Silts and clays Inorganic c z Lquid limit Liquid limit -oven dried OH m v Organici a ; 50 or more Organic < 0 75 m a Or anic silt q Liquid limit . not dried Highly Organic Solis Primarily organic matter, dark in color and organic odor PT Peat a. Based on the material passing the 3-Inch (75mm) sieve- b. If field sample contained cobbles or boulders, or both, add 'With cobbles or boulders or both' to group name. c. C, = D./D,o C = (D30f D,° x Do d. If soil oontains 215% sand, add 'With sand' to group name. e. Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with day GP -GM poorly graded gravel with sift GP -GC poorly graded gravel with day f. If fines classify as CL-MIL, use dual symbol GC -GM or SC-SM. g. If fines are organic, add with organic fines: to group name. h. If soil contains a15% gravel, add 'with gravel' to group name. i. Sand with 5 to 12% fines require dual symbols SW-SM well -graded sand with silt SW_SC well -graded sand with day SP-SM poorly graded sand with sift SP-SC poorly graded sand with day j. If Afterberg limits plot in hatched area, soil is a CL-ML, silty day. k. If soil contains 10 to 29% plus No. 200, add 'w th sand' or vAth gravel' whichever is predominant. I. If sal contains z 30% plus No. 200, predominantly sand, add 'sandy' to group name. m. if soil contains x 30% plus No. 200, predominantly gravel, add 'gravelly' to group name. n. PI 2 4 and plots on or above -A- line. o. PI < 4 or plots below 'A' line. p. PI plots on or above 'A' lines. q. PI plots below 'A' line. so 50 - 40 a 9 30 20 0 10 00 10 16 20 30 40 50 00 LkItM Limn (LL) Laboratory Tests DD Dry density, poi oc WD Wet density, pcg S MC Natural moisture content, % SG LL Liquid limit, % C PL Plastic limits, % 0 PI Plasticity index, % qu P200 % passing 200 sieve qp V ou w ,w Organic content, % Percent of saturation, % Specific gravity Cohesion, psf Angle of internal friction Unconfined compressive strength, psf Pocket penetrometer strength, tsf Particle Size Identification Boulders ................. over 12" Cobbles ................. 3" to 12" Gravel Coarse ........... 3/4" to 3" Fine ................ No. 4 to 3/4" Sand Coarse.. ......... No. 4 to No. 10 Medium .......... No. 10 to No. 40 Fine ................ No. 40 to No. 200 Silt ......................... <No. 200, PI< 4 or below 'A" line Clay ...................... <No. 200, PI > 4 and on or about 'A" line Relative Density of Cohesionless Soils Very Loose ............. 0 to 4 BPF Loose ..................... 5 to 10 BPF Medium dense ....... 11 to 30 PPF Dense .................... 31 to 50 BPF Very dense ............. over 50 BPF Consistency of Cohesive Soils Very soft ................. 0 to 1 BPF Soft ........................ 2 to 3 BPF Rather soft ............. 4 to 5 BPF Medium .................. 6 to 8 BPF Rather stiff ............. 9 to 12 BPF Stiff ........................ 13 to 16 BPF Very stiff ................. 17 to 30 BPF Hard ....................... over 30 BPF Drilling Notes Standard penetration test borings were advanced by 3 1/4" or 6 1/4" ID hollow -stem augers, unless noted otherwise. Jetting water was used to dean out auger prior to sampling only where indicated on logs. All samples were taken with the standard 2" OD split -tube samples, except where noted. Power auger borings were advanced by 4" or 6" diameter continuous flight, solid -stem augers. Soil classifications and strata depths were inferred from disturbed samples augered to the surface, and are therefore, somewhat approximate. Hand auger borings were advanced manually with a 1 112" or 3 1/4" diameter auger and were limited to the depth from Which the auger could be manually withdrawn. BPF: Numbers indicate blows per foot recorded in standard penetration test, also known as 'N" value. The sampler was set 6" into undisturbed soil below the hollow -stem auger. Driving resistances were then counted for second and third 6" increments, and added to get BPF. Where they differed significantly, they are reported in the following form: 2/12 for the second and third 6' increments, respectively. WH: WH indicates the sampler penetrated soil under weight of hammer and rods alone; driving not required. WR: WR indicates the sampler penetrated soil under weight of rods alone; hammer weight, and driving not required. TW: TW indicates thin -walled (undisturbed) tube sample. Note: All tests were run in general accordance with applicable ASTM standards.