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CafeZupas_Chanhassen_Submittal_5_2_23ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYXXXX XXX9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9' CHANHASSENCHANHASSEN SITE KICKOFF | MAY 2,2023 CHANHASSEN, MN W 78th St and Kerber Drive Chanhassen, MN 55317 ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYXXXX XXX9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9' SITE KICKOFF | MAY 2,2023 Café Zupas Brandon Pfunder Edgar Cepuritis Travis Larsen 460 West Universal Cir Sandy, Utah 84070 (801) 878-4536 Phillips Edison c/o Andy Schneider aschneider@phillipsedison.com 513-746-2605 Quinn Gadow-Dev Dir 513-338-2735 Babcock Design David Plastow 52 Exchange Place Salt Lake City, Utah 84111 (801) 531-1144 Westwood Professional Services, Inc. Joseph Schramm 12701 Whitewater Drive, Ste 300 Minnetonka, MN 55343 (9/52) 937-5150 PHILLIPS EDISON & COMPANY CHANHASSEN 460 West Universal Circle Sandy, Utah 84070 801-878-4536 www.cafezupas.com Café Zupas – CUP (Conditional Use Permit) Statement of Compliance – Chanhassen, MN Café Zupas is looking to build a new, free-standing drive-thru restaurant on the pad of the West Village shopping center. The fast casual restaurant use is complimentary to the shopping center and compatible with the retail and restaurant uses in the area and the zoning district. The addition of the Café Zupas restaurant will not create any hazard or nuisance to the neighboring uses. Given the location in an existing shopping center, the site can supply the necessary services, including ﬁre, police, trash and required utilities, and will not stress the system. Also, the new building will not be detrimental to the economic welfare of the community, providing a new, fresh, house-made food alternative. The use and design are in accordance with the city’s comprehensive plan and design standards and will be complimentary to the existing shopping center while also keeping with Café Zupas brand identity. Again, given the location in the existing West Village Shopping Center the new restaurant will not create additional trafﬁc congestion in the area, rather it will allow the city to work with the owners to improve the ﬂow into the existing center. This new Café Zupas restaurant will operate similarly to all the Café Zupas Drive Thru restau- rants and will not create conditions that are detrimental to the area is it relates to odors, trash, trafﬁc, and we expect it will only have a positive impact to the community and the surrounding property values. The parking study dated Dec. 2022 shows that overall parking in the West Village Shopping Center is underutilized (see table 9, pg. 42) and the addition of a new build- ing with drive-thru would keep the parking demand below capacity. In addition to the Conditional Use approval Café Zupas is requesting consideration for a vari- ance as it relates to a design element for our building. We have designed a building that has variations in depth and height to make for a more interesting and attractive design. The east elevation proposes a small tower element that has a faux living wall and a painted element that says, “Nourish the Good Life”, a reference to our fresh, healthy, and house made offerings. This wall would otherwise be a large blank surface and with the design element presents a more complete presentation. While this painted element is not signage, per the Chanhassen code it will be considered a sign and therefore be more than what we would be permitted. It is for this painted element that we are requesting the variance. We do feel that this request will make for a more attractive design and will be in harmony with the area and the West Village Shopping Center. Tax name Tax add l1 Tax add l2 5358 JACKSON DRIVE LLC 5425 BOONE AVE N NEW HOPE, MN 55428-3614 AARON V GUSPIEL 15553 RANCHVIEW CT WAYZATA, MN 55391- ABDUL-RAHIM AHMED 7709 NICHOLAS WAY CHANHASSEN, MN 55317- ABUL MONSUR 750 WEST VILLAGE RD # 106 CHANHASSEN, MN 55317- AGG PROPERTIES LLC 6400 CHATHAM WAY EDEN PRAIRIE, MN 55346- ALAN D FARKAS 10041 LEE DR EDEN PRAIRIE, MN 55347-4805 ALEX TSEGAI 740 WEST VILLAGE RD #101 CHANHASSEN, MN 55317-7533 ALICE M LYON 889 KIMBERLY LN CHANHASSEN, MN 55317-9705 ALLAN H SOLHEIM 7637 NICHOLAS WAY CHANHASSEN, MN 55317-7545 ALSARA PROPERTIES HUTCHINSON LLC PO BOX 8694 SAINT JOSEPH, MO 64508- AMY R MURPHY 109 GOATHILL RD MOORESVILLE, NC 28117- ANDRES DIAZ MICHAUS 18528 WYNNFIELD RD EDEN PRAIRIE, MN 55347- ANNA DERAAD 7619 NICHOLAS WAY CHANHASSEN, MN 55317- ASHLEY NEATON 412 PLEASANT LN CHASKA, MN 55318- BARRY MORTENSON 7693 NICHOLAS WAY CHANHASSEN, MN 55317-7543 BERCH HOLDINGS LLC 261 SCHOOL AVE # 240 EXCELSIOR, MN 55331-1932 BETH A BENZIE 938 KELLY CT CHANHASSEN, MN 55317-8714 BEVERLY SUMNER HEWITT 2645 CHRISTIAN CT CHASKA, MN 55318- BIJAN AKRADI 906 KIMBERLY LN CHANHASSEN, MN 55317- BILL Y ZHOU 3434 LEXINGTON AVE N #400 SHOREVIEW, MN 55126- BODKIN PROPERTIES LLC 6357 CLIFFWOOD CIR EXCELSIOR, MN 55331- BRADLEY BLADINE 6791 BRIARWOOD CT CHANHASSEN, MN 55317- BRADLEY N RUHL 11916 TERRAZA CIR AUSTIN, TX 78726-2351 BRINDA L TERZICH 7621 NICHOLAS WAY CHANHASSEN, MN 55317-7545 CAGNEY FAMILY TRUST 2080 LAKE WINDWARD DR ALPHARETTA, GA 30005- CAROL A THUENING LIVING TRUST 917 KELLY CT CHANHASSEN, MN 55317- CAROL E GOUGH 870 KIMBERLY LN CHANHASSEN, MN 55317-9705 CAROL H PETERSON 903 KIMBERLY LN CHANHASSEN, MN 55317-9779 CARVER COUNTY 602 4TH ST E CHASKA, MN 55318-2102 CARVER COUNTY CDA 705 WALNUT ST N CHASKA, MN 55318-2039 CHLOE OLSON 770 WEST VILLAGE RD #107 CHANHASSEN, MN 55317- CHRIS E & CAROLYN J HOOKER 6119 294TH STREET CT CANNON FALLS, MN 55009-9233 CHRISTINA WELCH 4035 APACHE DR HAMEL, MN 55340-9703 CHRISTOPHER E ANDERSON 7623 NICHOLAS WAY CHANHASSEN, MN 55317-7545 CHRISTOPHER R KENEALY 7653 NICHOLAS WAY CHANHASSEN, MN 55317- COLIN E KLUEGEL 7713 NICHOLAS WAY CHANHASSEN, MN 55317-7542 COLIN P PAARMANN 17845 IXONIA AVE LAKEVILLE, MN 55044- CONNIE LEE SCHIBILLA 960 KIMBERLY LN CHANHASSEN, MN 55317-9779 CONSUELO AGUIRRE LOPEZ 7645 NICHOLAS WAY CHANHASSEN, MN 55317-7545 CORINE E MACKEDANZ 7639 NICHOLS WAY CHANHASSEN, MN 55317- COURTNEY P DECKER 710 WEST VILLAGE RD #107 CHANHASSEN, MN 55317-7530 CYNTHIA L EHLEN 7607 NICHOLAS WAY CHANHASSEN, MN 55317-7545 DANIEL BAKER 6113 IDYLWOOD DR MINNEAPOLIS, MN 55436- DANNA L ROSENTHAL 8653 CHANHASSEN HILLS DR N CHANHASSEN, MN 55317- DAVID A KAYS 7631 NICHOLAS WAY CHANHASSEN, MN 55317-7545 DAVID LADD 15613 N LUND RD EDEN PRAIRIE, MN 55346-1548 DAVID W DICKINSON AND MARVIS J DICKINSON 35625 OSTLUND AVE APT 201 CROSSLAKE, MN 56442- DECHANG SUN 9232 GATEWAY LN EDEN PRAIRIE, MN 55347-3302 DENISE E BERRY 860 KIMBERLY LN CHANHASSEN, MN 55317-9705 DENISE E PEPPE 730 WEST VILLAGE RD #104 CHANHASSEN, MN 55317-7532 DONALD DUDZIAK 720 WEST VILLAGE RD #201 CHANHASSEN, MN 55317-7588 DONALD R RYE 957 SANTA VERA DR CHANHASSEN, MN 55317-9674 EDIN MALCINOVIC 939 SANTA VERA DR CHANHASSEN, MN 55317-9368 List of Business Contacts Required ELDON BONTREGER 7247 PONTIAC CIR CHANHASSEN, MN 55317- ERIC FORMICO 5855 16TH ST S APT 4 SAINT PETERSBURG, FL 33705-5045 ERIN STOLTZ 949 SANTA VERA DR CHANHASSEN, MN 55317-9674 FRANK FORMICO 19040 DUCK LAKE TRL EDEN PRAIRIE, MN 55346-2045 GARTH R & JILL K PETERSON 2946 13TH TER NW ST PAUL, MN 55112-6355 GBM REALTY SOUTHCROSS 500 W 79TH ST STE 400 CHANHASSEN, MN 55317- GBM REALTY SOUTHCROSS LLC 500 W 79TH ST STE 400 CHANHASSEN, MN 55317- GERRY GIBBS 899 KIMBERLY LN CHANHASSEN, MN 55317- GIOVANNI F RIVA 7625 NICHOLAS WAY CHANHASSEN, MN 55317- GRANTLAND HILL 916 KIMBERLY LN CHANHASSEN, MN 55317- GREGORY SIKONIA 979 SANTA VERA DR CHANHASSEN, MN 55317- HALL REVOCABLE TRUST 920 KIMBERLY LN CHANHASSEN, MN 55317- HALLA FAMILY LP 6601 MOHAWK TRL 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55346-4003 JENNIFER YANKOVEC 7506 DEBBIE LN EDEN PRAIRIE, MN 55346-4003 JEREMY SHANE ASHBY 700 W VILLAGE RD #101 CHANHASSEN, MN 55317- JERRY CRAIG NETTLESHIP 760 WEST VILLAGE RD # 108 CHANHASSEN, MN 55317- JODY L BYLUND 700 W VILLAGE RD #103 CHANHASSEN, MN 55317- JOHN HOPKINS 7629 NICHOLAS WAY CHANHASSEN, MN 55317- JOHN M & DEBORAH A ONDOV 910 KIMBERLY LN CHANHASSEN, MN 55317-9779 JOHN P SEABERG 929 SANTA VERA DR CHANHASSEN, MN 55317- JOHN VILLEMONTE 7657 NICHOLAS WAY CHANHASSEN, MN 55317-7546 JOSEE CLIFT 915 KIMBERLY LN CHANHASSEN, MN 55317-9779 JOSEPH A WAGNER 977 SANTA VERA DR CHANHASSEN, MN 55317-9674 JOSEPH BRETZ 2656 CLOVER FIELD CIR CHASKA, MN 55318- JOSEPH DENNIS ARNE DEBELLA 7617 NICHOLAS WAY CHANHASSEN, MN 55317- JULIA R SPORER 7605 NICHOLAS WAY CHANHASSEN, MN 55317- JUSTIN M BAILLARGEON 7715 NIICHOLAS WAY CHANHASSEN, MN 55317- KAI C THO 700 WEST VILLAGE RD # 102 CHANHASSEN, MN 55317-7524 KAREN KISER 7601 NICHOLAS WAY CHANHASSEN, MN 55317-7545 KAREN M RODRIGUEZ 7723 NICHOLAS 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CHANHASSEN, MN 55317- MATTHEW R GROTZ 7677 NICHOLAS WAY CHANHASSEN, MN 55317-7546 MATTHEW R WARDEN 2308 BOULDER RD CHANHASSEN, MN 55317- MEIGUANG GUO 892 KIMBERLY LN CHANHASSEN, MN 55317- MICHAEL T DELANEY 7679 NICHOLAS WAY CHANHASSEN, MN 55317-7546 MICHELLE CHRISTOPHER 1904 MACGREGOR DR PLANO, TX 75093-4910 MICHELLE D GRUNEWALD 7705 NICHOLAS WAY CHANHASSEN, MN 55317-7542 MOHAMMAD SEIFI 7717 NICHOLAS WAY CHANHASSEN, MN 55317-7544 MONICA J HANLEY 7691 NICHOLAS WAY CHANHASSEN, MN 55317-7543 MU LIU 8840 COTTONWOOD LN EDEN PRAIRIE, MN 55347- MURALIDHARAN JANARDHANAN 4778 BULRUSH BLVD SHAKOPEE, MN 55379-5829 MYRA J LUCAS 700 WEST VILLAGE RD #201 CHANHASSEN, MN 55317-7589 NAOMI C GIT 4423 NICOLLET AVE MINNEAPOLIS, MN 55419- NATALIA R LARSON 904 KELLY CT CHANHASSEN, MN 55317- NATE EORY 760 WEST VILLAGE RD # 102 CHANHASSEN, MN 55317-7535 NICHOLAS D OLSON 923 SANTA VERA DR CHANHASSEN, MN 55317- NIKITA KLOCHAN 13793 ATRIUM AVE #108 ROSEMOUNT, MN 55068- OAK HILL HOMEOWNERS ASSN PO BOX 207 CHANHASSEN, MN 55317-0207 OAK PONDS HOMEOWNERS ASSN 2815 WAYZATA BLVD MINNEAPOLIS, MN 55405-2125 PATRICK WOOD 730 WEST VILLAGE RD #105 CHANHASSEN, MN 55317-7532 PAUL DANIEL TARDENT 7613 NICHOLAS WAY CHANHASSEN, MN 55317-7545 PHUNG MANH KIEU 7649 NICHOLAS WAY CHANHASSEN, MN 55317-7546 PRADEEP PATIL 730 W VILLAGE RD #108 CHANHASSEN, MN 55317- RAMSES SIDKY 18556 PATHFINDER DR EDEN PRAIRIE, MN 55346- REBECCA L ANDERSON 237 TELLIDORA CT FORT MYERS, FL 33908- RENAE M PATRICK 7669 NICHOLAS WAY CHANHASSEN, MN 55317-7546 RENEE L LALEMAN 4886 EDGEWATER DR MOUND, MN 55364- ROBERT MANDERS 955 SANTA VERA DR CHANHASSEN, MN 55317- ROBIN WARDEN 7643 NICHOLAS WAY CHANHASSEN, MN 55317- List of Business Contacts Required ROLO PROPERTIES LLC 730 WEST VILLAGE RD #101 CHANHASSEN, MN 55317-7532 RON MULLER 909 KELLY CT CHANHASSEN, MN 55317-8714 RONALD NORDQUIST 19010 LAKE AVE WAYZATA, MN 55391-3147 RUBY J BEEBE 874 KIMBERLY LN CHANHASSEN, MN 55317-9705 RUTH H EHLEN 938 KIMBERLY LN CHANHASSEN, MN 55317- RYAN A PAULY 969 SANTA VERA DR CHANHASSEN, MN 55317- RYAN J & SHARI WOOD 1225 MOERS DR CHASKA, MN 55318-4630 SAMANTHA M CARTIER 934 KELLY CT CHANHASSEN, MN 55317- SANDRA ILLETSCHKO 750 WEST VILLAGE RD #105 CHANHASSEN, MN 55317-7534 SARAH DELGADO MARTINEZ MACIAS 7699 NICHOLAS WAY CHANHASSEN, MN 55317- SCOTT E SNYDER 970 KIMBERLY LN CHANHASSEN, MN 55317- SCOTT H HUDLOW 770 WEST VILLAGE RD #101 CHANHASSEN, MN 55317-7536 SCOTT M BALLANTYNE 720 WEST VILLAGE RD #103 CHANHASSEN, MN 55317-7531 SHANDON N SULLIVAN PO BOX 42117 PHOENIX, AZ 85080-2117 SHELLY LOU KNOKE-MCANDREWS 888 KIMBERLY LN CHANHASSEN, MN 55317-9705 SM PROPERTIES LLC 16980 PUEBLO BLVD JORDAN, MN 55352-9370 SPRUCE PARTNERS LLC 5605 W 36TH ST STE 114C MINNEAPOLIS, MN 55416-2599 STEVEN DEBELLA 720 WEST VILLAGE RD UNIT 102 CHANHASSEN, MN 55317- STUART J FLOLID 952 KIMBERLY LN CHANHASSEN, MN 55317- SUBRAMANYAM JETTY 9631 LAFORET DR EDEN PRAIRIE, MN 55347-3534 SUSAN G CONZET 947 SANTA VERA DR CHANHASSEN, MN 55317-9674 SUZANNE B SONDUCK 930 KELLY CT CHANHASSEN, MN 55317-8714 TARGET CORPORATION T-0862 PO BOX 9456 MINNEAPOLIS, MN 55440-9456 TEJA JEAN GRANDSTRAND 942 KIMBERLY LN CHANHASSEN, MN 55317- TERRA HOMES LLC 9487 GEISLER RD EDEN PRAIRIE, MN 55347- THE ALAN JOSLIN & JANET GARWOOD-JOSLIN L 898 KIMBERLY LN CHANHASSEN, MN 55317- THE HEINONEN FAMILY REAL ESTATE TRUST 956 KIMBERLY LN CHANHASSEN, MN 55317- THE KOPISCHKE LIVING TRUST 1530 126TH LN NW COON RAPIDS, MN 55448- THE WOMACK FAMILY TRUST 111 W MONROE ST 24W-N CHICAGO, IL 60603- THERESA EXENBERGER 908 KELLY CT CHANHASSEN, MN 55317-8714 THOMAS D HILK 760 WEST VILLAGE RD #105 CHANHASSEN, MN 55317-7535 TIMOTHY J KOPISCHKE 5525 MAPLE HEIGHTS RD EXCELSIOR, MN 55331- TRACY LE 7703 NICHOLAS WAY CHANHASSEN, MN 55317- VADIM IVANOVICH LAVRUSIK 2482 DOWNING AVE SHAKOPEE, MN 55379- VALERIE JEAN VAN ELLS 880 KIMBERLY LN CHANHASSEN, MN 55317- VALLEY VIEW PROPERTY MANAGEMENT LLC 8622 VALLEY VIEW CT CHANHASSEN, MN 55317- VEREIT CNL FUNDING 2000-A GP LLC 11995 EL CAMINO REAL SAN DIEGO, CA 92130-2539 VY NGUYEN 7721 CHANHASSEN RD #348 CHANHASSEN, MN 55317- W BRADLEY MURDOCK 900 KELLY CT CHANHASSEN, MN 55317-8714 WENDY J EVENSON 885 KIMBERLY LN CHANHASSEN, MN 55317-9705 WEST ONE PROPERTIES LLC 7930 KERBER BLVD BOX 11 CHANHASSEN, MN 55317- WEST VILLAGE STATION LLC & IPX WEST VILL 110501 NORTH LAKE DR CINCINNATI, OH 45249- WILLIAM DOUGLAS STAHOWIAK 710 WEST VILLAGE RD #103 CHANHASSEN, MN 55317-7530 WILLIAM J BRECHTEL 924 KIMBERLY LN CHANHASSEN, MN 55317-9779 WILLIAM OMAR CAMUEL 911 KIMBERLY LN CHANHASSEN, MN 55317-9779 WILLOW-MN LLC 3405 E EASTMAN AVE DENVER, CO 80210- YOGEINDRA N OHNESWERE 983 SANTA VERA DR CHANHASSEN, MN 55317- YONGPING PU 9220 GATEWAY LN EDEN PRAIRIE, MN 55347- YORIKO M PRICE TRUSTEE 932 KIMBERLY LN CHANHASSEN, MN 55317-9779 YURI FARBER 9801 34TH AVE N PLYMOUTH, MN 55441- List of Business Contacts Required ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYX X X X XXX 9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9'ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYX X X X XXX 9' 18' 12'12'12' 12'12'12'12'12'12'12' 26' 12' 9' 18' 60° 9'9'9' ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYXXXX XXX9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9'ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYX X X X XXX 9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9' ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYXXXX XXX9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9'ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYX X X X XXX 9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9' TOP OF PARAPET 26'-0"TOP OF PARAPET 24'-0" TOP OF PARAPET 24'-0" BOTTOM OF AWNING 9'-0"B.O. CANOPY 10'-0" B.O. CANOPY 9'-0" FINISHED FLOOR 0'-0" TOP OF PARAPET 24'-0" TOP OF PARAPET 23'-0" TOP OF PARAPET 22'-0" B.O. CANOPY 10'-0" FINISHED FLOOR 0'-0" PAINTED STUCCO: FINISH: MFG: COLOR: FREESTYLE DRYVIT China White A PAINTED STUCCO: FINISH: MFG: COLOR: FREESTYLE DRYVIT SW 6258 Tricorn Black B BRICK: FINISH: MFG: COLOR: NORMAN 2.25X11.685 BELDEN BRICK ALASKA WHITE VELOUR PAINT SW 7004 Snowbound D BRICK: FINISH: MFG: COLOR: NORMAN 2.25X11.685 BELDEN BRICK DOWNING BLACK VELOUR PAINT SW 6258 TRICORN BLACK E COMPOSITE WOOD: MFG: STYLE: COLOR: NICHIHA VINTAGE WOOD (FCB) "REDWOOD" F A A I G B F B G C KD C D E B A F J D II C A MATERIALS AND COLORS ALUMINUM METAL CANOPY COLOR: RAL 9011 GRAPHITE BLACKC PAINTED HALLOW METAL DOORS: MFG: COLOR: SHERWIN WILLIAMS SW 6003 "PROPER GRAY" H METAL COPING: MFG: COLOR: FIRESTONE PREFINISHED "BLACK" I PAINTED MURAL: FINISH: MFG: COLOR: BRICK OR EIFS BY OWNER CUSTOM J MULLIONS: MFG: COLOR: STYLE: KAWNEER ALUMINUM CLEAR ALUMINUM FRONT-LOADED G PAINTED MURAL: FINISH: MFG: COLOR: BRICK OR EIFS BY OWNER TBD CUSTOM CHANHASSEN THEME K EAST ELEVATION WEST ELEVATION CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT 3,050 SF FFE = 973.00 EXITONLYXXXX XXX9' 18' 12' 12' 26' 12' 9' 18' 60° 72.27' 9' TOP OF PARAPET 16'-0" TOP OF PARAPET 24'-0"TOP OF PARAPET 22'-0" B.O. CANOPY 9'-0" FINISHED FLOOR 0'-0" TOP OF PARAPET 24'-0" TOP OF PARAPET 26'-0" TOP OF PARAPET 22'-0" B.O. CANOPY 10'-0" FINISHED FLOOR 0'-0" A A H D I I C F GF BA E D D FGC A I F PAINTED STUCCO: FINISH: MFG: COLOR: FREESTYLE DRYVIT China White A PAINTED STUCCO: FINISH: MFG: COLOR: FREESTYLE DRYVIT SW 6258 Tricorn Black B BRICK: FINISH: MFG: COLOR: NORMAN 2.25X11.685 BELDEN BRICK ALASKA WHITE VELOUR PAINT SW 7004 Snowbound D BRICK: FINISH: MFG: COLOR: NORMAN 2.25X11.685 BELDEN BRICK DOWNING BLACK VELOUR PAINT SW 6258 TRICORN BLACK E MATERIALS AND COLORS ALUMINUM METAL CANOPY COLOR: RAL 9011 GRAPHITE BLACKC PAINTED HALLOW METAL DOORS: MFG: COLOR: SHERWIN WILLIAMS SW 6003 "PROPER GRAY" H METAL COPING: MFG: COLOR: FIRESTONE PREFINISHED "BLACK" I PAINTED MURAL: FINISH: MFG: COLOR: BRICK OR EIFS BY OWNER CUSTOM J MULLIONS: MFG: COLOR: STYLE: KAWNEER ALUMINUM CLEAR ALUMINUM FRONT-LOADED G PAINTED MURAL: FINISH: MFG: COLOR: BRICK OR EIFS BY OWNER TBD CUSTOM CHANHASSEN THEME K CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT COMPOSITE WOOD: MFG: STYLE: COLOR: NICHIHA VINTAGE WOOD (FCB) "REDWOOD" F SOUTH ELEVATION NORTH ELEVATION SOUTH EAST ELEVATION CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT NORTH EAST ELEVATION CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT SOUTH ELEVATION CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT WEST ELEVATION CHANHASSEN NEW BUILD DRIVE-THRU ©2022 Café Zupas® CONFIDENTIAL The information, drawings and speciﬁcations shown are and shall remain the property of Café Zupas®. These documents may not be used without the expressed written consent of Café Zupas®. W 78th St and Kerber Drive Chanhassen, MN 55317 NEW PROTOTYPE DT CHANHASSENONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXXXX9'18'12'12'26'12'9'18'60°72.27'9' GOOD THINGS HAPPEN HERE MURAL: This mural is painted on the front of the building. It will be painted on brick with a coat of white primer. A faux neon sign (LED) will be mounted atop this mural. 10’-3” 7’-10” 10’-0”10’-0” SNOWBOUND 7004, SATIN TRICORN BLACK 6258, SATIN ECO GREEN 6739, SATIN VEGAN 6738, SATIN ICY LEMONADE 1667, SATIN DAISY 6910, SATIN AFTERGLOW 6667, SATIN TANGERINE 6640, SATIN TEABERRY 6561, SATIN GRENADINE 6592, SATIN MAJOR BLUE 6795, SATIN UNDERCOOL 6957, SATIN White and red ﬂex neon (LED) mounted to clear acrylic back 14’-0” DRIVE-THRU PRINTMAKER’S ABSTRACT MURAL: This mural is painted on the drive-thru side of the building, giving the guest and visitors with interest and brand association. It will be painted on brick with a coat of white primer. Composite wood, Nichi- ha®, separates the mural into distinct areas. It will be illuminated from above with wall-washer lights. SNOWBOUND 7004, SATIN TRICORN BLACK 6258, SATIN ECO GREEN 6739, SATIN VEGAN 6738, SATIN ICY LEMONADE 1667, SATIN DAISY 6910, SATIN AFTERGLOW 6667, SATIN TANGERINE 6640, SATIN TEABERRY 6561, SATIN GRENADINE 6592, SATIN MAJOR BLUE 6795, SATIN UNDERCOOL 6957, SATIN “NOURISH THE GOOD LIFE” MURAL: This mural is painted generally on the front of the building. It will be natural brick indicated on the materials list. This is one of Café Zupas brand identiﬁers. It will be illuminated with goose-neck lighting from above. 84” 84” PLOT MAP SCALE: 1” = 100’-0” PLOT MAP DESIGN LEGEND S2 S3 S1 FRONT LIT CHANNEL LETTERS ON BACKER - 6’-0” x 10’-0” OVERALL FRONT LIT CHANNEL LETTERS ON BACKER - 6’-0” x 10’-0” OVERALL DRIVE-THRU CLEARANCE BAR - 11’-7” x 13’-4” OVERALL S1: S2: S3: 1 of 5 Client Approval AE Approval Landlord Approval DATE DATE Survey Permit StageDATE THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED BY ALLIED ELECTRIC SIGN. IT IS SUBMITTED FOR YOUR PERSONAL USE IN CONNECTION WITH THE PROJECT BEING PLANNED FOR YOU. IT IS NOT TO BE REPRODUCED, COPIED OR EXHIBITED. JOB NAME: Zupas - Chanhassen - Sign Package - 4-14-23 (Permit) ADDRESS:West 78th St. & Kerber Dr. Chanhassen, MN 55317 DESIGNER:Jocelyn ACCOUNT EXEC.:Monica Collard CLIENT:Zupas DATE:04/14/23 FILE LOCATION: S: / Current Projects - Allied / Zupas / Chanhassen / Designer Drawings PERMIT REV. 1 2 3 4 5 6 7 8 9 10 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 XX XX XX XX XX XX XX XX XX XX xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx DATE DESCRIPTIONBY NAME & DATE 00/00/23 LOCATIONS: HQ LINDON: 543 W. 1600 N. LINDON, UT LAS VEGAS: 6845 SPEEDWAY BLVD. #K103, LAS VEGAS, NV 89115 Utah Contractors: 375809-5501 Nevada: 60486 Colorado: LIC00247443 Idaho: RCE-29969 Follow us on TOP OF PARAPET 26'-0"TOP OF PARAPET 24'-0" TOP OF PARAPET 24'-0" BOT TOM OF AWNING 9'-0" FINISHED FLOOR 0'-0" TOP OF PARAPET 16'-0" TOP OF PARAPET 24'-0" TOP OF PARAPET 22'-0" B.O. CANOPY 9'-0" FINISHED FLOOR 0'-0" SOUTH & EAST ELEVATIONS S1 S2 SOUTH ELEVATION SCALE: 1/8” = 1’-0” EAST ELEVATION SCALE: 1/8” = 1’-0” 2 of 5 18” CHANNEL LETTERS - RED BACKER 55'-7" 64'-0" Client Approval AE Approval Landlord Approval DATE DATE Survey Permit StageDATE THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED BY ALLIED ELECTRIC SIGN. IT IS SUBMITTED FOR YOUR PERSONAL USE IN CONNECTION WITH THE PROJECT BEING PLANNED FOR YOU. IT IS NOT TO BE REPRODUCED, COPIED OR EXHIBITED. JOB NAME: Zupas - Chanhassen - Sign Package - 4-14-23 (Permit) ADDRESS:West 78th St. & Kerber Dr. Chanhassen, MN 55317 DESIGNER:Jocelyn ACCOUNT EXEC.:Monica Collard CLIENT:Zupas DATE:04/14/23 FILE LOCATION: S: / Current Projects - Allied / Zupas / Chanhassen / Designer Drawings PERMIT REV. 1 2 3 4 5 6 7 8 9 10 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 XX XX XX XX XX XX XX XX XX XX xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx DATE DESCRIPTIONBY NAME & DATE 00/00/23 LOCATIONS: HQ LINDON: 543 W. 1600 N. LINDON, UT LAS VEGAS: 6845 SPEEDWAY BLVD. #K103, LAS VEGAS, NV 89115 Utah Contractors: 375809-5501 Nevada: 60486 Colorado: LIC00247443 Idaho: RCE-29969 Follow us on POWER REQUIREMENTS: PROVIDED BY OTHERS 20 AMP Circuit / 120 Volts LAYOUT: 32.25 SQ. FT. SCALE: 1/2” = 1’-0” 18” CHANNEL LETTERS - RED BACKER ALLIED TO MANUFACTURE & INSTALL QTY (2) SETS OF 18” FRONT LIT CHANNEL LETTERS ON RED BACKER PAINT SCHEDULE: SCREEN & PRINT COLORS MAY VARY P1:Black, Matte P2:Valspar Viper Red, Gloss VINYL SCHEDULE: SCREEN & PRINT COLORS MAY VARY V1:3M Black 7725-12 SIDE DETAIL - Not to Scale 9" 1'-6" 1'-6" 6'-0" 2'-8" 7'-2" 10'-0" 7'-1 1/2" 4'-6" NIGHT VIEW Not in Scale CHANNEL LETTERS: “ZUPAS” FACES: 3/16” Trans White Plex TRIMCAP: 1“ Black Trimcap RETURNS: 5” .040 Black Aluminum BACKS: .063 Aluminum Stock Color ILLUMINATION: White LED’s POWER SUPPLY: Remote Housed in Power Supply Box MOUNTING: Flush to Backer WALL SIGN: “SOUP, SALAD & SANDWICH KITCHEN” FACE: .090 Aluminum Painted P1 (Larger Than Cabinet) Routed & Backed w. 3/16” Trans White Plex RETURNS: 5” .063 Aluminum Painted P1 BACKS: .063 Aluminum Stock Color ILLUMINATION: White LED’s BALLAST: Housed in Cabinet MOUNTING: Flush to Backer CHANNEL CABINET: “CAFE” FACE: 3/16” Trans White Plex w. Applied V1 Vinyl TRIMCAP: 1“ Black Trimcap RETURNS: 5” .040 Black Aluminum BACKS: .063 Aluminum Stock Color ILLUMINATION: White LED’s POWER SUPPLY: Remote Housed in Power Supply Box MOUNTING: Flush to Backer CUSTOM BACKER: CONSTRUCTION: Breakform Aluminum Painted P2 (Or Approved Red by Owner) w. Aluminum Framing MOUNTING: Flush to Faćade • Visible Disconnect Switch at Sign • 120V Service Supplied by Others 1 A B C D E F G 2 H I J K L M 3 N O P Q R S T 4 U V 3.) “CAFE” 1.) “ZUPAS” 2.) “SOUP..” O P N Q T R S A H D J V U E K F G B C I M L 32.25 SF 3 of 5 SOUTH & EAST ELEVATIONS Client Approval AE Approval Landlord Approval DATE DATE Survey Permit StageDATE THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED BY ALLIED ELECTRIC SIGN. IT IS SUBMITTED FOR YOUR PERSONAL USE IN CONNECTION WITH THE PROJECT BEING PLANNED FOR YOU. IT IS NOT TO BE REPRODUCED, COPIED OR EXHIBITED. JOB NAME: Zupas - Chanhassen - Sign Package - 4-14-23 (Permit) ADDRESS:West 78th St. & Kerber Dr. Chanhassen, MN 55317 DESIGNER:Jocelyn ACCOUNT EXEC.:Monica Collard CLIENT:Zupas DATE:04/14/23 FILE LOCATION: S: / Current Projects - Allied / Zupas / Chanhassen / Designer Drawings PERMIT REV. 1 2 3 4 5 6 7 8 9 10 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 XX XX XX XX XX XX XX XX XX XX xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx DATE DESCRIPTIONBY NAME & DATE 00/00/23 LOCATIONS: HQ LINDON: 543 W. 1600 N. LINDON, UT LAS VEGAS: 6845 SPEEDWAY BLVD. #K103, LAS VEGAS, NV 89115 Utah Contractors: 375809-5501 Nevada: 60486 Colorado: LIC00247443 Idaho: RCE-29969 Follow us on PAINT SCHEDULE: SCREEN & PRINT COLORS MAY VARY P1:Black, Satin P2:Valspar S1505, Semi Gloss VINYL SCHEDULE: SCREEN & PRINT COLORS MAY VARY V1:3M White 7725-10 V4:3M Black 7725-12 V2:3M Cardinal Red 3630-53 V3:Printed PMS 7697 C, 8520 Matte Lam. SCALE : 1" = 1'-0" 1'-1" 1'-1" 10" 10" 7/8" 7/8" CLEARANCE BAR PORTION TO SWIVEL WHEN HIT 4" X 4" SUPPORT SET SCREW CLEARANCE BAR ALLIED TO MANUFACTURE & INSTALL QTY (1) CLEARANCE BAR W. S/F TOP & LOWER PANELS MAIN POST: 4” x 4“ Square Tube Painted P1 SUPPORT ARMS: 2” x 2“ Square Tube Painted P1 SWIVEL: Clearance Bar Portion to Swivel When Hit CLEARANCE BARS: 4“ Tubes Painted P2 w. Applied Vinyl VINYL: Vinyl to Match V2 & V4 (V4 Vinyl for Copy) MOUNTING: Suspended From Support Arms w. Chains TOP / MIDDLE PANELS: 3mm Black ACM w. Applied V1 & V3 Vinyl on 2” Frame ILLUMINATION: Panels to Have Up & Down Edge Lighting w. White LED’s MOUNTING: 13” x 13” Base Plate Welded to Main Post COVER: Aluminum Escutcheon Cover Painted P1 FOOTING: Concrete w. Thread & Hook J-Bolts A B C D E F G DRIVE THRU CLEARANCE BAR 4 of 5 Client Approval AE Approval Landlord Approval DATE DATE Survey Permit StageDATE THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED BY ALLIED ELECTRIC SIGN. IT IS SUBMITTED FOR YOUR PERSONAL USE IN CONNECTION WITH THE PROJECT BEING PLANNED FOR YOU. IT IS NOT TO BE REPRODUCED, COPIED OR EXHIBITED. JOB NAME: Zupas - Chanhassen - Sign Package - 4-14-23 (Permit) ADDRESS:West 78th St. & Kerber Dr. Chanhassen, MN 55317 DESIGNER:Jocelyn ACCOUNT EXEC.:Monica Collard CLIENT:Zupas DATE:04/14/23 FILE LOCATION: S: / Current Projects - Allied / Zupas / Chanhassen / Designer Drawings PERMIT REV. 1 2 3 4 5 6 7 8 9 10 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 XX XX XX XX XX XX XX XX XX XX xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx DATE DESCRIPTIONBY NAME & DATE 00/00/23 LOCATIONS: HQ LINDON: 543 W. 1600 N. LINDON, UT LAS VEGAS: 6845 SPEEDWAY BLVD. #K103, LAS VEGAS, NV 89115 Utah Contractors: 375809-5501 Nevada: 60486 Colorado: LIC00247443 Idaho: RCE-29969 Follow us on DRIVE-THRU HEIGHT CLEARANCE BAR SINGLE FACE CABINET GRAPHIC 5 of 5 Client Approval AE Approval Landlord Approval DATE DATE Survey Permit StageDATE THIS IS AN ORIGINAL UNPUBLISHED DRAWING CREATED BY ALLIED ELECTRIC SIGN. IT IS SUBMITTED FOR YOUR PERSONAL USE IN CONNECTION WITH THE PROJECT BEING PLANNED FOR YOU. IT IS NOT TO BE REPRODUCED, COPIED OR EXHIBITED. JOB NAME: Zupas - Chanhassen - Sign Package - 4-14-23 (Permit) ADDRESS:West 78th St. & Kerber Dr. Chanhassen, MN 55317 DESIGNER:Jocelyn ACCOUNT EXEC.:Monica Collard CLIENT:Zupas DATE:04/14/23 FILE LOCATION: S: / Current Projects - Allied / Zupas / Chanhassen / Designer Drawings PERMIT REV. 1 2 3 4 5 6 7 8 9 10 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 00.00.23 XX XX XX XX XX XX XX XX XX XX xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx xxxx DATE DESCRIPTIONBY NAME & DATE 00/00/23 LOCATIONS: HQ LINDON: 543 W. 1600 N. LINDON, UT LAS VEGAS: 6845 SPEEDWAY BLVD. #K103, LAS VEGAS, NV 89115 Utah Contractors: 375809-5501 Nevada: 60486 Colorado: LIC00247443 Idaho: RCE-29969 Follow us on SSSRIM=963.9INV(SE)=959.92RIM=963.60INV(NW)=958.51INV(S)=958.05INV(NE)=958.51RIM=963.20INV(N)=957.65INV(S)=957.65RIM=963.07RIM=962.66RIM=962.12INV(N)=958.37INV(W)=958.23INV(ESE)=958.49RIM=954.15INV(N)=949.09INV(S)=949.01INV(E)=949.15RIM=954.44INV(W)=950.49RIM=952.42FULL OF ICERIM=964.85INV(E)=961.44INV(W)=961.35RIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.44INV(W)=962.39RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.07RIM=971.91INV(N)=967.58INV(SW)=967.61RIM=973.57INV(N)=968.72INV(S)=968.67INV(E)=968.89RIM=973.30INV(E)=970.10INV(W)=970.10RIM=973.59INV(W)=970.29RIM=971.96INV(W)=969.26RIM=971.86INV(W)=968.66INV(E)=968.56RIM=972.48RIM=972.84INV(SE)=968.69RIM=978.51INV(E)=975.30RIM=978.86INV(SE)=974.21INV(W)=974.18RIM=981.46INV(W)=976.20INV(S)=976.19STOSTOSTORIM=979.99INV(NW)=960.74INV(N)=960.74INV(S)=960.7418" RCP24"RCPSTRUCTURENOT FOUNDSCALED PER PLANS24" RCP18" RCP18" RCP24" RCP18" RCP12" RCP12 " R C P 12" RCP12" RCP12" RCP12" RCP18" RCP 12" RCPSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO STOST O STOSTO SANSANSANSANSANSANSANSANSANSANSANSANSAN SAN SAN SAN SAN SANTT TTTTTGETPUGPUGPUGPUGPUGPUGPUGPUGPUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUG PUG PUG PUG PUG PUG PUG PUGPUGPUGPUGPUG PUG PUG PUGPUGPUGPUGPUGPUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUGPUGPUGPUGPUGPUG PUGPUGFOFOFO FOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFO FOGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGAS GAS GAS GAS GAS GAS GAS GASGASFOFO FO FO FOFO971974967964960954957959 964 966968971968 979973977979978974 981981971973972968968967966964962959972971976974972 978979977WATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSCALED PER PLANSCALED PER PLANHYDRANTPLACEDPER PLANPER PLANPER PLANPER PLANGATE VALVE PLACEDPER PLANPER PLANPER PLANPER PLANPER PLANPER PLANPER PLANPER PLANSCALED PER PLANSCALED PER PLANSCALED PER PLAN SCALED PER PLAN970970975975980980980960960 18" RCP12" RCP12" RCP RIM=981.24INV(W)=965.59INV(SE)=965.69SCALED PER PLANS24" RCP 24" RCPRIM=970.83INV(S)=966.31INV(E)=966.6318" RCP12" RCP12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44EXISTING BUILDING841 SQ. FEETEXISTING BUILDINGEXISTING BUILDINGSANSANSAN12" RCPTRASHENCLOSUREW. 78TH STREETKERBER DRIVE S87°55'11"E 339.92N45°35'43"E 182.91 S88°48'17"E 445.00S00°16'25"W 685.08N88°48'17"W 309.88N87°55'11"W 401.23L=210.28CH=206.74CHB=S 69°39'54" ER=330.00Δ=36°30'34"116.15N64°16'53"WS02°05'07"W 346.71S43°35'07"W 122.88 1010 101010 10 101030 30 30 1010 DRAINAGE & UTILITY EASEMENT PER PLATOF WEST VILLAGE HEIGHTS 2ND ADDITIONDRAINAGE & UTILITY EASEMENT PER PLATOF WEST VILLAGE HEIGHTS 2ND ADDITIONDRAINAGE & UTILITY EASEMENT PER PLATOF WEST VILLAGE HEIGHTS 2ND ADDITIONDRAINAGE & UTILITYEASEMENT PER PLAT OFWEST VILLAGE HEIGHTS2ND ADDITIONVACATED W.78TH STREET10010090 90 977976977ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLY S01°29'05"W 205.04 161.93S87°56'00"ES02°05'16"W 205.07159.77191.3050.16PROPOSEDLOT 1B L O C K 1PROPOSED LOT 2SHEET NUMBER:DATE: 05/01/2023OFXX/XX/2022BJYNAS11PRELIMINARY PLAT -WEST VILLAGE HEIGHTS4TH ADDITIONPREPARED FOR:DRAWN:CHECKED:DESIGNED:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free FIELD WORK DATE:02/04/22DDGFIELD CREW:N:\0042319.00\DWG\SURVEY\0042319V-PPLAT.DWG Chanhassen, MNLOT 4, BLOCK 1,WEST VILLAGE HEIGHTS2ND ADDITIONCAFE ZUPAS© 2023 Westwood Professional Services, Inc.PROJECT NUMBER: 00423190'60'120'180'1" = 60'Lot 4, Block 1, WEST VILLAGE HEIGHTS 2ND ADDITION, according to the recorded plat thereof, Carver County, Minnesota; and that partof vacated West 78th Street described as follows: Commencing at the northwest corner of said Lot 4; thence South 2 degrees 18 minutes 17seconds West, assumed bearing along the westerly line of said Lot 4, a distance of 346.71 feet to an angle point on the westerly line of saidLot 4; thence South 43 degrees 48 minutes 17 seconds West, continuing along the westerly line of said Lot 4, a distance of 88.44 feet to themost westerly corner of said Lot 4, the point of beginning of the tract to be described; thence South 43 degrees 48 minutes 17 secondsWest, along the southwesterly extension of the westerly line of said Lot 4, a distance of 34.36 feet to the northerly right of way line of West78th Street as described in the office of the County Recorder as Doc. No. 149663; thence South 64 degrees 03 minutes 25 seconds East.along said northerly right of way line, a distance of 116.06 feet to the southerly line of said Lot 4; thence northwesterly, along thesoutherly line of said Lot 4 to the point of beginning.(Abstract Property)(NOT TO SCALE)VICINITY MAPSITEPROPOSED LOT 1, BLOCK 1 = 542,995 Square Feet /12.46 AcresCafe ZupasAddress: 460 University Circle Sandy, Utah 84070Phone: (312) 208-2887Westwood Professional Services12701 Whitewater Drive, Suite 300,Minnetonka, Minnesota 55343Phone: 952-937-5150AREA TABULATIONSUBDIVIDERSURVEYOR/ENGINEERLEGAL DESCRIPTIONPROPOSED LOT 2, BLOCK 1 = 32,982 Square Feet / 0.76 AcresTOTAL PROPERTY = 575,977 Square Feet / 13.22 Acres1.This preliminary plat was prepared without the benefit of a boundary survey. All information is based upon a review of documents ofpublic record, information provided by the client and data collected by Westwood Professional Services on February 4, 2022.2.The underground utilities shown have been located from field survey information and existing drawings. The surveyor makes noguarantees that the underground utilities shown comprise all such utilities in the area, either in service or abandoned. The surveyorfurther does not warrant that that the underground utilities shown are in the exact location indicated although the surveyor doescertify that they are located as accurately as possible from information available. The surveyor has not physically located theunderground utilities. (Gopher State One Call ticket number: 223261186)3.Bearings of property lines shown hereon are based on the Carver County coordinate system, (NAD 83 - 96 Control Adjustment).4.Lengths of lines and distances between features are measured in US Survey Feet.5.Existing improvements shown are per the field survey Westwood Professional Services completed on February 4, 2022.GENERAL NOTESSANITARY MANHOLECATCH BASINELECTRIC BOXSIGNHANDICAPPED STALLNATURAL GAS METERLIGHT POLEPOWER UNDERGROUNDWATERMAINFIBER OPTICSANITARY SEWERSTORM SEWERGATE VALVEGAS LINEHYDRANTTELEPHONE BOXGASPUGSANSTOWATFOSETGCURB & GUTTERCONCRETE SURFACEBITUMINOUS SURFACELEGEND N:\0042319.00\DWG\CIVIL\0042319CV01.DWG CAFE ZUPAS © 2023 Westwood Professional Services, Inc.SHEET INDEXPRELIMINARY SITEDEVELOPMENT PLANSCAFE ZUPASCHANHASSEN, MNPREPARED FOR:CAFE ZUPAS460 UNIVERSAL CIRCLESANDY, UT 84070CONTACT: CHASE BAWDENPHONE: 801-835-0999EMAIL: CBAWDEN@CAFEZUPAS.COMVicinity Map(NOT TO SCALE)SHEETSREVISIONDATENO.....................FORPREPARED BY:PROJECT NUMBER: 0042319.00CONTACT: JOSEPH SCHRAMMPhone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free PRELIMINARY SITEDEVELOPMENT PLANSCAFE ZUPASCHANHASSEN, MNFORINITIAL SUBMITTAL DATE: 05/02/2023SHEET: C0.1PROJECT NUMBER: 0042319.00SITESheet List TableSheet NumberSheet TitleC0.1COVERC1.0EXISTING CONDITIONS & REMOVALS PLANC2.0SITE PLANC3.0GRADING PLANC4.0EROSION CONTROL PLANC5.0SANITARY SEWER & WATERMAIN PLANC5.1STORM SEWER PLANC6.0DETAILSC6.1DETAILSL1.0LANDSCAPE PLAN GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUG PUG PUG PUG PUGPUGPUGPUGPUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.44INV(W)=962.39RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.0712" RCPSCALED PER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN12" RCP12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44SNOWPILESTSTOSTOSTOTPFTPF TPFTPFTPFTPFTPFTPF PROTECT TREE DURING CONSTRUCTION (TYP.)X\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\**XX\\\\\\\\\\\\\\\SAWCUT LINE (TYP.)SAWCUT LINE (TYP.)REMOVESTORMLINEREMOVE CURB (TYP.)REMOVE ASPHALT PAVEMENTREMOVE LIGHT POLE ANDUNDERGROUND ELECTRICLINESAWCUT & REMOVE ASPHALTPAVEMENT FOR SANITARYCONNECTIONREMOVE LIGHT POLEREMOVE TREEREPLACE INLETCASTINGS WITH R-1642\\\\\REMOVE CATCH BASINAND BULKHEAD 12"STORM LINESHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319EX01.DWG 05/02/2023CAFE ZUPASC1.0CHANHASSEN, MN CAFE ZUPAS EXISTING CONDITIONS & REMOVALS PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00SOIL BORINGPIEZOMETERGUY WIREFLARED END SECTIONSANITARY MANHOLEBEEHIVE CATCH BASINCATCH BASINELECTRIC MANHOLEELECTRIC TOWERSEWER CLEANOUTPOWER POLEELECTRIC BOXELECTRIC METERSIGNHANDICAPPED STALLMONITORING WELLCABLE TV BOXNATURAL GAS METERSTREET LIGHTMAIL BOXPERC TESTSTEEL/WOOD POSTCONIFEROUS TREEDECIDUOUS TREEGATE VALVEWATER MANHOLECURB STOP BOXHYDRANTWATER METERHAND HOLE/JUNCTION BOXSTORM MANHOLETELEPHONE BOXTELEPHONE MANHOLELEGENDCULVERTNATURAL GAS VALVEFIRE DEPT. CONNECTIONFOUND MONUMENT (SEE LABEL)FLAG POLESCOSTWCSWEEETTTVGGMAILPMWHHSET MONUMENT (SEE LABEL)NATURAL GAS MANHOLENATURAL GAS RISER/SERVICEFIBER OPTIC PEDESTALCABLE TV MANHOLEFIBER OPTIC MANHOLENATURAL GAS VENT PIPECATCH BASIN MANHOLEDOWNSPOUTPOWER POLE WITH LIGHTDSGFOFOTVPROPERTY LINE\\\\\\CURB & GUTTERSAW CUT PAVEMENTSANSANITARY SEWERWATWATER MAINSTOSTORM SEWERCONCRETEBITUMINOUSBUILDINGTREELIGHT POLETRAFFIC SIGNEXISTINGPROPOSEDSANWATSTOCONSTRUCTION BARRICADEWATHYDRANTWATGASGASGASPUGUNDERGROUND ELECTRICPUGTUGUNDERGROUND TELEPHONETUGPOHOVERHEAD ELECTRICPOHTOHOVERHEAD TELEPHONETOHFOTELEPHONE FIBER OPTICFOCTVCABLE TELEVISIONCTVRETAINING WALLFENCEXSOIL BORING LOCATIONSB-19XEXISTINGREMOVALS\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\REMOVAL LEGEND1.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THISPLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITYLOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIEDIMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.CONTRACTOR SHALL COORDINATE LIMITS OF REMOVALS WITH PROPOSED IMPROVEMENTSAND FIELD VERIFY CONDITION OF EXISTING APPURTENANCES TO REMAIN. CONTRACTORSHALL BE RESPONSIBLE FOR PROTECTING OR REPLACING MISCELLANEOUS ITEMS (SUCH ASFENCES, SIGNS, IRRIGATION HEADS, ETC.) THAT MAY BE DAMAGED BY CONSTRUCTION.3.CONTRACTOR SHALL PLACE ALL NECESSARY EROSION CONTROL MEASURES REQUIRED TOMAINTAIN SITE STABILITY PRIOR TO EXECUTING ANY SITE REMOVALS.4.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION WITH UTILITY PROVIDERS FORREMOVAL AND/OR RELOCATION OF EXISTING UTILITIES AFFECTED BY SITE DEVELOPMENT. ALLPERMITS, APPLICATIONS AND FEES ARE THE RESPONSIBILITY OF THE CONTRACTOR.REMOVAL NOTESSSX*XXXTPFTREE PROTECTION FENCE GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=972.54INV(NW)=967.44INV(SE)=967.44STONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXX XX 26'9'18'12'12'7.26'26'14.67'14.21'34.35'33.99'12'20'12'8'9'18'60°72.27'R25'R25'R10'R8'R15'R50'R5'R5'R5'R10'R5'R10'R10'R15'55461818181811116889106111313159'191919242DAAAAAAAABBBBBDDDDCS.4S.5S.3S.2S.2S.120'29.44'24'10'EE40FB4' (TYP.)6'8' (TYP.)GGHR12'R15'SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319SP01.DWG 05/02/2023CAFE ZUPASC2.0CHANHASSEN, MN CAFE ZUPASSITE PLAN 05/02/2023 . . . 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.001 B612 CURB AND GUTTER2DFLUSH CURB AND GUTTER6CONCRETE CROSS GUTTER8PRIVATE CONCRETE SIDEWALK9PRIVATE PEDESTRIAN CURB RAMP10PRIVATE PARALLEL PEDESTRIAN CURB RAMP11CROSS WALK STRIPING13TRAFFIC ARROW15HANDICAP ACCESSIBLE SIGNAGE AND STRIPING18BOLLARD19PAVEMENT SECTIONS24CONCRETE CURB AT SIDEWALK40MODULAR BLOCK RETAINING WALL1·ZONING:CBD, CENTRAL BUSINESS DISTRICT·PARCEL DESCRIPTION:LOT 2, BLOCK 1 WEST VILLAGE 4TH ADDITION·PROPOSED LOT AREA:32,982 SF (0.76 AC)·TOTAL SITE AREA:13.22 AC·EXISTING SITE IMPERVIOUS:9.34 AC·POST CONSTRUCTION SITE IMPERVIOUS:9.27 AC·DECREASE IN SITE IMPERVIOUS:0.07 AC (2.62%)·STORMWATER EXEMPT IMPERVIOUS AREA0.00 AC·DISTURBED IMPERVIOUS AREA0.58 AC (6.21% OF EX. IMPERVIOUS)·NEW/RECONSTRUCTED IMPERVIOUS0.56 AC·TOTAL DISTURBED AREA0.73 AC·BUILDING GROSS SIZE:3,050 SF·BUILDING SETBACK PER CODE:0' FRONT/SIDE/REAR·PARKING SPACE/DRIVE AISLE:9' WIDE X 18' LONG, 26' AISLE·PARKING RATIO REQUIREMENTCITY OF CHANHASSENFAST FOOD:1 SPACE / 80 SF OF GFATOTAL SPACES REQUIRED (3,050/80):38 SPACES·PARKING PROVIDED:20 SPACES*ADDITIONAL 18 SPACES TO BE SHARED WITHSHOPPING CENTER PER PARKING AGREEMENT·DRIVE THRU STACKING PROVIDED:10 VEHICLESSITE DETAILS (SI-0XX)SITE DEVELOPMENT SUMMARY1.BACKGROUND INFORMATION FOR THIS PROJECT PROVIDED BY WESTWOOD PROFESSIONALSERVICES, MINNETONKA, MN, 02/04/2022.2.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THISPLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITYLOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. IF ANY DISCREPANCIES ARE FOUND, THEENGINEER SHOULD BE NOTIFIED IMMEDIATELY.3.REFER TO BOUNDARY SURVEY FOR LOT BEARINGS, DIMENSIONS AND AREAS.4.ALL DIMENSIONS ARE TO FACE OF CURB OR EXTERIOR FACE OF BUILDING UNLESS OTHERWISENOTED.5.REFER TO ARCHITECTURAL PLANS FOR EXACT BUILDING DIMENSIONS AND LOCATIONS OFEXITS, RAMPS, AND TRUCK DOCKS.6.ALL CURB RADII ARE SHALL BE 3.0 FEET (TO FACE OF CURB) UNLESS OTHERWISE NOTED.7.ALL CURB AND GUTTER SHALL BE B612 UNLESS OTHERWISE NOTED.8.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFICCONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGGERSAND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OFTHESE DEVICES SHALL BE APPROVED BY THE CITY AND ENGINEER PRIOR TO PLACEMENT.TRAFFIC CONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS.9.BITUMINOUS PAVEMENT AND CONCRETE SECTIONS TO BE IN ACCORDANCE WITH THERECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER.10.CONTRACTOR SHALL MAINTAIN FULL ACCESS TO ADJACENT PROPERTIES DURINGCONSTRUCTION AND TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TOADJACENT PROPERTIES.11.SITE LIGHTING SHOWN ON PLAN IS FOR REFERENCE ONLY. REFER TO LIGHTING PLAN PREPAREDBY OTHERS FOR SITE LIGHTING DETAILS AND PHOTOMETRICS.GENERAL SITE NOTESPROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLCONCRETE PAVEMENTNUMBER OF PARKING STALLSTRANSFORMERSITE LIGHTINGEXISTINGPROPOSEDFENCEXXHEAVY DUTY BITUMINOUS PAVEMENTNORMAL DUTY BITUMINOUS PAVEMENTTRAFFIC SIGNPOWER POLEBOLLARD / POSTCONCRETE SIDEWALKTIP-OUT CURB AND GUTTERSITE LEGEND5TAMATCH EXISTING CURBBMATCH EXISTING CONCRETE PAVEMENT WITH SAWCUTCSTOP BARDPROPOSED LOT LINEEORDER LOCATIONFEXISTING LANDSCAPING & MONUMENT SIGNGSCREEN WALL (SEE ARCH. FOR DETAIL)HTRASH ENCLOSURE (SEE ARCH. FOR DETAIL)SITE KEYNOTESAS.1S.10S.2REFERENCESTOP SIGN30" X 30"R1-1SIZEMnDOT DESIGNATIONS.3S.4HANDICAP ACCESSIBLEDO NOT ENTERPEDESTRIAN CROSSING12" X 18"30" X 30"30" X 30"R7-8MR5-1W11-2SIGN LEGENDS.5DRIVE-THRU PARKINGSEE ARCH.N/A GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.0712" RCP12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44ST965970975964966967968969971972973974976977978 979970975969971972973974976977975971972973974976977970975969971972973974965970970970966967968969971971971972ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXX XX 71.1371.6572.1371.6171.9371.56LP71.33E.O.F.71.5771.89E.O.F.72.2672.5071.8072.02HP72.2171.75LP71.8672.0672.5072.5072.4472.38B 72.90F 72.40B 72.90F 72.40B 72.40F 72.40B 72.40F 72.40B 72.90F 72.40B 72.50F 72.50B 72.16F 72.1671.25LP69.6371.8071.9070.7770.6869.3069.3969.1269.2769.8471.2471.1971.7372.9773.5473.9174.30LP72.4972.0672.0872.1771.8672.5773.1972.73B 72.17F 71.67B 69.73F 69.23B 68.11F 67.61B 66.08F 65.5872.07970967968969 971 972970968969971972970971970969971972 975972973974976977971972972972 E.O.F.70.13TW: 72.59TW: 72.35BW: 71.35BW: 70.66BW: 69.52BW: 69.67TW: 72.39TW: 72.45TW: 72.52BW: 71.59SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319GD01.DWG 05/02/2023CAFE ZUPASC3.0CHANHASSEN, MN CAFE ZUPASGRADING PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00PROPERTY LINE982980POND NORMAL WATER LEVELRIDGE LINETOP AND BOTTOM OF RETAINING WALLEMERGENCY OVERFLOWSB-19SOIL BORING LOCATIONSTOSTORM SEWERDRAIN TILEWATER MAINSANITARY SEWEREXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOUR982980WATSANSPOT ELEVATIONFLOW DIRECTIONSB-19RETAINING WALLGRADING LIMITSGLCURB AND GUTTERFLARED END SECTION (WITH RIPRAP)GRADING LEGEND1.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THISPLAN ARE APPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITYLOCATIONS PRIOR TO EXCAVATION/CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIEDIMMEDIATELY IF ANY DISCREPANCIES ARE FOUND.2.CONTRACTORS SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS ANDDIMENSIONS OF VESTIBULE, SLOPED PAVEMENT, EXIT PORCHES, RAMPS, TRUCK DOCKS, PRECISEBUILDING DIMENSIONS, EXACT BUILDING UTILITY ENTRANCE LOCATIONS, AND EXACTLOCATIONS AND NUMBER OF DOWNSPOUTS.3.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARDSPECIFICATIONS FOR TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION" ASPREPARED BY THE CITY ENGINEERS ASSOCIATION OF MINNESOTA.4.ALL DISTURBED UNPAVED AREAS ARE TO RECEIVE SIX INCHES OF TOPSOIL AND SOD OR SEED.THESE AREAS SHALL BE WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. SEELANDSCAPE PLAN FOR PLANTING AND TURF ESTABLISHMENT.5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFICCONTROL DEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMENAND LIGHTS TO CONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OFTHESE DEVICES SHALL BE APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. TRAFFICCONTROL DEVICES SHALL CONFORM TO APPROPRIATE MNDOT STANDARDS.6.ALL SLOPES SHALL BE GRADED TO 3:1 OR FLATTER, UNLESS OTHERWISE INDICATED ON THISSHEET.7.CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING AND PROVIDE ASMOOTH FINISHED SURFACE WITH UNIFORM SLOPES BETWEEN POINTS WHERE ELEVATIONSARE SHOWN OR BETWEEN SUCH POINTS AND EXISTING GRADES.8.SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS & GUTTER FLOWLINE UNLESS OTHERWISE NOTED. PROPOSED CONTOURS ARE TO FINISHED SURFACEGRADE.9.SEE SOILS REPORT FOR PAVEMENT THICKNESSES AND HOLD DOWNS.10.CONTRACTOR SHALL DISPOSE OF ANY EXCESS SOIL MATERIAL THAT EXISTS AFTER THE SITEGRADING AND UTILITY CONSTRUCTION IS COMPLETED. THE CONTRACTOR SHALL DISPOSE OFALL EXCESS SOIL MATERIAL IN A MANNER ACCEPTABLE TO THE OWNER AND THE REGULATINGAGENCIES.11.CONTRACTOR SHALL PROVIDE A STRUCTURAL RETAINING WALL DESIGN CERTIFIED BY ALICENSED PROFESSIONAL ENGINEER.12.ALL CONSTRUCTION SHALL CONFORM TO LOCAL, STATE AND FEDERAL RULES INCLUDING THENATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS.13.PRIOR TO PLACEMENT OF ANY STRUCTURE OR PAVEMENT, A PROOF ROLL, AT MINIMUM, WILLBE REQUIRED ON THE SUBGRADE. PROOF ROLLING SHALL BE ACCOMPLISHED BY MAKINGMINIMUM OF 2 COMPLETE PASSES WITH FULLY-LOADED TANDEM-AXLE DUMP TRUCK, ORAPPROVED EQUAL, IN EACH OF 2 PERPENDICULAR DIRECTIONS WHILE UNDER SUPERVISIONAND DIRECTION OF THE INDEPENDENT TESTING LABORATORY. AREAS OF FAILURE SHALL BEEXCAVATED AND RE-COMPACTED AS SPECIFIED HEREIN.14.EMBANKMENT MATERIAL PLACED BENEATH BUILDINGS AND STREET OR PARKING AREAS SHALLBE COMPACTED IN ACCORDANCE WITH THE SPECIFIED DENSITY METHOD AS OUTLINED INMNDOT 2105.3F1 AND THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER.15.EMBANKMENT MATERIAL NOT PLACED IN THE BUILDING PAD, STREETS OR PARKING AREA,SHALL BE COMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE ORDINARYCOMPACTION METHOD AS OUTLINED IN MNDOT 2105.3F2.16.ALL SOILS AND MATERIALS TESTING SHALL BE COMPLETED BY AN INDEPENDENTGEOTECHNICAL ENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE ORUNSUITABLE SOILS SHALL BE COMPLETED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. THECONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS ANDINSPECTIONS WITH THE GEOTECHNICAL ENGINEER.GRADING NOTES0.00%900.00900.00TW=XXX.XXBW=XXX.XXE.O.F. 965970975964966967968969971972973974976977978 979970975969971972973974976977975971972973974976977970975969971972973974965970970970966967968969971971971972GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=972.54INV(NW)=967.44INV(SE)=967.44STPROPOSED RESTAURANT3,050 SFFFE = 973.00XXXXXXX SFSFSFSFSFSFSFSFSFSFSFSFSF S F S F TPFTPF TPFTPFTPFTPFTPFTPF970967968969971972970967968969971971972972972972 975971972973974976977ROCKCONSTRUCTIONENTRANCESILT FENCE(TYP.)INLETPROTECTION(TYP.)EROSIONCONTROLBLANKETTREEPROTECTIONFENCE (TYP.)STAGINGAREASHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319EC01.DWG 05/02/2023CAFE ZUPASC4.0CHANHASSEN, MN CAFE ZUPAS EROSION CONTROL PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00PROPERTY LINESILT FENCEROCK CONSTRUCTION ENTRANCEEROSION CONTROL BLANKETSOIL BORING LOCATIONSTORM SEWERDRAIN TILEWATER MAINSANITARY SEWERINLET PROTECTIONEXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOURSFCURB AND GUTTEREROSION CONTROL LEGEND1.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUS UTILITYCOMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION SHALL NOT BERELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONSPRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OF DISCREPANCIES.2.ALL SILT FENCE AND OTHER EROSION CONTROL FEATURES SHALL BE IN-PLACE PRIOR TO ANYEXCAVATION/CONSTRUCTION AND SHALL BE MAINTAINED UNTIL VIABLE TURF OR GROUND COVERHAS BEEN ESTABLISHED. EXISTING SILT FENCE ON-SITE SHALL BE MAINTAINED AND OR REMOVEDAND SHALL BE CONSIDERED INCIDENTAL TO THE GRADING CONTRACT. IT IS OF EXTREMEIMPORTANCE TO BE AWARE OF CURRENT FIELD CONDITIONS WITH RESPECT TO EROSION CONTROL.TEMPORARY PONDING, DIKES, HAYBALES, ETC., REQUIRED BY THE CITY SHALL BE INCIDENTAL TO THEGRADING CONTRACT.3.EROSION AND SILTATION CONTROL (ESC): THE CONTRACTOR SHALL ASSUME COMPLETERESPONSIBILITY FOR CONTROLLING ALL SILTATION AND EROSION OF THE PROJECT AREA. THECONTRACTOR SHALL USE WHATEVER MEANS NECESSARY TO CONTROL THE EROSION ANDSILTATION INCLUDING BUT NOT LIMITED TO: CATCH BASIN INSERTS, CONSTRUCTION ENTRANCES,EROSION CONTROL BLANKET, AND SILT FENCE. ESC SHALL COMMENCE WITH GRADING ANDCONTINUE THROUGHOUT THE PROJECT UNTIL ACCEPTANCE OF THE WORK BY THE OWNER. THECONTRACTOR'S RESPONSIBILITY INCLUDES ALL IMPLEMENTATION AS REQUIRED TO PREVENTEROSION AND THE DEPOSITING OF SILT. THE OWNER MAY DIRECT THE CONTRACTOR'S METHODS ASDEEMED FIT TO PROTECT PROPERTY AND IMPROVEMENTS. ANY DEPOSITION OF SILT OR MUD ONNEW OR EXISTING PAVEMENT OR IN EXISTING STORM SEWERS OR SWALES SHALL BE REMOVEDAFTER EACH RAIN EVENT. AFFECTED AREAS SHALL BE CLEANED TO THE SATISFACTION OF THEOWNER, ALL AT THE EXPENSE OF THE CONTRACTOR. ALL TEMPORARY EROSION CONTROL SHALL BEREMOVED BY THE CONTRACTOR AFTER THE TURF IS ESTABLISHED.4.ALL STREETS DISTURBED DURING WORKING HOURS MUST BE CLEANED AT THE END OF EACHWORKING DAY. A CONSTRUCTION ENTRANCE TO THE SITE MUST BE PROVIDED ACCORDING TODETAILS TO REDUCE TRACKING OF DIRT ONTO PUBLIC STREETS.5.ALL UNPAVED AREAS ALTERED DUE TO CONSTRUCTION ACTIVITIES MUST BE RESTORED WITH SEEDAND MULCH, SOD, EROSION CONTROL BLANKET OR BE HARD SURFACE WITHIN 2 WEEKS OFCOMPLETION OF CONSTRUCTION.6.THE SITE MUST BE STABILIZED PER THE REQUIREMENTS OF THE MPCA, NPDES, MNDOT, AND CITY.A.TEMPORARY (GREATER THAN 1-YEAR) SEED SHALL BE MNDOT SEED MIX 22-111 AT 30.5-POUNDSPER ACRE.B.TEMPORARY (LESS THAN 1-YEAR) SEED SHALL BE MNDOT SEED MIX 21-112 (FALL) OR 21-111(SPRING/SUMMER) AT 100-POUNDS PER ACREC.INFILTRATION/FILTRATION BASIN SHALL BE MNDOT SEED MIX 34-262 AT 14.5-POUNDS PERACRE.D.POND SLOPES SHALL BE MNDOT SEED MIX 33-261 AT 35-POUNDS PER ACRE.E.GENERAL SEEDING SHALL BE MNDOT SEED MIX 25-151 AT 70-POUNDS PER ACRE.F.MULCH SHALL BE MNDOT TYPE 1 APPLIED AT 2-TONS PER ACRE.9.FOR AREAS WITH SLOPE OF 3:1 OR GREATER, RESTORATION WITH SOD OR EROSION CONTROLBLANKET IS REQUIRED.10.ALL TEMPORARY STOCKPILES MUST HAVE SILT FENCE INSTALLED AROUND THEM TO TRAP SEDIMENT.11.ALL CONSTRUCTION SHALL CONFORM TO LOCAL AND STATE RULES INCLUDING THE NATIONALPOLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS.12.THE SITE MUST BE KEPT IN A WELL-DRAINED CONDITION AT ALL TIMES. THE CONTRACTOR SHALL BERESPONSIBLE FOR TEMPORARY DITCHES, PIPING OR OTHER MEANS REQUIRED TO INSURE PROPERDRAINAGE DURING CONSTRUCTION. LOW POINTS IN ROADWAYS OR BUILDING PADS MUST BEPROVIDED WITH A POSITIVE OUTFLOW.13.STAKING OFF AND MARKING OF PROPOSED INFILTRATION FACILITIES TO PREVENT SOILCOMPACTION BY HEAVY EQUIPMENT, STOCKPILING OF MATERIALS, AND TRAFFIC. IF INFILTRATIONFACILITIES ARE IN PLACE DURING CONSTRUCTION ACTIVITIES, BEST PRACTICES MUST BE DEPLOYEDTO PREVENT SEDIMENT AND OTHER MATERIAL FROM ENTERING THE PRACTICE(S). INFILTRATIONFACILITIES MUST NOT BE EXCAVATED TO WITHIN 3 FEET FINAL GRADE UNTIL THE CONTRIBUTINGDRAINAGE AREA HAS BEEN CONSTRUCTED AND FULLY STABILIZED. ANY ACCUMULATED SEDIMENT INAN INFILTRATION FACILITY MUST BE REMOVED IN MANNER THAT PREVENTS COMPACTION OF THEFACILITY BOTTOM. TO PROVIDE A WELL-AERATED, HIGHLY POROUS SURFACE, THE SOILS BELOW ANINFILTRATION PRACTICE MUST BE LOOSENED TO A MINIMUM DEPTH OF 18 INCHES PRIOR TOINSTALLATION OR PLANTING.14.CONSTRUCTION SHOULD INCLUDE MINIMIZATION OF THE DISTURBANCE INTENSITY AND DURATION,INCLUDING PHASING OF DISTURBANCE TO MINIMIZE QUANTITY OF DISTURBED AREA AT ANY ONETIME.GENERAL EROSION CONTROL NOTESSTOWATSANSB-19SB-19982980982980TREE PROTECTION FENCETPF GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.0712" RCPSCALED PER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44SNOWPILESTONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXX XX MH-6RE=972.83IE=967.41 (SW)IE=967.41 (N)SANITARY SEWER STUB-5IE=967.89 (N)VERIFY WITH MEPCONNECT TO EX. SAN SWRW/ 8" X 8" WYEIE=966.7027 LF-8" PVC @0.52%136 LF-8" PVC @ 0.52%2" WATERMAIN STUBCONNECT TO EX. 6"DIP WITH 2" WET TAP44 LF - 2" TYPE K COPPER33 LF-8" PVC @ 0.52%CONNECT TO GREASE INTERCEPTORGRND ELEV=972.19IE=967.75 (S)CONNECT TO GREASE INTERCEPTORGRND ELEV=972.40IE=967.58 (NE)1600 GAL. GREASEINTERCEPTORSEE PLUMBING PLANSSHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319UT01.DWG 05/02/2023CAFE ZUPASC5.0CHANHASSEN, MN CAFE ZUPAS SANITARY SEWER & WATERMAIN PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.001.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUSUTILITY COMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATIONSHALL NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFYEXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OFDISCREPANCIES.2.ALL SANITARY SEWER AND WATER MAIN MATERIAL AND INSTALLATIONS SHALL BE PER CITYREQUIREMENTS, MINNESOTA PLUMBING CODE, AND IN ACCORDANCE WITH THE CURRENTEDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATIONAND SANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITYENGINEERS ASSOCIATION OF MINNESOTA.3.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL OBTAIN THE NECESSARY FEDERAL, STATEAND LOCAL PERMITS FOR THE PROPOSED WORK OR VERIFY WITH THE OWNER OR ENGINEERTHAT PERMITS HAVE BEEN OBTAINED. PERMIT FEES SHALL BE THE RESPONSIBILITY OF THECONTRACTOR UNLESS OTHERWISE ARRANGED WITH THE OWNER.4.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION ANDDIMENSIONS OF DOORWAYS, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS ANDEXACT BUILDING UTILITY CONNECTION LOCATIONS.5.ALL PRIVATE UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS OFTHE APPROPRIATE UTILITY COMPANY. THE CONTRACTOR SHALL COORDINATE THE SERVICE LINECONSTRUCTION WITH THE UTILITY COMPANIES.6.CONTRACTOR SHALL OBTAIN ALL NECESSARY CITY PERMITS FOR UTILITY CONNECTIONS, ANDUTILITIES SHALL BE INSPECTED AND APPROVED BY THE CITY. THE CITY SHALL BE NOTIFIED48-HOURS PRIOR TO COMMENCING WITH THE UTILITY CONSTRUCTION OR ANY REQUIREDTESTING. CONTRACTOR SHALL NOT OPERATE, INTERFERE WITH, CONNECT ANY PIPE OR HOSETO, OR TAP ANY WATER MAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SOBY THE CITY. ANY ADVERSE CONSEQUENCES OF SCHEDULED OR UNSCHEDULED DISRUPTIONSOF SERVICE TO THE PUBLIC ARE TO BE THE RESPONSIBILITY OF THE CONTRACTOR.7.WATER MAIN LENGTHS AS SHOWN ARE APPROXIMATE HORIZONTAL LENGTHS. ALLOW FORADDITIONAL PIPE WHEN INSTALLING ON SLOPES OR WHEN DEFLECTIONS ARE REQUIRED. THEJOINT DEFLECTIONS SHALL NOT EXCEED THE MAXIMUM RECOMMENDED BY THE PIPEMANUFACTURER OR BY LOCAL GOVERNING SPECIFICATIONS. FITTINGS REQUIRED TOCONSTRUCT WATER MAIN SHALL BE INCLUDED IN WATER MAIN CONSTRUCTION.8.PROVIDE WATER MAIN THRUST RESTRAINTS PER CITY STANDARD REQUIREMENTS.9.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATER LINE CROSSINGSWITH SANITARY SEWER OR STORM SEWER. THE WATER LINE SHALL NOT HAVE JOINTS ORCONNECTION WITHIN 10-FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.10.UTILITY SERVICES TYPICALLY TERMINATE 5' OUTSIDE BUILDING WALL UNLESS OTHERWISESHOWN OR NOTED.11.DUCTILE IRON WATER LINES SHALL BE CLASS 52, PER AWWA C115 OR C151. COPPER WATERLINES SHALL BE TYPE K PER ASTM B88. PVC WATER LINES SHALL BE PER AWWA C900 ANDINSTALLED PER AWWA C605 IF ALLOWED BY CITY.12.ALL WATER LINES SHALL HAVE 7.5'MINIMUM COVER. INSULATE WATER MAIN IF LESS THAN 8'OF COVER. INSULATION SHALL BE DOW STYROFOAM HI BRAND 35 OR EQUIVALENT, WITH 4INCHES OF THICKNESS.13.SANITARY SEWER PIPE OUTSIDE THE BUILDING ENVELOPE SHALL BE POLYVINYL CHLORIDE (PVC)SDR 35 OR 26. SDR 26 IS REQUIRED FOR DEPTHS GREATER THAN 15 FEET. SANITARY SEWER PIPEWITHIN 5 FEET OF THE BUILDING AND UNDER FOOTINGS SHALL BE SCHEDULE 40 PER ASTMD2665. ALL PLASTIC SANITARY SEWER SHALL BE INSTALLED PER D2321. SOLVENT WELD JOINTSMUST INCLUDE USE OF A PRIMER WHICH IS OF A CONTRASTING COLOR TO THE PIPE ANDCEMENT. ALL SANITARY SEWER SHALL BE TESTED ACCORDING TO MINNESOTA PLUMBINGCODE, PART 712.0.14.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PERMINNESOTA PLUMBING CODE, PART 604.9.15.POST INDICATOR VALVES SHALL BE CLOW F-5750 (OR EQUIVALENT) MEETING AWWASTANDARD C509 AND CITY STANDARDS. VALVE TO BE MECHANICAL JOINT RESILIENT WEDGEGATE VALVE. POST TO BE ADJUSTABLE FOR 8 FEET WATER MAIN DEPTH. THE ELECTRICAL ALARMSWITCH SHALL BE PART NO. PCVS2 (OR EQUIVALENT).16.AFTER CONSTRUCTION IS COMPLETED, THE CONTRACTOR SHALL PROVIDE THE OWNER WITHAN AS-BUILT RECORD OF UTILITY CONSTRUCTION. THE AS-BUILT SHALL INCLUDE LOCATIONAND LENGTH DEVIATIONS OR CHANGES TO THE PLAN. CONTRACTOR TO VERIFY WITH OWNEROR ENGINEER WHETHER A PLAN WITH POST-CONSTRUCTION ELEVATIONS IS REQUIRED.17.ALL MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ONPLAN REFLECT THE SUMPED ELEVATIONS.GENERAL WATERMAIN & SANITARY SEWER NOTESSANITARY SEWER AND WATERMAIN LEGENDEXISTINGPROPOSEDSANITARY SEWERSTORM SEWERWATER MAINEASEMENT LINEPROPERTY LINEHYDRANTGATE VALVEDRAIN TILEFLARED END SECTION (WITH RIPRAP)LIGHT POLEGASUNDERGROUND ELECTRICUNDERGROUND TELEPHONEOVERHEAD ELECTRICOVERHEAD TELEPHONETELEPHONE FIBER OPTICCABLE TELEVISIONSANITARY SEWER FORCE MAINCURB AND GUTTERSANSTOWATWATGASGASPUGPUGTUGTOHPOHPOHTOHTOHFOFOCTVCTVFMFMSDT GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.0712" RCPSCALED PER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44STONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXX XX CB-101RE=972.52IE=968.52 (W)STMH-100RE=972.28IE=968.48 (E)SUMP=965.48STMH-500RE=971.53IE=965.00 (W)STMH-200RE=972.03IE=965.00 (W)SUMP=962.00CBMH-204RE=971.86IE=968.36 (N)CBMH-201RE=971.33IE=967.96 (SW)IE=968.00 (NW)IE=965.36 (E)STMH-300RE=970.86IE=965.52 (SE)SUMP=962.52CB-202RE=971.13IE=968.13 (SE)CB-301RE=969.63IE=965.63 (NW)43 LF-12" STM SWR @ 0.50%71 LF-18" STM SWR @ 0.50%8 LF-12" STMSWR @ 0.50%25 LF-12" STMSWR @ 0.50%21 LF-12" STMSWR @ 0.50%52 LF-12" STMSWR @ 2.08%36 LF-12" STM SWR @0.50%STMH-203RE=972.19IE=968.14 (S)IE=968.14 (NE)EX. STRUCTURERAISE RIM TO RE=968.59REPLACE CASTING WITH R-1642EX. STRUCTURERAISE RIM TO RE=969.11REPLACE CASTING WITH R-1642CONNECT TO EX. STRUCTUREIE = 963.93SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319UT01.DWG 05/02/2023CAFE ZUPASC5.1CHANHASSEN, MN CAFE ZUPASSTORM SEWER PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.001.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OFEXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUSUTILITY COMPANIES AND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATIONSHALL NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFYEXISTING CONDITIONS PRIOR TO CONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OFDISCREPANCIES.2.ALL STORM SEWER MATERIAL AND INSTALLATIONS SHALL BE PER CITY REQUIREMENTS,MINNESOTA PLUMBING CODE, AND IN ACCORDANCE WITH THE CURRENT EDITION OF"STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION ANDSANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERSASSOCIATION OF MINNESOTA.3.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL OBTAIN THE NECESSARY FEDERAL, STATEAND LOCAL PERMITS FOR THE PROPOSED WORK OR VERIFY WITH THE OWNER OR ENGINEERTHAT PERMITS HAVE BEEN OBTAINED. PERMIT FEES SHALL BE THE RESPONSIBILITY OF THECONTRACTOR UNLESS OTHERWISE ARRANGED WITH THE OWNER.4.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION ANDDIMENSIONS OF DOORWAYS, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS ANDEXACT BUILDING UTILITY CONNECTION LOCATIONS.5.ALL PRIVATE UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS OFTHE APPROPRIATE UTILITY COMPANY. THE CONTRACTOR SHALL COORDINATE THE SERVICE LINECONSTRUCTION WITH THE UTILITY COMPANIES.6.CONTRACTOR SHALL OBTAIN ALL NECESSARY CITY PERMITS FOR UTILITY CONNECTIONS, ANDUTILITIES SHALL BE INSPECTED AND APPROVED BY THE CITY. THE CITY SHALL BE NOTIFIED48-HOURS PRIOR TO COMMENCING WITH THE UTILITY CONSTRUCTION OR ANY REQUIREDTESTING. CONTRACTOR SHALL NOT OPERATE, INTERFERE WITH, CONNECT ANY PIPE OR HOSETO, OR TAP ANY WATER MAIN BELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SOBY THE CITY. ANY ADVERSE CONSEQUENCES OF SCHEDULED OR UNSCHEDULED DISRUPTIONSOF SERVICE TO THE PUBLIC ARE TO BE THE RESPONSIBILITY OF THE CONTRACTOR.7.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATER LINE CROSSINGSWITH STORM SEWER. THE WATER LINE SHALL NOT HAVE JOINTS OR CONNECTION WITHIN10-FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.8.UTILITY SERVICES TYPICALLY TERMINATE 5' OUTSIDE BUILDING WALL UNLESS OTHERWISESHOWN OR NOTED.9.STORM SEWER PIPE:A.RCP AND HDPE PIPE MAY BE INSTALLED WITH APPROVAL OF LOCAL GOVERNING AGENCY.B.REINFORCED CONCRETE PIPE SHALL BE CLASS 5 FOR PIPE DIAMETERS 18" AND SMALLER,CLASS 3 FOR PIPE DIAMETERS 21" AND LARGER UNLESS OTHERWISE NOTED, PER ASTM C76,WITH GASKETS PER ASTM C443.C.HDPE STORM PIPE 4- TO 10-INCHES IN DIAMETER SHALL MEET REQUIREMENTS OF AASHTOM252. HDPE STORM PIPE 12- TO 60-INCHES IN DIAMETER SHALL MEET REQUIREMENTS OFASTM F2306. FITTINGS SHALL BE PER ASTM D3212 AND INSTALLED PER ASTM D2321.D.PVC STORM SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PIPE PER ASTM D2665 ANDINSTALLED PER ASTM D2321.E.CORRUGATED METAL PIPE (CMP) FOR SIZES 18- TO 120-INCH AND MUST MEET ASTM A760OR ASTM A796 AND BE INSTALLED PER ASTM A798. CMP MAY NOT BE INSTALLED WITHIN10-FEET OF A WATERMAIN, WATER SERVICE, OR A BUILDING.F.ALL STORM SEWER JOINTS AND STRUCTURE CONNECTIONS SHALL BE GASTIGHT ORWATERTIGHT AS REQUIRED BY MINNESOTA PLUMBING CODE, PART 707.3. STORM SEWERLOCATED WITHIN 10-FEET OF A BUILDING AND/OR WATER LINE SHALL BE TESTED PERMINNESOTA PLUMBING CODE, PART 712.10.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PERMINNESOTA PLUMBING CODE, PART 604.9.11.AFTER CONSTRUCTION IS COMPLETED, THE CONTRACTOR SHALL PROVIDE THE OWNER WITHAN AS-BUILT RECORD OF UTILITY CONSTRUCTION. THE AS-BUILT SHALL INCLUDE LOCATIONAND LENGTH DEVIATIONS OR CHANGES TO THE PLAN. CONTRACTOR TO VERIFY WITH OWNEROR ENGINEER WHETHER A PLAN WITH POST-CONSTRUCTION ELEVATIONS IS REQUIRED.12.ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLE CASTINGS INPAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLAN REFLECT THE SUMPEDELEVATIONS.GENERAL STORM SEWER NOTESSTORM SEWER LEGENDEXISTINGPROPOSEDSANITARY SEWERSTORM SEWERWATER MAINEASEMENT LINEPROPERTY LINEHYDRANTGATE VALVEDRAIN TILEFLARED END SECTION (WITH RIPRAP)LIGHT POLEGASUNDERGROUND ELECTRICUNDERGROUND TELEPHONEOVERHEAD ELECTRICOVERHEAD TELEPHONETELEPHONE FIBER OPTICCABLE TELEVISIONSANITARY SEWER FORCE MAINCURB AND GUTTERSANSTOWATWATGASGASPUGPUGTUGTOHPOHPOHTOHTOHFOFOCTVCTVFMFMSDT SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319DT01.DWG 05/02/2023CAFE ZUPASC6.0CHANHASSEN, MN CAFE ZUPASDETAILS 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com. . . . . . . . . . ### ## or ##PROJECT NUMBER: 0042319.00CONCRETE VALLEY GUTTERSI52NOTE:1.CONCRETE GUTTER SHALL BE PER MnDOT SPEC 2531LAST REVISED:04/21/17SLOPE3/4" PER FT3'7"#4 REBARSECTION A-ALAST REVISED:01/09/20B6 STYLE CURB AND GUTTERSI01NOTES:1.EXPANSION JOINT SPACING IS 100'2.MIN. 3" CL. 5 UNDER C.&G.3.CURB SHALL BE PER MnDOT SPEC 25317"8"X"Y"6"13 1/2"Curb TypeXYB612B618B62424"18"12"20"26"32"SLOPE 3/4" PER FT.13R-3"R=3"R=1/2"TIP OUT SLOPE 3/4" PER FT.CONCRETE CROSS GUTTERSI06NOTES:1.1/2" PREFORMED JOINT FILLER MATERIAL- AASHTO M2132.CONCRETE GUTTER SHALL BE PER MnDOT SPEC 2531LAST REVISED:08/15/17EXPANSION JOINT(TYP.)SLOPE3/4" per ft3'7"#4 REBARSECTION A-A3' MIN.GUTTER FLOW LINEAA12"PRIVATE CONCRETE SIDEWALKSI08NOTES:1.SEE ARCHITECTURAL PLANS FOR WALK SCORING AND JOINT LAYOUT.2.WALK SHALL BE PER MnDOT SPEC 2521 MIX NO. 3A32 WITH A 28-DAY DESIGN STRENGTH OF 3900-PSI.LAST REVISED:08/15/17FINISH GRADESEE PLAN4" CONCRETE WALK WITHCONTRACTION JOINTS EVERY 5' ANDEXPANSION JOINTS EVERY 100' OR AT90° INTERSECTIONS2% CROSS SLOPE6" MIN.4" MNDOT SPEC 3138 CLASS 5AGGREGATE BASENOTES:1.TAPED AREAS TO BE CENTERED AND ALIGNED ON CENTER LINE AND LANE LINES. MAKE ADJUSTMENTS IN CENTER MEDIAN AREA.2.ZEBRA CROSSWALKS SHALL BE WHITE POLYMER-PREFORMED TAPE OR AN ACCEPTABLE EQUIVALENT APPROVED BY THE ENGINEER.3.A MINIMUM OF 1.5 FT. CLEAR DISTANCE MUST BE LEFT ADJACENT TO CURB. IF LAST STRIPED AREA FALLS INTO THIS DISTANCE, IT MUST BE OMITTED.4.REMOVE ALL CONFLICTING PAVEMENT MARKINGS AS DIRECTED BY THE ENGINEER.5.AT SKEWED CROSSWALKS, THE TAPED AREAS ARE TO REMAIN PARALLEL TO THE LANE LINES.6.WHERE PAVEMENT MARKINGS CAN NOT BE INLAYED INTO THE HOT MAT, PAVEMENT SHALL BE GROOVED FOR THE INSTALLATION OF THE POLYMER-PREFORMED MARKINGS. SEE Mn/DOT STANDARD SPECIFICATION 2564.LAST REVISED:08/15/17CROSS WALK STRIPINGSI11PAVEMENT MARKING(TYP.)DRIVING LANE(WIDTH VARIES)6 FT3 FT 3 FT DRIVING LANE(WIDTH VARIES)ROADCLNOTE:1.ALL TRAFFIC FLOW ARROWS TO BE SOLID WHITE REFLECTIVE TRAFFIC PAINT AS PER DIMENSIONS ABOVETRAFFIC ARROWLAST REVISED:08/15/17SI132.001.75 3.75 1.002.00R4.75HANDICAP SYMBOLLAST REVISED:08/15/17HANDICAP ACCESSIBLE SIGNAGE AND STRIPINGSI15HANDICAP SIGNNOPARKINGNOTE:BOTTOM OF SIGNS TO BE MOUNTED60"-66" FROM PARKING GRADE, SEESIGN POST INSTALLATION DETAILHANDICAP PARKINGNOTE:STRIPING TO MATCHPARKING, UNLESSPER LOCAL CODENOTE:SEE PLAN FOR PARKING LAYOUTNOPARKINGPARKINGVEHICLE IDREQUIREDUP TO $200 FINEFOR VIOLATIONVANACCESSIBLENOPARKING ACCESS AISLEHANDICAP PARKING SPACE WITHPAINTED INTERNATIONAL SYMBOL OFACCESSIBILITY WITH CONTRASTINGSQUARE BACKGROUND, CENTEREDTOWARD DRIVE AISLE.HANDICAP PARKINGSIGNS, 12"X18", OR PERLOCAL CODEHANDICAP SIGNCENTERED AT HEAD OFSPACE ON CENTER STRIPEHANDICAP PARKING ACCESSAISLE WITH PAINTED 12"HIGH LETTERING OF "NOPARKING" CENTEREDTOWARD DRIVE AISLEPER CITYCODEHANDICAP VANACCESSIBLE PARKINGSIGN, 12"X16", OR PERLOCAL CODE, ASAPPLICABLEFACE OF CURBSIDEWALKHANDICAP SIGNCENTERED AT HEAD OFSPACE, 2' MIN. AND 8'MAX. FROM FACE OFCURB2"-0"2"-0"10" DIAMETER CENTERSYMBOL IN PARKING STALL,ALL LINES TO BE 5" WIDE2"-0"NOPARKING4" WIDE PAINTED STRIPINGAT 45 DEGREES AND AT 2'O.C. AT ACCESS AISLE8'MIN.8'MIN.8'MIN.5°67.5°LAST REVISED:08/15/17BOLLARDSI18NOTES:1.4" DIAMETER STD. STL. PIPE CONCRETE FILLED @ DRIVE-THRU ONLY, 6" @ ALL OTHER LOCATIONS INCLUDING UTILITIES, TRASH ENCLOSURE, AND SPRINKLER RISERS. PROVIDE 1/4" WELDED CLOSURE PLATE AT BOTTOM. PAINT EXPOSED PIPE YELLOW, SECURITY BOLLARDS TO RECEIVE POLYETHYLENE COVER.2.24" DIAMETER CONCRETE FOUNDATION. USE SONOTUBE FORM.3.3/8" DIAMETER WELDED HOOPS. 18" DIAMETER TOP, BOTTOM AND CENTER.4.SOLID UNDISTURBED SOIL.5.PROVIDE PITCH, SMOOTH CONCRETE FINISH.4'-0"3'-0" AT DRIVE UP4'-0"3"155TOP OFPAVEMENT234SI19PAVEMENT SECTIONS SHOWN ARE FOR PLANNING PURPOSES ONLY.REFER TO GEOTECHNICAL REPORT FOR FINAL PAVEMENT SECTIONS.LAST REVISED:08/15/17PAVEMENT SECTIONS2" MnDOT TYPE SPWEA340E WEARING COURSE3" MnDOT TYPE SPNWB330E BASE COURSE12" MnDOT SPEC. 3138 CLASS 56" CONCRETE PAVEMENT W/ #4 REBAR AT 16" O.C. EACH WAY6" MnDOT SPEC. 3138 CLASS 5CONCRETE PAVEMENTBITUMINOUS PAVEMENT (HEAVY DUTY)BITUMINOUS PAVEMENT (STANDARD DUTY)COMPACTED SAND SUBGRADE (100% STANDARD PROCTOR)COMPACTED SAND SUBGRADE (100% STANDARD PROCTOR)MNDOT SPEC. 2357 BITUMINOUS TACK COAT2" MnDOT TYPE SPWEA340E WEARING COURSE2" MnDOT TYPE SPNWB330E BASE COURSE8" MnDOT SPEC. 3138 CLASS 5COMPACTED SAND SUBGRADE (100% STANDARD PROCTOR)MNDOT SPEC. 2357 BITUMINOUS TACK COATBUILDING CONTRACTORSI24CONCRETE CURB AT SIDEWALKEDGE OFCURBEXPANSION JOINTNOTE:SEE STRUCTURAL PLANS FOR WALK SCORING AND JOINT LAYOUT.6"SITE CONTRACTORCONC SIDEWALKLAST REVISED:08/15/17BASE MATERIAL6"MAX.8"ANOTES:1.PROVIDE A RELATIVELY FLAT MINIMUM 4'x4' LANDING BEHIND THE PEDESTRIAN RAMP, 2% MAXIMUM CROSS SLOPE BOTH DIRECTIONS.2.CURB RAMP AREA TO BE CONCRETE AND MEET LATEST ADA REQUIREMENTS. RAMP CROSS SLOPE 2% MAXIMUM. BACK-TO-BACK PEDESTRIAN RAMPS SHALL HAVE MINIMUM 48'' LANDING BETWEEN, OR PROVIDE AT-GRADE CROSSING.3.SIDE FLARES TO BE CONCRETE AND IMPLEMENTED WHERE ADJACENT TO PAVED AREAS. FLARED SLOPE TO BE 10% MAXIMUM. EXISTING CURB RAMP ALTERATIONS, WITH NO LANDING, SHALL BE 8.33% MAXIMUM. PROVIDE 10% MAXIMUM SLOPE, UNLESS NOTED OTHERWISE.4.ANY VERTICAL LIP THAT OCCURS AT THE FLOW LINE MAY NOT BE GREATER THAN 1/4 INCH.5.RAMP AND FLARED SIDE SURFACE TO BE MEDIUM BROOM FINISH, PERPENDICULAR TO TRAVEL PATH.6.WALK SHALL BE PER MnDOT SPEC 2521 MIX NO. 3A32 WITH A 28-DAY DESIGN STRENGTH OF 3900-PSI.ALAST REVISED:08/15/17PRIVATE PEDESTRIAN CURB RAMPSI092PLAN VIEW OF DIAGONAL RAMPPLAN VIEW OF PERPENDICULAR RAMPSECTION A-AELEVATION OF RAMP32333FACE OFCURB5BACK OFCURB5FACE OFCURBCURB FACEOR GUTTER5% APPROACHSLOPE MAX1/2" PREFORMEDJOINT FILLER MATERIALRAMP 8.33%MAX. SLOPEROUND ALL SLOPEDINTERSECTIONSSIDE FLARE 10%MAX. SLOPECONCRETE WALK8"5'-4"MIN.5' MIN.4' MIN. ORPER PLAN5' MIN.5'-4"MIN.5' MIN.5' MIN.4' MIN. ORPER PLANRAMP5'-4" MIN.LANDING4' MIN.SIDE FLARE5' MIN.RAMP4' MIN.SIDE FLARE5' MIN.AA114LAST REVISED:11/29/18FLUSH CURB AND GUTTERSI02-D12"8"20"SLOPE GUTTER TO MATCH(3/4" PER FT. TYP)TIP GUTTER OUT AS REQUIRED3" RADIUS1/2" RADIUS7"1/4" BACK8.5"PARALLEL RAMP SECTION A-ALAST REVISED:08/15/17PRIVATE PARALLEL PEDESTRIANCURB RAMPSI10AANOTES:1.CURB RAMP AREA TO BE CONCRETE AND MEET LATEST ADA REQUIREMENTS.RAMP CROSS SLOPE 2% MAXIMUM.2.RAMP SURFACE TO BE MEDIUM BROOM FINISH, PERPENDICULAR TOTRAVEL PATH.3.ANY VERTICAL LIP THAT OCCURS ATTHE FLOW LINE MAY NOT BE GREATERTHAN 1/4 INCH.ISOMETRIC PLANRAMP 8.33% SLOPEMAX. OR PER PLANINTEGRAL CURB WITH ROUNDEDEDGES TO HOLD ADJACENT GRADE,AS REQUIREDLANDING 2% MAX.CROSS SLOPE,BOTH DIRECTIONSPROVIDE A FLAT 4'x4' LANDING BEHINDTHE PEDESTRIAN RAMP, 2% MAX. CROSSSLOPEFRONT FACEOF CURBCURB FACEOR GUTTER5% APPROACHSLOPE MAX.1/2" PREFORMEDJOINT FILLERMATERIAL (TYP.)CONCRETESURFACEINTEGRAL CURB TOHOLD ADJACENTGROUND, AS REQUIREDLANDINGCONCRETE WALKROUND ALL SLOPEDINTERSECTIONSINTEGRAL CURB TOHOLD ADJACENTGROUND, AS REQUIREDSIDEWALKWIDTH4' MIN. ORPER PLANRAMP6' TYP.7' MAX.LANDING4' MIN.RAMP6' TYP.7' MAX.6" WIDTH,DEPTH ASNEEDEDRAMP 8.33% SLOPEMAX. OR PER PLANELEVATION37' MAX.7' MAX.PROVIDE A FLAT 4'x4' LANDINGBEHIND THE PEDESTRIAN RAMP, 2%MAX. CROSS SLOPE3'-0"7'-0"3'-0"SIGN INSTALLEDIN LANDSCAPE AREAHANDICAP STALL PARKING SIGNINSTALLED IN PARKING LOTNOTE:1.SIGN TO BE 2-SIDED WHERE HANDICAP PARKING STALLS FACE ONE ANOTHER.2.PARKING GRADE IS DEFINED AS EITHER FLOW LINE OF CURB OR PAVEMENT SURFACEAT THE HEAD OF THE STALL.12"LAST REVISED:06/15/19SIGN POST INSTALLATIONSI14CONCRETE CURB &GUTTERCAP REQUIRED2" GALVANIZEDSTEEL PIPE,ROUND, SET INCONCRETEMOWING EDGEPAVEMENT6" STEELCASINGCONCRETEFOOTING2'-0"MIN.10"BOTTOM OF THELOWEST SIGN TOBE MOUNTED60"-66" FROMPARKING GRADE2'-0"MIN.3'-6" MIN. FROSTDEPTH IF GREATERLAST REVISED:08/15/17SI40MODULAR BLOCK RETAINING WALL8"NOTE:CONTRACTOR TO PROVIDE ENGINEERING ANDSHOP DRAWINGS IF WALL IS GREATER THAN 4FEET TALL. CONTRACTOR TO SUBMIT WALLBLOCK TYPE, SIZE, AND COLOR FOR APPROVAL.1" - 1 1/4"SWALE AT TOP OF WALLMAY BE REQUIRED, VERIFY8" MIN. LOW PERMEABLE SOILFILTER FABRICUNIT DRAINAGE FILL(3/4" CRUSHED ROCKOR STONE)APPROXIMATE LIMITSOF EXCAVATION4" PERFORATED PVC DRAINTILEWRAPPED IN FILTER FABRIC,DAYLIGHT OR TO STORM SYSTEM,AS REQUIREDUNREINFORCED CONCRETE ORCRUSHED STONE LEVELING PADFINISHED GRADECONCRETE MODULAR BLOCKANCHORING PINS (AS REQUIRED)CAP UNIT, ADHERED TO TOPCOURSE WITH ADHESIVEFOUNDATIONSOILRETAINED SOILDESIGN HEIGHT SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319DT01.DWG 05/02/2023CAFE ZUPASC6.1CHANHASSEN, MN CAFE ZUPASDETAILS 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com. . . . . . . . . . ### ## or ##PROJECT NUMBER: 0042319.0012" SIDE SPACING(TYP.)6" INTERIOR SPACING(MIN.)77"(TYP.)LAST REVISED:05/02/2023UNDERGROUND STORMWATER STORAGEWASHED COURSE AGGREGATE40% VOIDSSUITABLE SUBGRADE MATERIALPAVEMENT SECTION. SEE DETAIL FORSPECIFIC DEPTHS.ON-SITE FILL MATERIALINLET PIPE IE = SEE PLANBOTTOM OF ROCK = 964.1712"MC-3500 CHAMBER PROFILEBOTTOM OFCHAMBER = 965.00N.T.S.10"ADS-GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILE ALL AROUNDCLEAN, CRUSHED, ANGULAR STONE*DETAIL IS SCHEMATIC FOR HYDRAULIC MODELING AND PERMITTING ONLY. SEE FINAL PLANS AND DETAILS BY STORMWATER VENDOR FOR CONSTRUCTION.*TOP OF ROCK = 969.75TOP OF CHAMBER = 968.75100 YEAR HWL = 969.7445" (MC-3500)2'-3"4'LAST REVISED:08/11/17SS01AAOUTLET PIPENOTES:1.THIS CONSTRUCTION IS NOT TO BE USED WITH PIPE LARGER THAN 36" DIAMETER.2.PIPE TO MANHOLE CONNECTION SHALL HAVE "A-LOK" CAST-IN-GASKET.MANHOLE CASTING & COVER, NEENAH NO. R-1642 STAMPED"SANITARY SEWER" OR EQUAL w/CONCEALED PICK HOLE.ADJUSTING RINGS (2 MIN., 6 MAX.). SET IN FULLMORTAR BED. PLASTER INSIDE AND OUTSIDE.ECCENTRIC CONESTEPS - MNDOT TYPE "N" OR TYPE "W"SPACED VERTICALLY AT 16" O.C.PREFORMED GASKET TYPE SEALSTANDARD 4'-0" I.D. MANHOLE SECTION.HEIGHT VARIES AS REQUIRED.PROVIDE MORTAR FILLETS TO FIT BOTTOMPORTIONS OF PIPE TO DIRECT FLOW TO OUTLET.SEE SECTION A-A.PRECAST CONCRETE BASE. ALTERNATE 8"CONCRETE BASE POURED IN PLACE, IFAPPROVED BY ENGINEER.SHAPE MORTAR FILLET TO PROVIDEA FLAT AREA EACH SIDE OF INVERTFOR STANDING ROOM. THESE MUSTBE SLOPED TO DRAIN INTO INVERT.INVERT7" 4'VARIES8"6'PROFILE VIEWSECTION A-AINVERTSANITARY MANHOLE PRECAST MANHOLEWITH ADJUSTABLE RINGSVARIES(SEE PLAN)LAST REVISED:08/10/17ST03STANDARD MANHOLEAANOTES:1.BASE TO BE GROUTED TO FORM A SMOOTH INVERT TO OUTLET.2.PIPE CUT-OUTS TO BE LOCATED WHERE REQUIRED.3.SEE DETAIL ST16 FOR CASTING TYPE.MINIMUM OF TWO 2"ADJUSTING RINGSCONCRETE CATCHBASIN MANHOLEAND BASE TO BECRETEX TYPE 433B ORAPPROVED EQUALMANHOLE COVER TOBE CRETEX TYPE II WITHEITHER 27" ROUND OR24"x36" RECTANGULAROPENINGVARIES 24"SECTION A-APLAN36"LAST REVISED:08/10/17ST01AARECTANGULARCATCH BASINGUTTER LINETRANSITION SECTIONEXPANSIONJOINT & FILLERB612 CURBTRANSITION SECTIONGUTTER LINEEXPANSIONJOINT & FILLERB612 CURBCATCH BASIN STRUCTUREBITUMINOUS PAVINGDEPRESS CASTING 0.15' BELOW GUTTER LINECONCRETE CURB & GUTTER BEYONDBOULEVARDADJUST BOX HEIGHT TO MATCHTOP OF CONCRETE CURBSET CASTING IN MORTAR BEDUSE ADJUST RINGS AS NEEDEDC.B. STRUCTURE-PRECASTCONC. 24"x36" (INSIDE)GROUT INVERT IN THE FIELDSTORM SEWERAGGREGATE BASEBITUMINOUS PAVINGSEE DETAIL ST16 FORCASTING TYPEPRECAST BASE4'4'PLAN VIEWSECTION A-A GASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATTPROPOSED RESTAURANT3,050 SFFFE = 973.00XXXXXXXABA ACBBADDDCCCCCCCREPAIR AND/OR REPLACE ANY EDGING, MULCH, AND PLANTMATERIAL DISTURBED OR DAMAGED DURING CONSTRUCTION. REPAIR/REPLACEWITH LIKE KIND, MATCH EXISTING.CCCCONIFEROUS TREESQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.NWS1NORWAY SPRUCE / PICEA ABIES8` HT B&BAS SHOWNDECIDUOUS TREESQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.FSM1FALL FIESTA® SUGAR MAPLE / ACER SACCHARUM 'BAILSTA'2.5" CALAS SHOWNAGG2AUTUMN GOLD GINKGO / GINKGO BILOBA 'AUTUMN GOLD'2.5" CALAS SHOWNIMH1IMPERIAL® HONEY LOCUST / GLEDITSIA TRIACANTHOS INERMIS 'IMPCOLE'2.5" CALAS SHOWNPRE1PRAIRIE EXPEDITION® AMERICAN ELM / ULMUS AMERICANA 'LEWIS & CLARK'2.5" CALAS SHOWNORNAMENTAL TREESQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.ABS2AUTUMN BRILLIANCE SERVICEBERRY / AMELANCHIER X GRANDIFLORA 'AUTUMN BRILLIANCE'1.5" CAL.AS SHOWNTCH1THORNLESS COCKSPUR HAWTHORN / CRATAEGUS CRUS-GALLI INERMIS1.5" CAL.AS SHOWNSSC1SPRING SNOW CRABAPPLE / MALUS X 'SPRING SNOW'1.5" CAL.AS SHOWNIRW1IRONWOOD / OSTRYA VIRGINIANA1.5" CAL.AS SHOWNCONIFEROUS SHRUBSQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.BNS15BIRD'S NEST NORWAY SPRUCE / PICEA ABIES 'NIDIFORMIS'#5 CONT.4`-0" O.C.HMA6HOLMSTRUP ARBORVITAE / THUJA OCCIDENTALIS 'HOLMSTRUP'#5 CONT.5`-0" O.C.DECIDUOUS SHRUBQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.AFD8ARCTIC FIRE® RED TWIG DOGWOOD / CORNUS SERICEA 'FARROW'#5 CONT.4`-0" O.C.DBH3DWARF BUSH HONEYSUCKLE / DIERVILLA LONICERA#5 CONT.3`-0" O.C.GCF9GOLD CLUSTER™ FORSYTHIA / FORSYTHIA X INTERMEDIA 'COURTANEUR'#5 CONT.4`-0" O.C.GRASSESQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.KFG9KARL FOERSTER FEATHER REED GRASS / CALAMAGROSTIS X ACUTIFLORA 'KARL FOERSTER'#1 CONT.24" O.C.PDS3PRAIRIE DROPSEED / SPOROBOLUS HETEROLEPIS#5 CONT.24" O.C.ANNUALS/PERENNIALSQTYCOMMON / BOTANICAL NAMESIZESPACING O.C.BRA12BURGUNDY RED ASTILBE / ASTILBE X ARENDSII 'BURGUNDERROT'#1 CONT.18" O.C.BJD9BAJA DAYLILY / HEMEROCALLIS X 'BAJA'#1 CONT.24" O.C.AJS6AUTUMN JOY SEDUM / SEDUM X 'AUTUMN JOY'#1 CONT.18" O.C.SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED LANDSCAPE ARCHITECT UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\CIVIL\0042319LP01.DWG 05/02/2023CAFE ZUPASL1.0CHANHASSEN, MN CAFE ZUPASLANDSCAPE PLAN 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 44018 JEFF R. WESTENDORFNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00ABBREVIATIONS: B&B = BALLED AND BURLAPPED CAL. = CALIPER HT. = HEIGHT MIN. =MINIMUM O.C. = ON CENTER SP. = SPREAD QTY .= QUANTITY CONT. = CONTAINERNOTE: QUANTITIES ON PLAN SUPERSEDE LIST QUANTITIES IN THE EVENT OF A DISCREPANCY.PLANT SCHEDULELAST REVISED:10/23/18SHRUB & PERENNIALCONTAINER PLANTINGLA27-CN.T.S.2XCONT.DIAMETERSET CONTAINER ROOT SOIL ONUNDISTURBED SUBSOIL OR MILDCOMPACTED SOIL FOR DEPTH TO MATCHFINISH GRADESCARIFY SIDES AND BOTTOM OF HOLE.DEPTH PER CONTAINER SOIL DEPTHBACKFILL PLANT PIT WITH SPECIFIEDPLANTING SOIL OR AS APPROVEDEDGING AT PLANTING BEDS, AS SPECIFIED,ADJACENT TO LAWN AREASMULCH AS SPECIFIED (AND FILTER FABRIC,AS INDICATED)REMOVE CONTAINER, SCARIFY SIDES, ANDSET SOIL MASS ON COMPACTED SOIL BASEMOUND, MATCHING SHRUBS NATURALGROUNDLINE WITH FINISHED GRADELAST REVISED:10/19/18DECIDUOUS TREEPLANTINGLA28N.T.S.SET ROOT BALL ON UNDISTURBED SUBSOILOR COMPACTED SOIL MOUND MATCHINGTREES NATURAL GROUNDLINE WITH FINISHEDSITE GRADE.REFER TO AMERICAN STANDARD FORNURSERY STOCK FOR MINIMUM BALL SIZE.ROOT FLARE TO BE PLANTED AT OR NEARFINISHED GROUNDLINE.SCARIFY SIDES AND BOTTOM OF HOLE.BACKFILL PLANT PIT WITH SPECIFIED BACKFILLSOIL.FORM 3" DEEP WATERING BASIN.PLACE MULCH, DEPTH AS SPECIFIED, OVERPLANT PITS - DO NOT PILE AGAINST TRUNK.TREE WRAP MATERIAL FROM GROUNDLINEUPWARD TO FIRST BRANCHES, AS REQUIRED.PRUNE OUT MISDIRECTED BRANCHES.PROVIDE ONE CENTRAL LEADER.GUYING AND STAKING, AS REQUIRED, FORONE (1) YEAR ON ALL DECIDUOUS ANDCONIFEROUS TREES:TOP STAKES 5' ABOVE GROUND (MAX.)OR TO FIRST BRANCH. BOTTOM OFSTAKE 3' (MIN.) BELOW GROUND.STAKING POSTS TO BE 2"X2" STAINEDWOOD OR PAINTED STEEL DELINEATORPOSTS. PLACE 3 POSTS EQUIDISTANTAROUND AND OUTSIDE ROOT BALL.SECURE TREE TO POSTS WITH 16" LONGPOLYPROPYLENE OR POLYETHYLENE, 40MIL., 1.5" WIDE STRAP.2XBALLDIAMETERSET ROOT BALL ON UNDISTURBED SUBSOILOR COMPACTED SOIL MOUND MATCHINGTREES NATURAL GROUNDLINE WITHFINISHED SITE GRADE.REFER TO AMERICAN STANDARD FORNURSERY STOCK FOR MINIMUM BALL SIZE.ROOT FLARE TO BE PLANTED AT OR NEARFINISHED GROUNDLINE.SCARIFY SIDES AND BOTTOM OF HOLE.BACKFILL PLANT PIT WITH SPECIFIEDBACKFILL SOIL.FORM 3" DEEP WATERING BASIN.PLACE MULCH, DEPTH AS SPECIFIED, OVERPLANT PITS - DO NOT PILE AGAINST TRUNK.PRUNE OUT MISDIRECTED BRANCHES.PROVIDE ONE CENTRAL LEADER.GUYING AND STAKING, AS REQUIRED, FORONE (1) YEAR ON ALL DECIDUOUS ANDCONIFEROUS TREES:TOP STAKES 5' ABOVE GROUND (MAX.)OR TO FIRST BRANCH. BOTTOM OFSTAKE 3' (MIN.) BELOW GROUND.STAKING POSTS TO BE 2"X2" STAINEDWOOD OR PAINTED STEEL DELINEATORPOSTS. PLACE 3 POSTS EQUIDISTANTAROUND AND OUTSIDE ROOT BALL.SECURE TREE TO POSTS WITH 16" LONGPOLYPROPYLENE OR POLYETHYLENE, 40MIL., 1.5" WIDE STRAP.2XBALLDIAMETERLAST REVISED:10/19/18EVERGREEN TREEPLANTINGLA29N.T.S.ASHREDDED HARDWOOD MULCH (TYP.)BEDGER (TYP.)CSOD (TYP.)DEXISTING TREE TO REMAINALANDSCAPE KEYNOTESLANDSCAPE LEGENDSHRUBSOVERSTORY DECIDUOUS TREEORNAMENTAL TREEPERENNIALSEDGERCANOPY/ EVERGREEN TREE REQUIREMENTPROPOSED COMMERCIAL DEVELOPMENT ADJOINING EXISTING COMMERCIAL DEVELOPMENT REQUIRESA BUFFERYARD "A".BUFFERYARD "A" REQUIRED PLANT UNITS PER 100 FT:1 CANOPY TREE2 ORNAMENTAL TREES3 SHRUBSLINEAR FEET OF SITE PERIMETER REQUIRING A BUFFERYARD= 320 FTREQUIRED PLANT MATERIAL: CANOPY= 4 ORNAMENTAL= 8 SHRUBS= 12A MINIMUM 20' BUFFERYARD TO BE PROVIDED. BUFFERYARD "A" REQUIRED PLANT UNIT MULTIPLIERFOR A 20' BUFFERYARD= .6REQUIRED PLANT MATERIAL WITH MULTIPLIER: CANOPY= 3 ORNAMENTAL=5 SHRUBS= 8PARKING LOT LANDSCAPE- FOR EACH 100 SF, OR FRACTION THEREOF, OF VEHICULAR USE AREA, 8 SFOF LANDSCAPED AREA SHALL BE PROVIDED. A MINIMUM OF ONE TREE SHALL BE REQUIRED FOR EACH250 SF OR FRACTION THEREOF, OF REQUIRED LANDSCAPE AREA.VEHICULAR USE AREA= 16,270 SFREQUIRED LANDSCAPE AREA= 1302 SF (16270/100=162.7*8=1301.6)PARKING LOT TREE REQUIREMENT= 6 TREES (1301.6/250=5.21)*CANOPY TREES MAY BE SUBSTITUTED WITH ORNAMENTAL TREES: TREES HAVING AN AVERAGE MATURE SPREAD OF CROWN LESS THAN 15 FT MAY BE SUBSTITUTED BY GROUPING OF THE SAME SOAS TO CREATE THE EQUIVALENT OF A 15 FT CROWN SPREAD. *COMPLIMENT OF TREES- NO MORE THAN 10% OF THE TREES MAY BE FROM ANY ONE TREE SPECIES,NO MORE THAN 20% OF THE TREES MAY BE FROM ANY ONE GENUS, AND NO MORE THAN 30% OFTREES FROM ANY ONE FAMILY.*1 TREE PER 30 LF OF SITE PERIMETER ABUTTING A PUBLIC RIGHT OF WAY (160/30=5.33 6 TREES)TREES REQUIRED= 14 (3 BUFFERYARD CANOPY + 5 BUFFERYARD ORNAMENTAL + 6 PARKING LOT)TREES PROVIDED= 143 EXISTING DECIDUOUS TREES1 PROPOSED CONIFEROUS TREES5 PROPOSED DECIDUOUS TREES5 PROPOSED ORNAMENTAL TREES**DRIVE THRU STACKING REQUIRES SCREENING. TRASH ENCLOSURE REQUIRES SCREENING.**LANDSCAPE SUMMARY1.CONTRACTOR SHALL CONTACT COMMON GROUND ALLIANCE AT 811 OR CALL811.COM TO VERIFY LOCATIONS OF ALL UNDERGROUND UTILITIES PRIOR TO INSTALLATION OF ANYPLANTS OR LANDSCAPE MATERIAL.2.ACTUAL LOCATION OF PLANT MATERIAL IS SUBJECT TO FIELD AND SITE CONDITIONS.3.NO PLANTING WILL BE INSTALLED UNTIL ALL GRADING AND CONSTRUCTION HAS BEEN COMPLETED IN THE IMMEDIATE AREA.4.ALL SUBSTITUTIONS MUST BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO SUBMISSION OF ANY BID AND/OR QUOTE BY THE LANDSCAPE CONTRACTOR.5.CONTRACTOR SHALL PROVIDE TWO YEAR GUARANTEE OF ALL PLANT MATERIALS. THE GUARANTEE BEGINS ON THE DATE OF THE LANDSCAPE ARCHITECT'S OR OWNER'S WRITTENACCEPTANCE OF THE INITIAL PLANTING. REPLACEMENT PLANT MATERIAL SHALL HAVE A ONE YEAR GUARANTEE COMMENCING UPON PLANTING.6.ALL PLANTS TO BE SPECIMEN GRADE, MINNESOTA-GROWN AND/OR HARDY. SPECIMEN GRADE SHALL ADHERE TO, BUT IS NOT LIMITED BY, THE FOLLOWING STANDARDS:ALL PLANTS SHALL BE FREE FROM DISEASE, PESTS, WOUNDS, SCARS, ETC.ALL PLANTS SHALL BE FREE FROM NOTICEABLE GAPS, HOLES, OR DEFORMITIES.ALL PLANTS SHALL BE FREE FROM BROKEN OR DEAD BRANCHES.ALL PLANTS SHALL HAVE HEAVY, HEALTHY BRANCHING AND LEAFING.CONIFEROUS TREES SHALL HAVE AN ESTABLISHED MAIN LEADER AND A HEIGHT TO WIDTH RATIO OF NO LESS THAN 5:3.7.PLANTS TO MEET AMERICAN STANDARD FOR NURSERY STOCK (ANSI Z60.1-2014 OR MOST CURRENT VERSION) REQUIREMENTS FOR SIZE AND TYPE SPECIFIED.8. PLANTS TO BE INSTALLED AS PER MNLA & ANSI STANDARD PLANTING PRACTICES.9.PLANTS SHALL BE IMMEDIATELY PLANTED UPON ARRIVAL AT SITE. PROPERLY HEEL-IN MATERIALS IF NECESSARY; TEMPORARY ONLY.10.PRIOR TO PLANTING, FIELD VERIFY THAT THE ROOT COLLAR/ROOT FLAIR IS LOCATED AT THE TOP OF THE BALLED & BURLAP TREE. IF THIS IS NOT THE CASE, SOIL SHALL BEREMOVED DOWN TO THE ROOT COLLAR/ROOT FLAIR. WHEN THE BALLED & BURLAP TREE IS PLANTED, THE ROOT COLLAR/ROOT FLAIR SHALL BE EVEN OR SLIGHTLY ABOVEFINISHED GRADE.11.OPEN TOP OF BURLAP ON BB MATERIALS; REMOVE POT ON POTTED PLANTS; SPLIT AND BREAK APART PEAT POTS.12.PRUNE PLANTS AS NECESSARY - PER STANDARD NURSERY PRACTICE AND TO CORRECT POOR BRANCHING OF EXISTING AND PROPOSED TREES.13.WRAP ALL SMOOTH-BARKED TREES - FASTEN TOP AND BOTTOM. REMOVE BY APRIL 1ST.14.STAKING OF TREES AS REQUIRED; REPOSITION, PLUMB AND STAKE IF NOT PLUMB AFTER ONE YEAR.15.THE NEED FOR SOIL AMENDMENTS SHALL BE DETERMINED UPON SITE SOIL CONDITIONS PRIOR TO PLANTING. LANDSCAPE CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECTFOR THE NEED OF ANY SOIL AMENDMENTS.16.BACKFILL SOIL AND TOPSOIL TO ADHERE TO MN/DOT STANDARD SPECIFICATION 3877 (SELECT TOPSOIL BORROW) AND TO BE EXISTING TOP SOIL FROM SITE FREE OF ROOTS,ROCKS LARGER THAN ONE INCH, SUBSOIL DEBRIS, AND LARGE WEEDS UNLESS SPECIFIED OTHERWISE. MINIMUM 6" DEPTH TOPSOIL FOR ALL LAWN GRASS AREAS AND 12" DEPTHTOPSOIL FOR TREE, SHRUBS, AND PERENNIALS.17.MULCH TO BE AT ALL TREE, SHRUB, PERENNIAL, AND MAINTENANCE AREAS. TREE AND SHRUB PLANTING BEDS SHALL HAVE 4" DEPTH OF SHREDDED HARDWOOD MULCH.SHREDDED HARDWOOD MULCH TO BE USED AROUND ALL PLANTS WITHIN TURF AREAS. PERENNIAL AND ORNAMENTAL GRASS BEDS SHALL HAVE 2" DEPTH SHREDDEDHARDWOOD MULCH. MULCH TO BE FREE OF DELETERIOUS MATERIAL AND NATURAL COLORED, OR APPROVED EQUAL. MULCH TO MATCH EXISTING CONDITIONS (WHEREAPPLICABLE).18.EDGING TO BE COMMERCIAL GRADE VALLEY-VIEW BLACK DIAMOND (OR EQUAL) POLY EDGING OR SPADED EDGE, AS INDICATED. POLY EDGING SHALL BE PLACED WITH SMOOTHCURVES AND STAKED WITH METAL SPIKES NO GREATER THAN 4 FOOT ON CENTER WITH BASE OF TOP BEAD AT GRADE, FOR MOWERS TO CUT ABOVE WITHOUT DAMAGE. UTILIZECURBS AND SIDEWALKS FOR EDGING WHERE POSSIBLE. SPADED EDGE TO PROVIDE V-SHAPED DEPTH AND WIDTH TO CREATE SEPARATION BETWEEN MULCH AND GRASS.INDIVIDUAL TREE, SHRUB, OR RAIN-GARDEN BEDS TO BE SPADED EDGE, UNLESS NOTED OTHERWISE. EDGING TO MATCH EXISTING CONDITIONS (WHERE APPLICABLE).19.ALL DISTURBED AREAS TO BE SODDED OR SEEDED, UNLESS OTHERWISE NOTED. PARKING LOT ISLANDS TO BE SODDED WITH SHREDDED HARDWOOD MULCH AROUND ALL TREESAND SHRUBS. SOD TO BE STANDARD MINNESOTA GROWN AND HARDY BLUEGRASS MIX, FREE OF LAWN WEEDS. ALL TOPSOIL AREAS TO BE RAKED TO REMOVE DEBRIS ANDENSURE DRAINAGE. SLOPES OF 3:1 OR GREATER SHALL BE STAKED. SEED AS SPECIFIED AND PER MN/DOT SPECIFICATIONS. IF NOT INDICATED ON LANDSCAPE PLAN, SEE EROSIONCONTROL PLAN.20.PROVIDE IRRIGATION TO ALL PLANTED AREAS ON SITE. IRRIGATION SYSTEM TO BE DESIGN/BUILD BY LANDSCAPE CONTRACTOR. LANDSCAPE CONTRACTOR TO PROVIDE SHOPDRAWINGS TO LANDSCAPE ARCHITECT FOR APPROVAL PRIOR TO INSTALLATION OF IRRIGATION SYSTEM. CONTRACTOR TO PROVIDE OPERATION MANUALS, AS-BUILT PLANS, ANDNORMAL PROGRAMMING. SYSTEM SHALL BE WINTERIZED AND HAVE SPRING STARTUP DURING FIRST YEAR OF OPERATION. SYSTEM SHALL HAVE ONE-YEAR WARRANTY ON ALLPARTS AND LABOR. ALL INFORMATION ABOUT INSTALLATION AND SCHEDULING CAN BE OBTAINED FROM THE GENERAL CONTRACTOR.21.CONTRACTOR SHALL PROVIDE NECESSARY WATERING OF PLANT MATERIALS UNTIL THE PLANT IS FULLY ESTABLISHED OR IRRIGATION SYSTEM IS OPERATIONAL. OWNER WILL NOTPROVIDE WATER FOR CONTRACTOR.22.REPAIR, REPLACE, OR PROVIDE SOD/SEED AS REQUIRED FOR ANY ROADWAY BOULEVARD AREAS ADJACENT TO THE SITE DISTURBED DURING CONSTRUCTION.23.REPAIR ALL DAMAGE TO PROPERTY FROM PLANTING OPERATIONS AT NO COST TO OWNER.PLANTING NOTESCONIFEROUS TREE PREPARED BY: PREPARED FOR: Café Zupas Sandy, UT A REPORT FOR STORMWATER MANAGEMENT Cafe Zupas Chanhassen, MN MAY 2, 2023 Stormwater Management Plan Report Cafe Zupas Chanhassen, MN Prepared For: Café Zupas ɫɭɧ Universal Circle Sandy, UT ɯɫɧɮɧ ɯɧɨ-ɯɪɬ-ɧɰɰɰ Prepared By: Westwood Professional Services ɨɩɮɧɨ Whitewater Drive, Suite ɪɧɧ Minnetonka, MN ɬɬɪɫɪ (ɰɬɩ) ɰɪɮ-ɬɨɬɧ I hereby certify that this 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. __________________________ Name: Joseph Schramm Date: ɧɬ/ɧɩ/ɩɧɩɪ License No. ɬɭɧɮɯ Project Number: ɧɧɫɩɪɨɰ.ɧɧ Date: May ɩ, ɩɧɩɪ Stormwater Management Plan | Cafe Zupas May 2, 2023 Table of Contents 1.0 Introduction ................................................................................................. 2 1.1 Project Description ....................................................................................................................................... 2 1.2 Regulatory Requirements............................................................................................................................. 2 2.0 Existing Site and Drainage Conditions .......................................................... 2 3.0 Soil Conditions ............................................................................................. 2 4.0 Proposed Stormwater Management System Design ...................................... 2 5.0 Stormwater Management ............................................................................. 3 5.1 Rate Control .................................................................................................................................................. 3 5.2 Volume Abstraction ...................................................................................................................................... 4 5.3 Water Quality ................................................................................................................................................ 4 6.0 Conclusions ................................................................................................... 5 Exhibits Exhibit ɨ: Existing & Proposed Drainage Area Maps Exhibit ɩ: Impervious Area Exhibit Appendix Appendix A: Soil Borings Appendix B: HydroCAD Model – Existing Conditions Appendix C: HydroCAD Model – Proposed Conditions Appendix D: MIDS Calculator Appendix E: Water Quality BMP Performance Confidential and Proprietary. TBPLS Firm #10074302 1.0 Introduction 1.1 Project Description This report summarizes the stormwater management design for the proposed Cafe Zupas project. The proposed Cafe Zupas restaurant is located in a proposed outlot in the existing parking lot of the Lunds & Byerly’s at W ɮɯth Street and Kerber Boulevard. The proposed project consists of a ɪ,ɧɬɧ SF building and associated drive thru and parking. Exhibit ɨ shows the existing and proposed drainage areas for this project. The drainage areas extend into the overall Lunds parcel to capture runoff from the existing and reconstructed parking areas. The two parcels are considered the project area under watershed rules. However, the stormwater calculations are included only for the proposed development site and the adjacent parking lot. The disturbed area of this project is approximately ɪɧ,ɮɨɪ square feet. 1.2 Regulatory Requirements The proposed project site is located within the City of Chanhassen and Riley Purgatory Bluff Creek Watershed District. The following rules from the City and Watershed apply:  Limit peak runoff to existing conditions for the ɩ-, ɨɧ-, and ɨɧɧ-year ɩɫ-hour storm events and the ɨɧɧ-year, ɨɧ-day snowmelt event.  Provide abstraction for ɨ.ɨ inches of runoff from impervious surfaces, or ɧ.ɬɬ inches for restricted sites.  Provide at least ɭɧ% TP removal and ɰɧ% TSS removal on an annual average basis, and no net increase in TSS or TP from the existing conditions.  Minimum ɪ’ freeboard between basin ɨɧɧ-year high water level and low building opening (City requirement). 2.0 Existing Site and Drainage Conditions The proposed property is part of the Lunds & Byerly’s parcel (PID: ɩɬɯɮɰɧɧɫɧ) and currently consists of parking lot, landscape islands, driveways, and storm sewer. To the north of the proposed outlot is the Lunds & Byerly’s grocery store development. To the west of the proposed outlot is the FedEx retail store. The existing parking lot drains to four catch basins in the southwest corner of the lot. Three of these catch basins drain south via pipes to W ɮɯth Street. The westernmost catch basin drains west to the storm sewer near the FedEx store. 3.0 Soil Conditions A Geotechnical Exploration Report was completed by Westwood on April ɨɰ, ɩɧɩɪ for the project. The soil boring logs are included in Appendix A. The site generally consists of native lean clay glacial till beneath existing pavement and aggregate base. Groundwater was not observed in the soil borings. 4.0 Proposed Stormwater Management System Design The proposed project consists of a ɪ,ɧɬɧ SF restaurant and drive-thru in the existing grocery store parking lot. Runoff from the proposed building will be routed to an underground system that also receives runoff from the drive-thru and parking lot pavement. Outflow from the Confidential and Proprietary. TBPLS Firm #10074302 underground system will be routed to the development’s existing storm sewer south of the proposed drive thru. Stormwater will ultimately discharge to W ɮɯth Street storm sewer. Table 1: Impervious Lot Coverage Cover Existing Area [ac] Proposed Area [ac] Pervious ɧ.ɪɰ ɧ.ɫɭ Impervious ɩ.ɩɯ ɩ.ɩɨ Total ɩ.ɭɮ ɩ.ɭɮ There is a net decrease of ɧ.ɧɮ acres of impervious area. The total new and reconstructed impervious area for the project is ɧ.ɬɭ acres, as illustrated on Exhibit ɩ. 5.0 Stormwater Management 5.1 Rate Control Stormwater discharges for the proposed project area have been reduced to the existing rates by utilizing the storage capacity in the underground chamber system. Discharge rates were computed using HydroCAD stormwater modeling software which incorporates Atlas-ɨɫ rainfall distributions. See Appendices A & B for the existing and proposed HydroCAD models. The tables below summarize the existing and proposed peak runoff rates at the site discharge points. Table 2: Peak Discharge Rates to West Storm Event Existing Discharge Rate [cfs] Proposed Discharge Rate [cfs] ɩ-year (ɩ.ɯɮ”) ɪ.ɰɬ ɨ.ɧɰ ɨɧ-year (ɫ.ɩɮ”) ɭ.ɪɪ ɩ.ɪɮ ɨɧɧ-year (ɮ.ɫɨ”) ɨɧ.ɬɩ ɬ.ɧɮ ɨɧɧ-yr, ɨɧ-d snowmelt (ɮ.ɩ”) ɧ.ɨɮ ɧ.ɨɨ Table 3: Peak Discharge Rates to South Storm Event Existing Discharge Rate [cfs] Proposed Discharge Rate [cfs] ɩ-year (ɩ.ɯɮ”) ɯ.ɧɧ ɫ.ɯɫ ɨɧ-year (ɫ.ɩɮ”) ɨɩ.ɫɰ ɭ.ɫɯ ɨɧɧ-year (ɮ.ɫɨ”) ɩɧ.ɪɰ ɰ.ɬɧ ɨɧɧ-yr, ɨɧ-d snowmelt (ɮ.ɩ”) ɧ.ɪɫ ɧ.ɪɰ While the rate control requirement for the snowmelt event is not met at the southern discharge point, the two discharge points converge downstream of the site and the total snowmelt runoff rate matches existing conditions. The ɨɧɧ-yr HWL of the underground system is ɰɭɰ.ɮɫ’. The low floor elevation of the proposed building is ɰɮɪ.ɧɧ’, which meets the watershed’s ɩ’ freeboard requirement and the city’s ɪ’ freeboard requirement. Confidential and Proprietary. TBPLS Firm #10074302 5.2 Volume Abstraction The Watershed requires abstraction of ɨ.ɨ inches of runoff from all new or reconstructed impervious surfaces. Based on the soil borings in the proposed project area, the site is restricted for infiltration due to the sandy lean clay soils, resulting in a reduced volume abstraction requirement of ɧ.ɬɬ inches. An infiltration rate of ɧ.ɪ”/hr was measured during an infiltration test of in-situ compacted soils on ɧɫ/ɨɰ/ɩɧɩɪ by Westwood Professional Services. A rate of ɧ.ɨɬ”/hr was assumed for design. The ɨɧ” depth rock bed under the chamber system provides an equivalent infiltration depth of ɧ.ɪɪ’ (to account for ɫɧ% voids), which will draw down in ɩɮ hours for the ɧ.ɨɬ”/hr infiltration rate. Refer to Table ɫ for a summary of volume abstraction provided by the underground chambers. Refer to the end of Appendix C for the stage storage table of the underground chamber system. Table 4: Volume Abstraction BMP Impervious Area [ac] Required Volume (ɧ.ɬɬ”) [cf] Volume Abstraction Provided [cf] UG Chambers ɧ.ɬɫɧ ɨ,ɧɮɰ ɨ,ɨɪɪ 5.3 Water Quality The Watershed requires storm water facilities to be designed to provide ɭɧ% annual removal of total phosphorus (TP), ɰɧ% annual removal of total suspended solids (TSS), and no net increase in TSS and TP compared to existing conditions. The volume abstraction from the Isolator Row of the underground chamber system is proposed to meet the water quality requirements. A sump manhole provides pretreatment. The MIDS Calculator was used to model the water quality for the proposed disturbed area. Separate models were run to calculate the removal efficiencies since the regulated impervious area differs from the actual tributary drainage area to the filter device. The first model calculates the loading of the site plus the reconstructed impervious on the adjacent property. The second model includes the entire area tributary to the BMPs to calculate the proposed load removals. This includes all the disturbed pervious areas, all new impervious areas, and all disturbed impervious areas. The treatment needed to meet the watershed rules is provided by the isolator row of the StormTech chambers. A Pɯ model was developed to determine the performance of the Isolator Row, with results of ɬɬ% TSS and ɩɭ% TP removal. Refer to Appendix E for the Pɯ modeling result for the StormTech Isolator Row, which were used as inputs for the MIDS Calculator. The MIDS modeling results from Appendix D are summarized in Table ɬ below. Table 5: MIDS modeling results-Removal efficiencies Loading [lbs/yr] Load Retained [lbs/yr] % Reduction Confidential and Proprietary. TBPLS Firm #10074302 TSS ɨɮɧ.ɬ ɪɯɪ.ɮ ɨɩɬ% TP ɧ.ɰɫ ɨ.ɬɨ ɨɭɬ% In addition, a third MIDS model calculates the runoff from the existing conditions for same watershed boundary as the proposed conditions to verify that there is no increase in TSS and TP loading from the proposed project. The MIDS modeling results from Appendix D are summarized in Table ɭ below. Table 6: MIDS modeling results-No net increase Existing Loading [lbs/yr] Proposed Loading [lbs/yr] TSS ɮɬɩ.ɧ ɪɬɩ.ɮ TP ɫ.ɨɫ ɩ.ɬɫ 6.0 Conclusions The proposed Cafe Zupas Retail development and its stormwater management facilities have been designed to meet the requirements of the City of Chanhassen, Riley Purgatory Bluff Creek Watershed District, and the MPCA NPDES permit.  Rate Control The proposed site discharge rates do not exceed the existing discharge rates.  Volume Reduction The proposed stormwater management systems meets the volume abstraction requirement for restricted sites (ɧ.ɬɬ” over new and reconstructed impervious areas).  Water Quality The proposed BMP combine to meet the ɰɧ% TSS and ɭɧ% TP removal requirements , and provide no net increase in TSS and TP. Confidential and Proprietary. TBPLS Firm #10074302 Exhibit 1: Existing & Proposed Drainage Area Maps STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOST O ST O ST O STOPUG PUG PUG PUG PUGRIM=964.85INV(E)=961.44INV(W)=961.35RIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.44INV(W)=962.39RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.07RIM=971.91INV(N)=967.58INV(SW)=967.61RIM=973.57INV(N)=968.72INV(S)=968.67INV(E)=968.89RIM=973.30INV(E)=970.10INV(W)=970.10RIM=973.59INV(W)=970.29RIM=971.96INV(W)=969.26RIM=971.86INV(W)=968.66INV(E)=968.5612" RCP12 " R C P 12" RCP12" RCP12" RCP12" RCP12" RCP12" RCP12" RCP12" RCPTTSTOSTOSTO965970975980964966967968969971972973974976977 978979981970975969971972973974976977978979975971972973974976977970975969971972973974976977978 9799659709709709669679689699719719719721S0.78 AC.33,830 SF2S0.91 AC.39,595 SF3S0.94 AC.41,049 SF4S0.04 AC.1,942 SFSHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\0042319C-DRAN.DWG 05/02/2023CAFE ZUPAS1 CHANHASSEN, MN CAFE ZUPAS EXISTING DRAINAGE MAP 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH A. SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00 STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOST O ST O ST O STORIM=964.85INV(E)=961.44INV(W)=961.35RIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.07RIM=971.91INV(N)=967.58INV(SW)=967.61RIM=973.57INV(N)=968.72INV(S)=968.67INV(E)=968.89RIM=973.30INV(E)=970.10INV(W)=970.10RIM=973.59INV(W)=970.29RIM=971.96INV(W)=969.26RIM=971.86INV(W)=968.66INV(E)=968.5612" RCP12 " R C P 12" RCP12" RCP12" RCP12" RCP12" RCP12" RCP12" RCPTT965970975980964966967968969971972973974976977 978979981970975969971972973974976977978979975971972973974976977970975969971972973974976977978 979965970970970966967968969971971971972ONLINEPICKUPONLYORDERDRIVETHRUPROPOSED RESTAURANT3,050 SFFFE = 973.00EXITONLYXXXXX XX 1S0.56 AC.24,479 SF2S2.02 AC.87,977 SF3S0.09 AC.3,910 SFSHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\0042319C-DRAN.DWG 05/02/2023CAFE ZUPAS2 CHANHASSEN, MN CAFE ZUPAS PROPOSED DRAINAGE MAP 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH A. SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0042319.00 Confidential and Proprietary. TBPLS Firm #10074302 Exhibit 2: Impervious Area Exhibit STOSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTO ST O STOSTOSTOSTO STOEXISTING BUILDING841 SQ. FEETEXISTING BUILDINGEXISTING BUILDINGPROPOSED RESTAURANT3,050 SFFFE = 973.00SHEET NUMBER:DATE:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0042319.00\DWG\0042319C-DRAN.DWG 05/02/2023CAFE ZUPAS3 CHANHASSEN, MN CAFE ZUPAS IMPERVIOUS AREAS EXHIBIT 05/02/2023 JAS JAS AKW 05/02/2023 460 UNIVERSAL CIRCLE SANDY, UT 84070 CAFE ZUPAS 56078 JOSEPH A. SCHRAMMNOT FOR CONSTRUCTION© 2023 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'40'80'120'1" = 40'. . . . . . . . . . 40' 8' or 4'PROJECT NUMBER: 0042319.00EXISTING IMPERVIOUS AREANEW/RECONSTRUCTED IMPERVIOUS PAVEMENT Confidential and Proprietary. TBPLS Firm #10074302 Appendix A: Soil Borings PREPARED BY: REPORT PREPARED FOR: Café Zupas Sandy, UT A REPORT FOR GEOTECHNICAL EXPLORATION PROGRAM Café Zupas Chanhassen, MN APRIL 2023 Geotechnical Exploration Program Café Zupas Chanhassen, MN April 19, 2023 Prepared For: Edgar Cepuritis Café Zupas 460 Universal Circle Sandy, UT 84070 (312)-208-2887 Prepared By: Westwood Professional Services, Inc. 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 Westwood Project Number: R0042319.00 Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. Table of Contents 1.0 Introduction ...........................................................................................................................1 1.1 Project Information ................................................................................................................... 1 1.2 Existing Site Conditions ............................................................................................................. 1 1.3 Scope of Work ........................................................................................................................... 1 1.4 Purpose of Report ..................................................................................................................... 2 2.0 Exploration Program Results ...................................................................................................2 2.1 Scope of Exploration.................................................................................................................. 2 2.2 Subsurface Conditions ............................................................................................................... 3 2.3 Water Level Observations ......................................................................................................... 3 2.4 Laboratory Tests ........................................................................................................................ 4 3.0 Engineering Review .................................................................................................................4 3.1 Project Data ............................................................................................................................... 4 3.2 Subsurface Profile and Soil Engineering Properties .................................................................. 5 3.3 Bearing Capacity and Settlement Review ................................................................................. 5 4.0 Design Recommendations .......................................................................................................5 4.1 Building Foundation .................................................................................................................. 5 4.2 Slab-on-Grade ............................................................................................................................ 6 4.3 Lateral Earth Pressure ............................................................................................................... 6 4.4 Surface Drainage ....................................................................................................................... 6 4.5 Pavement Section ...................................................................................................................... 7 5.0 Construction Recommendations ..............................................................................................7 5.1 Site Preparation ......................................................................................................................... 7 5.2 Excavation ................................................................................................................................. 8 5.3 Structural Fill and Backfill .......................................................................................................... 8 5.4 Utilities ...................................................................................................................................... 9 6.0 Summary and Conclusions ..................................................................................................... 10 7.0 Standard of Care ................................................................................................................... 11 Tables Table 1 – Summary of Soil Parameters ................................................................................................5 Appendices Appendix A: Soil Boring Locations Appendix B: Soil Boring Log Notes & Logs Appendix C: Field Exploration Procedures Appendix D: Classification of Soils Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 1 | Confidential and Proprietary. Westwood Professional Services, Inc. 1.0 Introduction 1.1 Project Information Geotechnical engineering services for the proposed Café Zupas development in Chanhassen, Minnesota, was performed by Westwood Professional Services (Westwood). Westwood understands that this building and accompanying drive-thru pavement region is part of an out lot within the Phillips Edison, West Village development project. Westwood understands that Café Zupas is planning to construct a single-story restaurant building with a surrounding drive-thru. The proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The focus of this geotechnical investigation is for the proposed building. As part of this effort, Westwood conducted a subsurface geotechnical investigation to determine the subsurface soil and water profile and soil engineering properties. The soil properties were used to review foundation design properties and construction considerations for the proposed building. Pavement recommendations are also provided. Design and construction recommendations were also developed for the slabs-on-grade and site preparation. 1.2 Existing Site Conditions The project is in the east central region of Chanhassen, which is a suburban city, located in Carver County, about 20 miles southwest of downtown Minneapolis. The proposed building site is on the north side of W 78th Street which is also County Road 16 and approximately 700 feet west of Kerber Boulevard. The site is currently in use as a parking lot for an existing strip mall development identified as West Village Center. The proposed building will be just northeast of the southwest driveway entrance into the existing strip mall site. The existing parking lot is asphaltic pavement with concrete curb and gutter. Several landscape islands divide the parking stalls and border the parking lot limits. No overhead utilities are within the project site. Pedestrian sidewalks extend along W 78th Street and along the west side of the driveway entrance. The existing development region was previously agricultural farmland with the farmstead located in the north central region of the parking lot. 1.3 Scope of Work The geotechnical work scope for this project was as follows: 1. Confirmed proposed soil boring quantities, depths, and locations with the client prior to drilling. 2. Laid out and staked soil borings. 3. The drilling subcontractor, Glacial Ridge Drilling, Inc., performed the following on-site subsurface exploration: a. Mobilized a truck mounted drill rig to the site. b. Contacted Gopher One-Call for utility locates prior to performing the on-site subsurface exploration. c. Performed a subsurface investigation using standard penetration test (SPT) sampling methods based on locations provided by Westwood. Three (3) soil borings were performed within the building footprints each to a depth of 15 feet below ground surface (bgs) and sampled at 2½- foot sampling intervals. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 2 | Confidential and Proprietary. Westwood Professional Services, Inc. d. Filled the boreholes in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725. e. Cold patch pavement of borings located in the existing parking area. f. Disposed of all soil cuttings for all borings on the site. g. Returned samples obtained to the Westwood laboratory. 4. Performed standard classification by a geotechnical engineer according to Unified Soils Classification System (USCS) classification. 5. Performed laboratory testing of soils to aid in classification of soils and to provide required engineering design parameters. Laboratory testing of soils was based on soils encountered and representative samples of the soil. Laboratory testing included: a. Moisture content of all soil samples. b. Spring penetrometer testing for estimates of unconfined compressive strength from split-spoon soil samples where cohesive soils were encountered. c. Falling head hydraulic conductivity of soils samples. 6. Prepared a geotechnical report to include the following items: a. Building recommendations for shallow foundation support, including allowable soil bearing pressures, total and differential settlement estimates, lateral earth pressure recommendations pending any below grade walls including active, at-rest, and passive earth pressure coefficients, and recommendations for modulus of subgrade reaction for slabs on grade. b. Pavement recommendations for asphaltic pavement design. c. Construction recommendations for site preparation considerations, excavation and backfill methods as well as ground and surface water control considerations. d. Computer generated soil boring logs following USCS criteria, laboratory test results, surface and subsurface site conditions, water level information, exploration procedures, and soil boring location plan drawing. 7. Provide project coordination and project administration services to complete the subsurface exploration and reporting. 1.4 Purpose of Report The purpose of this report is to present the results of Westwood’s field and laboratory testing program and to provide Westwood’s engineering recommendations for foundation support and construction considerations related to subsurface soil and water conditions for the site. The authorized scope of services for this report is intended for geotechnical purposes only and not to document or detect the presence or absence of any environmental contamination at the site. 2.0 Exploration Program Results 2.1 Scope of Exploration On March 22nd, 2023, three (3) soil borings (B01, B02, and B03) were performed by Glacial Ridge Drilling, Inc. at spaced-out locations within the building and drive-thru footprint. Soil borings B01 and B03 were located in the west central and southeastern perimeter regions of the building footprint, respectively. Soil boring B02 was located in the proposed two-lane ordering area of the vehicle drive-thru located on the north side of the restaurant. The boring locations are shown in Appendix A – Soil Boring Locations. Based on available online mapping, the surface throughout the site is at approximate elevation 970 feet. Additional survey information was not available at the time of this report. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 3 | Confidential and Proprietary. Westwood Professional Services, Inc. Soils were sampled to a depth of 14.5 feet below ground surface (bgs) and at 2½-foot intervals using standard penetration test (SPT) procedures in general accordance with ASTM D1586 to a proposed maximum depth of 15 feet bgs. Further details regarding the field exploration procedures are provided in Appendix C – Field Exploration Procedures of this report. The soil borings were filled in compliance with Minnesota Department of Health sealing requirements for temporary borings per Minnesota Rules, Chapter 4725 upon completion of drilling and sampling. 2.2 Subsurface Conditions The subsurface conditions encountered at the boring locations are shown on computer-generated logs included in Appendix B – Soil Boring Log Notes & Logs. The boring logs also indicate the possible geologic origin of the materials encountered. Samples obtained during the subsurface exploration were returned to the laboratory and visually and manually classified by a geotechnical engineer in accordance with the Unified Soils Classification System (USCS) according to ASTM D2487 and D2488. Further details regarding the soil classification are provided in Appendix D – Classification of Soils of this report. Review of the soil boring logs suggests a general subsurface profile at the boring locations of an asphaltic pavement section followed by native lean clay glacial till. The existing pavement section ranged from 4 to 5 inches of asphaltic pavement over 4 to 6 inches of aggregate base course. The aggregate base course included gravel with a nominal maximum aggregate size of ¾-inch to 1 ¼-inch. The drilling subcontractor noted a geotextile fabric between the aggregate base course and the underlying soil subgrade. Native clay soils were encountered directly beneath the pavement although in boring B03 possible clay fill was encountered to a depth of 2 feet beneath the existing surface (bgs). The native lean clay generally included various amounts of sand. Borings B01 & B02 also included ¼-inch to ½-inch size gravel. Also, in boring B023 from a depth of 2 to 3½ feet bgs, the native lean clay had a blueish color and included little amounts of organics. Based on SPT blow counts, the soil strength consistency in all borings increased with depth and ranged from firm to stiff. Spring penetrometer testing resulted in unconfined compressive strength values ranging from 2 to f tons-per-square-foot (tsf). It should be noted that the subsurface conditions at other times and locations on this site may differ from those found at the boring locations. Additionally, the transition between soil layers within the borings indicated on the boring logs are an interpretation based on observations made during the investigation and may be more gradual than shown. 2.3 Water Level Observations Moisture content testing was performed on select soil samples and the results are included on the soil boring logs given in Appendix B – Soil Boring Log Notes & Logs of this report. Generally, the fine-grained soils found in all borings were in a moist condition. The moisture contents of the soils ranged from 17% to 24% with an average of 19%. This moisture range is likely above the optimum moisture content for compaction of soils. The aggregate base course moisture content values were at 4.0% and 6.0%. Groundwater was not observed during drilling operations in any borings. Since the project site is located near several bodies of water, this could indicate the groundwater level to be relatively high. Since groundwater was not encountered during drilling, the static groundwater table could be found beneath where the drillers completed the boring near a depth of 14.5 feet bgs. If water is encountered during construction, the water is anticipated to infiltrate excavations slowly and will be controllable with sumps and pumps. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 4 | Confidential and Proprietary. Westwood Professional Services, Inc. Groundwater levels can be expected to fluctuate, both seasonally and annually, and from place to place on the site due to precipitation, snowmelt, surface run-off, etc. 2.4 Laboratory Tests Samples obtained during the subsurface exploration were returned to the Westwood laboratory in Appleton, WI to be visually and manually classified. All samples were classified in accordance with the Unified Soils Classification System (USCS) and the probable geologic origin was noted. Laboratory testing was also performed by Westwood at the soils laboratory in Appleton, WI. Moisture Content was performed on all soil samples from the three (3) soil borings. Testing for unconfined compression strength using a spring penetrometer was also performed. The USCS soils classification, moisture content and spring penetrometer testing have all been plotted on the soil logs provided in Appendix B – Soil Boring Log Notes & Logs. Laboratory hydraulic conductivity testing was performed on soils at the site to estimate the infiltration rate of the soils at the proposed detention pond. The soils used for testing were a composite sample from the native lean clay soils in all three soil borings from beneath the pavement section to the end of the boring at a depth of 14½ feet bgs. Falling head hydraulic conductivity tests were performed on approximately 700 grams of lean clay with some fine to coarse grained sand. Results indicated a hydraulic conductivity of 12 inches per hour on loose / uncompacted soils and a hydraulic conductivity of 0.6 to 0.3 inches per hour after the soil was compacted to a reconstituted specimen similar to in-situ conditions. 3.0 Engineering Review 3.1 Project Data Westwood understands that Café Zupas is planning to develop a restaurant building with a vehicle drive- thru in the southwestern region of the existing West Village Center parking lot in Chanhassen, Minnesota. The proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The building will be a conventional building with a slab-on-grade floor and shallow foundations on spread footings. Building loads and propose site elevations were not available at the time of this report; therefore, perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. The finished is assumed to be within 2 feet above the existing site grades so that the surrounding parking areas around the building can tie into the existing pavement. Based on the soils, the site will be favorable for commercial construction of a slab on grade building. The material found at the site, firm to stiff lean clay and sandy lean clay, will be able to support the estimated loads of the restaurant building. Due to the consistent and relatively suitable on-site soils and due to no groundwater present during drilling, it is Westwood’s opinion that no soil correction or deep foundation systems will be required. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 5 | Confidential and Proprietary. Westwood Professional Services, Inc. 3.2 Subsurface Profile and Soil Engineering Properties Native glacial till soils were observed within the building foundation zone of influence during the subsurface exploration. The asphaltic pavement section thickness ranged from 8 to 10 inches. Beneath the pavement section, the native glacial till soils consisted of lean clay, lean clay with sand, sandy lean clay, and sandy lean clay with gravel and extended to the completion of the boring to a depth of 14.5 feet bgs. The lean clay was in a moist condition although likely above the optimum moisture content for compaction to attain maximum density of the soils. A generalized soil profile for the proposed Café Zupas building and estimated engineering properties based on on-site drilling observations and laboratory testing are summarized in Table 1 – Summary of Soil Parameters. Based on the water level observations discussed in Section 2.3, Water Level Observations, the groundwater table was conservatively assumed below a depth of 14.5 feet below ground surface. Table 1 – Summary of Soil Parameters Soil Layer Depth (ft bgs) γdry (pcf) γsat (pcf) su (psf) φ′ Pavement1 0-1 - - 0 - Native Lean Clay 1-7 110 125 1,000 - Native Lean Clay >7 115 125 1,500 - Notes: 1Soil parameters were not estimated for the topsoil as these materials are assumed to be removed during construction. ft – feet // bgs – beneath ground surface // γdry – dry unit weight // γsat – saturated unit weight // pcf – pounds per cubic feet su – undrained shear strength // psf – pounds per square feet 3.3 Bearing Capacity and Settlement Review Based on the soils encountered in the borings for the proposed commercial building and assuming finish floor grades will be at or near the existing ground surface, it is Westwood’s opinion that a standard spread footing foundation at a bearing depth of 4 feet beneath finished floor will generally bear on existing natural glacial till soils consisting of firm to stiff, moist lean clay with varying amounts of sand. The existing soil at a depth of 4 feet bgs within the building footprint will be suitable for up to 2,000 pounds per square foot (psf) net allowable bearing capacity. With up to a 2,000 psf net allowable bearing capacity, up to 1-inch of total settlement and ½-inch differential settlement can be anticipated. 4.0 Design Recommendations 4.1 Building Foundation Based on review of the test boring data, laboratory results, preliminary site use information, and estimated building loads, it is Westwood’s opinion that the proposed office building can be constructed using a standard spread footing foundation. The native glacial till soils encountered in the proposed footprint are suitable for standard spread footing foundation support; however, the foundations are recommended to bear on the native firm to stiff lean clay. In order to prevent disproportionately small footing sizes, a minimum column footing width of 30 inches and a minimum continuous footing width of 24 inches is recommended. Perimeter and exterior footings are recommended to extend a minimum of 4 feet below the adjacent ground surface and/or in accordance with the local building codes for frost protection. Footings in unheated areas are recommended to extend to at least 6 feet below grade for increased frost protection. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 6 | Confidential and Proprietary. Westwood Professional Services, Inc. 4.2 Slab-on-Grade Areas beneath building floor slabs or exterior slabs-on-grade are recommended to be prepared in accordance with Section 5.1, Site Preparation of this report. A modulus of subgrade reaction "k" of 100 pounds per square inch of contact pressure per inch of settlement (psi/in) and coefficient of friction between soil and concrete of 17 degrees are recommended for designing the floor slabs/slabs-on-grade if the subgrade is constructed as recommended. For columns in the proposed building expansion, floor slabs-on-grade are recommended to be cast independent of column pad supports to allow for differential movement. A flexible joint material is recommended to create this isolation, as well as to allow for volumetric changes in the floor slab. If floor coverings or coatings less permeable than the concrete slabs will be used, or if moisture is a concern, a vapor retarder is recommended to be placed beneath the slab at the proposed building. The floor manufacturer is recommended to be consulted for recommendations regarding the proper use of a vapor retarder or barrier. Industry standards typically recommend burying the vapor barrier or retarder beneath a layer of sand to help reduce the potential for concrete slab curling or shrinkage. 4.3 Lateral Earth Pressure For the purposes of calculating lateral earth pressures of backfill around building perimeter walls or other structural elements, granular structural fill as identified in Section 5.3, Structural Fill and Backfill and compacted to a minimum of 95% of the standard Proctor maximum dry density (ASTM D698) has been estimated. Based on using the recommended compacted granular structural fill, it is Westwood’s opinion that the structural fill soils would have a minimum internal angle of friction of 30 degrees and a moist unit weight of approximately 125 pounds per cubic foot (pcf). An active earth pressure is recommended to be calculated using an equivalent fluid pressure of 40 psf for unrestrained structural elements and 60 psf for restrained structural elements. In these conditions, it is also Westwood’s opinion that lateral earth pressures on building or retaining walls can be calculated using a coefficient of active earth pressure (Ka) of approximately 0.33, a coefficient of passive earth pressure (Kp) of approximately 3.00, and a coefficient of at rest earth pressure (Ko) of 0.50. These values should be adjusted to approximately 0.36 and 2.75 for Ka and Kp, respectively, if compaction of fill is not documented. At concrete-soil interfaces, a friction angle of 17 degrees is recommended for granular soils and an adhesion value of 750 psf is recommended for cohesive soils, including the native lean clay. It is further recommended that if retaining walls are constructed, provisions be made for drainage of subsurface water from behind the retaining wall to minimize the effect of lateral loads as a result of hydrostatic pressure. Drainage of subsurface water is recommended to consist of drain tile or drain piping that is placed in the lowest level of granular fill along or beneath retaining structure foundations and drained to a drainage structure or day lighted to a lower region. 4.4 Surface Drainage The soils in the region contain coarse-grained sandy soils. This type of soil is more prone to drying out. The presence of water will not cause significant disturbance due to the filtration properties of the soil. Also, the moisture contents of the samples were found to be generally well under the optimum moisture content for sands. As a result, surface drainage is not necessary during construction because water will not pond on any subgrade or excavated surface and will move quickly through the soil. However, construction traffic should be minimized on exposed subgrades and excavated surfaces. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 7 | Confidential and Proprietary. Westwood Professional Services, Inc. 4.5 Pavement Section It is Westwood’s opinion that soils with a minimum estimated bearing of 2,000 psf would be suitable for pavement section support. Based on standard penetration testing (SPT) performed during drilling, suitable soil strength was encountered directly beneath the topsoil at all soil boring locations. The SPT results indicate suitable subgrade soils conditions. However, it should be noted sandy lean clay soils are easily disturbed and can lose strength in the presence of water and construction traffic. and/or if the soils are higher in moisture content and subject to construction traffic. Based on a soil subgrade rating with an R-value of less than 15 due to clay soils and a parking lot classification for car parking lots, the Minnesota Asphalt Pavement Association (MAPA) 2014 edition of the Asphalt Paving Design Guide recommends 6 inches of aggregate base beneath 5 inches of asphalt pavement. It is Westwood’s opinion that a pavement section consisting of 4 inches of asphaltic pavement is sufficient; however, it is also Westwood’s opinion that a minimum of 8 inches of aggregate base should be used assuming suitable subgrade preparation. If soil subgrade conditions are considered unsuitable but are not to be removed, the aggregate base thickness should be increased rather than increasing the asphaltic pavement. 5.0 Construction Recommendations 5.1 Site Preparation In the planned building and any pavement areas, the surficial topsoil in the landscape islands and any unsuitable subgrade soils should be removed and stockpiled for use in site greenspaces. Unsuitable soils may include the possible fill directly beneath the pavement section in boring B03 and the native soil with little amounts of organics in boring B02 from a depth of 2 to 3½ feet bgs. All proposed exterior and interior slabs-on-grade or structural slab are recommended to be placed on either the native lean clay soils found at the site or on a minimum of 1 foot of structural fill. This material can provide a consistent base and suitable subgrade support characteristics. If structural fill were to be used at this site, all placed structural fill is to conform to that indicated in Section 5.3, Structural Fill and Backfill of this report. While it is Westwood’s opinion that the existing natural soil subgrade within the footprint will be suitable for a net allowable bearing capacity of 2,000 psf, it is recommended that the foundation subgrade be observed by a geotechnical engineer or representative of the engineer to verify suitable foundation subgrade support at the time of construction. As the compaction means and the consistency of the existing native soil may vary, foundation subgrade testing is recommended to document that the foundation or structural fill supporting the foundation is bearing on suitable native soils and that the subgrade is suitable for up to 2,000 psf net allowable bearing capacity. It is Westwood’s opinion that in- place soil strength testing may include static and/or dynamic cone penetrometer testing. It should also be noted that the natural clayey soils anticipated at foundation bearing grade is subject to disturbance in the presence of water and construction traffic. Any silt encountered at planned foundation bearing grades is also highly susceptible to disturbance in the presence of water and construction traffic. As a result, it is recommended that foundation subgrades not be left exposed and concrete foundations be poured or fill placed as soon as practical after exposing the subgrade. Any new fill, structural or excess sand, as well as any reworked in-situ soils beneath the proposed expansion footprint either within the slab-on-grade or pavement area footprint or at foundation grades, is recommended to be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. Also, it is recommended that any fill placed below foundation elements extend laterally Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 8 | Confidential and Proprietary. Westwood Professional Services, Inc. from the edges of all foundations 1 foot for each 1 foot of excavation. Fill placed beneath foundations should be compacted to a minimum of 95% of the standard Proctor (ASTM D698) maximum dry density. During grading operations, all exposed subgrade soils beneath proposed structural elements are recommended to be continually graded to drain to non-structural areas and then covered with structural fill or structural elements as soon as possible, as the existing and newly placed clay fill subgrade soils may be susceptible to disturbance, especially in the presence of water and construction traffic. Subgrade soils that do become disturbed are also recommended to be removed and replaced with structural fill or moisture conditioned and compacted in place. 5.2 Excavation Excavation back slopes are recommended to follow the minimum OSHA requirements for excavations. The native lean clay that was encountered throughout the site was generally moist and firm to stiff. Based on the observed conditions and 29 CFR Part 1926, OSHA subpart P requirements, the firm upper clay soils from the surface to an approximate depth of 7 feet bgs comply with Type B criteria; therefore, the minimum required excavation back slope within these soils would be 1.0 horizontal to 1.0 vertical. The provided minimum excavation back slopes are recommended unless other measures, such as temporary retaining structures, trench boxes or sheet pile walls, are constructed to prevent sloughing of the soils during construction. Any excavation above vertical shielding is recommended to be sloped at 1.0 horizontal to 1.0 vertical per 29 CFR Part 1926 OSHA subpart P requirements. Between footings, a slope of 1.0 horizontal to 1 vertical is recommended. Groundwater was not observed during the investigation, it is probable that water will not be encountered during excavation activities. Water, if encountered, is anticipated to infiltrate excavations slowly and will be controllable with sumps and pumps. 5.3 Structural Fill and Backfill No backfill or structural fill is anticipated to be required for the site. Due to the properties of the current subgrade at the site, the pavement section and native soil only needs to be excavated to a minimum depth of 4 feet bgs for the placement of footings. When building fill and foundation wall backfill areas is applicable, a cohesive structural fill such as the native lean clay soils is recommended. Should import of fill be required, it should consist of a coarse, granular material having a maximum size of 3 inches and less than 12 percent passing the #200 sieve size. The granular fill is recommended to be placed in lifts of one foot or less with each lift compacted to a minimum of 95% of the maximum dry density as determined by the standard Proctor (ASTM D698). A recommended grading specification is as follows: Sieve Size Percent Passing 3" 100 3/4" 75-100 #4 50-100 #40 10-70 #200 0-12 Granular structural fill, with the grading specification as noted above, is recommended for use along foundation walls and below any foundation subgrades as well as interior slabs on grade. As an alternate to structural fill meeting the recommended grading specification above for beneath interior and exterior Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 9 | Confidential and Proprietary. Westwood Professional Services, Inc. slabs-on-grade, it is Westwood’s opinion that Class 3 through Class 6 Base and Subbase Aggregate meeting the requirements of Section 3138, Aggregate for Surface and Base Courses, of the current Minnesota Department of Transportation Standard Specifications may be used. If wet subgrade soils may be encountered, fill placed below foundation elements in wetter foundation subgrade conditions is recommended to be a free draining fill. The free draining fill is recommended to consist of a granular material with a similar grading specification as noted above except with less than 5% passing the #200 sieve. As an alternate, ¾-inch clear stone could be used; however, it is recommended to be wrapped with a minimum 6-ounce non-woven geotextile fabric. As previously stated in Section 5.1, Site Preparation, any fill placed below foundation elements are recommended to extend laterally from the edges of all foundations 1 foot for each 1 foot of excavation. In Westwood’s opinion, soils consisting of silty sand, sandy silts, and silts whether fill or native are not recommended to be used as structural fill for building foundations or slabs-on-grade. These soils can be used as backfill in any green or non-structural fill areas. Soils in non-structural areas are recommended to be compacted to a minimum of 85% of the standard Proctor maximum dry density (ASTM D698). Soils classified as lean clays may be used in mass fill areas including areas beneath planned pavements or slabs-on-grade but are required to be compacted to the minimum required compaction requirements of all structural fills. 5.4 Utilities In utility trench areas, the trenches are recommended to be backfilled in accordance with the any utility installation requirements in the Chanhassen City Code as well as with the current Minnesota Department of Transportation Standard Specifications. In Westwood’s opinion, the on-site native soils may be used for backfill of utility trenches. All utility trench backfill is recommended to be compacted as determined by the standard Proctor (ASTM D698) to a minimum of 95% of the maximum dry density in all structural areas including pavement areas and to a minimum of 85% in non-structural areas. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 10 | Confidential and Proprietary. Westwood Professional Services, Inc. 6.0 Summary and Conclusions Geotechnical engineering services for the proposed Café Zupas restaurant development in Chanhassen, Minnesota was performed by Westwood Professional Services (Westwood) under contract with Café Zupas. Westwood understands that this building and accompanying drive-thru pavement region is part of an out lot within the Phillips Edison, West Village development project. Westwood understands the proposed building will be approximately 3,000 square feet with approximate dimensions of 50 feet in a north-south orientation by 60 feet in an east-west orientation. The drive-thru will have a two-lane ordering area on the north side of the building and then merge into a single lane around the western and southern sides of the building. The building will be a conventional building with a slab-on-grade floor and shallow foundations on spread footings. The finished floor is assumed to be within 2 feet above existing site grades and generally around elevation 970 feet. Building loads were not available at the time of this report; therefore, perimeter wall loads of 5,000 pounds per lineal foot plf or 5 kips per lineal foot (klf) and column loads of 50 kips were estimated. Three (3) soil borings (B01, B02, and B03) were performed within the proposed building and drive-thru footprint. The borings were extended to an approximate depth of 14.5 feet below ground surface (bgs). Soil borings B01 and B03 were located in the west central and southeastern perimeter regions of the building footprint, respectively. Soil boring B02 was located in the proposed two-lane ordering area of the vehicle drive-thru located on the north side of the restaurant. All borings extending through the existing pavement section which consisted of 4 to 5 inches of asphaltic pavement over 4 to 6 inches of aggregate base course. Beneath the pavement until the completion of the boreholes native lean clay soils were encountered having a firm to stiff consistency and with varying amounts of sand. The native clay was in a moist condition, although likely above the material’s optimum moisture content for compaction purposes. Based on review of the subsurface information and provided building loads, it is Westwood’s opinion that the proposed restaurant building can be constructed using a standard spread footing foundation. The native lean clay is suitable for up to 2,000 pounds per square foot (psf) net allowable bearing capacity. The proposed building is anticipated to experience total settlements of less than one inch and less than ½ -inch differential settlement. Sandy lean clay soils are expected at foundation bearing grades. Should any loose and/or wet pockets of sandy soil be encountered, such weaker soils are recommended to removed and replaced with structural fill. Café Zupas | Café Zupas Chanhassen, MN Geotechnical Exploration Program 11 | Confidential and Proprietary. Westwood Professional Services, Inc. 7.0 Standard of Care This report has been prepared in accordance with generally accepted soil and foundation engineering practices to aid in the evaluation of this project and to assist the Owner and the Architect and/or Engineer in the design of this project. No other warranty, expressed or implied, is made. The scope of this report is limited to the specific project and location described herein, and Westwood’s description of the project represents its understanding of the project relevant to soil and foundation characteristics. In the event that any changes in the design or location of the structure as outlined in this report are planned, Westwood should be informed so the changes can be reviewed, and this report modified and approved in writing by the Geotechnical Engineer. Also, Westwood recommends being authorized to review project plans and specifications to confirm that the recommendations of this report have been interpreted in accordance with Westwood’s intent. Without this review, Westwood will not be responsible for misinterpretations of its data, analysis, and/or recommendations or how the recommendations in this report are incorporated into the final design. Prepared By: Westwood Professional Services, Inc. Kyle Weeks, P.E. Geotechnical Engineer Wisconsin Reg. No. 46056p Reviewed by: Eric Hansen, P.E. Geo-Engineer 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. Signature: License Number: 23838 Name: Eric Hansen Date: April 19, 2023 Appendix A Soil Boring Plan DRIVE-THRUPARKING1DRIVE-THRUPARKING2DRIVE-THRUPARKING3DRIVE-THRUPARKING49679679681FIRE RISER ROOM IS LARGER FOR SHIPS LADDER2FENCE REQUIRED BY CITY AROUND PARTIAL DRIVE-THRUSOME LANDSCAPING AS WELL3SIDEWALK REQUIRED TO CONNECT TO EXISTING SIDEWALKBY CITY. THIS IS CURVED TO TRY AND AVOID ANYELEVATION CHANGES.DEVIATIONS FROM PROTOTYPE132 Appendix B Soil Boring Log Notes & Logs Cafe Zupas Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MNLITHOLOGIC SYMBOLS (Unified Soil Classification System) ASPHALT: Asphalt BLDRCBBL: Boulders and cobbles CL: USCS Low Plasticity Clay CLS: USCS Low Plasticity Sandy Clay ABBREVIATIONS Auger Cuttings Standard Penetration Test LL PI W DD NP -200 PP Qu Qc RQD OC SPT SCP WOH WATER LEVELS Water Level at End of Drilling Cave-In Level at End of Drilling Water levels shown on the boring logs are the levels measured in the borings at the time and under the conditions indicated. In sand, the indicated levels may be considered reliable groundwater levels. In clay soil, it may be possible to determine the groundwater level within the normal time required for test borings, except where lenses or layers of more pervious waterbearing soil are present. Even then, an extended period of time may be necessary to reach equilibrium. Therefore, the position of the water level symbol for cohesive or mixed texture soils may not indicate the true level of the ground water table. Perched water refers to water above an impervious layer, thus impeded in reaching the water table. The available water level information is given at the top of the log sheet. DESCRIPTIVE TERMINOLOGY RELATIVEDENSITYTERM 0-45-1011-2021-3031-5051+ Very SoftSoftFirmStiffVery StiffHard 0-12-45-89-1516-3031+ "N" VALUECONSISTENCYTERM"N" VALUE Blows Per Foot of a 140 PoundHammer Falling 30 inches on a 2 inchO.D. Split Spoon Sampler RELATIVE SIZES BoulderCobbleGravelCoarseFineSandCoarseMediumFineSilt & Clay RANGE2-14%15-49% 2-7%8-29% 2-14%15-24%16-49% Very LooseLooseFirmVery FirmDenseVery Dense Standard "N"Penetration: Up to ½" thick stratum½" to 6" thick stratum½" to 6" discontinuous stratum, pocketAlternating laminations of clay, silt and/or finegrained sand, or colors thereofPowdery, no noticeable water, minimal moisturecontentBelow saturationSaturated, above liquid limitPervious soil below water Lamination:Layer:Lens:Varved: Dry: Moist:Wet:Water-bearing: RELATIVE GRAVEL PROPORTIONS - - - - - - - - - - - - - - LOG NOTES & KEY TO SYMBOLS SAMPLER SYMBOLS LIQUID LIMIT (%) - ASTM:D4318 PLASTIC INDEX (%) - ASTM:D4318 MOISTURE CONTENT (%) - ASTM:D2216 DRY DENSITY (PCF) NON PLASTIC PERCENT PASSING NO. 200 SIEVE POCKET PENETROMETER (TSF) UNCONFINED COMP. STRENGTH (TSF) - ASTM:D2166 TRIAXIAL APPARENT COHESION (TSF) - ASTM:D4767 ROCK QUALITY DESIGNATION (%) ORGANIC CONTENT - COMBUSTION METHOD STANDARD PENETRATION TEST STATIC CONE PENETROMETER TEST WEIGHT OF HAMMER Water Level After 24 Hours Water Level at TimeDrilling Over 12"3"-12" ¾"-3"#4-¾" #4-#10#10-#40#40-#200-#200, Based on Plasticity TERMlittle gravelwith gravel little gravelwith gravel little gravelwith gravelgravelly CONDITIONCoarse Grained Soils Fine Grained Soils15-29% + No. 20015-29% + No. 200 30%-49% + No. 20030%-49% + No. 20030%-49% + No. 200 KEY TO SYMBOLS-WESTWOOD - OMNNI-DNR MERGE_COORDINATE.GDT - 04/17/23 15:56 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com CLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION 3 3 4 6 6 ASPHALTIC PAVEMENT - 4-inchasphalt pavement BASE COURSE - 6-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, black,moist/dry, (GP) GLACIAL TILLSANDY LEAN CLAY, fine to coarsegrained, yellowish brown with gray,moist, firm to stiff (CL) SANDY LEAN CLAY WITH GRAVEL,fine to coarse grained, brown, moist,stiff (CL) Bottom of borehole at 14.5 feet. 99.7 99.2 91.0 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT62413141415153 5 7 8 9 2 2 2 2 2 6 19.3 18.2 18.5 19.2 19 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription 6 8 11 14 15 1.0(PP) 2.0(PP) 3.0(PP) 3.0-3.5(PP) 3.0-4.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B01 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:41 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN 3 3 3 3 7 ASPHALTIC PAVEMENT - 5-inchasphalt pavement BASE COURSE - 5-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, brown withblack, moist/dry, (GP) GLACIAL TILLLEAN CLAY, little Organics, little fineto medium grained Sand, darkblueish gray, moist, firm (CL) SANDY LEAN CLAY WITH GRAVEL,fine to coarse grained Sand,yellowish brown and gray, moist,firm (CL) SANDY LEAN CLAY, little Gravel, fineto coarse grained, yellowish brown,moist, firm (CL) LEAN CLAY WITH fine to mediumgrained SAND, dark gray, moist, verystiff (CL) Bottom of borehole at 14.5 feet. 99.6 99.2 96.0 93.5 88.0 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT62413141515155 4 4 4 12 2 2 1 1 2 4 24.4 17.4 20.5 21.1 17.9 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription possible silty-clay(CL-ML) in sample 6 atdepth of 13.0-14.5 feet 8 7 7 7 19 3.0(PP) 1.25-2.0(PP) 2.0(PP) 2.0(PP) 4.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B02 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:42 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN 4 5 5 6 6 ASPHALTIC PAVEMENT - 4-inchasphalt pavement BASE COURSE - 4-inch thick aggregatebase, fabric underneath baseGRAVEL WITH SAND, black, moist,(GP) POSSIBLE FILLSANDY LEAN CLAY WITH GRAVEL,yellowish brown mottled withbrown, moist, (CL) GLACIAL TILLLEAN CLAY, little fine to mediumgrained Sand, gray with yellowishbrown, moist, stiff (CL) LEAN CLAY WITH fine to coarsegrained SAND, yellowish brown,moist, stiff (CL) LEAN CLAY, little fine to coarsegrained Sand, grayish brown tobrown, moist, stiff (CL) Bottom of borehole at 14.5 feet. 99.7 99.3 98.0 96.0 93.5 85.5 AU1SPT2AUSPT3AUSPT4AUSPT5AUSPT6248141515155 7 6 7 8 1 1 1 1 1 16.6 18.1 18.1 19.1 20.6 18.4 Frost Depth 1-ft, driller'sdescription Casing installed at depthof 3-ft, driller'sdescription 9 12 11 13 14 4.0(PP) 3.0(PP) 4.0(PP) 2.5-4.0(PP) 2.0-3.5(PP) ---PENETR.RESISTBL/6inMATERIAL DESCRIPTIONELEV.(ft)SYMBOLLOG DEPTHSCALE 2 4 6 8 10 12 14 NUMBERTYPERECOV.(in)MOISTURECONT. (%)LIQUIDLIMIT (%)PLASTICLIMIT (%)PLASTICITYINDEX (%)% PASSING#200 SIEVEUNIT DRYWT. (PCF)REMARKS N-VALUEBLOWS/FTCOMPRESSIVESTRENGTH(PP/Qu/Qc) (TSF)BORING NUMBER B03 PAGE 1 OF 1 GEOTECH SOIL LOG-WESTWOOD-BUILDINGS - OMNNI-DNR MERGE_COORDINATE.GDT - 04/18/23 09:42 - N:\0042319.00\DOCS\GEOTECH\CAFE ZUPAS SOIL BORING LOGS.GPJ1 Systems Drive Appleton, WI 54914 office: (920)-735-6900 westwoodps.com Mobile Drill Rig / Hollow Stem Auger / Mud Rotary 2" O.D. Split Spoon Sampler N/A 140 30 24 HR.COMPL.FIRST 3/22/20233/22/2023DRILLING CONTRACTORGlacial Ridge Drilling, Inc. DRILLING EQUIPMENT/METHOD SAMPLER HAMMER TYPE LOGGED BY WEIGHT (lbs) DROP (in) COORDINATE Y (NORTHING)COORDINATE X (EASTING)COORDINATE SYSTEM Development Type Location / Additional Description ------WATERLEVEL (ft) 14.5 ft / Elev. 85.5 ftCOMPLETION DEPTH CAVE-IN DEPTH DATE FINISHEDDATE STARTED100 ftELEVATION & DATUM County / Kyle R. Weeks --- SAMPLE DATA Cafe ZupasCLIENT PROJECT NAME PROJECT NUMBER PROJECT LOCATION Cafe Zupas - Chanhassen, MN R0042319.00 Chanhassen, MN Appendix C Field Exploration Procedures Field Exploration Procedures Soil sampling was performed in accordance with ASTM D1586. Using this procedure, a 2-inch outside diameter split barrel sampler is driven into the soil by a 140-pound weight falling 30-inches. After an initial set of 6-inches, the number of blows required to drive the sampler an additional 12-inches is known as the penetration resistance, or “N-value”. The N-value is an index of the relative density of cohesionless soils and the consistency of cohesive soils. Thin-wall tube samples, if taken, were obtained in accordance with ASTM D1587. Rock core samples, if taken, were obtained by rotary drilling methods in accordance with ASTM D2113. Power auger borings, if performed, were done in general accordance with ASTM D1452. Material samples were visually and manually classified by the drilling subcontractor crew chief in accordance with ASTM D2488. Representative portions of the samples were then returned to the laboratory for further examination and for verification of the field classifications. Logs of the borings are attached and indicate the following: depths and identifications of the various strata, N-values, laboratory test results, water level information, and pertinent information regarding the method of maintaining and advancing the drill holes. Charts illustrating the soils classification procedure and the descriptive terminology in attached in the “Classification of Soils” Appendix. Material type hatching symbols and material sampling type symbols used on the soil boring logs are identified in the key to symbols page prior to the soil boring logs. Appendix D Classification of Soils Confidential and Proprietary. TBPLS Firm #10074302 Appendix B: HydroCAD Model – Existing Conditions 1X West Drive and Center Lot 2X West Lot 3X East Lot 4X Green Space South 1R To Storm Sewer West 2R To Storm Sewer South 3R Total Ex. Runoff Routing Diagram for 23-05-05 Cafe Zupas Chanhassen Prepared by W, Printed 5/1/2023 HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 2HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Project Notes Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr100y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr10y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr2y_S1 storm 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 3HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B 1 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 2 10d 100yr snowmelt MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr Default 240.00 3 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 4 100yr-24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 4HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.396 80 >75% Grass cover, Good, HSG D (1X, 2X, 3X, 4X) 2.277 98 Paved parking, HSG D (1X, 2X, 3X) 2.673 95 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 5HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.673 HSG D 1X, 2X, 3X, 4X 0.000 Other 2.673 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 6HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.396 0.000 0.396 >75% Grass cover, Good 1X, 2X, 3X, 4X 0.000 0.000 0.000 2.277 0.000 2.277 Paved parking 1X, 2X, 3X 0.000 0.000 0.000 2.673 0.000 2.673 TOTAL AREA MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 7HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=2.22"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=3.95 cfs 0.169 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=2.42"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=4.31 cfs 0.190 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=2.53"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=3.60 cfs 0.164 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=1.15"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.10 cfs 0.004 af Inflow=3.95 cfs 0.169 afReach 1R: To Storm Sewer West Outflow=3.95 cfs 0.169 af Inflow=8.00 cfs 0.358 afReach 2R: To Storm Sewer South Outflow=8.00 cfs 0.358 af Inflow=11.94 cfs 0.527 afReach 3R: Total Ex. Runoff Outflow=11.94 cfs 0.527 af Total Runoff Area = 2.673 ac Runoff Volume = 0.527 af Average Runoff Depth = 2.37" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 8HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af, Depth= 2.22" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=39,595 sf Runoff Volume=0.169 af Runoff Depth=2.22" Flow Length=411' Tc=2.6 min CN=94 3.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 9HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 4.31 cfs @ 12.04 hrs, Volume= 0.190 af, Depth= 2.42" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=41,049 sf Runoff Volume=0.190 af Runoff Depth=2.42" Flow Length=400' Tc=2.8 min CN=96 4.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 10HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 3.60 cfs @ 12.05 hrs, Volume= 0.164 af, Depth= 2.53" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=33,830 sf Runoff Volume=0.164 af Runoff Depth=2.53" Flow Length=400' Tc=3.1 min CN=97 3.60 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 11HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.10 cfs @ 12.02 hrs, Volume= 0.004 af, Depth= 1.15" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=1,942 sf Runoff Volume=0.004 af Runoff Depth=1.15" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.10 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 12HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 2.22" for 2y 24hr event Inflow = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af Outflow = 3.95 cfs @ 12.04 hrs, Volume= 0.169 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)4 3 2 1 0 Inflow Area=0.909 ac 3.95 cfs 3.95 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 13HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 2.44" for 2y 24hr event Inflow = 8.00 cfs @ 12.05 hrs, Volume= 0.358 af Outflow = 8.00 cfs @ 12.05 hrs, Volume= 0.358 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 8.00 cfs 8.00 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 14HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 2.37" for 2y 24hr event Inflow = 11.94 cfs @ 12.04 hrs, Volume= 0.527 af Outflow = 11.94 cfs @ 12.04 hrs, Volume= 0.527 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 11.94 cfs 11.94 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 15HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=39,595 sf 79.88% Impervious Runoff Depth>6.96"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 Runoff=0.17 cfs 0.527 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth>6.96"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min AMC Adjusted CN=98 Runoff=0.18 cfs 0.547 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth>6.96"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min AMC Adjusted CN=98 Runoff=0.15 cfs 0.450 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth>6.96"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min AMC Adjusted CN=98 Runoff=0.01 cfs 0.026 af Inflow=0.17 cfs 0.527 afReach 1R: To Storm Sewer West Outflow=0.17 cfs 0.527 af Inflow=0.34 cfs 1.023 afReach 2R: To Storm Sewer South Outflow=0.34 cfs 1.023 af Inflow=0.51 cfs 1.550 afReach 3R: Total Ex. Runoff Outflow=0.51 cfs 1.550 af Total Runoff Area = 2.673 ac Runoff Volume = 1.550 af Average Runoff Depth = 6.96" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 16HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af, Depth> 6.96" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 98 Weighted Average, AMC Adjusted 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=39,595 sf Runoff Volume=0.527 af Runoff Depth>6.96" Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 0.17 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 17HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.18 cfs @ 121.21 hrs, Volume= 0.547 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 98 Weighted Average, AMC Adjusted 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=41,049 sf Runoff Volume=0.547 af Runoff Depth>6.96" Flow Length=400' Tc=2.8 min AMC Adjusted CN=98 0.18 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 18HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.15 cfs @ 121.21 hrs, Volume= 0.450 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 98 Weighted Average, AMC Adjusted 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=33,830 sf Runoff Volume=0.450 af Runoff Depth>6.96" Flow Length=400' Tc=3.1 min AMC Adjusted CN=98 0.15 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 19HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.01 cfs @ 121.19 hrs, Volume= 0.026 af, Depth> 6.96" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 80 98 Weighted Average, AMC Adjusted 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.009 0.009 0.008 0.008 0.007 0.007 0.006 0.006 0.005 0.005 0.004 0.004 0.003 0.003 0.002 0.002 0.001 0.001 0.000 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=1,942 sf Runoff Volume=0.026 af Runoff Depth>6.96" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min AMC Adjusted CN=98 0.01 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 20HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af Outflow = 0.17 cfs @ 121.20 hrs, Volume= 0.527 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.909 ac 0.17 cfs 0.17 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 21HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.34 cfs @ 121.21 hrs, Volume= 1.023 af Outflow = 0.34 cfs @ 121.21 hrs, Volume= 1.023 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.764 ac 0.34 cfs 0.34 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 22HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.51 cfs @ 121.21 hrs, Volume= 1.550 af Outflow = 0.51 cfs @ 121.21 hrs, Volume= 1.550 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.673 ac 0.51 cfs 0.51 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 23HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=3.59"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=6.33 cfs 0.272 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=3.81"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=6.73 cfs 0.299 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=3.92"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=5.57 cfs 0.254 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=2.27"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.21 cfs 0.008 af Inflow=6.33 cfs 0.272 afReach 1R: To Storm Sewer West Outflow=6.33 cfs 0.272 af Inflow=12.49 cfs 0.561 afReach 2R: To Storm Sewer South Outflow=12.49 cfs 0.561 af Inflow=18.81 cfs 0.833 afReach 3R: Total Ex. Runoff Outflow=18.81 cfs 0.833 af Total Runoff Area = 2.673 ac Runoff Volume = 0.833 af Average Runoff Depth = 3.74" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 24HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af, Depth= 3.59" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=39,595 sf Runoff Volume=0.272 af Runoff Depth=3.59" Flow Length=411' Tc=2.6 min CN=94 6.33 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 25HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 6.73 cfs @ 12.04 hrs, Volume= 0.299 af, Depth= 3.81" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=41,049 sf Runoff Volume=0.299 af Runoff Depth=3.81" Flow Length=400' Tc=2.8 min CN=96 6.73 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 26HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 5.57 cfs @ 12.05 hrs, Volume= 0.254 af, Depth= 3.92" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=33,830 sf Runoff Volume=0.254 af Runoff Depth=3.92" Flow Length=400' Tc=3.1 min CN=97 5.57 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 27HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.21 cfs @ 12.02 hrs, Volume= 0.008 af, Depth= 2.27" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=1,942 sf Runoff Volume=0.008 af Runoff Depth=2.27" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.21 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 28HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 3.59" for 10y 24hr event Inflow = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af Outflow = 6.33 cfs @ 12.04 hrs, Volume= 0.272 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=0.909 ac 6.33 cfs 6.33 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 29HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 3.82" for 10y 24hr event Inflow = 12.49 cfs @ 12.05 hrs, Volume= 0.561 af Outflow = 12.49 cfs @ 12.05 hrs, Volume= 0.561 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 12.49 cfs 12.49 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 30HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 3.74" for 10y 24hr event Inflow = 18.81 cfs @ 12.04 hrs, Volume= 0.833 af Outflow = 18.81 cfs @ 12.04 hrs, Volume= 0.833 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.673 ac 18.81 cfs 18.81 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 31HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=39,595 sf 79.88% Impervious Runoff Depth=6.67"Subcatchment 1X: West Drive and Center Flow Length=411' Tc=2.6 min CN=94 Runoff=10.52 cfs 0.505 af Runoff Area=41,049 sf 86.83% Impervious Runoff Depth=6.90"Subcatchment 2X: West Lot Flow Length=400' Tc=2.8 min CN=96 Runoff=10.99 cfs 0.542 af Runoff Area=33,830 sf 94.33% Impervious Runoff Depth=7.02"Subcatchment 3X: East Lot Flow Length=400' Tc=3.1 min CN=97 Runoff=9.02 cfs 0.454 af Runoff Area=1,942 sf 0.00% Impervious Runoff Depth=5.05"Subcatchment 4X: Green Space South Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 Runoff=0.44 cfs 0.019 af Inflow=10.52 cfs 0.505 afReach 1R: To Storm Sewer West Outflow=10.52 cfs 0.505 af Inflow=20.39 cfs 1.015 afReach 2R: To Storm Sewer South Outflow=20.39 cfs 1.015 af Inflow=30.91 cfs 1.520 afReach 3R: Total Ex. Runoff Outflow=30.91 cfs 1.520 af Total Runoff Area = 2.673 ac Runoff Volume = 1.520 af Average Runoff Depth = 6.83" 14.80% Pervious = 0.396 ac 85.20% Impervious = 2.277 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 32HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1X: West Drive and Center Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af, Depth= 6.67" Routed to Reach 1R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 31,629 98 Paved parking, HSG D 7,966 80 >75% Grass cover, Good, HSG D 39,595 94 Weighted Average 7,966 20.12% Pervious Area 31,629 79.88% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1X: West Drive and Center Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=39,595 sf Runoff Volume=0.505 af Runoff Depth=6.67" Flow Length=411' Tc=2.6 min CN=94 10.52 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 33HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2X: West Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 10.99 cfs @ 12.04 hrs, Volume= 0.542 af, Depth= 6.90" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 35,644 98 Paved parking, HSG D 5,405 80 >75% Grass cover, Good, HSG D 41,049 96 Weighted Average 5,405 13.17% Pervious Area 35,644 86.83% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.4 300 0.0370 2.05 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.8 400 Total Subcatchment 2X: West Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=41,049 sf Runoff Volume=0.542 af Runoff Depth=6.90" Flow Length=400' Tc=2.8 min CN=96 10.99 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 34HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3X: East Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 9.02 cfs @ 12.05 hrs, Volume= 0.454 af, Depth= 7.02" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 31,911 98 Paved parking, HSG D 1,919 80 >75% Grass cover, Good, HSG D 33,830 97 Weighted Average 1,919 5.67% Pervious Area 31,911 94.33% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 300 0.0300 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 0.4 100 0.0350 3.80 Shallow Concentrated Flow, Paved Kv= 20.3 fps 3.1 400 Total Subcatchment 3X: East Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=33,830 sf Runoff Volume=0.454 af Runoff Depth=7.02" Flow Length=400' Tc=3.1 min CN=97 9.02 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 35HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 4X: Green Space South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 12.02 hrs, Volume= 0.019 af, Depth= 5.05" Routed to Reach 2R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 1,942 80 >75% Grass cover, Good, HSG D 1,942 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.0 16 0.1875 0.27 Sheet Flow, Grass: Short n= 0.150 P2= 2.80" Subcatchment 4X: Green Space South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=1,942 sf Runoff Volume=0.019 af Runoff Depth=5.05" Flow Length=16' Slope=0.1875 '/' Tc=1.0 min CN=80 0.44 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 36HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 1R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.909 ac, 79.88% Impervious, Inflow Depth = 6.67" for 100yr-24hr event Inflow = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af Outflow = 10.52 cfs @ 12.04 hrs, Volume= 0.505 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 1R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=0.909 ac 10.52 cfs 10.52 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 37HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 2R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 1.764 ac, 87.94% Impervious, Inflow Depth = 6.91" for 100yr-24hr event Inflow = 20.39 cfs @ 12.05 hrs, Volume= 1.015 af Outflow = 20.39 cfs @ 12.05 hrs, Volume= 1.015 af, Atten= 0%, Lag= 0.0 min Routed to Reach 3R : Total Ex. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 2R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.764 ac 20.39 cfs 20.39 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 38HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 3R: Total Ex. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.673 ac, 85.20% Impervious, Inflow Depth = 6.83" for 100yr-24hr event Inflow = 30.91 cfs @ 12.04 hrs, Volume= 1.520 af Outflow = 30.91 cfs @ 12.04 hrs, Volume= 1.520 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 3R: Total Ex. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.673 ac 30.91 cfs 30.91 cfs Confidential and Proprietary. TBPLS Firm #10074302 Appendix C: HydroCAD Model – Proposed Conditions 1S West Drive Aisle 2S Restaurant and Lot 3S Green Space to South 4R To Storm Sewer West 5R To Storm Sewer South 6R Total Prop. Runoff 7P UG System Routing Diagram for 23-05-05 Cafe Zupas Chanhassen Prepared by W, Printed 5/1/2023 HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 2HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Project Notes Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr100y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr10y_S1 storm Copied 1 events from MN-RPBCWD_v1_Atlas14_24-hr2y_S1 storm 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 3HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B 1 2y 24hr MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Default 24.00 2 10d 100yr snowmelt MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr Default 240.00 3 10y 24hr MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Default 24.00 4 100yr-24hr MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr Default 24.00 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 4HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.145 18 >75% Grass cover, Good, HSG D (1S) 0.316 80 >75% Grass cover, Good, HSG D (2S, 3S) 2.141 98 Paved parking, HSG D (1S, 2S, 3S) 0.070 98 Roofs, HSG D (2S) 2.671 92 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 5HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Soil Listing (selected nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.000 HSG C 2.671 HSG D 1S, 2S, 3S 0.000 Other 2.671 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 6HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Ground Covers (selected nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.000 0.461 0.000 0.461 >75% Grass cover, Good 1S, 2S, 3S 0.000 0.000 0.000 2.141 0.000 2.141 Paved parking 1S, 2S, 3S 0.000 0.000 0.000 0.070 0.000 0.070 Roofs 2S 0.000 0.000 0.000 2.671 0.000 2.671 TOTAL AREA 23-05-05 Cafe Zupas Chanhassen Printed 5/1/2023Prepared by W Page 7HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pipe Listing (selected nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Width (inches) Diam/Height (inches) Inside-Fill (inches) 1 7P 965.00 963.93 52.0 0.0206 0.011 0.0 12.0 0.0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 8HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=0.98"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=1.09 cfs 0.046 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=2.42"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=9.31 cfs 0.408 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=1.34"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.25 cfs 0.010 af Inflow=1.09 cfs 0.046 afReach 4R: To Storm Sewer West Outflow=1.09 cfs 0.046 af Inflow=4.84 cfs 0.371 afReach 5R: To Storm Sewer South Outflow=4.84 cfs 0.371 af Inflow=5.57 cfs 0.417 afReach 6R: Total Prop. Runoff Outflow=5.57 cfs 0.417 af Peak Elev=966.34' Storage=0.113 af Inflow=9.31 cfs 0.408 afPond 7P: UG System Discarded=0.01 cfs 0.047 af Primary=4.73 cfs 0.361 af Outflow=4.74 cfs 0.408 af Total Runoff Area = 2.671 ac Runoff Volume = 0.464 af Average Runoff Depth = 2.08" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 9HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af, Depth= 0.98" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=24,479 sf Runoff Volume=0.046 af Runoff Depth=0.98" Flow Length=411' Tc=2.6 min CN=77 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 10HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 9.31 cfs @ 12.04 hrs, Volume= 0.408 af, Depth= 2.42" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=87,977 sf Runoff Volume=0.408 af Runoff Depth=2.42" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 9.31 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 11HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.25 cfs @ 12.04 hrs, Volume= 0.010 af, Depth= 1.34" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87" Runoff Area=3,909 sf Runoff Volume=0.010 af Runoff Depth=1.34" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.25 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 12HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 0.98" for 2y 24hr event Inflow = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af Outflow = 1.09 cfs @ 12.05 hrs, Volume= 0.046 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 Inflow Area=0.562 ac 1.09 cfs 1.09 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 13HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 2.11" for 2y 24hr event Inflow = 4.84 cfs @ 12.11 hrs, Volume= 0.371 af Outflow = 4.84 cfs @ 12.11 hrs, Volume= 0.371 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=2.109 ac 4.84 cfs 4.84 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 14HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 1.87" for 2y 24hr event Inflow = 5.57 cfs @ 12.08 hrs, Volume= 0.417 af Outflow = 5.57 cfs @ 12.08 hrs, Volume= 0.417 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.671 ac 5.57 cfs 5.57 cfs MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 15HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 2.42" for 2y 24hr event Inflow = 9.31 cfs @ 12.04 hrs, Volume= 0.408 af Outflow = 4.74 cfs @ 12.12 hrs, Volume= 0.408 af, Atten= 49%, Lag= 4.7 min Discarded = 0.01 cfs @ 6.20 hrs, Volume= 0.047 af Primary = 4.73 cfs @ 12.12 hrs, Volume= 0.361 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 966.34' @ 12.12 hrs Surf.Area= 0.078 ac Storage= 0.113 af Plug-Flow detention time= 145.1 min calculated for 0.408 af (100% of inflow) Center-of-Mass det. time= 145.5 min ( 915.2 - 769.7 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 6.20 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=4.66 cfs @ 12.12 hrs HW=966.32' (Free Discharge) 2=RCP_Round 12" (Inlet Controls 4.66 cfs @ 5.93 fps) MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 16HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr2y_S1 2y 24hr Rainfall=2.87"23-05-05 Cafe Zupas Chanhass Printed 5/1/2023Prepared by W Page 17HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.020 ac Peak Elev=966.34' Storage=0.113 af 9.31 cfs 4.74 cfs 0.01 cfs 4.73 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 18HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=24,479 sf 74.19% Impervious Runoff Depth>6.96"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 Runoff=0.11 cfs 0.326 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth>6.96"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min AMC Adjusted CN=98 Runoff=0.39 cfs 1.172 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth>6.96"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min AMC Adjusted CN=98 Runoff=0.02 cfs 0.052 af Inflow=0.11 cfs 0.326 afReach 4R: To Storm Sewer West Outflow=0.11 cfs 0.326 af Inflow=0.39 cfs 0.969 afReach 5R: To Storm Sewer South Outflow=0.39 cfs 0.969 af Inflow=0.49 cfs 1.295 afReach 6R: Total Prop. Runoff Outflow=0.49 cfs 1.295 af Peak Elev=965.25' Storage=0.043 af Inflow=0.39 cfs 1.172 afPond 7P: UG System Discarded=0.01 cfs 0.226 af Primary=0.37 cfs 0.917 af Outflow=0.38 cfs 1.143 af Total Runoff Area = 2.671 ac Runoff Volume = 1.550 af Average Runoff Depth = 6.96" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 19HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af, Depth> 6.96" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 98 Weighted Average, AMC Adjusted 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=24,479 sf Runoff Volume=0.326 af Runoff Depth>6.96" Flow Length=411' Tc=2.6 min AMC Adjusted CN=98 0.11 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 20HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 0.39 cfs @ 121.20 hrs, Volume= 1.172 af, Depth> 6.96" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 98 Weighted Average, AMC Adjusted 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=87,977 sf Runoff Volume=1.172 af Runoff Depth>6.96" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min AMC Adjusted CN=98 0.39 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 21HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.02 cfs @ 121.20 hrs, Volume= 0.052 af, Depth> 6.96" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=4 Area (sf) CN Adj Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 98 Weighted Average, AMC Adjusted 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20" AMC=4 Runoff Area=3,909 sf Runoff Volume=0.052 af Runoff Depth>6.96" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min AMC Adjusted CN=98 0.02 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 22HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af Outflow = 0.11 cfs @ 121.20 hrs, Volume= 0.326 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.12 0.115 0.11 0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=0.562 ac 0.11 cfs 0.11 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 23HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth > 5.51" for 10d 100yr snowmelt event Inflow = 0.39 cfs @ 121.31 hrs, Volume= 0.969 af Outflow = 0.39 cfs @ 121.31 hrs, Volume= 0.969 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.109 ac 0.39 cfs 0.39 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 24HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth > 5.82" for 10d 100yr snowmelt event Inflow = 0.49 cfs @ 121.26 hrs, Volume= 1.295 af Outflow = 0.49 cfs @ 121.26 hrs, Volume= 1.295 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.671 ac 0.49 cfs 0.49 cfs MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 25HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth > 6.96" for 10d 100yr snowmelt event Inflow = 0.39 cfs @ 121.20 hrs, Volume= 1.172 af Outflow = 0.38 cfs @ 121.33 hrs, Volume= 1.143 af, Atten= 1%, Lag= 7.5 min Discarded = 0.01 cfs @ 10.50 hrs, Volume= 0.226 af Primary = 0.37 cfs @ 121.33 hrs, Volume= 0.917 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 965.25' @ 121.33 hrs Surf.Area= 0.078 ac Storage= 0.043 af Plug-Flow detention time= 350.9 min calculated for 1.143 af (98% of inflow) Center-of-Mass det. time= 184.6 min ( 7,562.9 - 7,378.3 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 10.50 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=0.37 cfs @ 121.33 hrs HW=965.25' (Free Discharge) 2=RCP_Round 12" (Inlet Controls 0.37 cfs @ 2.34 fps) MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 26HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_Snowmelt_10d_100yr 10d 100yr snowmelt Rainfall=7.20", AMC=423- Printed 5/1/2023Prepared by W Page 27HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=2.020 ac Peak Elev=965.25' Storage=0.043 af 0.39 cfs 0.38 cfs 0.01 cfs 0.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 28HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=2.03"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=2.37 cfs 0.095 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=3.81"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=14.56 cfs 0.641 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=2.52"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.47 cfs 0.019 af Inflow=2.37 cfs 0.095 afReach 4R: To Storm Sewer West Outflow=2.37 cfs 0.095 af Inflow=6.48 cfs 0.613 afReach 5R: To Storm Sewer South Outflow=6.48 cfs 0.613 af Inflow=8.62 cfs 0.708 afReach 6R: Total Prop. Runoff Outflow=8.62 cfs 0.708 af Peak Elev=967.16' Storage=0.162 af Inflow=14.56 cfs 0.641 afPond 7P: UG System Discarded=0.01 cfs 0.047 af Primary=6.25 cfs 0.594 af Outflow=6.27 cfs 0.641 af Total Runoff Area = 2.671 ac Runoff Volume = 0.755 af Average Runoff Depth = 3.39" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 29HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af, Depth= 2.03" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=24,479 sf Runoff Volume=0.095 af Runoff Depth=2.03" Flow Length=411' Tc=2.6 min CN=77 2.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 30HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 14.56 cfs @ 12.04 hrs, Volume= 0.641 af, Depth= 3.81" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=87,977 sf Runoff Volume=0.641 af Runoff Depth=3.81" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 14.56 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 31HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.47 cfs @ 12.03 hrs, Volume= 0.019 af, Depth= 2.52" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27" Runoff Area=3,909 sf Runoff Volume=0.019 af Runoff Depth=2.52" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.47 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 32HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 2.03" for 10y 24hr event Inflow = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af Outflow = 2.37 cfs @ 12.05 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)2 1 0 Inflow Area=0.562 ac 2.37 cfs 2.37 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 33HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 3.49" for 10y 24hr event Inflow = 6.48 cfs @ 12.12 hrs, Volume= 0.613 af Outflow = 6.48 cfs @ 12.12 hrs, Volume= 0.613 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=2.109 ac 6.48 cfs 6.48 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 34HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 3.18" for 10y 24hr event Inflow = 8.62 cfs @ 12.06 hrs, Volume= 0.708 af Outflow = 8.62 cfs @ 12.06 hrs, Volume= 0.708 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.671 ac 8.62 cfs 8.62 cfs MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 35HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 3.81" for 10y 24hr event Inflow = 14.56 cfs @ 12.04 hrs, Volume= 0.641 af Outflow = 6.27 cfs @ 12.13 hrs, Volume= 0.641 af, Atten= 57%, Lag= 5.4 min Discarded = 0.01 cfs @ 6.30 hrs, Volume= 0.047 af Primary = 6.25 cfs @ 12.13 hrs, Volume= 0.594 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 967.16' @ 12.13 hrs Surf.Area= 0.078 ac Storage= 0.162 af Plug-Flow detention time= 99.4 min calculated for 0.641 af (100% of inflow) Center-of-Mass det. time= 99.8 min ( 853.6 - 753.9 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 6.30 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=6.23 cfs @ 12.13 hrs HW=967.15' (Free Discharge) 2=RCP_Round 12" (Barrel Controls 6.23 cfs @ 7.93 fps) MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 36HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr10y_S1 10y 24hr Rainfall=4.27"23-05-05 Cafe Zupas Chanha Printed 5/1/2023Prepared by W Page 37HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.020 ac Peak Elev=967.16' Storage=0.162 af 14.56 cfs 6.27 cfs 0.01 cfs 6.25 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 38HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 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 Runoff Area=24,479 sf 74.19% Impervious Runoff Depth=4.71"Subcatchment 1S: West Drive Aisle Flow Length=411' Tc=2.6 min CN=77 Runoff=5.07 cfs 0.221 af Runoff Area=87,977 sf 88.16% Impervious Runoff Depth=6.90"Subcatchment 2S: Restaurant and Lot Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 Runoff=23.76 cfs 1.162 af Runoff Area=3,909 sf 14.79% Impervious Runoff Depth=5.39"Subcatchment 3S: Green Space to South Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 Runoff=0.91 cfs 0.040 af Inflow=5.07 cfs 0.221 afReach 4R: To Storm Sewer West Outflow=5.07 cfs 0.221 af Inflow=9.50 cfs 1.154 afReach 5R: To Storm Sewer South Outflow=9.50 cfs 1.154 af Inflow=13.75 cfs 1.375 afReach 6R: Total Prop. Runoff Outflow=13.75 cfs 1.375 af Peak Elev=969.74' Storage=0.267 af Inflow=23.76 cfs 1.162 afPond 7P: UG System Discarded=0.01 cfs 0.048 af Primary=9.18 cfs 1.114 af Outflow=9.19 cfs 1.162 af Total Runoff Area = 2.671 ac Runoff Volume = 1.423 af Average Runoff Depth = 6.39" 17.24% Pervious = 0.461 ac 82.76% Impervious = 2.211 ac MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 39HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: West Drive Aisle [49] Hint: Tc<2dt may require smaller dt Runoff = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af, Depth= 4.71" Routed to Reach 4R : To Storm Sewer West Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 18,161 98 Paved parking, HSG D * 6,318 18 >75% Grass cover, Good, HSG D 24,479 77 Weighted Average 6,318 25.81% Pervious Area 18,161 74.19% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.4 156 0.0420 1.89 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" 1.2 255 0.0314 3.60 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.6 411 Total Subcatchment 1S: West Drive Aisle Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=24,479 sf Runoff Volume=0.221 af Runoff Depth=4.71" Flow Length=411' Tc=2.6 min CN=77 5.07 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 40HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Restaurant and Lot [49] Hint: Tc<2dt may require smaller dt Runoff = 23.76 cfs @ 12.04 hrs, Volume= 1.162 af, Depth= 6.90" Routed to Pond 7P : UG System Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 74,513 98 Paved parking, HSG D 10,414 80 >75% Grass cover, Good, HSG D 3,050 98 Roofs, HSG D 87,977 96 Weighted Average 10,414 11.84% Pervious Area 77,563 88.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 271 0.0332 1.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 2S: Restaurant and Lot Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=87,977 sf Runoff Volume=1.162 af Runoff Depth=6.90" Flow Length=271' Slope=0.0332 '/' Tc=2.3 min CN=96 23.76 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 41HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Green Space to South [49] Hint: Tc<2dt may require smaller dt Runoff = 0.91 cfs @ 12.03 hrs, Volume= 0.040 af, Depth= 5.39" Routed to Reach 5R : To Storm Sewer South Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Area (sf) CN Description 578 98 Paved parking, HSG D 3,331 80 >75% Grass cover, Good, HSG D 3,909 83 Weighted Average 3,331 85.21% Pervious Area 578 14.79% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 200 0.0350 1.85 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.80" Subcatchment 3S: Green Space to South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)1 0 MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38" Runoff Area=3,909 sf Runoff Volume=0.040 af Runoff Depth=5.39" Flow Length=200' Slope=0.0350 '/' Tc=1.8 min CN=83 0.91 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 42HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 4R: To Storm Sewer West [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 0.562 ac, 74.19% Impervious, Inflow Depth = 4.71" for 100yr-24hr event Inflow = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af Outflow = 5.07 cfs @ 12.04 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 4R: To Storm Sewer West Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)5 4 3 2 1 0 Inflow Area=0.562 ac 5.07 cfs 5.07 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 43HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 5R: To Storm Sewer South [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.109 ac, 85.04% Impervious, Inflow Depth = 6.57" for 100yr-24hr event Inflow = 9.50 cfs @ 12.13 hrs, Volume= 1.154 af Outflow = 9.50 cfs @ 12.13 hrs, Volume= 1.154 af, Atten= 0%, Lag= 0.0 min Routed to Reach 6R : Total Prop. Runoff Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 5R: To Storm Sewer South Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.109 ac 9.50 cfs 9.50 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 44HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Reach 6R: Total Prop. Runoff [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 2.671 ac, 82.76% Impervious, Inflow Depth = 6.18" for 100yr-24hr event Inflow = 13.75 cfs @ 12.06 hrs, Volume= 1.375 af Outflow = 13.75 cfs @ 12.06 hrs, Volume= 1.375 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach 6R: Total Prop. Runoff Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.671 ac 13.75 cfs 13.75 cfs MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 45HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Summary for Pond 7P: UG System Inflow Area = 2.020 ac, 88.16% Impervious, Inflow Depth = 6.90" for 100yr-24hr event Inflow = 23.76 cfs @ 12.04 hrs, Volume= 1.162 af Outflow = 9.19 cfs @ 12.15 hrs, Volume= 1.162 af, Atten= 61%, Lag= 6.4 min Discarded = 0.01 cfs @ 5.85 hrs, Volume= 0.048 af Primary = 9.18 cfs @ 12.15 hrs, Volume= 1.114 af Routed to Reach 5R : To Storm Sewer South Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 969.74' @ 12.15 hrs Surf.Area= 0.078 ac Storage= 0.267 af Plug-Flow detention time= 63.2 min calculated for 1.161 af (100% of inflow) Center-of-Mass det. time= 63.6 min ( 805.8 - 742.2 ) Volume Invert Avail.Storage Storage Description #1A 964.17' 0.112 af 37.08'W x 91.74'L x 5.58'H Field A 0.436 af Overall - 0.155 af Embedded = 0.281 af x 40.0% Voids #2A 965.00' 0.155 af ADS_StormTech MC-3500 d +Cap x 60 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 60 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 0.267 af Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 964.17'0.150 in/hr Exfiltration over Surface area #2 Primary 965.00'12.0" Round RCP_Round 12" L= 52.0' RCP, rounded edge headwall, Ke= 0.100 Inlet / Outlet Invert= 965.00' / 963.93' S= 0.0206 '/' Cc= 0.900 n= 0.011 Concrete pipe, straight & clean, Flow Area= 0.79 sf Discarded OutFlow Max=0.01 cfs @ 5.85 hrs HW=964.23' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary OutFlow Max=9.16 cfs @ 12.15 hrs HW=969.72' (Free Discharge) 2=RCP_Round 12" (Barrel Controls 9.16 cfs @ 11.66 fps) MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 46HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System - Chamber Wizard Field A Chamber Model = ADS_StormTech MC-3500 d +Cap (ADS StormTech® MC-3500 d rev 03/14 with Cap volume) Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 77.0" Wide + 9.0" Spacing = 86.0" C-C Row Spacing 12 Chambers/Row x 7.17' Long +1.85' Cap Length x 2 = 89.74' Row Length +12.0" End Stone x 2 = 91.74' Base Length 5 Rows x 77.0" Wide + 9.0" Spacing x 4 + 12.0" Side Stone x 2 = 37.08' Base Width 10.0" Stone Base + 45.0" Chamber Height + 12.0" Stone Cover = 5.58' Field Height 60 Chambers x 110.0 cf + 14.9 cf Cap Volume x 2 x 5 Rows = 6,746.1 cf Chamber Storage 18,994.6 cf Field - 6,746.1 cf Chambers = 12,248.5 cf Stone x 40.0% Voids = 4,899.4 cf Stone Storage Chamber Storage + Stone Storage = 11,645.5 cf = 0.267 af Overall Storage Efficiency = 61.3% Overall System Size = 91.74' x 37.08' x 5.58' 60 Chambers 703.5 cy Field 453.6 cy Stone MN-RPBCWD_v1_Atlas14_24-hr100y_S1 100y 24hr 100yr-24hr Rainfall=7.38"23-05-05 Cafe Zu Printed 5/1/2023Prepared by W Page 47HydroCAD® 10.10-7a s/n 03363 © 2021 HydroCAD Software Solutions LLC Pond 7P: UG System Inflow Outflow Discarded Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100Flow (cfs)26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.020 ac Peak Elev=969.74' Storage=0.267 af 23.76 cfs 9.19 cfs 0.01 cfs 9.18 cfs Confidential and Proprietary. TBPLS Firm #10074302 Appendix D: MIDS Calculator Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Existing User Name / Company Name:AKW Date:23-05-01 Project Description: Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed .396 0.396 Impervious Area (acres)2.277 Total Area (acres)2.673 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:9092 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 5.0729 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:2.277 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:1.863 lbs Annual dissolved P removed by BMPs:lbs Percent annual total phosphorus removed:% Post development annual TSS load:752 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Loading User Name / Company Name:AKW Date:23-05-01 Project Description:pollutant loading for new/recon impervious Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres)0.54 Total Area (acres)0.54 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:2156 ft3 Volume removed by BMPs towards performance goal:ft3 Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 1.1504 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:0.516 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:0.422 lbs Annual dissolved P removed by BMPs:lbs Percent annual total phosphorus removed:% Post development annual TSS load:170.5 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 3: January 2017 Project Name:Cafe Zupas-Loading User Name / Company Name:AKW Date:23-05-01 Project Description: Construction Permit?:No Site Information Retention Requirement (inches):1.1 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.463 0.463 Impervious Area (acres)2.21 Total Area (acres)2.673 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0.239 0.239 Impervious Area (acres)1.781 Total Area (acres)2.02 Summary Information Performance Goal Requirement Performance goal volume retention requirement:8824 ft3 Volume removed by BMPs towards performance goal:1002 ft3 Percent volume removed towards performance goal 11 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.9677 acre-ft Annual runoff volume removed by BMPs:0 acre-ft Percent annual runoff volume removed:0 % Post development annual particulate P load:2.23 lbs Annual particulate P removed by BMPs:1.162 lbs Post development annual dissolved P load:1.824 lbs Annual dissolved P removed by BMPs:0.349 lbs Percent annual total phosphorus removed:37 % Post development annual TSS load:736.4 lbs Annual TSS removed by BMPs:383.7 lbs Percent annual TSS removed:52 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 1 -Underground infiltration 1002 7112 1002 6110 14 1 -Other (User Defined Reductions)0 7112 0 7112 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 1 -Underground infiltration 0 0 0 0 24 1 -Other (User Defined Reductions)3.9282 0 0 3.9282 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 0.7933 0.1919 0.6014 24 1 -Other (User Defined Reductions)1.763 0 0.9697 0.7933 55 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 1.4424 0.349 1.0934 24 1 -Other (User Defined Reductions)1.4424 0 0 1.4424 0 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 1 -Underground infiltration 0 262.04 63.4 198.64 24 1 -Other (User Defined Reductions)582.31 0 320.27 262.04 55 BMP Schematic Confidential and Proprietary. TBPLS Firm #10074302 Appendix E: Water Quality BMP Performance P8 Urban Catchment Model, Version 3.5 Run Date 05/01/23 Case 42319_Isolator Row.p8c FirstDate 10/01/06 Precip(in)280.5 Title Isolator Row LastDate 09/30/16 Rain(in)253.89 PrecFile Msp4916.pcp Events 737 Snow(in)26.61 PartFile nurp50.p8p TotalHrs 87603 TotalYrs 9.99 Mass Balances by Device Device: Isolator Row Type:POND Flow Loads(lbs) Mass Balance Term acre-ft P0%P10%P30%P50%P80%TSS TP TKN CU PB ZN HC 01 watershed inflows 40.12 109.04 2437.33 2437.33 2437.33 4874.65 12186.63 38.95 175.10 5.63 2.41 18.68 301.46 07 spillway outlet 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 08 sedimen + decay 0.00 0.00 476.32 860.60 1271.67 4128.29 6736.89 10.04 39.13 2.29 1.21 4.17 151.58 09 total inflow 40.12 109.04 2437.33 2437.33 2437.33 4874.65 12186.63 38.95 175.10 5.63 2.41 18.68 301.46 10 surface outflow 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 12 total outflow 40.12 109.04 1960.86 1576.73 1165.65 746.36 5449.60 28.90 135.97 3.34 1.20 14.50 149.88 13 total trapped 0.00 0.00 476.32 860.60 1271.67 4128.29 6736.89 10.04 39.13 2.29 1.21 4.17 151.58 14 storage increase 0.00 0.00 0.14 0.00 0.00 0.00 0.14 0.00 0.00 0.00 0.00 0.00 0.00 15 mass balance check 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Reduction (%)0.00 0.00 19.54 35.31 52.18 84.69 55.28 25.79 22.35 40.71 50.28 22.35 50.28 PREPARED BY: PREPARED FOR: Phillips Edison & Company North Canton, Ohio TRAFFIC IMPACT ANALYSIS West Village Redevelopment City of Chanhassen, Minnesota DECEMBER 9 , 2022 Traffic Impact Analysis for West Village Redevelopment Prepared For: Phillips Edison & Company 7818 Sandpiper Avenue NW North Canton, OH 44720 Prepared By: Paul Villaluz, P.E., PTOE, RSP1 Westwood Professional Services 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 (952) 937-5150 I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Minnesota Professional Engineering License 58308 Exp: 06/30/2024 Project Number: R0034109.01 Date: 12/9/2022 12/9/2022 West Village Redevelopment Traffic Impact Analysis 12/9/2022 City of Chanhassen, Minnesota Table of Contents 1.0 Executive Summary ....................................................................................... 1 2.0 Introduction ................................................................................................. 4 3.0 Existing Conditions........................................................................................ 5 3.1 Existing Land Use ........................................................................................................... 5 3.2 Regional Access .............................................................................................................. 5 3.3 Parcel Access................................................................................................................... 5 3.4 Study Area Intersections ................................................................................................ 5 3.5 Existing Lane Configuration and Traffic Control ........................................................... 5 3.6 Existing Turning Movements ......................................................................................... 5 4.0 Future Conditions ........................................................................................ 11 4.1 Year 2023 Background Lane Configuration and Traffic Control .................................. 11 4.2 Year 2023 Background Traffic Volumes ....................................................................... 11 4.3 Project Trip Generation ................................................................................................ 15 4.4 Project Trip Distribution .............................................................................................. 17 4.5 Project Trip Assignment ............................................................................................... 17 4.6 Full Buildout Condition Traffic Volumes ..................................................................... 18 4.7 Year 2023 Project Buildout Lane Configuration and Traffic Control .......................... 18 5.0 Traffic Capacity Analysis ............................................................................. 27 5.1 Operational Analysis Methodology .............................................................................. 27 5.2 Study Intersection Operational Analysis ...................................................................... 28 5.3 Left Turn Storage Bay Analysis .................................................................................... 28 6.0 Fast Food Drive-Through Queue Analysis .................................................... 32 7.0 Parking Analysis ......................................................................................... 34 8.0 Downtown Vision Plan Analysis ................................................................. 36 9.0 Crash Analysis ............................................................................................ 38 10.0 Conclusions and Recommendations ........................................................ 39 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota ii | Confidential and Proprietary. TBPLS Firm #10074302 Figures Figure 1 – Study Area and Intersection Identifier .................................................... 7 Figure 2 –Existing Year 2022 Lane Configuration and Traffic Control ..................... 8 Figure 3 – Year 2022 Existing AM & PM Peak Hour Traffic Volumes ....................... 9 Figure 4 – Year 2022 Existing Mid-Day Traffic Volumes ........................................ 10 Figure 5 – Year 2023 Background (No-Build) Lane Configuration and Traffic Control .................................................................................................................. 12 Figure 6 – Year 2023 Background (No-Build) AM & PM Peak Hour Traffic Volumes ............................................................................................................................... 13 Figure 7 – Year 2023 Background (No-Build) Mid-Day Traffic Volumes ................ 14 Figure 8 –Primary Trip Distribution ...................................................................... 19 Figure 9 –Pass-by Trip Distribution ....................................................................... 20 Figure 10 – Proposed Primary Trip Assignment .................................................... 21 Figure 11 – Proposed Pass-by Trip Assignment ...................................................... 22 Figure 12 – Proposed Total Trip Assignment .......................................................... 23 Figure 13 – Year 2023 Total AM & PM Peak Hour Traffic Volumes ........................ 24 Figure 14 – Year 2023 Total Mid-Day Traffic Volumes ........................................... 25 Figure 15 – Year 2023 Project Buildout Lane Configuration and Traffic Control ... 26 Figure 16 – Intersection Operation Analysis .......................................................... 31 Figure 17 – West Village Center Lunds & Byerly’s Parking Lot (Existing) ............... 34 ............................................................................................................................... 34 Figure 18 – West Village Center Lunds & Byerly’s Parking Lot (Proposed) ............ 35 Figure 19 – Excerpt from Downtown Chanhassen Vision Plan Update ................... 37 Tables Table 1 – Peak Hour Turning Movement Count Dates .............................................. 6 Table 2 –Total Vehicular Trip Generation (AM and PM Peak Hour) ...................... 15 Table 3 –Total Vehicular Trip Generation (Mid-Day Peak Hour) ........................... 15 Table 4 –Pass-by Vehicular Trip Generation (AM and PM Peak Hour) ................... 16 Table 5 – AM and PM Peak Hour Primary Trip Generation Summary .................... 17 Table 6 – Level of Service Criteria .......................................................................... 27 Table 7 – Key Intersection LOS Analysis ................................................................ 30 Table 8 –Future Drive-Through Queue Calculations .............................................. 32 Table 9 –Parking Lot Peak Occupancy Percentages ................................................ 35 Table 10 – Crash Data Summary 2018-2022 ........................................................... 38 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota iii | Confidential and Proprietary. TBPLS Firm #10074302 Appendices Appendix A: Existing Peak Hour Traffic Count Data Appendix B: Information from the Minnesota Department of Transportation (MnDOT) Traffic Mapping Application Growth Rate Calculations Appendix C: Project Trip Generation Appendix D: VISTRO Capacity Analyses Appendix E: Chick-fil-A (Fircrest, Washington) Queuing Analysis Excerpts from “Simulation-Based Study of Traffic Operational Characteristics at All-Way-Stop-Controlled Intersections” Appendix F: Parking Lot Occupancy Data Appendix G: City of Chanhassen Downtown Vision Plan Update Appendix H: Crash Data Appendix I: West Village Redevelopment Site Plan West Village Redevelopment Traffic Impact Analysis 12/9/2022 City of Chanhassen, Minnesota 1 | Confidential and Proprietary. TBPLS Firm #10074302 1.0 Executive Summary Westwood Professional Services, Inc. (Westwood) has been retained by Phillips Edison & Company to prepare a Traffic Impact Analysis (TIA) for the West Village Redevelopment project. The West Village Redevelopment project includes one (1) proposed 3,500 square foot retail unit and one (1) proposed 3,600 square foot fast -food restaurant with a drive-thru window that are both proposed for development on approximately +/- 0.65 acres located in Chanhassen, Minnesota. Full buildout and occupancy of this project is expected to occur in the Year 2023. This TIA will contain investigations of the potential impacts of the current development plan on the existing and planned roadway infrastructure and develop recommendations for mitigating the identified impacts. This TIA contains the following analyses at the study intersections and driveways: • Intersection Level of Service Analysis • Left Turn Storage Lane Analysis • Fast Food Drive-Thru Queue Analysis • Parking Analysis • Downtown Vision Plan Analysis • Crash Analysis These analyses will be performed within the following scenarios: 1. Year 2022 Existing Conditions 2. Year 2023 Background (No-Build) Conditions 3. Year 2023 Project Buildout Conditions This TIA addresses anticipated future conditions at the following two (2) public street intersections: 1. West 78th Street and Target Entrance (Intersection #1) 2. West 78th Street and Kerber Boulevard (Intersection #4) This study also addresses anticipated future conditions at three (3) private driveways: 1. West 78th Street and Fed Ex Driveway (Intersection #2) 2. West 78th Street and Lunds & Byerlys Driveway (Intersection #3) 3. Kerber Boulevard and Lunds & Byerlys Driveway (Intersection #5) West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 2 | Confidential and Proprietary. TBPLS Firm #10074302 The proposed project is anticipated to generate a total of 90 primary AM peak hour trips, 229 primary Mid-Day peak hour trips, and 74 primary PM peak hour trips on an average weekday upon full buildout. The proposed project is anticipated to generate a total of 222 primary Mid - Day peak hour trips on an average weekend day upon full buildout. These trip estimates are based on information contained in the 11th Edition of the ITE Trip Generation Manual. All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours with the following notable exceptions: • Intersection 1: West 78th Street and Target Entrance There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. • Intersection 4: West 78th Street and Kerber Boulevard There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. All impacted left turn storage bays are anticipated to have adequate storage for Year 2023 Project Buildout Scenario. The proposed on-site drive-through queue storage is sufficient for anticipated demand. The total anticipated parking demand of 158 spaces (i.e., 95 + 63) are expected to be accommodated by the 214 spaces in the West Lot. This anticipated demand is also expected to consist of third-party food delivery vehicles, on-line and individual carry-out/pick-up service vehicles, and drive-thru vehicles that may need to wait longer for food. Two of the “Guiding Principles for Downtown” in the Downtown Chanhassen Vision Update that are related to transportation include defining the pedestrian network and elevating the pedestrian realm. The placement of the proposed building close to the existing northern sidewalk along West 78th Street should promote walkability. A proposed sidewalk will connect pedestrians to the proposed building from the existing driveway entrance at West 78th Street. It should also be noted that the West Village Center Redevelopment does not alter the enhanced streetscape/public realm and access locations depicted on page 11 of the Downtown Chanhassen Vision Update. Therefore, this project is compliant with the Downtown Chanhassen Vision Plan. The proposed project is not expected to adversely affect any bus/paratransit services that are offered by SouthWest Transit. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 3 | Confidential and Proprietary. TBPLS Firm #10074302 A total of 21 crashes were recorded in the five study intersections: West 78th Street and Target Entrance (#1), West 78th Street and FedEx Driveway (#2), West 78th Street and Lunds and Byerlys driveway (#3), West 78th Street and Kerber Boulevard (#4), and Kerber Boulevard and Lunds and Byerlys driveway (#5) during the most recent five-year period. Of those 21 crashes, 15 crashes (71%) were property damage only crashes, and 6 crashes (29%) were minor injury crashes. The majority of the crashes occurred in the intersection of West 78th Street and Kerber Boulevard (42%). Since most of the collisions were a result of human behavior, no safety improvements are recommended as part of this project. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 4 | Confidential and Proprietary. TBPLS Firm #10074302 2.0 Introduction Westwood Professional Services, Inc. (Westwood) has been retained by Phillips Edison & Company to prepare a Traffic Impact Analysis (TIA) for the West Village Redevelopment project. The West Village Redevelopment project includes one (1) proposed 3,500 square foot retail unit and one (1) proposed 3,600 square foot fast -food restaurant with a drive-thru window that are both proposed for development on approximately +/- 0.65 acres located in Chanhassen, Minnesota. Full buildout and occupancy of this project is expected to occur in the Year 2023. This TIA will contain investigations of the potential impacts of the current development plan on the existing and planned roadway infrastructure and develop recommendations for mitigating the identified impacts. The scope of the TIA is based on discussions with City of Chanhassen staff during a meeting on June 21, 2022. This TIA contains the following analyses at the study intersections and driveways: • Intersection Level of Service Analysis • Left Turn Storage Lane Analysis • Fast Food Drive-Thru Queue Analysis • Parking Analysis • Downtown Vision Plan Analysis • Crash Analysis These analyses will be performed within the following scenarios: 1. Year 2022 Existing Conditions 2. Year 2023 Background (No-Build) Conditions 3. Year 2023 Project Buildout Conditions A site plan for the West Village Redevelopment project is provided in Appendix I. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 5 | Confidential and Proprietary. TBPLS Firm #10074302 3.0 Existing Conditions This section of the report details existing conditions in the immediate vicinity of the project site. 3.1 Existing Land Use The West Village Redevelopment project is located within a commercial center that is on the northwest corner of Kerber Boulevard and West 78th Street. The location of the West Village Redevelopment project is shown in Figure 1. 3.2 Regional Access Primary regional access between the Chanhassen area and the proposed West Village Redevelopment project is provided to and from Powers Boulevard and from Arboretum Boulevard via West 78th Street/Great Plains Boulevard. Site access is provided along arterial street connections such as Kerber Boulevard and West 78th Street to these regional facilities. 3.3 Parcel Access Primary access to the parcel is through three existing driveways on West 78th Street and one existing driveway on Kerber Boulevard. 3.4 Study Area Intersections This TIA addresses anticipated future conditions at the following two (2) public street intersections: 1. West 78th Street and Target Entrance (Intersection #1) 2. West 78th Street and Kerber Boulevard (Intersection #4) This study also addresses anticipated future conditions at three (3) private driveways: 3. West 78th Street and Fed Ex Driveway (Intersection #2) 4. West 78th Street and Lunds & Byerly’s Driveway (Intersection #3) 5. Kerber Boulevard and Lunds & Byerly’s Driveway (Intersection #5) The locations of each of these study intersections and private driveways are depicted in Figure 1. 3.5 Existing Lane Configuration and Traffic Control Existing lane configurations and traffic control at the existing stud y intersections and future access intersections are depicted in Figure 2. 3.6 Existing Turning Movements Existing AM and PM, weekday mid-day, and weekend mid-day peak hour vehicular, pedestrian, and bicycle turning movement data were collected for the public street intersections identified in Section 3.4. The date and location of each count is summarized in Table 1. A summary of the AM & PM peak hour count data at the study intersections is provided in Figure 3. A summary of the weekday and weekend mid-day peak hour count data at the study intersections is provided in Figure 4. The peak hour count data sheets are provided in Appendix A. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 6 | Confidential and Proprietary. TBPLS Firm #10074302 Table 1 – Peak Hour Turning Movement Count Dates Intersection Count Date West 78th Street and Target Entrance (Intersection #1) September 8, 2022 West 78th Street and Fed Ex Driveway (Intersection #2) September 8, 2022 West 78th Street and Lunds & Byerly’s Driveway (Intersection #3) September 8, 2022 West 78th Street and Kerber Boulevard (Intersection #4) September 8, 2022 Kerber Boulevard and Lunds & Byerly’s Driveway (Intersection #5) September 8, 2022 TENANT 13,600 SFTENANT 23,500 SFUTIL.100SFTFIGURE 1WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MNPhone (952) 937-515012701 Whitewater Drive, Suite 300Minnetonka, MN 55343 TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 2 STOP WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 3 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 4 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOP West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 11 | Confidential and Proprietary. TBPLS Firm #10074302 4.0 Future Conditions This section of the report describes the anticipated buildout conditions for the West Village Redevelopment project in the Year 2023. 4.1 Year 2023 Background Lane Configuration and Traffic Control Figure 5 illustrates the anticipated lane configuration and traffic control that are expected at the study area intersections in the background (no-build) scenario during the buildout year of 2023. The background lane configuration and traffic control are expected to remain unchanged from the existing condition. 4.2 Year 2023 Background Traffic Volumes Future baseline traffic volumes near the project site were generated for the anticipated project buildout year of 2023 to determine the impact of project traffic on the surrounding roadway network. An average annual growth rate for the study area during 2019-2021 was calculated using historic Minnesota Department of Transportation (MnDOT) average annual daily traffic (AADT) data. An annual average growth rate of 2.9% was obtained from the evaluation of two (2) MnDOT count stations (#35482 and #38937). This 2.9% growth rate was applied to the 2022 peak hour turning movement counts at each of the study intersections in Figures 3 and 4 to generate traffic volumes for the background year of 2023. The Year 2023 background AM & PM peak hour traffic volumes are illustrated on Figure 6. The Year 2023 background mid-day peak hour traffic volumes are illustrated on Figure 7. Detailed calculations, along with information from the MnDOT Traffic Mapping Application, are included in Appendix B. TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 5 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOPSTOPSTOP STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 6 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 STOPSTOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 7 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOP West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 15 | Confidential and Proprietary. TBPLS Firm #10074302 4.3 Project Trip Generation The 11th Edition of the Institute of Transportation Engineers’ (ITE) Trip Generation Manual was used to estimate the number of vehicle trips that could be generated by the project. This manual is a standard reference used by municipalities and public agencies throughout the United States. The trip generation characteristics included in the manual are summarized by general land use type and are based on actual trip generation studies performed at numerous locations in areas of various populations. Vehicular trip generation for the proposed project is based on average rates for Strip Retail Plaza (<40k) (ITE Land Use Code 822) and Fast-Food Restaurant with Drive-Through Window (ITE Land Use Code 934). The resulting AM and PM peak hour trip generations are summarized in Table 2. The resulting weekday and weekend mid-day peak hour trip generations are summarized in Table 3. Calculations are provided in Appendix C. Table 2 –Total Vehicular Trip Generation (AM and PM Peak Hour) ITE Code Land Use Size Daily Trips AM Peak Hour PM Peak Hour In Out Total In Out Total 822 Strip Retail Plaza (<40k) 3.5 ksf 191 5 3 8 11 12 23 934 Fast-Food Restaurant with Drive- Through Window 3.6 ksf 1,683 82 79 161 62 57 119 Total 1,874 87 82 169 73 69 142 Sources: ITE Trip Generation Manual, 11th Edition Table 3 –Total Vehicular Trip Generation (Mid-Day Peak Hour) ITE Code Land Use Size Weekday Mid-Day Peak Hour Weekend Mid-Day Peak Hour In Out Total In Out Total 822 Strip Retail Plaza (<40k) 3.5 ksf 25 21 46 12 11 23 934 Fast-Food Restaurant with Drive- Through Window 3.6 ksf 93 90 183 101 98 199 Total 118 111 229 113 109 222 Sources: ITE Trip Generation Manual, 11th Edition West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 16 | Confidential and Proprietary. TBPLS Firm #10074302 ITE defines pass-by trips as trips that are “made as intermediate stops on the way from an origin to a primary trip destination without a route diversion”. Pass -by trips are attracted from traffic passing the site on an adjacent street or roadway that offers direct access to the generator. ITE has identified the following pass-by trip rates for the land uses below: • Strip Retail Plaza (<40k) (ITE Land Use 822) o 34% during the PM peak hour (assumed that the PM peak hour pass -by rate for ITE Land Use 820 (Shopping Center) is used) • Fast-Food Restaurant with Drive-Through Window (ITE Land Use 934) o 49% during the AM peak hour and 50% during the PM peak hour No pass-by reduction is assumed during the mid-day peak hours. Pass-by trips are only applicable to external trips that enter or exit the site, not internal trips. Therefore, the pass-by trip rates summarized above were applied to the external project trips summarized in Table 2, with the resultant pass-by trip generation for the project summarized in Table 4. Table 4 –Pass-by Vehicular Trip Generation (AM and PM Peak Hour) ITE Code Land Use Size AM Peak Hour PM Peak Hour In Out Total In Out Total 822 Strip Retail Plaza (<40k) 3.5 ksf 0 0 0 4 4 8 934 Fast-Food Restaurant with Drive- Through Window 3.6 ksf 40 39 79 31 29 60 Total 40 39 79 35 33 68 Sources: ITE Trip Generation Manual, 11th Edition The primary trips added to the surrounding street network are summarized in Table 5. These trips were calculated by subtracting the pass-by trips from the total project trips in Table 2. Primary trips are the net new trips added to the surrounding street network. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 17 | Confidential and Proprietary. TBPLS Firm #10074302 Table 5 – AM and PM Peak Hour Primary Trip Generation Summary Trip Type Peak Hour Primary Trips AM PM In Out Total In Out Total External Trips 87 82 169 73 69 142 Pass-By Trips 40 39 79 35 33 68 TOTAL Primary Trips (EXTERNAL - PASS-BY) 47 43 90 38 36 74 4.4 Project Trip Distribution The directional distribution of project traffic quantifies the percentage of project -generated traffic that arrives and departs the project site in each direction by type of use. The project includes uses that generate primary project trips. The primary trip distribution quantifies the percentage of site-generated traffic that generally arrives and departs the project site along the same route. Primary trips are new trips to the street network and project driveways. Figure 8 illustrates the anticipated primary project trip distribution for the project. The primary trip distribution was based on anticipated access restrictions and internal circulation through each project driveway, anticipated trip origins and destinations with the surrounding areas, and engineering judgment. The pass-by trip distribution quantifies the percentage of site -generated traffic that makes intermediate stops on the way from an origin to a primary trip destination without a route diversion. Figure 9 illustrates the anticipated pass-by project distribution for both the AM and PM peak hours. Pass-by trips are attracted from traffic passing the site on an adjacent street or roadway that offers direct access to the generator. Therefore, they generally divert from their original direction of travel into the project site and then exit the site and continue in their original direction of travel. Pass-by trips are not new trips to the street network but they are new project driveway trips. The pass-by trip distribution was based on the observed traffic volumes at the study intersections and refined with the anticipated access restrictions for the project driveways. 4.5 Project Trip Assignment Project traffic assignment was calculated by applying the primary trip distribution percentages found in Figure 8 to the primary external project trip generation found in Table 5, and the pass- by trip distribution percentages found in Figure 9 to the pass-by project trip generation found in Table 4. A Vistro model was prepared to distribute and assign the external project trips that were expected to be generated from the project throughout the study roadway network. The model uses zones to replicate specific areas or land uses within a development plan, links to replicate the roadway network, and gates at the boundary of the model to balance inbound and outbound traffic flows. The resulting traffic assignments at the study intersections and project driveways for the project are illustrated in Figure 10 for the primary trip assignment and Figure 11 for the pass-by trip West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 18 | Confidential and Proprietary. TBPLS Firm #10074302 assignment. The total traffic assignment is provided in Figure 12. The inbound and outbound trip generation is rounded to the nearest whole number when assigned in Vistro to the distribution percentages. Therefore, the number of trips assigned to the study intersections may differ slightly from the total external trip generation in Table 5. 4.6 Full Buildout Condition Traffic Volumes The combined impact of background traffic and project traffic on the surrounding roadway network was determined by adding the total project traffic assignment from Figure 12 to the Year 2023 background traffic volumes in Figure 6. The traffic volumes illustrated in Figure 13 and Figure 14 represent the anticipated traffic conditions in the study area at the time the project is fully constructed and occupied in the Year 2023. 4.7 Year 2023 Project Buildout Lane Configuration and Traffic Control Figure 15 illustrates the anticipated lane configuration and traffic control that are expected at the study area intersections in the buildout scenario during the buildout year of 2023. The buildout lane configuration and traffic control are expected to remain unchanged from the year 2023 (no-build) condition. TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 8 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 STOPSTOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 9 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 10 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOPSTOPSTOP STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 11 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOPSTOPSTOP STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 12 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 13 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOPSTOPSTOP STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 14 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343STOP STOPSTOP STOPWEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOP TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 15 STOP Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN STOPSTOPSTOP STOP West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 27 | Confidential and Proprietary. TBPLS Firm #10074302 5.0 Traffic Capacity Analysis Analyses were conducted at the study area intersections identified in Section 3.4 within the following scenarios: 1. Year 2022 Existing Conditions 2. Year 2023 Background (No-Build) Conditions 3. Year 2023 Project Buildout Conditions The purposes of these analyses are to identify potential capacity constraints in the existing and future study area street network and to quantify the impacts of the project. 5.1 Operational Analysis Methodology The study intersections were analyzed using PTV Vistro Version 2022 (SP 0-3) Traffic Engineering Software. Level of Service (LOS) analyses within Vistro for signalized and stop controlled intersections were calculated and reported using the aver age total delay analysis methodology as presented in the Transportation Research Board’s Highway Capacity Manual (HCM 6th Edition). HCM 6th Edition describes LOS as “a qualitative stratification of a performance measure or measures that represent quality of service, measured on an A-F scale, with LOS A representing the best operating conditions from the traveler’s perspective and LOS F the worst.” Table 6 summarizes the average total delay criteria for LOS A through F. Table 6 – Level of Service Criteria Level of Service Signalized Intersection Average Total Delay (seconds/vehicle) Stop Controlled / Roundabout Intersection Average Total Delay (seconds/vehicle) A ≤10 10 B >10 and ≤20 >10 and ≤15 C >20 and ≤35 >15 and ≤25 D >35 and ≤55 >25 and ≤35 E >55 and ≤80 >35 and ≤50 F >80 >50 Highway Capacity Manual (HCM 6th Edition), Transportation Research Board West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 28 | Confidential and Proprietary. TBPLS Firm #10074302 5.2 Study Intersection Operational Analysis Level of Service analyses for the study intersections are provided for the Year 202 2 Existing Conditions, the Year 2023 Background (No-Build) Conditions, and the anticipated Year 2023 Buildout Conditions. The analyses are based on the lane configurations, traffic control and traffic volumes as illustrated in the following: • Year 2022 Existing Conditions: Figure 2, Figure 3, and Figure 4 • Year 2023 Background (No-Build) Conditions: Figure 5, Figure 6, and Figure 7 • Year 2023 Project Buildout Conditions: Figure 13, Figure 14, and Figure 15 Summary reports from the LOS analyses are provided for all study intersections in Appendix D. All intersections were analyzed using the lowest level of traffic control that provided an acceptable intersection LOS. Analysis for the signalized intersections at West 78th Street and Target Entrance and at West 78th Street and Kerber Boulevard used optimized cycle lengths with optimized splits, a 4-second yellow interval, and a 2-second all-red clearance interval. Results of the LOS analyses are summarized in Table 7 and illustrated on Figure 16. All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours with the following notable exceptions: • Intersection 1: West 78th Street and Target Entrance There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. • Intersection 4: West 78th Street and Kerber Boulevard There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. 5.3 Left Turn Storage Bay Analysis An analysis of all left turn storage bays that are expected to convey project-generated traffic at the study intersections was conducted for the following scenarios: • Year 2022 Existing Conditions: Figure 2, Figure 3, and Figure 4 • Year 2023 Background (No-Build) Conditions: Figure 5, Figure 6, and Figure 7 • Year 2023 Project Buildout Conditions: Figure 13, Figure 14, and Figure 15 The analysis uses the left turn queue lengths reported by Vistro (see Appendix D). Table 7 summarizes the results of the analysis based on the anticipated traffic control required at full West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 29 | Confidential and Proprietary. TBPLS Firm #10074302 buildout of the project for defined left turn storage bays. All impacted left turn storage bays are anticipated to have adequate storage for Year 2023 Project Buildout Scenario. LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length Overall B 11.29 D 38.96 B 16.58 D 38.01 NBL A 0.00 0 ft 0.020 75ft F 115.94 457 ft 0.920 75ft A 0.03 1 ft 0.120 75ft F 118.67 385 ft 0.900 75ft NBT C 34.24 ---F 91.84 ---D 35.13 ---F 100.61 - NBR C 34.24 19 ft 0.270 -F 91.84 231 ft 0.420 -D 35.13 133 ft 0.750 -F 100.61 297 ft 0.630 - SBL A 0.00 0 ft 0.020 -F 128.77 149 ft 0.770 -A 0.01 0 ft 0.030 -F 128.98 146 ft 0.770 - SBT A 0.00 ---F 126.04 ---C 29.04 ---F 126.42 - SBR C 33.05 9 ft 0.140 50ft F 126.04 237 ft 0.850 50ft C 29.04 54 ft 0.340 50ft F 126.42 228 ft 0.850 50ft EBL A 8.96 37 ft 0.140 125ft A 9.31 72 ft 0.140 125ft B 12.66 45 ft 0.190 125ft A 8.15 87 ft 0.180 125ft EBT B 11.97 45 ft 0.140 -B 12.62 158 ft 0.150 -B 16.37 81 ft 0.250 -B 10.55 109 ft 0.110 - EBR B 11.78 27 ft 0.090 125ft B 13.43 200 ft 0.200 125ft C 20.43 170 ft 0.480 125ft B 11.45 174 ft 0.180 125ft WBL A 8.19 7 ft 0.030 125ft A 8.59 33 ft 0.080 125ft B 11.98 40 ft 0.210 125ft A 7.16 39 ft 0.090 125ft WBT B 11.91 38 ft 0.110 -B 13.18 204 ft 0.180 -B 17.10 100 ft 0.270 -B 11.38 196 ft 0.180 - WBR B 11.94 37 ft 0.110 -B 13.18 203 ft 0.180 -B 17.14 98 ft 0.280 -B 11.39 193 ft 0.180 - Overall A 2.44 A 6.24 A 4.41 A 6.12 NBL B 14.88 8 ft 0.050 -D 41.53 54 ft 0.270 -C 31.69 35 ft 0.140 -D 36.34 65 ft 0.290 - NBT B 15.89 8 ft 0.010 -D 39.93 54 ft 0.060 -C 31.00 35 ft 0.090 -D 36.73 65 ft 0.050 - NBR A 9.65 8 ft 0.030 -B 18.83 54 ft 0.110 -B 14.60 35 ft 0.090 -B 18.65 65 ft 15.000 - SBL B 14.85 4 ft 0.020 -D 42.48 51 ft 0.230 -C 30.64 22 ft 0.100 -D 35.63 28 ft 0.170 - SBT B 15.69 4 ft 0.010 -D 41.25 51 ft 0.120 -C 29.57 22 ft 0.070 -C 33.07 28 ft 0.050 - SBR A 9.42 4 ft 0.020 -B 19.99 51 ft 0.080 -B 12.70 22 ft 0.060 -B 14.59 28 ft 0.060 - EBL A 7.83 1 ft 0.010 125ft A 8.48 0 ft 0.050 125ft A 8.29 4 ft 0.050 125ft A 8.37 3 ft 0.040 125ft EBT N/A -----N/A -----N/A ---N/A --- EBR N/A -----N/A -----N/A ---N/A --- WBL A 9.81 4 ft 0.050 125ft B 12.31 11 ft 0.120 125ft B 11.87 8 ft 0.090 125ft B 11.95 12 ft 0.110 125ft WBT N/A -----N/A -----N/A ---N/A --- WBR N/A -----N/A -----N/A ---N/A --- Overall A 0.59 A 0.820 A 1.02 A 0.67 NBL N/A -----N/A -----N/A --N/A -- NBT N/A -----N/A -----N/A --N/A -- NBR N/A -----N/A -----N/A --N/A -- SBL N/A -----N/A -----N/A --N/A -- SBT N/A -----N/A -----N/A --N/A -- SBR A 9.35 3 ft 0.040 -B 10.720 10 ft 0.120 -B 10.650 12 ft 0.140 B 10.55 8 ft 0.090 EBL N/A ------N/A -----N/A --N/A -- EBT N/A -----N/A -----N/A --N/A -- EBR N/A -----N/A -----N/A --N/A -- WBL N/A ------N/A -----N/A --N/A -- WBT N/A -----N/A -----N/A --N/A -- WBR N/A ------N/A -----N/A --N/A -- Overall B 16.40 D 35.080 B 18.95 D 40.61 NBL C 20.58 12 ft 0.060 -F 81.420 125 ft 0.200 -C 20.460 46 ft 0.220 -F 83.20 127 ft 0.220 - NBT B 17.48 ---E 70.790 --B 16.220 -E 63.25 -- NBR B 17.48 15 ft 0.070 -E 70.790 210 ft 0.240 -B 16.220 43 ft 0.180 -E 63.25 143 ft 0.150 - SBL C 25.04 148 ft 0.600 150ft F 101.750 518 ft 0.840 150ft C 24.730 153 ft 0.610 150ft F 97.67 644 ft 0.870 150ft SBT B 17.85 ---E 71.280 --B 16.250 -E 68.97 --- SBR B 17.85 29 ft 0.140 -E 71.280 218 ft 0.260 -B 16.250 43 ft 0.190 -E 68.97 339 ft 0.400 - EBL A 7.56 7 ft 0.030 130ft C 23.110 68 ft 0.130 130ft A 9.660 16 ft 0.090 130ft C 27.06 95 ft 0.160 130ft EBT B 13.19 49 ft 0.170 -B 16.010 386 ft 0.360 -B 17.990 113 ft 0.370 -B 18.45 354 ft 0.320 - EBR B 13.24 48 ft 0.170 100ft B 11.700 30 ft 0.040 100ft B 18.070 110 ft 0.370 100ft B 14.38 34 ft 0.040 100ft WBL A 7.47 9 ft 0.050 100ft C 22.100 34 ft 0.050 100ft A 9.240 20 ft 0.110 100ft C 24.71 47 ft 0.070 100ft WBT B 13.53 -0.250 -B 15.720 365 ft 0.340 -B 19.590 168 ft 0.500 -B 18.48 355 ft 0.320 - WBR B 13.60 72 ft 0.260 -B 15.860 327 ft 0.350 -C 20.040 153 ft 0.510 -B 18.65 319 ft 0.330 - Overall A 2.23 A 3.78 A 3.85 A 3.56 NBL A 7.84 2 ft 0.040 -A 7.830 4.970 0.080 -A 7.860 4.780 0.080 -A 8.10 12 ft 6.120 - NBT N/A -----N/A ------N/A ---N/A ---- NBR N/A -----N/A -------N/A ---N/A ---- SBL N/A -----N/A -------N/A ---N/A ---- SBT N/A -----N/A -------N/A ---N/A ---- SBR N/A -----N/A -------N/A ---N/A ---- EBL B 12.69 7 ft 0.020 -B 18.510 26.680 0.100 -B 16.500 21.450 0.080 -C 20.36 21 ft 0.050 - EBT N/A -----A -----A -N/A ---- EBR B 10.06 7 ft 0.060 -A 0.160 26.680 0.160 -B 11.000 21.450 0.150 -B 11.67 9 ft 0.190 - WBL N/A ------N/A -------N/A ---N/A ----- WBT N/A ------N/A -------N/A ---N/A ---- WBR N/A ------N/A -------N/A ---N/A ----- KEY: Vistro Queue = Vistro Software Estimated Turn Left Queue LT Bay Length = Number of Defined Left Turn Lanes and Storage Length AM = AM Peak Hour of Adjacent Street PM = PM Peak Hour of Adjacent Street LOS = Level of Service Delay = Average Seconds of Delay Per Vehicle V/C = Volume to Capacity Ratio INTERSECTION CONTROL INTERSECTION 3. LUNDS AND BYERLY'S DRIVEWAY @ W 78TH St INTERSECTION CONTROL INTERSECTION 4. KERBER BLVD @ W 78th St INTERSECTION 5. LUNDS AND BYERLY'S @ KERBER BLVD INTERSECTION CONTROL INTERSECTION CONTROL TABLE 7. KEY INTERSECTION LOS ANALYSIS - EXISTING INTERSECTION YEAR TRAFFIC MANEUVER INTERSECTION 1. TARGET ENTRANCE @ W 78TH St INTERSECTION 2. FEDX DRIVEWAY @ W 78TH St INTERSECTION CONTROL YEAR 2022 EXISTING- TWO WAY STOP CONTROLLED AM Mid-day weekend YEAR 2022 EXISTING - SIGNALIZED YEAR 2022 EXISTING - TWO WAY STOP CONTROLLED PM Mid-day weekday YEAR 2022 EXISTING - SIGNALIZED YEAR 2022 EXISTING- TWO WAY STOP CONTROLLED Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR KEY: Vistro Queue = Vistro Software Estimated Turn Left Queue LT Bay Length = Number of Defined Left Turn Lanes and Storage Length AM = AM Peak Hour of Adjacent Street PM = PM Peak Hour of Adjacent Street LOS = Level of Service Delay = Average Seconds of Delay Per Vehicle V/C = Volume to Capacity Ratio INTERSECTION CONTROL INTERSECTION 3. LUNDS AND BYERLY'S DRIVEWAY @ W 78TH St INTERSECTION CONTROL INTERSECTION 4. KERBER BLVD @ W 78th St INTERSECTION 5. LUNDS AND BYERLY'S @ KERBER BLVD INTERSECTION CONTROL INTERSECTION CONTROL INTERSECTION YEAR TRAFFIC MANEUVER INTERSECTION 1. TARGET ENTRANCE @ W 78TH St INTERSECTION 2. FEDX DRIVEWAY @ W 78TH St INTERSECTION CONTROL LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length B 11.56 D 39.07 B 16.74 D 38.07 A 0.00 0 ft 0.020 75ft F 115.48 468 ft 0.920 75ft A 0.03 1 ft 0.120 75ft F 118.30 395 ft 0.900 75ft C 34.12 ----F 89.96 ---D 35.74 ---F 100.12 --- C 34.12 20 ft 0.270 -F 89.96 235 ft 0.400 -D 35.74 138 ft 0.770 -F 100.12 302 ft 0.640 - A 0.00 0 ft 0.010 -F 130.46 128 ft 0.760 -A 0.01 0 ft 0.030 -F 128.77 149 ft 0.770 - C 32.89 ----F 125.82 ---C 29.04 ---F 126.31 --- C 32.89 9 ft 0.130 50ft F 126 ft 241 ft 0.860 50ft C 29 ft 55 ft 0.340 50ft F 126 ft 230 ft 0.850 50ft A 9.07 39 ft 0.150 125ft A 9.70 76 ft 0.150 125ft B 12.77 47 ft 0.200 125ft A 8.44 91 ft 0.190 125ft B 11.96 41 ft 0.130 -B 12.92 155 ft 0.140 -B 16.45 84 ft 0.250 -B 10.83 114 ft 0.110 - B 11.86 27 ft 0.090 125ft B 13.89 208 ft 0.210 125ft C 20.73 177 ft 0.500 125ft B 11.78 182 ft 0.190 125ft A 8.18 4 ft 0.020 125ft A 8.85 30 ft 0.070 125ft B 12.04 41 ft 0.220 125ft A 7.39 41 ft 0.090 125ft B 12.04 40 ft 0.120 -B 13.65 214 ft 0.190 -B 17.23 103 ft 0.280 -B 11.70 203 ft 0.190 - B 12.07 40 ft 0.120 -B 13.65 212 ft 0.190 -B 17.26 101 ft 0.280 -B 11.72 200 ft 0.190 - A 2.36 A 6.29 A 4.52 A 6.48 B 14.68 8 ft 0.050 -D 42.97 57 ft 0.290 -C 33.55 37 ft 0.150 -D 39.30 73 ft 0.32 -B 15.61 8 ft 0.010 -D 41.14 57 ft 0.060 -C 32.70 37 ft 0.100 -D 39.65 73 ft 0.05 - A 9.63 8 ft 0.030 -B 19.68 57 ft 0.120 -B 15.21 37 ft 0.090 -C 20.47 73 ft 0.15 - B 14.47 3 ft 0.010 -D 42.63 49 ft 0.220 -C 32.39 24 ft 0.110 -D 37.71 30 ft 0.18 - B 15.33 3 ft 0.010 -D 41.36 49 ft 0.120 -C 31.09 24 ft 0.080 -C 34.82 30 ft 0.05 - A 9.25 3 ft 0.020 -B 19.62 49 ft 0.080 -B 13.09 24 ft 0.070 -B 15 ft 30 ft 0.06 - A 7.79 1 ft 0.010 125ft A 8.47 4 ft 0.050 125ft A 8.33 4 ft 0.050 125ft A 8.41 3 ft 0.04 125ft N/A -----N/A -----N/A -----N/A ----- N/A ----N/A ----N/A ----N/A ----- A 9.82 4 ft 0.050 125ft B 12.43 11 ft 0.120 125ft B 12.04 9 ft 0.010 125ft B 12.12 12 ft 0.02 125ft N/A -----N/A -----N/A ------N/A ----- N/A ----N/A ----N/A ----N/A ----- A 0.26 A 0.67 A 1.03 A 0.68 N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- A 9.28 1 ft 0.020 B 10.64 8 ft 0.100 B 10.75 13 ft 0.150 B 10.65 8 ft 0.100 N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- B 16.57 C 34.28 B 19.37 D 39.36 C 20.31 12 ft 0.060 -F 84.16 130 ft 0.200 -C 20.20 47 ft 0.220 -F 85.87 131 ft 0.220 - B 17.25 ---E 73.72 ---B 15.95 ---E 66.57 -- B 17.25 15 ft 0.070 -E 73.72 217 ft 0.230 -B 15.95 44 ft 0.190 -E 66.57 149 ft 0.150 - C 24.89 152 ft 0.060 150ft F 103.33 530 ft 0.840 150ft C 24.55 157 ft 0.620 150ft F 97.83 655 ft 0.870 150ft B 17.61 ---E 74.29 ---B 15.97 ---E 72.13 --- B 17.61 28 ft 0.140 -E 74.29 228 ft 0.260 -B 15.97 44 ft 0.190 -E 72.13 353 ft 0.400 - A 7.73 7 ft 0.040 130ft B 19.47 64 ft 0.120 130ft A 9.97 16 ft 0.090 130ft C 22.93 90 ft 0.150 130ft B 13.34 46 ft 0.160 -B 13.55 345 ft 0.310 -B 18.58 118 ft 0.390 -B 15.94 336 ft 0.290 - B 13.39 45 ft 0.160 100ft B 10.39 29 ft 0.030 100ft B 18.67 115 ft 0.390 100ft B 12.72 32 ft 0.030 100ft A 7.63 10 ft 0.050 100ft B 18.17 31 ft 0.050 100ft A 9.50 21 ft 0.110 100ft C 21.06 45 ft 0.060 100ft B 13.79 76 ft 0.250 -B 13.54 344 ft 0.310 -C 20.46 178 ft 0.530 -B 15.97 337 ft 0.290 - B 13.91 73 ft 0.260 -B 13.65 307 ft 0.310 -C 20.96 161 ft 0.540 -B 16.09 302 ft 0.290 - A 2.00 A 3.77 A 3.89 A 3.51 A 7.89 2 ft 0.040 -A 7.82 5 ft 0.090 -A 7.88 5 ft 0.090 -A 8.11 6 ft 0.110 - N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- B 13.06 7 ft 0.030 -B 18.98 27 ft 0.110 -B 16.96 23 ft 0.080 -C 21.02 23 ft 0.050 - N/A ----N/A ----N/A ----N/A ---- B 10.18 18 ft 0.060 -B 11.40 27 ft 0.160 -B 11.15 23 ft 0.150 -B 11.76 23 ft 0.190 - N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ----N/A ----N/A ----N/A ----N/A ---- TABLE 7. KEY INTERSECTION LOS ANALYSIS - NO BUILD AM YEAR 2023 (NO-BUILD) - SIGNALIZED YEAR 2023 (NO-BUILD) - - TWO WAY STOP CONTROLLED Mid-day weekend YEAR 2023 (NO-BUILD)- TWO WAY STOP CONTROLLED PM Mid-day weekday YEAR 2023 (NO-BUILD) - TWO WAY STOP CONTROLLED YEAR 2023 (NO-BUILD) - SIGNALIZED Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR Overall NBL NBT NBR SBL SBT SBR EBL EBT EBR WBL WBT WBR KEY: Vistro Queue = Vistro Software Estimated Turn Left Queue LT Bay Length = Number of Defined Left Turn Lanes and Storage Length AM = AM Peak Hour of Adjacent Street PM = PM Peak Hour of Adjacent Street LOS = Level of Service Delay = Average Seconds of Delay Per Vehicle V/C = Volume to Capacity Ratio INTERSECTION CONTROL INTERSECTION 3. LUNDS AND BYERLY'S DRIVEWAY @ W 78TH St INTERSECTION CONTROL INTERSECTION 4. KERBER BLVD @ W 78th St INTERSECTION 5. LUNDS AND BYERLY'S @ KERBER BLVD INTERSECTION CONTROL INTERSECTION CONTROL INTERSECTION YEAR TRAFFIC MANEUVER INTERSECTION 1. TARGET ENTRANCE @ W 78TH St INTERSECTION 2. FEDX DRIVEWAY @ W 78TH St INTERSECTION CONTROL LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length LOS Delay Vistro Queue V/C Bay Length B 11.78 D 39.70 B 16.80 D 38.19 A 0.00 0 ft 75ft F 115.48 468 ft 0.920 75ft A 0.03 1 ft 0.120 75ft F 118.30 395 ft 0.900 75ft C 33.98 ---F 90.19 ---D 35.85 --F 99.51 -- C 33.98 21 ft 0.280 -F 90.19 237 ft 0.410 -D 35.85 139 ft 0.780 -F 99.51 301 ft 0.630 - A 0.00 0 ft 0.020 -F 128.38 154 ft 0.780 -A 0.01 0 ft 0.030 -F 128.77 149 ft 0.770 - C 33.58 ---F 124.98 ---C 29.18 --F 125.98 -- C 33.58 18 ft 0.250 50ft F 124.98 259 ft 0.870 50ft C 29.18 58 ft 0.360 50ft F 125.98 237 ft 0.850 50ft A 9.23 43 ft 0.170 125ft B 10.13 83 ft 0.160 125ft B 12.88 49 ft 0.190 125ft A 8.60 94 ft 0.200 125ft B 12.15 47 ft 0.150 -B 13.48 170 ft 0.160 -B 16.47 84 ft 0.110 -B 10.98 115 ft 0.120 - B 11.93 27 ft 0.100 125ft B 14.36 211 ft 0.210 125ft C 20.74 177 ft 0.190 125ft B 11.94 184 ft 0.200 125ft A 8.31 7 ft 0.030 125ft A 9.25 35 ft 0.080 125ft B 12.05 41 ft 0.090 125ft A 7.50 41 ft 0.100 125ft B 12.09 40 ft 0.120 -B 14.07 216 ft 0.190 -B 17.24 104 ft 0.190 -B 11.86 205 ft 0.190 - B 12.13 39 ft 0.120 -B 14.08 214 ft 0.190 -B 17.28 101 ft 0.190 -B 11.88 202 ft 0.000 - A 2.66 A 7.27 A 4.68 A 6.590 B 15 ft 8 ft 0.05 -D 46.24 62 ft 0.31 -C 33.78 38 ft 0.15 -D 39.780 74 ft 0.33 - B 16.370 8 ft 0.01 -D 44.32 62 ft 0.06 -C 32.98 38 ft 0.10 -D 40.100 74 ft 0.05 - A 9.710 8 ft 0.03 -C 21.14 62 ft 0.12 -B 15.29 38 ft 0.09 -C 20.710 74 ft 0.15 - B 16 ft 7 ft 0.05 -D 50.62 69 ft 0.31 -C 33.40 28 ft 0.13 -D 38.350 32 ft 0.19 - B 16 ft 7 ft 0.01 -D 49.01 69 ft 0.12 -C 32.04 28 ft 0.08 -D 35.380 32 ft 0.05 - A 10 ft 7 ft 0.03 -C 25.81 69 ft 0.09 -B 13.90 28 ft 0.07 -B 15.560 32 ft 0.06 - A 8 ft 1 ft 0.02 125ft A 8.56 4 ft 0.06 125ft A 8.34 4 ft 0.05 125ft A 8.420 3 ft 0.04 125ft N/A -----N/A -----N/A -----A --- N/A -----N/A -----N/A -----N/A ----- A 10 ft 4 ft 0.05 125ft B 12.50 11 ft 0.12 125ft B 12.04 9 ft 0.10 125ft B 12.120 12 ft 0.12 125ft N/A -----N/A -----N/A -----N/A ----- N/A -----N/A -----N/A -----N/A ----- A 0.55 A 0.82 A 1.02 A 0.68 N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- A 9.50 3 ft 0.040 B 10.94 11 ft 0.130 B 10.84 13 ft 0.150 B 10.69 8 ft 0.100 N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- N/A --N/A --N/A --N/A -- B 16.52 C 33.72 B 19.51 D 39.23 C 20.34 13 ft 0.070 -F 84.24 132 ft 0.200 -C 20.24 48 ft 0.230 -F 85.87 131 ft 0.220 - B 17.25 ---E 73.72 ---B 15.95 ---E 66.57 --- B 17.25 15 ft 0.070 -E 73.72 217 ft 0.230 -B 15.95 44 ft 0.190 -E 66.57 149 ft 0.150 - C 24.89 152 ft 0.060 150ft F 103.33 530 ft 0.840 150ft C 24.55 157 ft 0.630 150ft F 97.83 655 ft 0.870 150ft B 17.61 --E 74.29 --B 15.97 --E 72.13 -- B 17.61 28 ft 0.140 -E 74.29 228 ft 0.260 -B 15.97 44 ft 0.190 -E 72.13 353 ft 0.400 - A 7.77 7 ft 0.040 130ft B 19.89 64 ft 0.120 130ft B 10.01 17 ft 0.100 130ft C 23.04 90 ft 0.150 130ft B 13.65 57 ft 0.190 -B 14.04 384 ft 0.340 -B 18.76 123 ft 0.420 -B 16.03 342 ft 0.290 - B 13.70 56 ft 0.200 100ft B 10.40 30 ft 0.030 100ft B 18.84 120 ft 0.420 100ft B 12.72 32 ft 0.030 100ft A 7.65 10 ft 0.050 100ft B 19.30 33 ft 0.050 100ft A 9.52 21 ft 0.120 100ft C 21.26 45 ft 0.060 100ft B 14.11 87 ft 0.280 -B 13.70 356 ft 0.320 -C 20.70 183 ft 0.570 -B 16.01 340 ft 0.290 - B 14.23 83 ft 0.290 -B 13.80 319 ft 0.320 -C 21.19 166 ft 0.580 -B 16.13 305 ft 0.290 - A 2.66 A 4.18 A 4.17 A 3.62 B 10.27 2 ft 0.040 -A 7.90 5 ft 0.090 -A 7.91 5 ft 0.090 -A 8.13 6 ft 0.120 - N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ---- B 13.40 11 ft 0.070 -C 20.19 36 ft 0.160 -B 17.58 27 ft 0.120 -C 21.35 25 ft 0.060 - N/A ----N/A ----N/A ----N/A ---- B 10.60 11 ft 0.060 -B 12.41 36 ft 0.170 -B 11.69 27 ft 0.160 -B 12.03 25 ft 0.190 - N/A ----N/A ----N/A ----N/A ---- N/A ----N/A ----N/A ----N/A ----N/A ----N/A ----N/A ----N/A ---- TABLE 7. KEY INTERSECTION LOS ANALYSIS - BUILDOUT YEAR 2023 BUILDOUT - SIGNALIZED AM Mid-day weekend YEAR 2023 BUILDOUT - - TWO WAY STOP CONTROLLED YEAR 2023 BUILDOUT - TWO-WAY STOP CONTROL PM Mid-day weekday YEAR 2023 BUILDOUT - TWO WAY STOP CONTROLLED YEAR 2023 BUILDOUT - SIGNALIZED TENANT 13,600 SF TENANT 23,500 SF UTIL.100SFT FIGURE 16 Phone (952) 937-5150 12701 Whitewater Drive, Suite 300 Minnetonka, MN 55343 WEST VILLAGE REDEVELOPMENT - CHANHASSEN, MN West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 32 | Confidential and Proprietary. TBPLS Firm #10074302 6.0 Fast Food Drive-Through Queue Analysis The methodologies outlined in the attached TIA for a Chick-fil-A restaurant with a drive-through lane in Fircrest, Washington (see Appendix E) were used for the purpose of estimating the anticipated drive-through storage needs. Please note that this is a conservative methodology – an intense restaurant use such as a Chick-fil-A is not anticipated for the West Village Redevelopment project at this time. The average queue storage length was calculated using the following equation for a M/M/1 queue model: L = Average Queue Length (veh) = 𝜌2 1−𝜌 where λ = Average Arrival Rate (veh/min), μ= Average Departure Rate (veh/min) = ((1 veh/service time (sec)) * (60 sec/min)), and ρ = λ / μ The 95th Percentile Queue Length (veh) is calculated as a function of the Average Queue Length (L) with the following equation from Paper No. 01-2019 of Transportation Research Record 1776 (see Appendix E). 𝐿95%=1.3𝐿+2.1√𝐿+ 𝐿 𝐿+4.6 where L = Average Queue Length (veh) The future drive-through queue calculations for this restaurant are listed in Table 8. It is assumed that all the total vehicles that are anticipated to arrive during the AM and PM peak hours with the use of Fast-Food Restaurant with Drive-Through (ITE Land Use Code 934) will use the drive-through lane. Service time is defined as the amount of time that a vehicle spends at the window completing a transaction and receiving their order and the “move up” time. This includes time to pay, time to receive the food order, and the time for the next vehicle to move up to the pick-up window. A 30- second average service time is assumed for normal conditions during the AM and PM peak hour. Table 8 –Future Drive-Through Queue Calculations Peak Hour 100% of vehicles arriving Time Period (min) λ Average Arrival Rate (veh/min) Service Time (sec) μ Average Departure Rate (veh/min) ρ = λ / μ Average Queue Length (veh) 95th Percentile Queue Length (veh) AM 82 60 1.37 30 2.00 0.683 1 5 PM 62 60 1.03 30 2.00 0.517 1 2 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 33 | Confidential and Proprietary. TBPLS Firm #10074302 The project site plan included in Appendix I illustrates an anticipated drive-through queue storage of 14 vehicles. Therefore, the proposed on-site drive-through queue storage of 14 vehicles is sufficient for the anticipated largest 95th percentile queue length of 5 vehicles. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 34 | Confidential and Proprietary. TBPLS Firm #10074302 7.0 Parking Analysis Aerial reconnaissance of the West Village Center/Lunds & Byerly’s parking lot was performed during the AM, Mid-Day, and PM peak hours on Thursday, September 8, 2022 and during the Mid-Day peak hour on Saturday, September 10, 2022. Figure 17 illustrates the number of parking spaces on the current lot configuration. Figure 17 – West Village Center Lunds & Byerly’s Parking Lot (Existing) There are currently a total of 558 available parking spaces in the West Village Center Lunds & Byerly’s Parking Lot. Of that total, the number of spaces available in each Parking Area are listed below: • West Lot – 248 spaces • East Lot – 199 spaces • Online Pickup Lot – 50 spaces • FedEx Lot – 40 spaces • Northwest Lot – 21 spaces Aerial photos were taken every 15 minutes during the AM, Mid-Day, and PM peak hours on Thursday, September 8, 2022 and during the Mid-Day peak hour on Saturday, September 10, 2022. Table 9 illustrates the peak percentages of parking spaces in the West and East Lots. Parking Lot Occupancy Data is included in Appendix F. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 35 | Confidential and Proprietary. TBPLS Firm #10074302 Table 9 –Parking Lot Peak Occupancy Percentages West Lot East Lot Thursday AM 14.11% 10.05% Thursday Mid-Day 35.48% 25.13% Thursday PM 27.82% 21.11% Saturday Mid-Day 38.31% 29.15% The highest total occupancy in the West and East Lots (147 spaces occupied) occurs from 11:45 am to 12:00 pm on Saturday, September 10, 2022. This represents a total of 33% of available spaces. Under the development plan, there will be a total of 521 available parking spaces in the West Village Center Lunds & Byerly’s Parking Lot. Of that total, the number of spaces available in each Parking Area are listed below (see Figure 18): • West Lot – 214 spaces • East Lot – 196 spaces • Online Pickup Lot – 50 spaces • FedEx Lot – 40 spaces • Northwest Lot – 21 spaces Figure 18 – West Village Center Lunds & Byerly’s Parking Lot (Proposed) West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 36 | Confidential and Proprietary. TBPLS Firm #10074302 There were 95 occupied spaces at peak occupancy (11:45 – 12:00 p.m. on Saturday, September 10, 2022). The land uses in the proposed building are anticipated to require 63 spaces (see Parking Summary in Appendix I). The total anticipated parking demand of 158 spaces (i.e., 95 + 63) are expected to be accommodated by the 214 spaces in the West Lot. This anticipated demand is also expected to consist of third-party food delivery vehicles, on-line and individual carry-out/pick-up service vehicles, and drive-thru vehicles that may need to wait longer for food. 8.0 Downtown Vision Plan Analysis Page 8 of the Downtown Chanhassen Vision Update (see Appendix G) defines the following vision for Downtown Chanhassen: Downtown Chanhassen is the focus for commercial exchange, cultural expression, social interaction and community education, enriching the lives of residents while presenting an appealing and recognizable image to the large and growing Upper Midwest Population it serves. It is a downtown which incorporates and maintains elements of the past, such as it’s historical and natural features, possesses a “small town” atmosphere and entertainment focus, but is planned to be adaptable to change – changes in technology, changes in service deliveries, changes in retailing and entertainment. It is a downtown designed for the future while satisfying the needs of today, one which maintains a strong sense of community focus and orientation, one which fosters convenience, one which maintains a pedestrian scale and emphasizes people movement while providing the full range of transit options. It is a downtown which encourages human interaction, one which mixes uses (retail, cultural, entertainment, housing, education and recreation) to make prudent and efficient use of space, one which meets and is adaptable to current retailing standards and is financially successful. Two of the “Guiding Principles for Downtown” listed on Page 9 of the Downtown Chanhassen Vision Update that are related to transportation include defining the pedestrian network and elevating the pedestrian realm. The placement of the proposed building close to the existing northern sidewalk along West 78th Street promotes walkability. Enhancing connectivity is another desired factor Downtown Vision Plan Update has in mind. The implementation of this project enhances such connectivity by attracting both local and visitors to the area - its proximity to the Urban Village/Town Center area allows further connectivity between districts which would vitalize the street with pedestrians. A proposed sidewalk will connect pedestrians to the proposed building from the existing driveway entrance at West 78th Street (Intersection #2) (see Appendix I). It should also be noted that the West Village Center Redevelopment does not alter the enhanced streetscape/public realm and access locations depicted on page 11 of the Downtown Chanhassen Vision Update. Therefore, this project is compliant with the Downtown Chanhassen Vision Plan. The proposed project is not expected to adversely affect any bus/paratransit services that are offered by SouthWest Transit. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 37 | Confidential and Proprietary. TBPLS Firm #10074302 Figure 19 – Excerpt from Downtown Chanhassen Vision Plan Update West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 38 | Confidential and Proprietary. TBPLS Firm #10074302 9.0 Crash Analysis Crash data was requested for the five (5) study intersections identified in Section 3.4 from the City of Chanhassen for the most recent five-year reporting period. The crash data received from the City of Chanhassen is included in Appendix H and is summarized in Table 10. Table 10 – Crash Data Summary 2018-2022 Intersection Total Collisions Property Damage Only Minor Injury Serious Injury Fatality West 78th Street @ Target Entrance 7 6 1 0 0 West 78th Street @ FedEx Driveway 2 2 0 0 0 West 78th Street @ Lunds & Byerlys Driveway 2 1 1 0 0 West 78th Street @ Kerber Boulevard 9 5 4 0 0 Kerber Boulevard @ Lunds & Byerlys Driveway 1 1 0 0 0 TOTAL 21 15 6 0 0 A total of 21 crashes were recorded in the project area during the most recent five-year period. Of those 21 crashes, 15 crashes (71%) were property damage only crashes, and 6 crashes (29%) were minor injury crashes. Most of the collisions (42%) occurred in the intersections of 78th Street and Kerber Boulevard followed by the intersection of 78th Street and Target Entrance (33%). The detailed crash report data from Appendix H suggests that the majority of the collisions occurred due to human factors such as running a red light, failing to yield right-of-way, distracted driving, and improper turning/merging or failing to keep in proper lane. Since most of the collisions were a result of human behavior, no safety improvements are recommended as part of this project. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 39 | Confidential and Proprietary. TBPLS Firm #10074302 10.0 Conclusions and Recommendations All intersections are anticipated to operate with acceptable LOS in the AM and PM peak hours with the following notable exceptions: • Intersection 1: West 78th Street and Target Entrance There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. • Intersection 4: West 78th Street and Kerber Boulevard There is an overall intersection LOS of D or better for both the AM and PM peak hours for each scenario with signal control. However, the minor street traffic movements are expected to perform poorly. It is recommended that the City of Chanhassen should observe and retime the traffic signal (if necessary) at this intersection to improve operations as development continues in the area. All impacted left turn storage bays are anticipated to have adequate storage for Year 2023 Project Buildout Scenario. The proposed on-site drive-through queue storage is sufficient for anticipated demand. The total anticipated parking demand of 158 spaces (i.e., 95 + 63) are expected to be accommodated by the 214 spaces in the West Lot. This anticipated demand is also expected to consist of third-party food delivery vehicles, on-line and individual carry-out/pick-up service vehicles, and drive-thru vehicles that may need to wait longer for food. Two of the “Guiding Principles for Downtown” in the Downtown Chanhassen Vision Update that are related to transportation include defining the pedestrian network and elevating the pedestrian realm. The placement of the proposed building close to the existing northern sidewalk along West 78th Street promotes walkability. Enhancing connectivity is another desired factor Downtown Vision Plan Update has in mind. The implementation of this project enhances such connectivity by attracting both local and visitors to the area - its proximity to the Urban Village/Town Center area allows further connectivity between districts which would vitalize the street with pedestrians. A proposed sidewalk will connect pedestrians to the proposed building from the existing driveway entrance at West 78th Street. It should also be noted that the West Village Center Redevelopment does not alter the enhanced streetscape/public realm and access locations depicted on page 11 of the Downtown Chanhassen Vision Update. Therefore, this project is compliant with the Downtown Chanhassen Vision Plan. The proposed project is not expected to adversely affect any bus/paratransit services that are offered by SouthWest Transit. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota 40 | Confidential and Proprietary. TBPLS Firm #10074302 A total of 21 crashes were recorded in the five study intersections: West 78 th Street and Target Entrance (#1), West 78th Street and FedEx Driveway (#2), West 78th Street and Lunds and Byerlys driveway (#3), West 78th Street and Kerber Boulevard (#4), and Kerber Boulevard and Lunds and Byerlys driveway (#5) during the most recent five-year period. Of those 21 crashes, 15 crashes (71%) were property damage only crashes, and 6 crashes (29%) were minor injury crashes. The majority of the crashes occurred in the intersection of West 78th Street and Kerber Boulevard (42%). Since most of the collisions were a result of human behavior, no safety improvements are recommended as part of this project. West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX A Existing Peak Hour Traffic Count Data Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911001 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 25 85 9 0 16 177 69 18 168 172 0.830.83 142 287 46 8 207 24 0 19 54 43 Peak-Hour: 8:00 AM -- 9:00 AMPeak-Hour: 8:00 AM -- 9:00 AM Peak 15-Min: 8:45 AM -- 9:00 AMPeak 15-Min: 8:45 AM -- 9:00 AM 12 3.5 11.1 0 12.5 7.3 4.3 0 6.5 7 7.7 5.6 2.2 0 6.8 4.2 0 0 1.9 2.3 6 0 1 1 0 0 0 0 0 0 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Target Dwy Target Dwy (Northbound)(Northbound) Target Dwy Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 1 0 1 0 3 0 3 0 4 31 4 0 3 18 3 0 71 7:15 AM 4 1 1 0 5 0 1 0 13 39 4 0 0 18 4 0 90 7:30 AM 2 0 2 0 2 0 1 0 12 46 8 0 2 35 1 0 111 7:45 AM 5 0 2 0 0 0 4 0 10 55 14 0 1 63 1 0 155 427 8:00 AM 4 0 5 0 1 0 2 0 9 39 9 0 1 38 2 0 110 466 8:15 AM 4 0 6 0 3 0 2 0 16 42 10 1 3 33 5 0 125 501 8:30 AM 7 0 4 0 6 0 2 0 17 42 11 0 1 37 3 0 130 520 8:45 AM 9 0 4 0 6 0 3 0 25 49 16 1 3 34 8 0 158 523 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 36 0 16 0 24 0 12 0 100 196 64 4 12 136 32 0 632 Heavy Trucks 4 0 0 4 0 0 4 0 4 0 8 0 24 Buses Pedestrians 0 8 0 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911002 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 86 105 38 13 35 529 77 21 388 275 0.910.91 290 570 218 77 432 199 9 121 307 329 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 1.2 1 0 0 2.9 1.9 0 0 1.8 2.5 2.1 1.9 1.8 1.3 2.5 2 11.1 2.5 1.6 2.4 1 0 0 3 0 0 0 0 0 1 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Target Dwy Target Dwy (Northbound)(Northbound) Target Dwy Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 19 3 8 0 2 2 5 0 16 51 30 1 15 62 8 0 222 11:15 AM 34 0 9 0 9 4 12 0 26 52 36 0 14 73 8 0 277 11:30 AM 37 4 18 0 9 4 12 0 18 63 58 0 9 62 8 0 302 11:45 AM 52 3 25 0 14 6 12 0 23 74 39 1 14 49 9 0 321 1122 12:00 PM 46 2 27 0 11 3 7 0 12 80 60 0 22 82 3 1 356 1256 12:15 PM 50 3 38 0 5 2 13 0 20 67 70 1 22 83 2 0 376 1355 12:30 PM 51 1 31 0 5 2 6 0 20 54 49 0 18 76 7 0 320 1373 12:45 PM 44 2 20 0 4 0 10 0 25 55 39 0 14 85 7 0 305 1357 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 200 12 152 0 20 8 52 0 80 268 280 4 88 332 8 0 1504 Heavy Trucks 0 4 0 0 0 0 0 4 4 0 4 0 16 Buses Pedestrians 4 0 0 0 4 Bicycles 0 0 0 0 0 0 0 4 0 0 0 0 4 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911003 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 95 104 59 10 26 665 81 14 487 293 0.890.89 430 532 158 43 380 175 10 61 211 246 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 1.1 1 1.7 0 0 0.9 1.2 0 0.8 1.4 0.7 0.9 0 2.3 1.3 1.1 0 1.6 0.5 1.2 1 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Target Dwy Target Dwy (Northbound)(Northbound) Target Dwy Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 29 0 14 0 12 2 11 0 25 69 27 0 11 92 7 0 299 4:15 PM 34 1 13 0 6 1 9 0 31 67 40 1 7 95 4 0 309 4:30 PM 39 3 13 0 6 3 16 0 24 69 35 0 11 100 4 0 323 4:45 PM 48 3 15 0 10 3 12 0 16 75 32 0 11 107 4 0 336 1267 5:00 PM 44 3 12 0 6 3 13 0 16 63 36 0 10 112 3 0 321 1289 5:15 PM 44 1 21 0 4 1 18 0 24 86 55 1 11 111 3 0 380 1360 5:30 PM 44 0 17 0 4 0 9 0 10 77 46 1 10 84 1 0 303 1340 5:45 PM 45 1 12 0 3 4 4 0 20 60 51 0 12 76 2 0 290 1294 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 176 4 84 0 16 4 72 0 96 344 220 4 44 444 12 0 1520 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 4 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 8 0 0 0 0 8 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911004 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Sat, Sep 10 2022 94 121 50 10 34 563 84 24 442 253 0.930.93 372 519 182 46 366 140 14 78 237 232 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 0 0 0 0 0 0.7 0 0 0.2 0.8 0.3 0.6 0.5 0 0.5 2.1 0 0 0.4 1.3 0 0 2 2 0 1 0 0 0 2 5 1 0 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Target Dwy Target Dwy (Northbound)(Northbound) Target Dwy Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 37 2 15 0 8 0 14 0 25 70 43 1 5 79 5 0 304 11:15 AM 38 0 12 0 8 4 10 0 14 79 39 0 9 106 7 1 327 11:30 AM 33 0 12 0 7 2 7 0 29 81 42 0 6 71 7 0 297 11:45 AM 36 1 17 0 12 3 7 0 32 60 40 0 10 85 5 0 308 1236 12:00 PM 30 5 15 0 9 2 12 0 16 70 45 0 13 109 9 0 335 1267 12:15 PM 39 5 26 0 9 4 15 0 24 62 52 1 15 92 2 0 346 1286 12:30 PM 35 3 20 0 4 1 16 0 11 61 45 0 7 86 8 1 298 1287 12:45 PM 39 4 24 0 8 3 8 0 15 72 41 0 12 52 4 0 282 1261 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 156 20 104 0 36 16 60 0 96 248 208 4 60 368 8 0 1384 Heavy Trucks 4 0 0 0 0 0 0 0 0 0 4 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 8 0 0 4 0 12 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: FedEx/Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911005 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 17 20 12 3 2 190 13 6 208 173 0.860.86 163 202 16 39 201 15 1 23 55 39 Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 5.9 10 8.3 0 0 7.4 7.7 16.7 6.7 9.2 8 8.4 0 0 9 0 0 8.7 0 5.1 4 0 0 0 0 0 0 0 0 1 1 1 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At FedEx/Target Dwy FedEx/Target Dwy (Northbound)(Northbound) FedEx/Target Dwy FedEx/Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 1 0 1 0 0 0 3 0 4 28 3 0 2 20 0 0 62 7:15 AM 1 1 3 0 0 0 2 0 2 38 4 0 3 19 0 0 73 7:30 AM 0 1 9 0 0 1 1 0 3 46 2 0 6 37 0 0 106 7:45 AM 2 0 3 0 0 1 2 0 3 53 1 0 7 60 2 1 135 376 8:00 AM 3 0 6 0 1 0 3 0 4 37 4 0 7 36 1 1 103 417 8:15 AM 5 1 7 0 1 1 3 0 3 39 7 0 8 35 2 0 112 456 8:30 AM 5 0 7 0 0 1 4 0 3 44 4 0 14 32 1 1 116 466 8:45 AM 0 1 12 0 2 1 2 0 7 44 6 0 10 44 2 0 131 462 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 8 0 12 0 0 4 8 0 12 212 4 0 28 240 8 4 540 Heavy Trucks 0 0 0 0 0 0 0 12 0 0 20 4 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 4 0 0 0 4 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: FedEx/Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911006 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 61 68 43 5 13 388 46 11 434 348 0.930.93 331 426 32 92 429 14 11 67 128 92 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:00 PM -- 12:15 PMPeak 15-Min: 12:00 PM -- 12:15 PM 0 1.5 0 0 0 2.1 2.2 0 2.5 3.2 2.4 2.8 0 3.3 3 0 0 3 2.3 2.2 1 0 0 2 0 0 0 0 0 2 1 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At FedEx/Target Dwy FedEx/Target Dwy (Northbound)(Northbound) FedEx/Target Dwy FedEx/Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 10 4 21 0 7 4 8 0 14 36 10 0 12 67 6 1 200 11:15 AM 8 1 12 0 1 2 10 0 8 66 2 0 17 79 2 1 209 11:30 AM 2 0 18 0 3 2 15 0 10 71 7 0 28 61 5 2 224 11:45 AM 3 4 15 0 4 3 7 0 13 95 9 0 21 62 4 0 240 873 12:00 PM 6 1 18 0 2 0 12 0 14 94 11 0 22 89 2 1 272 945 12:15 PM 1 4 17 0 3 1 11 0 8 95 6 0 22 97 3 0 268 1004 12:30 PM 4 2 17 0 4 1 13 0 11 64 6 0 26 83 2 0 233 1013 12:45 PM 11 1 16 0 1 1 8 0 7 69 5 0 23 86 3 0 231 1004 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 24 4 72 0 8 0 48 0 56 376 44 0 88 356 8 4 1088 Heavy Trucks 0 0 0 0 0 0 0 20 0 8 4 0 32 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: FedEx/Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911007 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 84 59 54 11 19 484 33 21 527 307 0.940.94 404 376 36 102 401 26 5 73 147 104 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 4:45 PM -- 5:00 PMPeak 15-Min: 4:45 PM -- 5:00 PM 1.2 0 0 0 5.3 0.8 0 0 0.8 2 1 1.6 0 0 1.7 0 0 0 0 0 1 0 0 0 0 0 0 0 0 2 1 0 1 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At FedEx/Target Dwy FedEx/Target Dwy (Northbound)(Northbound) FedEx/Target Dwy FedEx/Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 6 0 22 0 4 0 20 0 13 73 10 0 19 85 6 0 258 4:15 PM 4 2 22 0 7 1 8 0 10 68 9 0 29 96 8 0 264 4:30 PM 3 2 16 0 5 4 15 0 8 70 11 0 26 94 8 0 262 4:45 PM 6 0 22 0 3 2 13 0 13 74 13 0 32 104 6 1 289 1073 5:00 PM 9 2 15 0 7 1 15 0 5 67 7 0 26 101 6 0 261 1076 5:15 PM 8 1 20 0 4 4 11 0 7 96 5 0 16 105 1 1 279 1091 5:30 PM 7 0 19 0 4 2 7 0 9 84 8 0 27 84 5 1 257 1086 5:45 PM 7 2 20 0 3 0 5 0 13 58 4 0 24 75 2 3 216 1013 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 24 0 88 0 12 8 52 0 52 296 52 0 128 416 24 4 1156 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 8 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: FedEx/Target Dwy -- W 78th St QC JOB #: QC JOB #: 15911008 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Sat, Sep 10 2022 68 50 44 7 17 446 32 11 506 299 0.920.92 375 370 39 120 428 27 7 106 160 140 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:00 PM -- 12:15 PMPeak 15-Min: 12:00 PM -- 12:15 PM 0 0 0 0 0 0.4 0 0 0.6 0.3 0.5 0.3 0 0.8 0.2 0 0 0 0.6 0 2 0 2 0 0 0 0 0 0 2 3 0 2 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At FedEx/Target Dwy FedEx/Target Dwy (Northbound)(Northbound) FedEx/Target Dwy FedEx/Target Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 13 3 20 0 2 1 10 0 7 79 9 0 34 66 3 2 249 11:15 AM 10 1 21 0 2 1 11 0 5 87 8 0 18 100 3 2 269 11:30 AM 5 1 26 0 3 0 6 0 7 83 10 0 22 73 1 1 238 11:45 AM 8 2 24 0 3 2 12 0 8 69 14 0 23 85 4 1 255 1011 12:00 PM 12 1 28 0 6 1 11 0 6 76 8 0 33 107 2 3 294 1056 12:15 PM 2 2 24 0 4 2 10 0 11 80 7 0 26 98 4 1 271 1058 12:30 PM 5 2 30 0 4 2 11 0 7 74 10 0 32 85 1 1 264 1084 12:45 PM 9 1 25 0 0 2 11 0 12 82 9 0 30 50 3 1 235 1064 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 48 4 112 0 24 4 44 0 24 304 32 0 132 428 8 12 1176 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 0 0 4 Buses Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 4 0 0 4 Scooters Comments: Report generated on 9/20/2022 2:26 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Lunds & Byerly’s Dwy -- W 78th St QC JOB #: QC JOB #: 15911009 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 13 20 13 0 0 211 0 20 218 203 0.800.80 198 203 0 0 203 0 0 0 0 0 Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 15.4 5 15.4 0 0 7.1 0 5 6.4 7.9 6.6 7.9 0 0 7.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Northbound)(Northbound) Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 0 0 0 0 0 0 1 0 0 32 0 0 0 21 6 0 60 7:15 AM 0 0 0 0 0 0 0 0 0 41 0 0 0 24 1 0 66 7:30 AM 0 0 0 0 0 0 4 0 0 54 0 0 0 38 2 0 98 7:45 AM 0 0 0 0 0 0 3 0 0 57 0 0 0 71 5 0 136 360 8:00 AM 0 0 0 0 0 0 4 0 0 45 0 0 0 41 5 0 95 395 8:15 AM 0 0 0 0 0 0 3 0 0 49 0 0 0 41 6 0 99 428 8:30 AM 0 0 0 0 0 0 3 0 0 52 0 0 0 45 4 0 104 434 8:45 AM 0 0 0 0 0 0 4 0 0 58 0 0 0 52 0 0 114 412 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 0 0 12 0 0 228 0 0 0 284 20 0 544 Heavy Trucks 0 0 0 0 0 0 0 12 0 0 20 0 32 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Lunds & Byerly’s Dwy -- W 78th St QC JOB #: QC JOB #: 15911010 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 64 47 64 0 0 455 0 47 438 402 0.910.91 391 402 0 0 402 0 0 0 0 0 Peak-Hour: 12:00 PM -- 1:00 PMPeak-Hour: 12:00 PM -- 1:00 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 1.6 0 1.6 0 0 2.6 0 0 2.5 2 2.8 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Northbound)(Northbound) Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 0 0 0 0 0 0 8 0 0 69 0 0 0 72 14 0 163 11:15 AM 0 0 0 0 0 0 13 0 0 77 0 0 0 88 6 0 184 11:30 AM 0 0 0 0 0 0 13 0 0 94 0 0 0 83 13 0 203 11:45 AM 0 0 0 0 0 0 3 0 0 114 0 0 0 84 6 0 207 757 12:00 PM 0 0 0 0 0 0 13 0 0 114 0 0 0 98 11 0 236 830 12:15 PM 0 0 0 0 0 0 10 0 0 116 0 0 0 113 8 0 247 893 12:30 PM 0 0 0 0 0 0 15 0 0 82 0 0 0 96 16 0 209 899 12:45 PM 0 0 0 0 0 0 26 0 0 90 0 0 0 84 12 0 212 904 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 0 0 40 0 0 464 0 0 0 452 32 0 988 Heavy Trucks 0 0 0 0 0 4 0 12 0 0 12 0 28 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Lunds & Byerly’s Dwy -- W 78th St QC JOB #: QC JOB #: 15911011 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 53 33 53 0 0 525 0 33 505 420 0.940.94 472 420 0 0 420 0 0 0 0 0 Peak-Hour: 4:45 PM -- 5:45 PMPeak-Hour: 4:45 PM -- 5:45 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 0 3 0 0 0 1 0 3 1.2 1 1.1 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Northbound)(Northbound) Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 0 0 0 0 0 0 9 0 0 109 0 0 0 98 13 0 229 4:15 PM 0 0 0 0 0 0 12 0 0 90 0 0 0 126 9 0 237 4:30 PM 0 0 0 0 0 0 12 0 0 90 0 0 0 115 9 0 226 4:45 PM 0 0 0 0 0 0 15 0 0 104 0 0 0 131 9 0 259 951 5:00 PM 0 0 0 0 0 0 10 0 0 91 0 0 0 123 7 0 231 953 5:15 PM 0 0 0 0 0 0 17 0 0 118 0 0 0 116 9 0 260 976 5:30 PM 0 0 0 0 0 0 11 0 0 107 0 0 0 102 8 0 228 978 5:45 PM 0 0 0 0 0 0 12 0 0 84 0 0 0 85 12 0 193 912 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 0 0 68 0 0 472 0 0 0 464 36 0 1040 Heavy Trucks 0 0 0 0 0 0 0 4 0 0 8 0 12 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Lunds & Byerly’s Dwy -- W 78th St QC JOB #: QC JOB #: 15911012 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Sat, Sep 10 2022 52 42 52 0 0 494 0 42 484 428 0.920.92 442 428 0 0 428 0 0 0 0 0 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:00 PM -- 12:15 PMPeak 15-Min: 12:00 PM -- 12:15 PM 0 0 0 0 0 0.8 0 0 0.8 0.9 0.9 0.9 0 0 0.9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Northbound)(Northbound) Lunds & Byerly’s Dwy Lunds & Byerly’s Dwy (Southbound)(Southbound) W 78th StW 78th St (Eastbound)(Eastbound) W 78th StW 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 0 0 0 0 0 0 14 0 0 95 0 0 0 89 14 0 212 11:15 AM 0 0 0 0 0 0 15 0 0 105 0 0 0 111 8 0 239 11:30 AM 0 0 0 0 0 0 12 0 0 115 0 0 0 75 14 0 216 11:45 AM 0 0 0 0 0 0 4 0 0 103 0 0 0 108 7 0 222 889 12:00 PM 0 0 0 0 0 0 17 0 0 112 0 0 0 123 10 0 262 939 12:15 PM 0 0 0 0 0 0 14 0 0 105 0 0 0 117 8 0 244 944 12:30 PM 0 0 0 0 0 0 17 0 0 108 0 0 0 94 17 0 236 964 12:45 PM 0 0 0 0 0 0 7 0 0 112 0 0 0 70 12 0 201 943 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 0 0 0 0 0 0 68 0 0 448 0 0 0 492 40 0 1048 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- W 78th St QC JOB #: QC JOB #: 15911013 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 230 113 17 15 198 209 20 83 290 156 0.830.83 178 205 29 29 366 14 10 11 72 35 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 0.9 8 0 0 1 6.7 20 4.8 5.9 5.1 7.3 8.3 17.2 0 3 7.1 10 9.1 6.9 8.6 2 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) W 78th St W 78th St (Eastbound)(Eastbound) W 78th St W 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 0 1 1 0 50 2 5 0 4 27 1 0 2 22 6 0 121 7:15 AM 0 2 0 0 42 3 2 0 4 34 3 0 2 23 10 0 125 7:30 AM 1 3 0 0 60 4 4 0 4 44 6 0 5 35 22 0 188 7:45 AM 6 3 2 0 60 1 9 0 5 43 9 0 8 61 21 1 229 663 8:00 AM 4 1 4 0 43 4 2 0 5 32 8 0 7 40 16 0 166 708 8:15 AM 3 3 5 0 35 6 2 0 6 37 6 0 8 42 24 0 177 760 8:30 AM 6 6 6 0 41 2 5 0 5 40 7 0 5 38 22 0 183 755 8:45 AM 2 3 4 0 45 3 5 0 6 49 3 0 4 45 25 0 194 720 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 24 12 8 0 240 4 36 0 20 172 36 0 32 244 84 4 916 Heavy Trucks 4 0 0 0 0 0 0 12 0 0 16 4 36 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- W 78th St QC JOB #: QC JOB #: 15911014 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 248 268 36 23 189 432 37 197 571 346 0.950.95 339 426 43 35 570 57 34 33 99 124 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 4 1.9 5.6 8.7 3.2 2.5 0 2.5 2.5 2.3 1.5 2.8 9.3 11.4 3 7 0 9.1 10.1 5.6 2 2 2 4 0 0 2 0 0 1 0 0 0 1 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) W 78th St W 78th St (Eastbound)(Eastbound) W 78th St W 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 9 6 16 0 37 2 10 0 8 58 3 0 10 67 27 0 253 11:15 AM 10 9 9 0 39 4 11 0 3 62 12 0 5 73 40 0 277 11:30 AM 7 5 8 0 46 4 10 0 9 78 7 0 3 79 39 1 296 11:45 AM 11 6 9 0 51 6 8 0 11 95 8 0 6 71 43 0 325 1151 12:00 PM 13 5 4 0 44 3 4 0 9 91 14 0 5 92 55 1 340 1238 12:15 PM 22 9 10 0 32 11 13 0 12 93 11 0 15 86 47 1 362 1323 12:30 PM 11 14 10 0 62 3 11 0 5 67 10 0 7 90 52 0 342 1369 12:45 PM 11 8 10 0 45 5 8 0 8 71 11 0 18 77 51 1 324 1368 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 88 36 40 0 128 44 52 0 48 372 44 0 60 344 188 4 1448 Heavy Trucks 0 0 4 4 0 4 0 4 8 4 8 8 44 Buses Pedestrians 4 0 4 0 8 Bicycles 0 0 0 0 0 0 0 4 0 0 0 0 4 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- W 78th St QC JOB #: QC JOB #: 15911015 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 291 377 53 19 219 519 37 298 744 339 0.960.96 420 403 27 26 588 45 43 30 72 118 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 1.7 0.3 1.9 0 1.8 1 0 0 0.7 0.9 1 1.5 11.1 3.8 1.2 0 2.3 0 5.6 0.8 1 0 0 0 0 1 1 0 0 2 2 0 0 0 0 1 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) W 78th St W 78th St (Eastbound)(Eastbound) W 78th St W 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 8 14 10 0 50 3 17 0 11 92 6 0 5 86 70 0 372 4:15 PM 12 9 7 0 66 4 11 0 4 81 5 0 7 112 74 1 393 4:30 PM 10 11 10 0 54 4 9 0 5 78 7 0 7 105 73 0 373 4:45 PM 13 14 8 0 53 6 18 0 8 90 6 0 6 109 74 0 405 1543 5:00 PM 9 7 5 0 56 2 12 0 11 71 9 0 7 109 74 0 372 1543 5:15 PM 13 11 7 0 56 7 14 0 12 100 5 1 6 97 77 0 406 1556 5:30 PM 8 8 7 0 49 0 8 0 17 85 5 0 3 94 66 0 350 1533 5:45 PM 10 4 1 0 49 0 8 0 6 75 3 0 4 79 65 0 304 1432 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 52 44 28 0 224 28 56 0 48 400 20 4 24 388 308 0 1624 Heavy Trucks 0 4 0 4 0 4 0 0 4 4 4 0 24 Buses Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 8 0 0 4 0 12 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- W 78th St QC JOB #: QC JOB #: 15911016 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Sat, Sep 10 2022 342 332 85 18 239 484 54 248 632 342 0.930.93 359 424 28 25 605 40 30 17 64 87 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 0.6 0.6 2.4 0 0 0.8 0 0.8 0.6 0 0.6 0 0 0 0 0 0 0 0 0 7 0 3 0 0 0 0 0 1 1 1 0 0 1 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) W 78th St W 78th St (Eastbound)(Eastbound) W 78th St W 78th St (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 8 6 6 0 72 5 20 0 14 73 9 0 8 75 47 0 343 11:15 AM 15 13 7 0 67 10 15 0 6 93 7 0 7 89 59 1 389 11:30 AM 5 11 9 0 65 4 9 0 17 83 16 0 5 75 47 1 347 11:45 AM 7 6 3 0 50 2 11 0 11 83 8 0 3 97 62 2 345 1424 12:00 PM 10 7 8 0 64 6 36 0 15 89 8 0 3 87 49 2 384 1465 12:15 PM 10 8 6 0 72 7 24 0 17 84 3 0 7 91 70 2 401 1477 12:30 PM 13 9 0 0 53 3 14 0 11 86 9 0 5 84 67 1 355 1485 12:45 PM 4 6 3 0 45 4 12 0 10 91 10 0 3 66 50 2 306 1446 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 40 32 24 0 288 28 96 0 68 336 12 0 28 364 280 8 1604 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 4 4 8 Buses Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- Lunds & Byerly’s Dwy QC JOB #: QC JOB #: 15911017 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 209 84 4 205 0 32 6 0 0 0 0.860.86 0 28 22 0 0 29 78 0 228 107 Peak-Hour: 7:30 AM -- 8:30 AMPeak-Hour: 7:30 AM -- 8:30 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM 1.9 7.1 0 2 0 9.4 0 0 0 0 0 0 0 0 0 10.3 7.7 0 1.8 8.4 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Eastbound)(Eastbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 7:00 AM 5 5 0 0 0 50 3 0 1 0 7 0 0 0 0 0 71 7:15 AM 1 15 0 0 0 47 0 0 0 0 4 0 0 0 0 0 67 7:30 AM 12 16 0 0 0 60 2 0 1 0 3 0 0 0 0 0 94 7:45 AM 7 20 0 0 0 63 1 0 1 0 8 0 0 0 0 0 100 332 8:00 AM 4 19 0 0 0 45 0 0 3 0 6 0 0 0 0 0 77 338 8:15 AM 5 23 0 1 0 37 1 0 1 0 5 0 0 0 0 0 73 344 8:30 AM 12 22 0 0 0 33 0 0 2 0 8 0 0 0 0 0 77 327 8:45 AM 12 21 0 0 0 39 2 0 3 0 14 0 0 0 0 0 91 318 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 28 80 0 0 0 252 4 0 4 0 32 0 0 0 0 0 400 Heavy Trucks 4 0 0 0 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 4 0 0 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- Lunds & Byerly’s Dwy QC JOB #: QC JOB #: 15911018 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 157 178 22 135 0 114 12 0 0 0 0.820.82 0 108 96 0 0 92 166 0 231 258 Peak-Hour: 12:00 PM -- 1:00 PMPeak-Hour: 12:00 PM -- 1:00 PM Peak 15-Min: 12:30 PM -- 12:45 PMPeak 15-Min: 12:30 PM -- 12:45 PM 1.3 2.2 0 1.5 0 0 0 0 0 0 0 1.9 2.1 0 0 0 2.4 0 1.7 1.6 11 3 3 0 0 2 0 0 0 0 0 0 0 1 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Eastbound)(Eastbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 13 24 0 0 0 28 3 0 4 0 15 0 0 0 0 0 87 11:15 AM 16 32 0 0 0 35 7 0 7 0 13 0 0 0 0 0 110 11:30 AM 17 27 0 0 0 37 5 0 2 0 17 0 0 0 0 0 105 11:45 AM 19 37 0 0 0 36 2 0 6 0 21 0 0 0 0 0 121 423 12:00 PM 24 41 0 0 0 24 2 0 1 0 21 0 0 0 0 0 113 449 12:15 PM 21 42 0 0 0 32 6 0 1 0 21 0 0 0 0 0 123 462 12:30 PM 20 45 0 0 0 51 11 0 3 0 30 0 0 0 0 0 160 517 12:45 PM 27 38 0 0 0 28 3 0 7 0 24 0 0 0 0 0 127 523 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 80 180 0 0 0 204 44 0 12 0 120 0 0 0 0 0 640 Heavy Trucks 0 0 0 0 8 0 0 0 4 0 0 0 12 Buses Pedestrians 0 12 0 8 20 Bicycles 4 4 0 0 4 0 0 0 0 0 0 0 12 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- Lunds & Byerly’s Dwy QC JOB #: QC JOB #: 15911019 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Thu, Sep 8 2022 184 276 19 165 0 124 23 0 0 0 0.940.94 0 125 102 0 0 105 253 0 267 358 Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM 1.6 0 0 1.8 0 0.8 0 0 0 0 0 0.8 1 0 0 1 0 0 1.5 0.3 1 0 0 0 0 2 0 1 0 0 0 1 0 1 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Eastbound)(Eastbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 4:00 PM 24 61 0 0 0 43 4 0 5 0 24 0 0 0 0 0 161 4:15 PM 23 64 0 0 0 46 2 0 8 0 29 0 0 0 0 0 172 4:30 PM 27 60 0 0 0 39 11 0 5 0 21 0 0 0 0 0 163 4:45 PM 28 59 0 0 0 44 1 0 8 0 29 0 0 0 0 0 169 665 5:00 PM 25 62 0 0 0 41 3 0 6 0 20 0 0 0 0 0 157 661 5:15 PM 25 72 0 0 0 41 4 0 4 0 32 0 0 0 0 0 178 667 5:30 PM 25 66 0 0 0 35 0 0 6 0 22 0 0 0 0 0 154 658 5:45 PM 18 53 0 0 0 35 4 0 4 0 16 0 0 0 0 0 130 619 Peak 15-MinPeak 15-MinFlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 100 288 0 0 0 164 16 0 16 0 128 0 0 0 0 0 712 Heavy Trucks 4 0 0 0 4 0 0 0 0 0 0 0 8 Buses Pedestrians 0 0 0 0 0 Bicycles 4 0 0 0 0 0 4 0 4 0 0 0 12 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Kerber Blvd -- Lunds & Byerly’s Dwy QC JOB #: QC JOB #: 15911020 CITY/STATE: CITY/STATE: Chanhassen, MN DATE: DATE: Sat, Sep 10 2022 229 204 17 212 0 130 9 0 0 0 0.850.85 0 112 103 0 0 113 195 0 315 308 Peak-Hour: 11:45 AM -- 12:45 PMPeak-Hour: 11:45 AM -- 12:45 PM Peak 15-Min: 12:15 PM -- 12:30 PMPeak 15-Min: 12:15 PM -- 12:30 PM 0.9 1.5 0 0.9 0 0 0 0 0 0 0 0 0 0 0 0 1.5 0 0.6 1 4 0 17 3 0 1 0 0 0 0 1 0 0 0 1 0 N/A N/A N/A N/A N/A N/A N/A N/A 15-Min Count15-Min CountPeriod Period Beginning AtBeginning At Kerber Blvd Kerber Blvd (Northbound)(Northbound) Kerber Blvd Kerber Blvd (Southbound)(Southbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Eastbound)(Eastbound) Lunds & Byerly’s DwyLunds & Byerly’s Dwy (Westbound)(Westbound)TotalTotal HourlyHourlyTotalsTotalsLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU 11:00 AM 28 33 0 0 0 52 4 0 5 0 37 0 0 0 0 0 159 11:15 AM 27 44 0 0 0 56 10 0 7 0 36 0 0 0 0 0 180 11:30 AM 26 42 0 0 0 47 3 0 5 0 22 0 0 0 0 0 145 11:45 AM 31 47 0 0 0 36 2 0 3 0 21 0 0 0 0 0 140 624 12:00 PM 22 39 0 0 0 74 8 0 2 0 24 0 0 0 0 0 169 634 12:15 PM 34 55 0 0 0 64 3 0 1 0 33 0 0 0 0 0 190 644 12:30 PM 26 54 0 0 0 38 4 0 3 0 25 0 0 0 0 0 150 649 12:45 PM 21 41 0 0 0 37 3 0 6 0 27 0 0 0 0 0 135 644 Peak 15-MinPeak 15-Min FlowratesFlowrates NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUULeftLeftThruThruRightRightUU All Vehicles 136 220 0 0 0 256 12 0 4 0 132 0 0 0 0 0 760 Heavy Trucks 0 4 0 0 0 0 0 0 0 0 0 0 4 Buses Pedestrians 0 0 0 12 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Scooters Comments: Report generated on 9/20/2022 2:27 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Page 1 of 1 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX B Information from the Minnesota Department of Transportation (MnDOT) Traffic Mapping Application Growth Rate Calculations Minnesota Department of Transportation - This spreadsheet calculates average annual growth at the identified MnDOT count stations and then averages those growth rates to estimate the average annual growth rate for the study area. Study Area Average Annual Growth Rate (Average of all MnDOT Count Stations) Number of MnDOT count stations ID:ID: ID:ID: ID:ID: ID:ID: Average Annual Growth Projected Traffic Volumes Using Average Annual Growth Rate Projected Traffic Volumes Using Average Annual Growth Rate Year Roadway:Roadway: 7 MnDOT Count Station:MnDOT Count Station: Location:Location: ADT Average Annual Growth Projected Traffic Volumes Using Average Annual Growth Rate Projected Traffic Volumes Using Average Annual Growth Rate Year ADT Location:Location: Year ADT Average Annual Growth Year ADT Average Annual Growth Projected Traffic Volumes Using Average Annual Growth Rate Projected Traffic Volumes Using Average Annual Growth Rate 5 MnDOT Count Station:6 MnDOT Count Station: Roadway:Roadway: Location:Location: Year ADT Average Annual Growth Year ADT Average Annual Growth Projected Traffic Volumes Using Average Annual Growth Rate 2026 12,604 2026 6,962 2027 12,648 2027 Roadway:Roadway: 2023 12,473 Projected Traffic Volumes Using Average Annual Growth Rate MnDOT Count Station:4 MnDOT Count Station: 7,342 2023 5,936 5.5%2019 12,300 2019 4,800 2021 12,386 2021 5,338 Year ADT Average Annual Growth 0.3% Year ADT Average Annual Growth GROWTH RATE CALCULATIONS Project Name:West Village - Chanhassen Calculations by:CIT Date:September 16, 2022 Roadway:Kerber Blvd Project #:R0034109.00 2022 Traffic Mapping Application 2.9% 2 Location: Roadway:W 78th St 1 MnDOT Count Station:38937 2 MnDOT Count Station:35482 E OF CSAH17 (POWERS BLVD)Location:N OF MSAS113 (W 78th ST) West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX C Project Trip Generation West Village - Chanhassen ITE Trip Generation - 11th Edition Equation Type: T = Average Vehicle Trip Ends AM Peak Hour One hour between 7AM to 9AM (Adjacent Street) T = (X) * 1,000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations PM Peak Hour One hour between 4PM to 6PM (Adjacent Street) T = (X) * 1,000 SF GFA Entering*Exiting T = Entering*Exiting* *Rounding may occur in calculations Weekday Daily Weekday T = (X) * 1,000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations Pass-By Reduction AM AM PM PM AM AM PM PM *Rounding may occur in calculations *Rounding may occur in calculations 3 Directional Distribution: Directional Distribution: (X) *2.36 Trip Ends Per 60%40% 66% (X) *54.45 Trip Ends Per 50%50% Directional Distribution: Trip Ends 95 95191 100% Non Pass-By Trip End Percentage Pass-By Trip End Percentage Project Name: TRIP GENERATION CALCULATIONS Calculations by:Date:Project #:September 28, 2022 23 CIT R0034109.00 Land Use Code: Average Rate 822 (X) *6.59 Trip Ends Per 50%50% Trip Ends 12 12 Trip Ends 5 Variable (X):1,000 SF GFA Number of (X):3.5 8 Entering Exiting Exiting8 5 3 8 Strip Retail Plaza (<40k) 4 Entering 4 Exiting 0% 34% Non Pass-By Trip Ends:Pass-By Trip Ends: 0 Entering 0 ExitingEntering West Village - Chanhassen ITE Trip Generation - 11th Edition T = Average Vehicle Trip Ends Weekday Mid-Day Peak Hour PM Peak Hour of Generator T = 1,000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations Saturday Mid-Day Peak Hour Peak Hour of Generator T = 1,000 SF GFA Entering*Exiting T = Entering*Exiting* *Rounding may occur in calculations Pass-By Reduction Weekday Weekday Weekend Weekend Weekday Weekday Weekend Weekend *Rounding may occur in calculations *Rounding may occur in calculations 0 Entering 0 Exiting 0% 0% Non Pass-By Trip Ends:Pass-By Trip Ends: 0 Entering 0 ExitingEntering Entering Exiting Exiting12 25 21 11 23 CIT R0034109.00 Land Use Code: Average Rate 822 (X) *6.57 Trip Ends Per 51%49% Trip Ends 12 11 Trip Ends 25 Project Name: TRIP GENERATION CALCULATIONS Calculations by:Date:Project #:September 28, 2022 100% 100% Non Pass-By Trip End Percentage Pass-By Trip End Percentage Equation Type: 21 Directional Distribution: Directional Distribution: (X) *13.24 Trip Ends Per 54%46% Variable (X):1,000 SF GFA Number of (X):3.5 46 Strip Retail Plaza (<40k) West Village - Chanhassen ITE Trip Generation - 11th Edition Equation Type: T = Average Vehicle Trip Ends AM Peak Hour One hour between 7AM to 9AM (Adjacent to Street) T = 1000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations PM Peak Hour One hour between 4PM to 6PM (Adjacent Street) T = 1000 SF GFA Entering*Exiting T = Entering*Exiting* *Rounding may occur in calculations Weekday Daily Weekday T = 1000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations Pass-By Reduction AM AM PM PM AM AM PM PM *Rounding may occur in calculations *Rounding may occur in calculations 79 Directional Distribution: Directional Distribution: (X) *44.61 Trip Ends Per 51%49% 50% (X) *467.48 Trip Ends Per 50%50% Directional Distribution: Trip Ends 841 8411,683 51% Non Pass-By Trip End Percentage Pass-By Trip End Percentage Project Name: TRIP GENERATION CALCULATIONS Calculations by:Date:Project #:September 28, 2022 119 CIT R0034109.00 Land Use Code: Average Rate 934 (X) *33.03 Trip Ends Per 52%48% Trip Ends 62 57 Trip Ends 82 Variable (X):1000 SF GFA Number of (X):3.6 161 Entering Exiting Exiting31 42 40 29 Fast-Food Restaurant with Drive- Through Window 31 Entering 29 Exiting 49% 50% Non Pass-By Trip Ends:Pass-By Trip Ends: 40 Entering 39 ExitingEntering West Village - Chanhassen ITE Trip Generation - 11th Edition T = Average Vehicle Trip Ends Weekday Mid-Day Peak Hour PM Peak Hour of Generator T = 1,000 SF GFA Entering Exiting T = Entering*Exiting* *Rounding may occur in calculations Saturday Mid-Day Peak Hour Peak Hour of Generator T = 1,000 SF GFA Entering*Exiting T = Entering*Exiting* *Rounding may occur in calculations Pass-By Reduction Weekday Weekday Weekend Weekend Weekday Weekday Weekend Weekend *Rounding may occur in calculations *Rounding may occur in calculations 0 Exiting Equation Type: 101 Entering 97 Exiting 0 Entering Non Pass-By Trip Ends:Pass-By Trip Ends: 94 Entering 90 Exiting 0 Entering 0 Exiting 100%0% 100%0% Non Pass-By Trip End Percentage Pass-By Trip End Percentage 199 Trip Ends 101 97 183 Trip Ends 94 90 Directional Distribution: (X) *55.25 Trip Ends Per 51%49% Number of (X):3.6 Directional Distribution: (X) *50.94 Trip Ends Per 51%49% Average Rate Fast-Food Restaurant with Drive-Through Window Land Use Code:934 Variable (X):1,000 SF GFA TRIP GENERATION CALCULATIONS Project Name: Calculations by:CIT Date:September 28, 2022 Project #:R0034109.00 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX D VISTRO Capacity Analyses Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ...........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Existing_AM_Peak.pdf Scenario 1 Existing AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. B12.70.024EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B16.40.282SB LeftHCM 7th EditionSignalized Kerber Blvd @ W 78th St4 A9.40.043SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 C15.90.011NB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B11.30.130NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.130Volume to Capacity (v/c): BLevel Of Service: 11.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 32147226422010041203424036Total Analysis Volume [veh/h] 83761655251309609Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.56300.93400.66700.7190.8780.6900.5000.75001.00000.66700.79201.00000.6670Peak Hour Factor 181371546193692902319024Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0-5702100007000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 18142846172692901619024Base Volume Input [veh/h] Name Volumes Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 02600260003400340Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 37.1837.806.7626.8045.0137.189.490.0919.380.1095th-Percentile Queue Length [ft/ln] 1.491.510.271.071.801.490.380.000.780.0095th-Percentile Queue Length [veh/ln] 20.6621.003.7614.8925.0120.655.270.0510.770.0650th-Percentile Queue Length [ft/ln] 0.830.840.150.601.000.830.210.000.430.0050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesYesNoCritical Lane Group BBABBACACALane Group LOS 11.9411.898.1911.7811.978.9633.050.0034.240.00d, Delay for Lane Group [s/veh] 0.110.110.030.090.140.140.140.020.270.02X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.290.260.020.250.180.410.690.001.630.00d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.6511.628.1711.5211.798.5532.350.0032.600.00d1, Uniform Delay [s] 7838346637081587729881780881780c, Capacity [veh/h] 1758187010951589356012051589178115891781s, saturation flow rate [veh/h] 0.050.050.020.040.060.090.010.020.020.02(v / s)_i Volume / Saturation Flow Rate 0.450.450.530.450.450.530.051.000.051.00g / C, Green / Cycle 323238323238472472g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.00 34.24 34.24 0.00 33.05 33.05 8.96 8.96 11.97 11.78 8.19 11.91 11.94 Movement LOS A C C A C C A A B B A B B d_A, Approach Delay [s/veh]13.70 8.62 11.13 11.50 Approach LOS B A B B d_I, Intersection Delay [s/veh]11.29 Intersection LOS B Intersection V/C 0.130 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 1.993 2.058 2.608 2.384 Crosswalk LOS A B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 1.659 1.636 1.797 1.725 Bicycle LOS A A A A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.011Volume to Capacity (v/c): CLevel Of Service: 15.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 132596142821818214828420Total Analysis Volume [veh/h] 3651517555512715Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.7500.6790.6430.7500.57100.81600.81300.75000.75000.50000.82100.25000.7500Peak Hour Factor 101763931617815163423115Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 41300052402000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 61633931617313123223115Base Volume Input [veh/h] Name Volumes Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 2.44d_I, Intersection Delay [s/veh] AABBApproach LOS 1.540.5311.5012.14d_A, Approach Delay [s/veh] 0.000.004.074.070.000.001.064.464.464.467.707.707.7095th-Percentile Queue Length [ft/ln] 0.000.000.160.160.000.000.040.180.180.180.310.310.3195th-Percentile Queue Length [veh/ln] AAAAAAAACBACBMovement LOS 0.000.007.899.810.000.007.839.4215.6914.859.6515.8914.88d_M, Delay for Movement [s/veh] 0.000.000.050.010.000.000.010.020.010.020.030.010.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.043Volume to Capacity (v/c): ALevel Of Service: 9.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 442652380370Total Analysis Volume [veh/h] 116660090Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.83300.69700.89001.00000.81301.0000Peak Hour Factor 371852120300Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 17-1390170Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 201982030130Base Volume Input [veh/h] Name Volumes Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with AIntersection LOS 0.59d_I, Intersection Delay [s/veh] AAAApproach LOS 0.000.009.35d_A, Approach Delay [s/veh] 0.000.000.000.003.350.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.130.0095th-Percentile Queue Length [veh/ln] AAAAMovement LOS 0.000.000.000.009.350.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.040.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.282Volume to Capacity (v/c): BLevel Of Service: 16.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 9625633436200243624240201224Total Analysis Volume [veh/h] 24648195069660536Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8650.7300.8750.2500.80600.88600.83300.47200.62500.82500.55000.83300.5830Peak Hour Factor 8318729129177201715198111014Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 09000210000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 8317829129156201715198111014Base Volume Input [veh/h] Name Volumes Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 72.2975.829.4848.1949.056.7428.52148.2214.9312.4395th-Percentile Queue Length [ft/ln] 2.893.030.381.931.960.271.145.930.600.5095th-Percentile Queue Length [veh/ln] 40.1642.125.2726.7727.253.7415.8482.348.306.9150th-Percentile Queue Length [ft/ln] 1.611.680.211.071.090.150.633.290.330.2850th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group BBABBABCBCLane Group LOS 13.6413.487.4713.2413.177.5617.8525.0417.4820.58d, Delay for Lane Group [s/veh] 0.260.250.050.170.170.030.140.600.070.06X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.920.800.020.550.510.090.141.430.070.07d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 12.7212.677.4512.6812.667.4717.7123.6117.4120.51d1, Uniform Delay [s] 667734785677714709436401434377c, Capacity [veh/h] 1701187012701773187011631691137716841342s, saturation flow rate [veh/h] 0.100.100.030.070.060.020.040.170.020.02(v / s)_i Volume / Saturation Flow Rate 0.390.390.520.380.380.520.260.260.260.26g / C, Green / Cycle 24243224243216161616g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.58 17.48 17.48 25.04 17.85 17.85 7.56 13.19 13.24 7.47 7.47 13.53 13.64 Movement LOS C B B C B B A B B A A B B d_A, Approach Delay [s/veh]18.81 23.60 12.68 12.98 Approach LOS B C B B d_I, Intersection Delay [s/veh]16.40 Intersection LOS B Intersection V/C 0.282 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 1.993 2.078 2.563 2.811 Crosswalk LOS A B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.652 2.055 1.774 1.877 Bicycle LOS A B A A ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.024Volume to Capacity (v/c): BLevel Of Service: 12.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 00047012282400092504Total Analysis Volume [veh/h] 00012037600023121Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.68801.00000.50000.50000.81301.00001.0000.8480.5830.250Peak Hour Factor 0003206141950078291Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 000100010-1000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000220642050078291Base Volume Input [veh/h] Name Volumes Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 2.23d_I, Intersection Delay [s/veh] BBAAApproach LOS 10.8510.590.002.96d_A, Approach Delay [s/veh] 0.000.000.006.850.006.850.000.000.000.002.322.322.3295th-Percentile Queue Length [ft/ln] 0.000.000.000.270.000.270.000.000.000.000.090.090.0995th-Percentile Queue Length [veh/ln] ABBBAAAABMovement LOS 8.730.0012.9610.060.0012.690.000.000.000.000.007.8410.02d_M, Delay for Movement [s/veh] 0.000.000.000.060.000.020.000.000.000.000.000.040.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Existing_AM_Peak.pdf Scenario 1 Existing AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 791 0 30 0 - 761 Total Volume 83 0 0 0 1.00 83 Right 187 0 9 0 1.00 178 Thru 29 0 0 0 1.00 29 Left 1 0 0 0 1.00 1 U-T Westbound 29 0 0 0 1.00 29 Right 177 0 21 0 1.00 156 Thru 20 0 0 0 1.00 20 Left Eastbound 17 0 0 0 1.00 17 Right 15 0 0 0 1.00 15 Thru 198 0 0 0 1.00 198 Left Southbound 11 0 0 0 1.00 11 Right 10 0 0 0 1.00 10 Thru 14 0 0 0 1.00 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 464 0 30 0 - 434 Total Volume 37 0 17 0 1.00 20 Right 185 0 -13 0 1.00 198 Thru Westbound 212 0 9 0 1.00 203 Thru Eastbound 30 0 17 0 1.00 13 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 499 0 30 0 - 469 Total Volume 10 0 4 0 1.00 6 Right 176 0 13 0 1.00 163 Thru 39 0 0 0 1.00 39 Left 3 0 0 0 1.00 3 U-T Westbound 16 0 0 0 1.00 16 Right 178 0 5 0 1.00 173 Thru 15 0 2 0 1.00 13 Left Eastbound 16 0 4 0 1.00 12 Right 3 0 0 0 1.00 3 Thru 4 0 2 0 1.00 2 Left Southbound 23 0 0 0 1.00 23 Right 1 0 0 0 1.00 1 Thru 15 0 0 0 1.00 15 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 555 0 30 0 - 525 Total Volume 18 0 0 0 1.00 18 Right 137 0 -5 0 1.00 142 Thru 15 0 7 0 1.00 8 Left Westbound 46 0 0 0 1.00 46 Right 193 0 21 0 1.00 172 Thru 69 0 0 0 1.00 69 Left 2 0 0 0 1.00 2 U-T Eastbound 9 0 0 0 1.00 9 Right 0 0 0 0 1.00 0 Thru 23 0 7 0 1.00 16 Left Southbound 19 0 0 0 1.00 19 Right 0 0 0 0 1.00 0 Thru 24 0 0 0 1.00 24 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Existing_PM_Peak.pdf Scenario 2 Existing PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village- Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C18.50.102EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 D35.10.442SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.70.120SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 E42.50.234SB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D39.00.306SB LeftHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.306Volume to Capacity (v/c): DLevel Of Service: 39.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 16444502203649747212498412192Total Analysis Volume [veh/h] 41111355912411831221348Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.87500.96000.97700.7180.8520.8330.2500.81900.83300.65000.72600.83300.9110Peak Hour Factor 14426491583108115910326110175Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0-4601700006000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14430431582938115910266110175Base Volume Input [veh/h] Name Volumes Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 019901990032125077170Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 203.01204.4133.13199.53158.3071.79237.08148.55230.95456.6995th-Percentile Queue Length [ft/ln] 8.128.181.337.986.332.879.485.949.2418.2795th-Percentile Queue Length [veh/ln] 115.05116.0718.40112.5487.9539.89140.0482.53135.50311.8850th-Percentile Queue Length [ft/ln] 4.604.640.744.503.521.605.603.305.4212.4850th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBABBAFFFFLane Group LOS 13.1813.178.5913.4312.629.31126.04128.7791.84115.94d, Delay for Lane Group [s/veh] 0.180.180.080.200.150.140.850.770.420.92X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.310.310.050.410.130.4118.0817.821.1914.70d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 12.8712.878.5413.0212.498.91107.95110.9590.65101.24d1, Uniform Delay [s] 12711287660109524537199863231209c, Capacity [veh/h] 18471870880158935609761624178116201781s, saturation flow rate [veh/h] 0.120.120.060.140.100.100.050.030.060.11(v / s)_i Volume / Saturation Flow Rate 0.690.690.740.690.690.740.060.040.140.12g / C, Green / Cycle 1601601711601601711483327g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]115.94 91.84 91.84 128.77 126.04 126.04 9.31 9.31 12.62 13.43 8.59 13.18 13.18 Movement LOS F F F F F F A A B B A B B d_A, Approach Delay [s/veh]107.91 127.04 12.39 12.73 Approach LOS F F B B d_I, Intersection Delay [s/veh]38.96 Intersection LOS D Intersection V/C 0.306 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.220 2.169 2.824 2.541 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.035 1.779 2.045 1.980 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.234Volume to Capacity (v/c): ELevel Of Service: 42.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 384301314523895563163188836Total Analysis Volume [veh/h] 1010833113971416482229Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6560.9620.7810.5000.69200.79900.63500.90000.68800.67900.83000.62500.7220Peak Hour Factor 254141022363113557112173526Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 41000042302000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 214041022363073354111973526Base Volume Input [veh/h] Name Volumes Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with EIntersection LOS 6.24d_I, Intersection Delay [s/veh] AADDApproach LOS 1.970.9429.4226.30d_A, Approach Delay [s/veh] 0.000.0010.6810.680.000.003.9851.1451.1451.1453.9253.9253.9295th-Percentile Queue Length [ft/ln] 0.000.000.430.430.000.000.162.052.052.052.162.162.1695th-Percentile Queue Length [veh/ln] AAABAAACEECEEMovement LOS 0.000.008.7012.310.000.008.4819.9941.2542.4818.8339.9341.53d_M, Delay for Movement [s/veh] 0.000.000.120.010.000.000.050.080.120.230.110.060.27V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.120Volume to Capacity (v/c): BLevel Of Service: 10.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 525124800860Total Analysis Volume [veh/h] 131281200220Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.91700.90100.89001.00000.77901.0000Peak Hour Factor 484614270670Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 15-1170140Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 334724200530Base Volume Input [veh/h] Name Volumes Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.82d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.72d_A, Approach Delay [s/veh] 0.000.000.000.0010.200.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.410.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.720.00d_M, Delay for Movement [s/veh] 0.000.010.000.000.120.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.442Volume to Capacity (v/c): DLevel Of Service: 35.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0001000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 0011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 30844328364224947228224405652Total Analysis Volume [veh/h] 771117910612118756101413Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.96800.96300.92900.7500.8480.7500.2500.73600.67900.97800.75000.76800.8650Peak Hour Factor 29842726273583715319219304345Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 07001900000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 29842026273393715319219304345Base Volume Input [veh/h] Name Volumes Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300140Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 013300133000107001070Split [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 03000300003000300Maximum Green [s] 01000100001000100Minimum Green [s] -------------Lead / Lag Auxiliary Signal Groups 0600200040080Signal Group PermissPermissPermissPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 327.49365.4534.0330.11385.9567.67217.87517.87209.88125.3295th-Percentile Queue Length [ft/ln] 13.1014.621.361.2015.442.718.7120.718.405.0195th-Percentile Queue Length [veh/ln] 208.96238.7418.9016.73255.0137.60125.87361.88120.0469.6250th-Percentile Queue Length [ft/ln] 8.369.550.760.6710.201.505.0314.484.802.7850th-Percentile Queue Length [veh/ln] NoNoNoNoYesNoNoYesNoNoCritical Lane Group BBCBBCEFEFLane Group LOS 15.8615.7022.1011.7016.0123.1171.28101.7570.7981.42d, Delay for Lane Group [s/veh] 0.350.340.050.040.360.130.260.840.240.20X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.940.810.200.070.870.670.367.130.300.38d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.110.110.11k, delay calibration 14.9214.8921.9011.6315.1422.4470.9294.6270.4981.04d1, Uniform Delay [s] 100911665179911166405384266404259c, Capacity [veh/h] 14561683840143116836401493116915681165s, saturation flow rate [veh/h] 0.240.240.030.030.250.080.070.190.060.04(v / s)_i Volume / Saturation Flow Rate 0.690.690.690.690.690.690.260.260.260.26g / C, Green / Cycle 16616616616616616662626262g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]81.42 70.79 70.79 101.75 71.28 71.28 23.11 23.11 16.01 11.70 22.10 15.72 15.86 Movement LOS F E E F E E C C B B C B B d_A, Approach Delay [s/veh]74.52 92.34 16.44 16.00 Approach LOS E F B B d_I, Intersection Delay [s/veh]35.08 Intersection LOS D Intersection V/C 0.442 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.104 2.301 2.824 2.853 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.804 2.094 2.322 2.202 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.102Volume to Capacity (v/c): CLevel Of Service: 18.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001380326516600288112Total Analysis Volume [veh/h] 00035081642007228Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.79701.00000.71900.43200.93801.00001.00000.87800.9380Peak Hour Factor 0001100232815600253105Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 0008009-90000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0001020231916500253105Base Volume Input [veh/h] Name Volumes Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.78d_I, Intersection Delay [s/veh] CBAAApproach LOS 15.0412.660.002.19d_A, Approach Delay [s/veh] 0.000.000.0026.680.0026.680.000.000.000.004.974.9795th-Percentile Queue Length [ft/ln] 0.000.000.001.070.001.070.000.000.000.000.200.2095th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.790.0020.2811.300.0018.510.000.000.000.000.007.83d_M, Delay for Movement [s/veh] 0.000.000.000.160.000.100.000.000.000.000.000.08V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Existing_PM_Peak.pdf Scenario 2 Existing PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village- Chanhassen 1583 0 26 0 - 1557 Total Volume 298 0 0 0 1.00 298 Right 427 0 7 0 1.00 420 Thru 26 0 0 0 1.00 26 Left Westbound 27 0 0 0 1.00 27 Right 358 0 19 0 1.00 339 Thru 37 0 0 0 1.00 37 Left 1 0 0 0 1.00 1 U-T Eastbound 53 0 0 0 1.00 53 Right 19 0 0 0 1.00 19 Thru 219 0 0 0 1.00 219 Left Southbound 30 0 0 0 1.00 30 Right 43 0 0 0 1.00 43 Thru 45 0 0 0 1.00 45 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 1003 0 25 0 - 978 Total Volume 48 0 15 0 1.00 33 Right 461 0 -11 0 1.00 472 Thru Westbound 427 0 7 0 1.00 420 Thru Eastbound 67 0 14 0 1.00 53 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1118 0 25 0 - 1093 Total Volume 25 0 4 0 1.00 21 Right 414 0 10 0 1.00 404 Thru 102 0 0 0 1.00 102 Left 2 0 0 0 1.00 2 U-T Westbound 36 0 0 0 1.00 36 Right 311 0 4 0 1.00 307 Thru 35 0 2 0 1.00 33 Left Eastbound 57 0 3 0 1.00 54 Right 11 0 0 0 1.00 11 Thru 21 0 2 0 1.00 19 Left Southbound 73 0 0 0 1.00 73 Right 5 0 0 0 1.00 5 Thru 26 0 0 0 1.00 26 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1386 0 25 0 - 1361 Total Volume 14 0 0 0 1.00 14 Right 426 0 -4 0 1.00 430 Thru 49 0 6 0 1.00 43 Left Westbound 158 0 0 0 1.00 158 Right 310 0 17 0 1.00 293 Thru 81 0 0 0 1.00 81 Left 1 0 0 0 1.00 1 U-T Eastbound 59 0 0 0 1.00 59 Right 10 0 0 0 1.00 10 Thru 32 0 6 0 1.00 26 Left Southbound 61 0 0 0 1.00 61 Right 10 0 0 0 1.00 10 Thru 175 0 0 0 1.00 175 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 675 0 8 0 - 667 Total Volume 0 0 0 0 1.00 0 Right 0 0 0 0 1.00 0 Left Westbound 110 0 8 0 1.00 102 Right 23 0 0 0 1.00 23 Left Eastbound 28 0 9 0 1.00 19 Right 156 0 -9 0 1.00 165 Thru Southbound 253 0 0 0 1.00 253 Thru 105 0 0 0 1.00 105 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 2: 2 Existing PM PeakWest Village- Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 355 0 10 0 - 345 Total Volume 0 0 0 0 1.00 0 Right 0 0 0 0 1.00 0 Left Westbound 32 0 10 0 1.00 22 Right 6 0 0 0 1.00 6 Left Eastbound 14 0 10 0 1.00 4 Right 195 0 -10 0 1.00 205 Thru Southbound 78 0 0 0 1.00 78 Thru 29 0 0 0 1.00 29 Left 1 0 0 0 1.00 1 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 1: 1 Existing AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Existing_Midday Weekday_Peak.pdf Scenario 3 Existing Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C16.50.077EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B18.90.377SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.70.140SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 D31.70.144NB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B16.60.407NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.407Volume to Capacity (v/c): BLevel Of Service: 16.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 3633289428032094452245615212208Total Analysis Volume [veh/h] 98322170802411361438352Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.5830.8730.8640.2500.7790.8590.8150.5000.73100.54200.62500.79600.75000.9570Peak Hour Factor 212907712182757723813351219199Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 212907712182757723813351219199Base Volume Input [veh/h] Name Volumes Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 026000260003400340Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 97.5699.6139.73170.4981.1645.0954.130.16132.640.6495th-Percentile Queue Length [ft/ln] 3.903.981.596.823.251.802.170.015.310.0395th-Percentile Queue Length [veh/ln] 54.2055.3422.0794.7145.0925.0530.070.0973.690.3650th-Percentile Queue Length [ft/ln] 2.172.210.883.791.801.001.200.002.950.0150th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBBCBBCADALane Group LOS 17.1417.0711.9820.4316.3712.6629.040.0135.130.03d, Delay for Lane Group [s/veh] 0.280.270.210.480.250.190.340.030.750.12X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.030.980.242.840.450.850.870.015.180.03d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 16.1116.0911.7317.5815.9211.8128.180.0029.950.00d1, Uniform Delay [s] 661684436581130250822617802181780c, Capacity [veh/h] 180718708191589356010141669178116071781s, saturation flow rate [veh/h] 0.100.100.110.180.090.100.050.030.100.12(v / s)_i Volume / Saturation Flow Rate 0.370.370.450.370.370.450.131.000.131.00g / C, Green / Cycle 26263226263210721072g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.03 35.13 35.13 0.01 29.04 29.04 12.66 12.66 16.37 20.43 11.98 11.98 17.10 17.14 Movement LOS A D D A C C B B B C B B B B d_A, Approach Delay [s/veh]15.50 16.73 17.48 16.07 Approach LOS B B B B d_I, Intersection Delay [s/veh]16.58 Intersection LOS B Intersection V/C 0.407 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 2.231 2.074 2.708 2.535 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 2.173 1.777 2.058 1.937 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.144Volume to Capacity (v/c): DLevel Of Service: 31.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 1638810544438056521216721624Total Analysis Volume [veh/h] 49726111951413341846Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8530.8750.2500.72700.91600.82100.82700.41700.81300.93100.68800.5830Peak Hour Factor 11331921323484643513671114Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 11331921323484643513671114Base Volume Input [veh/h] Name Volumes Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with DIntersection LOS 4.41d_I, Intersection Delay [s/veh] AACCApproach LOS 1.840.9718.8220.60d_A, Approach Delay [s/veh] 0.000.008.318.310.000.003.8322.4622.4622.4634.9134.9134.9195th-Percentile Queue Length [ft/ln] 0.000.000.330.330.000.000.150.900.900.901.401.401.4095th-Percentile Queue Length [veh/ln] AAABAAABDDBDDMovement LOS 0.000.008.5511.870.000.008.2912.7029.5730.6414.6031.0031.69d_M, Delay for Movement [s/veh] 0.000.000.090.010.000.000.050.060.070.100.090.090.14V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.140Volume to Capacity (v/c): BLevel Of Service: 10.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 6445246401040Total Analysis Volume [veh/h] 161131160260Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.73400.86500.86601.00000.61501.0000Peak Hour Factor 473914020640Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 473914020640Base Volume Input [veh/h] Name Volumes Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 1.02d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.65d_A, Approach Delay [s/veh] 0.000.000.000.0012.170.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.490.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.650.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.140.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.377Volume to Capacity (v/c): BLevel Of Service: 18.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 22036864456380485244248405688Total Analysis Volume [veh/h] 5592161149512131162101422Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8950.9210.5500.5000.76800.91100.77100.69200.52300.76200.82500.60700.6480Peak Hour Factor 19733935243346373623189333457Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 19733935243346373623189333457Base Volume Input [veh/h] Name Volumes Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 152.28167.5720.26109.87112.8115.8343.02152.6342.9546.0795th-Percentile Queue Length [ft/ln] 6.096.700.814.394.510.631.726.111.721.8495th-Percentile Queue Length [veh/ln] 84.6093.0911.2661.0462.678.7923.9084.8023.8625.6050th-Percentile Queue Length [ft/ln] 3.383.720.452.442.510.350.963.390.951.0250th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group CBABBABCBCLane Group LOS 20.0419.509.2418.0717.949.6616.2524.7316.2220.46d, Delay for Lane Group [s/veh] 0.510.500.110.370.370.090.190.610.180.22X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 3.382.890.071.851.740.300.171.520.170.27d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 16.6616.629.1716.2216.209.3616.0823.2116.0620.19d1, Uniform Delay [s] 544620643574601564513404523403c, Capacity [veh/h] 1640187011631788187010491707129917421299s, saturation flow rate [veh/h] 0.170.170.060.120.120.050.060.190.060.07(v / s)_i Volume / Saturation Flow Rate 0.330.330.470.320.320.470.300.300.300.30g / C, Green / Cycle 21212920202919191919g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.46 16.22 16.22 24.73 16.25 16.25 9.66 17.99 18.07 9.24 9.24 19.59 20.04 Movement LOS C B B C B B A B B A A B C d_A, Approach Delay [s/veh]18.25 22.36 17.18 18.66 Approach LOS B C B B d_I, Intersection Delay [s/veh]18.95 Intersection LOS B Intersection V/C 0.377 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 2.070 2.165 2.722 2.927 Crosswalk LOS B B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.863 2.127 1.959 2.098 Bicycle LOS A B A B ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.077Volume to Capacity (v/c): CLevel Of Service: 16.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 00012002844204001801080Total Analysis Volume [veh/h] 000300711510045270Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.80001.00000.42900.50000.66201.00001.0000.9220.8521.000Peak Hour Factor 000960122213500166920Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000960122213500166920Base Volume Input [veh/h] Name Volumes Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.85d_I, Intersection Delay [s/veh] BBAAApproach LOS 13.4712.040.002.95d_A, Approach Delay [s/veh] 0.000.000.0021.450.0021.450.000.000.000.004.784.784.7895th-Percentile Queue Length [ft/ln] 0.000.000.000.860.000.860.000.000.000.000.190.190.1995th-Percentile Queue Length [veh/ln] ACBCAAAABMovement LOS 9.170.0017.7711.000.0016.500.000.000.000.000.007.8610.43d_M, Delay for Movement [s/veh] 0.000.000.000.150.000.080.000.000.000.000.000.080.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Existing_Midday Weekday_Peak.pdf Scenario 3 Existing Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 904 0 0 0 - 904 Total Volume 47 0 0 0 1.00 47 Right 391 0 0 0 1.00 391 Thru Westbound 402 0 0 0 1.00 402 Thru Eastbound 64 0 0 0 1.00 64 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1014 0 0 0 - 1014 Total Volume 11 0 0 0 1.00 11 Right 331 0 0 0 1.00 331 Thru 92 0 0 0 1.00 92 Left 1 0 0 0 1.00 1 U-T Westbound 32 0 0 0 1.00 32 Right 348 0 0 0 1.00 348 Thru 46 0 0 0 1.00 46 Left Eastbound 43 0 0 0 1.00 43 Right 5 0 0 0 1.00 5 Thru 13 0 0 0 1.00 13 Left Southbound 67 0 0 0 1.00 67 Right 11 0 0 0 1.00 11 Thru 14 0 0 0 1.00 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1376 0 0 0 - 1376 Total Volume 21 0 0 0 1.00 21 Right 290 0 0 0 1.00 290 Thru 77 0 0 0 1.00 77 Left 1 0 0 0 1.00 1 U-T Westbound 218 0 0 0 1.00 218 Right 275 0 0 0 1.00 275 Thru 77 0 0 0 1.00 77 Left 2 0 0 0 1.00 2 U-T Eastbound 38 0 0 0 1.00 38 Right 13 0 0 0 1.00 13 Thru 35 0 0 0 1.00 35 Left Southbound 121 0 0 0 1.00 121 Right 9 0 0 0 1.00 9 Thru 199 0 0 0 1.00 199 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 523 0 0 0 - 523 Total Volume 0 0 0 0 1.00 0 Right 0 0 0 0 1.00 0 Left Westbound 96 0 0 0 1.00 96 Right 12 0 0 0 1.00 12 Left Eastbound 22 0 0 0 1.00 22 Right 135 0 0 0 1.00 135 Thru Southbound 166 0 0 0 1.00 166 Thru 92 0 0 0 1.00 92 Left 0 0 0 0 1.00 0 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1371 0 0 0 - 1371 Total Volume 197 0 0 0 1.00 197 Right 339 0 0 0 1.00 339 Thru 35 0 0 0 1.00 35 Left 2 0 0 0 1.00 2 U-T Westbound 43 0 0 0 1.00 43 Right 346 0 0 0 1.00 346 Thru 37 0 0 0 1.00 37 Left Eastbound 36 0 0 0 1.00 36 Right 23 0 0 0 1.00 23 Thru 189 0 0 0 1.00 189 Left Southbound 33 0 0 0 1.00 33 Right 34 0 0 0 1.00 34 Thru 57 0 0 0 1.00 57 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 3: 3 Existing Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Dwy @ W 78th St ...................................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St .............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Existing_Midday Weekend_Peak.pdf Scenario 4 Existing Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C20.40.045EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 D40.60.454SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.50.095SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 E36.70.050NB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D38.00.286SB LeftHCM 7th EditionSignalizedTarget Dwy @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.286Volume to Capacity (v/c): DLevel Of Service: 38.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 36436614208280130464164810420156Total Analysis Volume [veh/h] 910915152703211641226539Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6670.8530.7500.2500.8750.9040.6480.2500.78100.62500.70800.75000.70000.8970Peak Hour Factor 243724611822538415010347814140Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 243724611822538415010347814140Base Volume Input [veh/h] Name Volumes Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0199001990032125077170Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 192.96196.0038.83173.85108.5687.42228.26145.67296.77385.3895th-Percentile Queue Length [ft/ln] 7.727.841.556.954.343.509.135.8311.8715.4295th-Percentile Queue Length [veh/ln] 107.82110.0021.5796.5860.3148.57133.5180.93185.18254.5650th-Percentile Queue Length [ft/ln] 4.314.400.863.862.411.945.343.247.4110.1850th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoYesCritical Lane Group BBABBAFFFFLane Group LOS 11.3911.377.1611.4510.558.15126.42128.98100.61118.67d, Delay for Lane Group [s/veh] 0.180.180.090.180.110.180.850.770.630.90X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.310.300.050.360.090.5518.1117.953.3815.09d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.0811.077.1111.0910.467.61108.31111.0397.23103.59d1, Uniform Delay [s] 12951330742113125347359462195173c, Capacity [veh/h] 18201870952158935609651639178116291781s, saturation flow rate [veh/h] 0.130.130.070.130.080.140.050.030.080.09(v / s)_i Volume / Saturation Flow Rate 0.710.710.760.710.710.760.060.030.120.10g / C, Green / Cycle 1651651761651651761382823g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]118.67 100.61 100.61 128.98 126.42 126.42 8.15 8.15 10.55 11.45 7.16 7.16 11.38 11.39 Movement LOS F F F F F F A A B B A A B B d_A, Approach Delay [s/veh]110.67 127.38 10.33 10.87 Approach LOS F F B B d_I, Intersection Delay [s/veh]38.01 Intersection LOS D Intersection V/C 0.286 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.235 2.224 2.843 2.600 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.022 1.771 1.966 1.999 Bicycle LOS B A A A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.050Volume to Capacity (v/c): ELevel Of Service: 36.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 1642813212563204448824120848Total Analysis Volume [veh/h] 4107333148011122630212Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8760.8640.5000.69600.93400.72700.91700.87500.70800.88300.87500.5630Peak Hour Factor 113751146392993244717106727Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113751146392993244717106727Base Volume Input [veh/h] Name Volumes Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with EIntersection LOS 6.12d_I, Intersection Delay [s/veh] AACCApproach LOS 2.170.8822.7524.29d_A, Approach Delay [s/veh] 0.000.0011.5011.500.000.003.0928.4328.4328.4364.7864.7864.7895th-Percentile Queue Length [ft/ln] 0.000.000.460.460.000.000.121.141.141.142.592.592.5995th-Percentile Queue Length [veh/ln] AAABAAABDECEEMovement LOS 0.000.008.5711.950.000.008.3714.5933.0735.6318.6536.7336.34d_M, Delay for Movement [s/veh] 0.000.000.110.020.000.000.040.060.050.170.150.050.29V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.095Volume to Capacity (v/c): BLevel Of Service: 10.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 684924480680Total Analysis Volume [veh/h] 171231120170Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.61800.89800.95501.00000.76501.0000Peak Hour Factor 424424280520Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 424424280520Base Volume Input [veh/h] Name Volumes Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.67d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.55d_A, Approach Delay [s/veh] 0.000.000.000.007.830.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.310.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.550.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.090.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.454Volume to Capacity (v/c): DLevel Of Service: 40.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00001000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 00011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 2803882883635668014428288323652Total Analysis Volume [veh/h] 709772989170367728913Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8860.9250.6430.8750.7780.9610.7941.0000.59000.64300.83000.53100.83300.7690Peak Hour Factor 248359187283425408518239173040Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 248359187283425408518239173040Base Volume Input [veh/h] Name Volumes Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300140Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.00.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 0133000133000107001070Split [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 030000300003000300Maximum Green [s] 010000100001000100Minimum Green [s] --------------Lead / Lag Auxiliary Signal Groups 06000200040080Signal Group PermiPermiPermiPermiPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group YesLocated in CBD Intersection Settings Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 318.86354.7446.5233.83353.8894.95339.28644.04142.98127.0795th-Percentile Queue Length [ft/ln] 12.7514.191.861.3514.163.8013.5725.765.725.0895th-Percentile Queue Length [veh/ln] 202.25230.3025.8418.80229.6352.75218.16466.8679.4370.5950th-Percentile Queue Length [ft/ln] 8.099.211.030.759.192.118.7318.673.182.8250th-Percentile Queue Length [veh/ln] YesNoNoNoNoNoNoYesNoNoCritical Lane Group BBCBBCEFEFLane Group LOS 18.6518.4724.7114.3818.4527.0668.9797.6763.2583.20d, Delay for Lane Group [s/veh] 0.330.320.070.040.320.160.400.870.150.22X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.900.770.250.080.770.850.619.140.150.46d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.150.110.11k, delay calibration 17.7517.7024.4614.3117.6926.2168.3688.5363.1082.74d1, Uniform Delay [s] 95711095289431109415427331452237c, Capacity [veh/h] 14521683893143116836921466119915541091s, saturation flow rate [veh/h] 0.210.210.040.030.210.100.120.240.040.05(v / s)_i Volume / Saturation Flow Rate 0.660.660.660.660.660.660.290.290.290.29g / C, Green / Cycle 15815815815815815870707070g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]83.20 63.25 63.25 97.67 68.97 68.97 27.06 27.06 18.45 14.38 24.71 24.71 18.48 18.65 Movement LOS F E E F E E C C B B C C B B d_A, Approach Delay [s/veh]71.90 86.94 19.41 18.87 Approach LOS E F B B d_I, Intersection Delay [s/veh]40.61 Intersection LOS D Intersection V/C 0.454 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.107 2.357 2.839 2.975 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.758 2.319 2.206 2.134 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.045Volume to Capacity (v/c): CLevel Of Service: 20.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001420124928400220136Total Analysis Volume [veh/h] 00036031271005534Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.78001.00000.75000.53100.71601.00001.00000.88600.8310Peak Hour Factor 000111092620300195113Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 0008009-90000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 000103091721200195113Base Volume Input [veh/h] Name Volumes Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.56d_I, Intersection Delay [s/veh] CBAAApproach LOS 16.6212.350.003.09d_A, Approach Delay [s/veh] 0.000.000.0023.260.0023.260.000.000.000.006.126.1295th-Percentile Queue Length [ft/ln] 0.000.000.000.930.000.930.000.000.000.000.240.2495th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.390.0023.8511.670.0020.360.000.000.000.000.008.10d_M, Delay for Movement [s/veh] 0.000.000.000.190.000.050.000.000.000.000.000.11V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Existing_Midday Weekend_Peak.pdf Scenario 4 Existing Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 964 0 0 0 - 964 Total Volume 42 0 0 0 1.00 42 Right 442 0 0 0 1.00 442 Thru Westbound 428 0 0 0 1.00 428 Thru Eastbound 52 0 0 0 1.00 52 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1084 0 0 0 - 1084 Total Volume 11 0 0 0 1.00 11 Right 375 0 0 0 1.00 375 Thru 114 0 0 0 1.00 114 Left 6 0 0 0 1.00 6 U-T Westbound 39 0 0 0 1.00 39 Right 299 0 0 0 1.00 299 Thru 32 0 0 0 1.00 32 Left Eastbound 44 0 0 0 1.00 44 Right 7 0 0 0 1.00 7 Thru 17 0 0 0 1.00 17 Left Southbound 106 0 0 0 1.00 106 Right 7 0 0 0 1.00 7 Thru 27 0 0 0 1.00 27 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1289 0 0 0 - 1289 Total Volume 24 0 0 0 1.00 24 Right 372 0 0 0 1.00 372 Thru 46 0 0 0 1.00 46 Left 1 0 0 0 1.00 1 U-T Westbound 182 0 0 0 1.00 182 Right 253 0 0 0 1.00 253 Thru 84 0 0 0 1.00 84 Left 1 0 0 0 1.00 1 U-T Eastbound 50 0 0 0 1.00 50 Right 10 0 0 0 1.00 10 Thru 34 0 0 0 1.00 34 Left Southbound 78 0 0 0 1.00 78 Right 14 0 0 0 1.00 14 Thru 140 0 0 0 1.00 140 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Dwy @ W 78th St1 Volume TypeIntersection NameID Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 657 0 8 0 - 649 Total Volume 0 0 0 0 1.00 0 Right 0 0 0 0 1.00 0 Left Westbound 111 0 8 0 1.00 103 Right 9 0 0 0 1.00 9 Left Eastbound 26 0 9 0 1.00 17 Right 203 0 -9 0 1.00 212 Thru Southbound 195 0 0 0 1.00 195 Thru 113 0 0 0 1.00 113 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1485 0 0 0 - 1485 Total Volume 248 0 0 0 1.00 248 Right 359 0 0 0 1.00 359 Thru 18 0 0 0 1.00 18 Left 7 0 0 0 1.00 7 U-T Westbound 28 0 0 0 1.00 28 Right 342 0 0 0 1.00 342 Thru 54 0 0 0 1.00 54 Left 0 0 0 0 1.00 0 U-T Eastbound 85 0 0 0 1.00 85 Right 18 0 0 0 1.00 18 Thru 239 0 0 0 1.00 239 Left Southbound 17 0 0 0 1.00 17 Right 30 0 0 0 1.00 30 Thru 40 0 0 0 1.00 40 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 4: 4 Existing Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ...........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Background_AM_Peak.pdf Scenario 5 Future Background AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. B12.80.025EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B16.60.287SB LeftHCM 7th EditionSignalized Kerber Blvd @ W 78th St4 A9.30.019SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 C15.60.011NB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B11.60.130NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.130Volume to Capacity (v/c): BLevel Of Service: 11.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 34156126520210341202425037Total Analysis Volume [veh/h] 83931650261306609Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.56300.93400.66700.7190.8780.6900.5000.75001.00000.66700.79201.00000.6670Peak Hour Factor 19146847177712901620025Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 18142846172692901619024Base Volume Input [veh/h] Name Volumes Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 02600260003400340Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 39.7740.433.6727.3641.2638.649.440.0720.120.1095th-Percentile Queue Length [ft/ln] 1.591.620.151.091.651.550.380.000.800.0095th-Percentile Queue Length [veh/ln] 22.0922.462.0415.2022.9221.475.250.0411.180.0650th-Percentile Queue Length [ft/ln] 0.880.900.080.610.920.860.210.000.450.0050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesYesNoCritical Lane Group BBABBACACALane Group LOS 12.0712.018.1811.8611.969.0732.890.0034.120.00d, Delay for Lane Group [s/veh] 0.120.120.020.090.130.150.130.010.270.02X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.320.280.010.260.170.440.650.001.610.00d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.7611.738.1711.6011.808.6332.240.0032.510.00d1, Uniform Delay [s] 7808306747061581718911780911780c, Capacity [veh/h] 1758187011121589356011931589178115891781s, saturation flow rate [veh/h] 0.050.050.010.040.060.090.010.010.020.02(v / s)_i Volume / Saturation Flow Rate 0.440.440.530.440.440.530.061.000.061.00g / C, Green / Cycle 323238323238472472g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.00 34.12 34.12 0.00 32.89 32.89 9.07 9.07 11.96 11.86 8.18 12.04 12.07 Movement LOS A C C A C C A A B B A B B d_A, Approach Delay [s/veh]13.76 10.96 11.12 11.81 Approach LOS B B B B d_I, Intersection Delay [s/veh]11.56 Intersection LOS B Intersection V/C 0.130 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 1.984 2.059 2.609 2.378 Crosswalk LOS A B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 1.662 1.619 1.783 1.726 Bicycle LOS A A A A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.011Volume to Capacity (v/c): CLevel Of Service: 15.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 82476242821816164429420Total Analysis Volume [veh/h] 2621617554411715Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.7500.6790.6430.7500.57100.81600.81300.75000.75000.50000.82100.25000.7500Peak Hour Factor 61684031617813123224115Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 61633931617313123223115Base Volume Input [veh/h] Name Volumes Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 2.36d_I, Intersection Delay [s/veh] AABBApproach LOS 1.650.4811.1311.99d_A, Approach Delay [s/veh] 0.000.004.134.130.000.000.933.063.063.067.687.687.6895th-Percentile Queue Length [ft/ln] 0.000.000.170.170.000.000.040.120.120.120.310.310.3195th-Percentile Queue Length [veh/ln] AAAAAAAACBACBMovement LOS 0.000.007.899.820.000.007.799.2515.3314.479.6315.6114.68d_M, Delay for Movement [s/veh] 0.000.000.050.010.000.000.010.020.010.010.030.010.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.019Volume to Capacity (v/c): ALevel Of Service: 9.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 252932350160Total Analysis Volume [veh/h] 67359040Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.83300.69700.89001.00000.81301.0000Peak Hour Factor 212042090130Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 201982030130Base Volume Input [veh/h] Name Volumes Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with AIntersection LOS 0.26d_I, Intersection Delay [s/veh] AAAApproach LOS 0.000.009.28d_A, Approach Delay [s/veh] 0.000.000.000.001.420.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.060.0095th-Percentile Queue Length [veh/ln] AAAAMovement LOS 0.000.000.000.009.280.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.020.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.287Volume to Capacity (v/c): BLevel Of Service: 16.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 9825134437182253624247201224Total Analysis Volume [veh/h] 25639194569662536Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8650.7300.8750.2500.80600.88600.83300.47200.62500.82500.55000.83300.5830Peak Hour Factor 8518330130161211715204111014Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 8317829129156201715198111014Base Volume Input [veh/h] Name Volumes Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 72.5876.219.8945.0645.887.1228.26152.2414.8012.3395th-Percentile Queue Length [ft/ln] 2.903.050.401.801.840.281.136.090.590.4995th-Percentile Queue Length [veh/ln] 40.3242.345.4925.0325.493.9615.7084.588.226.8550th-Percentile Queue Length [ft/ln] 1.611.690.221.001.020.160.633.380.330.2750th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group BBABBABCBCLane Group LOS 13.9113.747.6313.3913.317.7317.6124.8917.2520.31d, Delay for Lane Group [s/veh] 0.260.250.050.160.160.040.140.600.070.06X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.950.820.020.530.480.090.141.450.070.07d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 12.9612.917.6012.8612.837.6317.4723.4517.1820.24d1, Uniform Delay [s] 656723789663703705444408442384c, Capacity [veh/h] 1696187012871763187011681691137716841342s, saturation flow rate [veh/h] 0.100.100.030.060.060.020.040.180.020.02(v / s)_i Volume / Saturation Flow Rate 0.390.390.510.380.380.510.260.260.260.26g / C, Green / Cycle 24243223233216161616g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.31 17.25 17.25 24.89 17.61 17.61 7.73 13.34 13.39 7.63 7.63 13.79 13.91 Movement LOS C B B C B B A B B A A B B d_A, Approach Delay [s/veh]18.56 23.47 12.77 13.21 Approach LOS B C B B d_I, Intersection Delay [s/veh]16.57 Intersection LOS B Intersection V/C 0.287 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 1.994 2.081 2.560 2.819 Crosswalk LOS A B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.652 2.066 1.761 1.876 Bicycle LOS A B A A ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.025Volume to Capacity (v/c): BLevel Of Service: 12.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0003301282600094514Total Analysis Volume [veh/h] 0008032650024131Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.68801.00000.50000.50000.81301.00001.0000.8480.5830.250Peak Hour Factor 000230642110080301Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.0581.0291.0291.029Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000220642050078291Base Volume Input [veh/h] Name Volumes Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 2.00d_I, Intersection Delay [s/veh] BBAAApproach LOS 10.8210.760.002.95d_A, Approach Delay [s/veh] 0.000.000.005.390.005.390.000.000.000.002.362.362.3695th-Percentile Queue Length [ft/ln] 0.000.000.000.220.000.220.000.000.000.000.090.090.0995th-Percentile Queue Length [veh/ln] ABBBAAAAAMovement LOS 8.740.0012.9110.030.0012.770.000.000.000.000.007.849.93d_M, Delay for Movement [s/veh] 0.000.000.000.040.000.020.000.000.000.000.000.040.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Background_AM_Peak.pdf Scenario 5 Future Background AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 782 0 0 0 - 761 Total Volume 85 0 0 0 1.03 83 Right 183 0 0 0 1.03 178 Thru 30 0 0 0 1.03 29 Left 1 0 0 0 1.03 1 U-T Westbound 30 0 0 0 1.03 29 Right 161 0 0 0 1.03 156 Thru 21 0 0 0 1.03 20 Left Eastbound 17 0 0 0 1.03 17 Right 15 0 0 0 1.03 15 Thru 204 0 0 0 1.03 198 Left Southbound 11 0 0 0 1.03 11 Right 10 0 0 0 1.03 10 Thru 14 0 0 0 1.03 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 447 0 0 0 - 434 Total Volume 21 0 0 0 1.03 20 Right 204 0 0 0 1.03 198 Thru Westbound 209 0 0 0 1.03 203 Thru Eastbound 13 0 0 0 1.03 13 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 481 0 0 0 - 469 Total Volume 6 0 0 0 1.03 6 Right 168 0 0 0 1.03 163 Thru 40 0 0 0 1.03 39 Left 3 0 0 0 1.03 3 U-T Westbound 16 0 0 0 1.03 16 Right 178 0 0 0 1.03 173 Thru 13 0 0 0 1.03 13 Left Eastbound 12 0 0 0 1.03 12 Right 3 0 0 0 1.03 3 Thru 2 0 0 0 1.03 2 Left Southbound 24 0 0 0 1.03 23 Right 1 0 0 0 1.03 1 Thru 15 0 0 0 1.03 15 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 540 0 0 0 - 525 Total Volume 19 0 0 0 1.03 18 Right 146 0 0 0 1.03 142 Thru 8 0 0 0 1.03 8 Left Westbound 47 0 0 0 1.03 46 Right 177 0 0 0 1.03 172 Thru 71 0 0 0 1.03 69 Left 2 0 0 0 1.03 2 U-T Eastbound 9 0 0 0 1.03 9 Right 0 0 0 0 1.03 0 Thru 16 0 0 0 1.03 16 Left Southbound 20 0 0 0 1.03 19 Right 0 0 0 0 1.03 0 Thru 25 0 0 0 1.03 24 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 355 0 0 0 - 345 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 23 0 0 0 1.03 22 Right 6 0 0 0 1.03 6 Left Eastbound 4 0 0 0 1.03 4 Right 211 0 0 0 1.03 205 Thru Southbound 80 0 0 0 1.03 78 Thru 30 0 0 0 1.03 29 Left 1 0 0 0 1.03 1 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 5: 5 Future Background AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Future Background_PM_Peak.pdf Scenario 6 Future Background PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C19.00.109EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 C34.30.398SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.60.100SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 E43.00.287NB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D39.10.315SB LeftHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.315Volume to Capacity (v/c): DLevel Of Service: 39.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 164604522735310047412428712198Total Analysis Volume [veh/h] 41151157882511931022349Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.87500.96000.97700.7180.8520.8330.2500.81900.83300.65000.72600.83300.9110Peak Hour Factor 14442441633018316110276310180Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14430431582938115910266110175Base Volume Input [veh/h] Name Volumes Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 019901990032125077170Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 212.20213.6430.35207.91155.4875.66241.43128.41234.71468.4095th-Percentile Queue Length [ft/ln] 8.498.551.218.326.223.039.665.149.3918.7495th-Percentile Queue Length [veh/ln] 121.73122.7816.86118.6186.3842.04143.2871.34138.29321.3950th-Percentile Queue Length [ft/ln] 4.874.910.674.743.461.685.732.855.5312.8650th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBABBAFFFFLane Group LOS 13.6513.648.8513.8912.929.70125.82130.4689.96115.48d, Delay for Lane Group [s/veh] 0.190.190.070.210.140.150.860.760.400.92X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.330.320.040.440.120.4418.0218.921.0614.64d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 13.3213.328.8013.4512.809.26107.80111.5488.89100.85d1, Uniform Delay [s] 126312786591088243870410055246215c, Capacity [veh/h] 18481870883158935609641623178116191781s, saturation flow rate [veh/h] 0.130.130.050.140.100.110.050.020.060.11(v / s)_i Volume / Saturation Flow Rate 0.680.680.730.680.680.730.060.030.150.12g / C, Green / Cycle 1591591701591591701473528g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]115.48 89.96 89.96 130.46 125.82 125.82 9.70 9.70 12.92 13.89 8.85 13.65 13.65 Movement LOS F F F F F F A A B B A B B d_A, Approach Delay [s/veh]106.98 127.34 12.75 13.23 Approach LOS F F B B d_I, Intersection Delay [s/veh]39.07 Intersection LOS D Intersection V/C 0.315 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.218 2.171 2.830 2.540 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.050 1.771 2.041 1.989 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.287Volume to Capacity (v/c): ELevel Of Service: 43.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 344321344533955462162990837Total Analysis Volume [veh/h] 810834113991316472329Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6560.9620.7810.5000.69200.79900.63500.90000.68800.67900.83000.62500.7220Peak Hour Factor 224161052373163456112075527Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 214041022363073354111973526Base Volume Input [veh/h] Name Volumes Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with EIntersection LOS 6.29d_I, Intersection Delay [s/veh] AADDApproach LOS 2.020.9129.1127.33d_A, Approach Delay [s/veh] 0.000.0011.0211.020.000.003.9049.2949.2949.2957.3457.3457.3495th-Percentile Queue Length [ft/ln] 0.000.000.440.440.000.000.161.971.971.972.292.292.2995th-Percentile Queue Length [veh/ln] AAABAAACEECEEMovement LOS 0.000.008.7412.430.000.008.4719.6241.3642.6319.6841.1442.97d_M, Delay for Movement [s/veh] 0.000.000.120.010.000.000.050.080.120.220.120.060.29V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.100Volume to Capacity (v/c): BLevel Of Service: 10.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 375394850710Total Analysis Volume [veh/h] 91351210180Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.91700.90100.89001.00000.77901.0000Peak Hour Factor 344864320550Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 334724200530Base Volume Input [veh/h] Name Volumes Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.67d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.64d_A, Approach Delay [s/veh] 0.000.000.000.008.320.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.330.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.640.00d_M, Delay for Movement [s/veh] 0.000.010.000.000.100.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.398Volume to Capacity (v/c): CLevel Of Service: 34.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0001000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 0011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 31744929374125147529230415753Total Analysis Volume [veh/h] 791127910313119758101413Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.96800.96300.92900.7500.8480.7500.2500.73600.67900.97800.75000.76800.8650Peak Hour Factor 30743227283493815520225314446Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 29842026273393715319219304345Base Volume Input [veh/h] Name Volumes Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300140Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 013300133000107001070Split [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 03000300003000300Maximum Green [s] 01000100001000100Minimum Green [s] -------------Lead / Lag Auxiliary Signal Groups 0600200040080Signal Group PermissPermissPermissPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 307.38343.6231.4828.80345.3663.57228.24529.88216.50129.7395th-Percentile Queue Length [ft/ln] 12.3013.741.261.1513.812.549.1321.208.665.1995th-Percentile Queue Length [veh/ln] 193.36221.5617.4916.00222.9335.32133.50371.77124.8772.0750th-Percentile Queue Length [ft/ln] 7.738.860.700.648.921.415.3414.874.992.8850th-Percentile Queue Length [veh/ln] NoNoNoNoYesNoNoYesNoNoCritical Lane Group BBBBBBEFEFLane Group LOS 13.6513.5318.1710.3913.5519.4774.29103.3373.7284.16d, Delay for Lane Group [s/veh] 0.310.310.050.030.310.120.260.840.230.20X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.700.600.150.050.610.520.346.970.280.37d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.110.110.11k, delay calibration 12.9512.9318.0210.3312.9518.9573.9496.3673.4483.79d1, Uniform Delay [s] 1147132861211281328464398273418264c, Capacity [veh/h] 16161870941158918707011659129717411290s, saturation flow rate [veh/h] 0.220.220.030.020.220.080.060.180.060.04(v / s)_i Volume / Saturation Flow Rate 0.710.710.710.710.710.710.240.240.240.24g / C, Green / Cycle 17017017017017017058585858g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]84.16 73.72 73.72 103.33 74.29 74.29 19.47 19.47 13.55 10.39 18.17 13.54 13.65 Movement LOS F E E F E E B B B B B B B d_A, Approach Delay [s/veh]77.39 94.29 13.97 13.75 Approach LOS E F B B d_I, Intersection Delay [s/veh]34.28 Intersection LOS C Intersection V/C 0.398 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.108 2.311 2.828 2.865 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.809 2.111 2.307 2.215 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.109Volume to Capacity (v/c): CLevel Of Service: 19.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001320334618100296115Total Analysis Volume [veh/h] 00033081245007429Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.79701.00000.71900.43200.93801.00001.00000.87800.9380Peak Hour Factor 0001050242017000260108Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.05881.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0001020231916500253105Base Volume Input [veh/h] Name Volumes Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.77d_I, Intersection Delay [s/veh] CBAAApproach LOS 15.2312.920.002.19d_A, Approach Delay [s/veh] 0.000.000.0026.760.0026.760.000.000.000.005.115.1195th-Percentile Queue Length [ft/ln] 0.000.000.001.070.001.070.000.000.000.000.200.2095th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.840.0020.6211.400.0018.980.000.000.000.000.007.82d_M, Delay for Movement [s/veh] 0.000.000.000.160.000.110.000.000.000.000.000.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Future Background_PM_Peak.pdf Scenario 6 Future Background PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 1603 0 0 0 - 1557 Total Volume 307 0 0 0 1.03 298 Right 432 0 0 0 1.03 420 Thru 27 0 0 0 1.03 26 Left Westbound 28 0 0 0 1.03 27 Right 349 0 0 0 1.03 339 Thru 38 0 0 0 1.03 37 Left 1 0 0 0 1.03 1 U-T Eastbound 55 0 0 0 1.03 53 Right 20 0 0 0 1.03 19 Thru 225 0 0 0 1.03 219 Left Southbound 31 0 0 0 1.03 30 Right 44 0 0 0 1.03 43 Thru 46 0 0 0 1.03 45 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 1007 0 0 0 - 978 Total Volume 34 0 0 0 1.03 33 Right 486 0 0 0 1.03 472 Thru Westbound 432 0 0 0 1.03 420 Thru Eastbound 55 0 0 0 1.03 53 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1126 0 0 0 - 1093 Total Volume 22 0 0 0 1.03 21 Right 416 0 0 0 1.03 404 Thru 105 0 0 0 1.03 102 Left 2 0 0 0 1.03 2 U-T Westbound 37 0 0 0 1.03 36 Right 316 0 0 0 1.03 307 Thru 34 0 0 0 1.03 33 Left Eastbound 56 0 0 0 1.03 54 Right 11 0 0 0 1.03 11 Thru 20 0 0 0 1.03 19 Left Southbound 75 0 0 0 1.03 73 Right 5 0 0 0 1.03 5 Thru 27 0 0 0 1.03 26 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1399 0 0 0 - 1361 Total Volume 14 0 0 0 1.03 14 Right 442 0 0 0 1.03 430 Thru 44 0 0 0 1.03 43 Left Westbound 163 0 0 0 1.03 158 Right 301 0 0 0 1.03 293 Thru 83 0 0 0 1.03 81 Left 1 0 0 0 1.03 1 U-T Eastbound 61 0 0 0 1.03 59 Right 10 0 0 0 1.03 10 Thru 27 0 0 0 1.03 26 Left Southbound 63 0 0 0 1.03 61 Right 10 0 0 0 1.03 10 Thru 180 0 0 0 1.03 175 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 687 0 0 0 - 667 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 105 0 0 0 1.03 102 Right 24 0 0 0 1.03 23 Left Eastbound 20 0 0 0 1.03 19 Right 170 0 0 0 1.03 165 Thru Southbound 260 0 0 0 1.03 253 Thru 108 0 0 0 1.03 105 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 6: 6 Future Background PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Future Background_Midday Weekday_Peak.pdf Scenario 7 Future Background Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C17.00.080EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B19.40.388SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.70.146SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 D33.60.153NB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B16.70.419NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.419Volume to Capacity (v/c): BLevel Of Service: 16.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 3834191428832997453245815712214Total Analysis Volume [veh/h] 98523172822411361439354Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.5830.8730.8640.2500.7790.8590.8150.5000.73100.54200.62500.79600.75000.9570Peak Hour Factor 222987912242837923913361259205Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 212907712182757723813351219199Base Volume Input [veh/h] Name Volumes Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 026000260003400340Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 100.95103.1740.86177.0883.7846.8354.850.16138.140.6695th-Percentile Queue Length [ft/ln] 4.044.131.637.083.351.872.190.015.530.0395th-Percentile Queue Length [veh/ln] 56.0857.3222.7098.3846.5526.0230.470.0976.740.3750th-Percentile Queue Length [ft/ln] 2.242.290.913.941.861.041.220.003.070.0150th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBBCBBCADALane Group LOS 17.2617.2012.0420.7316.4512.7729.040.0135.740.03d, Delay for Lane Group [s/veh] 0.280.280.220.500.250.200.340.030.770.12X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.081.030.263.010.470.910.880.015.720.03d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 16.1916.1711.7817.7215.9911.8728.170.0030.020.00d1, Uniform Delay [s] 659683429580130050122717802191780c, Capacity [veh/h] 180518708061589356010041667178116071781s, saturation flow rate [veh/h] 0.100.100.120.180.090.100.050.030.110.12(v / s)_i Volume / Saturation Flow Rate 0.370.370.450.370.370.450.141.000.141.00g / C, Green / Cycle 26263226263210721072g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.03 35.74 35.74 0.01 29.04 29.04 12.77 12.77 16.45 20.73 12.04 12.04 17.23 17.26 Movement LOS A D D A C C B B B C B B B B d_A, Approach Delay [s/veh]15.79 16.57 17.65 16.19 Approach LOS B B B B d_I, Intersection Delay [s/veh]16.74 Intersection LOS B Intersection V/C 0.419 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 2.239 2.079 2.715 2.542 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 2.192 1.782 2.072 1.947 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.153Volume to Capacity (v/c): DLevel Of Service: 33.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 1640010944539157531216741624Total Analysis Volume [veh/h] 410027111981413341946Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8530.8750.2500.72700.91600.82100.82700.41700.81300.93100.68800.5830Peak Hour Factor 11341951333584744513691114Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 11331921323484643513671114Base Volume Input [veh/h] Name Volumes Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with DIntersection LOS 4.52d_I, Intersection Delay [s/veh] AACCApproach LOS 1.860.9619.5721.52d_A, Approach Delay [s/veh] 0.000.008.758.750.000.003.9423.9023.9023.9037.4337.4337.4395th-Percentile Queue Length [ft/ln] 0.000.000.350.350.000.000.160.960.960.961.501.501.5095th-Percentile Queue Length [veh/ln] AAABAAABDDCDDMovement LOS 0.000.008.6012.040.000.008.3313.0931.0932.3915.2132.7033.55d_M, Delay for Movement [s/veh] 0.000.000.100.010.000.000.050.070.080.110.090.100.15V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.146Volume to Capacity (v/c): BLevel Of Service: 10.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 6546547801070Total Analysis Volume [veh/h] 161161200270Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.73400.86500.86601.00000.61501.0000Peak Hour Factor 484024140660Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 473914020640Base Volume Input [veh/h] Name Volumes Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 1.03d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.75d_A, Approach Delay [s/veh] 0.000.000.000.0012.730.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.510.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.750.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.150.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.388Volume to Capacity (v/c): BLevel Of Service: 19.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 22737965457391495346255415891Total Analysis Volume [veh/h] 5795161149812131164101423Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8950.9210.5500.5000.76800.91100.77100.69200.52300.76200.82500.60700.6480Peak Hour Factor 20334936244356383724194343559Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 19733935243346373623189333457Base Volume Input [veh/h] Name Volumes Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 161.33177.7120.94115.28118.4016.4843.90156.6043.8247.3095th-Percentile Queue Length [ft/ln] 6.457.110.844.614.740.661.766.261.751.8995th-Percentile Queue Length [veh/ln] 89.6398.7311.6364.0565.789.1524.3987.0024.3526.2850th-Percentile Queue Length [ft/ln] 3.593.950.472.562.630.370.983.480.971.0550th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group CCABBABCBCLane Group LOS 20.9620.379.5018.6718.529.9715.9724.5515.9520.20d, Delay for Lane Group [s/veh] 0.540.530.110.390.390.090.190.620.190.22X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 3.833.290.082.051.920.320.171.530.160.27d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 17.1217.089.4316.6216.599.6515.8023.0215.7819.93d1, Uniform Delay [s] 532607630562588551525411535410c, Capacity [veh/h] 1639187011581788187010431709129617431296s, saturation flow rate [veh/h] 0.170.170.060.120.120.050.060.200.060.07(v / s)_i Volume / Saturation Flow Rate 0.320.320.470.310.310.470.310.310.310.31g / C, Green / Cycle 20202919192919191919g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.20 15.95 15.95 24.55 15.97 15.97 9.97 18.58 18.67 9.50 9.50 20.46 20.96 Movement LOS C B B C B B A B B A A C C d_A, Approach Delay [s/veh]17.99 22.15 17.74 19.51 Approach LOS B C B B d_I, Intersection Delay [s/veh]19.37 Intersection LOS B Intersection V/C 0.388 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 2.073 2.171 2.730 2.945 Crosswalk LOS B B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.873 2.144 1.970 2.113 Bicycle LOS A B A B ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.080Volume to Capacity (v/c): CLevel Of Service: 17.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 00012402846210001851120Total Analysis Volume [veh/h] 000310712520046280Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.80001.00000.42900.50000.66201.00001.0000.9220.8521.000Peak Hour Factor 000990122313900171950Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.0581.0291.0291.029Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000960122213500166920Base Volume Input [veh/h] Name Volumes Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.89d_I, Intersection Delay [s/veh] BBAAApproach LOS 13.7912.220.002.97d_A, Approach Delay [s/veh] 0.000.000.0022.560.0022.560.000.000.000.004.974.974.9795th-Percentile Queue Length [ft/ln] 0.000.000.000.900.000.900.000.000.000.000.200.200.2095th-Percentile Queue Length [veh/ln] ACBCAAAABMovement LOS 9.200.0018.3711.150.0016.960.000.000.000.000.007.8810.54d_M, Delay for Movement [s/veh] 0.000.000.000.150.000.080.000.000.000.000.000.090.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Future Background_Midday Weekday_Peak.pdf Scenario 7 Future Background Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 930 0 0 0 - 904 Total Volume 48 0 0 0 1.03 47 Right 402 0 0 0 1.03 391 Thru Westbound 414 0 0 0 1.03 402 Thru Eastbound 66 0 0 0 1.03 64 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1042 0 0 0 - 1014 Total Volume 11 0 0 0 1.03 11 Right 341 0 0 0 1.03 331 Thru 95 0 0 0 1.03 92 Left 1 0 0 0 1.03 1 U-T Westbound 33 0 0 0 1.03 32 Right 358 0 0 0 1.03 348 Thru 47 0 0 0 1.03 46 Left Eastbound 44 0 0 0 1.03 43 Right 5 0 0 0 1.03 5 Thru 13 0 0 0 1.03 13 Left Southbound 69 0 0 0 1.03 67 Right 11 0 0 0 1.03 11 Thru 14 0 0 0 1.03 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1415 0 0 0 - 1376 Total Volume 22 0 0 0 1.03 21 Right 298 0 0 0 1.03 290 Thru 79 0 0 0 1.03 77 Left 1 0 0 0 1.03 1 U-T Westbound 224 0 0 0 1.03 218 Right 283 0 0 0 1.03 275 Thru 79 0 0 0 1.03 77 Left 2 0 0 0 1.03 2 U-T Eastbound 39 0 0 0 1.03 38 Right 13 0 0 0 1.03 13 Thru 36 0 0 0 1.03 35 Left Southbound 125 0 0 0 1.03 121 Right 9 0 0 0 1.03 9 Thru 205 0 0 0 1.03 199 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 539 0 0 0 - 523 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 99 0 0 0 1.03 96 Right 12 0 0 0 1.03 12 Left Eastbound 23 0 0 0 1.03 22 Right 139 0 0 0 1.03 135 Thru Southbound 171 0 0 0 1.03 166 Thru 95 0 0 0 1.03 92 Left 0 0 0 0 1.03 0 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1411 0 0 0 - 1371 Total Volume 203 0 0 0 1.03 197 Right 349 0 0 0 1.03 339 Thru 36 0 0 0 1.03 35 Left 2 0 0 0 1.03 2 U-T Westbound 44 0 0 0 1.03 43 Right 356 0 0 0 1.03 346 Thru 38 0 0 0 1.03 37 Left Eastbound 37 0 0 0 1.03 36 Right 24 0 0 0 1.03 23 Thru 194 0 0 0 1.03 189 Left Southbound 34 0 0 0 1.03 33 Right 35 0 0 0 1.03 34 Thru 59 0 0 0 1.03 57 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 7: 7 Future Background Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Dwy @ W 78th St ...................................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St .............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Future Background_Midday Weekend_Peak.pdf Scenario 8 Future Background Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C21.00.048EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 D39.40.420SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.60.100SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 E39.60.052NB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D38.10.294SB LeftHCM 7th EditionSignalizedTarget Dwy @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.294Volume to Capacity (v/c): DLevel Of Service: 38.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 37449634214288133465164910720161Total Analysis Volume [veh/h] 911216153723311641227540Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6670.8530.7500.2500.8750.9040.6480.2500.78100.62500.70800.75000.70000.8970Peak Hour Factor 253834711872608615110358014144Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 243724611822538415010347814140Base Volume Input [veh/h] Name Volumes Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0199001990032125077170Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 200.23203.4640.79182.20113.5491.16230.45148.55302.14395.4195th-Percentile Queue Length [ft/ln] 8.018.141.637.294.543.659.225.9412.0915.8295th-Percentile Queue Length [veh/ln] 113.05115.3822.66101.2263.0850.65135.1382.53189.32262.5450th-Percentile Queue Length [ft/ln] 4.524.620.914.052.522.035.413.307.5710.5050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoYesCritical Lane Group BBABBAFFFFLane Group LOS 11.7211.707.3911.7810.838.44126.31128.77100.12118.30d, Delay for Lane Group [s/veh] 0.190.190.090.190.110.190.850.770.640.90X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.320.310.050.370.090.5818.0817.823.3215.04d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.4011.397.3311.4110.747.86108.23110.9596.80103.26d1, Uniform Delay [s] 12891324730112625227229563200178c, Capacity [veh/h] 18211870941158935609541638178116281781s, saturation flow rate [veh/h] 0.130.130.070.130.080.140.050.030.080.09(v / s)_i Volume / Saturation Flow Rate 0.710.710.760.710.710.760.060.040.120.10g / C, Green / Cycle 1641641751641641751482923g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]118.30 100.12 100.12 128.77 126.31 126.31 8.44 8.44 10.83 11.78 7.39 7.39 11.71 11.72 Movement LOS F F F F F F A A B B A A B B d_A, Approach Delay [s/veh]110.28 127.24 10.64 11.18 Approach LOS F F B B d_I, Intersection Delay [s/veh]38.07 Intersection LOS D Intersection V/C 0.294 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.242 2.229 2.851 2.607 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.035 1.774 1.977 2.013 Bicycle LOS B A A B ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.052Volume to Capacity (v/c): ELevel Of Service: 39.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 1644113512573304549824123850Total Analysis Volume [veh/h] 4110343148211122631212Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8760.8640.5000.69600.93400.72700.91700.87500.70800.88300.87500.5630Peak Hour Factor 113861176403083345717109728Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000000000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113751146392993244717106727Base Volume Input [veh/h] Name Volumes Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with EIntersection LOS 6.48d_I, Intersection Delay [s/veh] AACDApproach LOS 2.170.8823.8026.52d_A, Approach Delay [s/veh] 0.000.0011.9111.910.000.003.2030.3530.3530.3572.8872.8872.8895th-Percentile Queue Length [ft/ln] 0.000.000.480.480.000.000.131.211.211.212.922.922.9295th-Percentile Queue Length [veh/ln] AAABAAACDECEEMovement LOS 0.000.008.6212.120.000.008.4115.1934.8237.7120.4739.6539.30d_M, Delay for Movement [s/veh] 0.000.000.120.020.000.000.040.060.050.180.150.050.32V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.100Volume to Capacity (v/c): BLevel Of Service: 10.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 705074610710Total Analysis Volume [veh/h] 171271150180Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.61800.89800.95501.00000.76501.0000Peak Hour Factor 434554400540Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 000000Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 424424280520Base Volume Input [veh/h] Name Volumes Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.68d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.65d_A, Approach Delay [s/veh] 0.000.000.000.008.320.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.330.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.650.00d_M, Delay for Movement [s/veh] 0.000.010.000.000.100.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.420Volume to Capacity (v/c): DLevel Of Service: 39.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00001000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 00011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 2883993083736671014730296323753Total Analysis Volume [veh/h] 7210072992180377748913Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8860.9250.6430.8750.7780.9610.7941.0000.59000.64300.83000.53100.83300.7690Peak Hour Factor 255369197293525608719246173141Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 00000000000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 248359187283425408518239173040Base Volume Input [veh/h] Name Volumes Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300140Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.00.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 0133000133000107001070Split [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 030000300003000300Maximum Green [s] 010000100001000100Minimum Green [s] --------------Lead / Lag Auxiliary Signal Groups 06000200040080Signal Group PermiPermiPermiPermiPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 302.35336.9644.8032.32335.7790.10352.89654.89148.77131.4295th-Percentile Queue Length [ft/ln] 12.0913.481.791.2913.433.6014.1226.205.955.2695th-Percentile Queue Length [veh/ln] 189.48216.3524.8917.96215.4250.05228.84475.9982.6573.0150th-Percentile Queue Length [ft/ln] 7.588.651.000.728.622.009.1519.043.312.9250th-Percentile Queue Length [veh/ln] YesNoNoNoNoNoNoYesNoNoCritical Lane Group BBCBBCEFEFLane Group LOS 16.0915.9621.0612.7215.9422.9372.1397.8366.5785.87d, Delay for Lane Group [s/veh] 0.290.290.060.030.290.150.400.870.150.22X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.680.580.200.060.570.660.597.140.140.45d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.110.110.11k, delay calibration 15.4215.3820.8612.6615.3722.2771.5490.6966.4385.41d1, Uniform Delay [s] 1096127061010791270475442341468241c, Capacity [veh/h] 16141870982158918707551631133217291207s, saturation flow rate [veh/h] 0.200.200.040.020.200.090.110.220.040.04(v / s)_i Volume / Saturation Flow Rate 0.680.680.680.680.680.680.270.270.270.27g / C, Green / Cycle 16316316316316316365656565g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]85.87 66.57 66.57 97.83 72.13 72.13 22.93 22.93 15.94 12.72 21.06 21.06 15.97 16.09 Movement LOS F E E F E E C C B B C C B B d_A, Approach Delay [s/veh]74.96 88.21 16.74 16.29 Approach LOS E F B B d_I, Intersection Delay [s/veh]39.36 Intersection LOS D Intersection V/C 0.420 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.112 2.370 2.850 2.998 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.761 2.340 2.225 2.151 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.048Volume to Capacity (v/c): CLevel Of Service: 21.0Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001360123230400227140Total Analysis Volume [veh/h] 0003403876005735Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.78001.00000.75000.53100.71601.00001.00000.88600.8310Peak Hour Factor 000106091721800201116Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000000000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.05881.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 000103091721200195113Base Volume Input [veh/h] Name Volumes Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.51d_I, Intersection Delay [s/veh] CBAAApproach LOS 16.9812.510.003.09d_A, Approach Delay [s/veh] 0.000.000.0022.840.0022.840.000.000.000.006.326.3295th-Percentile Queue Length [ft/ln] 0.000.000.000.910.000.910.000.000.000.000.250.2595th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.430.0024.5311.760.0021.020.000.000.000.000.008.11d_M, Delay for Movement [s/veh] 0.000.000.000.190.000.050.000.000.000.000.000.11V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Future Background_Midday Weekend_Peak.pdf Scenario 8 Future Background Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 992 0 0 0 - 964 Total Volume 43 0 0 0 1.03 42 Right 455 0 0 0 1.03 442 Thru Westbound 440 0 0 0 1.03 428 Thru Eastbound 54 0 0 0 1.03 52 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1114 0 0 0 - 1084 Total Volume 11 0 0 0 1.03 11 Right 386 0 0 0 1.03 375 Thru 117 0 0 0 1.03 114 Left 6 0 0 0 1.03 6 U-T Westbound 40 0 0 0 1.03 39 Right 308 0 0 0 1.03 299 Thru 33 0 0 0 1.03 32 Left Eastbound 45 0 0 0 1.03 44 Right 7 0 0 0 1.03 7 Thru 17 0 0 0 1.03 17 Left Southbound 109 0 0 0 1.03 106 Right 7 0 0 0 1.03 7 Thru 28 0 0 0 1.03 27 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1324 0 0 0 - 1289 Total Volume 25 0 0 0 1.03 24 Right 383 0 0 0 1.03 372 Thru 47 0 0 0 1.03 46 Left 1 0 0 0 1.03 1 U-T Westbound 187 0 0 0 1.03 182 Right 260 0 0 0 1.03 253 Thru 86 0 0 0 1.03 84 Left 1 0 0 0 1.03 1 U-T Eastbound 51 0 0 0 1.03 50 Right 10 0 0 0 1.03 10 Thru 35 0 0 0 1.03 34 Left Southbound 80 0 0 0 1.03 78 Right 14 0 0 0 1.03 14 Thru 144 0 0 0 1.03 140 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Dwy @ W 78th St1 Volume TypeIntersection NameID Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 667 0 0 0 - 649 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 106 0 0 0 1.03 103 Right 9 0 0 0 1.03 9 Left Eastbound 17 0 0 0 1.03 17 Right 218 0 0 0 1.03 212 Thru Southbound 201 0 0 0 1.03 195 Thru 116 0 0 0 1.03 113 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1528 0 0 0 - 1485 Total Volume 255 0 0 0 1.03 248 Right 369 0 0 0 1.03 359 Thru 19 0 0 0 1.03 18 Left 7 0 0 0 1.03 7 U-T Westbound 29 0 0 0 1.03 28 Right 352 0 0 0 1.03 342 Thru 56 0 0 0 1.03 54 Left 0 0 0 0 1.03 0 U-T Eastbound 87 0 0 0 1.03 85 Right 19 0 0 0 1.03 18 Thru 246 0 0 0 1.03 239 Left Southbound 17 0 0 0 1.03 17 Right 31 0 0 0 1.03 30 Thru 41 0 0 0 1.03 40 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 8: 8 Future Background Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ...........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_AM_Peak.pdf Scenario 9 Total Future AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. B13.40.071EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B16.50.299SB LeftHCM 7th EditionSignalized Kerber Blvd @ W 78th St4 A9.50.044SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 C16.40.012SB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B11.80.140NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.140Volume to Capacity (v/c): BLevel Of Service: 11.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 34153226522811342113425137Total Analysis Volume [veh/h] 83861657281509609Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.56300.93400.66700.7190.8780.6900.5000.75001.00000.66700.79201.00000.6670Peak Hour Factor 1914315472007821612320125Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0-5702100007000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0200270710010Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 18142846172692901619024Base Volume Input [veh/h] Name Volumes Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 02600260003400340Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 39.2439.946.8327.4747.1542.8617.500.0920.830.1095th-Percentile Queue Length [ft/ln] 1.571.600.271.101.891.710.700.000.830.0095th-Percentile Queue Length [veh/ln] 21.8022.193.8015.2626.1923.819.720.0511.570.0650th-Percentile Queue Length [ft/ln] 0.870.890.150.611.050.950.390.000.460.0050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesYesNoCritical Lane Group BBABBACACALane Group LOS 12.1312.078.3111.9312.159.2333.580.0033.980.00d, Delay for Lane Group [s/veh] 0.120.110.030.090.140.160.230.020.280.02X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.310.280.020.260.190.491.250.001.570.00d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.8111.798.2911.6711.968.7432.330.0032.410.00d1, Uniform Delay [s] 7778276537031575718941780941780c, Capacity [veh/h] 1756187010861589356011961600178115991781s, saturation flow rate [veh/h] 0.050.050.020.040.060.100.010.020.020.02(v / s)_i Volume / Saturation Flow Rate 0.440.440.530.440.440.530.061.000.061.00g / C, Green / Cycle 323238323238472472g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.00 33.98 33.98 0.00 33.58 33.58 9.23 9.23 12.15 11.93 8.31 12.09 12.13 Movement LOS A C C A C C A A B B A B B d_A, Approach Delay [s/veh]14.03 13.19 11.28 11.70 Approach LOS B B B B d_I, Intersection Delay [s/veh]11.78 Intersection LOS B Intersection V/C 0.140 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 1.994 2.075 2.622 2.387 Crosswalk LOS A B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 1.664 1.652 1.805 1.732 Bicycle LOS A A A A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.012Volume to Capacity (v/c): CLevel Of Service: 16.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 2026762428224212441829420Total Analysis Volume [veh/h] 5671617565615715Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.7500.6790.6430.7500.57100.81600.81300.75000.75000.50000.82100.25000.7500Peak Hour Factor 151814031618317183924115Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 41300052402000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 5000002205000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 61633931617313123223115Base Volume Input [veh/h] Name Volumes Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 2.66d_I, Intersection Delay [s/veh] AABBApproach LOS 1.500.6112.6212.31d_A, Approach Delay [s/veh] 0.000.004.154.150.000.001.267.277.277.278.038.038.0395th-Percentile Queue Length [ft/ln] 0.000.000.170.170.000.000.050.290.290.290.320.320.3295th-Percentile Queue Length [veh/ln] AAAAAAAACCACCMovement LOS 0.000.007.919.870.000.007.889.7816.3915.579.7116.3715.28d_M, Delay for Movement [s/veh] 0.000.000.050.010.000.000.020.030.010.050.030.010.05V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.044Volume to Capacity (v/c): ALevel Of Service: 9.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 7028125103717Total Analysis Volume [veh/h] 177063094Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.83300.69700.89001.00000.81301.0000Peak Hour Factor 5819622303017Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 17-1390170Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 20550017Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 201982030130Base Volume Input [veh/h] Name Volumes Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with AIntersection LOS 0.55d_I, Intersection Delay [s/veh] AAAApproach LOS 0.000.009.50d_A, Approach Delay [s/veh] 0.000.000.000.003.460.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.140.0095th-Percentile Queue Length [veh/ln] AAAAMovement LOS 0.000.000.000.009.500.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.040.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.299Volume to Capacity (v/c): BLevel Of Service: 16.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 9829634438229253624247201226Total Analysis Volume [veh/h] 257491105769662536Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8650.7300.8750.2500.80600.88600.83300.47200.62500.82500.55000.83300.5830Peak Hour Factor 8521630131203211715204111015Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 09000210000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 024001210000001Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 8317829129156201715198111014Base Volume Input [veh/h] Name Volumes Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 83.2987.369.9055.8056.857.1528.26152.2414.8013.3895th-Percentile Queue Length [ft/ln] 3.333.490.402.232.270.291.136.090.590.5495th-Percentile Queue Length [veh/ln] 46.2748.545.5031.0031.583.9715.7084.588.227.4350th-Percentile Queue Length [ft/ln] 1.851.940.221.241.260.160.633.380.330.3050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group BBABBABCBCLane Group LOS 14.2314.067.6513.7013.627.7717.6124.8917.2520.34d, Delay for Lane Group [s/veh] 0.290.280.050.200.190.040.140.600.070.07X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.100.970.030.660.610.100.141.450.070.07d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 13.1313.097.6313.0413.017.6717.4723.4517.1820.27d1, Uniform Delay [s] 663723761669703682444408442384c, Capacity [veh/h] 1715187012471779187011331691137716841342s, saturation flow rate [veh/h] 0.110.110.030.070.070.020.040.180.020.02(v / s)_i Volume / Saturation Flow Rate 0.390.390.510.380.380.510.260.260.260.26g / C, Green / Cycle 24243223233216161616g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.34 17.25 17.25 24.89 17.61 17.61 7.77 13.65 13.70 7.65 7.65 14.11 14.23 Movement LOS C B B C B B A B B A A B B d_A, Approach Delay [s/veh]18.63 23.47 13.16 13.57 Approach LOS B C B B d_I, Intersection Delay [s/veh]16.52 Intersection LOS B Intersection V/C 0.299 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 1.995 2.081 2.578 2.837 Crosswalk LOS A B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.655 2.066 1.801 1.913 Bicycle LOS A B A A ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.071Volume to Capacity (v/c): BLevel Of Service: 13.4Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 00048034522470094514Total Analysis Volume [veh/h] 000120913620024131Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.68801.00000.50000.50000.81301.00001.0000.8480.5830.250Peak Hour Factor 00033017262010080301Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 000100010-1000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 000001112000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.0581.0291.0291.029Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000220642050078291Base Volume Input [veh/h] Name Volumes Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 2.66d_I, Intersection Delay [s/veh] BBAAApproach LOS 11.0211.760.002.98d_A, Approach Delay [s/veh] 0.000.000.0011.480.0011.480.000.000.000.002.362.362.3695th-Percentile Queue Length [ft/ln] 0.000.000.000.460.000.460.000.000.000.000.090.090.0995th-Percentile Queue Length [veh/ln] ABBBAAAABMovement LOS 8.740.0013.3010.600.0013.400.000.000.000.000.007.9210.27d_M, Delay for Movement [s/veh] 0.000.000.000.060.000.070.000.000.000.000.000.040.01V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_AM_Peak.pdf Scenario 9 Total Future AM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 859 0 77 0 - 761 Total Volume 85 0 0 0 1.03 83 Right 216 0 33 0 1.03 178 Thru 30 0 0 0 1.03 29 Left 1 0 0 0 1.03 1 U-T Westbound 31 0 1 0 1.03 29 Right 203 0 42 0 1.03 156 Thru 21 0 0 0 1.03 20 Left Eastbound 17 0 0 0 1.03 17 Right 15 0 0 0 1.03 15 Thru 204 0 0 0 1.03 198 Left Southbound 11 0 0 0 1.03 11 Right 10 0 0 0 1.03 10 Thru 15 0 1 0 1.03 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 507 0 60 0 - 434 Total Volume 58 0 37 0 1.03 20 Right 196 0 -8 0 1.03 198 Thru Westbound 223 0 14 0 1.03 203 Thru Eastbound 30 0 17 0 1.03 13 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 525 0 44 0 - 469 Total Volume 15 0 9 0 1.03 6 Right 181 0 13 0 1.03 163 Thru 40 0 0 0 1.03 39 Left 3 0 0 0 1.03 3 U-T Westbound 16 0 0 0 1.03 16 Right 183 0 5 0 1.03 173 Thru 17 0 4 0 1.03 13 Left Eastbound 18 0 6 0 1.03 12 Right 3 0 0 0 1.03 3 Thru 9 0 7 0 1.03 2 Left Southbound 24 0 0 0 1.03 23 Right 1 0 0 0 1.03 1 Thru 15 0 0 0 1.03 15 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 590 0 50 0 - 525 Total Volume 19 0 0 0 1.03 18 Right 143 0 -3 0 1.03 142 Thru 15 0 7 0 1.03 8 Left Westbound 47 0 0 0 1.03 46 Right 200 0 23 0 1.03 172 Thru 78 0 7 0 1.03 69 Left 2 0 0 0 1.03 2 U-T Eastbound 16 0 7 0 1.03 9 Right 1 0 1 0 1.03 0 Thru 23 0 7 0 1.03 16 Left Southbound 20 0 0 0 1.03 19 Right 1 0 1 0 1.03 0 Thru 25 0 0 0 1.03 24 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 388 0 33 0 - 345 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 33 0 10 0 1.03 22 Right 17 0 11 0 1.03 6 Left Eastbound 26 0 22 0 1.03 4 Right 201 0 -10 0 1.03 205 Thru Southbound 80 0 0 0 1.03 78 Thru 30 0 0 0 1.03 29 Left 1 0 0 0 1.03 1 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 9: 9 Total Future AM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_PM_Peak.pdf Scenario 10 Total Future PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C20.20.155EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 C33.70.421SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.90.128SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 F50.60.312SB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D39.70.321SB LeftHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.321Volume to Capacity (v/c): DLevel Of Service: 39.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 0011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 164585122737610748113518713198Total Analysis Volume [veh/h] 41151357942712031322349Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.87500.96000.97700.7180.8520.8330.2500.81900.83300.65000.72600.83300.9110Peak Hour Factor 14440501633208916611336311180Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0-4601700006000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0200260510010Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 14430431582938115910266110175Base Volume Input [veh/h] Name Volumes Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300200Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.03.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 019901990032125077170Split [s] 0.02.02.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.04.04.00.00.04.04.00.04.04.0Amber [s] 030300303000303003030Maximum Green [s] 01050105001050105Minimum Green [s] --Lead--Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 0610250047083Signal Group PermissPermissProtPerPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 214.44215.9235.31211.15170.1482.89258.71154.32236.91468.4095th-Percentile Queue Length [ft/ln] 8.588.641.418.456.813.3210.356.179.4818.7495th-Percentile Queue Length [veh/ln] 123.36124.4519.61120.9694.5246.05156.2285.74139.92321.3950th-Percentile Queue Length [ft/ln] 4.934.980.784.843.781.846.253.435.6012.8650th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBABBBFFFFLane Group LOS 14.0814.079.2514.3613.4810.13124.98128.3890.19115.48d, Delay for Lane Group [s/veh] 0.190.190.080.210.160.160.870.780.410.92X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.330.330.050.440.140.4817.7817.591.0914.64d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 13.7413.749.1913.9213.349.65107.20110.7889.10100.85d1, Uniform Delay [s] 125412696411080241970010966245215c, Capacity [veh/h] 18481870867158935609661623178116211781s, saturation flow rate [veh/h] 0.130.130.060.140.110.110.060.030.060.11(v / s)_i Volume / Saturation Flow Rate 0.680.680.730.680.680.730.070.040.150.12g / C, Green / Cycle 1571571681581581681683528g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]115.48 90.19 90.19 128.38 124.98 124.98 10.13 10.13 13.48 14.36 9.25 14.07 14.08 Movement LOS F F F F F F B B B B A B B d_A, Approach Delay [s/veh]107.00 126.17 13.24 13.60 Approach LOS F F B B d_I, Intersection Delay [s/veh]39.70 Intersection LOS D Intersection V/C 0.321 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.226 2.185 2.842 2.547 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.051 1.799 2.060 1.993 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.312Volume to Capacity (v/c): FLevel Of Service: 50.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 464431344534016068163890837Total Analysis Volume [veh/h] 111113411310015174102329Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6560.9620.7810.5000.69200.79900.63500.90000.68800.67900.83000.62500.7220Peak Hour Factor 304261052373203861112675527Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 41000042302000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 4000002204000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 214041022363073354111973526Base Volume Input [veh/h] Name Volumes Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with FIntersection LOS 7.27d_I, Intersection Delay [s/veh] AAEDApproach LOS 1.951.0036.5829.40d_A, Approach Delay [s/veh] 0.000.0011.0911.090.000.004.4569.3369.3369.3361.7561.7561.7595th-Percentile Queue Length [ft/ln] 0.000.000.440.440.000.000.182.772.772.772.472.472.4795th-Percentile Queue Length [veh/ln] AAABAAADEFCEEMovement LOS 0.000.008.7612.500.000.008.5625.8149.0150.6221.1444.3246.24d_M, Delay for Movement [s/veh] 0.000.000.120.010.000.000.060.090.120.310.120.060.31V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.128Volume to Capacity (v/c): BLevel Of Service: 10.9Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 7153249808915Total Analysis Volume [veh/h] 181331240224Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.91700.90100.89001.00000.77901.0000Peak Hour Factor 6547944306915Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 15-1170140Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 16440015Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 334724200530Base Volume Input [veh/h] Name Volumes Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.82d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.94d_A, Approach Delay [s/veh] 0.000.000.000.0010.960.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.440.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.940.00d_M, Delay for Movement [s/veh] 0.000.010.000.000.130.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.421Volume to Capacity (v/c): CLevel Of Service: 33.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0001000000000No. of Lanes in Exit Pocket 100.00100.00125.00125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 0011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 31747629394555147529230415754Total Analysis Volume [veh/h] 7911971011413119758101414Total 15-Minute Volume [veh/h] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.96800.96300.92900.7500.8480.7500.2500.73600.67900.97800.75000.76800.8650Peak Hour Factor 30745827293863815520225314447Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 07001900000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 019011800000001Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.02901.02901.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 29842026273393715319219304345Base Volume Input [veh/h] Name Volumes Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000100002300140Pedestrian Clearance [s] 0500500050050Walk [s] 0.03.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 013300133000107001070Split [s] 0.02.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 03000300003000300Maximum Green [s] 01000100001000100Minimum Green [s] -------------Lead / Lag Auxiliary Signal Groups 0600200040080Signal Group PermissPermissPermissPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 319.04355.9032.6130.40384.4364.42228.24529.88216.50132.2995th-Percentile Queue Length [ft/ln] 12.7614.241.301.2215.382.589.1321.208.665.2995th-Percentile Queue Length [veh/ln] 202.39231.2118.1216.89253.7935.79133.50371.77124.8773.4950th-Percentile Queue Length [ft/ln] 8.109.250.720.6810.151.435.3414.874.992.9450th-Percentile Queue Length [veh/ln] NoNoNoNoYesNoNoYesNoNoCritical Lane Group BBBBBBEFEFLane Group LOS 13.8013.6919.3010.4014.0419.8974.29103.3373.7284.24d, Delay for Lane Group [s/veh] 0.320.320.050.030.340.120.260.840.230.20X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.730.630.160.060.710.550.346.970.280.38d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.110.110.11k, delay calibration 13.0613.0519.1410.3513.3419.3373.9496.3673.4483.86d1, Uniform Delay [s] 1153132857811281328451398273418264c, Capacity [veh/h] 16241870903158918706841659129717411290s, saturation flow rate [veh/h] 0.230.230.030.020.240.080.060.180.060.04(v / s)_i Volume / Saturation Flow Rate 0.710.710.710.710.710.710.240.240.240.24g / C, Green / Cycle 17017017017017017058585858g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]84.24 73.72 73.72 103.33 74.29 74.29 19.89 19.89 14.04 10.40 19.30 13.70 13.80 Movement LOS F E E F E E B B B B B B B d_A, Approach Delay [s/veh]77.46 94.29 14.37 13.93 Approach LOS E F B B d_I, Intersection Delay [s/veh]33.72 Intersection LOS C Intersection V/C 0.421 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.109 2.311 2.842 2.882 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.810 2.111 2.381 2.238 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.155Volume to Capacity (v/c): CLevel Of Service: 20.2Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001420469017200296115Total Analysis Volume [veh/h] 000350112343007429Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.79701.00000.71900.43200.93801.00001.00000.87800.9380Peak Hour Factor 0001130333916100260108Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 0008009-90000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 0000091000000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.05881.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 0001020231916500253105Base Volume Input [veh/h] Name Volumes Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 4.18d_I, Intersection Delay [s/veh] CBAAApproach LOS 15.6214.310.002.21d_A, Approach Delay [s/veh] 0.000.000.0035.540.0035.540.000.000.000.005.115.1195th-Percentile Queue Length [ft/ln] 0.000.000.001.420.001.420.000.000.000.000.200.2095th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.840.0021.4012.410.0020.190.000.000.000.000.007.90d_M, Delay for Movement [s/veh] 0.000.000.000.170.000.160.000.000.000.000.000.09V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_PM_Peak.pdf Scenario 10 Total Future PM PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 1668 0 65 0 - 1557 Total Volume 307 0 0 0 1.03 298 Right 458 0 26 0 1.03 420 Thru 27 0 0 0 1.03 26 Left Westbound 29 0 1 0 1.03 27 Right 386 0 37 0 1.03 339 Thru 38 0 0 0 1.03 37 Left 1 0 0 0 1.03 1 U-T Eastbound 55 0 0 0 1.03 53 Right 20 0 0 0 1.03 19 Thru 225 0 0 0 1.03 219 Left Southbound 31 0 0 0 1.03 30 Right 44 0 0 0 1.03 43 Thru 47 0 1 0 1.03 45 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID 1056 0 49 0 - 978 Total Volume 65 0 31 0 1.03 33 Right 479 0 -7 0 1.03 472 Thru Westbound 443 0 11 0 1.03 420 Thru Eastbound 69 0 14 0 1.03 53 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1163 0 37 0 - 1093 Total Volume 30 0 8 0 1.03 21 Right 426 0 10 0 1.03 404 Thru 105 0 0 0 1.03 102 Left 2 0 0 0 1.03 2 U-T Westbound 37 0 0 0 1.03 36 Right 320 0 4 0 1.03 307 Thru 38 0 4 0 1.03 33 Left Eastbound 61 0 5 0 1.03 54 Right 11 0 0 0 1.03 11 Thru 26 0 6 0 1.03 19 Left Southbound 75 0 0 0 1.03 73 Right 5 0 0 0 1.03 5 Thru 27 0 0 0 1.03 26 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1441 0 42 0 - 1361 Total Volume 14 0 0 0 1.03 14 Right 440 0 -2 0 1.03 430 Thru 50 0 6 0 1.03 43 Left Westbound 163 0 0 0 1.03 158 Right 320 0 19 0 1.03 293 Thru 89 0 6 0 1.03 81 Left 1 0 0 0 1.03 1 U-T Eastbound 66 0 5 0 1.03 59 Right 11 0 1 0 1.03 10 Thru 33 0 6 0 1.03 26 Left Southbound 63 0 0 0 1.03 61 Right 11 0 1 0 1.03 10 Thru 180 0 0 0 1.03 175 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 714 0 27 0 - 667 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 113 0 8 0 1.03 102 Right 33 0 9 0 1.03 23 Left Eastbound 39 0 19 0 1.03 19 Right 161 0 -9 0 1.03 165 Thru Southbound 260 0 0 0 1.03 253 Thru 108 0 0 0 1.03 105 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID Scenario 10: 10 Total Future PM PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Entrance @ W 78th St ..........................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St ............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_Midday Weekday_Peak.pdf Scenario 11 Total Future Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C17.60.115EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 B19.50.392SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.80.148SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 D33.80.154NB LeftHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 B16.80.422NB RightHCM 7th EditionSignalizedTarget Entrance @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.422Volume to Capacity (v/c): BLevel Of Service: 16.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Entrance @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 38342914288331102457245815713214Total Analysis Volume [veh/h] 98623172832511461439354Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.5830.8730.8640.2500.7790.8590.8150.5000.73100.54200.62500.79600.75000.9570Peak Hour Factor 2229979122428483242133612510205Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 01000140300010Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 212907712182757723813351219199Base Volume Input [veh/h] Name Volumes Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 026000260003400340Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 101.27103.5040.88177.1284.3749.4957.910.16139.200.6695th-Percentile Queue Length [ft/ln] 4.054.141.647.083.371.982.320.015.570.0395th-Percentile Queue Length [veh/ln] 56.2657.5022.7198.4046.8727.5032.170.0977.330.3750th-Percentile Queue Length [ft/ln] 2.252.300.913.941.871.101.290.003.090.0150th-Percentile Queue Length [veh/ln] NoNoYesYesNoNoYesNoNoYesCritical Lane Group BBBCBBCADALane Group LOS 17.2817.2112.0520.7416.4712.8829.180.0135.850.03d, Delay for Lane Group [s/veh] 0.280.280.220.500.250.210.360.030.780.12X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 1.081.030.263.020.470.970.950.015.820.03d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 16.2016.1811.7917.7316.0011.9128.230.0030.030.00d1, Uniform Delay [s] 659683428580130050022717802191780c, Capacity [veh/h] 180518708041589356010031663178116081781s, saturation flow rate [veh/h] 0.100.100.120.180.090.110.050.030.110.12(v / s)_i Volume / Saturation Flow Rate 0.370.370.450.370.370.450.141.000.141.00g / C, Green / Cycle 26263226263210721072g_i, Effective Green Time [s] 4.004.000.004.004.000.004.000.024.000.02l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.000.056.000.05L, Total Lost Time per Cycle [s] 72727272727272727272C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]0.03 35.85 35.85 0.01 29.18 29.18 12.88 12.88 16.47 20.74 12.05 12.05 17.24 17.28 Movement LOS A D D A C C B B B C B B B B d_A, Approach Delay [s/veh]15.89 17.01 17.64 16.20 Approach LOS B B B B d_I, Intersection Delay [s/veh]16.80 Intersection LOS B Intersection V/C 0.422 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]27.56 27.56 27.56 27.56 I_p,int, Pedestrian LOS Score for Intersection 2.239 2.085 2.720 2.542 Crosswalk LOS B B B B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]778 778 556 556 d_b, Bicycle Delay [s]13.44 13.44 18.78 18.78 I_b,int, Bicycle LOS Score for Intersection 2.193 1.789 2.074 1.948 Bicycle LOS B A B A ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.154Volume to Capacity (v/c): DLevel Of Service: 33.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0100.00100.00125.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 2040010944539158541220741624Total Analysis Volume [veh/h] 510027111981514351946Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8530.8750.2500.72700.91600.82100.82700.41700.81300.93100.68800.5830Peak Hour Factor 14341951333584845516691114Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 3000001103000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 11331921323484643513671114Base Volume Input [veh/h] Name Volumes Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with DIntersection LOS 4.68d_I, Intersection Delay [s/veh] AACCApproach LOS 1.850.9820.9721.66d_A, Approach Delay [s/veh] 0.000.008.758.750.000.004.0327.6327.6327.6337.7237.7237.7295th-Percentile Queue Length [ft/ln] 0.000.000.350.350.000.000.161.111.111.111.511.511.5195th-Percentile Queue Length [veh/ln] AAABAAABDDCDDMovement LOS 0.000.008.6012.040.000.008.3413.9032.0433.4015.2932.9833.78d_M, Delay for Movement [s/veh] 0.000.000.100.010.000.000.050.070.080.130.090.100.15V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.148Volume to Capacity (v/c): BLevel Of Service: 10.8Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.0049.210.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 8046848201079Total Analysis Volume [veh/h] 201171200272Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.73400.86500.86601.00000.61501.0000Peak Hour Factor 594054170669Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 1133009Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 473914020640Base Volume Input [veh/h] Name Volumes Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 1.02d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.84d_A, Approach Delay [s/veh] 0.000.000.000.0012.930.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.520.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.840.00d_M, Delay for Movement [s/veh] 0.000.000.000.000.150.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.392Volume to Capacity (v/c): BLevel Of Service: 19.5Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.0049.210.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00130.00100.00100.00150.00100.00100.00100.00Entry Pocket Length [ft] 0001101001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 0000000000000Local Bus Stopping Rate [/h] 0000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 22739365459403495346255415893Total Analysis Volume [veh/h] 57981611510112131164101423Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8950.9210.5500.5000.76800.91100.77100.69200.52300.76200.82500.60700.6480Peak Hour Factor 20336236245367383724194343560Total Hourly Volume [veh/h] 0000000000000Right Turn on Red Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 013001110000001Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 19733935243346373623189333457Base Volume Input [veh/h] Name Volumes Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 01000010002100170Pedestrian Clearance [s] 0500050050050Walk [s] 0.03.03.00.00.03.03.00.03.00.00.03.00.0Vehicle Extension [s] 02190021903000300Split [s] 0.02.02.00.00.02.02.00.02.00.00.02.00.0All red [s] 0.04.04.00.00.04.04.00.04.00.00.04.00.0Amber [s] 0303000303003000300Maximum Green [s] 01050010501000100Minimum Green [s] --Lead---Lead------Lead / Lag Auxiliary Signal Groups 0610025040080Signal Group PermiPermiProtPPermiPermissPermissProtPerPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 60Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 166.35183.0420.95119.59122.9116.5043.90156.6043.8248.4395th-Percentile Queue Length [ft/ln] 6.657.320.844.784.920.661.766.261.751.9495th-Percentile Queue Length [veh/ln] 92.42101.6911.6466.4468.289.1724.3987.0024.3526.9150th-Percentile Queue Length [ft/ln] 3.704.070.472.662.730.370.983.480.971.0850th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesNoYesNoNoCritical Lane Group CCABBBBCBCLane Group LOS 21.1920.609.5218.8418.6910.0115.9724.5515.9520.24d, Delay for Lane Group [s/veh] 0.550.540.110.400.400.090.190.620.190.23X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 3.993.440.082.152.020.330.171.530.160.28d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 17.2017.169.4516.6916.679.6915.8023.0215.7819.97d1, Uniform Delay [s] 533607624562588545525411535410c, Capacity [veh/h] 1644187011501788187010351709129617431296s, saturation flow rate [veh/h] 0.180.180.060.130.130.050.060.200.060.07(v / s)_i Volume / Saturation Flow Rate 0.320.320.470.310.310.470.310.310.310.31g / C, Green / Cycle 20202919192919191919g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 62626262626262626262C, Cycle Length [s] CCLCCLCLCLLane Group Lane Group Calculations Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]20.24 15.95 15.95 24.55 15.97 15.97 10.01 18.76 18.84 9.52 9.52 20.70 21.19 Movement LOS C B B C B B B B B A A C C d_A, Approach Delay [s/veh]18.03 22.15 17.93 19.74 Approach LOS B C B B d_I, Intersection Delay [s/veh]19.51 Intersection LOS B Intersection V/C 0.392 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]22.65 22.65 22.65 22.65 I_p,int, Pedestrian LOS Score for Intersection 2.074 2.171 2.738 2.950 Crosswalk LOS B B B C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]774 774 484 484 d_b, Bicycle Delay [s]11.65 11.65 17.81 17.81 I_b,int, Bicycle LOS Score for Intersection 1.876 2.144 1.981 2.125 Bicycle LOS A B A B ----------------Ring 4 ----------------Ring 3 ------------8-65Ring 2 ------------4-21Ring 1 Sequence Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.115Volume to Capacity (v/c): CLevel Of Service: 17.6Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.0100.0100.0100.0Entry Pocket Length [ft] 0000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftU-tuTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 00012404058210001851120Total Analysis Volume [veh/h] 0003101015520046280Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Other Adjustment Factor 1.00001.00001.00000.80001.00000.42900.50000.66201.00001.0000.9220.8521.000Peak Hour Factor 000990172913900171950Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 0000056000000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.0581.0291.0291.029Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.0001.0001.0001.000Base Volume Adjustment Factor 000960122213500166920Base Volume Input [veh/h] Name Volumes Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 4.17d_I, Intersection Delay [s/veh] BBAAApproach LOS 13.8613.120.002.98d_A, Approach Delay [s/veh] 0.000.000.0027.270.0027.270.000.000.000.004.974.974.9795th-Percentile Queue Length [ft/ln] 0.000.000.001.090.001.090.000.000.000.000.200.200.2095th-Percentile Queue Length [veh/ln] ACBCAAAABMovement LOS 9.200.0018.5311.690.0017.580.000.000.000.000.007.9110.64d_M, Delay for Movement [s/veh] 0.000.000.000.160.000.120.000.000.000.000.000.090.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_Midday Weekday_Peak.pdf Scenario 11 Total Future Mid-day Weekday PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 947 0 17 0 - 904 Total Volume 59 0 11 0 1.03 47 Right 405 0 3 0 1.03 391 Thru Westbound 417 0 3 0 1.03 402 Thru Eastbound 66 0 0 0 1.03 64 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1050 0 8 0 - 1014 Total Volume 14 0 3 0 1.03 11 Right 341 0 0 0 1.03 331 Thru 95 0 0 0 1.03 92 Left 1 0 0 0 1.03 1 U-T Westbound 33 0 0 0 1.03 32 Right 358 0 0 0 1.03 348 Thru 48 0 1 0 1.03 46 Left Eastbound 45 0 1 0 1.03 43 Right 5 0 0 0 1.03 5 Thru 16 0 3 0 1.03 13 Left Southbound 69 0 0 0 1.03 67 Right 11 0 0 0 1.03 11 Thru 14 0 0 0 1.03 14 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1425 0 10 0 - 1376 Total Volume 22 0 0 0 1.03 21 Right 299 0 1 0 1.03 290 Thru 79 0 0 0 1.03 77 Left 1 0 0 0 1.03 1 U-T Westbound 224 0 0 0 1.03 218 Right 284 0 1 0 1.03 275 Thru 83 0 4 0 1.03 77 Left 2 0 0 0 1.03 2 U-T Eastbound 42 0 3 0 1.03 38 Right 13 0 0 0 1.03 13 Thru 36 0 0 0 1.03 35 Left Southbound 125 0 0 0 1.03 121 Right 10 0 1 0 1.03 9 Thru 205 0 0 0 1.03 199 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Entrance @ W 78th St1 Volume TypeIntersection NameID Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 550 0 11 0 - 523 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 99 0 0 0 1.03 96 Right 17 0 5 0 1.03 12 Left Eastbound 29 0 6 0 1.03 22 Right 139 0 0 0 1.03 135 Thru Southbound 171 0 0 0 1.03 166 Thru 95 0 0 0 1.03 92 Left 0 0 0 0 1.03 0 U-T Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1437 0 26 0 - 1371 Total Volume 203 0 0 0 1.03 197 Right 362 0 13 0 1.03 339 Thru 36 0 0 0 1.03 35 Left 2 0 0 0 1.03 2 U-T Westbound 45 0 1 0 1.03 43 Right 367 0 11 0 1.03 346 Thru 38 0 0 0 1.03 37 Left Eastbound 37 0 0 0 1.03 36 Right 24 0 0 0 1.03 23 Thru 194 0 0 0 1.03 189 Left Southbound 34 0 0 0 1.03 33 Right 35 0 0 0 1.03 34 Thru 60 0 1 0 1.03 57 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 11: 11 Total Future Mid-day Weekday PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Table of Contents Intersection Analysis Summary ...........................................................................................................................................................2 Intersection Level Of Service Report .................................................................................................................................................3 Intersection 1: Target Dwy @ W 78th St ...................................................................................................................3 Intersection 2: Fedx/Target Dwy @ W 78th St ........................................................................................................8 Intersection 3: Lunds & Byerly's Dwy @ W 78th St .............................................................................................10 Intersection 4: Kerber Blvd @ W 78th St ................................................................................................................12 Intersection 5: Lunds and Byerly's @ Kerber Blvd ...............................................................................................17 Turning Movement Volume: Detail ................................................................................................................................................19 Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Intersection Analysis Summary 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_Midday Weekend_Peak.pdf Scenario 12 Total Future Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) delay value. For all other control types, they are taken for the whole intersection. C21.30.064EB LeftHCM 7th EditionTwo-way stopLunds and Byerly's @ Kerber Blvd5 D39.20.422SB LeftHCM 7th EditionSignalizedKerber Blvd @ W 78th St4 B10.70.101SB RightHCM 7th EditionTwo-way stopLunds & Byerly's Dwy @ W 78th St3 E40.10.053NB ThruHCM 7th EditionTwo-way stopFedx/Target Dwy @ W 78th St2 D38.20.296SB LeftHCM 7th EditionSignalizedTarget Dwy @ W 78th St1 LOSDelay (s/veh)V/CWorst MvmtMethodControl TypeIntersection NameID Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.296Volume to Capacity (v/c): DLevel Of Service: 38.2Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 1: Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00000000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.0125.050.00100.00100.00100.00100.0075.00Entry Pocket Length [ft] 00011001100001No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 37450634214289136468164910720161Total Analysis Volume [veh/h] 911316153723411741227540Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6670.8530.7500.2500.8750.9040.6480.2500.78100.62500.70800.75000.70000.8970Peak Hour Factor 253844711872618815310358014144Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 01000120200000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 243724611822538415010347814140Base Volume Input [veh/h] Name Volumes Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoNoNoNoNoPedestrian Recall NoNoNoNoNoNoNoNoMaximum Recall NoNoNoNoNoNoNoNoMinimum Recall 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0l2, Clearance Lost Time [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300200Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.03.00.00.03.03.00.00.03.03.00.03.03.0Vehicle Extension [s] 0199001990032125077170Split [s] 0.02.02.00.00.02.02.00.00.02.02.00.02.02.0All red [s] 0.04.04.00.00.04.04.00.00.04.04.00.04.04.0Amber [s] 0303000303000303003030Maximum Green [s] 010500105001050105Minimum Green [s] --Lead---Lead---Lead--LeadLead / Lag Auxiliary Signal Groups 06100250047083Signal Group PermiPermiProtPPermiPermiPermiProtPPermiPermissPermissProtectePermissPermissProtecteControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 230Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 201.83205.0841.18183.61114.8694.23237.01148.55301.34395.4195th-Percentile Queue Length [ft/ln] 8.078.201.657.344.593.779.485.9412.0515.8295th-Percentile Queue Length [veh/ln] 114.20116.5522.88102.0163.8152.35139.9982.53188.70262.5450th-Percentile Queue Length [ft/ln] 4.574.660.924.082.552.095.603.307.5510.5050th-Percentile Queue Length [veh/ln] YesNoNoNoNoYesYesNoNoYesCritical Lane Group BBABBAFFFFLane Group LOS 11.8811.867.5011.9410.988.60125.98128.7799.51118.30d, Delay for Lane Group [s/veh] 0.190.190.090.190.110.190.850.770.630.90X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.320.310.050.380.090.6017.9817.823.1315.04d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.110.500.500.500.110.110.110.11k, delay calibration 11.5511.547.4511.5610.898.00108.00110.9596.37103.26d1, Uniform Delay [s] 12851320727112325157199963203178c, Capacity [veh/h] 18211870941158935609541636178116281781s, saturation flow rate [veh/h] 0.130.130.070.130.080.150.050.030.080.09(v / s)_i Volume / Saturation Flow Rate 0.710.710.750.710.710.750.060.040.120.10g / C, Green / Cycle 1641641751641641751482923g_i, Effective Green Time [s] 4.004.000.004.004.000.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.000.000.000.000.000.000.000.000.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 232232232232232232232232232232C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]118.30 99.51 99.51 128.77 125.98 125.98 8.60 8.60 10.98 11.94 7.50 7.50 11.86 11.88 Movement LOS F F F F F F A A B B A A B B d_A, Approach Delay [s/veh]110.01 127.01 10.78 11.34 Approach LOS F F B B d_I, Intersection Delay [s/veh]38.19 Intersection LOS D Intersection V/C 0.296 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]107.17 107.17 107.17 107.17 I_p,int, Pedestrian LOS Score for Intersection 2.242 2.233 2.855 2.608 Crosswalk LOS B B C B s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]612 224 112 112 d_b, Bicycle Delay [s]55.86 91.46 103.36 103.36 I_b,int, Bicycle LOS Score for Intersection 2.035 1.779 1.978 2.013 Bicycle LOS B A A B ----------------Ring 4 ----------------Ring 3 ------------8765Ring 2 ------------4321Ring 1 Sequence Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.053Volume to Capacity (v/c): ELevel Of Service: 40.1Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 2: Fedx/Target Dwy @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 0000100000000No. of Lanes in Exit Pocket 100.0100.0100.0100.0100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 0001001000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 1744113512573304750825123850Total Analysis Volume [veh/h] 4110343148212132631212Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.6880.8760.8640.5000.69600.93400.72700.91700.87500.70800.88300.87500.5630Peak Hour Factor 123861176403083446718109728Total Hourly Volume [veh/h] 0000000000000Other Volume [veh/h] 0000000000000Existing Site Adjustment Volume [veh/h] 0000000000000Pass-by Trips [veh/h] 0000000000000Diverted Trips [veh/h] 1000001101000Site-Generated Trips [veh/h] 0000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.02901.02901.02901.02901.02901.02901.02901.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 113751146392993244717106727Base Volume Input [veh/h] Name Volumes Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with EIntersection LOS 6.59d_I, Intersection Delay [s/veh] AACDApproach LOS 2.160.9124.3326.83d_A, Approach Delay [s/veh] 0.000.0011.9111.910.000.003.3531.8731.8731.8773.7573.7573.7595th-Percentile Queue Length [ft/ln] 0.000.000.480.480.000.000.131.271.271.272.952.952.9595th-Percentile Queue Length [veh/ln] AAABAAACEECEEMovement LOS 0.000.008.6212.120.000.008.4215.5635.3838.3520.7140.1039.78d_M, Delay for Movement [s/veh] 0.000.000.120.020.000.000.040.060.050.190.150.050.33V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane FreeFreeStopStopPriority Scheme Intersection Settings Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.101Volume to Capacity (v/c): BLevel Of Service: 10.7Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 3: Lunds & Byerly's Dwy @ W 78th St Intersection Level Of Service Report NoNoYesCrosswalk 0.000.000.00Grade [%] 30.0030.0030.00Speed [mph] 100.000.00100.000.000.000.00Exit Pocket Length [ft] 101000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruThruLeftRightLeftTurning Movement Lane Configuration WestboundEastboundSouthboundApproach Name Intersection Setup 000Pedestrian Volume [ped/h] 785084620715Total Analysis Volume [veh/h] 191271150181Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.61800.89800.95501.00000.76501.0000Peak Hour Factor 484564410545Total Hourly Volume [veh/h] 000000Other Volume [veh/h] 000000Existing Site Adjustment Volume [veh/h] 000000Pass-by Trips [veh/h] 000000Diverted Trips [veh/h] 511005Site-Generated Trips [veh/h] 000000In-Process Volume [veh/h] 1.02901.02901.02901.00001.02901.0000Growth Factor 2.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 424424280520Base Volume Input [veh/h] Name Volumes Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with BIntersection LOS 0.68d_I, Intersection Delay [s/veh] AABApproach LOS 0.000.0010.69d_A, Approach Delay [s/veh] 0.000.000.000.008.380.0095th-Percentile Queue Length [ft/ln] 0.000.000.000.000.340.0095th-Percentile Queue Length [veh/ln] AAABMovement LOS 0.000.000.000.0010.690.00d_M, Delay for Movement [s/veh] 0.000.010.000.000.100.00V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 000Number of Storage Spaces in Median NoTwo-Stage Gap Acceptance 000Storage Area [veh] Flared Lane FreeFreeStopPriority Scheme Intersection Settings Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.422Volume to Capacity (v/c): DLevel Of Service: 39.2Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: SignalizedControl Type: Intersection 4: Kerber Blvd @ W 78th St Intersection Level Of Service Report YesYesYesYesCrosswalk NoNoNoNoCurb Present 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.00100.00.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 00001000000000No. of Lanes in Exit Pocket 100.0100.0100.0125.0125.0100.0100.075.00100.00100.00125.00100.00100.00100.00Entry Pocket Length [ft] 00011001001000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftU-tuRightThruLeftU-tuRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0000Bicycle Volume [bicycles/h] 0000v_ab, Corner Pedestrian Volume [ped/h] 0000v_ci, Inbound Pedestrian Volume crossing mi 0000v_co, Outbound Pedestrian Volume crossing 0000v_di, Inbound Pedestrian Volume crossing m 0000v_do, Outbound Pedestrian Volume crossing 00000000000000Local Bus Stopping Rate [/h] 00000000000000On-Street Parking Maneuver Rate [/h] NoNoNoNoNoNoNoNoPresence of On-Street Parking 2884053083737371014730296323753Total Analysis Volume [veh/h] 7210172993180377748913Total 15-Minute Volume [veh/h] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 0.8860.9250.6430.8750.7780.9610.7941.0000.59000.64300.83000.53100.83300.7690Peak Hour Factor 255375197293585608719246173141Total Hourly Volume [veh/h] 00000000000000Right Turn on Red Volume [veh/h] 00000000000000Other Volume [veh/h] 00000000000000Existing Site Adjustment Volume [veh/h] 00000000000000Pass-by Trips [veh/h] 00000000000000Diverted Trips [veh/h] 06000600000000Site-Generated Trips [veh/h] 00000000000000In-Process Volume [veh/h] 1.0291.0291.0291.0291.0291.0291.0291.0291.02901.02901.02901.02901.02901.0290Growth Factor 0.00Proportion of CAVs [%] 2.002.002.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.0001.0001.0001.0001.0001.0001.0001.0001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 248359187283425408518239173040Base Volume Input [veh/h] Name Volumes Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0Pedestrian Clearance [s] 0Pedestrian Walk [s] 0Pedestrian Signal Group Exclusive Pedestrian Phase 1.001.001.001.001.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Length [ft] 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Detector Location [ft] NoNoNoNoPedestrian Recall NoNoNoNoMaximum Recall NoNoNoNoMinimum Recall 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0l2, Clearance Lost Time [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0l1, Start-Up Lost Time [s] NoNoNoNoRest In Walk 0.00.00.00.00.00.00.00.00.00.00.00.00.00.0Delayed Vehicle Green [s] 010000100002300140Pedestrian Clearance [s] 05000500050050Walk [s] 0.03.00.00.00.03.00.00.00.03.00.00.03.00.0Vehicle Extension [s] 0133000133000107001070Split [s] 0.02.00.00.00.02.00.00.00.02.00.00.02.00.0All red [s] 0.04.00.00.00.04.00.00.00.04.00.00.04.00.0Amber [s] 030000300003000300Maximum Green [s] 010000100001000100Minimum Green [s] --------------Lead / Lag Auxiliary Signal Groups 06000200040080Signal Group PermiPermiPermiPermiPermiPermiPermiPermiPermissPermissPermissPermissPermissPermissControl Type Phasing & Timing 0.00Lost time [s] SingleBandPermissive Mode Lead Green - Beginning of First GreenOffset Reference 0.0Offset [s] Semi-actuatedActuation Type Time of Day Pattern IsolatedCoordination Type 240Cycle Length [s] -Signal Coordination Group NoLocated in CBD Intersection Settings Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 305.08339.8645.0532.32342.3790.36352.89654.89148.77131.4295th-Percentile Queue Length [ft/ln] 12.2013.591.801.2913.693.6114.1226.205.955.2695th-Percentile Queue Length [veh/ln] 191.58218.6225.0317.96220.5850.20228.84475.9982.6573.0150th-Percentile Queue Length [ft/ln] 7.668.741.000.728.822.019.1519.043.312.9250th-Percentile Queue Length [veh/ln] YesNoNoNoNoNoNoYesNoNoCritical Lane Group BBCBBCEFEFLane Group LOS 16.1316.0021.2612.7216.0323.0472.1397.8366.5785.87d, Delay for Lane Group [s/veh] 0.290.290.060.030.290.150.400.870.150.22X, volume / capacity Lane Group Results 1.001.001.001.001.001.001.001.001.001.00PF, progression factor 1.001.001.001.001.001.001.001.001.001.00Rp, platoon ratio 0.000.000.000.000.000.000.000.000.000.00d3, Initial Queue Delay [s] 0.680.580.200.060.590.670.597.140.140.45d2, Incremental Delay [s] 1.001.001.001.001.001.001.001.001.001.00I, Upstream Filtering Factor 0.500.500.500.500.500.500.110.110.110.11k, delay calibration 15.4515.4221.0612.6615.4422.3771.5490.6966.4385.41d1, Uniform Delay [s] 1097127060510791270472442341468241c, Capacity [veh/h] 16161870976158918707511631133217291207s, saturation flow rate [veh/h] 0.200.200.040.020.200.090.110.220.040.04(v / s)_i Volume / Saturation Flow Rate 0.680.680.680.680.680.680.270.270.270.27g / C, Green / Cycle 16316316316316316365656565g_i, Effective Green Time [s] 4.004.004.004.004.004.004.004.004.004.00l2, Clearance Lost Time [s] 0.000.002.000.000.002.000.002.000.002.00l1_p, Permitted Start-Up Lost Time [s] 6.006.006.006.006.006.006.006.006.006.00L, Total Lost Time per Cycle [s] 240240240240240240240240240240C, Cycle Length [s] CCLRCLCLCLLane Group Lane Group Calculations Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Movement, Approach, & Intersection Results d_M, Delay for Movement [s/veh]85.87 66.57 66.57 97.83 72.13 72.13 23.04 23.04 16.03 12.72 21.26 21.26 16.01 16.13 Movement LOS F E E F E E C C B B C C B B d_A, Approach Delay [s/veh]74.96 88.21 16.81 16.33 Approach LOS E F B B d_I, Intersection Delay [s/veh]39.23 Intersection LOS D Intersection V/C 0.422 Other Modes g_Walk,mi, Effective Walk Time [s]9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped]0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s]111.17 111.17 111.17 111.17 I_p,int, Pedestrian LOS Score for Intersection 2.112 2.370 2.852 3.001 Crosswalk LOS B B C C s_b, Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h]842 842 1058 1058 d_b, Bicycle Delay [s]40.25 40.25 26.60 26.60 I_b,int, Bicycle LOS Score for Intersection 1.761 2.340 2.236 2.156 Bicycle LOS A B B B ----------------Ring 4 ----------------Ring 3 ------------8-6-Ring 2 ------------4-2-Ring 1 Sequence Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 0.064Volume to Capacity (v/c): CLevel Of Service: 21.3Delay (sec / veh): 15 minutesAnalysis Period: HCM 7th EditionAnalysis Method: Two-way stopControl Type: Intersection 5: Lunds and Byerly's @ Kerber Blvd Intersection Level Of Service Report YesYesNoNoCrosswalk 0.000.000.000.00Grade [%] 30.0030.0030.0030.00Speed [mph] 0.000.000.000.000.000.000.000.000.000.000.000.00Exit Pocket Length [ft] 000000000000No. of Lanes in Exit Pocket 100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00100.00Entry Pocket Length [ft] 000000000000No. of Lanes in Entry Pocket 12.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.0012.00Lane Width [ft] RightThruLeftRightThruLeftRightThruLeftRightThruLeftTurning Movement Lane Configuration WestboundEastboundSouthboundNorthboundApproach Name Intersection Setup 0000Pedestrian Volume [ped/h] 0001360163830400227140Total Analysis Volume [veh/h] 0003404976005735Total 15-Minute Volume [veh/h] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Other Adjustment Factor 1.00001.00001.00000.78001.00000.75000.53100.71601.00001.00000.88600.8310Peak Hour Factor 0001060122021800201116Total Hourly Volume [veh/h] 000000000000Other Volume [veh/h] 000000000000Existing Site Adjustment Volume [veh/h] 000000000000Pass-by Trips [veh/h] 000000000000Diverted Trips [veh/h] 000003300000Site-Generated Trips [veh/h] 000000000000In-Process Volume [veh/h] 1.02901.00001.02901.02901.00001.02901.02901.02901.05881.05881.02901.0290Growth Factor 2.002.002.002.002.002.002.002.002.002.002.002.00Heavy Vehicles Percentage [%] 1.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.00001.0000Base Volume Adjustment Factor 000103091721200195113Base Volume Input [veh/h] Name Volumes Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with CIntersection LOS 3.62d_I, Intersection Delay [s/veh] CBAAApproach LOS 17.0413.010.003.10d_A, Approach Delay [s/veh] 0.000.000.0024.970.0024.970.000.000.000.006.326.3295th-Percentile Queue Length [ft/ln] 0.000.000.001.000.001.000.000.000.000.000.250.2595th-Percentile Queue Length [veh/ln] ACBCAAAAMovement LOS 9.430.0024.6512.030.0021.350.000.000.000.000.008.13d_M, Delay for Movement [s/veh] 0.000.000.000.190.000.060.000.000.000.000.000.12V/C, Movement V/C Ratio Movement, Approach, & Intersection Results 0000Number of Storage Spaces in Median NoNoTwo-Stage Gap Acceptance 0000Storage Area [veh] NoNoFlared Lane StopStopFreeFreePriority Scheme Intersection Settings Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with Turning Movement Volume: Detail 11/3/2022Report File: N:\...\221103_Reports_Total Future Background_Midday Weekend_Peak.pdf Scenario 12 Total Future Mid-day Weekend PeakVistro File: N:\...\221031_west village - chanhassen_working.vistro West Village - Chanhassen 999 0 7 0 - 964 Total Volume 48 0 5 0 1.03 42 Right 456 0 1 0 1.03 442 Thru Westbound 441 0 1 0 1.03 428 Thru Eastbound 54 0 0 0 1.03 52 Right Southbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds & Byerly's Dwy @ W 78th St 3 Volume TypeIntersection NameID 1118 0 4 0 - 1084 Total Volume 12 0 1 0 1.03 11 Right 386 0 0 0 1.03 375 Thru 117 0 0 0 1.03 114 Left 6 0 0 0 1.03 6 U-T Westbound 40 0 0 0 1.03 39 Right 308 0 0 0 1.03 299 Thru 34 0 1 0 1.03 32 Left Eastbound 46 0 1 0 1.03 44 Right 7 0 0 0 1.03 7 Thru 18 0 1 0 1.03 17 Left Southbound 109 0 0 0 1.03 106 Right 7 0 0 0 1.03 7 Thru 28 0 0 0 1.03 27 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Fedx/Target Dwy @ W 78th St 2 Volume TypeIntersection NameID 1330 0 6 0 - 1289 Total Volume 25 0 0 0 1.03 24 Right 384 0 1 0 1.03 372 Thru 47 0 0 0 1.03 46 Left 1 0 0 0 1.03 1 U-T Westbound 187 0 0 0 1.03 182 Right 261 0 1 0 1.03 253 Thru 88 0 2 0 1.03 84 Left 1 0 0 0 1.03 1 U-T Eastbound 53 0 2 0 1.03 50 Right 10 0 0 0 1.03 10 Thru 35 0 0 0 1.03 34 Left Southbound 80 0 0 0 1.03 78 Right 14 0 0 0 1.03 14 Thru 144 0 0 0 1.03 140 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Target Dwy @ W 78th St1 Volume TypeIntersection NameID Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with 673 0 6 0 - 649 Total Volume 0 0 0 0 1.03 0 Right 0 0 0 0 1.03 0 Left Westbound 106 0 0 0 1.03 103 Right 12 0 3 0 1.03 9 Left Eastbound 20 0 3 0 1.03 17 Right 218 0 0 0 1.03 212 Thru Southbound 201 0 0 0 1.03 195 Thru 116 0 0 0 1.03 113 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Lunds and Byerly's @ Kerber Blvd 5 Volume TypeIntersection NameID 1540 0 12 0 - 1485 Total Volume 255 0 0 0 1.03 248 Right 375 0 6 0 1.03 359 Thru 19 0 0 0 1.03 18 Left 7 0 0 0 1.03 7 U-T Westbound 29 0 0 0 1.03 28 Right 358 0 6 0 1.03 342 Thru 56 0 0 0 1.03 54 Left 0 0 0 0 1.03 0 U-T Eastbound 87 0 0 0 1.03 85 Right 19 0 0 0 1.03 18 Thru 246 0 0 0 1.03 239 Left Southbound 17 0 0 0 1.03 17 Right 31 0 0 0 1.03 30 Thru 41 0 0 0 1.03 40 Left Northbound Future Total Other Net New Trips In Process Growth Factor Final Base Kerber Blvd @ W 78th St4 Volume TypeIntersection NameID Scenario 12: 12 Total Future Mid-day Weekend PeakWest Village - Chanhassen 11/3/2022 Version 2022 (SP 0-3) Generated with West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX E Chick-fil-A (Fircrest, Washington) Queuing Analysis Excerpts from “Simulation-Based Study of Traffic Operational Characteristics at All-Way-Stop-Controlled Intersections” Updated Traffic Impact Analysis Chick-fil-A Fircrest TENW March 1, 2018 Page 13 Chick-fil-A Drive-Through Queue Analysis Drive-through queues for the proposed Chick-fil-A restaurant were evaluated for two scenarios: (1) opening weeks, and (2) a normalized condition. The queue analysis is based on service times collected at 3 existing Chick-fil-A restaurants in Tacoma, Bellevue, and Lynnwood in July 2016. The queue analysis considers existing and future estimated drive- through vehicle demand, existing and future estimated service times, and trade area differences between the Fircrest location and the 3 existing CFA restaurants, all of which are described next. Trade Area Comparison The proposed Chick-fil-A project in Fircrest is expected to have trade area differences compared to the current Tacoma/Bellevue/Lynnwood locations. The openings at these first 3 locations were strategic in that they allowed the brand to be accessible to the entire Puget Sound region with southern, central, and northern locations. BellevueÊs trade area during Opening Weeks ranged from Bothell to Kent and was the most convenient Chick-fil-A location of the 3 openings for Seattle population. Additionally, Tacoma and Lynnwood are super-regional retail locations with major retail shopping centers serving as a primary traffic driver along with locations situated immediately adjacent to a major interstate. The Bellevue Chick-fil-A is located in the central business district in the second largest City in the state and in the largest populated County. While the proposed Chick-fil-A location in Fircrest is expected to have queues and traffic generation during Normalized Conditions less than the current 3 CFA locations based on the data shown in the chart above, traffic count and queue data collected at the 3 existing CFA locations were used to evaluate queues at the proposed Fircrest location; this provides a conservative worst-case analysis of queues during Normalized Conditions. During Opening Weeks, queues are estimated based on higher demands at the drive-through recording during the other openings. Queue Comparison Chick-fil-A has opened stores in Bellevue, Tacoma, and Lynnwood within the past 3 years. Each of these sites were unique in location and on-site characteristics as shown in Table 4. Table 4 Chick-fil-A Store Characteristics Location Opening Date Max Queue Available on Site (veh) Typical Queue (veh) Management Plan Duration Bellevue 3/26/2015 18 18 Ongoing Lynnwood 4/23/2015 17 6 4 Weeks Tacoma 4/16/2015 14 12 6 Weeks The existing Bellevue, Tacoma, and Lynnwood CFA locations provide on-site queue storage of between approximately 14 and 18 vehicles. It should be noted that at the Tacoma and Lynnwood locations, the adjacent retail centers provide the ability for queues to extend beyond the on-site limits. The proposed Fircrest location provides on-site queue for about 28 vehicles within the drive-through queue area only, which is greater than what is provided at the Bellevue, Tacoma, and Lynnwood stores. Updated Traffic Impact Analysis Chick-fil-A Fircrest TENW March 1, 2018 Page 14 Queue Service Times Service times were collected at the 3 existing Chick-fil-A restaurant locations in Tacoma, Lynnwood, and Bellevue in July 2016. Services times are an important input in evaluating queues at a drive-through. In the M/M/1 queue theory, the service time is used to establish the average departure rate which is expressed in vehicles per minute. For a fast-food drive-through window, the total service time includes the amount of time a vehicle spends at the window completing a transaction and receiving their order, and the „move up‰ time. Existing Services Times for Normalized Conditions Existing service times collected at the 3 existing Chick-fil-A restaurants were measured based on the time between when a vehicle arrives at the pick-up window to when the next vehicle arrives at the pick-up window. This includes time to pay, time to receive the food order, and time for the next vehicle to move up to the pick-up window. The service time data collected at the 3 existing locations is included in Attachment D and is based on Normalized Conditions. The following represent the average service times recorded at the 3 existing locations during the lunch peak hour in July 2016: · Bellevue: 47 seconds per vehicle (72 vehicles arriving in lunch peak hour) · Lynnwood: 33 seconds per vehicle (96 vehicles arriving in lunch peak hour) · Tacoma: 48 seconds per vehicle (69 vehicles arriving in lunch peak hour) Future Service Times during Opening Weeks It should be noted that Chick-fil-A has an Opening Staff group for all store openings throughout the country that remain on-site until staff are trained. They are accustomed to having high staff levels during Opening Weeks in order to provide a high quality level of customer service. With the increased staff levels and the Opening Staff group experience with higher customer demand during Opening Weeks, this results in lower service times. Future service time is estimated to be 25 seconds during Opening Weeks at the Fircrest location, which reflects the efficiency of the Opening Staff group as well as the increase in staff. Evening peak service times are estimated to be about 30 seconds during Opening Weeks. After about 3 months, Normalized Conditions are anticipated to have service times similar to the data collected and summarized above at the 3 existing Chick-fil-A restaurants. Updated Traffic Impact Analysis Chick-fil-A Fircrest TENW March 1, 2018 Page 15 Drive-Through Vehicle Demand Existing Drive-Through Demand and Queues for Normalized Conditions Existing drive-through demand (# vehicles per hour during peak periods) was collected at the same time when queue service times were collected at the 3 locations. Based on these services times at the drive- through windows at 3 of the existing Puget Sound Chick-fil-A locations, average and maximum (95th- percentile) drive-through queues (unconstrained) were calculated using Poisson Queuing method for Normalized Conditions. The calculations are provided in Attachment E, and summarized below: · Bellevue: 18 vehicle average queue, 33 vehicle max queue · Lynnwood: 6 vehicle average queue, 14 vehicle max queue · Tacoma: 12 vehicle average queue, 23 vehicle max queue During Normalized Conditions, the future drive-through demand at the proposed Fircrest location during lunch peak is estimated to be 75 vehicles, and 60 vehicles during the weekday evening peak. The 75 drive-thru vehicles is based on average drive-through demand collected at the 3 existing locations. Future Drive-Through Demand for Opening Weeks To estimate future queues at the proposed Fircrest location, two inputs were used in the Poisson Queuing Method: (1) # arriving vehicles and (2) service time. During the Opening Weeks at the 3 Puget Sound Chick-fil-A locations, the maximum drive-through demand was between 120 and 130 vehicles during the lunch peak hour (based on data provided by Chick-fil-A). For purposes of estimating future drive-through queue during Opening Weeks at the proposed Fircrest location, a maximum of 135 vehicles were assumed in the drive-through during the weekday lunch peak. During the evening peak of the Opening Weeks, 110 vehicles are estimated in the drive- through at the Fircrest location. Estimated Future Drive-Through Queues Using the same Poisson Queuing Method, during Opening Weeks of the proposed Fircrest location, the 95th-percentile queue in the drive-through during the lunch peak period is estimated to be 27 vehicles based on 135 arriving vehicles and a 25 second service time. As mentioned, Chick-fil-A will have their Opening Staff group at the Fircrest location for Opening Weeks to help improve efficiency and ensure fast service times. The 95th-percentile queue in the drive-through during the early evening peak period in the Opening Weeks is estimated to be 20 vehicles based on 110 arriving vehicles and a 30 second service time. These calculations are provided in Attachment F. During Normalized Conditions, 95th-percentile queues at the Fircrest drive-through are expected to be about 16 vehicles during the lunch peak based on 75 arriving vehicles in the drive-through, and a 43 second service time. The 95th-percentile queue in the drive-through during the weekday PM peak hour is estimated to be 10 vehicles based on 60 arriving vehicles in the drive-through and a 50 second service time. To mitigate higher traffic generation and drive-through queue demand to the adjacent shared access easement during Opening Weeks, a Traffic Management Plan is proposed to ensure that that vehicle queues do not extend back to 19th Street W. Elements of the Plan are described on the next page. Updated Traffic Impact Analysis Chick-fil-A Fircrest ATTACHMENT E Existing Chick-fil-A Queue Calculations Attachment E Drive-Through Queue Calculations at Existing Chick-fil-A Locations Bellevue Peak Hour Drive-Thru Volume: 72 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)1 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 72 60 1.20 47.47 1.263956183 0.95 18 33 Lynnwood Peak Hour Drive-Thru Volume: 96 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)1 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 96 60 1.60 33.01 1.817631021 0.88 6 14 Tacoma Peak Hour Drive-Thru Volume: 69 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)1 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 69 60 1.15 48.29 1.24249327 0.93 12 23 Notes: 1. Service times (including queue move up) based on observations conducted in July 2016. 2. Average length of queue = Q = ρ2 Source: M/M/1 queuing regime (Principles of Highway Engineering and Traffic Analysis ) 1 - ρ 3. 95th percentile queue was estimated from the average queue using formula found in Transportation Research Record 1776, Paper No. 01-2019. Chick-fil-A Fircrest TENW Project #5434 2/27/2018 Updated Traffic Impact Analysis Chick-fil-A Fircrest ATTACHMENT F Chick-fil-A Fircrest Queue Calculations Attachment F Future Drive-Through Queue Calculations - Fircrest, WA Lunch Peak Hour (Opening Weeks) Future Peak Hour Drive-Thru Volume: 135 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)1 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 135 60 2.25 25 2.4 0.94 14 27 Evening Peak Hour (Opening Weeks) Future Peak Hour Drive-Thru Volume: 110 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)1 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 110 60 1.83 30 2 0.92 10 20 Lunch Peak Hour (Normalized) Future Peak Hour Drive-Thru Volume: 75 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec)2 Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 75 60 1.25 42.92 1.397841112 0.89 8 16 Evening Peak Hour (Normalized) Future Peak Hour Drive-Thru Volume: 60 # of Vehicles Arriving Time Period (min) Average Arrival Rate, λ, (veh/min) Service Time (sec) Average Departure Rate, μ, (veh/min) Arrival Rate / Departure Rate, ρ = λ / μ Average Queue Length (veh) 2 95th Percentile Queue Length (veh) 3 60 60 1.00 50 1.2 0.83 4 10 Notes: 1. Service time (including queue move up) for opening weeks based on anticipated staff increase. 2. Service time (including queue move up) based on observations at existing Bellevue, Lynnwood, and Tacoma locations. 3. Average length of queue = Q = ρ2 Source: M/M/1 queuing regime (Principles of Highway Engineering and Traffic Analysis ) 1 - ρ 4. 95th percentile queue was estimated from the average queue using formula found in Transportation Research Record 1776, Paper No. 01-2019. Chick-fil-A Fircrest TENW Project #5434 2/27/2018 See discussions, stats, and author profiles for this publication at: https://www.researchgate.net/publication/245560235 Simulation-Based Study of Traffic Operational Characteristics at All-Way-Stop- Controlled Intersections Article in Transportation Research Record Journal of the Transportation Research Board · January 2001 DOI: 10.3141/1776-10 CITATIONS 14 READS 76 5 authors, including: Some of the authors of this publication are also working on these related projects: Queue Storage and Acceleration Lane Length Design for Metered On-Ramps in California View project Global Practices on Road Traffic Signal Control View project Zong Z Tian University of Nevada, Reno 139 PUBLICATIONS 1,254 CITATIONS SEE PROFILE Wayne Kittelson Kittelson & Associates, Inc. 17 PUBLICATIONS 270 CITATIONS SEE PROFILE All content following this page was uploaded by Zong Z Tian on 13 November 2014. The user has requested enhancement of the downloaded file. Table 4 shows the capacity of a single-lane AWSC intersection from various models. On the basis of the results presented in Table 4, the following conclusions can be made: •The AWSIM, HCM 1994 (9), HCM 1997 (4 ), and Wu (10 ) mod- els predict the highest intersection capacity under an even volume split (50⁄50). Capacity tends to decrease with uneven volume splits. •Both Hebert (6 ) and Richardson (7 ) predicted similar capac- ity results, in which the highest capacity is achieved with even vol- ume splits. However, the capacity under a 100⁄0 split shows a slight increase compared with that under a 60⁄40 split, which contradicts the results from the AWSIM, HCM 1994 (9), HCM 1997 (4 ), and Wu (10) models. •The capacities given by both the HCM1994 (9) and the HCM 1997 (4 ) models are not sensitive to turning movements and volume splits. The reason is that perhaps both models were based on satura- tion headways measured in the ﬁeld, which would reﬂect only normal traffic ﬂow conditions. •The result from Wu’s model indicates that the capacity is irrel- evant to the volume split when all traffic movements are through movements (10). •AWSIM predicts capacities with 100 percent through movements similar to those given by Hebert (6 ), Richardson (7 ), Wu (10), and HCM 1994 (9 ). With 20 percent left-turn movements, the capacity given by AWSIM is similar to that from HCM 1997 (4 ). EMPIRICAL QUEUE LENGTH MODEL Queue length is an important performance measure for both inter- section operations and design purposes. In practice, traffic engineers 78 Paper No. 01-2019 Transportation Research Record 1776 often use the 90th or 95th percentile queue length as the design cri- terion. It is noted that there are fundamental differences in how the percentile queue length is calculated at signalized and unsignalized intersections. At signalized intersections, the queue length is usually measured on the basis of the start of the green interval, and the per- centile queue length is derived from these queue length measurements. At unsignalized intersections, however, queue length is measured at equal time intervals, and the percentile queue length is derived from these queue length measurements (5 ). Although the HCM provides a model for estimation of 95th percentile queue lengths at TWSC intersections, it provides no guide- lines on how to estimate the 95th percentile queue lengths at AWSC intersections (4, 9 ). The queue length model for TWSC intersections was developed on the basis of complicated mathematical procedures and may not be suitable for applications at AWSC intersections. Therefore, the present study attempts to develop an empirical queue length model based on simulation results. It has been found from both queuing theory and ﬁeld data that the average queue length at AWSC intersections is directly related to the average vehicle delay (5 ), which can be represented by Equation 3: where L is the average queue length on an approach (veh). Although the average queue length can sometimes provide useful information, it is not a parameter that is generally used in practice for design purposes. However, if a relationship between the per- centile queue length and the average queue length can be established, the 95th percentile queue length can be estimated from the more eas- ily obtainable average queue length estimate. This section focuses on the study of such a relationship and the development of an empirical queue length model. To conduct the study, simulation runs were made by using a wide range of traffic ﬂow conditions. The average queue length as well as the 95th percentile queue length was recorded from each simulation run. Traffic ﬂow conditions used in the simulation included •A total intersection volume ranging from 400 to 1,800 veh/h, with an increment of 40 veh/h; •Volume splits of 50⁄50, 60⁄40, and 70⁄30; •Twenty percent left turns, 60 percent through movements, and 20 percent right turns; and •Natural bunching arrival headway (Cowan’s M3 distribution; see description in next section). Figure 4 is a plot of the average queue length and 95th percentile queue length from the simulation runs. Regression analysis was conducted, and the relationship between the average queue length and the 95th percentile queue length was found and is shown in Equation 4. The regression line is also shown in Figure 4. where L 95%is the 95th percentile queue length (veh). The queue length model was further veriﬁed by using the database established during the NCHRP 3-46 project, Capacity and Level of Service at Unsignalized Intersections (8). The database used in the test included data from 11 intersections with single-lane approaches and LLLL L9523 21 46 4%.. . ()=+ ++ L V d=× 3 600 3 , () TABLE 2 Regression Parameters (Equation 2) Under Volume Splits TABLE 3 Regression Parameters (Equation 2) Assuming All Through Movements on Each Approach 7 intersections with multilane approaches. Data were summarized on the basis of 15-min intervals, which included traffic volume, average delay, and 95th percentile queue length on each approach or lane. Figure 5 illustrates the results of the test. Figure 5 shows that there is a fairly good correlation between the field data and the model estimation under short queue length conditions; however, the empirical queue length model tends to overestimate queues lengths when the queue length is longer than four vehicles. To better match the ﬁeld data, the original queue length model from simulation was further modiﬁed: Notice that the only change is the constant for the first term (which was changed from 2.3 to 1.3). Figure 6 shows the results after a modiﬁcation of the model. As can be seen, the modiﬁed model improves the results, with the mean absolute error (MAE) reduced from 0.6 to 0.4 veh. Therefore, Equation 5 is recommended for practical applications. This model applies to both single-lane and multilane intersections. EFFECT OF VEHICLE ARRIVAL HEADWAY DISTRIBUTION In the AWSIM model, vehicle arrivals are generated on the basis of various headway distributions. Cowan’s (11 ) M3 headway distri- bution model, the headway distribution model adopted for use in AWSIM, has been widely used in Australia to study traffic opera- LLLL L9513 21 46 5%.. . ()=+ + + Tian et al.Paper No. 01-2019 79 tions at unsignalized intersections (12). The cumulative distribution function is given in Equation 6: where F(t)=cumulative probability function; t =vehicle headway; tm =minimum headway (s); α=proportion of free vehicles (i.e., proportion of vehicles with headways larger than tm ); and λ=average arrival rate (veh/s), calculated by Equation 7: A random headway for an arrival vehicle (t i ) can then be obtained by Equation 8: where R is a random number between 0 and 1. Sullivan and Troutbeck (12) found that α can be calculated on the basis of Equation 9 under an equilibrium state without interrupted facilities: where A is a coefficient that ranges between 3.7 and 7.5 and is related to the lane width and lane type, and V is the traffic ﬂow rate (veh/h). Cowan’s M3 model can represent a wide range of vehicle arrival conditions (11). In AWSIM, three vehicle arrival conditions were analyzed: random, natural bunching, and platoon. The random arrival condition, which is normally represented by a negative exponential distribution, was obtained from Cowan’s M3 model by assuming that α is equal to 1 and that tm is equal to 0 in that model. The natural bunching headway was obtained from Cowan’s M3 model by assum- ing that A is equal to 6.5 under normal traffic volume and geometric conditions. The platoon arrival is obtained by using 0.9 times the value of α obtained from the natural bunching condition. The effect of vehicle arrival distribution on vehicle delay and queue length was investigated on a subject approach while traffic volumes on the other approaches were kept constant. Other assumptions used in the simulation included the following: α=−⋅e AV 3 600 9,() t R tim=−−+l ln l λα ()8 λ α = − V t V m 3600 3600 7, l , () Ft e ttm()=−−−()l α λ ()6 TABLE 4 Comparison of Capacities Obtained by Different Studies FIGURE 4 Ninety-fifth percentile queue length versus average queue length (from simulation). West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX F Parking Lot Occupancy Data West Village Redevelopment - Chanhassen, MN Parking Lot Count Thursday, September 8th 7:00 - 9:00 West Lot Max Occupancy 248 East Lot Max Occupancy 199 Time Count Time Count 7:00 16 7:00 6 7:15 17 7:15 9 7:30 16 7:30 10 7:45 16 7:45 15 8:00 21 8:00 15 8:15 28 8:15 19 8:30 31 8:30 20 8:45 35 8:45 17 Time of Peak Occupancy West Lot East Lot Peak Occupancy %Peak Occupancy % 14.11%10.05% Time of Peak Occupancy 8:45 8:30 West Village Redevelopment - Chanhassen, MN Parking Lot Count Thursday, September 8th 11:00 - 13:00 West Lot Max Occupancy 248 East Lot Max Occupancy 199 Time Count Time Count 11:00 80 11:00 37 11:15 82 11:15 42 11:30 86 11:30 43 11:45 88 11:45 50 12:00 73 12:00 38 12:15 76 12:15 34 12:30 80 12:30 33 12:45 76 12:45 34 13:00 80 13:00 36 Time of Peak Occupancy Peak Occupancy % 35.48% 11:45 11:45 West Lot East Lot Peak Occupancy % 25.13% Time of Peak Occupancy West Village Redevelopment - Chanhassen, MN Parking Lot Count Thursday, September 8th 16:00 - 18:00 West Lot Max Occupancy 248 East Lot Max Occupancy 199 Time Count Time Count 16:00 69 16:00 29 16:15 64 16:15 36 16:30 62 16:30 32 16:45 67 16:45 42 17:00 64 17:00 39 17:15 59 17:15 34 17:30 55 17:30 32 17:45 51 17:45 32 18:00 55 18:00 27 Time of Peak Occupancy West Lot East Lot Peak Occupancy %Peak Occupancy % 27.82%21.11% Time of Peak Occupancy 16:00 16:45 West Village Redevelopment - Chanhassen, MN Parking Lot Count Saturday, September 10th 11:30 - 12:30 West Lot Max Occupancy 248 East Lot Max Occupancy 199 Time Count Time Count 11:30 80 11:30 52 11:45 95 11:45 45 12:00 88 12:00 52 12:15 86 12:15 58 12:30 77 12:30 57 West Lot East Lot Peak Occupancy % 38.31% Time of Peak Occupancy 11:45 Peak Occupancy % 29.15% Time of Peak Occupancy 12:15 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX G City of Chanhassen Downtown Vision Plan Update DOWNTOWN CHANHASSEN VISION UPDATE Adopted November 13, 2018 DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 20182TABLE OF CONTENTS / ACKNOWLEDGEMENTSCONTENTS PURPOSE AND HISTORY 3 PLANNING PROCESS 4 Stakeholder Engagement - Key Take Aways 4 MARKET SCAN 6 Demographic Trends 6 Retail 7 Office 7 Multi-Family Housing 7 VISION AND GUIDING PRINCIPLES 8 Foundation for a Plan 8 The Guiding Principles for Downtown 9 PHYSICAL FEATURES ANALYSIS 10 Enhancing Connectivity 10 Connectivity and Proposed Enhancements 11 DISTRICTS (LAND USE AND CHARACTER) 12 Land Use and Sub-Districts 12 IMPLEMENTATION STRATEGIES 14 Next Steps 14 ACKNOWLEDGEMENTS MAYOR -Denny Laufenburger CITY COUNCIL -Dan Campion -Jerry McDonald -Elise Ryan -Bethany Tjornhom PLANNING COMMISSION -Andrew Aller -Nancy Madsen -Michael McGonagill -Mark Randall -John Tietz - Mark Undestad - Steven Weick PARKS AND RECREATION COMMISSION -Jim Boettcher -Rick Echternacht -Cole Kelly -Meredith Petouvis -Joseph Scanlon -Grant Schaeferle - Youth Commissioner -Steve Scharfenberg -Karl Tsuchiya DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 3 PURPOSE AND HISTORYEXISTING DOWNTOWN VISION PLAN In 1993, the citizens of Chanhassen were asked to participate in a planning effort to help determine a vision for growth and development for Downtown Chanhassen. The Chanhassen Vision 2002, was the product of that planning exercise and has helped guide development and redevelopment decisions for the Downtown for over the last twenty five years. Key initiatives then included creating a compact, walkable downtown district, leveraging unique aspects such as the Chanhassen Dinner Theater to expand entertainment options, create a central park for the community and better connect the surrounding neighborhoods to downtown. This study relied on community feedback and input throughout the planning process. At that time, the community comments led to improved visibility and access from Highway 5, an enhanced pedestrian network of sidewalks and trails, noted the desire for increased evening entertainment and dining options, as well as additional housing options and improved public facilities. The outcomes led to significant investments in the downtown including the development of the library and central park, multiple new restaurants, entertainment options including the movie theater, significant commercial and office developments, a senior center and the new Carver County License Center. Fast-forward to today, the City of Chanhassen has conducted a planning process to evaluate the conditions of downtown and update the vision for downtown district. The resulting Downtown Vision Update planning effort included an analysis of downtown’s physical conditions today including the transportation and circulation network, pedestrian and bicycle connectivity, land use and smaller sub-districts, and potential change areas. A high-level scan of market conditions for downtown was also conducted to better understand the future market potential for commercial, residential and office uses. Additionally, this effort evaluated the existing vision statement and guiding principles and sought to prioritize the implementation steps for the community to address in downtown over the next 20+ years. The Downtown Vision Update is expected to provide general guidance to help direct decisions and investments in the area between now and 2040. Cover page from the Chanhassen Vision 2002 newsletter summary DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 20184PLANNING PROCESSPLANNING PROCESSThe planning process involved a range of stakeholders including property owners, community leadership and the general public through various meetings, an open house and on-line engagement. Information on the planning process was provided on the City’s website and notifications were posted on the City of Chanhassen’s Facebook page. The City also promoted the planning process and on-line questionnaire in the Chanhassen Connection quarterly publication. City staff hosted a drop-by booth at the February Festival and attended various commission meetings including the Planning Commission, Environmental Commission, Senior Commission and Parks and Recreation Commission to gather feedback. General themes from these discussions included safer pedestrian crossings in downtown, more dining and entertainment options, additional housing options and enhanced landscaping and streetscapes. The following summarize the comments from the property owner discussions, the community open house and the online questionnaire: PROPERTY OWNER DISCUSSIONS »Provide transportation options for local residents to get them Downtown during daytime hours » Focus on enhancing retail ‘experience’ by attracting entertainment and destination type retail attractions (breweries, outdoor eating and patios, etc.) »Acknowledge retail online shopping trends, focus development away from retail offerings typically satisfied online »The existing Downtown street and pedestrian network isn’t desirable and doesn’t promote high levels of pedestrian activity - Parking lots separate business front doors from sidewalks - Large blocks make walking within Downtown uninviting and less attractive - Lack of street grid makes navigation and wayfinding more difficult »Residential drives Downtown retail, more residential downtown would enhance the overall retail environment »Housing Downtown should incorporate shared amenities »Senior housing needs to be considered Downtown »Future development should include housing at sufficient density to sustain financial viability »Organize and attract more downtown events COMMUNITY OPEN HOUSE »New development (or redevelopment) should enhance the environment Downtown and provide high quality architectural features and amenities »General support for higher density development that includes both residential and commercial/retail in a vertical mixed use format »Downtown need for more ‘destination’ entertainment options, including leveraging what already exists Downtown to draw and support new options. »General desire for more housing options downtown including senior housing and housing with shared amenities »A desire to attract more locally based businesses/tenants rather than national brands/chains »Vehicle and pedestrian circulation enhancements to improve experience and safety are needed STAKEHOLDER ENGAGEMENT - KEY TAKE AWAYS DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 5 PLANNING PROCESSHoisington Koegler Group Inc. DOWNTOWN CHANHASSEN VISION PLAN UPDATE Property Owners & Tenants Meeting October 6th, 2017 Meeting with Property Owners November Community Open House ONLINE QUESTIONNAIRE »Downtown needs to develop/enhance its identity as a vibrant and attractive destination »New development should contribute the Downtown experience and enhance its identity. »Retail focus should be on attracting a diverse range of high quality ‘destination’ tenants (boutiques, speciality retailers, entertainment venues, breweries, etc.) and retailers that are less impacted by trends in online shopping »Creation of a ‘small town atmosphere’ through tenants, architecture, materials, and the pedestrian experience »Desire to enhance access and safety both for cars and pedestrians, general consensus that Downtown will be most successful if it provides an attractive pedestrian experience while also being easily accessible for automobiles. »Build on existing strengths in downtown (public spaces, anchor retailers, civic destinations, entertainment anchor, good highway access) to solidify the pieces into a cohesive and resilient destination that ‘lifts all boats’ »Provide housing options downtown for a range of ‘life stages’ DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 20186MARKET SCANMARKET SCAN A market scan was conducted as a part of the planning effort to better inform the current demographic and economic conditions in Downtown Chanhassen and the surrounding local market area. The market scan helped outline a potential build-out analysis, identifying the various marketable development components for the Downtown district of the next 20 years. The full market scan summary is available as an appendix to this report. DEMOGRAPHIC TRENDS POPULATION AND HOUSEHOLD PROJECTIONS Chanhassen’s population is projected to growth by more than 46 percent over the next 25 years and will add more than 4,700 households. Accommodating this growth creates development opportunities in downtown to provide new housing and services to support the increase in residents. An aging population and shifts in housing demand also enhance demand for a greater variety of housing options near services and amenities. POPULATION PROJECTIONS (METROPOLITAN COUNCIL) Facility Type Projected Change (2016-2040)% Change (2016-2040) Victoria 6,480 73% Chaska 10,161 38% Eden Prairie 19,237 30% Minnetonka 8,759 17% Shorewood 104 1% Chanhassen 11,652 46% HOUSEHOLD PROJECTIONS (METROPOLITAN COUNCIL) Facility Type Projected Change (2016-2040)% Change (2016-2040) Victoria 2,695 90% Chaska 4,669 49% Eden Prairie 8,444 34% Minnetonka 4,933 21% Shorewood 264 10% Chanhassen 4,733 51% EMPLOYMENT PROJECTIONS (METROPOLITAN COUNCIL) Facility Type Projected Change (2016-2040)% Change (2016-2040) Victoria 1,498 136% Chaska 4,651 36% Eden Prairie 7,038 12% Minnetonka 18,412 41% Shorewood -37 -3% Chanhassen 3,019 21% TOTAL 34,581 26% EMPLOYMENT (MET COUNCIL PROJECTIONS) Employment in Chanhassen is projected to growth by more than 21 percent over the next 25 years, adding more than 3,000 new jobs by 2040. A portion of this new employment can be captured by development in downtown, primarily in the retail and office markets. DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 7 MARKET SCANEXISTING MARKET CONDITIONS Chanhassen’s downtown is leaking portion of retail spending to other communities in almost every segment. Key retail segments where the downtown can recapture demand include: »Health / personal care »Sporting goods »Bars, breweries, wine tasting, etc. »Restaurants / other eating places FUTURE DEVELOPMENT POTENTIAL »Potential for sit-down restaurants over 15 year period »Potential for additional health, sporting goods retailers »Potential for additional grocery and general merchandising »Possibilities for entertainment uses (bars, breweries, wine tasting, etc.) »Additional residential developments to the west along Highway 5 may have some impact on downtown’s long term potential EXISTING MARKET CONDITIONS »Relatively small quantity of existing office space »Existing building stock appeals to small companies, medical office, professional services »Downtown is likely to remain primarily a location for smaller scale, neighborhood-oriented office uses EXISTING MARKET CONDITIONS »Relatively small existing inventory of multi-family in Downtown area »Strong market across Twin Cities region with multi-family development now moving to outer suburbs »Competitive for-sale market and job growth are driving strong trend of multi-family development FUTURE DEVELOPMENT POTENTIAL »Potential for several thousand square feet of additional space Downtown »Limited potential relative to other development types »Place making strategies would enhance marketability of office development FUTURE DEVELOPMENT POTENTIAL »Potential for several multi-family projects »Marketability would be enhanced by place making strategies for Downtown »Mixed-use development is likely to have success in the local market RETAIL OFFICE MULTI-FAMILY HOUSING DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 20188VISION AND GUIDING PRINCIPLESFOUNDATIONS FOR A PLAN The community’s vision and guiding principles are rooted in the community feedback and are intended to create an evaluation mechanism for decision makers as new development projects are proposed in the downtown. The planning process evaluated the Vision and Guiding Principles from the Chanhassen Vision 2002 Plan and found there is still strong alignment. Public plaza adjacent to retail provide an attractive venue for annual events and provide outdoor seating and other amenities that support successful retail. High quality architecture, landscaping, and a strong pedestrian realm creates an attractive environment that draw in visitors and establish a downtown identity. THE VISION FOR DOWNTOWN Downtown Chanhassen is the focus for commercial exchange, cultural expression, social interaction and community education, enriching the lives of residents while presenting an appealing and recognizable image to the large and growing Upper Midwest Population it serves. It is a downtown which incorporates and maintains elements of the past, such as it’s historical and natural features, possesses a “small town” atmosphere and entertainment focus, but is planned to be adaptable to change – changes in technology, changes in service deliveries, changes in retailing and entertainment. It is a downtown designed for the future while satisfying the needs of today, one which maintains a strong sense of community focus and orientation, one which fosters convenience, one which maintains a pedestrian scale and emphasizes people movement while providing the full range of transit options. It is a downtown which encourages human interaction, one which mixes uses (retail, cultural, entertainment, housing, education and recreation) to make prudent and efficient use of space, one which meets and is adaptable to current retailing standards and is financially successful. DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 9 VISION AND GUIDING PRINCIPLESTHE GUIDING PRINCIPLES FOR DOWNTOWN BUILD COMMUNITY Chanhassen’s downtown is a focus of the community’s culture. Constructing a downtown provides opportunities to build a commitment to Chanhassen “the place,” to reinforce the traditions of the community and to strengthen the ties between its citizens CREATE A CITY COMMONS A public open space for celebrating community life should be a highlight of the downtown, creating a center of activity and a focus for the downtown. CONNECT TO THE NEIGHBORHOODS Surrounding downtown neighborhoods should be linked, strengthening the relationship between the downtown and the community it serves DEFINE THE PEDESTRIAN NETWORK Some areas within the downtown should be dedicated solely to pedestrian use. They should be clearly defined, safe and provide convenient access to a variety of destinations. Larger outdoor rooms should be linked to the pedestrian network, allowing for planned community gatherings, informal activities or quiet retreat from the more active uses of the downtown. MARK THE DOWNTOWN The downtown’s entry points and edges should be defined, making them distinct and identifiable. The distinguishing features of the larger Chanhassen landscape should be reflected throughout the downtown. MIX USES IN NEW DEVELOPMENT Uses within the downtown should be mixed, encouraging people to visit at different times and for a variety of purposes. ELEVATE THE PEDESTRIAN REALM Users of the downtown should be able to walk conveniently and comfortably between destinations safely, thereby enlivening the public space and reducing automobile traffic. ANTICIPATE THE FUTURE The downtown should keep pace with technological change and readily adapt to the opportunities of the future. DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 201810PHYSICAL FEATURES ANALYSISDowntown Chanhassen’s existing circulation network (seen in the figure to the right) highlights the existing vehicular, bike, and pedestrian circulation network into downtown. Additionally, this graphic articulates targeted enhancements to downtown’s connectivity. Enhanced options for walking and biking downtown helping to: » Alleviate traffic congestion and demand for parking, by reducing trips within the Downtown area; through a park once approach. »Make Downtown a more desirable destination for retailers by making it more comfortable to walk from one part of Downtown to the next » Enhance the vitality of the street by activating it with pedestrians »Improve access to Downtown businesses and resources for nearby residents Continuing to enhance and strengthen these connections is an important component in maintaining the vitality and desirability of Downtown as a retail and housing destination long-term. During the community engagement process the following elements (listed below) were identified as key priorities for improving the overall connectivity of Downtown: »Improved pedestrian crossings at roadways, making them safer and more comfortable for pedestrians and cyclists »Link businesses to the bicycle and pedestrian network, allowing users to walk from one destination to another safely and conveniently »Increase pedestrian lighting to enhance safety and provide a more attractive atmosphere »Strengthen the connections to surrounding neighborhoods »Provide a more attractive streetscape and public realm enhanced through landscaping, tree planting, signage, lighting, streetscape furnishings, and other amenities »Improve navigation by providing wayfinding and directional signage for visitors at key decision points and intersections »Improved Highway 5 crossing to link the uses to the south. Options could include: -Potential underpass -Signals timings -Expanded pedestrian landings -Enhanced night time lighting for safety ENHANCING CONNECTIVITY Enhanced lighting, landscaping, paving, and pedestrian crossings can all contribute to a more attractive safer downtown environment Pedestrian and bicycle amenities contribute to identity and attractiveness, reinforcing the sense of a place and helping to establish an identity Enhanced pedestrian crossings make pedestrian experience safer and more attractive for all Downtown users DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 11 PHYSICAL FEATURES ANALYSISCONNECTIVITY AND PROPOSED ENHANCEMENTS ENHANCED STREETSCAPE / PUBLIC REALM EXISTING HIGHWAY 5 OVERPASS IMPROVED PEDESTRIAN CROSSING OF HIGHWAY 5 POTENTIAL LONG-TERM CROSSING UNDER HIGHWAY 5 ENHANCE CONNECTIONS FROM STREETS TO LOCAL BUSINESSES ENHANCED PEDESTRIAN INTERSECTION CROSSINGS DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 201812DISTRICTS (LAND USE AND CHARACTER)The land use and sub-districts diagram (on the next page) identifies through physical analysis, market analysis, and community feedback where the most appropriate locations for future land uses. It also identifies which areas have the potential to support housing in Downtown. This diagram paired with the opportunity sites map should be used as a framework to guide development into areas where it best fits with the overall vision for Downtown. Downtown can be divided into a series of sub-districts. The west portion is largely characterized be existing anchor retailers (Target / Byerlys) with opportunities for traditional commercial out lots development. Development in this area should have architecture features and amenities that signal arrival into the downtown area and help establish the architectural character of downtown as a whole. The area between the railroad and Highway 5 will likely remain oriented towards the highway commercial uses, capitalizing on good access and views. Development in this areas should focus on providing a mix of retail, restaurants, and services. The north and east areas are likely to remain unchanged, offering important services and attractions that contribute to the character of downtown and drawing a significant number of visitors. These areas, like the anchor retail sites are foundational pieces upon which new development in Downtown should build. At the core of Downtown is a mixed use district which may include entertainment, fine dining, boutique retailers, public plazas, and housing. Long term this area will be the central focus of activity for downtown and should draw from adjacent uses like the Chanhassen Dinner Theater, City Center, Library, and City Hall. This sub-district can be a substantial attraction for downtown and provide visitors the opportunity to conduct all of their activities on a well connected and attractive pedestrian network. This core area of Downtown is the most appropriate district for increased housing density and could provide a range of housing options. LAND USE AND SUB-DISTRICTS Mixed Use (Ground floor retail with upper floor residential) should have attractive architecture, enhance the street edge, and be the appropriate scale for downtown Preferred character for new office /medical services development focuses on attracting small tenants which provide local services New retail development should add to the sense of place and downtown identity and attract a range of retail and dining options DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 13 DISTRICTS (LAND USE AND CHARACTER)LAND USE AND SUB-DISTRICTS DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 201814 NEXT STEPS The following represents a list of targeted initiatives for Downtown Chanhassen over the next five years and beyond. The initiatives highlighted in green have been identified by the city council as higher priorities. The city council , boards and commissions and city staff should focus on these high priority initiatives as first steps in Downtown’s evolution. IMPLEMENTATION - CONNECTIONS »Enhancement of sidewalks, plazas, and other connections between particular developments in Downtown, to encourage walking and biking from destination to destination. »Enhanced private walkways to connect storefronts to the walkways and trails located in the public right-of-way. »Enhance crosswalks and pedestrian landing areas along major streets in the Downtown (Hwy 5, 78th Street, Market Blvd. Great Plains Blvd, etc.). »Implementing a “pedestrian priority phase” for signalized intersections allowing a head start for people walking or bicycling across the street. (Already underway) »Maintain lower traffic speeds in the Downtown area. IMPLEMENTATION - PUBLIC REALM »Consider the creation of a City-led plan for public spaces (including plans for new public streets and enhanced streetscapes, and potential civic plazas or gathering places) that includes conceptual plans, cost estimates, and schedules for completion, as development in the Downtown area proceeds. »Consider the creation of a formal future street and mobility plan for Downtown, which would formally establish the future alignments for internal roads (as well as sidewalks and promenades) that would connect the different districts within downtown. »Encourage additional landscaping, boulevard trees, site furnishings, seasonal decor, unique paving and pedestrian scaled lighting to enhance the pedestrian experience. IMPLEMENTATION - SUB-DISTRICTS »Consider the creation of a formal incentives policy for Downtown, including potentially a formal scoring system in which projects that meet specific criteria tied to the Downtown Vision (in terms of enhancing the aesthetic appeal of Downtown, walkability, and other factors) would achieve better scores and therefore have a better chance of gaining approval of incentives »Further articulation of the sub-districts as identified in the Downtown Vision Plan to help guide expectations for urban design and development aesthetics within the Downtown area. »Consider the refinement of the identified sub-districts to determine desired locations for mixed use projects in the Downtown area.IMPLEMENTATION STRATEGIES DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 15 IMPLEMENTATION - DESIGN »Consider changes in zoning requirements for various sub-districts within Downtown, articulating the desired mix of uses, height and scale for buildings in Downtown. »Consider Design Guidelines on a sub-district basis that articulate the desired height & relationship to the street for buildings, public realm features and overall design aesthetic to help guide the quality and character expected within the different sub-districts of Downtown. »Consider a reduction in parking requirements for mixed use and retail projects in Downtown. »Consider the facilitation of shared parking arrangements between different property owners in Downtown, particularly with mixed use projects combining retail, office and residential. »Consider working with property owners in targeted downtown residential areas to create a “park once” environment, in which visitors could park in one location and traverse from business to business in Downtown Chanhassen without driving, in order to minimize traffic congestion IMPLEMENTATION - OUTREACH »Consider efforts for on-going recruit of entertainment-oriented and unique speciality tenants (i.e. Brewery/distillery or other restaurants/ entertainment) to locate downtown districts -Work with prospective developers to integrate restaurant or entertainment uses within their projects. »Consider recruitment of developers experienced in mixed-use to explore and pursue projects in Downtown Chanhassen. »Ongoing networking with and recruitment of developers to consider project opportunities in the Downtown Chanhassen area -Ongoing interaction at regional development organizations such as Urban Land Institute (ULI) and at national conferences such as the International Council of Shopping Centers.IMPLEMENTATION STRATEGIES DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 201816ISSUES AND OPPORTUNITIESDowntown Chanhassen’s greatest challenge as it relates to the community’s overall vision is rooted in it’s typical suburban development pattern. Existing development prioritize the automobile, resulting in a disconnected patchwork of stores and offices with substantial land area devoted to parking and roadways, land which could otherwise be used to attract new development. Parking lots occupy large areas of street frontage and push buildings to the back of lots creating street edges that are less attractive for pedestrians and ineffective at creating a sense of places or identity. While downtown’s development pattern presents a certain set of challenges, there are also a number of opportunities to build on including: the Chanhassen Dinner Theater; large retail and grocery anchors; new townhome development and existing park, school, and park resources. Leveraging these strengths, identifying where (and how) redevelopment occurs, and understanding how that redevelopment can support the overall vision for downtown will be a critical to the long term success of downtown. Potential redevelopment sites were initially identified based on the analysis work conducted as part of the market research and issues and opportunities analysis done at the start of the project. These findings were presented to groups of developers, business owners, residents and other interested groups during a multi-part community engagement process in order to prioritize the sites (see map on right). Generally, the highest priority areas are centered around the Target and Lunds & Byerlys locations. These areas are highly visible from Highway 5 and Powers Boulevard and the large numbers of shoppers attracted by the retail another present opportunities for redevelopment to build on existing strengths. Generally, the center of downtown is largely viewed as an existing strength which may change in the longer term as opportunities arise. The area south of the railroad tracks was also viewed as a short to medium priority for change as the community looks to transition many of the auto-oriented uses to those more in-line with the downtown vision. In addition to identifying and prioritizing development areas, the community engagement process also identified where certain types of development should occur and what the character of that development should be, this information is discussed in detail in the Districts (Land Use and Character) section. IDENTIFYING AREAS OF OPPORTUNITY New retail development south of downtown may act as a template for siting development to enhance the pedestrian environment without sacrificing automobile accessibility or visibility Caption Caption DOWNTOWN CHANHASSEN - VISION UPDATE NOVEMBER 13, 2018 17 ISSUES AND OPPORTUNITIESOPPORTUNITY SITES FOR REDEVELOPMENT / REINVESTMENT West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX H Crash Data Crash Summary Westwood Request Report Version 1.0 February 2020 Crash Severity/Crash Year Crash Severity Total 2012 2013 2014 2015 2016 2017 2018 2019 2020 2021 2022 K - Fatal 0 0 0 0 0 0 0 0 0 0 0 0 A - Serious Injury 1 0 0 0 1 0 0 0 0 0 0 0 B - Minor Injury 5 0 0 0 0 2 0 2 0 1 0 0 C - Possible Injury 11 4 2 1 1 0 0 0 3 0 0 0 N - Prop Dmg Only 34 5 1 2 2 3 6 2 6 4 2 1 U - Unknown 0 0 0 0 0 0 0 0 0 0 0 0 Total 51 9 3 3 4 5 6 4 9 5 2 1 Crash Severity/Number of Vehicles Crash Severity Total 0 1 2 3+ K - Fatal 0 0 0 0 0 A - Serious Injury 1 0 1 0 0 B - Minor Injury 5 0 2 3 0 C - Possible Injury 11 0 6 5 0 N - Prop Dmg Only 34 0 3 29 2 U - Unknown 0 0 0 0 0 Total 51 0 12 37 2 Basic Type Summary Total % Pedestrian 3 5.9 Bike 6 11.8 Single Vehicle Run Off Road 3 5.9 Single Vehicle Other 0 0.0 Sideswipe Same Direction 5 9.8 Sideswipe Opposing 0 0.0 Rear End 8 15.7 Head On 2 3.9 Left Turn 9 17.6 Angle 11 21.6 Other 4 7.8 Total 51 100.0 First Harmful Event Summary Total % Pedestrian 3 5.9 Bicyclist 5 9.8 Motor Vehicle In Transport 39 76.5 Parked Motor Vehicle 1 2.0 Train 0 0.0 Deer/Animal 0 0.0 Other - Non Fixed Object 0 0.0 Collision Fixed Object 3 5.9 Non-Collision Harmful Events 0 0.0 Non-Harmful Events 0 0.0 Other/Unknown 0 0.0 Total 51 100.0 Relationship to Intersection Summary Total % Not at Intersection/Interchange 7 13.7 Four-Way Intersection 34 66.7 T or Y Intersection 2 3.9 Five-Way Intersection or More 0 0.0 Roundabout 0 0.0 Intersection Related 4 7.8 Driveway Access Related 0 0.0 At School Crossing 0 0.0 Railway Grade Crossing 0 0.0 Shared Use Path or Trail 0 0.0 Interchange or Ramp 0 0.0 Crossover Related 0 0.0 Acceleration/Deceleration Lane 0 0.0 Other/Unknown 4 7.8 Total 51 100.0 Weather 1 Summary Total % Clear 38 74.5 Cloudy 8 15.7 Rain 2 3.9 Snow 2 3.9 Sleet, Hail (Freezing Rain/Drizzle)0 0.0 Fog/Smog/Smoke 0 0.0 Blowing Sand/Soil/Dirt/Snow 1 2.0 Severe Crosswinds 0 0.0 Other/Unknown 0 0.0 Total 51 100.0 Light Condition Summary Total % Daylight 40 78.4 Sunrise 3 5.9 Sunset 1 2.0 Dark (Str Lights On)7 13.7 Dark (Str Lights Off)0 0.0 Dark (No Str Lights)0 0.0 Dark (Unknown Light)0 0.0 Other/Unknown 0 0.0 Total 51 100.0 Report Generated 09/02/2022 MnCMAT 2.0.0 Page 1 of 2 Crash Summary Westwood Request Report Version 1.0 February 2020 Time of Day/Day of Week From To 00:00 01:59 02:00 03:59 04:00 05:59 06:00 07:59 08:00 09:59 10:00 11:59 12:00 13:59 14:00 15:59 16:00 17:59 18:00 19:59 20:00 21:59 22:00 23:59 Total % SUN 0 0 0 0 0 0 0 1 1 3 0 0 5 9.8 MON 0 0 0 0 0 0 0 0 1 1 0 0 2 3.9 TUE 0 0 0 0 2 3 3 3 2 0 1 0 14 27.5 WED 0 0 0 1 2 1 3 2 3 0 0 0 12 23.5 THU 0 0 0 1 0 0 3 0 2 0 0 0 6 11.8 FRI 0 0 1 0 0 0 3 1 1 0 0 0 6 11.8 SAT 0 0 0 0 0 1 0 1 2 1 1 0 6 11.8 Total 0 0 1 2 4 5 12 8 12 5 2 0 51 100.0 %0.0 0.0 2.0 3.9 7.8 9.8 23.5 15.7 23.5 9.8 3.9 0.0 100.0 100.0 Driver & Non-Motorist Age/Gender Summary Age M F NR No Value Total % <14 0 0 0 0 0 0.0 14 1 0 0 0 1 1.0 15 1 1 0 0 2 2.0 16 1 4 0 0 5 5.0 17 0 0 0 0 0 0.0 18 0 1 0 0 1 1.0 19 2 2 0 0 4 4.0 20 0 1 0 0 1 1.0 21-24 2 3 0 0 5 5.0 25-29 6 2 0 0 8 8.0 30-34 5 3 0 0 8 8.0 35-39 3 5 0 0 8 8.0 40-44 2 4 0 0 6 6.0 45-49 2 5 0 0 7 7.0 50-54 6 8 0 0 14 14.0 55-59 5 2 0 0 7 7.0 60-64 4 7 0 0 11 11.0 65-69 1 1 0 0 2 2.0 70-74 4 1 0 0 5 5.0 75-79 1 0 0 0 1 1.0 80-84 1 2 0 0 3 3.0 85-89 0 1 0 0 1 1.0 90-94 0 0 0 0 0 0.0 95+0 0 0 0 0 0.0 No Value 0 0 0 0 0 0.0 Total 47 53 0 0 100 100.0 %47.0 53.0 0.0 0.0 100.0 100.0 Month Summary Total % January 1 2.0 February 4 7.8 March 4 7.8 April 1 2.0 May 7 13.7 June 5 9.8 July 5 9.8 August 4 7.8 September 3 5.9 October 5 9.8 November 8 15.7 December 4 7.8 Total 51 100.0 Physical Condition Summary Total % Apparently Normal (Including No Drugs/Alcohol)87 94.6 Physical Disability (Short Term or Long Term)0 0.0 Medical Issue (Ill, Sick or Fainted)0 0.0 Emotional (Depression, Angry, Disturbed, etc.)0 0.0 Asleep or Fatigued 1 1.1 Has Been Drinking Alcohol 1 1.1 Has Been Taking Illicit Drugs 0 0.0 Has Been Taking Medications 0 0.0 Other/Unknown 3 3.3 Not Applicable 0 0.0 Total 92 100.0 Selection Filter: WORK AREA: State - SPATIAL FILTER APPLIED Analyst: Erik Henricksen Notes: Report Generated 09/02/2022 MnCMAT 2.0.0 Page 2 of 2 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00584506 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.659 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 03/20/18 TIME 10:25 DAY Tue LAT 44.863705 LONG -93.540185 UTM X 457325.0 UTM Y 4967950.9 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Other CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Parked Motor Vehicle LIGHT CONDITION Daylight WEATHER PRIMARY Blowing Sand/Soil/Dirt/S Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Parked/Stalled Motor Vehicle Passenger Van (Seats Installe Northbound Parked or Entering or Leaving 36 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport School Bus Northbound Parked or Entering or Leaving 52 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS LEGALLY PARKED ALONG CURB OF NORTHBOUND KERBER BLVD. UNIT 2 WAS ATTEMPTING TO PULL ALONG CURB TO PARK. AS UNIT 2 MOVED TO THE RIGHT SHE SIDESWIPED THE FRONT DRIVER BUMPER WITH THE REAR PASSENGER CORNER OF HER BUS. NO INJURIES. INFORMATION WAS EXCHANGED. BOTH VEHICLES WERE DRIVABLE AND THERE WERE NO INJURIES. INCIDENT ID 10779063 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.718 ROUTE NAME kerber blvd ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 200 F N w 78th st # VEH 2 # KILL 0 DATE 07/26/12 TIME 12:37 DAY Thu LAT 44.862854 LONG -93.540196 UTM X 457323.5 UTM Y 4967856.4 WORK ZONE TYPE Other BASIC TYPE Sideswipe Same Direction CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Southbound Turning Left 30 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Southbound Moving Forward 51 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TAKING A LEFT OUT OF THE CHANHASSEN LIBRARY ONTO SOUTHBOUND KERBER BLVD. UNIT 2 WAS SOUTH ON KERBER BLVD. NORTH OF TEH CHANHASSEN LIBRARY. UNIT 2 MADE HIS LEFT TURN NOT SEEING UNIT 2. UNIT 1 WAS STRUCK BY UNIT 2 WHILE HE WAS COMPLETING HIS TURN. UNIT 1 STATED HE DID NOT SEE UNIT 2. THERE WERE NO INJURIES AND UNIT 2 WAS TOWED. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 1 of 26 By Intersection #5 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00421567 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.718 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 02/08/17 TIME 08:05 DAY Wed LAT 44.862846 LONG -93.540196 UTM X 457323.4 UTM Y 4967855.5 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Other CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Turning Left 44 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Northbound Turning Left 63 M Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING NORTHBOUND ON KERBER BLVD IN THE CITY OF CHANHASSEN ATTEMPTING TO TURN LEFT INTO THE BYERLY'S PARKING COMPLEX. UNIT 2 WAS STOPPED AT THE STOP SIGN (EAST SIDE OF THE PARKING COMPLEX) THAT EXITS ONTO KERBER BLVD. UNIT 2 TURNED LEFT ONTO KERBER BLVD AND STRUCK THE FRONT LEFT CORNER OF UNIT 1. UNIT 1 HAD THE RIGHT AWAY. THE DRIVER OF UNIT 2 SAID HE DID NOT SEE UNIT 1 WHEN HE MADE HIS TURN ILLEGALLY IN FRONT OF IT. UNIT 1 SUSTAINED MODERATE DAMAGE TO THE FRONT LEFT AREA NEAR. UNIT 2 SUSTAINED MODERATE DAMAGE TO THE FRONT. BOTH VEHICLES DROVE AWAY FROM THE SCENE. NEITHER DRIVER REPORTED ANY INJURIES. THE DRIVER OF UNIT 2 RECEIVED A CITATION FOR FAILING TO YIELD THE RIGHT AWAY. INCIDENT ID 10777755 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.729 ROUTE NAME ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 04/18/12 TIME 12:30 DAY Wed LAT 44.862695 LONG -93.540206 UTM X 457322.6 UTM Y 4967838.8 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Pickup Southbound Backing 30 M Unit 2 0 Passenger Car Southbound 49 F Unit 3 Unit 4 OFFICER SKETCH NO OFFICER SKETCH WAS FOUND. NARRATIVE NO NARRATIVE WAS FOUND. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 2 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00325374 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.748 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 3 # KILL 0 DATE 02/02/16 TIME 14:45 DAY Tue LAT 44.862417 LONG -93.540223 UTM X 457321.0 UTM Y 4967808.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Snow Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Southbound Slowing 43 M Apparently Normal Swerved or Avoided Due to W Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Westbound Moving Forward 38 F Apparently Normal No Clear Contributing Action Unit 3 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 19 F Apparently Normal No Clear Contributing Action Unit 4 OFFICER SKETCH NARRATIVE I ARRIVED AT A 3 VEHICLE PD ACCIDENT. I SPOKE TO DRIVER OF UNIT 1 WHO SAID HE WAS TRAVELING SOUTH ON KERBER BLVD WHEN HE SLID THROUGH THE INTERSECTION INTO ONCOMING TRAFFIC ON W 78TH STREET. DRIVER OF UNIT 1 STATED HE HIT UNIT TWO WHICH CAUSED UNIT 2 TO HIT UNIT 3. I SPOKE TO DRIVER OF UNIT 2 WHO STATED SHE WAS TRAVELING WESTBOUND ON W 78TH STREET WHEN VEHICLE 1 CAME THROUGH THE INTERSECTION AND HIT HER VEHICLE CAUSING IT TO HIT UNIT 3. DRIVER OF UNIT 2 STATED SHE HIT OFF UNIT 3 AND WAS HIT AGAIN BY UNIT 1. I SPOKE TO DRIVER OF UNIT 3 WHO SAID SHE WAS TRAVELING WESTBOUND ON W 78TH STREET WHEN SHE WAS HIT BY UNIT 2. DRIVER OF UNIT 3 STATED SHE WENT OVER THE MEDIAN ONCE SHE WAS HIT. ALL VEHICLE PULLED OFF W 78TH STEET INTO A PARKING LOT. VEHICLE 2 SUSTAINED HEAVY DAMAGE AND WAS TOWED. VEHICLE 1 AND 3 SUSTAINED MODERATE DAMAGE AND WERE NOT TOWED. NO INCIDENT ID 00348429 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.748 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 05/11/16 TIME 16:05 DAY Wed LAT 44.862419 LONG -93.540223 UTM X 457321.0 UTM Y 4967808.1 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY B - Minor Injury FIRST HARMFUL Pedalcyclist (Bicyclist) LIGHT CONDITION Daylight WEATHER PRIMARY Rain Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Turning Left 88 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Bicycle Walk/Cycle With Traffic 14 M Apparently Normal Unknown Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 05/11/2016 AT 1605 HOURS, I WAS DISPATCHED TO A MOTOR VEHICLE VS. BICYCLE ACCIDENT LOCATED AT WEST 78TH STREET AND KERBER BLVD IN THE CITY OF CHANHASSEN. UPON ARRIVAL, I NOTICED A YOUNG MALE LYING IN THE MIDDLE OF KERBER BLVD, TO THE NORTH OF THE INTERSECTION. THERE WAS ONE BLUE SUBARU, BEARING MN LICENSE 045RYR, PARKED ON THE EAST SIDE OF KERBER BLVD. I APPROACHED THE VEHICLE AND IDENTIFIED THE DRIVER AS THE PERSON WHO STRUCK THE BICYCLIST. V1 ADVISED THEY WERE ON WEST 78TH STREET ATTEMPTING TO GO NORTH ON KERBER BLVD. ORIGINALLY, V1 ADVISED THEY WERE HEADING WESTBOUND ON 78TH, BUT LATER STATED THEY WERE TRAVELING EASTBOUND AND WAS TURNING LEFT, NORTHBOUND, ONTO KERBER BLVD. V1 STATED THEY DID NOT SEE THE INDIVIDUAL ON THE BICYCLE. I THEN SPOKE WITH WITNESS 1 WHO STATED SHE WAS BEHIND V1. W1 STATED V1 TURNED NORTHBOUND ONTO KERBER Report Generated 09/02/2022 MnCMAT 2.0.0 Page 3 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00499327 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.750 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 09/06/17 TIME 13:00 DAY Wed LAT 44.862380 LONG -93.540225 UTM X 457320.8 UTM Y 4967803.8 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 64 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Northbound Turning Left 45 M Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING WESTBOUND ON W. 78TH STREET THROUGH THE INTERSECTION OF KERBER BLVD. UNIT 2 WAS TRAVELING EASTBOUND ON W. 78TH STREET AND ATTEMPTED TO TAKE A LEFT AND GO NORTH ON KERBER BLVD. UNIT 1 HAD THE GREEN LIGHT GIVING THEM THE RIGHT AWAY THROUGH THE INTERSECTION. UNIT 2 SAID HE DID NOT SEE UNIT 1 AS HE WAS ATTEMPTING TO TURN LEFT ONTO KERBER BLVD. UNIT 2 COLLIDED WITH UNIT 1 IN THE MIDDLE OF THE INTERSECTION. THERE WAS MODERATE DAMAGE TO THE FRONT OF UNIT 1 (ALONG WITH THE FRONT QUARTER PANELS). THERE WAS MODERATE DAMAGE TO THE FRONT RIGHT QUARTER PANELS ON THE PASSENGER SIDE OF UNIT 2. BOTH DRIVERS SAID THEY WOULD ARRANGE TOWS FOR THEIR VEHICLE. NO INJURIES REPORTED. NO CITATIONS WERE ISSUED. INCIDENT ID 00753096 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.750 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 10/08/19 TIME 20:00 DAY Tue LAT 44.862378 LONG -93.540225 UTM X 457320.8 UTM Y 4967803.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Head On CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Moving Forward 50 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Turning Left 16 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 DRIVER STATED SHE WAS WESTBOUND ON WEST 78TH STREET IN THE RIGHT LANE CROSSING THROUGH THE INTERSECTION WITH KERBER BLVD. UNIT 1 DRIVER STATED UNIT 2 WAS EASTBOUND AND TURNED TO GO NORTHBOUND ON KERBER BLVD. AND STUCK THEIR VEHICLE. UNIT 1 DRIVER STATED SHE HAD A SOLID GREEN LIGHT. UNIT 2 DRIVER WAS EASTBOUND ON WEST 78TH STREET AND WAS ATTEMPTING TO TURN LEFT TO GO NORTHBOUND ON KERBER BLVD. UNIT 2 DRIVER STATED SHE OBSERVED UNIT 1 VEHICLE WITH IT'S RIGHT TURN SIGNAL ON SO SHE BELIEVED UNIT 1 WAS GOING TO SLOW AND TURN NORTHBOUND ON KERBER BLVD. UNIT 2 DRIVER THOUGHT SHE WOULD HAVE ENOUGH TIME TO TURN SO SHE STARTED HER TURN BUT STRUCK UNIT 1 WHEN UNIT 1 CONTINUED STRAIGHT THROUGH THE INTERSECTION. UNIT 1 DRIVER DENIES HAVING HER TURN SIGNAL ON. UNIT 1 COMPLAINED OF NECK PAIN ALONG WITH PAIN FROM THE SEAT BELT BUT REFUSED MEDICAL Report Generated 09/02/2022 MnCMAT 2.0.0 Page 4 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00761785 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.750 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 11/12/19 TIME 08:28 DAY Tue LAT 44.862379 LONG -93.540225 UTM X 457320.8 UTM Y 4967803.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Other CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 35 F Apparently Normal Ran Red Light Unit 2 Motor Vehicle in Transport Passenger Car Southbound Turning Left 60 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 11/12/2019 AT 0828 HOURS, V/1 WAS TRAVELING WESTBOUND W78TH STREET WHEN IT FAILED TO STOP FOR THE RED SEMAPHORE AT THE INTERSECTION OF KERBER BLVD. V/1 ENTERED THE INTERSECTION AND COLLIDED WITH V/2 WHICH HAD ENTERED THE INTERSECTION SOUTHBOUND FROM KERBER BLVD WITH THE INTENTION OF TURNING EASTBOUND ONTO W 78TH STREET. THERE WERE NO INJURIES REPORTED AS A RESULT OF THE CRASH AND BOTH VEHICLES WERE TOWED FROM THE SCENE. INCIDENT ID 10937686 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.751 ROUTE NAME ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 08/28/14 TIME 13:30 DAY Thu LAT 44.862376 LONG -93.540225 UTM X 457320.8 UTM Y 4967803.4 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Rain Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Southbound Turning Left 53 F Unit 2 Motor Vehicle in Transport Passenger Car Southbound Turning Left 27 F Unit 3 Unit 4 OFFICER SKETCH NO OFFICER SKETCH WAS FOUND. NARRATIVE NO NARRATIVE WAS FOUND. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 5 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00625250 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.751 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 08/03/18 TIME 13:25 DAY Fri LAT 44.862368 LONG -93.540226 UTM X 457320.8 UTM Y 4967802.5 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY B - Minor Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Moving Forward 70 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Southbound Moving Forward 24 F Apparently Normal Ran Red Light Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING WESTBOUND ON W. 78TH STREET THROUGH THE KERBER BLVD INTERSECTION IN THE CITY OF CHANHASSEN. UNIT 2 WAS HEADING SOUTHBOUND ON KERBER BLVD CROSSING OVER THE WESTBOUND LANES OF W. 78TH STREET. THE TWO VEHICLES COLLIDED IN THE INTERSECTION. DRIVER 1 SAID HE HAD THE GREEN LIGHT AND WAS GOING THROUGH THE INTERSECTION. DRIVER 2 SAID SHE HAD A GREEN LIGHT AND ENTERED THE INTERSECTION ON A YELLOW LIGHT. TWO INDEPENDENT WITNESSES BELIEVED THE LIGHT WAS GREEN FOR EAST/WEST BOUND TRAFFIC ON W. 78TH STREET. WITNESS 1 SAID HE DID NOT SEE THE CRASH BUT HEARD IT. HE SAID WHEN HE HEARD IT, HE LOOKED UP AT THE STOP LIGHT AND IT SHOWED GREEN FOR WEST/EAST BOUND TRAFFIC ON W. 78TH STREET. WITNESS 2 WAS A PEDESTRIAN WHO SAW THE CRASH. SHE SAID SHE THOUGHT THE LIGHT WAS POSSIBLY YELLOW FOR DRIVER 2 WHEN SHE ENTERED THE INTERSECTION. INCIDENT ID 00759728 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.752 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 11/05/19 TIME 09:10 DAY Tue LAT 44.862359 LONG -93.540226 UTM X 457320.7 UTM Y 4967801.5 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 63 M Apparently Normal Ran Red Light Unit 2 Motor Vehicle in Transport Passenger Car Southbound Moving Forward 46 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE PERSON 2 WAS STOPPED AT THE STOP LIGHT AS SHE HAD A RED LIGHT AND WAS WAITING TO TURN EAST ONTO WEST 78TH STREET FROM KERBER BLVD. BOTH PERSON 2 AND A WITNESS SAY THE LIGHT TURNED GREEN AND PERSON 2 PROCEEDED INTO THE INTERSECTION. DRIVER 1, WHO WAS WESTBOUND ON W 78TH STREET, DID NOT STOP FOR THE RED LIGHT AND PROCEEDED THROUGH THE INTERSECTION, CRASHING INTO PERSON 2'S VEHICLE. DRIVER 1 WAS CITED FOR THIS OFFENSE. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 6 of 26 Intersection #4 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 01014783 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.752 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 03/29/22 TIME 15:13 DAY Tue LAT 44.862360 LONG -93.540226 UTM X 457320.7 UTM Y 4967801.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Sideswipe Same Direction CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Moving Forward 83 F Apparently Normal Failed to Keep in Proper Lane Unit 2 Motor Vehicle in Transport Passenger Car Northbound Moving Forward 58 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 2 AND UNIT 1 WERE TRAVELING NORTHBOUND ON KERBER BLVD TOWARD THE STOP LIGHT AT THE INTERSECTION WITH W. 78TH STREET. UNIT 2 WAS SLIGHTLY AHEAD OF UNIT 1. UNIT 2 ENTERED INTO THE RIGHT LANE WHICH IS THE LANE TO EITHER GO STRAIGHT OR TURN RIGHT. UNIT 1 ENTERED THE LEFT LANE WHICH IS A LEFT TURN LANE ONLY. UNIT 2 CONTINUED STRAIGHT THROUGH THE INTERSECTION ON KERBER BLVD. UNIT 1 DID NOT TURN LEFT AND CONTINUED STRAIGHT THROUGH THE INTERSECTION. UNIT 1'S FRONT BUMPER STRUCK UNIT 2'S REAR DRIVER'S SIDE QUARTER PANEL. INCIDENT ID 11019699 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.753 ROUTE NAME Kerber Blvd ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 06/02/15 TIME 15:52 DAY Tue LAT 44.862347 LONG -93.540227 UTM X 457320.6 UTM Y 4967800.2 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 20 F Apparently Normal Inattentive/Distraction (Talking Unit 2 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 59 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE VEHICLE WERE TRAVELING EASTBOUND ON 78 STREET WEST WHEN THE DRIVER OF UNIT 1 REAR ENDED UNIT 2 AT THE INTERSECTION WITH KERBER BLVD. DRIVER OF UNIT 1 SAID SHE LOOKED DOWN TO CHANGE SONG ON HER PHONE AND HIT CAR IN FRONT. DRIVER OF UNIT 2 SAID SHE SAW DRIVER OF UNIT 1 LOOK DOWN AND REAR END HER. NO INJURIES, LIGHT DAMAGE TO FRONT OF UNIT 1, LIGHT DAMAGE TO REAR END OF UNIT 2. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 7 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 11023179 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.753 ROUTE NAME Kerber Blvd. ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 11/13/15 TIME 12:15 DAY Fri LAT 44.862347 LONG -93.540227 UTM X 457320.6 UTM Y 4967800.2 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Pedestrian CRASH SEVERITY C - Possible Injury FIRST HARMFUL Pedestrian LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Pedestrian PEDESTRIAN Southbound PED XNG N MK XWK 21 M Apparently Normal No Clear Contributing Action Unit 2 Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 11/13/2015 AT APPROXIMATELY 1215 HOURS, THERE WAS A VEHICLE VS. PEDESTRIAN HIT AND RUN CRASH AT THE INTERSECTION OF KERBER BLVD. AND 78TH ST. IN THE CITY OF CHANHASSEN. PERSON 1 WAS WALKING IN THE MARKED CROSSWALK WITH THE WALK SIGN SOUTHBOUND ON KERBER BLVD. CROSSING 78TH ST. PERSON 1 STATED A WHITE IN COLOR PASSENGER CAR WAS NORTHBOUND ON KERBER BLVD. AND MADE A LEFT TURN ONTO WESTBOUND 78TH. ST. PERSON 1 STATED HE WAS IN THE CROSSWALK AND IN THE ROADWAY WHEN THE VEHICLE STRUCK HIS LEFT SIDE. PERSON 1 STATED HE HAD MINOR LEFT KNEE PAIN AND REFUSED MEDICAL ATTENTION. THE SUSPECT VEHICLE DID NOT STOP TO EXCHANGE INFORMATION. INCIDENT ID 10775594 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.766 ROUTE NAME Kerber Blvd ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 02/17/12 TIME 13:53 DAY Fri LAT 44.862147 LONG -93.540239 UTM X 457319.5 UTM Y 4967778.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Moving Forward 33 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport VAN OR MINIVAN Eastbound Turning Left 50 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER OF VEH #1 TRAVELING NORTH BOUND ON KERBER COLLIDED WITH VEH #2 TRAVELING EAST BOUND ON W 78TH STREET. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 8 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10778810 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.766 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 07/13/12 TIME 15:50 DAY Fri LAT 44.862147 LONG -93.540239 UTM X 457319.5 UTM Y 4967778.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Pickup Northbound Moving Forward 27 M Apparently Normal Unit 2 Motor Vehicle in Transport Passenger Car Northbound Turning Left 63 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE D#2 STATED SHE WAS NB KERBER BLVD, IN THE INTERSECTION OF 78TH, WAITING FOR TRAFIC TO PASS SO SHE COULD TURN WB ONTO 78TH. D#2 STATED SHE WAS REARENDED BY V#1. D#1 STATED HE WAS NB KERBER APPROACHING V#2. D#1 STATED HE HIT THE BRAKES TO STOP HIS VEHICLE, AND FELT THE BRAKE LINE POP. D#1 STATED HE COULD NOT STOP, AND REARENDED V#2. I OBSERVED BRAKE FLUID LEAKING FROM UNDERNEATH V#1. NO TAGS, TOWS, NO INJURIES INCIDENT ID 10779267 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.766 ROUTE NAME KERBER BLVD ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 07/31/12 TIME 16:32 DAY Tue LAT 44.862147 LONG -93.540239 UTM X 457319.5 UTM Y 4967778.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Moped or Motor Scooter Northbound Moving Forward 26 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car SOUTHEAST Turning Left 19 M Unknown Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE VEH 1 NORTHBOUND ON KERBER. VEH 2 FAILED TO YIELD RIGHT AWAY AND MADE LEFT TURN STRIKING VEH 1. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 9 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10780010 ROUTE SYS 05-MSAS ROUTE NUM 0101 MEASURE 3.766 ROUTE NAME Kerber Blvd ROUTE ID 0500023937990101-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 0.10 M N 78th St West # VEH 1 # KILL 0 DATE 09/09/12 TIME 16:16 DAY Sun LAT 44.862147 LONG -93.540239 UTM X 457319.5 UTM Y 4967778.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Pedestrian CRASH SEVERITY C - Possible Injury FIRST HARMFUL Pedestrian LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Southbound Turning Left 52 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Pedestrian PEDESTRIAN PED XNG-NO SIG/X 53 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER 1 STOPPED VEHICLE 1 AT THE STOP SIGN WHILE EXITING THE LIBRARY PARKING LOT. PEDESTRIAN 1 CROSSES THE ROADWAY APPROXIMATELY 20 FEET SOUTH OF VEHICLE 1. PEDESTRIAN CROSSED THE ROADWAY HEADING EAST. PEDESTRIAN 1 GOT TO THE MIDDLE OF THE ROADWAY WHEN HE SAW VEHICLE 1. PEDESTRIAN 1 STATED HE PUSHED AWAY FROM A "WHITE HOOD" COMING AT HIM. INJURIES TO PEDESTRIAN 1 INCLUDE A SORE RIGHT WRIST. DRIVER 1 STATED THERE WAS NO OTHER TRAFFIC. DRIVER 1 STATED SHE DID NOT SEE THE PEDESTRIAN. VEHICLE 1 FRONT RIGHT SIDE HIT PEDESTRIAN 1. NO DAMAGE TO VEHICLE 1. NO CITATIONS ISSUED AT TIME OF INCIDENT. INCIDENT ID 00815304 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.744 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 06/18/20 TIME 06:35 DAY Thu LAT 44.862615 LONG -93.544961 UTM X 456946.8 UTM Y 4967832.4 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Sideswipe Same Direction CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Sunrise WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 52 F Apparently Normal Failed to Keep in Proper Lane Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 44 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER 1 WAS HEADED EASTBOUND ON WEST 78TH STREET FROM POWERS BLVD AND WAS APPROACHING TARGET ENTRANCE; SHE WAS IN THE LEFT LANE. DRIVER 2 WAS TRAVELLING IN THE SAME DIRECTION, HOWEVER, SHE WAS IN THE RIGHT LANE. DRIVER 1 ADMITS THAT SHE DID NOT SEE DRIVER 2 (SUSPECTED TO HAVE BEEN IN HER BLIND SPOT) AND ATTEMPTED TO MOVE FROM THE LEFT LANE TO THE RIGHT LANE. DUE TO THIS ACT, DRIVER 1 DROVE HER VEHICLE DIRECTLY INTO THE SIDE OF DRIVER 2'S VEHICLE. DRIVER 1 ADMITTED FULL FAULT FOR THE CRASH. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 10 of 26 Intersection #1 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00761371 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.760 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH TARGET LA # VEH 2 # KILL 0 DATE 11/10/19 TIME 18:55 DAY Sun LAT 44.862525 LONG -93.544671 UTM X 456969.7 UTM Y 4967822.3 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Snow Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 53 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Westbound Turning Left 16 M Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING EASTBOUND ON W 78TH STREET, TRAVELING STRAIGHT THROUGH A SOLID GREEN LIGHT AT TARGET ENTRANCE. UNIT 2 WAS EASTBOUND ON W 78TH ST, TURNING SOUTH ONTO TARGET ENTRANCE. THE DRIVER OF UNIT 2 THOUGHT HE HAD A GREEN ARROW AND TURNED IN FRONT OF UNIT 1, WHO HAD THE RIGHT OF WAY. UNIT 1 ATTEMPTED TO STOP BUT COULD NOT DUE TO SNOWY ROAD CONDITIONS. UNIT 1 SUSTAINED MINOR SCUFFS AND DAMAGE TO THE FRONT LEFT BUMPER. UNIT 2 SUSTAINED MODERATE DENTS AND SCUFFS ON THE FRONT AND REAR PASSENGER SIDE DOORS. BOTH VEHICLES WERE DRIVEN FROM THE SCENE. NEITHER DRIVER SUSTAINED ANY INJURIES IN THE CRASH. INCIDENT ID 00350709 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.764 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH TARGET LA # VEH 2 # KILL 0 DATE 05/21/16 TIME 18:28 DAY Sat LAT 44.862502 LONG -93.544594 UTM X 456975.7 UTM Y 4967819.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Head On CRASH SEVERITY B - Minor Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Van (Seats Installe Eastbound Moving Forward 58 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Westbound Turning Left 34 M Has Been Drinking Alcohol Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 STATED HE WAS TRAVELING EASTBOUND ON W 78TH ST. CROSSING THE INTERSECTION AT TARGET ENTRANCE. UNIT 1 STATED THERE WAS A SEMI TRUCK STOPPED IN THE LEFT TURN LANE IN THE INTERSECTION WAITING TO TURN LEFT. UNIT 1 STATED UNIT 2 CAME IN FRONT OF HIM AND CAUSED THE COLLISION. UNIT 1 STATED HE HAD A GREEN LIGHT. WITNESS 1 STATED HE WAS BEHIND UNIT 1 AND SAW A SEMI IN THE LEFT TURN LANE IN THE INTERSECTION WAITING TO TURN LEFT. WITNESS 1 STATED HE SAW UNIT 2 FACING WESTBOUND INCHING INTO THE INTERSECTION TO GO SOUTHBOUND ON TARGET ENTRANCE PRIOR TO HIS VIEW BEING OBSTRUCTED FROM THE SEMI. WITNESS 1 STATED HE SAW UNIT 2 ACCELERATE INTO THE PATH OF UNIT 1 WHO HAD A GREEN LIGHT. WITNESS 1 STATED IT APPEARED UNIT 2 ACCELERATED EXTRA QUICK TO TRY TO CLEAR THE INTERSECTION IF THERE WAS ANY ONCOMING TRAFFIC. UNIT 2 WAS OBSERVED SHOWING SIGNS OF IMPARTMENT Report Generated 09/02/2022 MnCMAT 2.0.0 Page 11 of 26 Intersection #1 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10935146 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.767 ROUTE NAME 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 05/12/14 TIME 18:50 DAY Mon LAT 44.862487 LONG -93.544544 UTM X 456979.6 UTM Y 4967818.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Other CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Turning Left 27 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 30 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE D#1 STATED SHE WAS EB 78TH, TO TURN NB FROM THE TARGET ENT. D#1 STATED SHE DID NOT SEE ANY VEHICLE'S APPROACHING WB 78TH, SO SHE ENTERED THE INTERSECTION ON A GREEN LIGHT. D#1 STATED AS SHE ENTERED THE INTERSECTION. D#1 THEN OBS V#2 TRAVELLING WB 78TH, AND WAS UNABLE TO STOP PRIOR TO BEING HIT. D#1 STATED SHE DID NOT SEE V#2 BECAUSE SHE THOUGHT SHE WAS SPEEDING. D#2 STATED SHE WAS WB 78TH ST, APPROACHING THE TARGET ENTRANCE ON A GREEN LIGHT. D#2 STATED SHE OBSERVED V#2 ENTER THE INTERCETION, AND PULL IN FRONT OF HER. D#2 STATED SHE WAS UNABLETO STOP BECAUSE OF THE TIMING WHEN V#1 PULLED INTO THE INTERSECTION ON FRONT OF HER. D#1 CITED FOR DAS, AND FAIL TO YIELD. NO INJURIES NO TOWS. INCIDENT ID 00383990 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.767 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 10/04/16 TIME 11:55 DAY Tue LAT 44.862487 LONG -93.544543 UTM X 456979.7 UTM Y 4967818.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Southbound Turning Left 16 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 64 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE I ARRIVED AT A TWO VEHICLE PD ACCIDENT AT THE INTERSECTION OF W 78TH AND TARGET ENTRANCE. STATE PATROL WAS ALREADY ON SCENE AND HAD SPOKEN TO DRIVER OF UNIT 1. STATE PATROL ADVISED THAT THE FEMALE DRIVER TOLD HIM SHE WAS TRAVELING WESTBOUND ON W 78TH ATTEMPTING TO TURN LEFT ONTO TARGET ENTRANCE. STATE PATROL ADVISED THE FEMALE TOLD HIM SHE HAD A "GREEN DOT" WHILE AT THE INTERSECTION. THE GREEN LIGHT IS CLEARLY MARKED YIELD WHEN TAKING A LEFT HAND TURN. I SPOKE TO DRIVER OF UNIT 2 WHO STATED HE WAS TRAVELING EASTBOUND ON W 78TH WHEN VEHICLE 2 PULLED OUT IN FRONT OF HIM. DRIVER OF UNIT 2 STATED HE DID NOT HAVE TIME TO BRAKE AND HIT VEHICLE 1. DRIVER OF UNIT 2 STATED HE HAD A GREEN LIGHT TO CONTINUE STRAIGHT. VEHICLE 1 SUSTAINED SEVERE DAMAGE TO THE REAR PASSENGER SIDE AND VEHICLE 2 SUSTAINED SEVERE DAMAGE TO FRONT END. THERE WERE NO INJURIES AND BOTH Report Generated 09/02/2022 MnCMAT 2.0.0 Page 12 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00866192 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.783 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH PVT-738 # VEH 2 # KILL 0 DATE 12/02/20 TIME 13:50 DAY Wed LAT 44.862716 LONG -93.544384 UTM X 456992.5 UTM Y 4967843.3 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY B - Minor Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 63 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Northbound Moving Forward 49 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE I WAS DISPATCHED TO A TWO VEHICLE PI ACCIDENT AT THE INTERSECTION OF W. 78TH STREET AND THE TARGET ENTRANCE IN THE CITY OF CHANHASSEN. I ARRIVED ON SCENE AND MADE CONTACT WITH BOTH VEHICLES ON SCENE. DRIVER 2 STATED THAT SHE WAS TRAVELING NORTHBOUND FROM THE TARGET ENTRANCE ONTO W. 78TH STREET. THERE WAS A FIXED STOP SIGN AT THE TARGET ENTRANCE. DRIVER 2 STATED THAT SHE THOUGHT THE INTERSECTION WAS CLEAR TO MAKE SAFE PASSAGE. WHEN UNIT 2 ENTERED THE INTERSECTION IT WAS STRUCK BY UNIT 1 TRAVELING WESTBOUND ON W. 78TH STREET. UNIT 1 AND UNIT 2 SUFFERED DISABLING DAMAGE FROM THE ACCIDENT AND WERE BOTH TOWED. DRIVER 1 SUFFERED APPARENT INJURIES FROM THE ACCIDENT AND WAS TRANSPORTED TO 212 MEDICAL CENTER BY RIDGEVIEW AMBULANCE. DRIVER 2 DIDN'T SUSTAIN ANY INJURIES. DRIVER 2 WAS GIVEN A CITATION FOR FAILURE TO YIELD THE RIGHT-OF-WAY. INCIDENT ID 00935345 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.784 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 100 F W TARGET ENTRANCE # VEH 1 # KILL 0 DATE 08/20/21 TIME 05:30 DAY Fri LAT 44.862713 LONG -93.544372 UTM X 456993.4 UTM Y 4967843.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Single Vehicle Run Off Road CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Standing Tree/Shrubbery LIGHT CONDITION Sunrise WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Moving Forward 18 F Apparently Normal Driver Distracted Unit 2 Unit 3 Unit 4 OFFICER SKETCH NARRATIVE THE DRIVER OF UNIT 1 WAS TRAVELING WESTBOUND ON W 78TH ST JUST WEST OF THE INTERSECTION AT THE TARGET ENTRANCE IN THE CITY OF CHANHASSEN. THE DRIVER OF UNIT 1 DIVERTED FROM ITS LANE OF TRAFFIC AND COLLIDED WITH A STREET LIGHT AND TREES IN THE MEDIAN. THE DRIVER OF UNIT 1 REPORTED SHE WAS DISTRACTED WHILE DRIVING DUE TO EATING AND WAS ALSO SPEEDING. BOTH THE TREE AND SIGN WERE COMPLETED KNOCKED DOWN DUE TO THE IMPACT. THE IMPACT CAUSED MODERATE DISABLING DAMAGE TO THE FRONT OF THE VEHICLE AND IT HAD TO BE TOWED FROM THE SCENE PRIVATELY. THE DRIVER AND BOTH PASSENGERS REPORTED NO INJURIES. I ISSUED THE DRIVER A CITATION FOR FAILURE TO DRIVE WITH DUE CARE. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 13 of 26 Intersection #1 Intersection #1 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00570352 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.843 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 741 # VEH 2 # KILL 0 DATE 03/01/18 TIME 17:30 DAY Thu LAT 44.862218 LONG -93.543035 UTM X 457098.7 UTM Y 4967787.3 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Turning Left 19 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Westbound Turning Left 66 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 03/01/2018 THERE WAS A TWO VEHICLE PROPERTY DAMAGE CRASH. UNIT ONE WAS TRAVELING EASTBOUND ON W 78TH ST ON THE INSIDE LANE (CLOSEST TO CENTER MEDIAN). UNIT TWO WAS TRAVELING WESTBOUND ON W 78TH ST AND TURNING LEFT INTO THE TARGET PARKING LOT. DRIVER TWO STATED THAT SHE DID NOT SEE THE OTHER VEHICLE COMING AND STRUCK UNIT ONE ON THE DRIVER'S SIDE DOOR. UNIT ONE SUSTAINED MODERATE DAMAGE TO THE DRIVER'S SIDE DOOR, WITH THE CURTAIN AIRBAG DEPLOYED. UNIT TWO SUSTAINED HEAVY FRONT END DAMAGE, WHICH REQUIRED IT TO BE TOWED FROM THE SCENE BY WILLIAMS TOWING. NO INJURIES WERE SUSTAINED BY EITHER DRIVER. DRIVER OF UNIT TWO RECEIVED A CITATION FOR FAILURE TO YIELD. ROAD CONDITIONS WERE DRY, WITH CLEAR SKIES. INCIDENT ID 10856294 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.847 ROUTE NAME w 78th ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 400 F W Kerber Blvd # VEH 2 # KILL 0 DATE 12/17/13 TIME 13:02 DAY Tue LAT 44.862212 LONG -93.542969 UTM X 457103.9 UTM Y 4967786.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 0 Sport Utility Vehicle Southbound PED FAIL YLD ROW 40 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 36 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS STOPPED AT THE EXIT OF THE BYLERLYS STRIP MALL ON THE NORTH SIDE OF W 78TH ST. UNIT 1 WAS WAITING TILL IT WAS CLEAR SO SHE COULD TRAVEL SOUTH ACROSS W 78TH ST. INTO THE TARGET PARKING LOT. UNIT 1 BEGAN TO CROSS W78TH ST AND WHEN SHE REACHED THE EASTBOUND SECTION OF W 78TH ST. UNIT 2 COLLIDED WITH HER. UNIT 2 WAS EASTBOUND ON W78TH ST AND HAD THE RIGHT OF WAY. UNIT 2 STATED SHE ATTEMPTED TO STOP WHEN SHE SAW UNIT 1 BUT WAS UNABLE TO. UNIT 2 DECLINED MEDICAL ATTENTION FROM THE RIDGEVIEW PARAMEDIC, BUT DID COMPLAIN OF FOOT PAIN. BOTH VEHICLES WERE TOWED. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 14 of 26 Intersection #2 (West 78th St @ Fedex Driveway) Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00865596 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.847 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 11/27/20 TIME 17:05 DAY Fri LAT 44.862212 LONG -93.542965 UTM X 457104.2 UTM Y 4967786.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Van (Seats Installe Westbound Turning Left 21 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 16 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER OF UNIT #1 WAS TURNING INTO THE EAST TARGET ENTRANCE FROM WESTBOUND W.78TH STREET. DRIVER OF UNIT #1 FAILED TO YIELD TO UNIT #2 AS SHE DROVE EASTBOUND ON W.78TH STREET. DRIVER OF UNIT #1 IS AT FAULT FOR FAILING TO YIELD TO ONCOMING TRAFFIC. NO INJURIES TO REPORT. BOTH UNITS SUSTAINED MODERATE DAMAGE AND WERE ABLE TO DRIVE FROM SCENE. INCIDENT ID 00844992 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.918 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 10/07/20 TIME 15:25 DAY Wed LAT 44.862168 LONG -93.541523 UTM X 457218.1 UTM Y 4967780.9 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Entering Traffic Lane 70 M Apparently Normal Unknown Unit 2 Motor Vehicle in Transport Passenger Van (Seats Installe Eastbound Moving Forward 45 F Apparently Normal Unknown Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER OF UNIT #2 WAS HEADING EASTBOUND ON W. 78TH STREET. DRIVER OF UNIT #1 WAS PULLING INTO TRAFFIC FROM THE STOP SIGN OF LUNDS AND BYERLYS SOUTH PARKING LOT. DRIVER OF UNIT #1 STRUCK UNIT #2 IN LEFT QUARTER PANEL. DRIVER OF UNIT #1 STATED HE HAD OPEN LANE TO EMERGE. DRIVER OF UNIT #2 STATED SHE WAS IN THAT LANE. STATEMENTS FROM BOTH DRIVERS WERE DIFFERENT IN FACTS. NO WITNESS OBSERVED CRASH. I ADVISED BOTH DRIVERS AT SCENE SINCE THEIR STORIES ARE DIFFERENT THEY CAN SPEAK WITH INSURANCE COMPANIES REGARDING FAULT. NO INJURIES TO REPORT MINOR DAMAGE TO BOTH UNITS WITH SCRATCHES ON PAINT. BOTH VEHICLES DROVE FROM SCENE. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 15 of 26 Intersection #2 (West 78th St @ Fedex Driveway) Intersection #3 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00609831 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.926 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 742 # VEH 1 # KILL 0 DATE 07/10/18 TIME 11:20 DAY Tue LAT 44.862359 LONG -93.541549 UTM X 457216.2 UTM Y 4967802.2 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY B - Minor Injury FIRST HARMFUL Pedalcyclist (Bicyclist) LIGHT CONDITION Daylight WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Southbound Turning Right 32 F Apparently Normal Unknown Unit 2 Bicycle Walk/Cycle on Sidewalk 51 M Apparently Normal No Improper Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 07/10/2018, THERE WAS A SINGLE VEHICLE AND BICYCLE PERSONAL INJURY CRASH ON 78TH ST. IN THE AREA OF THE ENTRANCE TO BYERLY'S. DRIVER 1 WAS IN HER VEHICLE AND WAS DRIVING SOUTHBOUND OUT OF THE BYERLY'S PARKING LOT. DRIVER 1 STATED SHE APPROACHED THE EXIT OF THE PARKING LOT ONTO 78TH ST. DRIVER 1 STATED SHE STOPPED AND COULD NOT SEE THE ROAD DUE TO THE BUSHES AT THE ENTRANCE TO THE STORE. DRIVER 1 STATED SHE BEGAN TO CREEP FORWARD AND SAW UNIT 2, WHICH IS A BICYCLE. DRIVER 1 STATED DRIVER 2 WAS EASTBOUND ON THE SIDEWALK ON THE NORTH SIDE OF 78TH ST. DRIVER 1 STATED SHE KEPT INCHING FORWARD AND THOUGHT THE BICYCLE WAS STOPPING. DRIVER 1 STATED SHE ENTERED THE MARKED CROSSWALK AND SAW THAT DRIVER 2 HAD NOT STOPPED. UNIT 1 STRUCK UNIT 2 AS HE CROSSED IN THE MARKED CROSSWALK. DRIVER 2 STATED HE THOUGHT THE VEHICLE WAS GOING TO STOP INCIDENT ID 10850856 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.942 ROUTE NAME 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH 0 F W KERBER BLVD # VEH 1 # KILL 0 DATE 03/27/13 TIME 15:12 DAY Wed LAT 44.862159 LONG -93.541036 UTM X 457256.6 UTM Y 4967779.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY C - Possible Injury FIRST HARMFUL Pedalcyclist (Bicyclist) LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport VAN OR MINIVAN Southbound Turning Right 45 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Bicycle BICYCLIST Eastbound PED XNG N MK XWK 33 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE D#1 STATED HE WAS SB, LEAVING THE BYERLY'S PARKING LOT. D#1 STATED HE WAS GOING TO EXIT ONTO WB 78TH STREET. D#1 STATED HE STOPPED, LOOKED, BUT DID NOT SEE ANYONE SO HE STARTED DRIVING. D#1 STATED HE HIT THE BICYCLIST, PUSHING HIM OVER. D#2 STATED HE WAS RIDING HIS BICYCLE EB ON THE NORTHSIDE SIDEWALK OF 78TH STREET. D#2 STATED HE THOUGHT V#1 WAS GOING TO STOP, SO HE PLANNED ON RIDING HIS BICYCLE ACROSS THE ENTRANCE / EXIT TO THE PARKING LOT. D#2 STATED HE WAS HIT BY V#1. D#2 CHECKED OUT BY RIDGEVIEW, BUT NOT TRANSPORTED. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 16 of 26 Intersection #3 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00835453 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.972 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 08/15/20 TIME 16:49 DAY Sat LAT 44.862148 LONG -93.540419 UTM X 457305.3 UTM Y 4967778.1 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 19 F Apparently Normal Driver Distracted Unit 2 Motor Vehicle in Transport Passenger Car Eastbound Vehicle Stopped or Stalled in 58 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE V2 WAS STOPPED FOR A RED LIGHT WHILE EAST ON W 78TH STREET AT KERBER BLVD. V1 APPROACHED THE VEHICLE, WAS NOT PAYING ATTENTION TO THE ROADWAY, AND DID NOT REALIZE THAT THERE WAS A REDLIGHT LEADING HER TO NOT STOP. V1 THEN CRASHED INTO THE REAR OF V2, FRONT TO BACK (FENDER BENDER). BOTH VEHICLES PULLED OF ONTO KERBER AND EXCHANGED INFORMATION. BOTH DRIVER'S REPORTED THE SAME STORY, AND V1 DRIVER WAS WARNED FOR DISTRACTED DRIVER. NEITHER PARTY WAS INJURED, AND BOTH VEHICLES WERE DERIVABLE FROM THE SCENE. INCIDENT ID 00412282 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.975 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH KERBER BLVD # VEH 2 # KILL 0 DATE 01/07/17 TIME 16:20 DAY Sat LAT 44.862352 LONG -93.540558 UTM X 457294.5 UTM Y 4967800.9 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Moving Forward 58 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Southbound Turning Left 35 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING NORTHBOUND ON KERBER BLVD CROSSING OVER 78TH STREET WITH THE GREEN LIGHT. UNIT 2 WAS TRAVELING SOUTHBOUND ON KERBER BLVD AND ATTEMPTING TO MAKE A LEFT TURN ONTO 78TH STREET. UNIT 2 FAILED TO YIELD THE RIGHT AWAY TO UNIT 1 AND COLLIDED WITH IT IN THE INTERSECTION. THERE WAS MODERATE DAMAGE TO THE DRIVER'S SIDE MIDDLE OF UNIT 1. THERE WAS MODERATE DAMAGE TO THE FRONT OF UNIT 2. BOTH DRIVER'S AND THE PASSENGER OF UNIT 1 REPORTED NO INJURIES. BOTH VEHICLES DROVE AWAY FROM THE SCENE. NO CITATIONS WERE ISSUED STEMMING FROM THE CRASH. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 17 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10778488 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.981 ROUTE NAME W 78t ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 06/27/12 TIME 08:35 DAY Wed LAT 44.862145 LONG -93.540242 UTM X 457319.3 UTM Y 4967777.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Turning Left 38 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 25 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 STARTED MAKING A TURN ONTO NORTHBOUND KERBER BLVD FROM EASTBOUND W 78TH ST. UNIT 2 WAS WESTBOUND IN THE OUTSIDE LANE OF W 78TH ST. UNIT 1 WAS MAKING THE LEFT HAND TURN ON A GREEN CIRCLE. UNIT 2 HAD THE RIGHT OF WAY THROUGH THE INTERSECTION. UNIT 1 AND UNIT 2 COLLIDED. UNIT 1 WAS TOWED FROM TEH SCENE. THE DRIVER OF UNIT 1 WAS TRAMSPORTED TO THE HOSPITAL. INCIDENT ID 10855308 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.981 ROUTE NAME 78th St. ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 11/14/13 TIME 13:48 DAY Thu LAT 44.862145 LONG -93.540242 UTM X 457319.3 UTM Y 4967777.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Single Vehicle Run Off Road CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Traffic Signal or Signal Structure LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport TRK TRAC W SEMI SOUTHEAST Turning Right 58 M Apparently Normal Improper Turn/Merge Unit 2 Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 11/13/2013 AT 1900 HOURS, THERE WAS A ONE VEHICLE PROPERTY DAMAGE CRASH AT THE INTERSECTION OF KERBER BLVD. AND 78TH ST. IN THE CITY OF CHANHASSEN. UNIT 1, WHICH IS SEMI TRACTOR WITH A TRAILER. UNIT 1 MADE A RIGHT TURN FROM 78TH ST. ONTO SOUTHBOUND KERBER BLVD. DRIVER STATED HE MUST HAVE TAKEN THE CORNER TOO SHARPLY AND STRUCK THE TRAFFIC SIGNAL. DRIVER STATED HE DID NOT REALIZE HE HAD STRUCK ANYTHING UNTIL LATER. THE TRAILER NUMBER FOR THE TRUCK WAS #590227. THERE WAS MINOR DAMAGE TO THE TRAILER OF THE SEMI- TRUCK. THE CITY OF CHANHASSEN ESTIMATES THE DAMAGE TO THE TRAFFIC SIGNAL TO BE APPROXIMATELY $3000.00 TO FIX AND REPLACE. THERE WERE NO INJURIES REPORTED FOR THIS INCIDENT. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 18 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10935721 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.981 ROUTE NAME 78th St. W ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 06/17/14 TIME 12:35 DAY Tue LAT 44.862145 LONG -93.540242 UTM X 457319.3 UTM Y 4967777.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY C - Possible Injury FIRST HARMFUL Pedalcyclist (Bicyclist) LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car NORTHWEST Turning Right 72 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Bicycle BICYCLIST PED XNG N MK XWK 15 M Apparently Normal Failure to Yield Right-of-Way Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 06/17/2014 AT 1235, THERE WAS A BICYCLE VS. AUTOMOBILE CRASH AT THE INTERSECTION OF 78TH ST. W. AND KERBER BLVD. IN THE CITY OF CHANHASSEN. UNIT 1 WAS SITTING IN THE OUTSIDE LANE OF 78TH ST. FACING WESTBOUND. UNIT 1 WAS WAITING TO TURN RIGHT ONTO NORTHBOUND KERBER BLVD. DRIVER 1 STATED WHEN THE LIGHT TURNED GREEN HE PROCEEDED TO TURN AND STRUCK THE JUVENILE MALE ON HIS BICYCLE. THE MALE ON THE BICYCLE STATED HE WAS WESTBOUND ON THE SIDEWALK ON THE NORTH SIDE OF 78TH ST. AND NOTICED THE LIGHT TURNED GREEN AND WENT THROUGH THE CONTROLLED INTERSECTION. UNIT 2 STATED HE DID NOT LOOK TO SEE IF HE HAD THE GREEN LIGHT TO WALK THROUGH THE INTERSECTION, HE STATED HE JUST SAW THE GREEN LIGHT FOR TRAFFIC. DRIVER 2 WAS TRANSPORTED TO PARK NICOLLET CLINIC IN CHANHASSEN AND CLEARED. UNIT 1 STATED HE SUSTAINED NO DAMAGE TO HIS VEHICLE AND WAS NOT INJURED. INCIDENT ID 11023237 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.981 ROUTE NAME W 78th St ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 3 # KILL 0 DATE 11/16/15 TIME 16:30 DAY Mon LAT 44.862145 LONG -93.540242 UTM X 457319.3 UTM Y 4967777.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Sunset WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Northbound Moving Forward 27 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car SOUTHEAST Turning Left 16 F Apparently Normal Failure to Yield Right-of-Way Unit 3 Motor Vehicle in Transport Sport Utility Vehicle Eastbound VEH STOPPED IN TRAFFIC 54 M Apparently Normal No Clear Contributing Action Unit 4 OFFICER SKETCH NARRATIVE V1 WAS TRAVELING NORTH ON KERBER BLVD. D1 SAID HIS LIGHT WAS GREEN AS HE ENTERED THE INTERSECTION THE LIGHT TRANSITIONED TO YELLOW. V2 WAS TRAVELING SOUTH ON KERBER BLVD TO MAKE A LEFT TURN ONTO EASTBOUND W 78TH ST. D2 SAID THE LIGHT WAS GREEN AND AS SHE ENTERED INTERSECTION THE LIGHT TURNED YELLOW. D2 SAID SHE SAW THE INTERSECTION WAS CLEAR AND BEGAN HER TURN WHEN V1 ENTERED. V3 WAS STOPPED FACING WEST ON W 78TH ST, WAITING TO MAKE A RIGHT TURN ONTO NORTHBOUND KERBER BLVD. D3 SAID BOTH V1 AND V2 ENTERED SIMULTANEOUSLY, AS V1 ENTERED, V2 TURNED. D3 SAID D1 ENTERED ON A GREEN AND THE LIGHT CHANGED TO YELLOW. D3 SAID HE DID NOT THINK V2 SAW V1. D1 SAID HE ENTERED THE INTERSECTION, AS HE DID, V2 TURNED IN FRONT OF HIM. D1 SAID HE BRAKED AND ABS ACTIVATED. D1 WAS UNABLE TO AVOID COLLISION AND STRUCK V2 IN THE INTERSECTION AS V2 TURNED IN FRONT. THE MOMENTUM FROM Report Generated 09/02/2022 MnCMAT 2.0.0 Page 19 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 11023358 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.981 ROUTE NAME Kerber Blvd ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 11/18/15 TIME 17:15 DAY Wed LAT 44.862145 LONG -93.540242 UTM X 457319.3 UTM Y 4967777.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Pedestrian CRASH SEVERITY A - Serious Injury FIRST HARMFUL Pedestrian LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Cloudy Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Turning Left 63 M Unknown Inattentive/Distraction (Talking Unit 2 Pedestrian PEDESTRIAN Southbound PED XNG W SIGNAL 53 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 2 WAS CROSSING W. 78TH ST. AT KERBER BLVD. VIA THE EAST CROSSWALK. UNIT 2 STATED AS HE ENTERED THE EASTBOUND LANES OF W. 78TH ST. HE NOTICED VEH 1 APPROACHING HIS LOCATION. UNIT 2 STATED VEH 1 DID NOT STOP AND COLLIDED WITH UNIT 2. UNIT 2 STATED VEH 1 PULLED OVER AND DRIVER 1 EXCHANGED INFORMATION WITH UNIT 2. UNIT 2 LEFT THE SCENE. UNIT 2 LATER FLAGGED ME DOWN. UNIT 2 STATED HE DID NOT HAVE PAIN AT FIRST BUT THEN LATER HAD MODERATE PAIN ON THE RIGHT SIDE OF HIS BODY. UNIT 2 REQUESTED AN AMBULANCE TO THE SCENE AND WAS TRANSPORTED TO THE HOSPITAL. I LATER SPOKE TO DRIVER 1 WHO STATED THE DUE TO UNIT 2 WEARING DARK CLOTHING AND THE LIMITED LIGHTING DRIVER 1 DID NOT SEE UNIT 2 PRIOR TO THE COLLISION. DRIVER 2 GAVE ME HIS INFORMATION AND STATED HE HAD CONTACTED HIS INSURANCE TO MAKE THEM AWARE OF THE INCIDENT. INCIDENT ID 00512254 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.991 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH KERBER BLVD # VEH 1 # KILL 0 DATE 10/25/17 TIME 07:00 DAY Wed LAT 44.862352 LONG -93.540227 UTM X 457320.7 UTM Y 4967800.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Single Vehicle Run Off Road CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Traffic Signal or Signal Structure LIGHT CONDITION Sunrise WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Medium / Heavy Trucks (More Westbound Turning Right 35 M Unknown Unknown Unit 2 Unit 3 Unit 4 OFFICER SKETCH NARRATIVE I RESPONDED TO A REPORT OF A DAMAGED TRAFFIC CONTROL SIGNAL AT THE NORTHEAST CORNER OF THE INTERSECTION OF W. 78TH ST. AND KERBER BLVD. I OBSERVED THE TRAFFIC SIGNAL AT THE CORNER HAD BEEN SIGNIFICANTLY DAMAGED. I DID NOT SEE ANY VEHICLES IN THE GENERAL AREA THAT WERE TALL ENOUGH TO HIT THE SIGNAL. BASED ON THE DAMAGE, AND THE TIME OF DAY, I BELIEVED A SEMI TRUCK MAY HAVE HIT THE SIGNAL WHILE TURNING NORTHBOUND ON KERBER WHILE TRAVELING WESTBOUND ON W. 78TH. THE CITY OF CHANHASSEN PUBLIC WORKS WAS NOTIFIED. A PUBLIC WORKS EMPLOYEE WENT TO THE LOADING DOCK AT LUNDS AND BYERLEY'S. LUNDS AND BYERLY'S IS DIRECTLY OFF KERBER AND NEAR THE INTERSECTION WHERE THE CRASH OCCURRED. THE EMPLOYEE SAW A TRUCK THAT APPEARED TO HAVE FRESH DAMAGE TO THE TRAILER. THE DAMAGE WAS IN A LOCATION THAT WAS CONSISTENT WITH THE LOCATION OF WHERE THE TRAFFIC SIGNAL Report Generated 09/02/2022 MnCMAT 2.0.0 Page 20 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00734191 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.991 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH KERBER BLVD # VEH 2 # KILL 0 DATE 07/17/19 TIME 16:30 DAY Wed LAT 44.862352 LONG -93.540236 UTM X 457319.9 UTM Y 4967800.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Pickup Southbound Turning Left 67 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 82 F Apparently Normal Ran Red Light Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS TRAVELING SOUTHBOUND ON KERBER BLVD, TURNING EASTBOUND ONTO W 78TH ST IN THE CITY OF CHANHASSEN. UNIT 2 WAS TRAVELING EASTBOUND ON W 78TH ST, APPROACHING KERBER BLVD. THE DRIVER OF UNIT 2 ADMITTED TO CHANGING HER AIR CONDITIONING SETTINGS, THEN LOOKED UP AND SAW A RED LIGHT. UNIT 2'S FRONT LEFT CORNER HIT UNIT 1'S FRONT RIGHT CORNER. A WITNESS ON SCENE STATED UNIT 1 WAS TURNING ON A GREEN LIGHT AND UNIT 2 HAD A RED LIGHT AND APPEARED TO BE DRIVING RATHER FAST. BOTH VEHICLES WERE TOWED BY SHAKOPEE TOWING DUE TO DISABLING DAMAGE. THE DRIVER OF UNIT 1 WAS TRANSPORTED BY RIDGEVIEW PARAMEDICS AND THE DRIVER OF UNIT 2 WAS SELF TRANSPORTED BY FAMILY TO BE EVALUATED. THE DRIVER OF UNIT 2 WAS ISSUED A CITATION FOR FAILURE TO OBEY A TRAFFIC CONTROL DEVICE. INCIDENT ID 00378938 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.992 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH KERBER BLVD # VEH 2 # KILL 0 DATE 09/11/16 TIME 19:19 DAY Sun LAT 44.862351 LONG -93.540201 UTM X 457322.7 UTM Y 4967800.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Vehicle Stopped or Stalled in 29 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Van (Seats Installe Westbound Moving Forward 40 M Asleep or Fatigued Following Too Closely Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 DRIVER STATED HE WAS STOPPED AT A RED LIGHT IN THE RIGHT HAND LANE ON WESTBOUND WEST 78TH STREET AT THE INTERSECTION OF KERBER BLVD. UNIT 1 STATED UNIT 2 RAN INTO THE REAR OF HIS VEHICLE. UNIT 1 STATED BOTH PULLED ONTO KERBER BLVD. UNIT 1 STATED AFTER A BRIEF DISCUSSION UNIT 2 LEFT THE SCENE WITHOUT PROVIDING CONTACT INFORMATION OR INSURANCE INFORMATION. UNIT 2 WAS LATER CONTACTED ON 09/13/2016 AFTER A FAILED ATTEMPT TO CONTACT HIM ON 09/11/2016. UNIT 2 STATED HE WAS WESTBOUND ON WEST 78TH STREET APPROACHING THE INTERSECTION OF KERBER BLVD. IN THE RIGHT HAND LAND. UNIT 2 STATED HE THOUGHT THE LIGHT WAS GREEN BUT LATER REALIZED IT WAS RED. UNIT 2 STATED UNIT 1 CHANGED FROM THE LEFT LANE INTO THE RIGHT LANE AND BEFORE HE KNEW IT THE GAP BETWEEN THE VEHICLES CLOSED AND HE STRUCK UNIT 1. UNIT 2 STATED HE STOPPED WITH UNIT 1 AND DISCUSSED HOW TO Report Generated 09/02/2022 MnCMAT 2.0.0 Page 21 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00522501 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.992 ROUTE NAME 113 ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 12/06/17 TIME 10:45 DAY Wed LAT 44.862352 LONG -93.540214 UTM X 457321.7 UTM Y 4967800.6 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Vehicle Stopped or Stalled in 53 M Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Van (Seats Installe Eastbound Moving Forward 78 M Apparently Normal Driver Distracted Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 12/06/2017, THERE WAS A TWO VEHICLE PROPERTY DAMAGE CRASH AT THE INTERSECTION OF KERBER BLVD. AND 78TH ST. IN THE CITY OF CHANHASSEN. DRIVER 1 STATED THAT HE WAS IN THE OUTSIDE LANE OF EASTBOUND 78TH ST. AND HAD STOPPED FOR THE RED LIGHT. DRIVER 1 STATED AS HE WAS STOPPED HE WAS STRUCK BY UNIT 2. DRIVER 2 STATED THAT HE WAS EASTBOUND ON 78TH ST. AND WAS LOOKING FOR THE CHANHASSEN DINNER THEATRE. DRIVER 2 STATED HE LOOKED TO HIS RIGHT AND WHEN HE LOOKED FORWARD, HE SAW THE OTHER VEHICLE HAD STOPPED. DRIVER 2 STATED HE WAS UNABLE TO STOP TO AVOID THE CRASH. BOTH VEHICLES SUSTAINED MODERATE DAMAGE AND WERE DRIVEN FROM THE SCENE. NO INJURIES WERE REPORTED. INCIDENT ID 00722239 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.994 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-D COUNTY 10-Carver CITY Chanhassen INTERSECT WITH KERBER BLVD # VEH 1 # KILL 0 DATE 05/25/19 TIME 11:05 DAY Sat LAT 44.862351 LONG -93.540175 UTM X 457324.7 UTM Y 4967800.5 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY C - Possible Injury FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Bicycle Walk/Cycle on Sidewalk 15 F Apparently Normal Unknown Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Northbound Moving Forward 43 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 05/25/2019, THERE WAS A TWO VEHICLE PROPERTY DAMAGE CRASH AT THE INTERSECTION OF KERBER BLVD. AND 78TH ST. IN THE CITY OF CHANHASSEN. UNIT 1 WAS A BICYCLE ON THE NORTH SIDE OF 78TH ST. TRAVELING WESTBOUND. DRIVER 1 STATED THAT SHE WAS WESTBOUND ON THE SIDEWALK AND APPROACHED THE INTERSECTION. DRIER 1 STATED SHE COULD NOT REMEMBER IF THE LIGHT WAS RED OR GREEN, BUT SHE LOOKED AND DID NOT SEE ANY VEHICLES SO SHE CONTINUED INTO THE INTERSECTION. DRIVER 1 STATED THAT SHE SAW THE VEHICLE AT THE LAST SECOND AND STRUCK THE SIDE OF THE VEHICLE. DRIVER 2 STATED SHE WAS NORTHBOUND ON KERBER BLVD. AND HAD THE GREEN LIGHT TO PROCEED THROUGH THE INTERSECTION. DRIVER 1 STATED AS SHE WENT THROUGH THE INTERSECTION, SHE SAW UNIT 1 AT THE LAST SECOND AND COULD NOT STOP TO AVOID THE CRASH. UNIT 2 SUSTAINED MINOR DAMAGE TO THE DRIVER'S SIDE OF THE VEHICLE. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 22 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00913742 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 2.996 ROUTE NAME W 78TH ST ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 06/22/21 TIME 16:27 DAY Tue LAT 44.862138 LONG -93.539921 UTM X 457344.7 UTM Y 4967776.8 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Sideswipe Same Direction CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Moving Forward 49 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Westbound Changing Lanes 22 F Apparently Normal Improper Turn/Merge Unit 3 Unit 4 OFFICER SKETCH NARRATIVE ON 06/22/2021 I, DEPUTY KANE-ZAFKE #885, WAS DISPATCHED TO A PD CRASH THAT HAD OCCURRED NEAR THE INTERSECTION OF WEST 78TH STREET AND MARKET BOULEVARD IN THE CITY OF CHANHASSEN. THE DRIVER OF UNIT 1 ADVISED THE DRIVER SIDE OF HER VEHICLE WAS HIT BY UNIT 2. THE DRIVER OF UNIT 1 STATED SHE DID NOT BELIEVE THE DRIVER OF UNIT 2 SAW UNIT 1 AS UNIT 2 WAS MERGING INTO THE OTHER LANE OF TRAFFIC. THE DRIVER OF UNIT 2 ADVISED THEY WERE ATTEMPTING TO MOVE OVER A LANE ON WEST 78TH STREET SO THEY COULD PROCEEDED NORTHBOUND ON KERBER BOULEVARD. THE DRIVER OF UNIT 2 STATED UNIT 1 WAS IN THEIR "BLIND SPOT" AND THEY DID NOT SEE UNIT 1. THERE WAS MINOR DAMAGE TO THE DRIVER SIDE OF UNIT 1 AND MINOR DAMAGE TO THE PASSENGER SIDE OF UNIT 2. NO TOWS OR MEDICAL ATTENTION NEEDED. DRIVER OF UNIT 2 WAS WARNED FOR FAILURE TO DRIVE WITH DUE CARE. AFTER THE SUBMISSION OF THIS REPORT, INCIDENT ID 10778232 ROUTE SYS 05-MSAS ROUTE NUM 0113 MEASURE 3.018 ROUTE NAME ROUTE ID 0500023937990113-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 05/12/12 TIME 15:00 DAY Sat LAT 44.862129 LONG -93.539489 UTM X 457378.8 UTM Y 4967775.5 WORK ZONE TYPE BASIC TYPE Rear End CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 83 M Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Westbound VEH STOPPED IN TRAFFIC 71 M Unit 3 Unit 4 OFFICER SKETCH NO OFFICER SKETCH WAS FOUND. NARRATIVE NO NARRATIVE WAS FOUND. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 23 of 26 Intersection #4 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 10778054 ROUTE SYS 10-MUN ROUTE NUM 0129 MEASURE 0.144 ROUTE NAME ROUTE ID 1000023937990129-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 1 # KILL 0 DATE 05/05/12 TIME 21:15 DAY Sat LAT 44.862139 LONG -93.540241 UTM X 457319.4 UTM Y 4967777.1 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Bike CRASH SEVERITY C - Possible Injury FIRST HARMFUL Pedalcyclist (Bicyclist) LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Northbound Turning Left 58 F Unit 2 Bicycle BICYCLIST PED XNG W SIGNAL 29 M Unit 3 Unit 4 OFFICER SKETCH NO OFFICER SKETCH WAS FOUND. NARRATIVE NO NARRATIVE WAS FOUND. INCIDENT ID 00424029 ROUTE SYS 10-MUN ROUTE NUM 0534 MEASURE 0.043 ROUTE NAME TARGET LA ROUTE ID 1000023937990534-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH W 78TH ST # VEH 2 # KILL 0 DATE 02/19/17 TIME 18:26 DAY Sun LAT 44.862487 LONG -93.544631 UTM X 456972.8 UTM Y 4967818.1 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Dark (Str Lights On) WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Westbound Turning Left 38 M Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 51 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE UNIT 1 WAS FACING WESTBOUND ON WEST 78TH STREET IN THE LEFT TURN LANE AT THE INTERSECTION OF TARGET ENTRANCE. UNIT 1 STATED THE LIGHTS TURNED GREEN AND HE STARTED HIS TURN. UNIT 1 STATED HE JUST ASSUMED HE HAD A GREEN ARROW. UNIT 2 STATED SHE WAS EASTBOUND ON WEST 78TH STREET CROSSING THE INTERSECTION WITH A GREEN LIGHT. UNIT 2 STATED UNIT 1 TURNED IN FRONT OF HER AND SHE HIT THE VEHICLE. THE INTERSECTION HAS A YELLOW FLASHING LEFT TURN ARROW THAT MEANING THAT UNIT 1 SHOULD HAVE YIELDED TO UNIT 2. UNIT 1 WAS GIVEN A VERBAL WARNING FOR FAILING TO YIELD TO ONCOMING TRAFFIC. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 24 of 26 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00707946 ROUTE SYS 10-MUN ROUTE NUM 0534 MEASURE 0.046 ROUTE NAME TARGET LA ROUTE ID 1000023937990534-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 05/05/19 TIME 15:00 DAY Sun LAT 44.862520 LONG -93.544603 UTM X 456975.1 UTM Y 4967821.7 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Sideswipe Same Direction CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Passenger Car Eastbound Changing Lanes 60 F Apparently Normal No Clear Contributing Action Unit 2 Motor Vehicle in Transport Passenger Car Eastbound Moving Forward 23 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE P1 WAS DRIVING V1 AND TURNED ONTO W78TH FROM TARGET. WHILE DOING THIS P2 DRIVING V2 WAS IN THE NORTH MOST LANE DRIVING EASTBOUND ON 78TH. P1 STATED SHE THEN ATTEMPTED TO TURN FROM THE SOUTH MOST LANE INTO THE NORTH MOST LANE BUT DID NOT SEE V2. P1 STATED V2 "MUST HAVE BEEN IN MY BLIND SPOT." P1 THEN WENT INTO THE NORTH MOST LANE CAUSING A "SIDE SWIPE" STYLE CRASH. V1 HAD MINOR DAMAGE TO THE FRONT DRIVER SIDE OF THE VEHICLE AND V2 HAD MODERATE DAMAGE TO THE BACK PASSENGER QUARTER PANEL. BOTH VEHICLES WERE ABLE TO DRIVE AWAY FROM THE SCENE. INCIDENT ID 00776028 ROUTE SYS 10-MUN ROUTE NUM 0534 MEASURE 0.056 ROUTE NAME W 78TH ST ROUTE ID 1000023937990534-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 12/31/19 TIME 13:30 DAY Tue LAT 44.862630 LONG -93.544469 UTM X 456985.7 UTM Y 4967833.8 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Angle CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Moving Forward 74 F Apparently Normal Ran Red Light Unit 2 Motor Vehicle in Transport Sport Utility Vehicle Northbound Moving Forward 63 F Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE VEHICLE 1 WAS TRAVELLING E ON WEST 78TH STREET. VEHICLE 2 WAS TRAVELLING NORTH ON TARGET ENTRANCE. VEHICLE 2 CLAIMED TO HAVE BEEN STOPPED AT THE INTERSECTION WITH W 78TH STREET WHILE WAITING FOR THE RED LIGHT TO TURN GREEN. VEHICLE 2 STATED THAT THE LIGHT TURNED GREEN AND SHE PROCEEDED TO ENTER THE INTERSECTION. VEHICLE 1 STATED SHE BELIEVED SHE STILL HAD A GREEN LIGHT, HOWEVER, SHE COULD NOT RECALL IF HER LIGHT WAS GREEN OR RED. THE FRONT OF VEHICLE 1 COLLIDED WITH THE FRONT/SIDE OF VEHICLE 2 CAUSING DISABLING DAMAGE TO BOTH VEHICLES. DRIVER 1 WAS CITED FOR FAILURE TO OBEY A TRAFFIC CONTROL DEVICE. DRIVER EVAL IS ALSO REQUESTED ON DRIVER 1 DUE TO CONFUSION ABOUT HOW CRASH OCCURRED. Report Generated 09/02/2022 MnCMAT 2.0.0 Page 25 of 26 Intersection #1 Intersection #1 Crash Detail Report - Short Form Westwood Request - Short Form Report Version 1.0 February 2020 INCIDENT ID 00756954 ROUTE SYS 21-PRIV ROUTE NUM 0738 MEASURE 0000 ROUTE NAME 738 ROUTE ID 2100006594550738-I COUNTY 10-Carver CITY Chanhassen INTERSECT WITH # VEH 2 # KILL 0 DATE 10/24/19 TIME 16:10 DAY Thu LAT 44.862713 LONG -93.544368 UTM X 456993.8 UTM Y 4967843.0 WORK ZONE TYPE NOT APPLICABLE BASIC TYPE Left Turn CRASH SEVERITY N - Prop Damage Only FIRST HARMFUL Motor Vehicle In Transport LIGHT CONDITION Daylight WEATHER PRIMARY Clear Unit Type Vehicle Type Direction of Travel Manuever Age/Sex Physical Cond Contributing Factor 1 Unit 1 Motor Vehicle in Transport Sport Utility Vehicle Eastbound Turning Left 62 F Apparently Normal Failure to Yield Right-of-Way Unit 2 Motor Vehicle in Transport Passenger Car Westbound Moving Forward 33 M Apparently Normal No Clear Contributing Action Unit 3 Unit 4 OFFICER SKETCH NARRATIVE DRIVER OF UNIT #1 WAS HEADING WESTBOUND ON WEST 78TH STREET IN CHANHASSEN. DRIVER OF UNIT #2 WAS HEADING EASTBOUND ON WEST 78TH STREET AND WAS MAKING A LEFT HAND TURN ONTO TARGET ENTRANCE. DRIVER OF UNIT #2 FAILED TO YIELD TO UNIT #1 CAUSING THE CRASH. DRIVER OF UNIT #1 IS AT FAULT. NO INJURIES TO REPORT. BOTH UNITS SUSTAINED MODERATE DAMAGE AND WERE TOWED FROM THE SCENE BY WILLIAMS TOWING. Selection Filter: WORK AREA: State - SPATIAL FILTER APPLIED Analyst: Erik Henricksen Notes: Report Generated 09/02/2022 MnCMAT 2.0.0 Page 26 of 26 Intersection #1 West Village Redevelopment Traffic Impact Anal ysis 12/9/2022 City of Chanhassen, Minnesota Confidential and Proprietary. TBPLS Firm #10074302 APPENDIX I West Village Redevelopment Site Plan TENANT 13,600 SFTENANT 23,500 SFUTIL.100SFFFE=973.5FFE=973.5TGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUG PUG PUG PUG PUGPUGPUGPUGPUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSCALED PER PLANSCALED PER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN RIM=972.54INV(NW)=967.44INV(SE)=967.44SNOWPILESTT10'19'12'PROPOSEDRETAILPROPOSEDRESTAURANT33 STALLS ADDED TO SITE 25'26'18' (TYP.)9' (TYP.)6'6' 5' 5'SAWCUT PAVEMENT (TYP.)11.7'ALTERNATE - DRIVE WITHADDITIONAL PARKINGSHEET NUMBER:DATE:Phone (952) 937-5150 12701 Whitewater Drive, Suite #300 Fax (952) 937-5822 Minnetonka, MN 55343 Toll Free (888) 937-5150 LICENSE NO.VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0034109.00\DWG\CIVIL\0034109SP01.DWG 03/30/2022WEST VILLAGE REDEVELOPMENT CHANHASSEN, MN WEST VILLAGE REDEVELOPMENTSITE PLAN . . . 03/30/2022 7818 SANDPIPER AVE NW NORTH CANTON, OH 44720 PHILLIPS EDISON & COMPANYNOT FOR CONSTRUCTION© 2022 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0034109.00C2.0PROPERTY LINESETBACK LINEEASEMENT LINECURB AND GUTTERLOT LINEPOND NORMAL WATER LEVELRETAINING WALLCONCRETE PAVEMENTNUMBER OF PARKING STALLSTRANSFORMERSITE LIGHTINGEXISTINGPROPOSEDFENCEXXHEAVY DUTY BITUMINOUS PAVEMENTNORMAL DUTY BITUMINOUS PAVEMENTTRAFFIC SIGNPOWER POLEBOLLARD / POSTCONCRETE SIDEWALKTIP-OUT CURB AND GUTTERSITE LEGEND5TPARKING SUMMARYEXISTING PARKING FOR SHOPPING CENTER·PROVIDED= 558 STALLS·REQUIRED = 529 STALLSPROPOSED BUILDING 7,200 SF·RETAIL 5/1000 SF - 3,500 SF = 18 STALLS·RESTAURANT 1/80 SF - 3,600 SF = 45 STALLS·TOTAL STALLS REQUIRED = 63 STALLSPROPOSED DEVELOPMENT·STALLS ADDED= 33 STALLS·STALLS LOST FOR BUILDING = 70 STALLS·NET STALLS LOST= 37 STALLS·TOTAL STALLS PROPOSED = 521 STALLS·TOTAL REQUIRED = 592 STALLS GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOST O ST O ST OPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUG PUG PUG PUG PUGPUGPUGPUGPUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=963.07FULL OF ICERIM=962.66FULL OF ICERIM=964.85INV(E)=961.44INV(W)=961.35RIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.44INV(W)=962.39RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.07RIM=971.91INV(N)=967.58INV(SW)=967.61RIM=973.57INV(N)=968.72INV(S)=968.67INV(E)=968.8924" RCP18" RCP12" RCP12 " R C P 12" RCP12" RCPSCALED PER PLANSCALED PER PLANHYDRANT PLACEDPER PLANHYDRANT PLACEDPER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN 12" RCP12" RCP12" RCP12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44SNOWPILESTT970975980969971972973974976977978979975971972973974976965970963964966967968969971972973975980971972973974976 9779789799659709669679689699 71 971 9729739729 7 3 965 963964966 965970966 967968969 971972973970966967968969970968969GAS GASPUGPUG PUG TENANT 13,600 SFTENANT 23,500 SFUTIL.100SFFFE=973.5FFE=973.5975.95971.64970.50967.50969.00972.00972.70972.50970.50965.90966.35972.40974.20974.60972.30970.70971.20973.00972.75972.25972.50972.25970.75967.40SHEET NUMBER:DATE:Phone (952) 937-5150 12701 Whitewater Drive, Suite #300 Fax (952) 937-5822 Minnetonka, MN 55343 Toll Free (888) 937-5150 LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0034109.00\DWG\CIVIL\0034109GD01.DWG 06/14/2022WEST VILLAGE REDEVELOPMENT CHANHASSEN, MN WEST VILLAGE REDEVELOPMENTGRADING PLAN 06/14/2022 . . . XX/XX/XX 7818 SANDPIPER AVE NW NORTH CANTON, OH 44720 PHILLIPS EDISON & COMPANY XXXXX JOSEPH A. SCHRAMMNOT FOR CONSTRUCTION© 2022 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0034109.00C3.0PROPERTY LINE982980POND NORMAL WATER LEVELRIDGE LINETOP AND BOTTOM OF RETAINING WALLEMERGENCY OVERFLOWSB-19SOIL BORING LOCATIONSTOSTORM SEWERDRAIN TILEWATER MAINSANITARY SEWEREXISTINGPROPOSEDINDEX CONTOURINTERVAL CONTOUR982980WATSANSPOT ELEVATIONFLOW DIRECTIONSB-19RETAINING WALLGRADING LIMITSGLCURB AND GUTTERFLARED END SECTION (WITH RIPRAP)GRADING LEGEND1.LOCATIONS AND ELEVATIONS OF EXISTING TOPOGRAPHY AND UTILITIES AS SHOWN ON THIS PLAN AREAPPROXIMATE. CONTRACTOR SHALL FIELD VERIFY SITE CONDITIONS AND UTILITY LOCATIONS PRIORTO EXCAVATION/CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY IF ANYDISCREPANCIES ARE FOUND.2.CONTRACTORS SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OFVESTIBULE, SLOPED PAVEMENT, EXIT PORCHES, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS,EXACT BUILDING UTILITY ENTRANCE LOCATIONS, AND EXACT LOCATIONS AND NUMBER OFDOWNSPOUTS.3.ALL EXCAVATION SHALL BE IN ACCORDANCE WITH THE CURRENT EDITION OF "STANDARDSPECIFICATIONS FOR TRENCH EXCAVATION AND BACKFILL/SURFACE RESTORATION" AS PREPARED BYTHE CITY ENGINEERS ASSOCIATION OF MINNESOTA.4.ALL DISTURBED UNPAVED AREAS ARE TO RECEIVE SIX INCHES OF TOPSOIL AND SOD. THESE AREASSHALL BE WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. SEE LANDSCAPE PLAN FORPLANTING AND TURF ESTABLISHMENT.5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING AND MAINTAINING TRAFFIC CONTROLDEVICES SUCH AS BARRICADES, WARNING SIGNS, DIRECTIONAL SIGNS, FLAGMEN AND LIGHTS TOCONTROL THE MOVEMENT OF TRAFFIC WHERE NECESSARY. PLACEMENT OF THESE DEVICES SHALL BEAPPROVED BY THE ENGINEER PRIOR TO PLACEMENT. TRAFFIC CONTROL DEVICES SHALL CONFORM TOAPPROPRIATE MNDOT STANDARDS.6.ALL SLOPES SHALL BE GRADED TO 3:1 OR FLATTER, UNLESS OTHERWISE INDICATED ON THIS SHEET.7.CONTRACTOR SHALL UNIFORMLY GRADE AREAS WITHIN LIMITS OF GRADING AND PROVIDE A SMOOTHFINISHED SURFACE WITH UNIFORM SLOPES BETWEEN POINTS WHERE ELEVATIONS ARE SHOWN ORBETWEEN SUCH POINTS AND EXISTING GRADES.8.SPOT ELEVATIONS SHOWN INDICATE FINISHED PAVEMENT ELEVATIONS & GUTTER FLOW LINEUNLESS OTHERWISE NOTED. PROPOSED CONTOURS ARE TO FINISHED SURFACE GRADE.9.SEE SOILS REPORT FOR PAVEMENT THICKNESSES AND HOLD DOWNS.10.CONTRACTOR SHALL DISPOSE OF ANY EXCESS SOIL MATERIAL THAT EXISTS AFTER THE SITE GRADINGAND UTILITY CONSTRUCTION IS COMPLETED. THE CONTRACTOR SHALL DISPOSE OF ALL EXCESS SOILMATERIAL IN A MANNER ACCEPTABLE TO THE OWNER AND THE REGULATING AGENCIES.11.ALL CONSTRUCTION SHALL CONFORM TO LOCAL, STATE AND FEDERAL RULES INCLUDING THENATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT REQUIREMENTS.12.PRIOR TO PLACEMENT OF ANY STRUCTURE OR PAVEMENT, A PROOF ROLL, AT MINIMUM, WILL BEREQUIRED ON THE SUBGRADE. PROOF ROLLING SHALL BE ACCOMPLISHED BY MAKING MINIMUM OF 2COMPLETE PASSES WITH FULLY-LOADED TANDEM-AXLE DUMP TRUCK, OR APPROVED EQUAL, IN EACHOF 2 PERPENDICULAR DIRECTIONS WHILE UNDER SUPERVISION AND DIRECTION OF THE INDEPENDENTTESTING LABORATORY. AREAS OF FAILURE SHALL BE EXCAVATED AND RE-COMPACTED AS SPECIFIEDHEREIN.13.EMBANKMENT MATERIAL PLACED BENEATH BUILDINGS AND STREET OR PARKING AREAS SHALL BECOMPACTED IN ACCORDANCE WITH THE SPECIFIED DENSITY METHOD AS OUTLINED IN MNDOT2105.3F1 AND THE REQUIREMENTS OF THE GEOTECHNICAL ENGINEER.14.EMBANKMENT MATERIAL NOT PLACED IN THE BUILDING PAD, STREETS OR PARKING AREA, SHALL BECOMPACTED IN ACCORDANCE WITH REQUIREMENTS OF THE ORDINARY COMPACTION METHOD ASOUTLINED IN MNDOT 2105.3F2.15.ALL SOILS AND MATERIALS TESTING SHALL BE COMPLETED BY AN INDEPENDENT GEOTECHNICALENGINEER. EXCAVATION FOR THE PURPOSE OF REMOVING UNSTABLE OR UNSUITABLE SOILS SHALL BECOMPLETED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. THE CONTRACTOR SHALL BERESPONSIBLE FOR COORDINATING ALL REQUIRED SOILS TESTS AND INSPECTIONS WITH THEGEOTECHNICAL ENGINEER.GRADING NOTES0.00%900.00900.00TW=XXX.XXBW=XXX.XXE.O.F. TENANT 13,600 SFTENANT 23,500 SFUTIL.100SFFFE=973.5FFE=973.5GASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASGASSTOSTOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOST O ST O ST OPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUG PUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGPUGP U G PUG PUGPUGPUGPUGPUGPUGPUGPUGPUG PUG PUG PUG PUG PUG PUGPUGPUGPUGPUG PUGPUGPUGPUGPUGFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOFOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANRIM=963.07FULL OF ICERIM=962.66FULL OF ICERIM=964.85INV(E)=961.44INV(W)=961.35RIM=965.34INV(E)=962.09INV(W)=961.64RIM=966.44INV(W)=962.39RIM=966.82INV(S)=963.26RIM=967.53INV(W)=963.93RIM=965.03INV(N)=962.40INV(S)=961.07RIM=971.91INV(N)=967.58INV(SW)=967.61RIM=973.57INV(N)=968.72INV(S)=968.67INV(E)=968.8924" RCP18" RCP12" RCP12 " R C P 12" RCP12" RCPSCALED PER PLANSCALED PER PLANHYDRANT PLACEDPER PLANHYDRANT PLACEDPER PLANHYDRANT PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANGATE VALVE PLACEDPER PLANSCALED PER PLAN 12" RCP12" RCP12" RCP12" RCP12" RCPRIM=972.54INV(NW)=967.44INV(SE)=967.44SNOWPILESTT204 LF - 6" PVC SANCONSTRUCT MHOVER EX. SANRE=979.20IE=966.49±58 LF - 6" WM6" GVWET TAP INTOEX. 8" WM125 LF - 15" STM SWR33 LF - 15" STM SWR108 LF - 12" STM SWR67 LF - 12" STM SWR116 LF - 15" STM SWR28 LF - 15" STM SWR32 LF - 12" STM SWRUNDERGROUND STORMWATER SYSTEMSTORMTECH SC-740 CHAMBERS160' x 50' WITH 6,000 CF STORAGE NEEDED(IF NO NEW WEST DRIVE/PARKING ALTERNATE,110' x 50' WITH 4,500 CF STORAGE NEEDED)CHAMBER INVERT=963.706" COMBINED WM STUBIE=965.505 LF - 15" STM SWRGAS GASPUGPUG PUG STMH 301CBMH 303STMH 302CBMH 304CBMH 202CBMH 201STMH 1011,500 GALGREASE TRAP6" SANITARY STUBIE=968.83±21 LF - 6" PVC SANSHEET NUMBER:DATE:Phone (952) 937-5150 12701 Whitewater Drive, Suite #300 Fax (952) 937-5822 Minnetonka, MN 55343 Toll Free (888) 937-5150 LICENSE NO. I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA VERTICAL SCALE: HORIZONTAL SCALE: DRAWN: CHECKED: DESIGNED:INITIAL ISSUE: REVISIONS:PREPARED FOR: N:\0034109.00\DWG\CIVIL\0034109UT01.DWG 06/14/2022WEST VILLAGE REDEVELOPMENT CHANHASSEN, MN WEST VILLAGE REDEVELOPMENTUTILITY PLAN 06/14/2022 . . . XX/XX/XX 7818 SANDPIPER AVE NW NORTH CANTON, OH 44720 PHILLIPS EDISON & COMPANY XXXXX JOSEPH A. SCHRAMMNOT FOR CONSTRUCTION© 2022 Westwood Professional Services, Inc.Common Ground AllianceCall 48 Hours before digging:811 or call811.com0'20'40'60'1" = 20'. . . . . . . . . . 20' 4' or 2'PROJECT NUMBER: 0034109.00C5.0SANEXISTINGPROPOSEDSANITARY SEWERSTOSTORM SEWERWATWATER MAINEASEMENT LINEPROPERTY LINEWATHYDRANTGATE VALVEDRAIN TILEFLARED END SECTION (WITH RIPRAP)LIGHT POLEGASGASGASPUGUNDERGROUND ELECTRICPUGTUGUNDERGROUND TELEPHONETOHPOHOVERHEAD ELECTRICPOHTOHOVERHEAD TELEPHONETOHFOTELEPHONE FIBER OPTICFOCTVCABLE TELEVISIONCTVFMFMSANITARY SEWER FORCE MAINCURB AND GUTTERUTILITY LEGEND1.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTINGUTILITIES AS SHOWN ON THESE PLANS ARE BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIESAND LIMITED MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION SHALL NOT BE RELIED ON ASBEING EXACT OR COMPLETE. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TOCONSTRUCTION AND NOTIFY THE OWNER OR ENGINEER OF DISCREPANCIES.2.ALL SANITARY SEWER, STORM SEWER AND WATER MAIN MATERIAL AND INSTALLATIONS SHALL BE PERCITY REQUIREMENTS, MINNESOTA PLUMBING CODE, AND IN ACCORDANCE WITH THE CURRENTEDITION OF "STANDARD SPECIFICATIONS FOR WATER MAIN AND SERVICE LINE INSTALLATION ANDSANITARY SEWER AND STORM SEWER INSTALLATION" AS PREPARED BY THE CITY ENGINEERSASSOCIATION OF MINNESOTA.3.PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL OBTAIN THE NECESSARY FEDERAL, STATE ANDLOCAL PERMITS FOR THE PROPOSED WORK OR VERIFY WITH THE OWNER OR ENGINEER THAT PERMITSHAVE BEEN OBTAINED. PERMIT FEES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR UNLESSOTHERWISE ARRANGED WITH THE OWNER.4.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OFDOORWAYS, RAMPS, TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITYCONNECTION LOCATIONS.5.ALL PRIVATE UTILITIES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THEAPPROPRIATE UTILITY COMPANY. THE CONTRACTOR SHALL COORDINATE THE SERVICE LINECONSTRUCTION WITH THE UTILITY COMPANIES.6.CONTRACTOR SHALL OBTAIN ALL NECESSARY CITY PERMITS FOR UTILITY CONNECTIONS, AND UTILITIESSHALL BE INSPECTED AND APPROVED BY THE CITY. THE CITY SHALL BE NOTIFIED 48-HOURS PRIOR TOCOMMENCING WITH THE UTILITY CONSTRUCTION OR ANY REQUIRED TESTING. CONTRACTOR SHALLNOT OPERATE, INTERFERE WITH, CONNECT ANY PIPE OR HOSE TO, OR TAP ANY WATER MAINBELONGING TO THE CITY UNLESS DULY AUTHORIZED TO DO SO BY THE CITY. ANY ADVERSECONSEQUENCES OF SCHEDULED OR UNSCHEDULED DISRUPTIONS OF SERVICE TO THE PUBLIC ARE TOBE THE RESPONSIBILITY OF THE CONTRACTOR.7.WATER MAIN LENGTHS AS SHOWN ARE APPROXIMATE HORIZONTAL LENGTHS. ALLOW FORADDITIONAL PIPE WHEN INSTALLING ON SLOPES OR WHEN DEFLECTIONS ARE REQUIRED. THE JOINTDEFLECTIONS SHALL NOT EXCEED THE MAXIMUM RECOMMENDED BY THE PIPE MANUFACTURER OR BYLOCAL GOVERNING SPECIFICATIONS. FITTINGS REQUIRED TO CONSTRUCT WATER MAIN SHALL BEINCLUDED IN WATER MAIN CONSTRUCTION.8.PROVIDE WATER MAIN THRUST RESTRAINTS PER CITY STANDARD REQUIREMENTS.9.A MINIMUM VERTICAL SEPARATION OF 18 INCHES IS REQUIRED AT ALL WATER LINE CROSSINGS WITHSANITARY SEWER OR STORM SEWER. THE WATER LINE SHALL NOT HAVE JOINTS OR CONNECTIONWITHIN 10-FEET OF THE CROSSING. INSULATE CROSSINGS WITH STORM SEWER.10.UTILITY SERVICES TYPICALLY TERMINATE 5' OUTSIDE BUILDING WALL UNLESS OTHERWISE SHOWN ORNOTED.11.DUCTILE IRON WATER LINES SHALL BE CLASS 52, PER AWWA C115 OR C151. COPPER WATER LINESSHALL BE TYPE K PER ASTM B88. PVC WATER LINES SHALL BE PER AWWA C900 AND INSTALLED PERAWWA C605 IF ALLOWED BY CITY.12.ALL WATER LINES SHALL HAVE <<7.5' OR 8'>> MINIMUM COVER. INSULATE WATER MAIN IF LESS THAN8' OF COVER. INSULATION SHALL BE DOW STYROFOAM HI BRAND 35 OR EQUIVALENT, WITH 4 INCHESOF THICKNESS.GENERAL UTILITY NOTESSDT13.SANITARY SEWER PIPE OUTSIDE THE BUILDING ENVELOPE SHALL BE POLYVINYLCHLORIDE (PVC) SDR 35 OR 26. SDR 26 IS REQUIRED FOR DEPTHS GREATER THAN 15FEET. SANITARY SEWER PIPE WITHIN 5 FEET OF THE BUILDING AND UNDER FOOTINGSSHALL BE SCHEDULE 40 PER ASTM D2665. ALL PLASTIC SANITARY SEWER SHALL BEINSTALLED PER D2321. SOLVENT WELD JOINTS MUST INCLUDE USE OF A PRIMER WHICHIS OF A CONTRASTING COLOR TO THE PIPE AND CEMENT. ALL SANITARY SEWER SHALLBE TESTED ACCORDING TO MINNESOTA PLUMBING CODE, PART 712.0.14.STORM SEWER PIPE:A.RCP AND HDPE PIPE MAY BE INSTALLED WITH APPROVAL OF LOCAL GOVERNINGAGENCY.B.REINFORCED CONCRETE PIPE SHALL BE CLASS 5 FOR PIPE DIAMETERS 18" ANDSMALLER, CLASS 3 FOR PIPE DIAMETERS 21" AND LARGER UNLESS OTHERWISENOTED, PER ASTM C76, WITH GASKETS PER ASTM C443.C.HDPE STORM PIPE 4- TO 10-INCHES IN DIAMETER SHALL MEET REQUIREMENTS OFAASHTO M252. HDPE STORM PIPE 12- TO 60-INCHES IN DIAMETER SHALL MEETREQUIREMENTS OF ASTM F2306. FITTINGS SHALL BE PER ASTM D3212 ANDINSTALLED PER ASTM D2321.D.PVC STORM SEWER PIPE AND FITTINGS SHALL BE SCHEDULE 40 PIPE PER ASTMD2665 AND INSTALLED PER ASTM D2321.E.CORRUGATED METAL PIPE (CMP) FOR SIZES 18- TO 120-INCH AND MUST MEETASTM A760 OR ASTM A796 AND BE INSTALLED PER ASTM A798. CMP MAY NOT BEINSTALLED WITHIN 10-FEET OF A WATERMAIN, WATER SERVICE, OR A BUILDING.F.ALL STORM SEWER JOINTS AND STRUCTURE CONNECTIONS SHALL BE GASTIGHT ORWATERTIGHT AS REQUIRED BY MINNESOTA PLUMBING CODE, PART 707.3. STORMSEWER LOCATED WITHIN 10-FEET OF A BUILDING AND/OR WATER LINE SHALL BETESTED PER MINNESOTA PLUMBING CODE, PART 712.15.ALL NONCONDUCTIVE PIPE SHALL BE INSTALLED WITH A LOCATE (TRACER) WIRE PERMINNESOTA RULES, PART 7560.0150.16.POST INDICATOR VALVES SHALL BE CLOW F-5750 (OR EQUIVALENT) MEETING AWWASTANDARD C509 AND CITY STANDARDS. VALVE TO BE MECHANICAL JOINT RESILIENTWEDGE GATE VALVE. POST TO BE ADJUSTABLE FOR 8 FEET WATER MAIN DEPTH. THEELECTRICAL ALARM SWITCH SHALL BE PART NO. PCVS2 (OR EQUIVALENT).17.AFTER CONSTRUCTION IS COMPLETED, THE CONTRACTOR SHALL PROVIDE THE OWNERWITH AN AS-BUILT RECORD OF UTILITY CONSTRUCTION. THE AS-BUILT SHALL INCLUDELOCATION AND LENGTH DEVIATIONS OR CHANGES TO THE PLAN. CONTRACTOR TOVERIFY WITH OWNER OR ENGINEER WHETHER A PLAN WITH POST-CONSTRUCTIONELEVATIONS IS REQUIRED.18.ALL MANHOLE CASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONSON PLAN REFLECT THE SUMPED ELEVATIONS.19.ALL CATCH BASIN CASTINGS IN CURB SHALL BE SUMPED 0.15 FEET AND MANHOLECASTINGS IN PAVED AREAS SHALL BE SUMPED 0.05 FEET. RIM ELEVATIONS ON PLANREFLECT THE SUMPED ELEVATIONS.GENERAL UTILITY NOTES (CONT.)