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CAS-02_2018-02 SPR & VAR FILE 2 OF 2GENERAL NOTES: A. TOPOGRAPHIC BOUNDARY SURVEY, INCLUDING PROPERTY LINES, LEGAL DESCRIPTION, EXISTING UTILITIES, SITE TOPOGRAPHY WITH SPOT ELEVATIONS, OUTSTANDING PHYSICAL FEATURES AND EXISTING STRUCTURE LOCATIONS WAS PROVIDED BYTHE FOLLOWING COMPANY, AS A CONTRACTOR TO THE SELLER/OWNER: TOPOGRAPHY: CORNERSTONE LAND SURVEYING, INC 6750 STILLWATER BLVD N., SUITE 81 STILLWATER, MN 55082 PHONE: 651-275-8969 CEI ENGINEERING AND ITS ASSOCIATES WILL NOT BE HELD RESPONSIBLE FOR THE ACCURACY OF THE SURVEY OR FOR DESIGN ERRORS OR OMISSIONS RESULTING FROM SURVEY INACCURACIES. B. ALL PHASES OF SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE OWNER / DEVELOPER SITE WORK SPECIFICATIONS. C. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF EXISTING STRUCTURES, RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. SEE SITE WORK SPECIFICATIONS. D. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOLITION OPERATIONS. DISPOSAL WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS. E. THE GENERAL CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR AND SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. F. WARRANTY/DISCLAIMER: THE DESIGNS REPRESENTED IN THESE PLANS ARE IN ACCORDANCE WITH ESTABLISHED PRACTICES OF CIVIL ENGINEERING FOR THE DESIGN FUNCTIONS AND USES INTENDED BY THE OWNER AT THIS TIME. HOWEVER, NEITHER THE ENGINEER NOR ITS PERSONNEL CAN OR DO WARRANT THESE DESIGNS OR PLANS AS CONSTRUCTED EXCEPT IN THE SPECIFIC CASES WHERE THE ENGINEER INSPECTS AND CONTROLS THE PHYSICAL CONSTRUCTION ON A CONTEMPORANEOUS BASIS AT THE SITE. G. SAFETY NOTICE TO CONTRACTOR: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. ANY CONSTRUCTION OBSERVATION BYTHE ENGINEER OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES, IN, ON OR NEAR THE CONSTRUCTION SITE. H. ALL CONSTRUCTION IN STATE HIGHWAY DEPARTMENT RIGHT-OF-WAY SHALL BE COORDINATED WITH THE HIGHWAY DEPARTMENT RESIDENT ENGINEER. I. WETLANDS NOTE: ANY DEVELOPMENT, EXCAVATION, CONSTRUCTION, OR FILLING IN A U.S CORPS OF ENGINEERS DESIGNATED WETLAND IS SUBJECT TO LOCAL, STATE AND FEDERAL APPROVALS. THE CONTRACTOR SHALL COMPLY WITH ALL PERMIT REQUIREMENTS AND/OR RESTRICTIONS AND ANY VIOLATION WILL BE SUBJECT TO FEDERAL PENALTY. THE CONTRACTOR SHALL HOLD THE OWNER/DEVELOPER, THE ENGINEER AND THE LOCAL GOVERNING AGENCIES HARMLESS AGAINST SUCH VIOLATION. J. RESIDENT ENGINEERING SERVICES: WHEN REQUESTED BY THE OWNER, RESIDENT ENGINEERING SERVICES SHALL BE PROVIDED BY THE ENGINEERS (ON ATIME AND FREQUENCY BASIS) ACCEPTABLE TO THE CITY ENGINEER FOR IMPROVEMENTS TO PUBLIC WATER MAINS, PUBLIC SEWER, AND CITY STREETS. AT THE COMPLETION OF CONSTRUCTION, THE ENGINEER SHALL CERTIFY THE CONSTRUCTION TO BE IN COMPLIANCE WITH THE PLANS AND SPECIFICATIONS. THIS WORK WILL BE AT THE OWNER/DEVELOPER'S DIRECT EXPENSE AND SHALL BE COORDINATED WITH CEI ENGINEERING ASSOCIATES, INC. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE RESIDENT ENGINEER OF ANY PRECONSTRUCTION / CONSTRUCTION CONFERENCES AND ANY PUBLIC CONSTRUCTION 24 HOURS PRIOR TO SAID ACTION. FLOOD CERTIFICATION: THIS PROPERTY LIES WITHIN THE UNSHADDED ZONE C, AREAS OF MINIMAL FLOODING, AS SHOWN BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP FOR THE CITY OF CHANHASSEN, MINNESOTA, COMMUNITY PANEL NUMBER 270051 0005 B EFFECTIVE DATE: JULY 2, 1979 I 11 nvvx� ZONE -rt.rr— •e 77 - Ns.,�...r..Y,..A. SITE una IBBF.IO(A uwv mom MHSVM ZONEC Al y 1 / /'ZONE\,�- '„} HYYWR-Natow •':� _�_`_ fl ZONE Al I■ [nF¢rtH 1Art: L fJ£ A<- ZONE c � FLOOD MAP Not to Scale THIS PROPERTY LIES WITHIN THE UNSHADDED ZONE C, AS SHOWN BYTHE FIRM COMMUNITY PANEL NUMBER 270051 0005 B EFFECTIVE DATE: JULY 2, 1979 E SOILS MAP Not to Scale PLAN INDEX: CO COVER SHEET C7 EROSION CONTROL NOTES 2 C1 DEMOLITION PLAN C8 UTILITY PLAN C2 SITE PLAN C9 LANDSCAPE PLAN C3 GRADING PLAN C10 DETAIL SHEET 1 C4 EROSION CONTROL PLAN - PHASE 1 C11 DETAIL SHEET 2 CS EROSION CONTROL PLAN - PHASE 2 C12 DETAIL SHEET 3 C6 EROSION CONTROL NOTES 1 Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 Ph: (651) 452-8960 (651) 452-1149 VICINITY MAP Not to Scale D Arkansas *California *Minnesota *Pennsylvania *Texas APPROVED CITY OF CHANHASSEN RILEY PURGATORY BLUFF CREEK WATERSHED RESOURCE LIST: DATE ENGINEERING/TRAFFIC/WATER PLANNING DEPARTMENT CITY OF CHANHASSEN CITY OF CHANHASSEN STEPHANIE SMITH, PE ROBERTGENEROUS(SR PLANNER) 7700 MARKET BLVD 7700 MARKET BLVD CHANHASSEN, MN 55317 CHANHASSEN, MN 55317 952-227-1165 952-227-1131 sbsmith@ci.chanhassen.mn.us bgenerous@ci.chanhassen.mmus ENGINEERING/STORMWATER WATERSHED CITY OF CHANHASSEN RILEY PURGATORY BLUFF CREEK VANESSA STRONG CLAIRE BLESER 7700 MARKET BLVD 14500 MARTIN DRIVE, SUITE 1500 CHANHASSEN, MN 55317 EDEN PRAIRIE, MN 55344 952-227-1168 952-607-6512 vstrong@ci.chanhassen.mn.us cbleser@rpbcwd.org PLANNING/ZONING CITY OF CHANHASSEN KATE AANENSON(CDD) 7700 MARKET BLVD CHANHASSEN, MN 55317 952-227-1139 kaaneson@d.chanhassen.mn.us DEVELOPER: ARCHITECT: PAN ERA, LLC 3630 SOUTH GEYER ROAD, SUITE 100 ST. LOUIS, MO 63127 PHONE: 314-994-2609 BRIAN BARNARD SR. DEVELOPMENT PROJECT MANAGER CIVIL ENGINEER: CEI ENGINEERING ASSOCIATES, INC. 2025 CENTRE POINTE BLVD, SUITE 210 MENDOTA HEIGHTS, MN 55120 PHONE: 651452-8960 ALAN CATCHPOOL, PE, CPESC ARCVISION, INC. 1950 CRAIG ROAD, SUITE 300 ST. LOUIS, MO 63146 PHONE: 314-415-2325 MATTHEW HINCHCLIFFE M H I NCHCLI FFE@ARCV.COM CITY OF CHANHASSEN RECEIVED FES 212018 CHANHASSEN PLANNING DEPi 3 0 N 0 h CB RINI=9a;.c INV 943.0 PO/1�1 \NN� _ CAUTION: L UNDERGROUND UTILITIES J GRAVEL IBA DRIVE a=PSTER SURE r� CTRIC •�"� I . , NSFORMER �OR GE 1 BUILDI G I: "II v I 2.0 4.4 V O C � I D m I Z z 4.1 0 SPg,: 1 2.0 II � � 1 Z- ,1, 7 I 51D 19A STORM I S PIPE i � 2.0 I 1. I C0 9 � \ R��;945 6 AV �\ � ��-SS �1\ C0 \ E¢! \ DA9 2 \ \ �� 9454 ,\.. \ � IhV> u CURBAND 18A GUTTER +26q+CH Tlr, -14 !` UNDERGROUND i �19Ar/.� - TREE 18A D.z i m SOH IS,, e CB RIM=9 9 47.0 �L=c4n.8 IhIV=94s.L Rio TR' �CONaiRET1W73 E WA1,K 0" C.IP (PEsv4A 3ROUND 191 LINES TREES 19A SON \N STRUCTURES EX\ST\NG 0U\ D G p00g015C, FT. ;941 6 Fp0TpP1Nt ;15, z� x B`OGTOP N L ' v'�' � •p 4 11 . a •.' p w 0 II � m .�'ti �.•' ; y' m GO N O 11 3.1 c, t i a •:; '� •�,.,. A_ _ 10. 0 i. • A. Zg•� .P • _ I� z 0 a z O 3.7 18„ BITUMINOUS SURFACE "LANDSCAPI'NG 4- BITUMINOUS SURFACE TREE SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSRE. SURVEY DISK 1002 W WITH AN ELEVATION Of 9549 WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1: TOP NET OF FIRE HYDRANT, ELEVATION=851.71) FTER Know what's below. CaII before you dig. 0 20' 30' 4C' SCALE IN FEET _-- - CAUTION: UNDERGROUND EXISTING LEGEND UTILITIES SIGN 18A i FOUND MONUMENT t+ FIREDEPT.CONNECTION ------. ---- UNDERGROUND ELECTRIC SIGN TOP TREE li. Q SET 1/2'IRON PIPE HYDRANT ------- UNDERGROUND CABLE TV _954.1 �i :: =-x:-, 19A 50H MARKED RLS NO. 2571 B 0 CURB STOP ❑ CABLE TV PEDESTAL UNDERGROUND FIBER OPTIC ' ❑ AIR CONDITIONER 1 ® WATER WELL —U NDERGROUND TELEPHONE m -� !I ELECTRIC MANHOLE ///�� >r,J WATER MANHOLE .— , ---.-- OVERHEAD UTILITY Z I ❑ ❑ WATE0. METER - UNDERGROUND GAS ••• ' ELECTRIC METER ELECTRIC PEDESTAL ® POST INDICATOR VALVE �— SANITARY SEWER m WATER VALVE _ J ` - STORM SEWER I El ELECTRIC TRANSFORMER 0 BOLLARD AIN _. I t CURB AND 51D E € {L LIGHT POLE 0_ FLAG POLE FENCE FENCE SSB J ,s^ 19A GUTTER F- GUY WIRE 1-1 MAIL BOX _ CURB [TYPICAL) j0 I 4 POWER POLE IC SIGN '1`a' CONTOURS GAS MANHOLE O UNKdOWN MANHOLE O0 GASMETER e SOIL BORING _ f '�-- !iAIP. Q TELEPHONE MANHOLE SPOT ELEVATION 113 Ir M=9 I� ❑ TELEPHONE PEDESTAL ® TRAFFIC SIGNAL O SANITARY CLEANOUT SANITARY MANHOLE SSD ."� CONIFEROUS TREE ASPHALT 19A ® CATCH BASIN I- y� PAVEMENT 0 ® STORM DRAIN DECIDUOUS TREE /I �IIN v=_ 9.1 ® FLARED END SECTION STORM MANHOLE m c c 3 z 0 c D n m SIG/ SOP IA---V/AW-8�--- — — — — — — — ---- — M EVERGREEN 18A -- HEDGE ��•�'�' WREICTION EfTRIC r �I'JIV.68 NCRETE ' nju a.xN68°05'22+'L 93.19 PER DOC. NOS ;;ND 1 2E1M RC,TiOUNID^ 19A SID CONCRETE 51D `B \ /J UTILITIES SIDEWALK 19A RIM=948.9 NV=9445 CAUTION: < UNDERGROUND 7 UTILITIES C RD 1 GCB RIM=9475 {V/ RIM=947.5 INV=944.5 INV=944.4 (SNOW PACKED) (SNOW PACKED) MINNESOTA DEPARTMENT OF TRANSPORTA TION S RIGHT OF WA Y PLA T NO. 1 Q-3 A in D T ENCH 19A 51D L AIN r O z 1 2 0 1'. z DRAIN z.- (� RIM=949.3 C" O v INV=948.2 1\j SIBo / W A 1 'NO CID l 67� 1 I -0 m a I e I BASINS Y TRENCH DRAIN 518 CATC CATC m „} BASK PVC PVC —DRAIN RIM=948. i GENERAL DEMOLITION NOTES A. THE SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE "OWNERS STANDARD SITE WORK SPECIFICATIONS". B. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OF THE EXISTING STRUCTURES, RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. SEE SITE WORK SPECIFICATIONS. C. CONTRACTOR ISTO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOLITION OPERATIONS. DISPOSAL WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS. D. THE GENERAL CONTRACTOR SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. E. ENGINEER'S NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOTTO BE RELIED ON AS BEING EXACTOR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. F. CONTRACTOR TO DEMOLISH AND REMOVE ALL EXISTING WATER AND SANITARY SEWER SERVICE LINES FROM THE BUILDING TO THE PROPERTY LINE(S). G. CONTRACTOR/OWNER TO COORDINATE WITH CITY STAFF PRIOR TO REMOVAL OR CONSTRUCTION OF THE SERVICES REGARDING INSPECTIONS AND TRAFFIC CONTROL ON W 79TH STREET PRIOR TO SITE DEMOLITION AND GRADING. Q DEMOLITION NOTES 18A EXISTING TO BE REMOVED, 18B EXISTING TO BE RELOCATED. 19A EXISTING TO REMAIN. 51B LIMITS OF SAWCUTAND PAVEMENT REMOVAL 9 51D PROTECT EXISTING STRUCTURES AND/OR PIPES DURING DEMOLITION AND CONSTRUCTION PHASES. I ❑ DEMOLITION DETAILS I 50H TREE PROTECTION INV=W7 U it n DRAIN YA l or- ❑Ra=N �n1v=94? z (I RIM=9483 CURB AND 19A 51D Py-Y Y GUTTER LK f CB I ,�--RIPA=947. - INV=943.c (SNOW PACKET TAT E HIGHWAY 5 SITE DATA OVERALL DATA AREA 63,153 S.F. 1.45 AC EXISTING IMPERVIOUS AREA 44,225 S.F. 70.03 % EXISTING PERVIOUS AREA 18,928 S.F. 29.97 % PROPOSED BUILDING AREA 4,486 S.F. 7.10 % PARKING LOT AREA 36,146S.F. 57.24% TOTAL IMPERVIOUS AREA 40,632 S.F. 64.34 % PROPOSED PERVIOUS AREA 22,521 S.F. 35.66 % ALLOWABLE IMPERVIOUS COVER 65% BH (HIGHWAY ZONING: BUSINESS DISTRICT) PARKING REQUIRED PROVIDED 9'x18' STALLS - 1 SPACE/80 SF 56 48 HANDICAP STALLS 3 3 TOTAL PARKING 56 51 BLDG. HEIGHT 50' MAX BLDG. SPECIFIC USES BAKERY/ RESTAURANT -Cl ll SS �i. F�O� 6g51�1 I 'W OP )pER ER --�SS 10'PRO EDOSP DRAINAGE I AND UTILITY EASEMENT Cg i 2 1 K ASA1 goo \p TP 983 j 1 gj03 s -<E e� / '� �° R a�rE� ��s ONES .Q�AS_� :5�� rn 16 RL��,gnN� CB INV=943.0 00 .� NI;RETE LV,�cK •�9L''.hi'>L�'P�ION.'l60NCRETE.M.1C) •-'• - ACCESS RESTRICTION PER DOC. NOS. • -_____ * ` 157032 AND 122284 (MNDOT ROW PLAT) RI1 �-CB RRVI=94Z5 V Rlfv!=9475 INV=9445 INV =944 4 (SNOW PACKED) (SNOW PACKEM Rv R RCEL 208A F I_ 193. 18" CB Al RIM=948.9 INV=344.5 tCP (CANT SEE) MINNESOTA DEPARTMENT OF TRANSPORTA TION S RIvHT OF WA Y PLA T NO, 10-3 DRAIN RIM=951.0 INV=95Q0 )RAIN 21M=950$ NV=949 ? N D � v m m m A O j x rn O >< n m n =a xz DRAIN z RJh9=949.3 p INV=948.2 n m z� O m � O w o w z N � � m 5' PROPOSPD DRAINAGE AND UTiL4TY EASEMENT DRAIN I RIM=948.7 rg 1 DRAIN RIM--948.7 6" PVC=947.4 c I n CB I - w RIM=94:3.4 m 1 6"PVC=947.3 ) DRAIN RIM=948,2 CB 1 RIM=948,4 f,.M-948.2 f ' PVC=') DRAIN P.IM-948.1 p NV=947.0 1 DRAIN R'M 94O 0 INV=946.9 �10 P PVC 1 1 w w II DRAIN II zG� RIM=948.i fl =➢ I I � r•; T1A II z 1 _11 li '- (DRAIN II I R!M=9483 `.n RCP t.E `. NV=945.7 • w _a ,daCONG WW" K, , CB 'RIM=947.8 INV=943.8 (SNOW PACK[ TAT E HIGHWAY 5 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1 TOP NUT O F R R E H YD RANT ELEVATION=851.71) ❑ SITE DETAILS I TYPE A CONCRETE CURB AND GUTTER 03D CONCRETE SIDEWALK 03M WHEELCHAIR RAMP IN SIDEWALK 05A GUARD POST 08A STANDARD DUTY ASPHALT PAVING 08B HEAVY DUTY ASPHALT PAVING 08C HEAVY DUTY CONCRETE PAVING 09S ACCESSIBLE/VAN ACCESSIBLE PARKING SIGN 09U ACCESSIBLE PARKING SYMBOL IDA TRAFFIC FLOW ARROW 11N PEDESTRIAN CROSSING SIGN 70A CONCRETE SIDEWALK (PER CITY DETAIL 5214) INV=947. 1 70E WHEELCHAIR RAMP IN SIDEWALK WITH SIDE CURB. 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 that state of Minnesota Z�& *e� Alan L. Catchpool, PE Professional Engineer Registration Number 47969 Date: 2-19-18 0 20' 30' 40' Know what's below. Ca I I before you dig. SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS, EXISTING LEGEND 0 FOUND MONUMENT tr FIRE DEPT. CONNECTION --- UNDERGROUND ELECTRIC 0 SET I/2'IRON PIPE HYDRANT -- UNDERGROUND CAB LE TV MARKED RLS NO. 25718 0 CURB STOP - --- - - UNDERGROUND FIBER OPTIC ❑ CABLE TV PEDESTAL 0 WATER ,WELL UNDERGROUND TELEPHONE E1 AIR CONDITIONER o ELECTRIC MANHOLE `' ! WATER MANHOLE -- ---- - OVERHEAD UTILITY ❑ WATER METER - UNDERGROUND GAS 11 ELECTRIC METER ELECTRIC PEDESTAL 0 POST INDICATOR VALVE - - SANITARY SEWER WATER VALVE - "--'- SEWER ❑ ELECTRIC TRANSFORMER C.? BOLLARD Y.% LIGHT POLE -- WATERMAINAIN g.- FLAG POLE -- FENCE GUY WIRE � ] MAIL BOX CURB MPI[AL] -0- POWER POLE -C' TRAFFIC SIGN 948 -- CONTOURS 0 GAS MANHOLE 0 UNKNOWN MANHOLE GAS METER SOIL BORING 0 TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL O SANITARY CLEANOUT III SANITARY MANHOLE k, CONIFEROUS TREE ® CATCH BASIN ® STORM DRAIN „ r DECIDUOUS TREE FLARED END SECTION STORM MANHOLE PROPOSED PROPERTY LINE/RIGHT OF WAY LINE CONCRETE CURB AND GUTTER. SEE DETAIL 01A. BUILDING CONTROL POINT OPROPOSED PARKING SPACES LIMITS OF SIDEWALKS AND CONCRETE APRONS (PER ARCH. PLANS) GENERAL SITE NOTES A. ALL DIMENSIONS SHOWN ARE TOTHE FACE OF CURB UNLESS OTHERWISE NOTED. B. ALL CURB RETURN RADII SHALL BE 3' OR W, AS SHOWN TYPICAL ON THIS PLAN, UNLESS OTHERWISE NOTED. C. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN THE SPECIFICATIONS: ALL CURB AND GUTTER ADJACENT TO ASPHALT PAVING SHALL BE INSTALLED PER DETAIL 01A. PAVEMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE PLAN. ALL PARKING LOT STRIPING INCLUDING ACCESSIBLE AND VAN ACCESSIBLE SPACES SHALL BE PAINTED PER THE PLAN. D. ALL PARKING LOT SIGN BASE SUPPORTS SHALL BE INSTALLED PER DETAIL 12F. E. ALL ACCESSIBLE PARKING STALLS SHALL HAVE SIGNAGE INSTALLED PER DETAIL 09S. F. THE PAVING CONTRACTOR SHALL COORDINATE WITH THE LANDSCAPE AND IRRIGATION CONTRACTORS TO ENSURE ALL SLEEVING IS INSTALLED PRIOR TO PAVING. G. ALL PAVING, SUBGRADE PREPERATION AND EARTHWORK OPERATIONS SHALL CONFORM TO THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PROVIDED BY BRAUN INTERTEC CORPORATION. PROJECT NUMBER B1702295 DATED JUNE 22, 2017. H. CONTRACTOR SHALL ENSURE THE MOST CURRENT CITY DETAILS ARE USED PRIOR TO CONSTRUCTION. I. A LIMITED USE PERMIT (LUP) SHALL BE PROVIDED FOR THE PUBLIC SIDEWALK CONNECTION PRIOR TO RECORDING THE SITE PLAN AGREEMENT. Q SITE NOTES 02B TRANSFORMER PAD (PER ELEC. CO. AND/OR ARCH. PLANS). 02E TRASH DUMPSTER ENCLOSURE (PER ARCH. PLANS). 12A 4 INCH TRAFFIC YELLOW LANE STRIPE (SEE LENGTH INDICATED AT SYMBOL). 12D 4INCH WIDE PAINTED YELLOW STRIPES. 2.0 FOOT O.C. @ 45 DEGREES (SEE SIZE INDICATED AT SYMBOL). 12F PEDESTRIAN CROSSING-4 INCH WIDE PAINTED YELLOW STRIPES. 2.0 FOOT O.C. @ 45 DEGREES (SEE SIZE INDICATED AT SYMBOL). 20A REPLACE/RESTORE CURBS PER LOCAL CODES TO MATCH EXISTING. 21A TAPER CURB TO MATCH EXISTING CURB. 21B TAPER CURB FROM 6INCHES TOO INCHES OVER 2 FEET. 70A MENU BOARD (PER ARCH. PLANS). 70B MENU CANOPY (PER ARCH. PLANS). 70C PREVIEW BOARD (PER ARCH. PLANS). 70D CLEARANCE BAR (PER ARCH. PLANS). 70E DRIVE-THRU SIGN (PER ARCH. PLANS), 70F DRIVE-THRU PAVEMENT MARKING (PER ARCH. PLANS). 70G DETECTOR LOOP (PER ARCH. PLANS). 70H RAPID PICK-UP SIGN (PER ARCH. PLANS). 70J LIGHT POLE (PER ARCH. PLANS). 70K NEW SIGN MOUNTED TO EXISTING SIGN POLES (PER ARCH. PLANS). 70L 2-BIKE BOLLARD BIKE RACK, MODEL#509-9159, SURFACE MOUNTED, POWDER COATED BLACK(WWW.THEPARKCATALOG.COM) OR APPROVED EQUAL. 70M 3' TALL DECORATIVE METAL FENCE. 30072 2/19/18 ALC ALC PAT PAT CEI PROJECT NITINITIAL DATE DPOR PM DES DRW 1&_WEngineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITFCLS FNVIRDNAAFNTAI SCIFN TICTc 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 MENDOTA HEIGHTS, MN 55120 (551) 452-1149 PANERA BREAD 531 W 119'rm ISYREET SITE PLAN REV DATE SHEET 2119118 REV-1 C2 ic 0 N 30' 40 ___.�.------ Know what's below. SCALE IN FEET CaII before you dig. NOTE: i yI WATER SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF / PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING / \,CATER UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. I �dV ATFR-- �E•- ��- - .�� SS� . rR �950- ss'" W'Af -- - I EXISTING LEGEND • FOUND MONUMENT �tqY FIRE DEPT. CONNECTION --' - --- UNDERGROUND ELECTRIC J SS i - p MARKED IRON NO.25718 ® HYDRANT 9 \ 10'PROPOSED DRAINAGE oG. ----- UNDERGROUND CABLE TV AND UTILITY EASEMENT _ - 951'• - ® CURBSTOP --- UNDERGROUND FIBER OPTIC EG 950.38 ❑ CABLE TV PEDESTAL WATER WELL jp1N` ,•. TEP _� 55 \ ..-sue FG 950.3 '/ 0 AI0. CONDITIONER O UNDERGROUND TELEPHONE O ELECTRIC MANHOLE E] WATER METER LE OVERHEAD UTILITY UNDERGROUND GAS _'/// /� !'-/ \N\ 9A, 4 - 1 ✓ r�TL'-_ - ELECTRIC METER N _ SANITARY SEWER o45 '1 �. _ ELECTRIC PEDESTAL peI POST ER VALVE OR VALVE R C �� C 950 92 � - STORM SEWER •9.831:. �� T�-. G 950.42 I 1 /56R � \ ` ::\ \ /.. e37 2 c I 'Y �� ! I _ -�� . .TC95'.27 1g , ` G,S,7�2 TIC 950.76 G950.77 I F. i a• �\P � � :,�r- .-.---- S' 28 6,�,.. / � � � t G 9so.z�6, I .-- I s- I D �1 G 948.87 TC 950.04, J yy N TC 950.22 / G 949.72 7 9 4TC 949.73 TC ' G 94913/ -•'` G 948.49 48.49 < --f G 949 15 � `� TC 949.65 .1 ISD SlE EG/FG 948.79 I / '� TC 949.60 j E I G 949.10 1 TC 948.60 TC 948.93 �% G 949.TIC 51 I z - I \ o G 948.10 G 948.43 �' I -I, v x i \ // /� I I ,..� _� z r ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) PRE POST 2-YR 5.56 0.33 10-YR 9.03 0.57 100-YR 15.30 4.34 10 DAY SNOWMELT 0.26 0.23 ❑ ELECTRIC TRANSFORMER 0 BOLLARD '-' IN LIGHT POLE •" FLAG POLE FENCEWATE FENCE E'- GUY WIRE MAIL BOX CURB PICA -- _ _ [TYPICAL] -0- POWER POLE Qv GAS MANHOLE TRAFFIC SIGN - - CONTOURS UNKNOWN MANHOLE ❑ GAS METER SOIL BORING C6a TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL I SANITARY CLEANOUT ® SANITARY MANHOLE Ilk, CONIFEROUS TREE ® CATCH BASIN ® STORM DRAIN ® FLARED END SECTION DECIDUOUS TREE (@ STORM MANHOLE PROPOSED LEGEND -- PROPERTY LINE/RIGHT OF WAY LINE - - - - - - - - - - GRADE BREAK XXX CONTOUR ELEVATIONS ------- STORM DRAIN PROPOSED ^� '? - -I\ v. C SPOT ELEVATIONS: DRAINAGE '� .0% - -`i \ I I mn X XX.XX TC=TOP OF CURB EASEMENT - I 949 1.' =o I G=GUTTER __ • TC 948.42 I FEE = FINISH FLOOR ELEVATION a w' TC 949.21 _ , z 1! I • .a ' . a. to G 947.92 TC 949.38 t - III '� , o o z FS- FINISHED SURFACE 24' NYLOPLAST `' 3P G 948.71 - G 948.88 °+ { (/� ,4.,.3 0 C T\ STRUCTURES TC 949.47 I v 482 n� sT# ' ;�� y`I`° /�� G948.97 .-I Zr`�' ® SOILTEST BORING LOCATION (REFER TO GEOTECHNICAL REPORT) .p BEHIVE TOP=947.00` "•' / of / a/✓ e I O m INV (8")=946.25 I S 13E q`? 1 �% FS 949.41 TC 949.56 O SUMP=943.25 1-� TC 947.97 / s'FS 949.4 $949.47 G 949.06 � I < -Z G 947.47 �'/"� 949 e` I " 30±LF8" TC9� � FS949.35 TC949.50 i 1 �'? p GRADING NOTES GENERAL GRADING NOTES PVC @1% /� / G 947.98 4°k . • G 949.00 I sr-B _ - tzj INV=944.79 yi •.�. �.. i _ v 73G TC 948.19 v , ; FS 9495 `ETC 949.50 I _ d' � � G 9949.5 I I 5' PROPOS D DRAINAGE 09D FLARED END SECTION. G 947.6 A. PRIOR TO INSTALLATION OF STORM OR SANITARY SEWER, THE CONTRACTOR SHALL EXCAVATE, VERIFY, AND / F5949.42 FS 949.4 ... I - I AND UTI EASEMENT 18C CONNECT TO EXISTING STORM DRAIN MANHOLE OR INLET. K - 00 BASIN EOF% �/ S 949.00 S 945.52 IfY 18D MATCH EXISTING PAVEMENT ELEVATIONS. CALCULATE ALL CROSSINGS AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFLICTS PRIOR TO yqg �. .: FS 949.12 i - I Q) { I CONSTRUCTION. THE ENGINEER WILL BE HELD HARMLESS IN THE EVENT THE ENGINEER IS NOT NOTIFIED OF DESIGN TC 948 24 •" I 1 O I 51B LIMITS OF SAWCUT AND PAVEMENT REMOVAL G 947.74 73A CONNECT TO INTERNAL ROOF DRAIN SYSTEM (DUAL 4" LINES PER ARCH. PLANS) CONFLICTS. u 0 1.5°/ I v / 13D 170 a �� '-`""� 73B I ZV / 738 ADA AREA NOT EXCEED 2%SLOPE IN ANY DIRECTION QI FE=949.60 % FS 949.12 �,P B. ALL SLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH AND 6" OF TOPSOIL APPLIED. IF ! - > u = - _ - -I = = FFE-949.6 S 949.45 j><'=+i I • ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE, THE CONTRACTOR SHALL PROVIDE TOPSOIL, APPROVED BY THE LT u I I I OWNER, AS NEEDED. THE AREA SHALL THEN BE SEEDED, FERTILIZED, MULCHED, WATERED AND MAINTAINED UNTIL u 1 1 FS 949.45 HARDY GRASS GROWTH IS ESTABLISHED IN ALL AREAS SEE LANDSCAPE PLAN FOR SEED MIX AND PROPER APPLICATION 3.: II INV=94S.95 INV=946.60 S 949.00 03D 170 0. % 73A FS 949.12 .. i-.3,fG... 18D SIB I RATE). ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE CORRECTED �= �► i FS 949.5 I ! --�"� e❑ GRADING DETAILS BY TH E CONTRACTOR AT NO ADDITIONAL COST TO TH E OWNER. 1 \ ! 1 ! _ (� �.II I 54±LF 10" PVC INV=946.54 sr z ' S 948.60 C. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS (C \ ! I I I n jCr, 11 @ 1% 1 ! TC 949.50 R (I _ ?' G 949.001 ""' I 17D RIP RAP PAD SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, 1 I 1 1 'm n . • - I 4 . !� I 27E STORM DRAIN CLEAN OUT MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACTOR COMPLETE. 1�' FFE=949.6 /-', ! THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO - SIN WITH UNDERDRAI (SOUTHWEST) _ "` 1 73C BIO FILTRATION BA N. (SO ST f "� / 730 RAIN GUARDIAN REQUEST EXACT FIELD LOCATION OF UTILITIES. __ I 73E BIO-FILTRATION BASIN WITH UNDERDRAIN. (NORTH) E `�•y;� E �_/ D. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN THE SPECIFICATIONS: ALL STORM DRAIN c m T j I S�'� x �I ji i �• ' a "?-1 PA N E RA �r 1 - I ! CHICK-FIL-A 73F 810-FILTRATION BASIN CROSS-SECTION PIPE BEDDING SHALL BE INSTALLED PER DETAIL 28A. ALL STORM DRAIN PIPES ARE MEASURED FROM CENTER OF 947113 FEE =951.10 73G DRAINTILE CLEANOUT (PER CITY DETAIL 5234) C)°I I' BREAD 1 STRUCTURES AND ENDS OF FLARED END SECTIONS. z 1 I 1 j I 1 I � v � -� it I l I I i c6 RiM=947.0 .0 INV=943.0 / n1S tO E. ACCESS ROADS WILL NEED TO BE MAINTAINED& KEPT TO SUPPORT THE WEIGHT OF EMERGENCY VEHICLES DURING _94871 ALL CONSTRUCTION I I SPY' : m U TC 948.69 I i _ \ i -/-: B ! i F. NOTIFY CITY STAFF WHILE INSTALLING BIO-FILTRATION BASIN FOR INSPECTION OF SCARIFIED SUBSOILS PRIOR TO I `a II I TC 949.50 \ 1 /� I I D+ n G 948.19$ L, G 949.00 M=948. FILLING. II n I TC 949.36 % % %. •!� I ` TC 948.35 `448.2 1 2• nm` FFE=949.6 FFE=949.60 a _ I E I II 1 G 948.86 a•- \ �. 1 G 947.85 =947.1 I ' 138LF 6" II i D+ I , . TC 948.30 I 1 PERFORATED n i/ TC 949.60 t G947.80 I - I--DRAfNI I u ` i TC 949.17 I I DRAINTILE @ II \ i G949.10 I 1 RIM=9&S.i 1 1 0.5%MIN G948.67 I E / INV=9170 1 I I I 1 TC 948.91 / b e .:. TAl N ! G 948.41 •t C 949.33 IX+, M+ I I : - A-948.0 TC 949.39 9` °j"j IT lt�t G948.83 / / 17±LF 15" /� !i / PVC @ 1.1%� EG/FG 947.0 INV \ 36" NYLOPLAST STRUCTURE BEHIVE TOP=946.50 INV=944.10 SUMP=941.10 INSTALL SNOUT ON OUTLET PIPE AND 36"X36" SAFFLE BAFFLE IN STRUCTURE G 9483E %-. 1. 1. 1.0% TC 948.92 _ ° N� I - „ 3.: Ia �\ - _ -TC 948.48 4/C a s \ ST-s 0ST-4 N G948.42_ -;,°bj G947.98 - 1"PVC °\ 9 TC 948.88 TC 948.92 S 947.47 G 948.38 G 948.42 gA8 TC 948.28 13C \�s. PROPOSED GfPYLiNA'GASF�4ENT 947.78 180 SIB DR,4N INb1=917.0 )\ QS As o 6 �•-r BASIN EOF %- I J \/ RIM g48.1 dp 3S, 3 �9°' ,� ! \ f ' I TC 94778I 7?' TC 948.02 TC 948.01 - n did i TC 948.14 17D 73D G 9`7.52 2. / G 947.55 " G 947 28 o G 947.64 �� TC 948 30 pW° G 947 80 DRAIN 94' - 1. FS 947.1 .0% - 947 • - ��.,,. RIM=94&3 fEca��--------- 946- -__.! 945.35 -- fs ,,; "_.. - - --. - -. , , .. __-_947 946 - 946 I / i -o I ------ EG FG 4 .97 946- o �- �_- ro ,.� "' -'•'-"' /1 .;I 947 -��" -- 30071 2/5/18 ALC ALC PAT PAT - •--��Aa� -------- 594690 la„w c.. FG 9azso - s" Rc_P . F CEI PROJECT NO. INITIAL DATE DPOR PM DES I DRW -- I 9a_ 7 Ar73e28'38 E 156.68 �'- FG 947 0 .•_-..-- �6 E. wALr, •• 132LF 6 iNV=944.99 c 5 PERFORATED %GNCRtTt.VAILf 736 •.,., i8/Q522"E ... 9319 S co^I - , TM r ngrneering Associates Inc C WNN�LK DRAINTILE @ S 1 herebycertify that this Ian, specification, or report was ENGINEERS PLANNERS SURVEYORS � ACCESS R - 0.5%DRAT MIN .NOS. �_Ij 18±LF 12' __ 1r p p p 157032 Allu C::d2nv Irvnvwl n�W PLAT) RCP @ 1.0% `B �� 10 prepared by me or under my direct supervision and that I LANDSCAPE ARCH17ECTS • ENVIRONMENTAL SC/EWISTS RIM=948.9 ------948 INV=946.0 I INV=944.5 i am a duly Licensed Professional Engineer under the laws of that state of Minnesota 2025 CENTRE POINTE BLVD., SUITE210 PH: (651)452-8960 Ca MENDOTA HEIGHTS, MN 55120 (651f 452-1149 CB ' IN ��//�"�'1 PANERA BREAD RIM=947.5 RIM=9475 I RIM=947.8 \` LN'J=944.5 INV=944,4 i INV=943.8 .(SNOW PACKED) (SNOW PACKED) 1 (SNOW PACKED) Alan L. Catchpool, PE 531 W. 79TH STREET MINNESOTA DEPARTMENT OF TRANSPORTA TION STATE HIGHWAY 5 Professional Engineer GGO�°,U>\HAASSENy �v N Registration Number 47969 REV DA7E SHEET NO. RIGHT OF WA YPLA T NO. 10-3 GRADING PLAN 2119118 C3 Date: 2-19-18 REV-1 TO/B CEi ENGIFAMMO ASSOMAYM 1111112 RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A. ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACT ES AS SPECIFIED BY THE DISTRICT MUST BE USED ON SLOPES OF 3:1 (H:V) OR STEEP R TO PROVIDE ADEQUATE STABILIZATION. B. FINAL SITE STABILIZATION MEASURES MUST SPECIFYTHAT AT LEAST SIX INCH OF TOPSOIL OR ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UN ERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVE . C. ALLTEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVE UPON FINAL STABILIZATION. 1 D. SOILSURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVI US UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO DEPTH OF 18 INCHES WHILE TAKING CAR TO AVOID UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TO FI L REVEGETATION OR OTHER STABILIZATION. 1 E. THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL D STURBEC SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY DAY WORK ISTHE PERMITTEE MUST PERFORt I THESE RESPONSIBILITIES AS LEASTWEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INS ECTION BY THE DISTRICT ON REQUEST. q1 PO\,0a 1�1 jNN q,IP \q� \VC. ( / 1 NnTEF ee 10" QP IPER P,,'WA1ER� 50�� -f ��SS SS� q Cg gR91 � y � ,p" PVC (PER PLA 1 SS SIGN =gEa �9� -\\ Sc.li�- �'11GE jw IL r 11 \I`• el V� N Y � �FKt� �� 189• _ -� 5 75C ► „yq jr189�% 7gN -$56 a• 3 702'6 5F- i J---- °R7 �6 " V, _ 8 f ry `D`N \S5\lJG vocrva <� n � `OOR ECEV EX SET SO Lj. _ C" y .14.E / • 41 . . O� v� :a •� < LTI 0 ' l .•Ii m u� ', zR o Y 1 D z f 3 z IF n ZAR 4,. BITUMINOUS SLIRFAC v V 75D- BLr 50' ' 75B ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MN DOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) SEQUENCE OF CONSTRUCTION: 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE 4. INSTALL INLET PROTECTION DEVICES ON EXISTING INLETS. 5. CONSTRUCT THE BIO-FILTRATION BASINS, WITHOUT INSTALLING MEDIA MIX, TO BE USED AS TEMPORARY SEDIMENT BASINS ALONG WITH TEMPORARY OUTLETS. 6. CLEAR AND GRUB THE SITE WHILE PROTECTING THE BIO-FILTRATION BASINS. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAI NS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET PROTECTION DEVICES ON NEW INLETS. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING 14. PAVE SITE 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. COMPLETE BIO FILTRATION BASINS, WITH MEDIA MIX, AFTER ALL WATERSHED TO THE BASINS ARE STABILIZED. 17. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED). GENERAL EROSION NOTES ' 1 j A. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION z I PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION �a9S0® v MM PLAN AND THE STATE OF MINNESOTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM \ A GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THEIR R - \ z CONTENTS. B. THE TEMPORARY PARKING AND STORAGE AREA SHALL ALSO BE USED AS THE EQUIPMENT TO MAINTENANCE AREA, EQUIPMENT CLEANING AREA, EMPLOYEE BREAK AREA, AND AREA 1 FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS AND TOILET FACILITIES. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNER'S CONSTRUCTION MANAGER. /��; LIMITS OF C. ALL WASH WATER (CO N CR ETE TRUCKS, VEHICLE CLEANING, EQUI PM ENT CLEAN I NG, ETC.) 0 1 DISTURBANCE SHALL BE DISPOSED OF IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STORM WATER THAT IS DISCHARGED FROM THE SITE. 1.47 AC %1 D. MAINTAIN ON THE SITE OR HAVE READILY AVAILABLE SUFFICIENT OIL AND GREASE Cq ABSORBING MATERIALS AND FLOTATION BOOMS TO CONTAIN AND CLEANUP FUEL OR CHEMICAL SPILLS AND LEAKS. E. DUST ON THE SITE SHALL BE CONTROLLED BY SPRAYING WATER ON DRY AREAS OF THE SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. VN F. NO RUBBISH, TRASH, GARBAGE OR OTHER SUCH MATERIALS SHALL BE DISCHARGED INTO DRAINAGE DITCHES OR WATERS OF THE STATE. G. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS \ PRACTICABLE. CD i H. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY WILL STOP FOR AT DRAIN11RIM=94a.7 LEAST 21 DAYS SHALL2MPORARILY SEEDED WITHIN 7 DAYS. _ 6" PVC--- 47.4 I. DISTURBED PORTIONE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY SEEDED. THESE AREAS SHALL BE SEEDED NO LATER 758 THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. CB 1 REFER TO THE LAN DSCAPI NG PLAN. RIM-94�.4 1 - 1 1 J. IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES S"PVC ISIJ%3 IS NOT SUFFICIENT TO REMOVETHE MAJORITYOF DIRTOR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLICROAD. IF WASHING IS USED, 1 PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT DRAIN 1 BEFORE IT IS CARRIED OFF THE SITE. THE EXACT LOCATIONS SHALL BE COORDINATED RIM 945.71 WITH THE OWNERS CONSTRUCTION MANAGER. CB 1 1 K. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO _- RIM=948. 1 ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. 1 v L CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT O1 M=948.2 i IN THE DETENTION POND AFTER THE STABILIZATION OF THE SITE AND ALSO ANY 6' PVC=947.1 I SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS. I ,,J�-----DRAIN M. IF SOIL STOCKPILING IS EMPLOYED ON THE SITE, SILT FENCES SHALL BE USED TO HELP RIM=988.1 INV=9�7.0 1 CONTAIN THE SEDIMENT. - DRA'N N. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO RIM=948.0 REDUCE RUNOFF VELOCITIES AND EROSION. = 9 �` \` •�,• O. SEDIMENT BASINS ARE ATTRACTIVE TO CHILDREN AND CAN BE VERY DANGEROUS. IN ALL g" PVC l,p• PVC CASES, LOCAL ORDINANCES AND REGULATIONS REGARDING HEALTH AND SAFETY MUST - BE ADHERED TO, 3° PVC 1 1 P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DISPOSED OF 75D 11 - I DRAIN IIIV '47 0 WITHIN 30 DAYSAFTER FINAL STABILIZATION. FINAL STABILIZATION HAS OCCURRED WHEN ALL SOIL DISTURBING ACTIVITIES ARE COMPLETED AND A UNIFORM PERENNIAL el .73', f \ - ,`B INV-943.9 \ Ii I DRAINAGE AN[ ASEM Er_ SF �� y4 /-__ n;lc:T-r.!m,: RIM 3170 .i Z ..0 el. . - o ° - 8' i i. ° .w CONCRETE Wg1,J1 A'73°,2 38��E' --�-�. _STN6soo9 : ° `-° DES - ONCRETE ;viP: - - $°05F22"�1, 93 1 156 68 i�� ACCESS RESTRICTION PER DOC. NOS. 157032 AND 122284(MNDOT ROW PLAT) 75C RIM=948.9 ---------948--'- 1NV=944.5 1 CB C3 RIN1=947.5 RIM=947.5 INV=944.5 INV=944.4 (SNOW PACKED) (SNOW PACKED) MINNESOTA DEPARTMENT OF TRANSPORTA "iUN S RIGHT OF WA Y PLA T NO. 10-3 VEGETATIVE COVER WITH A DENSITY OF 70% OF THE COVER FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES HAS BEEN EMPLOYED. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE II DRAIN FNV=947.2 CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL I- ( 11 RIM °48.3 MEASURES (SILT FENCES, STRAW BALES, ETC.) TO HELP PREVENT EROSION AND STORM WATER POLLUTION. R. ALL OFF -SITE CONSTRUCTION SHALL BE STABILIZED AT THE END OF EACH WORKING DAY, %�8 ,� -•itfl5 IjGCCCYD€-S'6i5@KJuRiRG OF TRENCHES FOR STORM DRAINS & UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD 18" RCP F E'S CONSTRUCTION. NV=945.7 I� CB I f-RiM=94 8 C In,V=943,8 (SNOW PACKEL TAT E HIGH 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 that state of Minnesota Alan L. Catchpool, PE WAY 5 Professional Engineer Registration Number47969 Date: 2-19-18 Know what's below. Ca I I before you dig. 0 20' 30 40' SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND FOUND MONUMENT L" FIRE DEPT. CONNECTION ----- UNDERGROUND ELECTRIC d SET 1 /2" IRON PIPE imHYDRANT UNDERGROUND CABLE TV MARKED RLS NO. 25718 ® CURB STOP - - UNDERGROUND FIBER OPTIC ❑ 0 WATER WELL - -.--- UNDERGROUND TELEPHONE O AIR CONLE MIONEPEDESTAL Alft CONDITIONER ELECTRIC MANHOLE 0 WATER MANHOLE -- OVERHEAD UTILITY G WATER METER - - UNDERGROUND GAS ❑. ELECTRIC METER ELECTRIC PEDESTAL POST INDICATOR VALVE SANITARY SEWER X WATER VALVE - STORM SEWER ❑ ELECTRIC TRANSFORMER 6 BOLLARD ]¢ LIGHT POLE - -- WATERMAIN h FLAG POLE - .--_-_.._ - FENCE GUY WIRE MAIL BOX - CURB [TYPICAL) 4 0 POWER POLE GAS MANHOLE -p TRAFFIC SIGN -5 _ CONTOURS UNKNOWN MANHOLE 13 GAS METER (8 SOIL BORING C) TELEPHONE MANHOLE SPOT ELEVATION C3 TELEPHONE PEDESTAL TRAFFIC SIGNAL O SANITARY CLEANOUT (3 SANITARY MANHOLE ® ® CATCH BASIN �/ CONIFEROUS TREE ® ® STORM GRAIN DECIDUOUS TREE 91 FLARED END SECTIONVW 0 STORM MANHOLE PROPOSED -- PROPERTY LINE/RIGHT OF WAY LINE I• I♦ LIMITS OF DISTURBANCE S:= SILT FENCE - - - - - - GRADE BREAK XXX CONTOUR ELEVATIONS - - - - STORM DRAIN ® INLET PROTECTION GENERAL EROSION NOTES CONT'D MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A RAINFALL EVENT, AND SHOULD BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. BALE INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR SHALL BE REPLACED IF THEY SHOW SIGNS OF DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD TO ONE-HALF THE HEIGHT OF THE SILT FENCE. 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING ORFLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND, 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPTIN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERATIONAL CONDITIONS AT ALL TIMES. SEDIMENT IN THE SEDIMENTATION BASINS SHAL NOT EXCEED THE SEDIMENTATION CLEANOUT LEVEL. 7. THE EMBANKMENT OF THE SEDIMENTATION BASIN SHALL BE CHECKED REGULARLY TO INSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. ❑ EROSION DETAILS 75A DANDY BAG INLET PROTECTION 75B SWP-CI (BIG RED) OR APPROVED EQUAL 75C SILT FENCE (PER CITY DETAIL 5300) 75D ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 75E CATCH BASIN SEDIMENT TRAP (PER CITY DETAIL 5302A) 80F TEMPORARY SILT FENCE INLET PROTECTION 30072 I 2/5/18 I ALC I AC I PAT I PAT CEI PROJECT NO. NITIAL DATF DPOR PM nFS nR\A/ Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 MENDOTA HEIGHTS, MN 55120 (551) 452-1149 PANEf? A BREAD 521 W. 79TH STREET C HAhWHASSEnNi9 iINN EROSION CONTROL PLAN -PHASE 1 REV 7E SHEET NO. 2/19118 REV-1 C4 r7+. °mn nn .1.v eom,n Ace Ale .1 RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A. ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACT ZZES AS SPECIFIED BY THE DISTRICT MUST BE USED ON SLOPES OF 3:1 (H:V) OR STEEP R TO PROVIDE ADEQUATE STABILIZATION. B. FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHE i OF TOPSOIL OR ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UN ERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVE . C. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVE UPON FINAL STABILIZATION. I D. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERt S UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO A DEPTH OF 18 INCHES WHILE TAKING CAROAVOID UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TOFIL REVEGETATION OR OTHER STABILIZATION. 1 E. THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL 0 STURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERYDAY WORK IS THE PERMITTEE MUSTPERFORP ITHESE RESPONSIBILITIES AS LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERM117EE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INS ECTION BY THE DISTRICT ON REQUEST. / /1:1� ATER� 10' C IP (PER?LA"I) i pNl sans+ r,�W pSEk ia�n=95G 9 _W A?Ear-�"'�-• IPIV=9385 �' C0 gA91 y^ 10" PVC (PER PI_ SS - - RM` 6 `_ 0�1411 ,.•�' \NV'g45 �; - l c5 P5NN,851:1 EA ,� ,Y�N ,94a1 v e 15A x CB � S 1181g9 83 -1 g I G 5603777,6 64 SF F �F Pv�PQ�NI % `�� y^,-^ ^_.$ ,...\\ CK � 1� • •F / RIM=9.5\.3 !NV=949. 75A 949 X / SOILSTOCKPILE LIMITSAS NEEDED M 1 D`�\ m 919 41 LIMITS OF $ DISTURBANCE 1.47 AC 80F 75E 949 > RAIN 10.9% ca 1 RIf 945.7 1 CT� j 1 , j f I I <li I I : 1�.1y ..------� .. 'RAN' % .. 'i - � 6 R 9 '?45. loll./ : 7' VC-'i47.4 1 � iiII RIM=9e.4 1 PANERA L. ' BREAD '` ', 1.--` ;E"o,✓�=94>` z 1 I -4 a `B I( ` F.F.E.=949.60 ✓ DRAIN i "�' 1 m m 1 ( ii I 1 • 1 ` I l� RIM=948.2 \I z'=.48. ARIM1 s �� 9 Y. `6a -p i I i rf 1f z.:� o% M-948.2 i " PVC=947.1 1 j BASIN TO BE INITIALLY EXCAVATED,I---DRAINI I TO 8E USED FOR TEMPORARY n �� RIM=948.1 1 / STORMWATER USE. FINAL u f ! EXCAVATION AND MEDIA n SO' INV=917.0 i / � I i �' fl INSTALLATION WILL NOT I (`\ :1 A j' I ° • I• I ! e° o DRAIN HAPPEN 1 UNTIL ALL UPSTREAM SURFACES 11 Z 9y9 dl+ '• .'(. I N � P 4 HAVE BEEN PAVED OR STABILIZED. 1„ .D A/ a .}��.. F - RIM-�4.. G ✓ r r�- Ll gA .0%.' 1. 1.0% 1. -� PVC / / / / /f f `S 3. t \1% Q - m rve rv�I 1. '� ` 8 t. U" FVi. , 75C X% s OF O O �O ` 8" PVC ✓ f N � 75D :j ,II � NRA,..; °\ )l, 0-948 Ilk75E 8OF 1 75Bkkk II �0 9' !ti -' -1 CB Al ��. { Oa° .-_. Il z DRAIN 11 RIM=947.0 I. '' �"•.. ��E, ��`9.:. 1.0 �947�--� II RVI=P-48.3 O% ' IN 946.5 ... ly 946 - ._.._.:�-� - Jul INV-943.9 946__,_ .. ^-946- w�_ iX . y,=947.0\it� '-4 , 'V\-945_�. '1V=943.0 �; ' J s ��.� Y^r �.' .. ` -. 'LSONt AETE WA1.1C - A'73°28'38"E . 156. ._-a--'. �� _- • �Es =, tf, -�� P JGt1N•T,_ aCNCReTEWf�LKr � _ e • • . < CbNCW II'K �' :. . '` N68 05 22' E 93 19 ACCESS RESTRICT ION PER DOC. NOS. 157032 AND 122284 (MNDOT ROW PLAT) , B 8.9 ------948 iNVR!M-94944.5 ` --" � NV=� �y,.'.i _- III'' 11111F `` C8 \ CB I CB \ RIM=9475 RIM=" 4 ,4 � FiM--�947.8 WV=94A.5 i N`J=9444 I .I i J-.,43.8 (SNOW PACKED) (SNOW PACKED) " (SNOW PACKEI. \� M/NNESOTA DEPARTMENT OF TRANSPORTA TION \�- STATE HIGHWAY 5 RIGHT OF WA Y PLA T NO.10-3 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BMNl: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) SEQUENCE OF CONSTRUCTION 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL INLET PROTECTION DEVICES ON EXISTING INLETS. 5. CONSTRUCT THE BIO-FILTRATION BASINS, WITHOUT INSTALLING MEDIA MIX, TO BE USED AS TEMPORARY SEDIMENT BASINS ALONG WITH TEMPORARY OUTLETS, 6. CLEAR AND GRUB THE SITE WHILE PROTECTING THE BIO-FILTRATION BASINS. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET PROTECTION DEVICES ON NEW INLETS. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. COMPLETE BIO-FILTRATION BASINS, WITH MEDIA MIX, AFTER ALL WATERSHED TO THE BASINS ARE STABILIZED. 17. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED). GENERAL EROSION NOTES A. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF MINNESOTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THEIR CONTENTS. B. THE TEMPORARY PARKING AND STORAGE AREA SHALL ALSO BE USED AS THE EQUIPMENT MAINTENANCE AREA, EQUIPMENT CLEANING AREA, EMPLOYEE BREAK AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS AND TOILET FACILITIES, THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNER'S CONSTRUCTION MANAGER. C. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DISPOSED OF IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STORM WATER THAT IS DISCHARGED FROM THE SITE. D. MAINTAIN ON THE SITE OR HAVE READILY AVAILABLE SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS TO CONTAIN AND CLEAN UP FUEL OR CHEMICAL SPILLS AND LEAKS. E. DUST ON THE SITE SHALL BE CONTROLLED BY SPRAYING WATER ON DRY AREAS OF THE SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. F. NO RUBBISH, TRASH, GARBAGE OR OTHER SUCH MATERIALS SHALL BE DISCHARGED INTO DRAINAGE DITCHES OR WATERS OF THE STATE. G. ALL STORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS PRACTICABLE. H. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY WILL STOP FOR AT LEAST 21 DAYS, SHALL MPORARILY SEEDED WITHIN 7 DAYS. 1. DISTURBED PORTION THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY SEEDED. THESE AREAS SHALL BE SEEDED NO LATER THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. REFER TO THE LANDSCAPING PLAN. J. IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED, PROVISIONS MUST BE MADE TO INTERCEPT THE WASH WATER AND TRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. K. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. L. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AFTER THE STABILIZATION OF THE SITE AND ALSO ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS. M. IF SOIL STOCKPILING IS EMPLOYED ON THE SITE, SILT FENCES SHALL BE USED TO HELP CONTAIN THE SEDIMENT. N. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. O. SEDIMENT BASINS AREATTRACTIVE TO CHILDREN AND CAN BE VERY DANGEROUS. IN ALL CASES, LOCAL ORDINANCES AND REGULATIONS REGARDING HEALTH AND SAFETY MUST BE ADHERED TO. P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DISPOSED OF WITHIN 30 DAYS AFTER FINAL STABILIZATION. FINAL STABILIZATION HAS OCCURRED WHEN ALL SOIL DISTURBING ACTIVITIES ARE COMPLETED AND A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70%OF THE COVER FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES HAS BEEN EMPLOYED. Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE N 'I CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, STRAW BALES, ETC.) TO HELP PREVENT EROSION AND STORM WATER POLLUTION. R. ALL OFF SITE CONSTRUCTION SHALL BE STABILIZED AT THE END OF EACH WORKING DAY, - THIS INCLUDES-BAI OF TRENCHES FOR STORM DRAINS & UTILITY CONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION. 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 that state of Minnesota G& t!' fMa Alan L. Catchpool, PE Professional Engineer Registration Number 47969 Date: 2-19-18 o 0 20' 3040' Know what's %elown SCALE IN FEET Call before you dig. NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND Ill FOUND MONUMENT FIRE DEPT. CONNECTION UNDERGROUND ELECTRIC O SET 1j2"IRON PIPE HYDRANT - - UNDERGROUND CABLE TV MARKED RLS NO. 25718 ® CURB STOP - --- ---- UNDERGROUND FIBER OPTIC ❑ CABLE TV PEDESTAL O WATER WELL UNDERGROUND TELEPHONE ID AIR CONDITIONER O WATER MANHOLE OVERHEAD UTILITY 0 ELECTRIC MANHOLE [] WATER METER UNDERGROUND GAS ELECTRIC METER ELECTRIC PEDESTAL ° POST INDICATOR VALVE - SANITARY SEWER M WATER VALVE _ _ _ ._ w - STORM SEWER ❑ ELECTRIC TRANSFORMER 0 BOLLARD -- WATERMAIN ](I LIGHT POLE ✓• FLAG POLE - --o-_ FENCE t-- GUY WIRE ❑ MAIL BOX r �; CURB ITVPICALj -0- POWER POLE v TRAFFIC SIGN .48 - CONTOURS O GAS MANHOLE O MANHOLE (:3 GAS METER GAS BORING OSOIL TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL O SANITARY CLEANOUT SANITARY MANHOLE �. CONIFEROUS TREE 0 CATCH BASIN ® STORM DRAIN ICI'! :2 FLARED END SECTION DECIDUOUS TREE (0 STORM MANHOLE PROPOSED -- PROPERTY LINE/RIGHT OF WAY LINE M LIMITS OF DISTURBANCE SF SILT FENCE - - - - - - - GRADE BREAK XXX CONTOUR ELEVATIONS - - - = STORM DRAIN ® INLET PROTECTION GENERAL EROSION NOTES CONT'D MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A RAINFALL EVENT, AND SHOULD BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. BALE INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR SHALL BE REPLACED IF THEY SHOW SIGNS OF DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED, 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD TO ONE-HALF THE HEIGHT OF THE SILT FENCE, 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERATIONAL CONDITIONS AT ALL TIMES. SEDIMENT IN THE SEDIMENTATION BASINS SHAL NOT EXCEED THE SEDIMENTATION CLEANOUT LEVEL. 7. THE EMBANKMENT OF THE SEDIMENTATION BASIN SHALL BE CHECKED REGULARLY TO INSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. ❑ EROSION DETAILS 75A DANDY BAG INLET PROTECTION 75B SWP-CI (BIG RED) OR APPROVED EQUAL 75C SILT FENCE (PER CITY DETAIL5300) 75D ROCK CONSTRUCTION ENTRANCE(PERCITY DETAIL5301) 75E CATCH BASIN SEDIMENTTRAP (PER CITY DETAIL 5302A) 8OF TEMPORARY SILT FENCE INLET PROTECTION 30072 2/5/28 ACCOR AL PAT PAT CEIPROJECTNO. INITIAL DATE DPPM DES DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 MENDOTA HEIGHTS, MN 55120 (651) 452-1149 PANERA BREAD g,?1 W 79'rM 07'R Er CaAmmSOEMP EROSION CONTROL PLAN PHASE2 REV DAIS SHEET N0. 2/19/18 C5 REV-1 ® 2018 CEI ENGNEERING ASSOCIATES. INC. NPDES CONSTRUCTION ACTIVITY REQUIREMENTS NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) 1.4 PERFORMANCE REQUIREMENTS A. FOLLOW STANDARDS FOR INSPECTION AND MAINTENANCE OF BEST MANAGEMENT PRACTICES (BMPS), AS IDENTIFIED IN THE MPCA EROSION AND SEDIMENTATION CONTROL MANUAL. B. FOLLOW ALL PERMIT REQUIREMENTS, THE PROJECT -SPECIFIC STORM WATER POLLUTION PREVENTION PLAN (SWPPP). C. PROVIDE AT LEAST ONE CERTIFIED INSTALLER FOR EACH CONTRACTOR OR SUBCONTRACTOR TO OVERSEE ALL INSTALLATION AND MAINTENANCE OF BMPS AND IMPLEMENTATION OF THE SWPPP. IN ADDITION, PROVIDE AT LEAST ONE CERTIFIED INDIVIDUAL TO CONDUCT INSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMIT. EVIDENCE OF CERTIFICATION OF EACH INDIVIDUAL SHALL BE FURNISHED BY THE CONTRACTOR AT THE PRECONSTRUCTION MEETING. D. DO NOT BEGIN CLEARING, GRADING, OR OTHER WORK INVOLVING DISTURBANCE OF GROUND SURFACE COVER UNTIL APPLICABLE PERMITS HAVE BEEN OBTAINED. OBTAIN CONSTRUCTION STORMWATER PERMIT FROM THE MPCA. E. INSTALL ALL TEMPORARY AND PERMANENT BMPS AT THE PROJECT SITE AS IDENTIFIED BY THE SWPPP, AND AS DETAILED BY DETAIL SHEETS. MAINTAIN BMPS AT THE PROJECT SITE TO CONTROL STORMWATER, PREVENT ON -SITE AND OFF -SITE SOIL EROSION, TO MINIMIZE ON -SITE AND OFF -SITE SEDIMENTATION, AND TO MINIMIZE SOIL COMPACTION AND DEVEGETATION. ADDITIONAL BMPS MAYBE NECESSARY TO ACHIEVE PERMIT COMPLIANCE OR THE PROVISIONS OF THIS PART, WHICH SHALL BETAKEN AT NO COST TO THE OWNER. a. TIMING. INSTALL BMPS IDENTIFIED IN THE SWPPP PRIOR TO DISTURBANCE OF SURFACE COVER AND BEFORE PRECIPITATION OCCURS. FOLLOW PROJECT PHASING INDICATED IN SWPPP. b. MAINTENANCE. MAINTAIN TEMPORARY PREVENTIVE MEASURES UNTIL PERMANENT MEASURES HAVE BEEN ESTABLISHED TO 90%. PERMIT TERMINATION MAYBE REQUESTED AFTER 709, VEGETATIVE COVER ACROSS THE ENTIRE PROJECT SITE HAS BEEN ESTABLISHED. c. TEMPORARY SEDIMENT BASINS AND TRAPS. IN THE EVENT THAT TEMPORARY SEDIMENTATION BASINS WILL BE USED OR REQUIRED, CONSTRUCT BASINS CONCURRENTLY WITH THE START OF SOIL DISTURBING ACTIVITIES. DIRECT STORMWATER RUNOFF FROM LOCAUZED WATERSHEDS INTO THE BASINS. MULCH, SEED, OR BOTH, THE EXPOSED SIDE SLOPES OF THE BASINS AS SOON AS POSSIBLE, BUT WITHIN 14 DAYS AT THE LONGEST. d. CONSTRUCTION SITE VEHICLE ENTRY/EXIT. PRIOR TO BEGINNING WORK, INSTALL TEMPORARY CONSTRUCTION EXIT(S) AT EACH POINT WHERE VEHICLES EXIT THE CONSTRUCTION SITE. USE A ROCK CONSTRUCTION EXIT (SEE PLANS FOR DETAIL). e. PRIOR TO BEGINNING WORK, COMPLETE THE FOLLOWING: I. CONTROL DRAINAGE AND EROSION ON THE SITE, AND MARK OR OTHERWISE DELINEATE AREAS ON THE SITE NOT TO BE DISTURBED. H. ESTABLISH SITE LOCATION OF ANY PORTABLE TOILET, FUELING AREA, SPILL KIT LOCATION, CONCRETE WASHOUT AREA, HAZARDOUS MATERIAL HANDLING AREA, LITTER CONTROL DEVICE AREA, STAGING AREA, STOCKPILING AREA AND OTHER SWPP-DESIGNATED AREAS. HLESTABLISH TRAFFIC FLOW AND PATTERNS, INCLUDING HAUL ROADS, TO MINIMIZE SOIL DISTURBANCE, TRACKING, COMPACTION, AND TO PRESERVE NATIVE AND EXISTING VEGETATION. E. MARK/STAKE AND MAINTAIN SENSITIVE AREAS DELINEATED ON THE SWPPP TO PREVENT DISTURBANCE, COMPACTION, EROSION AND SEDIMENTATION OF SENSITIVE AREAS, USE MEASURES SUCH AS HAND CLEARING AND GRUBBING, LIMITING BARE SOIL EXPOSURE TIME, EXPEDITING CONSTRUCTION ACTIVITIES, AND IMMEDIATELY ESTABLISHING FINAL VEGETATION TO MINIMIZE SEDIMENT LOSS POTENTIAL IN THESE AREAS. INSPECT MARKED/STAKED AREAS AT EACH INSPECTION TO ENSURE AREAS ARE BEING PROTECTED FROM SEDIMENTATION AND SEDIMENT LOSS. ADDITIONAL MEASURES TO PREVENT FOULING OF PERMANENT STORMWATER BMPS MAYBE NECESSARY, AND SHOULD BE IMPLEMENTED TO MAINTAIN DESIGN OPERABILITY AT PROJECT TURNOVER. - F. MAINTAIN PRECIPITATION RECORDS ONSITE FOR USE IN DETERMINING APPLICABLE PRECIPITATION EVENTS. USE ONE OF THE FOLLOWING ONLINE SOURCES (WHICH MAINTAINS AN ELECTRONIC RECORD OF EVENTS) OR INSTALLAN ONSITE RAIN GAUGE AND KEEP A DAILY WEATHER LOG ONSITE. INDICATE THE SOURCE OF THE WEATHER DATA IN THE SWPPP MATERIALS. G. COMPLETE PERIODIC REQUIRED STORMWATER INSPECTIONS AS IDENTIFIED BY THE PERMIT (WEEKLY ROUTINE INSPECTIONS AND PRECIPITATION EVENTS). INSPECTIONS SHALL CONTINUE PERIODICALLY UNTIL TERMINATION OF PERMIT AS DESCRIBED BY PART 1.S(H). MAINTAIN INSPECTION RECORDS ONSITE AND PROVIDE AS REQUESTED. H. MAKE CORRECTIVE ACTIONS TO FINDINGS OF PERIODIC INSPECTIONS, AS SELF -IDENTIFIED ON PERIODIC INSPECTIONS, OR AS IDENTIFIED BY REGULATOR INSPECTIONS WITHIN 24 HOURS OF DISCOVERY/NOTICE. MAINTAIN CORRECTIVE ACTION RECORDS ONSITE AND PROVIDE AS REQUESTED BY REGULATORY STAFF, 1. UPDATE SWPPP AS OFTEN AS NEEDED TO REFLECT REAL-TIME SITE CONDITIONS AND BMPS CURRENTLY IN PLACE. UPDATE LOCATIONS OF SOLID WASTE CONTAINERS, ON -SITE FUELING AND CONCRETE WASHING AS CONDITIONS AT THE SITE CHANGE. THE UPDATED SWPPP SHALL BE POSTED AT THE PROJECT SITE AND BE MADE AVAILABLE UPON REQUEST TO REGULATOR STAFF. J. STORM WATER RUNOFF: CONTROL INCREASED STORM WATER RUNOFF DUE TO DISTURBANCE OF SURFACE COVER DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. PREVENT RUNOFF INTO PROJECT AND ADJACENT STORM AND SANITARY SEWER SYSTEMS, INCLUDING OPEN DRAINAGE CHANNELS, IN EXCESS OF ACTUAL CAPACITY OR AMOUNT ALLOWED BY AUTHORITIES HAVING JURISDICTION, WHICHEVER IS LESS. 2. ANY STORM WATER DISCHARGE FROM DISTURBED AREAS MUST BE VISIBLY FREE OF SEDIMENT AND ONLY CONTAIN STORMWATER OR OTHER PERMIT -AUTHORIZED DISCHARGES. TURBID OR SEDIMENT -LADEN WATER MUST BE TREATED PRIORTO DISCHARGE (SEE PART 1.4(L)(5) FOR DETAILS). 3. INLET PROTECTION REMOVED IN ACCORDANCE WITH THE PERMIT FOR THE PURPOSES OF PUBLIC SAFETY MUST BE REINSTALLED AS SOON AS FEASIBLE AFTER CONCLUSION OF THE EVENT INITIATING REMOVAL. 4. STORMWATER AND OTHER DISCHARGES FROM THE SITE MAY NOT BE DISCHARGED TO THE SANITARY SEWER, K. EROSION ON SITE: MINIMIZE WIND, WATER, AND VEHICULAR EROSION OF SOIL ON PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. CONTROL MOVEMENT OF SEDIMENT AND SOIL FROM TEMPORARY STOCKPILES OF SOIL. a. STOCKPILES SHALL NOT BE PLACED IN NATURAL BUFFERS OR SURFACE WATERS UNLESS THERE IS A BYPASS IN PLACE. STOCKPILES SHALL BE STABILIZED WITH TEMPORARY BMPS BY THE END OF THE WORK DAY OR SHIFT DURING WHICH IT WAS CREATED. b. UNLESS INFEASIBLE OR OTHERWISE PROJECT -SPECIFIED, TOPSOIL SHALL BE PRESERVED FOR SITE RESTORATION AND REVEGETATION PURPOSES, AND SHALL BE PROTECTED FROM WIND OR WATER EROSION AS DESCRIBED ABOVE. c. STOCKPILES TRANSPORTED OFF -SITE SHALL BE COVERED TO PREVENT WIND EROSION AND OFF -SITE DEPOSITION. 2. CONTROL AND MINIMIZE TRAFFIC AND TRAFFIC PATHS THROUGHOUT PROJECT SITE TO MINIMIZE TRACKING, DISTURBANCE AND COMPACTION. PREVENT DEVELOPMENT OF RUTS DUE TO EQUIPMENT AND VEHICULAR TRAFFIC. 3. IMMEDIATELY STABILIZE AREAS WHEN CONSTRUCTION ACTIVITY IN AN AREA HAS TEMPORARILY CEASED OR ENDED AND WILL NOT RESUME FOR AT LEAST 14 CALENDAR DAYS, 4. IF EROSION, COMPACTION OR DEVEGETATION OCCURS DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER, L. EROSION Off SITE: PREVENT EROSION OF SOIL AND DEPOSITION OF SEDIMENT ON OTHER PROPERTIES CAUSED BY WATER OR SOILS LEAVING THE PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. PREVENT WINDBLOWN SOIL FROM LEAVING THE PROJECT SITE. SOILS TRANSPORTED OFF -SITE SHALL BE COVERED TO PREVENT WIND EROSION AND OFF -SITE DEPOSITION. ACTIVITIES SUCH AS GRINDING, SANDING, CUTTING AND BLASTING SHALL BE CONDUCTED IN A MANNER SO AS TO MINIMIZE FUGITIVE DUST, AND TO MINIMIZE ACCUMULATION ON SOILS TO BE VEGETATED, AND AREAS (EG. CURB CUTOUTS) THAT MAY BE A CONDUIT OF STORMWATER. 2. PREVENT TRACKING OF MUD ONTO PUBLIC ROADS OUTSIDE SITE. IF INSTALLATION AND MAINTENANCE OF SWPPP-IDENTIFIED BMPS IS NOT SUFFICIENT TO PREVENT TRACKING, ADDITIONAL PREVENTIVE MEASURES SHALL BE IMPLEMENTED AT NO COST TO THE OWNER. 3. STREETSWEEPING. SWEEP OR OTHERWISE REMOVE ALL SOIL AND SEDIMENT TRACKED OR OTHERWISE DEPOSITED ON PUBLIC OR PRIVATE PAVED AREAS ON A DAILY BASIS. USE MECHANICAL METHODS TO REMOVE SOLIDS FIRST, FOLLOWED BY WET METHODS, ONLY AS NEEDED. 4. PREVENT MUD AND SEDIMENT FROM FLOWING ONTO SIDEWALKS AND PAVEMENTS. S. DISCHARGES WITHIN OR FROM THE PROJECT SITE SHALL MEET THE FOLLOWING REQUIREMENTS. a. WATER DISCHARGED FROM THE PROJECT SITE MUST BE COMPRISED SOLELY OF STORMWATER, AND BE VISIBLY FREE OF SEDIMENT AND FLOATING SOLIDS. OTHER DISCHARGES REQUIRE SEPARATE PERMITTING AUTHORITY. b. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREA, DISCHARGES SHALL BE MADE TO VEGETATED AREAS, AND WITH ENERGY DISSIPATION IN PLACE TO PREVENT EROSION. DISCHARGES FROM THE PROJECT SITE TO THE SANITARY SEWER REQUIRE PRIOR APPROVAL BY THE SEWERING AUTHORITY. c. WATER DISCHARGED MUST NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR DOWNSLOPE PROPERTIES, OR INUNDATION OF WETLANDS. 6. IF OFF -SITE IMPACTS OCCUR DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. M. SEDIMENTATION OF WATERWAYS: PREVENT MIGRATION OF SEDIMENT FROM PROJECT SITE TO WATERWAYS ON -SITE OR OFF -SITE, INCLUDING RIVERS, STREAMS, LAKES, PONDS, OPEN DRAINAGE WAYS, STORM SEWERS, AND SANITARY SEWERS. 1. PROJECT AREAS ADJACENT TO OR FLOWING DIRECTLY TO WATERS OF THE STATE HAVE ADDITIONAL PERMIT -REQUIRED MANAGEMENT STANDARDS, WHICH INCLUDE SETBACKS, ENHANCED BMPS, AND REQUIREMENTS FOR RAPID STABILIZATION METHODS. CONSULT THE SWPPP FOR SPECIFIC PROVISIONS TO BE FOLLOWED AT THE PROJECT SITE. IF INSTALLATION AND MAINTENANCE OF SWPPP-IDENTIFIED BMPS IS NOT SUFFICIENT TO PREVENT SEDIMENTATION, ADDITIONAL PREVENTIVE OR PROTECTIVE MEASURES SHALL BE IMPLEMENTED AT NO COST TO THE OWNER. 2. IF SEDIMENTATION OCCURS, INSTALL OR CORRECT PREVENTIVE MEASURES IMMEDIATELY AT NO COST TO OWNER. CORRECTIVE MEASURES INCLUDE REMOVAL OF DEPOSITED SEDIMENTS FROM WATERS OF THE STATE. PRIOR TO REMOVAL OF SEDIMENT FROM WATERWAYS, OBTAIN APPROVAL, AND ANY NECESSARY PERMITS; COMPLY WITH REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. 3. IF SEDIMENT BASINS OR DEVICES ARE USED AS TEMPORARY PREVENTIVE MEASURES, PUMP DRY AND REMOVE DEPOSITED SEDIMENT. AFTER EACH STORM. 4. DISCHARGES WITHIN OR FROM THE PROJECT SITE SHALL MEET THE FOLLOWING REQUIREMENTS. a. WATER DISCHARGED FROM THE PROJECT SITE MUST BE COMPRISED SOLELY OF STORMWATER, AND BE VISIBLY FREE OF SEDIMENT AND FLOATING SOLIDS. OTHER DISCHARGES REQUIRE SEPARATE PERMITTING AUTHORITY. b. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREA, DISCHARGES SHALL BE MADE TO VEGETATED AREAS, AND WITH ENERGY DISSIPATION IN PLACE TO PREVENT EROSION. DISCHARGES FROM THE PROJECT SITE TO THE SANITARY SEWER REQUIRE PRIOR APPROVAL BY THE SEWERING AUTHORITY. a. WATER DISCHARGED MUST NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR DOWNSLOPE PROPERTIES, OR INUNDATION OF WETLANDS. 5. IF ON -SITE OR OFF -SITE IMPACTS OCCUR DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. N. OPEN WATER:. PREVENT STANDING WATER THAT COULD BECOME STAGNANT. 0. POLLUTION PREVENTION MEASURES: PREVENT CONTAMINATION OF STORMWATER FROM ON -SITE MATERIALS AND WASTES. ACTIVITIES OCCURRING ATASEPARATE AREA (STAGING) IN CONJUNCTION WITH THE PROJECT ARE SUBJECT TO THE PROVISIONS IN THIS PART. 1. ANY PRODUCT OR WASTE WITH THE POTENTIAL TO CONTAMINATE STORMWATER MUST BE STORED INSIDE OR UNDER COVER IN SWPPP DESIGNATED AREAS ONLY. ITEMS MUST BE STORED IN A CLOSED, LABELED CONTAINER AND IN A MANNER TO PREVENT RELEASES THROUGH VANDALISM, THEFT, ACCIDENT OR OTHERWISE. ITEMS INCLUDED IN THIS PROVISION INCLUDE, BUT IS NOT LIMITED TO: BUILDING MATERIALS, PESTICIDES, TREATMENT CHEMICALS AND BY-PRODUCTS, LANDSCAPE MATERIALS, FUELS, OILS AND LUBES, PAINTS, PAINT WASTE AND OTHER HAZARDOUS WASTES. STORAGE LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS, 2. LITTER AND SOLID WASTE AT THE SITE MUST BE CONTROLLED TO PREVENT RELEASE FROM THE PROJECT SITE AND BE COVERED, EXCEPT WHEN ADDING OR REMOVING WASTE. LITTER AND WASTES MAY NOT BE BURIED OR OTHERWISE DISPOSED AT THE PROJECT SITE. SOLID WASTE MUST BE COLLECTED AND DISPOSED OFF -SITE IN A MANNER CONSISTENT WITH LOCAL AND STATE SOLID WASTE RULES. SOLID WASTE STORAGE LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. 3. ON -SITE FUELING SHALL BE CONDUCTED IN SWPPP DESIGNATED AREAS ONLY, AND SHALL HAVE SECONDARY CONTAINMENT IN PLACE TO PREVENT FUEL RELEASES. IN SITUATIONS WHERE PERMANENT CONTAINMENT IS NOT FEASIBLE, RUBBERIZED CONTAINERS SUITABLE FOR USE UNDER EQUIPMENT DURING FUELING OPERATIONS IS ACCEPTABLE. FUELING LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. 4. A SPILL KIT CONTAINING MATERIALS APPROPRIATE TO PROJECT -SPECIFIC POLLUTANTS AND QUANTITIES SHALL BE LOCATED ON THE PROJECT SITE, AND ITS LOCATION SHALL BE INDICATED ON THE SWPPP. 5. PORTABLE TOILETS MUST BE POSITIONED SO THAT THEY ARE SECURE, AND WILL NOT BE TIPPED OR KNOCKED OVER. SANITARY WASTE MUST BE DISPOSED IN A MANNER CONSISTENT WITH LOCAL AND STATE RULES. 6. VEHICLE AND EQUIPMENT WASHING IS PROHIBITED AT THE PROJECT SITE, INCLUDING BUT NOT LIMITED TO THE STAGING AREA. 7. CONCRETE WASH -OUT WASTE SHALL EITHER BE COLLECTED AND MANAGED OFF -SITE, OR MANAGED ON -SITE IN A SWPPP-DESIGNATED CONCRETE WASHOUT AREA. MATERIALS IN OR DESTINED FOR THE WASHOUT AREA SHALL NOT CONTACT THE GROUND, NOR SHALL WATER OR OTHER LIQUID DISCHARGE FROM THE CONTAINMENT STRUCTURE. WASTES COLLECTED MUST BE DISPOSED OF OFF -SITE IN A MANNER CONSISTENT WITH LOCAL AND STATE SOLID WASTE RULES. WASHOUT AREAS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS; WASHOUT AREAS SHALL BE SIGNED AT THE PROJECT SITE. IN CASES WHERE AN ON -SITE BATCH CONCRETE OR ASPHALT PLANT IS USED, A PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS SHALL BE SUBMITTED. 8. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT DISCHARGE OR PLACEMENT OF BITUMINOUS GRINDINGS, CUTTINGS, MILLINGS, AND OTHER BITUMINOUS WASTES FROM AREAS OF EXISTING OR FUTURE VEGETATED SOILS AND FROM ALL WATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. 9. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT CONCRETE DUST, PARTICLES, CONCRETE WASH OUT, AND OTHER CONCRETE WASTES FROM LEAVING THE PROJECT SITE, DEPOSITING IN EXISTING OR FUTURE VEGETATED AREAS, AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT SAW CUT SLURRY AND PLANNING WASTE FROM LEAVING THE PROJECT SITE AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS INCLUDING DITCHES AND CULVERTS. 10. IF ON -SITE OR OFF -SITE IMPACTS OCCUR DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. P. ESTABLISH FINAL STABILIZATION: RESTORE THE PROJECT SITE TO PERMIT -REQUIRED VEGETATIVE CONDITIONS AND INITIATE PERMIT TERMINATION PROCESS. 1. COMPLETE SOIL DISTURBING ACTIVITIES AND RESTORE SITE TO A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70%, OR OTHER EQUIVALENT MEASURES, TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS. 2. TEMPORARY BMPS SHALL BE REMOVED, UNLESS SPECIFICALLY APPROVED. 3. PERMANENT BMPS SHALL BE FULLY INSTALLED AND VERIFIED TO BE OPERATING AS DESIGNED. ANY BASINS OR OTHER PERMANENT BMPS ALSO USED AS TEMPORARY BMPS DURING THE CONSTRUCTION PHASE, MUST BE CLEANED OF ACCUMULATED SEDIMENT. 4. NOTE THAT COMPLIANCE INSPECTIONS, IN ACCORDANCE WITH THE PROVISIONS OF THE PERMIT, MUST CONTINUE TO BE COMPLETED UNTILTHE PERMIT IS TERMINATED. 5. GROWINGSEASONS. COMMENCEMENT OF WORK IN RELATIONSHIP TO GROWING SEASONS AND FINAL STABILIZATION EFFORTS MAY IMPACT THE CONTRACTOR'S SELECTION OF BMPS FOR FINAL STABILIZATION. THAT IS, SEEDING OR HYDRO -SEEDING OF SITES IN THE FALL DO NOT CONSTITUTE FINAL STABILIZATION AND WILL DELAY THE ABILITY TO CEASE INSPECTIONS AND/OR TERMINATE THE PERMIT. 1.5 SUBMITTALS A. SEE DIVISION 01 FOR SUBMITTAL PROCEDURES. B. CERTIFICATE: MILL CERTIFICATE FOR SILT FENCE FABRIC ATTESTING THAT FABRIC AND FACTORY SEAMS COMPLY WITH SPECIFIED REQUIREMENTS AND SIGNED BY LEGALLY AUTHORIZED OFFICIAL OF MANUFACTURER; INDICATE ACTUAL MINIMUM AVERAGE ROLL VALUES; IDENTIFY FABRIC BY ROLL IDENTIFICATION NUMBERS. C. STORMWATER POLLUTION PREVENTION PLAN (SWPPP), PREPARED AS SPECIFIED ABOVE. D. STORMWATER PERMIT APPLICATION PROCEDURE. 1. EVIDENCE OF CERTIFICATION OF INDIVIDUALS SPECIFIED BY PART 1.4(C) SHALL BE FURNISHED BY THE CONTRACTOR AT THE PRECONSTRUCTION MEETING. 2. CONTRACTOR COMPLETES A HARD -COPY VERSION OF THE MPCA CONSTRUCTION STORMWATER PERMIT APPLICATION FORM. F. INSPECTION REPORTS. INSPECTIONS SHALL BE COMPLETED, AND SHALL BE MAINTAINED ONSITE, TO BE PROVIDED TO REGULATORY STAFF AS REQUESTED. H. STORMWATER PERMIT TERMINATION PROCEDURE. WHEN THE PROVISIONS OF PART 1.4(P) FOR FINAL STABILIZATION HAVE BEEN MET AND A POST CONSTRUCTION INSPECTION HAS BEEN COMPLETED: 1. CONTRACTOR COMPLETES A HARD -COPY VERSION OF THE MPCA NOTICE OF TERMINATION FORM(HT-FP://WWW.PCA.STATE.MN.US/INDEX.PHP/VIEW-DOCUMENT.HTML?GID=7388) AND SUBMITS FOR REVIEW AND OWNER'S SIGNATURE. I. ON -SITE ASPHALT OR CONCRETE BATCH PLANT MANAGEMENT PLAN. AS INDICATED IN PART 1.4(0)(7), SUBMIT A PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS PRIOR TO USE OF A BATCH CONCRETE OR ASPHALT PLANT. K. MATERIALS AND PRODUCT SHOP DRAWINGS. PART 2 - PRODUCTS 2.1 MATERIALS A. MULCH: PER MNDOT SPECIFICATION SECTION 3733, TYPE 3. B. GRASS SEED FOR TEMPORARY COVER: SELECT A SPECIES APPROPRIATE TO CLIMATE, PLANTING SEASON, AND INTENDED PURPOSE. IF SAME AREA WILL LATER BE PLANTED WITH PERMANENT VEGETATION, DO NOT USE SPECIES KNOWN TO BE EXCESSIVELY COMPETITIVE OR PRONE TO VOLUNTEER IN SUBSEQUENT SEASONS. MNDOT SEED MIX #100 OR #110 OR APPROVED EQUIVALENT. C. SILT FENCE FABRIC: PER MNDOT SPECIFICATION SECTION 3886 FOR STANDARD MACHINE SLICED OR HEAVY DUTY TYPE. PREASSEMBLED SILT FENCE IS NOT ALLOWED. FOLLOW MNDOT STANDARDS. D. GEOTEXTILES: PER MNDOT SPECIFICATION SECTION 3733, TYPE V. E. EROSION CONTROL BLANKETS: PER MNDOT SPECIFICATION SECTION 3885, CATEGORY COCONUT FOR ALL SLOPES 4:1 OR GREATER AND WITHIN ENTIRE BIOSWALE AREA, AND CATEGORY 2 STRAW 2S FOR ALL SLOPES 8:1 OR GREATER. F. EROSION STABILIZATION MATS: PER MNDOT SPECIFICATION SECTION 3888, TYPE 3 FOR SLOPE GREATER THAN 3:1 AND AT PIPE OUTLETS. G. STORM DRAIN INLET PROTECTION: FILTER BAG INSERT OR APPROVED EQUIVALENT. SILT FENCE WRAPPED ON CASTING OR SILT FENCE OR STRAWBALES SURROUNDING CATCHBASIN OR MANHOLE IS GENERALLY NOT ALLOWED AS A PRIMARY MEANS, BUT MAY BE USED FOR REDUNDANT PROTECTION. H. FILTER LOG: PER MNDOT SPECIFICATION SECTION 3897 TYPE STRAW, WOOD OR COMPOST LOG. STRAW LOGS ARE CONSIDERED TO BE MARGINALLY EFFECTIVE, AND ARE ONLY TO BE USED, IF AT ALL, IN VERY LOW -FLOW, LOW -SLOPE AREAS. PART 3-EXECUTION 3.1 EXAMINATION A. EXAMINE SITE AND IDENTIFY EXISTING FEATURES THAT CONTRIBUTE TO EROSION RESISTANCE; MAINTAIN SUCH EXISTING FEATURES TO GREATEST EXTENT POSSIBLE. 3.2 PREPARATION A. SCHEDULE WORK SO THAT SOIL SURFACES ARE LEFT EXPOSED FOR THE MINIMUM AMOUNT OF TIME. 3.3 CONSTRUCTION ACTIVITY REQUIREMENTS A. STORM WATER POLLUTION PREVENTION PLAN THE PERMITTEE(S) MUST IMPLEMENTTHE SWPPP AND THE REQUIREMENTS OF THIS PART. THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT MUST BE SELECTED, INSTALLED, AND MAINTAINED IN AN APPROPRIATE AND FUNCTIONAL MANNER THAT IS IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS AND ACCEPTED ENGINEERING PRACTICES. B. EROSION PREVENTION PRACTICES 1. THE PERMITTEE(S) MUST PLAN FOR AND IMPLEMENT APPROPRIATE BMPS SUCH AS CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTAL SLOPE GRADING, INSPECTION AND MAINTENANCE OF PART IV.E. AND OTHER CONSTRUCTION PRACTICES THAT MINIMIZE EROSION AS NECESSARY TO COMPLY WITH THIS PERMITAND PROTECT WATERS OF THE STATE. THE LOCATION OF AREAS NOT TO BE DISTURBED MUST BE DELINEATED (E.G., WITH FLAGS, STAKES, SIGNS, SILT FENCE ETC.) ON THE PROJECT SITE BEFORE WORK BEGINS. THE PERMITTEE(S) MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT THAT HAVE STEEP SLOPES. FOR THOSE SLOPED AREAS WHICH MUST BE DISTURBED, THE PERMITTEE(S) MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING). 2. THE PERMITTEE(S) MUST STABILIZE ALL EXPOSED SOIL AREAS (INCLUDING STOCKPILES). STABILIZATION MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION WHENEVER ANY CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUST BE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. FOR PUBLIC WATERS THAT THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURING SPECIFIED FISH SPAWNING TIME FRAMES, ALL EXPOSED SOIL AREAS THAT ARE WITHIN 200 FEET OF THE WATER'S EDGE, AND DRAIN TO THESE WATERS MUST COMPLETE THE STABILIZATION ACTIVITIES WITHIN 24 HOURS DURING THE RESTRICTION PERIOD. TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) AND THE CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES ARE EXEMPT FROM THIS REQUIREMENT BUT MUST BE IN COMPLIANCE WITH PART IV.C.S. 3. IF USING STORMWATER CONVEYANCE CHANNELS,THE PERMITTEE(S) MUST DESIGN THE CHANNELS TO ROUTE WATER AROUND UNSTABILIZED AREAS ON THE SITE AND TO REDUCE EROSION, UNLESS INFEASIBLE. THE PERMITTEE(S) MUST USE EROSION CONTROLS AND VELOCITY DISSIPATION DEVICES SUCH AS CHECK DAMS, SEDIMENT TRAPS, RIPRAP, OR GROUTED RIPRAP AT OUTLETS WITHIN AND ALONG THE LENGTH OF ANY CONSTRUCTED STORMWATER CONVEYANCE CHANNEL, AND AT ANY OUTLET, TO PROVIDE A NON -EROSIVE FLOW VELOCITY, TO MINIMIZE EROSION OF CHANNELS AND THEIR EMBANKMENTS, OUTLETS, ADJACENT STREAM BANKS, SLOPES, AND DOWNSTREAM WATERS DURING DISCHARGE CONDITIONS 3. THE PERMITTEE(S) MUST STABILIZE THE NORMAL WETTED PERIMETER OF ANY TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE THAT DRAINS WATER FROM ANY PORTION OF THE CONSTRUCTION SITE, OR DIVERTS WATER AROUND THE SITE, WITHIN 200 LINEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE INTO ANY SURFACE WATER. STABILIZATION OF THE LAST 200 LINEAL FEET MUST BE COMPLETED WITHIN 24 HOURS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE. THE PERMITTEE(S) SHALL COMPLETE STABILIZATION OF THE REMAINING PORTIONS OF ANY TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH HAS TEMPORARILY OR PERMANENTLY CEASED. TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURING CONSTRUCTION (WITH PROPERLY DESIGNED ROCK -DITCH CHECKS, BIO ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BE STABILIZED DURING THE TEMPORARY PERIOD OF ITS USE AS A SEDIMENT CONTAINMENT SYSTEM. THESE AREAS MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A SEDIMENT CONTAINMENT SYSTEM. APPLYING MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES IS NOT ACCEPTABLE STABILIZATION IN ANY PART OF A TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE. 5. PIPE OUTLETS MUST BE PROVIDED WITH TEMPORARY OR PERMANENT ENERGY DISSIPATION WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. 6. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREAS, THE PERMITTEE(S) MUST DIRECT DISCHARGES FROM BMPSTO VEGETATED AREAS OF THE SITE (INCLUDING ANY NATURAL BUFFERS) IN ORDER TO INCREASE SEDIMENT REMOVAL AND MAXIMIZE STORMWATER INFILTRATION. THE PERMITTEE(S) MUST USE VELOCITY DISSIPATION DEVICES IF NECESSARYTO PREVENT EROSION WHEN DIRECTING STORMWATER TO VEGETATED AREAS. C. SEDIMENT CONTROL PRACTICES 1. SEDIMENT CONTROL PRACTICES MUST MINIMIZE SEDIMENT FROM ENTERING SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS. 2. TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS THAT ARE DESIGNED AS PART OF A TREATMENT SYSTEM REQUIRE SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CONDITIONS. 3. IF THE DOWN GRADIENT TREATMENT SYSTEM IS OVERLOADED, ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICES MUST BE INSTALLED TO ELIMINATE THE OVERLOADING, AND THE SWPPP MUST BE AMENDED TO IDENTIFY THESE ADDITIONAL PRACTICES. 4. IN ORDER TO MAINTAIN SHEET FLOW AND MINIMIZE RILLS AND/OR GULLIES, THERE SHALL BE NO UNBROKEN SLOPE LENGTH OF GREATER THAN 75 FEET FOR SLOPES WITH A GRADE OF 3:1 OR STEEPER. 5. SEDIMENT CONTROL PRACTICES MUST BE ESTABLISHED ON ALL DOWN GRADIENT PERIMETERS BEFORE ANY UPGRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ESTABLISHED, 6. THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAY BE ADJUSTED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES. ANY SHORT-TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS COMPLETED. HOWEVER, SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE. 7. ALL STORM DRAIN INLETS MUST BE PROTECTED BY APPROPRIATE BMPS DURING CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN STABILIZED AND FINAL INSPECTION HAS BEEN COMPLETED. 8. TEMPORARY SOIL STOCKPILES MUST HAVE. SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORM WATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES. STOCKPILESNOT ACTIVELY BEING WORKED SHALL BE STABILIZED AROUND THE ENTIRE PERIMETER; STOCKPILES BEING WORKED SHALL BE STABILIZED AT THE END OF EACH WORK DAY. PRESERVED TOPSOIL STOCKPILES SHALL ADDITIONALLY BE COVERED. 9. VEHICLE TRACKING OF SEDIMENT FROM THE CONSTRUCTION SITE MUST BE MINIMIZED BY BMPS SUCH AS STONE PADS, CONCRETE OR STEEL WASH RACKS, OR EQUIVALENT SYSTEMS. STREETS MUST BE SWEPT DAILY. D. DEWATERING AND BASIN DRAINING 1. DEWATERING OR BASIN DRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) RELATED TO THE CONSTRUCTION ACTIVITY THAT MAY HAVE TURBID OR SEDIMENT LADEN DISCHARGE WATER MUST BE DISCHARGED TO A TEMPORARY OR PERMANENT SEDIMENTATION BASIN ON THE PROJECT SITE WHENEVER POSSIBLE. IF THE WATER CANNOT BE DISCHARGED TO A SEDIMENTATION BASIN PRIOR TO ENTERING THE SURFACE WATER, IT MUST BE TREATED WITH THE APPROPRIATE BMPS, SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECT THE RECEIVING WATER OR DOWNSTREAM LANDOWNERS. THE CONTRACTOR MUST ENSURE THAT DISCHARGE POINTS ARE ADEQUATELY PROTECTED FROM EROSION AND SCOUR. THE DISCHARGE MUST BE DISPERSED OVER NATURAL ROCK RIPRAP, SAND BAGS, PLASTIC SHEETING OR OTHER ACCEPTED ENERGY DISSIPATION MEASURES. ADEQUATE SEDIMENTATION CONTROL MEASURES ARE REQUIRED FOR DISCHARGE WATER THAT CONTAINS SUSPENDED SOLIDS. 2. ALL WATER FROM DEWATERING OR BASIN DRAINING ACTIVITIES MUST BE DISCHARGED IN A MANNER THAT DOES NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR ON DOWNSLOPE PROPERTIES, OR INUNDATION IN WETLANDS CAUSING SIGNIFICANT ADVERSELY IMPACT TO THE WETLAND. 3. ALL PERMITS FOR DEWATERING NEED TO BE OBTAINED BYTHE CONTRACTOR PRIOR TO INITIATION ANY DEWATERING PRACTICE. E. INSPECTIONS AND MAINTENANCE 1. THE CONTRACTOR MUST ROUTINELY INSPECT THE CONSTRUCTION SITE ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.S INCHES IN 24 HOURS. 2. ALL INSPECTIONS, MAINTENANCE AND CORRECTIVE ACTIONS CONDUCTED DURING CONSTRUCTION MUST BE RECORDED AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. 3. WHERE PARTS OF THE CONSTRUCTION SITE HAVE UNDERGONE FINAL STABILIZATION, BUT WORK REMAINS ON OTHER PARTS OF THE SITE, INSPECTIONS OF THE STABILIZED AREAS MAY BE REDUCED TO ONCE PER MONTH. WHERE WORK HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAY ALSO BE SUSPENDED UNTIL THAW AT THE SITE OCCURS. 4. ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS MUST BE INSPECTED TO ENSURE INTEGRITY AND EFFECTIVENESS. ALL NONFUNCTIONAL BMPS MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WITH FUNCTIONAL BMPS. THE CONTRACTOR MUST INVESTIGATE AND COMPLY WITH THE FOLLOWING INSPECTION AND MAINTENANCE REQUIREMENTS: a. ALL SILT FENCES MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/3 OF THE HEIGHT OF THE FENCE. THESE REPAIRS MUST BE MADE WITHIN 24 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. b. TEMPORARY AND PERMANENT SEDIMENTATION BASINS MUST BE DRAINED AND THE SEDIMENT REMOVED WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. DRAINAGE AND REMOVAL MUST BE COMPLETED WITHIN 72 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. c. SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS, MUST BE INSPECTED FOR EVIDENCE OF SEDIMENT BEING DEPOSITED BY EROSION. THE CONTRACTOR MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS, AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. THE REMOVAL AND STABILIZATION MUSTTAKE PLACE WITHIN SEVEN DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. THE CONTRACTOR SHALL USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN CALENDAR DAYS OF OBTAINING ACCESS. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK. d. CONSTRUCTION SITE VEHICLE EXIT LOCATIONS MUST BE INSPECTED FOR EVIDENCE OF OFF -SITE SEDIMENT TRACKING ONTO PAVED SURFACES. TRACKED SEDIMENT MUST BE REMOVED FROM ALL OFF -SITE PAVED SURFACES, WITHIN 24 HOURS OF DISCOVERY. THE CONTRACTOR IS RESPONSIBLE FOR THE OPERATION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS, AS WELL AS ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, FOR THE DURATION OF THE CONSTRUCTION WORK AT THE SITE. THE CONTRACTOR IS RESPONSIBLE UNTIL THE OWNER/OPERATOR, HAS ASSUMED CONTROL ACCORDING TO OVER ALL AREAS OF THE SITE THAT HAVE NOT BEEN FINALLY STABILIZED OR THE SITE HAS UNDERGONE FINAL STABILIZATION, AND A NOT HAS BEEN SUBMITTED TO THE MPCA IN ACCORDANCE WITH THE PROCEDURE IDENTIFIED IN PART 1.5(H). e. IF SEDIMENT ESCAPES THE CONSTRUCTION SITE, OFF -SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED IN A MANNER AND AT A FREQUENCY SUFFICIENTTO MINIMIZE OFF -SITE IMPACTS (E.G., FUGITIVE SEDIMENT IN STREETS COULD BE WASHED INTO STORM SEWERS BY THE NEXT RAIN AND/OR POSE A SAFETY HAZARD TO USERS OF PUBLIC STREETS.) 5. ALL INFILTRATION AREAS MUST BE INSPECTED TO ENSURE THAT NO SEDIMENT FROM ONGOING CONSTRUCTION ACTIVITIES IS REACHING THE INFILTRATION/FILTRATION AREA AND THESE AREAS ARE PROTECTED FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT DRIVING ACROSS THE INFILTRATION AREA. 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 that state of Minnesota �& �4*e Alan L. Catchpool, PE Professional Engineer Registration Number 47969 Date: 2-19-18 1 30072 1 215118 1 ALC I ALC I PAT I PAT 1 Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS I2025 CENTRE POINTE BLVD., SUITE 210 PH. (651) 452-8960 I MENDOTA HEIGHTS, MN 55120 (651) 452-1149 PANERA BREAD CNAnM A550% HN REV DATE I SHEET NO. EROSION CONTROL NOTES 9 1 2119118 cs REV-1 NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) PANERA BREAD DEVELOPMENT - SITE INTRO. MAINTENANCE a. b. C. d. e. a. 103 C. F. POLLUTION PREVENTION MANAGEMENT MEASURES THE CONTRACTOR SHALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEMENT MEASURES ON THE SITE: 3. STORAGE, HANDLING, AND DISPOSAL OF CONSTRUCTION PRODUCTS, MATERIALS, AND WASTES: THE CONTRACTOR SHALL COMPLY WITH THE FOLLOWING STANDARDS TO MINIMIZE THE EXPOSURE TO STORMWATER OF ANY OF THE PRODUCTS, MATERIALS, OR WASTES. PRODUCTS OR WASTES WHICH ARE EITHER NOT A SOURCE OF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER ARE NOT HELD TO THIS REQUIREMENT: BUILDING PRODUCTS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS MUST BE UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) TO PREVENT THE DISCHARGE OF POLLUTANTS OR PROTECTED BY A SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICALS, AND LANDSCAPE MATERIALS MUST BE UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) TO PREVENTTHE DISCHARGE OF POLLUTANTS OR PROTECTED BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. HAZARDOUS MATERIALS, TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM -BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) MUST BE PROPERLY STORED IN SEALED CONTAINERS TO PREVENTSPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE AND DISPOSAL OF HAZARDOUS WASTE OR HAZARDOUS MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARY CONTAIN MENT AS APPLICABLE. SOLID WASTE MUST BE STORED, COLLECTED AND DISPOSED OF PROPERLY IN COMPLIANCE WITH MINN. R. CH. 7035. PORTABLE TOILETS MUST BE POSITIONED SO THAT THEY ARE SECURE AND WILL NOT BETIPPED OR KNOCKED OVER. SANITARY WASTE MUST BE DISPOSED OF PROPERLY IN ACCORDANCE WITH MINN. R. CH. 7041. 2. FUELING AND MAINTENANCE OF EQUIPMENT OR VEHICLES; SPILL PREVENTION AND RESPONSE: THE PERMITTEE(S) SHALL TAKE REASONABLE STEPS TO PREVENT THE DISCHARGE OF SPILLED OR LEAKED CHEMICALS, INCLUDING FUEL, FROM ANY AREA WHERE CHEMICALS OR FUEL WILL BE LOADED OR UNLOADED INCLUDING THE USE OF DRIP PANS OR ABSORBENTS UNLESS INFEASIBLE. IN SITUATIONS WHERE PERMANENT CONTAINMENT IN NOT FEASIBLE, RUBBERIZED CONTAINERS SUITABLE FOR USE UNDER EQUIPMENT DURING FUELING OPERATIONS IS ACCEPTABLE. THE PERMITTEE(S) MUST CONDUCT FUELING IN A CONTAINED AREA UNLESS INFEASIBLE. THE PERMITTEE(S) MUST ENSURE ADEQUATE SUPPLIES ARE AVAILABLE AT ALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT AN APPROPRIATE DISPOSAL METHOD IS AVAILABLE FOR RECOVERED SPILLED MATERIALS. THE PERMITTEE(S) MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BY MINN. STAT. § 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE. 3. VEHICLE AND EQUIPMENT WASHING: NO VEHICLE OR EQUIPMENT WASHING IS ALLOWED AT PROJECT SITES, INCLUDING BUT NOT LIMITED TO STAGING AREAS. 4. CONCRETE AND OTHER WASHOUTS WASTE: THE PERMITTEE(S) MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OPERATIONS (CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. THE LIQUID AND SOLID WASHOUT WASTES MUST NOT CONTACT THE GROUND, AND THE CONTAINMENT MUST BE DESIGNED SOTHAT IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTES MUST BE DISPOSED OF PROPERLYAND IN COMPLIANCE WITH MPCA RULES. A SIGN MUST BE INSTALLED ADJACENTTO EACH WASHOUT FACILITY THAT REQUIRES SITE PERSONNEL TO UTILIZE THE PROPER FACILITIES FOR DISPOSAL OF CONCRETE AND OTHER WASHOUT WASTES. IN CASES WHERE AN ON -SITE BATCH CONCRETE OR ASPHALT PLANT IS USED, A PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS SHALL BE SUBMITTED FOR, APPROVAL PRIOR TO USE OF THE PLANT (SEE PART 1.5(K)). G. FINAL STABILIZATION THE CONTRACTOR MUST ENSURE FINAL STABILIZATION OF THE SITE. THE CONTRACTOR SHALL FOLLOW THE PROCEDURE DESCRIBED BY PART 1.5(H) WITHIN 30 DAYS AFTER FINAL STABILIZATION IS COMPLETE. 1. ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED AND ALL SOILS MUST BE STABILIZED BY A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70 PERCENT OVER THE ENTIRE PERVIOUS SURFACE AREA, OR OTHER APPROVED EQUIVALENT MEANS NECESSARY TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS AND; ALL DRAINAGE DITCHES, CONSTRUCTED TO DRAIN WATER FROM THE SITE AFTER CONSTRUCTION IS COMPLETE, MUST BE STABILIZED TO PRECLUDE EROSION; ALL TEMPORARY SYNTHETIC, AND STRUCTURAL EROSION PREVENTION AND SEDIMENT CONTROL BMPS MUST BE REMOVED AS PART OF THE SITE FINAL STABILIZATION. THE CONTRACTOR MUST CLEAN OUT ALL SEDIMENT FROM CONVEYANCES AND FROM TEMPORARY SEDIMENTATION BASINS THAT ARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. SEDIMENT MUST BE STABILIZED TO PREVENT IT FROM BEING WASHED BACK INTO THE BASIN, CONVEYANCES OR DRAINAGE WAYS DISCHARGING OFF -SITE OR TO SURFACE WATERS. THE CLEANOUT OF PERMANENT BASINS MUST BE SUFFICIENT TO RETURN THE BASIN TO DESIGN CAPACITY. 3.5 CLEAN UP A. REMOVE TEMPORARY MEASURES AFTER PERMANENT MEASURES HAVE BEEN INSTALLED. B. CLEAN OUTTEMPORARY SEDIMENT CONTROL STRUCTURES THAT ARE TO REMAIN AS PERMANENT MEASURES. 2. C. WHERE REMOVAL OF TEMPORARY MEASURES WOULD LEAVE EXPOSED SOIL, SHAPE SURFACE TO AN ACCEPTABLE GRADE AND FINISH TO MATCH ADJACENT GROUND SURFACES. PERMANENT STORMWATER MANAGEMENT SYSTEM THE PERMITTEE(S) SHALL DESIGN THE PROJECT SO THAT ALL STORMWATER DISCHARGED FROM THE PROJECT DURING AND AFTER CONSTRUCTION ACTIVITIES DOES NOT CAUSE A VIOLATION OF STATE WATER QUALITY STANDARDS, INCLUDING NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR ON DOWNSLOPE PROPERTIES, OR A SIGNIFICANT ADVERSE IMPACT TO WETLANDS CAUSED BY INUNDATION OR DECREASE OF FLOW. THE PERMITTEE(S) SHALL CONSTRUCT A PERMANENT STORMWATER MANAGEMENT SYSTEM MEETING THE REQUIREMENTS OF THIS PART, OR IF THE PROJECT IS LOCATED IN AJURISDICTION SUBJECT TO A NPDES/SDS MUNICIPAL SEPARATE STORM SEWER SYSTEM (MS4) PERMIT AND THAT PERMIT HAS ESTABLISHED PERMANENT TREATMENT REQUIREMENTS THAT INCLUDE VOLUME REDUCTION, THE PERMITTEE(S) CAN COMPLY WITH THE PERMANENT TREATMENT REQUIREMENTS ESTABLISHED UNDER THE MS4 PERMIT IN LIEU OF THE PERMANENT TREATMENT REQUIREMENTS OF THIS PERMIT RILEY PURGATORY BLUFF CREEK WATERSHED DISTRICT EROSION NOTES A. ADDITIONAL MEASURES, SUCH AS HYDRAULIC MULCHING AND OTHER PRACTICES AS SPECIFIED BY THE DISTRICT MUST BE USED ON SLOPES OF 3:1 (H:V) OR STEEPER TO PROVIDE ADEQUATE STABILIZATION. B. FINAL SITE STABILIZATION MEASURES MUST SPECIFY THAT AT LEAST SIX INCHES OF TOPSOIL OR ORGANIC MATTER BE SPREAD AND INCORPORATED INTO THE UNDERLYING SOIL DURING FINAL SITE TREATMENT WHEREVER TOPSOIL HAS BEEN REMOVED. C. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MUST BE REMOVED UPON FINAL STABILIZATION. D. SOIL SURFACES COMPACTED DURING CONSTRUCTION AND REMAINING PERVIOUS UPON COMPLETION OF CONSTRUCTION MUST BE DECOMPACTED THROUGH SOIL AMENDMENT AND/OR RIPPING TO A DEPTH OF 18 INCHES (8 INCHES FOR SINGLE-FAMILY HOME PROPERTIES) WHILE TAKING CARE TO AVOID UTILITIES, TREE ROOTS AND OTHER EXISTING VEGETATION PRIOR TO FINAL REVEGETATION OR OTHER STABILIZATION. E. THE PERMITTEE MUST, AT A MINIMUM, INSPECT, MAINTAIN AND REPAIR ALL DISTURBED SURFACES AND ALL EROSION AND SEDIMENT CONTROL FACILITIES AND SOIL STABILIZATION MEASURES EVERY DAY WORK IS THE PERMITTEE MUST PERFORM THESE RESPONSIBILITIES AS LEAST WEEKLY UNTIL VEGETATIVE COVER IS ESTABLISHED. THE PERMITTEE WILL MAINTAIN A LOG OF ACTIVITIES UNDER THIS SECTION FOR INSPECTION BY THE DISTRICT ON REQUEST. r3 THE PROPOSED REDEVELOPMENT PROJECT CONSISTS OF DISTURBING 1.47 ACERS OF THE EXISTING CHANHASSEN INN HOTEL AT 351 W. 79TH STREET IN CHANHASSEN, MN. PROPOSED DEVELOPMENT INCLUDES A 4,486 SQUARE FOOT ONE-STORY SINGLE -TENANT RESTAURANT BUILDING, ALONG WITH ASSOCIATED SURFACE PARKING LOT, TRASH ENCLOSURE, CONCRETE CURB AND GUTTER, AND OTHER ASSOCIATED UTILITIES. THIS SITE LIES WITHIN THE UNSHADED ZONE C, AREAS OF MINIMAL FLOODING ACCORDING TO FEMA. THE PROJECT SITE DOES NOT INCLUDE SITES OF HISTORIC OR ARCHEOLOGICAL SIGNIFICANCE AND DOES NOT INCLUDE ENDANGERED &THREATENED SPECIES, RARE NATURAL COMMUNITIES, COLONIAL WATERBIRD NESTING SITES, MIGRATORY WATERFOWL CONCENTRATION AREAS, DEER WINTERING AREAS OR WILDLIFE CORRIDORS. THE IMPLEMENTATION AND MAINTENANCE OF THE STORM WATER POLLUTION PREVENTION PLAN WILL PROVIDE THE CONTRACTOR AND OWNER WITH THE FRAMEWORK TO REDUCE SOIL EROSION AND MINIMIZE POLLUTANTS IN THE STORM WATER DURING CONSTRUCTION OF THE SITE. THE STORM WATER POLLUTION PREVENTION PLAN WILL DEFINE THE CHARACTERISTICS OF THE SITE AND THE TYPE OF CONSTRUCTION TO OCCUR; INCLUDE A SITE PLAN SHOWING THE CONSTRUCTION; DESCRIBE THE PRACTICES THAT WILL BE USED TO CONTROL EROSION AND THE RELEASE OF POLLUTANTS IN THE STORM WATER, INDICATE A SCHEDULE TO HELP ENSURE THAT THE PRACTICES INDICATED ARE IMPLEMENTED AND TO HELP EVALUATE THE EFFECTIVENESS OF THE PRACTICES IN REDUCING EROSION AND POLLUTANTS DISCHARGED FROM THE SITE; AND TO DESCRIBE THE FINAL STABILIZATION MEASURES REQUIRED TO HELP MINIMIZE EROSION AND OTHER STORM WATER IMPACTS AFTER CONSTRUCTION. STORM WATER POLLUTION PREVENTION PLAN IMPLEMENTATION PLAN COORDINATION: THE SITE REPRESENTATIVE FOR THE OWNER, WITH THE ASSISTANCE OFTHE FIELD SUPERVISOR FOR THE GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING AND MONITORING THE STORM WATER POLLUTION PREVENTION PLAN DURING CONSTRUCTION. THIS WILL INCLUDE OVERSEEING THE MAINTENANCE OF THE BMPS THAT ARE IMPLEMENTED, PROVIDE INSPECTIONS AND MONITORING OF THE BMPS, IDENTIFY AND CORRECT ANY DEFICIENCIES IN THE STORM WATER POLLUTION PREVENTION PLAN, AND MONITOR THAT ANY CHANGES TO THE CONSTRUCTION PLANS ARE ADDRESSED BY THE STORM WATER POLLUTION PREVENTION PLAN. PROJECT INFORMATION SITE LOCATION: THE PROJECT SITE IS APPROXIMATELY 1.45 ACRES, ZONED BH (HIGHWAY AND BUSINESS SERVICES DISTRICT, AT 531 W 79TH STREET, CHANHASSEN, MINNESOTA IN CARVER COUNTY. STORM WATER MANAGEMENT CONTROLS TEMPORARY AND PERMANENT EROSION CONTROL MEASURES: A LIST OF STABILIZATION MEASURES HAS BEEN TABULATED BELOW AND THE LOCATIONS OF THESE MEASURES ARE SHOWN ON THE ATTACHED EROSION CONTROL PLAN. THIS PROJECT WILL USE A NUMBER OF BMP'S TO HELP CONTROL EROSION AND SEDIMENT. THOSE MEASURES INCLUDE: 75A DANDY BAG INLET PROTECTION 75B SWP-CI (BIG RED) OR APPROVED EQUAL 75C SILT FENCE (PER CITY DETAIL 5300) 75D ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 75E CATCH BASIN SEDIMENTTRAP (PER CITY DETAIL5302A) 8OF TEMPORARY SILT FENCE INLET PROTECTION DETAILS FOR THESE CAN BE FOUND ON THE DETAILSHEETS. THE FOLLOW TABLE PROVIDES A SCHEDULE FOR STABILIZING DISTURBED AREAS DURING CONSTRUCTION: DISTURBED AREA WORKING DAYS TO STABILIZE 3 TOl AND STEEPER SLOPES 7 DAYS SLOPES FLATTER THAN 3 TO 1 7 DAYS ALL DITCHES, WITHIN 200' OF OUTLET 1 DAY ALL OUTLETS 1 DAY ALL I N LETS 1 DAY TEMPORARY SEDIMENT BASINS AND TRAPS 1 DAY SOIL STOCKPILES 7 DAYS SEE THE LANDSCAPE PLAN FOR FINAL PLANT AND TURF COVERAGE OF THE SITE IF APPLICABLE. CONSTRUCTION TYPE: THE PROJECT WILL CONSIST OF CONSTRUCTING A NEW SINGLE -TENANT RESTAURANT BUILDING WITH DRIVE-THRU LANE, A BIORETENTION BASIN WITH UNDERDRAIN, AND UTILITY CONNECTIONS. RUNOFF FROM ALL PROPOSED IMPERVIOUS SURFACES WILL BE COLLECTED BY DOWNSPOUTS, OR DRAIN TO ONE OF A SERIES OF CATCH BASINS IN THE PAVED AREA, AND OUTLETTO A BIORLTRATION BASIN THAT WILL SERVE TO PROMOTE ON SITE ABSTRACTION OF STORMWATER. EXCESS STORMWATER FROM THE BICALTRATION BASIN SHALL OVERFLOW INTO AN OUTLET CONTROL STRUCTURE (OCS) WHICH WILL IN TURN CONTROLTHE RATE OF RUNOFF AND PROVIDE FOR ADDITIONAL WATER QUALITY MEETING CITY OF CHANHASSEN REQUIREMENTS. STORMWATER FROM THE OUTLET CONTROL STRUCTURE WILL THEN OUTLET INTO THE EXISTING STORMWATER INFRASTRUCTURE THAT RUNS. UNDERNEATH STATE HIGHWAY 5 TO THE SOUTH. NO DISTURBANCE IS PROPOSED IN THE EXISTING CITY POND TO THE WEST. SITE GRADING AND UTILITY CONSTRUCTION IS ANTICIPATED TO BEGIN IN THE SPRING OF 2018 WITH COMPLETION OF THE SITE IN FALL 2018. EXISTING DRAINAGE/SOIL CONDITIONS: A GEOTECHNICAL ENGINEERING REPORT WAS PROVIDED BY BRAUN INTERTEC CORPORATION. PROJECT NUMBER B1702295 DATED JUNE 22, 2017.. SITE WIDE CONTROL MEASURES TO PREVENT EROSION SEDIMENTS FROM LEAVING THE SITE, THE FOLLOWING BMPS WILL BE USED: SILT FENCE / EROSION LOGS. TO BE MACHINE OR HAND INSTALLED ALONG THE PERIMETER OF AREAS TO BE GRADED BEFORE GRADING BEGINS. ADDITIONAL PERIMETER CONTROLS SHOULD BE KEPT ON -SITE FOR REPAIRS, REPLACEMENT OR PROTECTION OF ADDITIONAL AREAS. SILT FENCE OR EROSION LOGS SHALL BE INSPECTED ONCE A WEEK AND WITHIN 24 HOURS OF ANY Y2' RAIN EVENT. SEDIMENT REMOVAL REQUIRED WHEN SEDIMENTS REACH 1/3 THE HEIGHT OF THE BMP, BMPS CAN BE REMOVED WHEN VEGETATION FOR FINAL STABILIZATION HAS BEEN ADEQUATELY ESTABLISHED (70%). ALL EXPOSED AREAS WITHIN 200 FEET OF A SURFACE WATER MUST BE STABILIZED NO LATER THAN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. AFTER ALL AREAS ARE FINAL GRADED, THE ENTIRE SITE SHALL BE SEEDED AND FERTILIZED. SLOPES WITH GRADES GREATER THAN 3 TO 1, OR WHERE CONCENTRATED FLOWS WILL OCCUR EROSION CONTROL BLANKETS AND FIBER LOGS SHALL BE INSTALLED (MAXIMUM SPACING 75 FEET), AREAS FLOWING INTO THE STORM WATER CONVEYANCE SYSTEM WILL BE STABILIZED THE DAY THE STRUCTURES ARE INSTALLED. CATCH BASIN SEDIMENT BAGS WILL BE INSTALLED THE SAME DAY AND LEFT IN PLACE UNTIL THE PROJECT IS COMPLETED. SEDIMENTS SHALL BE REMOVED AND DISPOSED OF WHEN Yi THE CAPACITY IS REACHED. TOPSOIL STOCKPILES WILL BE STABILIZED WITH TEMPORARY SEED, MULCH AND FERTILIZER WITHIN 7 DAYS FROM THE LAST CONSTRUCTION ACTIVITY THAT CREATED THE STOCKPILE. DUST WILL BE CONTROLLED BY WATER APPLICATION AND/OR SWEEPING AS NEEDED. VEGETATIVE BUFFERS WILL BE MAINTAINED AT THE PERIMETER OF THE SITE. GRADING OPERATIONS SHOULD INCORPORATE HORIZONTAL SLOPE TRACKING WHEN POSSIBLE TO HELP REDUCE EROSION. CONSTRUCTION ENTRANCE WITH 3" COURSE AGGREGATE OVER GEOFABRIC FABRIC. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK -PROOF CONTAINMENT FACILITY OR IMPERMEABLE LINER. A COMPACTED CLAY LINER THAT DOES NOT ALLOW WASHOUT LIQUIDS TO ENTER GROUND WATER IS CONSIDERED AN IMPERMEABLE LINER. THE BIORETENTION AREAS MUST NOT BE GRADED TO THEIR FINAL CONDITION UNTIL THE CONTRIBUTING WATERSHED IS STABALIZED. CONSTRUCTION PRACTICES TO MINIMIZE STORM WATER CONTAMINATION: ALL NON -HAZARDOUS WASTE MATERIALS WILL BE COLLECTED AND STORED IN A SECURE LOCATION, PREFERABLY A LOCKABLE METAL DUMPSTER, AT THE END OF EACH DAY, ALL TRASH AND CONSTRUCTION DEBRIS SHOULD BE DEPOSITED IN THE DUMPSTER AT THE END OF EACH DAY AND WILL BE EMPTIED AS NECESSARY. NO CONSTRUCTION MATERIALS SHALL BE BURIED ON -SITE. A LICENSED SANITARY WASTE MANAGEMENT COMPANY WILL COLLECT ALL SANITARY WASTE FROM PORTABLE UNITS. GOOD HOUSEKEEPING AND SPILL CONTROL PRACTICES SHOULD BE FOLLOWED TO MINIMIZE STORM WATER CONTAMINATION. ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A RAINFALL EVENT, AND SHOULD BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR SHALL BE REPLACED IF THEY SHOW SIGNS OF DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD TO ONE-HALF THE HEIGHT OF THE SILT FENCE. 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERATIONAL CONDITIONS AT ALL TIMES. SEDIMENT IN THE SEDIMENTATION BASINS SHALL NOT EXCEED THE SEDIMENTATION CLEANOUT LEVEL. 7. THE EMBANKMENT OF THE SEDIMENTATION BASIN SHALL BE CHECKED REGULARLY TO INSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. SEQUENCE OF CONSTRUCTION 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL INLET PROTECTION DEVICES ON EXISTING INLETS. 5. CONSTRUCT THE BIO-FILTRATION BASINS TO BE USED AS TEMPORARY SEDIMENT BASINS ALONG WITH TEMPORARY OUTLETS. 6. CLEAR AND GRUB THE SITE WHILE PROTECTING THE BIO-FILTRATION BASINS. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL INLET PROTECTION DEVICES ON NEW INLETS. 12. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 13. PREPARE SITE FOR PAVING. 14. PAVE SITE. 15. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 16. COMPLETE BIO-FILTRATION BASINS AFTER ALL WATERSHED TO THE BASINS ARE STABILIZED. 17. REMOVE ALLTEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED). BMP QUANTITIES 1 EA. DANDY BAG INLET PROTECTION 250 LF SWP-CI (BIG RED) OR APPROVED EQUAL 720 LF SILT FENCE (PER CITY DETAIL 5300) 1 EA. ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 2 EA. CATCH BASIN SEDIMENT TRAP (PER CITY DETAIL 5302A) 2 EA. TEMPORARY SILT FENCE INLET PROTECTION CONTACTS CIVIL ENGINEER CEI ENGINEERING ASSOCIATES INC. ALAN CATCHPOOL, PE 2025 CENTRE POINTE BLVD, SUITE 210 MENDOTA HEIGHTS. MN 55120 651-452-8960 acatchPool@ceieng.com DEVELOPER CONTRACTOR PAN ERA, LLC T.B.D BRIAN BARNARD SR. DEVELOPMENT PROJECT MANAGE 3630 SOUTH GEYER ROAD, SUITE 1D0 ST. LOUIS, MO 63127 314-984-2609 m0 51 E 0 d SNN; SS 1g�N �5 RS\SVN1\'+SOU MV / 10" / 24D sM1' 94� 3 1 1 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC W EBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. IBM#l: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) '- SiAN w,q R1�= sag Vi Al ER"�~ SNATEd�'' QP �'`PrJATFR _ ,- SS SS S® 10'PROPOSED DRAINAGE UGF"' -� AND UTILITY EASEMENT <. ` 31A 22A C v1 1J R1RA �45F 768 CK'189- 8 29A BRG0$ 56og� 2 6i ' CK , q �.� 1502/1- @ , 91 PROPOSED DRAINAGE e•4: ' .�• :° \� EASEMENT Cl Fi • n16C//19 LF 6" PVC .... .. .. I @ 1.49% 9 LF 6" PVC 76C 138 L 8' MI n - INV=941.37 23E .. n UGE&T I B n I -�tC5 I % 27B 27C - u n L� 1 . � n 1 • PANERA 11 . C, L BREAD u n � F.F.E.= 949.60 it i II I I I 22K 22L 22X 22Y I I . m i I1 12 LF " PV 1 1� 8' MIN. COVER ' n II ` FDC i u \ 76A ` ( 11 0 \ 22G 6" L" . � I 6"W 6"W 6, .. . 11 __ 11 1a \88 LF "PVC I °7 \ PROPOSED DRAINAGE EASEMENT 8' MIN. COVER 4 i F.=946 8 '�-� �•� INV=943'A RIM=947► "z e. r ` . UG ELECTR : r •� !NV 943.0 CONCRETE WAi.1( �.TiQ �ti41 •l7r ~ .. -• %56.68 �.a �. fi '' "f4CRETE ,VNLK; • ` , N68005'22"E ACCESS RESTRICTION PER DOC. NOS. - 157032 AND 122284 (MNDOT ROW PLAT) / DRAW ;RIM=951.0 1 INV=950.0 Know what's below. CaII before you dig. 0 20' 304C' SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND FOUND MONUMENT - FIRE DEPT. CONNECTION - UNDERGROUND ELECTRIC O SET 112" IRON PIPE HYDRANT -- UNDERGROUND CABLE TV MARKED RLS NO. 25718 CURB STOP --- - UNDERGROUND FIBER OPTIC ❑ CABLE TV PEDESTAL 0 WATER WELL -.- UNDERGROUND TELEPHONE E] O AIR CONDITIONER ELECTRIC MANHOLE 0 WATER MANHOLE -- OVERHEAD UTILITY (7] WATER METER --- - UNDERGROUND GAS IJ ELECTRIC METER ELECTRIC PEDESTAL a POST INDICATOR VALVE --"-- SANITARYSEWER ca WATER VALVE -. - - STORM SEWER ❑ ELECTRIC TRANSFORMER @ BOLLARD LIGHT POLE '- -- -- AIN N FLAG POLE - --._ -- FENCE FENCE 0 GUY WIRE MAIL BOX CURB (TYPICAL] -O- POWER POLE -UT TRAFFIC SIGN --- --- CONTOURS O GAS MANHOLE i \ �.1 UNKNOWN MANHOLE GAS METER (�} SOIL BORING O TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL ® SANITARY CLEANOIfT ® SANITARY MANHOLE CONIFEROUS TREE CATCH BASIN 9 STORM DRAIN y� D FLARED END SECTION ,' DECIDUOUS TREE ® STORM MANHOLE PROPOSED ER PROPERTY LINE/RIGHT OF WAY LINE � - - - - - - = STORM DRAIN o . VG GAS SERVICE li Rn X"$$ SANITARY SEWER SERVICE UGE - UNDERGROUND ELECTRIC SERVICE E Z DRASN RIM=949.:3 - UGEScT- UNDERGROUND ELECTRIC AND TELEPHONE SERVICE 0 v INV=948.2 r+ zy UGT UNDERGROUND TELEPHONE SERVICE C0 X"W WATER SERVICE II 1 O UTILITY NOTES GENERAL UTILITY NOTES II i __- 5' PROPOS D DRAINAGE 22A POINT OF CONNECTION - WATER SERVICE (PER LOCAL CODES). A. ALL WATER SERVICE LINES SHALL BE C900 PVC WATER MAIN PIPE WITH 8' MIN. COVER. AND UTI EASEMENT i 22C M.J.GATE VALVE WITH ADJUSTABLE VALVE BOX (SEE SIZES THIS SHEET). ' I co 1 22D M.J.TEE WITH THRUST BLOCKING (SEE SIZES THIS SHEET). B. ALL SANITARY SEWER LINES SHALL BE SDR 35 PVC WITH 8' MIN. COVER. 22F M.J.CAP/PLUG WITH THRUST BLOCKING (SEE SIZES THIS SHEET). v C. CONTRACTOR SHALL COORDINATE ANY DISRUPTIONS TO EXISTING UTILITY SERVICES WITH ADJACENT PROPERTY 22G 90 DEGREE M.J. BEND WITH THRUST BLOCKING (SEE SIZES THIS SHEET). OWNERS. - I _ 221 22-1/2 DEGREE M.J. BEND WITH THRUST BLOCKING (SEE SIZES THIS SHEET). DRAIN 22K SPRINKLER ENTRY PER ARCH. PLANS (SEE SIZES THIS SHEET). D. ALL ELECTRIC, TELEPHONE AND GAS EXTENSIONS INCLUDING SERVICE LINES SHALL BE CONSTRUCTED TO THE (I I ,? RIM=948.7 22L METERED DOMESTIC WATER SERVICE ENTRY PER ARCH. PLANS (SEE SIZES THIS SHEET). APPROPRIATE UTILITY COMPANY SPECIFICATIONS. ALL UTILITY DISCONNECTIONS SHALL BE COORDINATED WITH THE s 22X INTERIOR WATER METER (PER LOCAL CODES). DESIGNATED UTILITY COMPANIES. 22Y INTERIOR BACK FLOW PREVENTER (PER PLUMBING PLANS). I_' RAM-1-a.7 1 23E SANITARY SEWER SERVICE ENTRY (PER PLUMBING PLANS). E. CONSTRUCTION SHALL NOT START ON ANY PUBLIC UTILITY SYSTEM UNTIL WRITTEN APPROVAL HAS BEEN RECEIVED I DRAIN 23H 1,000 GALLON GREASE TRAP WITH CLEAN -OUT (PER PLUMBING PLANS). BY THE ENGINEER FROM THE APPROPRIATE GOVERNING AUTHORITY AND CONTRACTOR HAS BEEN NOTIFIED BY THE 23J CONNECT TO EXISTING SANITARY SEWER MANHOLE. Pin.4=,-8.7 ENGINEER. 6" PVC 94"7.4 24A POINT OF CONNECTION FOR ELECTRICAL SERVICE (PER ELECTRIC COMPANY REQUIREMENTS). F. PRIOR TO THE CONSTRUCTION OF OR CONNECTION TO ANY STORM DRAIN, SANITARY SEWER, WATER MAIN OR ANY 24D PROPOSED ELECTRIC TRANSFORMER. OF THE DRY UTILITIES, THE CONTRACTOR SHALL EXCAVATE, VERIFY AND CALCULATE ALL POINTS OF CONNECTION CB 26A POINT OF CONNECTION FOR UNDERGROUND TELEPHONE (PER TELEPHONE COMPANY AND ALL UTILITY CROSSINGS AND INFORM CEI ENGINEERING AND THE OWNER/DEVELOPER OF ANY CONFLICT OR RI =948:4 I REQUIREMENTS). REQUIRED DEVIATIONS FROM THE PLAN. NOTIFICATION SHALL BE MADE A MINIMUM OF 48 HOURS PRIOR TO 27A POI NT OF CONNECTION FOR GAS SERVICE (PER LOCAL GAS COMPANY REQUIREMENTS). CONSTRUCTION. CEI ENGINEERING AND ITS CLIENTS SHALL BE HELD HARMLESS IN THE EVENT THAT THE 'K?`=9.47.-' 27B GAS SERVICE PER LOCAL GAS COMPANY. CONTRACTOR FAILS TO MAKE SUCH NOTIFICATION. SED GAS METER. 31A LOCATION TIFOR THIS UTILITY AS SHOWN IS FOR DRAWING PURPOSES ONLY. CONTRACTOR G. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN SPECIFICATIONS: ALL WATER LINE DRAIN RIM=943.2 SHALL VERIFY THE EXACT LOCATION IN FIELD PRIOR TO THE CONSTRUCTION OF THE FITTINGS SHALL BE INSTALLED WITH THRUST BLOCKING PER DETAIL 31C. ALL WATER UNE PIPE BEDDING SHALL BE PROPOSED UTILITY LINE TO BE CONNECTED. CONTRACTOR SHALL NOTIFY CEI INSTALLED PER DETAIL 42A. ALL SANITARY SEWER PIPE BEDDING SHALL BE INSTALLED PER DETAIL 42B. II 1 I CB 1 ENGINEERING IF THE DESIGN AS SHOWN IS NOTACHIEVABLE. RIM=948.4 1 76A FIRE DEPARTMENT CONNECTION (PER PLUMBING PLANS). I 1 76B EXISTING SANITARY SERVICE CONNECTION FROM THE PROPERTY LINE TO THE SANITARY DRAIN MAIN LINE SHALL BE ABANDONED AND CAPPED AT THE PROPERTY LINE. CONTRACTOR w RIM=9487 SHALL INSTALL A SHORT LINER IN THE MAIN LINE AND FILL THE ABANDONED SERVICE 6" P'v'" 947 1 LINE WITH FLOWABLE FILL OR NON -SHRINK GROUT. ' 1 76C INSULATE 6" SANITARY SEWER WITH 4" OF POLYSTYRENE INSULATION, 8' WIDE. DRAIN 76D CONTRACTOR TO LOCATE THE HYDRANT SERVICE LINE TO THE NORTHEAST TO THE ` RIM=948.1 1 GREEN SPACE ADJACENT THE R.O.W. AND CAP BOTH ENDS (SEE NOTE 22F). j I INV=947.0 1 CONTRACTOR SHALL FILL ABANDONED WATERLINE WITH SAND, PER CITY DRAIN SPECIFICATIONS. GENERAL CONTRACTOR WILL BE RESPONSIBLE TO COORDINATE THIS RIM=948.0 WORK WITH CHICK-FIL-A AND REPAIR ALL PAVEMENT AND LANDSCAPE DAMAGES. l I _ -. 0" PVC 81, PVC I❑ UTILITY DETAILS r�' I DRAIN Y9A'?=ASIPIiALT STREET OR DRIVE CUT REPAIR I II zGl RRfi=9481 40C SANITARY SEWER CLEAN -OUT Y > 768 TYPICAL HYDRANT INSTALLATION (PER CITY DETAIL 1004). I iI �T Ilyo (� DRAIN IINV'=947.7. j RIM=948.3 1 93.19 -M=948.9 NV=9445 r CB CB I CB RIM=947.5 RIM=947.5 I �,s--'nIM=947.; NJ INV=9445 INV=944.4 I INV=943_ (SNOW PACKED) (SNOW PACKED) - !SNOW PACKED: 1� 5" RCP F 'L INV-94'.. 7 STATE HIGHWAY 5 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 that state of Minnesota �& /4�w Alan L. Catchpool, PE Professional Engineer Registration Number 47969 30072 2/19/18 ALC ALC PAT PAT CEI PROJECT NO. INITIAL DATE 1 DOOR PM DES DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIEN77STS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 MENDOTA HEIGHTS, MN 55120 (651)452-1149 PANERA BREAD 5j11 W. 797'H S7GEET REV DA1E I SHEET NO, UTILITYPLAN 2119118 C8 REV-1 Date: 2-19-18 SITE CALCULATIONS ZONING: BH TOTAL SITE AREA: 63,153 SF \ 1.45 AC NUMBER OF REGULAR PARKING STALLS: 48 NUMBER OF ACCESSIBLE PARKING STALLS: 3 TOTAL PARKING STALLS: 51 EXIST. TREES TO BE PRESERVED: 8 EXIST. TREES TO BE REMOVED: 8 ORDINANCE LANDSCAPE REQUIREMENTS BUFFERYARD: BUFFER YARD'B' - 2 CANOPY TREES, 4 UNDERSTORY TREES, 6 SHRUBS/100 LF OF BUFFER YARD (ALONG HYW 5 - 250') BUFFER YARD'C' - 3 CANOPY TREES, 6 UNDERSTORY TREES, 9 SHRUBS/100 LF OF BUFFER YARD (ALONG WEST PROPERTY LINE - 207') MATERIAL REQUIRED PROVIDED BUFFERYARD B CANOPY TREES 5 7 UNDERSTORYTREES 10 0(INSUFFICIENT SPACE FOR ADDITIONAL TREES DUE TO DRAINAGE/UTILITY EASEMENT & BASIN) SHRUBS 15 107 BUFFER YARD'C' CANOPYTREES 6 6 UNDERSTORY TREES 12 12 SHRUBS 19 92 INTERIOR LANDSCAPING FOR VEHICULAR USE AREAS FOR EACH 100 SQUARE FEET, OR FRACTION THEREOF, OF VEHICULAR USE AREA, 8 SQUARE FEET OF LANDSCAPED AREA SHALL BE PROVIDED. A MINIMUM OF 1 TREE SHALL BE REQUIRED FOR EACH 250 SQUARE FEET, OR FRACTION THEREOF, OF REQUIRED LANDSCAPE AREA. 34,460 SF OF VEHICULAR USE AREA / 100 = 344.6 X 8 = 2,757 SF OF INTERIOR LANDSCAPE AREA REQUIRED 3,195 SF OF INTERIOR LANDSCAPE AREA PROVIDED. 2,757 SF OF INTERIOR LANDSCAPE AREA / 250 = 11 TREES REQUIRED MATERIAL REQUIRED PROVIDED TREES 11 14 FOUNDATION AND AESTHETIC PLANTINGS A MINIMUM OF 1 TREE FOR EVERY 30 FEET OF FRONTAGE IS REQUIRED. (ALONG W. 79TH STREET) 189 LF / 30 = 6.3 = 6 TREES REQUIRED �� 5RA}\ y493 vJ�TCe. � pdM', m1 MATERIAL REQUIRED PROVIDED V; TREES 6 9 (4 NEW +5 EXISTING) + + +! + + �-- o CS 9 91 4,56 9> T cN-9 q- WEED MAT (ONLY IF SHRUB IS WITHIN A PLANTING BED) - - 41NCHES MULCH (SEE LANDSCAPE NOTES FOR TYPE OF MULCH) IF SHRUB 15 B & B, THEN REMOVE BURLAP & ROPE FROM TOP 1/3 OF BALL. REMOVE 1' RUNGS FROM TOP AND HALF -WAY DOWN SIDES OF W IRE BASKET ON ANYB&B MATERIALBEFORE BACKFIWNG. \\ `BACKFILL MIX \—UNDISTURBED SUBSOIL NOTE: THE ACCEPTED PLANTING DETAIL MUST BE ADHERED TO BY THE LANDSCAPE INSTALLER. SHRUB PLANTING 508 N.T.S. Yam, nl AiF R-" WATER- "-' ...._.....- PcR PLAN) �0,� CIP ( WATER � ..-�•liS� :� �. IPEF PLA"11 .S � SS s- r 10' PROPOSED DRAINAGE �-UGE�� I AND UTILITY EASEMENT _ I UGE rGt lag2 \ I ✓ —.1+ + 1 —�+ + + + + _ ..�+ + +I+ + +. + _�� +� /+ 6+ + + + DIN S L' / -+ , + + Y �E i + + + + :+- + + + * + + + H + + + + +/ + + + + + + €+ + + + f + \ + + + ;+ + e•• ,Y \ PROPOSED i. s I} + + DRAINAGE ' + + •. +s / *+•.• < \\ EASEMENT. �uJ 4.y r0 „r L # IW/ ®• + +50A r� k++ N� ++ f ++ + + s II + + II - + + + + + vit + CJ1 + itCT ji �' T + + ss it �� C.._. + .�H. _ T'Pmrg'. + + .. n aIII + rPa °. '.. • a + PANERA �0 n rV o . 41 BREAD + it T + cP G u F.F.E.=949.60 C� u I + n z Spg it + P it (TYP) 50B + . + u I it (TYP) 1 ° + +FDC+ + + + + + IL + + + + + + + + + + Lv 6"W 6"W d a L1. f l\ 0 SOA u: '. y`\I QO PROPOSED DRAINAGE EASEMENT (TYP) + 50B �rI 25BUILDING SETBACK �I s ,B RIM 9=17.0=a _ INV 943,9 -Q v a + + + + + + + + + + + + + + + + + + + + + RIM=947.0 0� . ° - : x. + -_. fi f._ + + + + +. + + ... + + + INV943.0 ". .,� CtiN REi" •oaf r-d :�d ".o + _ � ,n_a �.�..e,--.: + + + �.t' •j • Ca t. WA1.1C+ T !}P�IOLV �� $3 igNCRE - ACCESS RESTRICTION PER DOC. NOS. - 157032 AND 122294 (MNDOT ROW PLAT) 12!M=951.0 INV-950 0 NV=949.2 x in D m :2o x z - mn �n =0 DRAIN z_ z `r FILM 94 0 Irv.94,._ °m o z O m 4 � G w A � N � m 5' -.I I DRAIN � � I ftffv1=948.7— a w III I cR z R r 948 7 DRAIN RIM=948.7 G" PVC=947.4 II I CB RIM=94S.4 i I' I 6' PVC=947.3 ��• I - DRAIN i RIPJ1=948.2 CP. RIM=948.4 + 1 11 + + �! M OCR.2 + 6 ^Vr_=947.1 + + DRAIN + + N, M -948.1 + I ;� INV 947.0 I , +FI j L ORA.,I 50A (TYP) II rr w I!I - �� II m c, I I II cn It A� I�IIII I� IL x + • . "ES 60NC In '_B --�, 10 RIM=9489 __� j "iV=944.5 / HI M, ^- 1P" - Ri 5\ 1V/ RIM=94i 5 J Ne- a INV=9444 (SNOW PACKED) ISN""N PACKED) MINNESOTA DEPARTMENT OF TRANSPORiA' fi()/'v RIGHT OF WA Y PLA T NO. 10-3 rB RIM=947 3 ,IV=943 8 '.:NOW PACKEDI EASEMENT —g PVC PVC PVC —DRAIN RIM948.1 DRAIN RIM=9483 — 16 RCr^ EES. INV=945.7 STATE HIGHWAY 5 ELEVATIONS RASED ON INFORMATION AS SHOWN ON THE MN DOT GEODETIC WEB5ITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL (BMpl: TOP NUT OF FIRE HYDRANT. ELEVATION=R51.71) '2-PLY RUBBER HOSE OUBLE STRAND 12 GAUGE WIRE DVERED W/2-PLY RUBBER HOSE MINTED FLUORESCENT ORANGE MITE FLAGGING (TYPJ IEE W RAP INCHES MULCH INCH DEEP SAUCER STEEL TEE POST- 3 REQUIRED AT 120' \CKFILL MIX NDISTURBED SUBSOIL .MOVE BURLAP & ROPE i0M TOP 113 OF THE BALL NOTE: SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIALTO USE. TREE PLANTING SOA N T.S. TREE LIST Know what's below. Ca I I before you dig, C 20' 30, 40' SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND A FOUND MONUMENT tx FIRE DEPT. CONNECTION UNDERGROUND ELECTRIC O SET I /2' IRON PIPE HYDRANT UNDERGROUND CABLE TV MARKED RLS NO. 25718 0 CURBSTOP UNDERGROUND FIBER OPTIC [] CABLE TV PEDESTAL rj AIR CONDITIONER 0 WATER WELL ---- UNDERGROUND TELEPHONE `1 WATER MANHOLE OVERHEAD UTILITY 0 ELECTRIC MANHOLE WATER METER ----- UNDERGROUND GAS ELECTRIC METER ELECTRIC PEDESTAL g POST INDICATOR VALVE SANITARY SEWER Dc- WATER VALVE - -..._ STORM SEWERR ❑ ELECTRIC TRANSFORMER BOLLARD __ WATERMAIN UGHT POLE FLAGPOLE --- --_ FENCE �— GUY WIRE - - I'-' MAIL BOX --�- --- CURBALJ -O- POWER POLE 'rr TRAFFIC SIGN '` -- CONTOURS 0 GAS MANHOLE \h UNKNOWN MANHOLE ❑ GAS METER SOIL BORING 0 TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL 0 SANITARY CLEANOUT ® SANITARY MANHOLE CONIFEROUS TREE 0 ® CATCH BASIN ® STORM DRAIN ® FLARED END SECTION DECIDUOUS TREE 0 STORM MANHOLE SYB KEY CITY NAME/ ROOT SIZE REMARKS BOTANICAL NAME BOTANICAL NRO 2 NORTHERN RED OAK B&B 2" CAL. PLANT AS SHOWN Quercur rubra RB 5 RIVER BIRCH B&B 2" CAL. PLANT AS SHOWN Betula nigra O AMR 3 AUTUMN MAPLE BLAZE B&B 2" CAL. PLANT AS SHOWN Acer x freemani 'Jeffersred' RM 5 RED MAPLE B&B 2" CAL. PLANT AS SHOWN Acer rubrum CA 12 'SPRING SNOW'CRABAPPLE B&B 1.5"CAL PLANTASSHOWN Malus x'Spring Snow' ® BSB 10 'AUTUMN BRILLIANCE' SERVICEBERRY B&B 1.5" CAL. PLANT AS SHOWN Amelanchier x grandiflora .c; BA 4 'BLUE ARROW' JUNIPER TREE 6"B&B 6 HEIGHT PLANT AS SHOWN Juniperus scopulorum'blue arrow' SCB 3 SPRUCE -BLACK HILLS 6"B&B VHEIGHT PLANT AS SHOWN Picea glauca - 44 SHRUB LIST SYB KEY CITYCOMMON NAME/ ROOT SIZE REMARKS BOTANICAL NAME KF 49 KARL FOERSTER - REED GRASS CONT. 1GAL PLANT AS SHOWN Calamagrostis x Acutiflora'Karl Foerster' ® RS 27 RUSSIAN SAGE Perovskia atriplicifolia CONT. 1GAL PLANTASSHOWN ® ILL 9 LITTLE LIME HYDRANGEA Hydrangea paniculata'Little Lime' CONT. 1 GAL PLANT AS SHOWN M ]SCANT H U S 'F LAM E' G RASS MP 48 CONT. 1GAL PLANT AS SHOWN BLACK EYED SUSAN BES 44 Rudbeckia hirta CONT. 1 GAL PLANT AS SHOWN DEB 59 DWARF BURNING BUSH Euonymus alatus'Compactus' CONT. 1 GAL PLANT AS SHOWN O GMS 21 GOLD MOUND SPIREA Spirea jopon ica 'G old mou nd' CONT. IGAL PLANT AS SHOWN 257 RAIN GARDEN LIST NV==• NAME/ SYB KEY CITYCOMMON ROOT SIZE REMARKS BOTANICAL NAME ® OW 88 ORANGE BUTTERFLY WEED Asclepias tuberosa CONT. 1GAL PLANT AS SHOWN BLUE FALSE INDIGO O BI 69 Baptista australis CONT. 1 GAL PLANT AS SHOWN BS 68 GOLDEN BLACK EYED SUSAN Rudbeckia fulgida CONT. 1 GAL PLANT AS SHOWN "ISANTI" RED -OSIER DOGWOOD ® ROD 28 Cornus sericea'isanti' CONT. 1 GAL PLANT AS SHOWN 253 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 that state of Minnesota Alan L. Catchpool, PE Professional Engineer Registration Number 47969 Date: 2-19-18 PROPOSED LEGEND + + + + KENTUCKY BLUE GRASS SOLID SOD OVER 6" CLEAN TOPSOIL MDOT WETLAND SEED MIX 35-241 WITH HYDRAULIC MULCH f 4" HARD SHREDDED MULCH OVER LANDSCAPE FABRIC GENERAL LANDSCAPE NOTES A. LOCATE ALL UTILITIES AND SITE LIGHTING CONDUITS BEFORE LANDSCAPE CONSTRUCTION BEGINS. B. NOTIFY LANDSCAPE ARCHITECT OR DESIGNATED REPRESENTATIVE OF ANY LAYOUT DISCREPANCIES PRIOR TO ANY PLANTING. C. ALL LANDSCAPE MATERIALS SHALL BE IN COMPLIANCE WITH THE GRADES AND STANDARDS FOR NURSERY PLANTS, AND SHALL CONFORM TO Mn/DOT SPECIFICATIONS E. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. F. MAINTAIN 5' MIN. HORIZONTAL SEPARATION BETWEEN TREE PLANTINGS AND ALL UTILITIES. G. A FULLY DESIGNED IRRIGATION SYSTEM SHALL BE DESIGNED AND INSTALLED BY IRRIGATION CONTRACTOR. IRRIGATION DESIGNER SHALL BE RESPONSIBLE FOR SIZING AND SPECIFYING BACKFLOW PREVENTER IN ACCORDANCE WITH LOCAL CODES. H. CONFIRM HEALTH OF TREES IN THE EXISTING PARKING LOT ISLANDS, REPLACE AS NEEDED. I. ANY EXISTING TREE'S SCHEDULED TO BE PRESERVED THAT ARE LOST DUE TO CONSTRUCTION ACTIVITIES SHALL BE REPLAC ED. J. EXISTING ASH TREE'S THAT ARE PRESERVED MUST BE TREATED FOR EAB, AS APPROVED BY THE CITY. FAILURE TO TREAT THE TREES, RESULTING IN THEIR DEATH, WILL REQUIRE REPLACEMENT TREES TO BE PLANTED. K. ALL TOPSOIL SHALL BE NEW AND IMPORTED MATERIAL, WHICH HAS BEEN SCREENED AND PULVERIZED. TOPSOIL SHALL BE SANDY LOAM SOIL, REASONABLY FREE OF CLAY LUMPS, STONES, AND OTHER OBJECTS OVER 1/2" IN DIAMETER, WITHOUT WEEDS, ROOTS AND OTHER OBJECTIONABLE MATERIAL. 0 LANDSCAPE NOTES 50A STEELEDGING. ❑ LANDSCAPE DETAILS 50A TREE PLANTING 5M SHRUB PLANTING ALC I ALC Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIEN71STS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 MENDOTA HEIGHTS, MN 55120 (651) 452-1149 PANERA BREAD 53Ii12W. 79T�H�S�T%R' EET CHA HASSSENy �InNI REV DATE SHEET NO. LANDSCAPE PLAN 2119118 C9 REV-1 4" TRAFFIC YELLOW STRIPING X-C' O.C. 4" TRAFFIC YELLOW EDGE Of (TYP.) STRIPING (TYP.) STRIPE VARIES; eMIN. NIA M-97911 UNDIST( EARTH C COMPA( FILL PIPE SPRIT LINE I. s0. (TYP-) "rill VAN V I U VARIES; A I B I "VAN"IN 12" EDGE Of SEE SITE PLAN 1-'l HIGH LETTERS, TRAFFIC YELLOW STANDARD 90" SPACES STRIPE VARIES; SEE SITE PLAN (SEE DETAIL 98) ACCESS AISLES SHOULD BE PLACED ON THE PASSENGER SIDE OF AVAN SPACE DIMENSION CHART A 8' 8' 8' B 8' S. 8' C 18, 19, 20' D 36' 38' 40' NOTE: SEE SITE PLAN FOR TOTAL LAYOUT NOTE: ALL DIMENSIONS ARE TO t OF STRIPE UNLESS OTHERWISE INDICATED 900 VAN ACCESSIBLE PARKING SPACE STRIPING NTs. 4" TRAFFIC YELLOW .., _.___.._.. _... EDGE OF STRIPE ED' STI STANDARD 90' PARKING SPACE ALL DIMENSIONS ARE TO t OF STRIPE DIMENSION CHART A 1 9' 1 9.5' 1 10' 1 9' 1 9.5' 1 10' 1 9' 9.5' 10' B 1 18' 1 18' 1 16' 1 19' 1 19' 1 19' 1 20' 20' 1 20' C 1 36' 1 36' 1 36' 1 38' 1 38' 1 38' 1 40' 1 40' 1 40' NOTE: SEE SITE PLAN FOR TOTAL LAYOUT 900 PARKING SPACE STRIPING ElS. UNDISTURBED EARTH OR �� UNDISTURBED EARTH OR �COMPACTED COMPACTEDFILL FILL FINAL CROSSWALK STRIPING BACKFILL (IF SHOWN ON PLANS) FINAL 5' MIN BEGIN NOTES: BACKFILL LHAUMCHING LANDINGPIPE z CONCRETE CURB i. THE SURFACE OF RAMP SPRING � �NIPAL SHALL HAVE ATRANSVERSE LINE ACKFILL SIDE WALK BROOMED SURFACE TEXTURE SEE NOTE 1 ROUGHER THAN THE SURROUNDING SIDEWALK. .2%_- 4" BEDDING DING Z 2. THE BOTTOM OF THE RAMP MAX' - ' -' J g SHALL HAVE A MAXIMUM (MIN.) (MIN.) , 8,33% ¢ ti OF A VI LIP. 4., 4.. a MAX. - C = ry - C, w 3. CONSTRUCT PER A.D.A. U ^ STANDARDS. A- A RIGID PIPE r-i FLEXIBLE PIPE Aye �a° PAVED AREA NT.S. NT.S. CONCRETE CURB TREE PROTECTION NOTES: 1. ALL TREES SHOWN ON THIS PLAN TO BE RETAINED SHALL BE PROTECTED DURING ALL PHASES OF 10. TREES MOST HEAVILY IMPACTED BY CONSTRUCTION ACTIVITIES SHOULD BE WATERED DEEPLY DEMOLITION/CONSTRUCTION WITH TEMPORARY FENCING. IT SHALL BE THE GENERAL ONCE A WEEK DURING PERIODS OF HOT, DRY WEATHER. TREE CROWNS SHOULD BE SPRAYED CONTRACTORS RESPONSIBILITY TO COORDINATE WITH LANDSCAPE CONTRACTOR. WITH WATER PERIODICALLY TO REDUCE DUST ACCUMULATION ON THE LEAVES. 2. TREE PROTECTION FENCES SHALL BE INSTALLED PRIOR TO THE COMMENCEMENT OF ANY SITE 11. NO CONDUIT OR UTILITIES CAN BE INSTALLED WITHIN TREE PROTECTION AREAS. ANY PREPARATION WORK (CLEARING, GRUBBING OR GRADING). CLEARING SHALL BE DONE BY TRENCHING REQUIRED FOR THE INSTALLATION OF LANDSCAPE IRRIGATION SHALL BE PLACED HAND. AS FAR FROM EXISTING TREE TRUNKS AS POSSIBLE. 3. FENCES SHALL COMPLETELY SURROUND TREE OR CLUSTERS OF TREES; SHALL BE LOCATED 5' 12. NO LANDSCAPE TOPSOIL DRESSING GREATER THAN 41NCHES SHALL BE PERMITTED WITHIN THE FROM THE OUTERMOST LIMITS OF THE TREE BRANCHES (DRIP LINE); AND SHALL BE DRIP LINE OF TREES. NO SOIL IS PERMITTED ON THE ROOT FLARE OF ANY TREE, GRADING MAINTAINED THROUGHOUT THE CONSTRUCTION BY CONTRACTOR. PROJECT IN ORDER TO LIMITED TO 31NCH CUT. PREVENT THE FOLLOWING: 13. PRUNING TO PROVIDE CLEARANCE FOR STRUCTURES, VEHICULAR TRAFFIC AND EQUIPMENT A. SOIL COMPACTION IN THE ROOT ZONE AREA RESULTING FROM VEHICULAR TRAFFIC OR SHALL TAKE PLACE BEFORE CONSTRUCTION BEGINS. STORAGE OF EQUIPMENT OR MATERIALS. 14. ALL PRUNING MUST BE DONE ACCORDING TO RECOGNIZED, APPROVED STANDARDS OF THE B. ROOT ZONE DISTURBANCES DUE TO GRADE CHANGES (GREATER THAN 61NCHES INDUSTRY (REFERENCE THE NATIONAL ARBORIST ASSOCIATION PRUNING STANDARDS FOR CUT OR FILL) OR TRENCHING. SHADE TREES) BYA CERTIFIED ARBORIST AND SHALL BE APPROVED AND SUPERVISED BY OWNERS REPRESENTATIVE OR PROJECT URBAN FORESTER. C. WOUNDS TO EXPOSED ROOTS, TRUNK OR LIMBS BY MECHANICAL EQUIPMENT. 15. DAMAGE TO TREES OR ANY NATURAL RESOURCE DUE TO CONTRACTOR'S NEGLIGENCE DURING D. OTHER ACTIVITIES DETRIMENTAL TO TREES SUCH AS CHEMICAL STORAGE, THE CONSTRUCTION PHASE SHALL BE APPRAISED BY THE OWNERS REPRESENTATIVE AND CEMENT TRUCK CLEANING, AND FIRES. ORDERED REPAIRED, REPLACED, OR COMPENSATED. 4. EXCEPTIONS TO INSTALLING FENCES T FROM TREE DRIP LINES MAYBE PERMITTED IN THE FOLLOWING CASES: A. WHERE PERMEABLE PAVING IS TO BE INSTALLED: ERECT THE FENCE AT THE OUTER LIMITS OF THE PERMEABLE PAVING AREA. B. WHERE TREES ARE CLOSE TO THE PROPOSED BUILDING; ERECT THE FENCE NO CLOSER THAN 6 FEET TO THE BUILDING. 5. WHERE ANY OF THE ABOVE EXCEPTIONS RESULT IN A FENCE BEING CLOSER THAN 4 FEET TO A TREE TRUNK, PROTECT THE TRUNK WITH STRAPPED -ON PLANKING TO A HEIGHT OF 8 FEET (OR TO THE LIMITS OF LOWER BRANCHES) IN ADDITION TO THE REDUCED FENCING PROVIDED. 6. WHERE ANY OF THE ABOVE EXCEPTIONS RESULT IN AREAS OF UNPROTECTED ROOT ZONES (UNDER DRIP LINES), THOSE AREAS SHOULD BE COVERED WITH 4INCHES OF ORGANIC MULCH TO MINIMIZE SOIL COMPACTION. 7. ALL GRADING WITHIN PROTECTED ROOT ZONE AREAS SHALL BE DONE BY HAND OR WITH SMALL EQUIPMENT TO MINIMIZE ROOT DAMAGE. PRIOR TO GRADING, RELOCATE PROTECTIVE FENCING TO 2 FEET BEHIND THE GRADE CHANGE AREA. NO ROOT OVER 1 INCH DIAMETER WILL BE CUT. 8. ANY ROOTS EXPOSED BY CONSTRUCTION ACTIVITY SHALL BE PRUNED WITH A CLEAN CUT FLUSH WITH THE SOIL. BACKFILL ROOT AREAS WITH GOOD QUALITY TOPSOIL IMMEDIATELY. IF EXPOSED ROOT AREAS ARE NOT BACKFILLED WITHIN 2 DAYS, COVER THEM WITH ORGANIC MATERIAL IN A MANNER WHICH REDUCES SOIL TEMPERATURE AND MINIMIZES WATER LOSS DUE TO EVAPORATION. 9. PRIOR TO EXCAVATION OR GRADE CUTTING WITHIN TREE DRIP LINES, MAKE A CLEAN CUT BETWEEN THE DISTURBED AND UNDISTURBED ROOT ZONES WITH A ROCK SAW OR SIMILAR EQUIPMENT TO MINIMIZE DAMAGE TO REMAINING ROOTS. _ ORANGE FLAGGING TREE PROTECTION �-) NTS. (TYP.) FENCE POST BARBED WIRE OR CHAIN LINK TYP.) 8" SCH. 40 STEEL PIPE FOR SINGLE POSTS 6" SCH. 40 STEEL PIPE WHEN IN GROUPS - 0 k OPE TOP Of CONCRETEVEMENTORNISHED GRADE 0 � 0 a z FILL POST W/ CONCRETE CONCRETE L NOTES: e' 1. ALL PIPES SHALL BE PAINTED TRAFFIC YELLOW 1'6" 2. CONCRETE TO BE 40DO PSI COMPRESSIVE STRENGTH AT 28 DAYS GUARD POST 08A N Ts. NOTE: GUTTER SLOPE TO MATCH ADJACENT u u PAVEMENT, TRAVERSE AND O O LONGITUDINAL. a a m LL 1" 6' 11" MIN. 17" MAX. 3,500 P.S.I. P.C. ' CONCRETE SEE PAVING DETAILS FOR ' ' • PAVEMENT SECTIONS, 18" MIN. SUBBASE, SUBGRADE AND 24" MAX I COMPACTION REQUIREMENT TYPE "A" CONCRETE CURB AND GUTTER N.T.S. OlA 2" 2360 TYPE SPNW830 BITUMINOUS NON -WEAR COURSE 1.5' 2360 TYPE SPWEA340E BITUMINOUS WEAR COURSE ° 12" w P.C. CONC. i ; 8" MNDOT 3138 CLASS FIVE BASE AGGREGATE EXISTING SUBGRADE STANDARD DUTY ASPHALT PAVING aaA N T.S. 1. BEDDING SHALL BE CLASS LA WORKED BY HAND. IF GROUNDWATER ISANTICIPATED, GENERAL NOTES 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN BE CLASS IV -A COMPARED TO 95%STANDARD CONCRETE CURB 2"SEE SITE PLAN E SLOPE"PC 2360 TYPE THEN BEDDING SHALL BECLASS -8 PROCTOR. P1 ^N PLAN G EJ CJ CJ C Cl EJ TOWA(TYP) SLOPE 2%MAX BITUMINOUS NON WEAR COURS2.5" E COMPARED TO SS% STANDARD PROCTOR. (SEE 2'(TYP) DRIVE SPECI FICATIONS FOR G RADATION) 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM 02321-89. SURFACE 1.5" 2360 TYPE SPWEA340E 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE IN S D C 2" (TYP) j' I-L rl/7 R DA BITUMINOUS WEAR COURSE BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS 8. ALL MATERIALS SHALL BE INSTALLED DFTS A (TYP) I OR CLASS 1-8 OR CLASS II COMPACTED TO MAXIMUM 8" LOOSE IN ACCORDANCE TOP OF RAMP MIN. < 85%PROCTOR. WITH ASFM D 698. CLASS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR CONCRETECURB PLAN VIEW"�6 SAW CUT OR 3500 PSI PC ° 3. INITIAL BACKFILL SHALL BE CLASS I -A OPTIMUM MOISTURE CONTENT. HON PORTION ROUNDED CONCRETE 4 (TYP) TY CONCRETE lz^ � WORKED BY HAND, OR CLASS I-B OR CLASS II COMPACTED TO 85% STANDARD PROCTOR. 9. FILL SALVAGED FROM EXCAVATION SHALL BE OF RAM WHEN OF RAMP WHEN LOCATED IN THE ATED IN CENTER OF CURB RETURN TOOLED JOINT C: SEE SITE PLAN TYP (TYP) SECTION 8-B � P.c. cork. <. FREE OF DEBRIS, ORGANICS AND ROCKS D D=C SECTION OF SIDEWALK 4, INTRALBACKFILLNOT UNDER PAVED AREAS CAN BE CLASS III COMPACTED TO 90% LARGER THAN 3". 1 E: E-CX5 WHEN BORDERING PAVEMENT PROCTOR. 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, �- III�� NOTES: \\ \ STANDARD SHORED, SHEETED, BRACED, OR OTHERWISE 1. REQUIRE REINFORCEMENT I4 BEN . 3 BARS 24" O.C. EACH WAY MAX. THICKNESS PREMOLDED EXPANSION JOINT FILLER SPA / / / / /\/\/ / 5. FINAL BACKFILL SHALL BE CLASS I, II, OR SUPPORTED IN COMPLIANCE WITH OSHA 8.33%MAX. OR x 6W @ ZCKNESS O.C. MAX EXTEND FILLER FULL DEPTH OF \ 8" M 3138 CLASS III COMPACTED AS NOTED IN NOTES 3. AND 4. REGULATIONS AND LOCAL ORDINANCES. (SEESPACING 2. INSTALL 1/2" EXPANSION JOINT MATERIAL AT AREAS WERE PROPOSED EWNT SIDEWALK + FIVE BASE AGGREGATE BASE SPECIFICATIONS) SECTION A -A SIDEWALK ABUTTS EXISTING SIDEWALK, CURBS, AND OR STRUCTURE. . . ' " EXISTING SUBGRADE (JOINT MAI TO MEET ASTM D994 OR D1751) STORM SEWER WHEELCHAIR RAMP IN SIDEWALK AT DRIVEWAY 3. ALL SIDEWALKS WITHIN CITY RIGHT-OF-WAY SHALL BE NON -REINFORCED. 4"AGGREGATEBASECOURSECOMPACTEDTO90%STD. 4 (TYP) HEAVY DUTY CURB RETURN WITH SIDE CURB PROCTOR (TYP)EXTEND 6"FROM EACH SIDE OF WALK. ASPHALT PAVING TRENCH AND BEDDING BE 08B NTs CONCRETE SIDEWALK SECTION A -A NTs. N.T.S. oaB NTS. FINAL BACKFILL ITIAL ACKFILL CHING )DING IMIN.), LOCK CUTS WATER LINE & FORCE MAIN ElNTS. UNDISTL EARTH 0 COMPAC FILL PIPE SPRIT LINE SANITARY SEWER 4r, NITS GENERAL NOTES 1. BEDDING SHALL BE CLASS I -A WORKED BY 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN HAND. IF GROUNDWATER IS ANTICIPATED, BE CLASS IV -A COMPACTED TO 95%STANDARD THEN BEDDING SHALL BE CLASS I-B PROCTOR. COMPACTED TO 85%STANDARD PROCTOR. ISEE SPECIFICATIONS FOR GRADATION) 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 2321, LATEST EDITION. 2. HAUNCHING SHALL BE WORKED AROUND THE PIPE BY HAND TO ELIMINATE VOIDS AND SHALL BECLASS S. ALL MATERIALS SHALL BE INSTALLED IN PA OR CLASS 1-8 OR CLASS II COMPACTED TO MAXIMUM 8" LOOSE LIFTS IN ACCORDANCE 85%PROCTOR. WITH ASTM D 698. CLASS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR 3. INTIAL BACKFILL SHALL BE CLASS I -A OPTIMUM MOISTURE CONTENT. WORKED BY HAND, OR CLASS I-B OR CLASS 11 COMPARED TO a5% STANDARD PROCTOR. 9, FILL SALVAGED FROM EXCAVATION SHALL BE FREE OF DEBRIS, ORGANICS AND ROCKS 4. INTIAL BACKFILL NOT UNDER PAVED AREAS LARGER THAN 3". CAN BE CLASS III COMPACTED TO 90% STANDARD PROCTOR. 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE S. FINAL BACKFILL SHALL BE CLASS I, II, OR SUPPORTED IN COMPLIANCE WITH OSHA III COMPACTED AS NOTED IN NOTES 3. AND 4 REGULATIONS AND LOCAL ORDINANCES. (SEE SPECIFICATIONS) SANITARY SEWER AND WATER LINE TRENCHING AND BEDDING NTS. FINAL BACKFILL HEAVY DUTY COVER THREADED PVC CLEANOUT PLUG W/ LETTERS "C.O." CAST GRADE SURFACE AWAY ITIAL FROM CLEAN OUT 1" IN GRASSY AREA ACKFILL 0"IN PAVEDAREA THING DING (MIN.), ADJUSTABLE HEAD OCK CUTS 4" MIN. 2500 PSI P.C. CONCRETE COLLAR 12" 12" NOTE: SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS. I SIZE OF RISER PIPE PER LOCAL CODES II I III 45° BEND 0 0°0 o0000 ll .• II .° oo CRUSHEDSTONE PERLOCALCODES o0 e o�•Oo ° e ° o , 0 ° •o . ° 00 �Qo, o- _00 �� .� 00. °00. DIRECTION OF FLOW O°0" 0°Oa. a°.pe""� WYE PLUG WYE IF SERVICE LATERAL DOES NOT CONTINUE PLAN FOR PIPE SIZE, TYPE, AND ELEVATION SANITARY SEWER CLEAN -OUT NOT S. 40C ALL SIGNS SHOULD COMPLY WITH U.S. DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES", LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. MOUNT SIGN HERE "W-CHANNEL POST (3 lb,./ft.) WHEN SIGN IS - IN PAVED AREAS, USE 4" PIPE BOLLARD FILLED W/ CONCRETE AND PAINTED TRAFFIC YELLOW SLOPETOP - OFCONCRETE 3,500 PSI PC : 4 CONCRETE •• 3" 4'• SIGN BASE 12F N T.S. RESERVED PARKING THIS SIGN R7-8 ING ALL ACCESSIBLESIBLEPARKING ® SPACES THIS SIGN TYPICAL AT ALLVAN ACCESSIBLE VAN 12• X 6" PARKING SPACES CCESSIBLE PENALTY SIGN WITH 12' X 9" WORDING AS REQUIRED BY STATE OR LOCAL LAW O'CHANNEL POST(2-Ibs./ft.) a Z 6" PIPE BOLLARD PAINTED TRAFFIC YELLOW, FILLED 4 W/CONCRETE. OF CONCRETE OFCONCRETE 3500 P.S.I. \ P.C. CONCRETE ' a 3" e aA ACCESSIBLE / VAN ACCESSIBLE PARKING SIGN o9s NITS. NOTES: LOCATE AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY "VAN" LETTERING. WHERE INDICATED "VAN" LETTERING SHALL BE WHITE 12" HIGH LETTERING CENTERED ON THE STALL. ALL STRIPING SHALLSEWHR THE INSIDE AREA OF THE SYMBOL SHALL BE BLUE. ACCESSIBLE PARKING SYMBOL 09U N.T S 6" 4000 PSI P.C.C. CONCRETE WITH #4 BARS @ 18" O.C.E.W. A ° r P.C. CORE ] '-- 8" MNDOT 3138 CLASS EXISTING SUBGRADE FIVE BASE AGGREGATE HEAVY DUTY CONCRETE PAVING N.T.S. Del- 30072 1 1/19/18 AC ALPAT PAT CEI PROJECT NO. NITIAL DATE DPOR PM DES I DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 Mendota Heights, MN 55120 (651) 452-1149 PANERA BREAD 53V W. 7gfW STREET REV DATE SHEET N0. DETAIL SHEET 1 2119118 REVI C10 QQ 2018 CEI ENGINEERING ASSOCIATES, INC. NU4.N FILTER FABRX: III CLASS 11 RP-RM IJ la • � FA mw -- -ice'% �''i� � •.., .a �' RIP -RAP PAD N T.S. Y2" BELOW FINISHED GRADE PAVEMENT OR GROUND LINE PRECAST SECTIONS W/WATER TIGHT GASKETS AT ALL JOINTS STEEL REINFORCED PLASTIC OR ALUMINUM STEPS DIMENSIONS MANHOLE TYPE B C D E F G P 48" 60" 72" 84" 96" 102" K511 611 711 811 911 911 W " 58 " 2 86n 100» 1113 1119n H 27" 27" 27" 27" 27„ 2711 TURRET 1318 MCKAY DR. NE, SLATE 300VAKE, MIN 55304A�I13 (763) 434200 (HAM L M- 80-4.30)I�1TYPICAL DETAIL WWW.ANOKASWCD.ORGE PLAN VIEW U.S. PATENT NO.8,501,016 . y ---T S" il� CONCRETE APRON (DISTANCE FROM BACK OF CURB VARIES) INV=944.79.J1 4' 1" i I•= ..�R9 CUT (WIDTH VARIES) \ �-- RAIN L'AIARDLAN TURRET CONCRETE BASE UNCiIIDED) CLASS V AGGREGATE SLIBSOILS HIGH WATER ELEVATION = 947.21 DEL. 945.35 6" HOPE CORRUGATED PERFORATED PLASTIC DRAINTILE @ 0.5%MIN. SLOPE WITH MINIMUM OF 6" OF BUCKSHOT AND/OR PEA ROCK TO SURROUND DRAINTILE ON ALL SIDES COMPONENT VIEW K -Ig CASTING: NEENAH R2501 SOLID LID 2-4 2"THICK ADJUSTING RINGS EM _W/MORTAR JOINTS. APPLY 1/2" MORTAR ON OUTSIDE, STRIKE INSIDE CLEAN oe � B 8 GROUT m4 4" + 0 RE STORM MANHOLE GALVANIZED STEEL GRATE (2-PIECE' ANODIZED ALUMINUM AND FIBERGLASS FILTER ASSEMBLY MONOLITHIC CONCRETE RISER AND BASE Ld 16" BARREL SECTION USE REDUCTION SECTION FOR MANHOLES 60" DIAMETER OR LARGER WHERE DEPTH ALLOWS 8" MIN. l■J62:L\IIal12PIW SPECIFICATIONS U.S. PATENT NO.8501016 MANUFACTURED BY MCJeteX 1. STEEL REINFORCED, COLD JOINT SECURED MONOLITHIC CONCRETE STRUCTURE (1,030 LBS). 2. CONCRETE SHALL HAVE A M INIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS. CONCRETE AIR ENTRAINED (4% TO 8% BY VOLUME). 3. MANUFACTURED AND DESIGNED TO ASTM 0858. 4. THREE-POINT PICK USING RECESSED LIFTING POCKETS WITH A STANDARD HOOK. 5. SOIL UNDER BASE TO BE COMPACTED TO 95% STANDARD PROCTOR. 6. TWO-PIECE LIGHT DUTY GALVANIZED GRATE (34.5 LBS/PIECE) FOR 541 LB CONCENTRATED LOAD OR 309 LB/SQ IFT UNIFORM LOAD. 7. TWO-PIECE HEAVY DUTY GALVAF4IZED GRATE (77.5 LBS/PIECE) FOR 2,456 LB CONCENTRATED LOAD OR 1,404 LB/SQ FT UNIFORM LOAD. 8. USE EXPANSION JOINT MATERIAL BETWEEN TURRET AND BIORETENTION INLET 36" NYLOPLAST STRUCTURE BEHIVE TOP=946.50 18" MIN. BIORETENTION SOIL MIX B 0.5% MIN._ 0.5% MIN. OUTLET PIPE WITH SNOUT AND 36"X36"J' 1=�~INV=944.10 SAFFLE BAFFLE IN STRUCTURE SUMP=941.10 BIO-FILTRATION BASIN CROSS SECTION 73F N T.S. EL. 94 CLEANOUT EXISTING SUBSOIL (SCARIFY 18' MIN.) NYLOPLAST DRAIN BASIN WITH DOME GRATE (1. 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN CO. "'� RIM=947OD 'a MINIMUM PIPE BURIAL DEPTH PER PIPE (5) ADAPTER ANGLES VARIABLE (3) VARIABLE INVERT HEIGHTS MANUFACTURER 0•- 360• ACCORDING TO PLANS AVAILA13LE(ACCORDING TO RECOMMENDATION PLANSITAKE OFF) (MIN. MANUFACTURING REQ. SAME AS MIN. SUMP) INV 18')=94625 (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS AVAILABLE: 4'- 30' FOR CORRUGATED HOPE (ADS N-12/HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35). PVC DWV (EX: SCH 40), PVC C900IC905, CORRUGATED & RIBBED PVC WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) DRAIN BASIN (NORTH) N T.S. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6- MIN. ON 8' - 24', 10' MIN, ON 30' CMIN ON 8"-24" BASED ON MANUFACTURING RED.) 6' MIN ON 30' SEE LANDSCAPE PLAN FOR PLANTING AT THE SURFACE OF BASIN AND UP SIDES TO 947.50 94 �3 3:1 MAX SLOPE 18" MIN. BIORETENTION SOIL MIX B (AS DESCRIBED) 6" MIN. OF BUCKSHOT AND/OR PEA ROCK TO SURROUND DRAINTILE ON ALL SIDES EXISTING SUBSOILS SCARIFY SUBSOILS 18" DEEPTO REMOVE COMPACTION. INV 943.9E NOTIFY CITY STAFF WHILE INSTALLING Sol FILTRATION FOR INSPECTION OF SCARIFIED SUBSOILS PRIOR TO NV a4 FILLING. 6" HOPE CORRUGATED PERFORATED PLASTIC DRAINTILE NOTE: 1. NO EQUIPMENT SHALL BE ALLOWED ON THE BOTTOM OF THE BIOFILTRAT)ON BASIN AFTER THE BOTTOM 15 SCARIFIED SIORETENTION SOIL MIX B A WELL BLENDED, HOMOGENOUS MIXTURE OF THE FOLLOWING 75 PERCENT CONSTRUCMON SAND 25 PERCENT LEAFY COMPOST, SAND: PROVIDE CLEAN CONSTRUCTION SAND, FREE OF DELETERIOUS MATERIALS. AASHTO M-6 OR ASTM C-33 WASHED SAND. ORGANIC MATTER: Mn00T GRADE 2 COMPOST (SEE SPECIFICATION 3890, PAGE 685) IS RECOMMENDED. THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS 1 OR CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. BIO-FILTRATION BASIN WITH UNDERDRAIN n N T.S. I - 8' 30' DOME GRATES SHALL BE DUCTILE IRON PER ASTM A5M GRADE705D45. 2 - 8' & 10' DOME GRATES FR ONTO THE DRAM BARNS WITH THE USE OFAPVCBODYTOP. SEE DRAWING NO.7001-110-M. 3- DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN THIS PRINT DISCLOSES SUBJECT MATTER WHICH DRAWN BY EBC MATERIAL 3130 WRONA AVE DETAILS. RISERS ARE NEEDED FOR BASINS OVER W DUE TO SHIPPING NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GAMSIB RESTRICTIONS. SEE DRAWING NO.7001.110065. 4DRANAGE CONNECTION STUB JONTTIGHTNES$SHALL CONFORM TO OR POSSESSION OF THIS PRINT DOES NOT CONFER, TRANSFER, OR LICENSE THE USE OF THE DESIGN OR DATE OG2s10 Nylo last PNN 1770) 932-24d3 FAX (770) 932-2490 ASTM D3212 FOR CORRUGATED HOPE (ADS N-12MANCOR DUAL WALL), TECHNICAL INFORMATION SHOWN HEREIN RMSEDBY CCA PROJECTNORIAME www.nyloplast-Bs.0 N-12 HP, & PVC SEWER (4'.241. REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE 5- ADAPTERS CAN BE MOUNTED ON ANY ANGLE O'TO360'. TODETERMNE CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 09F0813 DRAIN BASIN WITH COME GRATE MINIM MANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001-11M12. ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL fi-8'-30'DOME GRATES HAVE NO LOAD RATING. IS FORBIDDEN, EXCEPT BY SPECIFIC WRITTEN . PERMISSION FROM NYLOPLAST"13"Aa 7 DWG SIZE A SCALE 1:40 SHEET tOF1 DWG NO. 7001-11039i REV C NYLOPLAST DRAIN BASIN WITH DOME GRATE (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. "� RIM=9446.85 NOTE: - INSTALL SNOUT ON OUTLET PIPE AND 36"X36" SAFFLE BAFFLE IN STRUCTURE 947.00 3:1 MAX SLOPE -� 18" MIN. BIORETENT10N SOIL MIX B (AS DESCRIBED) 6" MIN. OF SUCKSHOTAND/OR PEA ROCK TO SURROUND DRAINTILE ON ALLSIDES INV 946,00 6" HERE CORRUGATED PERFORATED PLASTIC DRAINELLE SEE LANDSCAPE PLAN FOR PLANTING ATTHE SURFACE OF BASIN AND UP SIDES SCARIFY SUBSOILS 18" DEEP TO REMOVE COMPACTION. NOTIFY CITY STAFF WHILE INSTALLING B01-FILTRATION FOR INSPECTION OF SCARIFIED SUBSOILS PRIOR TO 94624 FILLING, NOTE: 1. NO EQUIPMENT SHALL BE ALLOWED ON THE BOTTOM OF THE BIOFILTRATION BASIN AFTER THE BOTTOM 15 SCARIFIED MINIMUM PIPE BURIAL DEPTH PER PIPE (5) ADAPTER ANGLES VARIABLE BIORETENTION SOIL MIx6 MANUFACTURER 0• - 360' ACCORDING TO PLANS A WELL -BLENDED, HOMOGENOUS MIXTURE OF THE FOLLOWING: (3) VARIABLE INVERT HEIGHTS RECOMMENDATION 75 PERCENT CONSTRUCTIION SAND AVAILABLE (ACCORDING TO (MIN. MANUFACTURING - 25 PERCENT LEAFY COMPOST, PLANSITAKE OFF) RED. SAME AS MIN. SUMP) SAND: PROVIDE CLEAN CONSTRUCTION SAND, FREE OF DELETERIOUS MATERIALS. AASHTO M-6 OR ASTM C-33 WASHED SAND. I INV (15")=944.10 ORGANIC MATTER: MnOOT GRADE 2 COMPOST (SEE SPECIFICATION 3890, PAGE 685) 15 RECOMMENDED. (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS (6- MIN. ON 8" - 24', TO- MIN. ON 30' (4) VARIOUS TYPES OF INLET& OUTLET ADAPTERS - 4" MIN ON 8'-24" BASED ON MANUFACTURING RED.) AVAILABLE: 4'- 3W FOR CORRUGATED HOPE T MIN ON 30' (ADS N.12/HANCOR DUAL WALL, ADSMANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900/C905, CORRUGATED & RIBBED PVC WATERTIGHTJOINT SUMP=941.10 THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER (CORRUGATED HOPE SHOWN) GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I 8" - 30" OR CLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. DRAIN BASIN (SOUTHWEST) NITS 1 . 8'- Yr DOME GRATES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7061LOS 2 - 8' & 10' DOME GRATES FIT ONTO THE DRAIN BASINS NTH THE USE OFAPVCBODYTOP. SEE DRAWING NO.7001-110-M. 3 DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY EBC MATERIAL 3130 WRONA AVE DETAILS. RISERS ARE NEEDED FOR BASINS OVER M'DUE TO SHIPPING NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT BUFORD, GA 30518 RESTRICTIONS. SEE DRAWINGNO.7001-110065. OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 03-25-10 PHIL(770)932-2443 4-DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO TRANSFER, OR UCENSETHE USE OF THEDESIGN OR Nyto last FAX .rri01932.2490 TECHNICAL INFORMATION SHOWN HEREIN REASEDBY CIA PROJECT NO.MAME ✓ Nwx.nybDlastua.o N-12 D3212 FOR CORRUGATED HOPE (ADS N-12MPNCOR DUAL WALL), REPRODUCTION OF THIS PRINT OR ANY INFORMATION N-12 HP, &PVC SEWER (NTED ). TITLE TODETERMNE CONTAINED E HEREREINOOR THE DISCLOSURNUFACTUREOF ANYE DATE 030513 DRAIQUICK SPEC NWRHOOMEGMTE 5- ADAPTERSCANGL SETWEENDAPERS ON SEE DRAWING DRAWING NO.7007-110012. ARTICLEDEN,ECETBYSECIIFIC WRIRE TO OTHERS WICK SPEC INSTALLATION DETAIL MINIMUM ANGGRATES MV NO RATING. fi-8'-30'DOME GRATES HAVE NO LOAD RATING. IS PERMISSION FROMEPTBYSPECIFIC WRD7EII DWG SIZE A SCALE 1:40 SHEET 1OF1 DWG NO. 7001-110397 REV C PERMISSION FROM NYLOPLAST oanaxnausr TYPICAL INSTALLATION CONFIGURATION DETAIL r we ANnslwRory vlvE AOAmER REMOVABLE WATERTIGHT ACCESS:ORi,TOPENINO APFFSIPHCN DEVICE , _ SNOUT oIL-DEewa aLAUD OEBws ourtET PIPE nORB RANGE SEE OTE' OIRLETPIPE INIWENI -1 . souos sETRE OR �• FRONT VIEW SIDE VIEW ao oM SNOUT OIL -WATER -DEBRIS SEPARATOR •NOTE. SULK DEPTH OF a8• MIN. FOR a OR=12 DIM. I NEENAH REEF PIPE HRU FURORS ODBET FOROUnETS>OR=1r, DEPTH-25�DAM PER THE SIZE OF PIPE AS SPECIFIED ON GRADING PLAN rr 6" MIN 6" MI INSTALLATION DETAIL FINISH GRADE ,� 3,000 P.S.I. P.C. CONCRETE SEE GRADING PLAN FOR SIZE OF COLLECTOR 45'ELBOW 45' ELBOW INLET PIPE FROM DRAINROOF STORM DRAIN CLEAN -OUT 21E N T.S. NOTES: 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER MALTY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. DETAIL B LWE, CT M71 (e601434-0277, (860) 434-3195 FAX TOLL FREE: 16001504SOOS OR (BB6J350.7505 FOAM GASKET W/ PSA BACKINt}-- (TRIM TOLEMOTH) WEBSITE: xwx b.pinc.. OR PRE -APPROVED EQUAL Nn ANCHORTAILA) FLANGE PLAN BEE DETAIL AI 2. ALL HOODS SHALT. BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125 LAMNATE THICKNESS. O INSTALLATION MOLE: 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MWNTING FLANGE, 0 AND AN ANTISIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) POS7UN HOOD SUCH THAT BOTTOM FLANGE IS A 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS T DISTANCE OF 1. CURET 1RD PI PE DIAMTF.F(MIN) y PER MANUFACTURER'S RECOMMENDATION. BELOW THE PIPE INVERT. GASKET MINUMUM OBTANCE FOR 5. THE BOTTOM OF THE HOW SHALL EXTEND DOWNWARD A DISTANCE EQUAL TO V2 THE COMPRESSED PIPES •IT ID, Wr. OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6' FOR PIPES QY I.D. BE-1 HOOD ArvD STRucnxRE DETAIL 6. THE ANTISIPHW VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3' AND A MAXIMUM OF )BEE OETALB) 24' ACCORONG TO STRUCTURE CONFIGURATION. 7. THE SURFACE OF THE STRUCTURE WHERE THE HOW IS MOUNTED SHALL SE FINISHED 0- gNCHIXt SMOOTH AND FREE OF LOOSE MATERIAL. HOLE SHIELD SP.. BOLT B. THE HOODSHALL SECURELY TO STRUCTURE WALL WWITHRE'STAINLESS EXPANSIONCONE ED STEEL BOLTS AND OIL -RESISTANT GASKET AS SUPPLIBV MANUFACTURER (BEE OIL -RESISTANT (NARROW ENOOUTI INSTALLATION DETAIL) 9. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED HOOD SPECIFICATION FOR INSTALLATION HIT. INSTALLATION KIT SHALL INCLUDE: CATCH BASINS AND A INSTALLATION INSTRUCTIONS B. PVCANTI-SIPHON VENT PIPE ANDADAPTER WATER QUALITY STRUCTURES C. OIL -RESISTANT CRUSHED CELL FOAM GASKET WITH PEA BACKING D. Us' STAINLESS STEEL BOLTS E. ANCHOR SHIELDS DESCRIPTION DATE SCALE OIL -DEBRIS HOOD 09/08/00 NONE US Patent p 6126817 SPECIFICATION AND DRAWING NUMBER INSTALLATION (TYPICAL) SP-SN BIO-FILTRATION BASIN WITH UNDERDRAIN N T.S. Q) DANDY CURB SACK TM CURB OPENING STORM GRATE REINFORCED 1 CORNERSI1 Manageable 2 foot containment area LIFT STRAPS �I CUB FILTRER I I I I I ( I I O�I Optional outflow ports O I I I I I I • I • a. DUMPING STRAPS TEMPORARY DANDY BAG INLET PROTECTION A N.T.S. 30072 2/19/18 ALC ALC PAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS ENVIRONMENTAL SC/EN77STS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 Mendota Heights, MN 55120 (651) 452-1149 PANERA BREAD 531 W 79h 6'rRCFET REV DATE SHEET NO, DETAIL SHEET 2 2/19/18 REV-1 C11 0 2018 CEI ENGINEERING ASSOCIATES INC. 5 FT. MIN. LENGTH S- _ POST AT 6 FT. MAX. SPAC.I',6- GEEQTEXTILE FABRIC PLASTIC ZIP TIES �36 WIDE (50 I.A. TENSILE) LOCATED IN TOP W' TIRE CIXAPACTION ZONE w FLOW FLOW -;s m o rv� MACHINE SLIG @" - 12" DE SILT FENCE, MACHINE SLICED '1 2 5 FT MIN LENGTH STEEL POST 5 FL MIN. LENGTH STEEL POST AT 6 FT. MAX. SPACING GEGTEXTILE FABRIC PLASTIC ZIP TIES 36' WIDE (50 LB. TENSILE) FABRIC ANCHORAGE LOCATED IN TOP a.. TRENCH.BACKFILL WITH, TAMPED 6"MIN. SILT FENCE, HEAVY DUTY 1 2 AT 6 FT. MAX. SPACING GEOTEXTILE FABRIC 36" WIDE STAPLES FABRIC ANCHORAGE TRENCH. BACKRLL WITH TAMPED NATURAL SOIL I- 0 Z FLOW aw � M 6' w IN. SILT FENCE, PREASSEMBLED T 2 SILT FENCE TO BE PLACED ON CONTOUR. SEE SLOPE/CRACL AND LENGTH CRITERIA BELOW Aar F_ SLOPE SLOPE GRADE MAX LENGTF LESS THAN 2% 100 FEET 2 - 5- % 75 FEET 5 -10% 50 FEET NOTE5, 10 - 20 % 25 FEET SILT FENCE PER MNDOT SPECS, SOURCE 2005 GREATER THAN 20% 15 FEET SEE SPECS. 2573 & 3886. LOCATION OF SILT FENCE Q To Protect Area From Sheet Flow FOR SEDIMENT CONTROL 2 MoAmum Contributing Areo: 1 Acre V ARIApESIR SILT FENCE NEAR TOE OF 3' S SLOPE OUTSIDE OF CONSTRUCTION LIMITS LOCATION OF SILT FENCE FOR PEREMITER CONTROL of OF SILT FENCE 5 REVISED' 3-12 ENGINEERING DEPARTMENT PLATE NO.: FILE NF:G:\ENG SPECS 53M 5300 AM / k0 PP PVBV\C „� 1"-2" CLEAN CRUSHED ROCK e ��Y yatY:• 6"MIN.DEPTH FOR ROCK•. 10"MIN.DEPTH FOR WOODCHIPSa a a 1e.P: fit elt 15" MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. OF ROCK CONSTRUCTIONmal I Q ENTRANCE REVISED: 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5301 FILE NAME G: C SPECS 5301 swp-cl "Big Red" El_ Curb Inlet Protector _ By ASP Enterprises and Storm Water Products A.S.P. ENTERPRISES. INC. You, G.oS.u,c. Di9t,f6utnl Temporary and Reusable Solutions for Sediment Control • Reusable Curb Inlet Protection • Environmentally Friendly s,r Drops out sediment by dissipating the water energy "Big Red" Filter Advantages: • Easy to Install • Versatile for a variety of curb Inlets i • Reusable and Extremely easy to clean Sd( • Made from 90% Inert Recycled Materials ! The S WP-CI'Big Red" Filter is a REUSABLE inlet protec entire tor that r keeps out sediment throughout the ere construction project. There ' n_ are no pockets to fill, no vcIcm bags, no assembly etc. Simply place in front of the inlet, make sure it lays in the contour, and you are DONE! - Simple installation also translates into simple removal, cleanup and re -use at the next project or phase. Maintenance is simple as well by lifting the unit from the inlet, shaking the mud off of it, removing the sedi- ment on the concrete, and placing the unit back. I! If it is severely filled with sediment, wash it out in a vegetated area and it is as good as new. i All of these features and benefits combine to make the SWP-C1 Big Red" curb inlet protec- tar the perfect choice for all curb inlet npplica- d tions. It comes in 54" long for single curb inlets 6 and 104" lengths for double curb inlets. 4 • High Flow Rate • Made of Durable High -Strength • Fully Reusable • Made of Recycled Materials SEDIMENT TRAP MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS., CORCORAN, MN. OR EQUAL SPECIFICAHOWS AND STANDARDS DESIGN LOADS AISC •" '�aTsCN0N. 91N EDmON, aLIAW E .,E M4l6Nr lob N(p AM W m Rn 01.1-0<. SAFETY FaCIOR R/A 29 Lin 1925 - MM 5errrv. AND vE TR 9 eA a aaI" FLOW PALE (1NfAA^ ICH TPE W 11TER) D.]W 65 0 3- H D ..a WERilLW RATE S94 CIS . 15" MAD MODEL#CG23 DEFLECTOR PLATE OVERFLOW 1 - CENTER OF FLTER ASSEMBLY r OUERELOW 2 - TOP OF CURB BOX � 10' FILTER ASSEMBLY CURB CG-23 HIGH -FLOW HIGH -FLOW NOTES: 1. CLEAN FILTER MEDIA AFTER EACH RAIN EVENT AND REPLACE IF FILTER IS CLOGGED WITH SEDIMENT. 2. REMOVE DEBRIS/SEDIMENT FROM RECEPTACLE AFTER EACH RAIN EVENT. MI mom CATCH BASIN Q e11Le�t1Ga1 SEDIMENT TRAP REVISED: 1-10 ENGINEERING DEPARTMENT I PLATE Nu: 5302A FILE NAME:C NC SPECS 5302A swp-ci "Big Red" Curb Inlet Protector By ASP Enterprises and Storm Water Products 068.1'. ENTERPRIS". INC. Your Guo Sourpe DisllfbOtol Specifications: 1. Infill Material: shredded recycled rubber tires 2. Weight: approx. 10 Ibs per linear foot 3. Diameter: approx. 8" Geotextile fabric made of durable high flow fabric with the following prop- erties: PropiTer Teat Method Units Typical Value Weight ASTM D5261 oz/sq. yd 9.3 Grab Tensile Strength ASTM D4632 Or warp 250 rill 290 Tear Strength ASTM D4533 lb warp 60 (Trapezoid) fill 50 Burst ASTM D3786 psi 440 (Efforts were made to determine flow rate -the fabric exceeded all capacities of the testing equipmem) I ASPEnaerynuao ASP Wetttiulnua any anal au liebliu, furthe orstaum•wmpktrne»nraaiiNm.v SnayFa'or lireing voeww la thepmcna ABP aBWPd[om ma aand IIeftWe ,wah orarp. s ordad no g aces, ioruansgwith,ma li 1.aaiun Aa,any P a. .Wranw Aa akmeFh.fino Val mla e i f, a is di .ar plupawu o r I g from n d. ca, o a,cnagg oruaagc ortr�e as m pray rya �pmrnT. malrnels ar info,m4eon fumrshrd hcnwiN. This abcumem a6ouN not be cur�amud av rnalncmng adoitt. TORANTS SHALL BE CLOW MEDALLION (SHOWN) OR MUELLER SUPER CENTURION ALL HYDRANTS MUST BE PRE -APPROVED BY THE CITY INSTALL MAGNETIZED TRACER BOX (SNAKE PIT) AND TRACER MIRING AS NEEDED PER DETAILS - 5500.55015502 HYDRANT SHOE AND BARREL SHALL BE PLASM WRAPPED PER SECTION 2.03p.- CITY WILL FURNISH ANODE BAG,STRAP AND STAINLESS STEEL BAND TO BE INSTALLED BY CONTRACTOR WITHOUT ADDITIONAL COMPENSATION. - THE HYDRANT MARKER SHALL BE A SPRING MOUNTED STAINLESS STEEL OR ALUMINUM ROD 5' IN OVERALL LENGTH. FOR SIDE MOUNT APPLICATION, USING RED & WPITE REFLECTIVE TAPE WRAPPING. EXISTING OR FUTURE - CURB OR GUTTER LINE HYDRANT l`J}, VALVE BOX STREET 24' MIN. 3' 2'j z AS REWIRED a S c �ANCOE BAG J 3 n 10' TYPICAL LI CUBIC YARD OF ` CATE VALVE _ TEE 1 1/2- CLEAR ROCK W1111 ADAPTER AND 2 LAYERS OF g"x@`x1 @" SOLD CONCRETE BLOCK POLYETHYLENE (4 MIL.) r;OTES 1. ALL HYDRANTS SHALL HAVE WEEP HOLES. 2. HYDRANT BURY DEPTH SHALL BE AS PER MANUFACTURES RECOMMENDATION WITH A MINIMUM OF Z5 COVER OVER HYDRANT LEAD. 3. ALL PANTED SURFACES SHALL BE SUBJECT TO TWO YEAR WARRANTY PERIOD AS NOTED IN SECTION Z09 OF THE WATERMAN SPECIFICATIONS. 4. HYDRANT INSTALLATION SHALL INCLUDE A HYDRANT MARKER. 5. ALL JOITS SHALL BE RESTRAINED VIA MEGA -LUGS MECHANICAL JOINT RESTRAINT. 6. ALL HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAXIMUM ALLOWABLE TO BE 1/2- PER FOOT OF HYDRANT. 7. HYDRANT TO BE SECURELY COVERED NTH PLASTIC WRAP OR BAG TO INDICATE THAT IT lS OUT OF SERVICE. CITYOF TYPICAL HYDRANT 13 INSTALLATION Mao] REVISED_11-16 PLATE 11: ENGINEERING DEPARTMENT 1004 FILE NAME: C., NG P HUB WITH THREADED METAL FI .' °ET UNDER YARD BOX COVER PLUG TO BE -.-I LED TO ALLOW FOR LOCATES VIA METAL DETL OR 19ACER WIRE TO BE BROUGHT UP INTO BOX WITH 4" ADDITIONAL SLACK OF w 12"I��EX 12' YARD BOX WITH CLOSED COVER TO MATCH SURROUNDING COLORS AS APPROVED BY ENGINEER. I 1 FINISHED GRADE I ONE PIECE SOLID 4" PVC SOR-35 CLEANOUT RISERS. I-1 I-111-I-I I -III -III -I w III -I I -I I (-III w -I I I -I I I -I I I- z I -I I -III -I I I10 I MITI -III -I =1 I 1=1 I -I I I-1 I I w = -III I -I 1 1 45 I -I �-III-III 45 II II II III -II -III _IIIII IIIII-III WYE PVC SOR-35 4" PERFORATED WYE PVC SDR- 10' MIN an1I CAP-, TRACER MARE AS PER SPECIFICATIONS. NOTE: 1. SOLVANT WELD ALL JOINTS ON CLEAN OUT. (NON-GASKETED) 2. CLEAN OUTS SHALL BE SPACED AT 300'INTERVALS (MAXIMUM) 3. BENDS AND RISER TO BE SAME SIZE AS DRAINTILE MAIN. 4, ALL DRAINTILE MUST HAVE TRACER WIRE BROUGHT UP TO THE SURFACE AT EACH STRUCTURE IN TRACER WIRE BOX PER DETAIL 5501 OR AT A CLEAN OUT AS SHOWN ABOVE. FOLLOWING COMPLETION, THE CONTRACTOR WILL BE REQUIRED TO LOCATE VIA TRACER WIRE TEST. (IrtOF SUB -SURFACE PVC DRAINTILE FOR INLINE AI! ) Am END END OF RUN CLEANOUT E1 REVISED: 1D-16 ENGINEERING DEPARTMENT PLATE N0.'. FILE NAMEG. ENG SPECS 5234 w Z VARIABLE I I0 HYDRANT VALVE BOX 6. 6 VARIES 5'-6' (SEE PLANS) 1/4" PER FT. SLOPE TO ROADWAY CURB / .. 4" CLASS 5 BASE 2' 3' 2.6" FOR CONCRETE THICKNESS SEE NOTES BELOW. NOTES; 1. TYPICAL 6" THICK CONCRETE SIDEWALK. 2. USE B" THICK FOR COMMERICAL DRIVEWAY CROSSING. INCLUDE 1-5' LONG PANEL ON EACH SIDE OF DRIVEWAY TO BE 8" IN THICKNESS, 3. JOINT SPACING AT 5' INTERVALS. EXPANSION JOINT SPACING AT 100' INTERVALS AND WHEN ABUTTING EXISTING CONCRETE OR STRUCTURE. 4. AGGREGATE USED IN THE CONCRETE MIX SHALL BE GRANITE. CM OF I CONCRETE DA EN SIDEWALK REVISED: 10-I6 ENGINEERING DEPARTMENT PLATE NO:: 5214 FILE NAME G: \ENG\SPECS 5214 THREE WIRE TIES OR OTHER FASTENERS (SEE NOTE 1) WOVEN WIRE FENCE WITH THREE TIES SPACED AT 30" ON CENTER (SEE NOTE 1) OF SILT FENCE MATERIALTO ADJACENT STAKES WITH THREE WIRE TIES OR OTHER FASTENERS L ATTACH THE WOVEN WIRE FENCE TO EACH POST AND THE GEOTEXTIIE TO THE WOVEN WIRE FENCE (SPACED EVERY 30") WITH THREE WIRE TIES OR OTHER FASTENERS, ALL SPACED WITHIN THE TOP 8" OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1" VERTICALLY APART. 2. WHEN TWO SECTIONS OF SILT FENCE MATERIAL ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED ACROSS TWO POSTS. 3. MAINTENANCE SHALL BE PERFORMED AS NOTED IN THE SWPPP. DEPTH OF ACCUMULATED SEDIMENTS MAY NOT EXCEED ONE-HALF THE HEIGHT OF THE FABRIC. MAINTENANCE CLEANOUT MUST BE CONDUCTED REGULARLY TO PREVENT ACCUMULATED SEDIMENTS FROM REACHING ONE-HALF THE HEIGHT OF THE SIFT FENCE MATERIAL BEING ABOVE GRADE. 4. ALL SILT FENCE INLETS SHALL INCLUDE WIRE SUPPORT. POSTS:2 x 4 WOODEN STAKE SILT FENCE FENCE: WOVEN WIRE, 14-1/2 Ga., 6' MAX. MESH OPENING RIC: IN INLET PRTECTION FABD 6461, LATEST EDITIORDANCE NTMASM N TEls 30072 2/19/18 AC ALC PAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES I DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 Mendota Heights, MN 55120 (651) 452-1149 PANERA BREAD 53a W. Mh STREET CG;IA(n HASSSEN AN REV DATE SHEET NO. DETAIL SHEET 3 2119118 REV an I -1 C 12 GENERAL NOTES: A. TOPOGRAPHIC BOUNDARY SURVEY, INCLUDING PROPERTY LINES, LEGAL DESCRIPTION, EXISTING UTILITIES, SITE TOPOGRAPHY WITH SPOT ELEVATIONS, OUTSTANDING PHYSICAL FEATURES AND EXISTING STRUCTURE LOCATIONS WAS PROVIDED BY THE FOLLOWING COMPANY, AS A CONTRACTOR TO THE SELLER/OWNER: TOPOGRAPHY: CORNERSTONE LAND SURVEYING, INC 6750 STILLWATER BLVD N., SUITE #1 STILLWATER, MN 55082 PHONE: 651-275-8969 CEI ENGINEERING AND ITS ASSOCIATES WILL NOT BE HELD RESPONSIBLE FOR THE ACCURACY OF THE SURVEY OR FOR DESIGN ERRORS OR OMISSIONS RESULTING FROM SURVEY INACCURACIES. B. ALL PHASES OF SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE OWNER/ DEVELOPER SITE WORK SPECIFICATIONS. C. CONTRACTOR SHALL BE RESPONSIBLE FOR THE REMOVAL OF EXISTING STRUCTURES, RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. SEE SITE WORK SPECIFICATIONS. D. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOLITION OPERATIONS. DISPOSAL WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS. E. THE GENERAL CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR AND SHALL TAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. F. WARRANTY/DISCLAIMER: THE DESIGNS REPRESENTED IN THESE PLANS ARE IN ACCORDANCE WITH ESTABLISHED PRACTICES OF CIVIL ENGINEERING FOR THE DESIGN FUNCTIONS AND USES INTENDED BY THE OWNER AT THIS TIME. HOWEVER, NEITHER THE ENGINEER NOR ITS PERSONNEL CAN OR DO WARRANT THESE DESIGNS OR PLANS AS CONSTRUCTED EXCEPT IN THE SPECIFIC CASES WHERE THE ENGINEER INSPECTS AND CONTROLS THE PHYSICAL CONSTRUCTION ON A CONTEMPORANEOUS BASIS AT THE SITE. G. SAFETY NOTICE TO CONTRACTOR: IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, THE CONTRACTOR SHALL BE SOLELY AND COMPLETELY RESPONSIBLE FOR CONDITIONS OF THE JOB SITE, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY DURING PERFORMANCE OF THE WORK. THIS REQUIREMENT WILL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. ANY CONSTRUCTION OBSERVATION BY THE ENGINEER OF THE CONTRACTOR'S PERFORMANCE IS NOT INTENDED TO INCLUDE REVIEW OF THE ADEQUACY OF THE CONTRACTOR'S SAFETY MEASURES, IN, ON OR NEAR THE CONSTRUCTION SITE. H. ALL CONSTRUCTION IN STATE HIGHWAY DEPARTMENT RIGHT-OF-WAY SHALL BE COORDINATED WITH THE HIGHWAY DEPARTMENT RESIDENT ENGINEER. I. WETLANDS NOTE: ANY DEVELOPMENT, EXCAVATION, CONSTRUCTION, OR FILLING IN A U.S. CORPS OF ENGINEERS DESIGNATED WETLAND IS SUBJECT TO LOCAL, STATE AND FEDERAL APPROVALS, THE CONTRACTOR SHALL COMPLY WITH ALL PERMIT REQUIREMENTS AND/OR RESTRICTIONS AND ANY VIOLATION WILL BE SUBJECT TO FEDERAL PENALTY. THE CONTRACTOR SHALL HOLD THE OWNER/DEVELOPER, THE ENGINEER AND THE LOCAL GOVERNING AGENCIES HARMLESS AGAINST SUCH VIOLATION. J. RESIDENT ENGINEERING SERVICES: WHEN REQUESTED BYTHE OWNER, RESIDENT ENGINEERING SERVICES SHALL BE PROVIDED BYTHE ENGINEERS (ON A TIME AND FREQUENCY BASIS) ACCEPTABLE TO THE CITY ENGINEER FOR IMPROVEMENTS TO PUBLIC WATER MAINS, PUBLIC SEWER, AND CITY STREETS. AT THE COMPLETION OF CONSTRUCTION, THE ENGINEER SHALL CERTIFY THE CONSTRUCTION TO BE IN COMPLIANCE WITH THE PLANS AND SPECIFICATIONS. THIS WORK WILL BE AT THE OW NER/DEVELOPER'S DIRECT EXPENSE AND SHALL BE COORDINATED WITH CEI ENGINEERING ASSOCIATES, INC. IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE RESIDENT ENGINEER OF ANY PRECONSTRUCTION / CONSTRUCTION CONFERENCES AND ANY PUBLIC CONSTRUCTION 24 HOURS PRIOR TO SAID ACTION. FLOOD CERTIFICATION: THIS PROPERTY LIES WITHIN THE UNSHADDED ZONE C, AREAS OF MINIMAL FLOODING, AS SHOWN BYTHE FEDERAL EMERGENCY MANAGEMENT AGENCY, FLOOD INSURANCE RATE MAP FOR THE CITY OF CHANHASSEN, MINNESOTA, COMMUNITY PANEL NUMBER 2700510005 B EFFECTIVE DATE: JULY 2, 1979 r4 NiER J PAI 7gh �O O CHANHASSEN5 mm _ - ZONE YeYIRY•IoYtlI IF Misuus SITE un wr an � � p A091 A FSOTA — � `crio wrue•wrr -. r � rssasarm ZONE Al ro e ZONES ,• LIWMIn1ANI WIN ZONE ��'. ., / �r ZONE Ali Oftt111EGrt: n� _ 1 IAAlc 11 Srf' q ZONE wa '-1 ZONE C FLOOD MAP Not to Scale THIS PROPERTY LIES WITHIN THE UNSHADDED ZONE C, AS SHOWN BYTHE FIRM COMMUNITY PANEL NUMBER 2700510005 B EFFECTIVE DATE: JULY 2, 1979 SOILS MAP Not to Scale PLAN INDEX: CO COVER SHEET VICINITY MAP Not to Scale D APPROVED DATE CITY OF CHANHASSEN RILEY PURGATORY BLUFF CREEK WATERSHED RESOURCE LIST: ENGINEERING/TRAFFIC/WATER CITY OF CHANHASSEN STEPHANIE SMITH, PE 7700 MARKET BLVD CHANHASSEN, MN 55317 952-227-1165 sbsmith@ci.chanhassen.mn.us ENGINEERING/STORM WATER CITY OF CHANHASSEN VANESSA STRONG 7700 MARKET BLVD CHANHASSEN, MN 55317 952-227-1168 vstro n g@ ci. c h a n h a sse n. m m u s PLANNING/ZONING CITY OF CHANHASSEN KATE AANENSON(CDD) 7700 MARKET BLVD CHANHASSEN, MN 55317 952-227-1139 kaaneson@ci.chanhassen.mn.us PLANNING DEPARTMENT CITY OF CHANHASSEN ROBE iTGENEPDIS(SRRfNt" 7700 MARKET BLVD CHANHASSEN, MN 55317 952-227-1131 logenerous@dchanhassen.mn.us WATERSHED RILEY PURGATORY BLUFF CREEK CLAIRE BLESER 14500 MARTIN DRIVE, SUITE 1500 EDEN PRAIRIE, MN 55344 952-607-6512 cbleser@rpbcwd.org C1 DEMOLITION PLAN C2 SITE PLAN DEVELOPER: ARCHITECT: C3 GRADING PLAN C4 EROSION CONTROL PLAN PANERA, LLC ARCVISION, INC. 3630 SOUTH GEYER ROAD, SUITE 100 1950 CRAIG ROAD, SUITE 300 C5 EROSION CONTROL NOTES 1 ST. LOUIS, MO 63127 ST. LOUIS, MO 63146 PHONE: 314-984-2609 PHONE: 314-415-2325 C6 EROSION CONTROL NOTES 2 BRIAN BARNARD MATTHEW HINCHCLIFFE SR. DEVELOPMENT PROJECT MANAGER MHINCHCLIFFE@ARCV.COM C7 UTILITY PLAN C8 LANDSCAPE PLAN C9 DETAIL SHEET C10 DETAILSHEET2 C11 DETAILSHEET3 Engineering Associates, Inc. ENGINEERS PLANNERS 0 SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 Mendota Heights, MN 55120 (651) 452-1149 Arkansas * California * Minnesota * Pennsylvania Texas CIVIL ENGINEER: CEI ENGINEERING ASSOCIATES, INC. 2025 CENTRE POINTE BLVD, SUITE 210 MENDOTA HEIGHTS, MN 55120 PHONE: 651452-8960 ALAN CATCHPOOL, PE, CPESC CITYOFCHANHASSEN RECEIVED JEC 01 2017 CHANHASSEN PLANNING DEPT SCf+NNED REVIEW SET NOT FOR CONSTRUCTION JOB NO.: 30072 DWG NAME 30072C5 DATE I SHEET NO. 11130117 2: 12 PM CO REV-0 R I(i0/5 �1 tNN A A CAUTION:�� UNDERGROUND UTILITIES STO GE — >d BUILDI G Cq 1 2.0 v e v nnz D 4.1 2.0 0 1 Ult',1 NA?EP, 1 T \NN �945' \ PE' 415 � \�J , 7 � $56°377n2.6� r' UNDERGROUND 51D �016028 UTILITY LINES 19A � \cL^�•PR �CPp1NG / N 71 .N 269 ..' N \NG N/ TREE 18A p.z TREE m TREES 19A SOHFEp0?.0-EN IS" ats <9416 44.6 6.1 7 N N w u•. 'o t E3 Ln O R m mI r Ay • r' ,4 < 00 3.1 0 3. 10. / 3 j. 0 � �• r :A, 15" . _b _� 3.7 0 5.0 s z 0 D z TREE 18A G) VJP E �w. ,,,A,EP•- R r- CIP CPER - - CAUTION: �5 UNDERGROUND - UTILITIES SIGN 18A :�954.1 GNTOP TREE UNDERGROUND 19A 51D 19A 50H UTILITY LINES CURBAND 19A 1D I GUTTER STRUCTURES EX\5T\NG gVI��\NG 15 Ba15a. Fpp'CPP\NT zT? 50G50P 5w U 9T \ \ BITUMINOUS SURFACE STRIPING 18A LANDSCAPING 18A ASPHALT 18A PAVEMENT 3 z 0 C N C A //�� D {MBA) m m BITUMINOUS SURFACE a = GN 646 1 9I6> rop V) T�r7 m m C 3 0 ASPHALT SID PAVEMENT 19A CURB AND 19A SID GUTTER 5 j o TRENCH 19A SID II- DRAIN (� RIM=94U v INV=948.2 co II; I to iv 01 ASPHALT ]9A 51D PAVEMENT ba :,1'1,I` 1 : INV--947.0 9v1=94%.G °: 1p I=Jill III ` \I , f ^:V=947.2 r e' 9das _r— �. �� ►. c �9^b.R -..... TREE 18AL _� SID CURBAND 19A INV945.9 �\ GUTTER _ "� , " TREE 18A g" PYLON _ "-6�- ..��. �" +� CURBAND SBA SIGN `� .......... -�77777777TIER �.d•.-- 1 RHO --947C �� ti .'.��,.` _ ._:,` ...r � ELECTRIC (PER. P S_., Nv=943.0 - �: ::. <.. ... N'J3°28'38"E 156 6 .. CONGRE'Tt Wi' a T-x---r -- _/'T�`° .___.�..,.._ ,.L w. .. - P 8 . ' �`--- �.�. • �` T'FS . Cn,:C E TION ND 19A 51 `PIC�1V.;, FNCRETEwaL� N68°05'22"E 93.19 1GC, FLARE a.' cATC' 19A 510 1\ /I UNDERGROUND SID CONCRETE 51D -- BASINS UTILITIES 19A SIDEWALK 19A RIM-948.3 �_�� I NV=944.5 I CAUTION: CB CB I u UTILITIES UNDERGROUND P,IM=9S7.5 RIM=947.5 I P.iPA-947.8 7 Ny,q ;d 5 INV=944.4 I N`V=94�3.3 I,SNOVV PACKEDI !SNOW PACnEi T) '`IOW PACKED) MINNESOTA DEPARTMENT OF TRANSPORTA T/ON STATE HIGHWAY 5 RIGHT OF WA Y PZA T NO. 10-3 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954S WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) Know what'sbelow. CaII before you dig. 0 20 30 40' SCALE IN FEET EXISTING LEGEND 4 FOUND MONUMENT FIRE DEPT. CONNECTION - UNDERGROUND ELECTRIC CI SET 1/2"IRON PIPE HYDRANT UNDERGROUND CABLE TV MARKED RLS NO. 25718 ❑ CABLE TV PEDESTAL CURBSTOP UNDERGROUND FIBER OPTIC U WATER WELL _,.-- UNDERGROUND TELEPHONE O AIR CONDITIONER G WATER MANHOLE OVERHEAD UTILITY ELECTRIC MANHOLE r WATER METER 0 UNDERGROUND GAS ❑4 ELECTRIC METER ELECTRIC PEDESTAL POST INDICATOR VALVE ----.. --. SANITARY SEWER >4 WATER VALVE -' - -" STORM SEWER ❑ ELECTRIC TRANSFORMER 29 BOLLARD -.. -- WATERMAIN {Y, LIGHT POLE ff�^ FLAG POLE FENCE f— GUY WIRE MAIL BOX '_- CURB [TYPICAL] -O- POWER POI-E TRAFFIC SIGN ---_ - -' CONTOURS GAS MANHOLE UNKNOWN MANHOLE 0 0 GAS METER 6b SOIL BORING O TELEPHONE MANHOLE SPOT ELEVATION 0 TELEPHONE PEDESTAL TRAFFIC SIGNAL ( SANITARY CLFANOUT - SANITARY MANHOLE CONIFEROUS TREE CATCH BASIN .Y STORM DRAIN DECIDUOUS TREE FLARED END SECTION STORM MANHOLE GENERAL DEMOLITION NOTES A. THE SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE "OWNERS STANDARD SITE WORK SPECIFICATIONS". B. CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OF THE EXISTING STRUCTURES, RELATED UTILITIES, PAVING, UNDERGROUND STORAGE TANKS AND ANY OTHER EXISTING IMPROVEMENTS AS NOTED. SEE SITE WORK SPECIFICATIONS. C. CONTRACTOR IS TO REMOVE AND DISPOSE OF ALL DEBRIS, RUBBISH AND OTHER MATERIALS RESULTING FROM PREVIOUS AND CURRENT DEMOLITION OPERATIONS. DISPOSAL WILL BE IN ACCORDANCE WITH ALL LOCAL, STATE AND/OR FEDERAL REGULATIONS GOVERNING SUCH OPERATIONS. D. THE GENERAL CONTRACTOR SHALLTAKE ALL PRECAUTIONS NECESSARY TO AVOID PROPERTY DAMAGE TO ADJACENT PROPERTIES DURING THE CONSTRUCTION PHASES OF THIS PROJECT. THE CONTRACTOR WILL BE HELD SOLELY RESPONSIBLE FOR ANY DAMAGES TO THE ADJACENT PROPERTIES OCCURRING DURING THE CONSTRUCTION PHASES OF THIS PROJECT. E. ENGINEER'S NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS 15 BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION 15 NOTTO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. 0 DEMOLITION NOTES 18A EXISTING TO BE REMOVED. 18B EXISTING TO BE RELOCATED. 19A EXISTING TO REMAIN. 51B LIMITS OF SAWCUT AND PAVEMENT REMOVAL 51D PROTECT EXISTING STRUCTURES AND/OR PIPES DURING DEMOLITION AND CONSTRUCTION PHASES. ❑ DEMOLITION DETAILS I 50H TREE PROTECTION 30072 1 1'1291'7 ALC ALC PAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS ENVIRONMENTAL SCIENTISTS 2025 CENTRE POINTE BL VD., SUITE 210 PH: (651) 452-8960 REVIEW SET MENDOTA HEIGHTS, MN55120 (651)452-1149 NOT FOR CONSTRUCTION PANERA BREAD REV DA7E SHEET N0. DEMOLITION PLAN 11130117 C� REV-0 0 2017 CEI ENGINEERING ASSOGIA7M AMC SITE DATA OVERALL DATA AREA 63,153 S.F. 1.45 AC EXISTING IMPERVIOUS AREA 44,225 S.F. 70.03 % EXISTING PERVIOUS AREA 18,928 S.F. 29.97 % PROPOSED BUILDING AREA 4,486 S.F. 7.10 % PARKING LOT AREA 36,146S.F. 57.24% TOTAL IMPERVIOUS AREA 40,632 S.F. 64.34 % PROPOSED PERVIOUS AREA 22,521 S.F. 35.66 % ALLOWABLE IMPERVIOUS COVER 65% ZONING: BH (HIGHWAY BUSINESS DISTRICT) PARKING REQUIRED PROVIDED 9'x18' STALLS - 1 SPACE/80 SF 56 48 HANDICAP STALLS 3 3 TOTAL PARKING 56 51 BLDG. HEIGHT 50' MAX BLDG. SPECIFIC USES BAKERY/ RESAURANT RIM-7 7C nv 9.43.0 )�- e910 ,0g5,1N1 1 ZNN I a rn D z Z r, D -! C O^� v z � r y = CA y w =z ~ m 6] N o 0 I v I yP° z ^3 I�0 i I I ly'.... Rr•� 5S \bLpj S waTEi� � v RAM AS 6 Z ��--- 9.83 SS N v 191N5T trn ,,,11- 6931102 64� 5' oll S w1+.. �- "v= OSC 01A L 08B I 25'BUIL G BACK R30' DRAIN RIM=951.0 INV=9500 )RAIN °,IM=950.1 NV_UPQ 2 �n m� A O r� D o Inn In � y =C !DRAIN z RIM=949.3 O Z , 0, � o wo w� � m DRAIN RIM=948.7 CB MINI=948-7 DRAIN RIM =948 7 I 6" PVC=947.4 CB w. RIM=948.4 o PVC=947. DRAIN 11 RIM=948.2 CB Ri M=948.4 6" PVC=947-1 -DRAIN RIM =948.1 INV=947.0 -[)RAIN RIM=948.0 INV=946.9 zo OSB _- 215SF12F N �I`/� I I L"' II - (I'} J ~ II c, s R50' 1• R10' I I o m 11 AO i CB 0E R'M=947.0 F 946.8 6E INV=943.9 t � • �� '�' .•,� CGNC�AETE WA1.1C '• DRA I NAG 03D D Fit' L77i RjpE1E'TTLL0 v0 of - --- _ _ ,p US EUEC7 RIC (PER FIB' iD MARKINGS) _ P EL 208A " e a ,L•� 7X�PjiGN SA/1(e 2� s �F, IdV ACCESS RESTRICTION PER DOC. NOS. __ 157032 AND 122284 (MNDOT ROW PLAT) 18 CB �� 10 RIM=948.9 INV=944.5 I _r' Rr�CAN'T SEE) CB CB RIM-947.5 RiM=947.3 INV=944.5 INV=944.4 (SNOW PACKED) (S='VGVJ PACKED) M/NNESOTA DEPARTMENT OF TRANSPORTATION S RIGHT OF WAY PLAT NO. 10-3 -C PVC �10"PVC ;" PVC -GRAIN IN\ RIM=94 1 DRAIN jINV=947.2 RIM=948.3 1 -_ =15. NV=945.7 Nl�iCK' - r�c8 r RIM=947.8 INV=94's.8 (SNOW PACKET. TAT E HIGHWAY 5 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BMI TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) ❑ SITE DETAILS OIA TYPE A CONCRETE CURB AND GUTTER 03D CONCRETE SIDEWALK 03M WHEELCHAIR RAMP IN SIDEWALK 05A GUARD POST 08A STANDARD DUTY ASPHALT PAVING 08B HEAVY DUTY ASPHALT PAVING 08C HEAVY DUTY CONCRETE PAVING 09S ACCESSIBLE/VAN ACCESSIBLE PARKING SIGN 09U ACCESSIBLE PARKING SYMBOL l0A TRAFFIC FLOW ARROW 11N PEDESTRIAN CROSSING SIGN 70E WHEELCHAIR RAMP IN SIDEWALK WITH SIDE CURB. 0 20' 30' 40' Know wharssbe'ows Call befo a you dig. SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND FOUND MONUMENT ''.` FIRE DEPT. CONNECTION -- UNDERGROUND ELECTRIC Q SET 1 /2" IRON PIPE HYDRANT - - - - UNDERGROUND CABLE TV MARKED RLS NO. 25718 fo CURB STOP ._ UNDERGROUND FIBER OPTIC ❑ CABLE TV PEDESTAL 0 WATER WELL _- .._. UNDERGROUND TELEPHONE ❑ AIR CONDITIONER 0 WATER MANHOLE - - - - - OVERHEAD UTILITY O ELECTRIC MANHOLE E WATER METER UNDERGROUND GAS ❑ ELECTRIC METER ELECTRIC PEDESTAL 0 POST INDICATOR VALVE - - - SANITARY SEWER De WATER VALVE - - STORM SEWER ❑ ELECTRIC TRANSFORMER 0 BOLLARD LIGHT POLE ERMAIN 6�- FLAG POLE - FEN - FENCE P- GUY WIRE ❑ MAIL BOX CURB [TYPICAL] -0- POWER POLE -C- TRAFFIC SIGN - - CONTOURS O GAS MANHOLE UNKNOWN MANHOLE ❑ GAS METER SOIL BORING C TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL 0 TRAFFIC SIGNAL O SANITARY CLEANOUT SANITARY MANHOLE ZIIIIIIIIIIC CATCH BASIN CONIFEROUS TREE $T STORM DRAIN m FLARED END SECTION DECIDUOUS TREE I' STORM MANHOLE PROPOSED �- PROPERTY LINE/RIGHT OF WAY LINE CONCRETE CURB AND GUTTER. SEE DETAIL CIA. BUILDING CONTROL POINT OPROPOSED PARKING SPACES LIMITS OF SIDEWALKS AND CONCRETE APRONS(PER ARCH.PLANS) GENERAL SITE NOTES A. ALL DIMENSIONS SHOWN ARE TO THE FACE OF CURB UNLESS OTHERWISE NOTED. B. ALL CURB RETURN RADII SHALL BE 3' OR 10', AS SHOWN TYPICAL ON THIS PLAN, UNLESS OTHERWISE NOTED. C. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN THE SPECIFICATIONS: ALL CURB AND GUTTER ADJACENT TO ASPHALT PAVING SHALL BE INSTALLED PER DETAIL 01A. PAVEMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE PLAN, ALL PARKING LOT STRIPING INCLUDING ACCESSIBLE AND VAN ACCESSIBLE SPACES SHALL BE PAINTED PER THE PLAN, D. ALL PARKING LOT SIGN BASE SUPPORTS SHALL BE INSTALLED PER DETAIL 12F. E. ALL ACCESSIBLE PARKING STALLS SHALL HAVE SIGNAGE INSTALLED PER DETAIL 09S. F. THE PAVING CONTRACTOR SHALL COORDINATE WITH THE LANDSCAPE AND IRRIGATION CONTRACTORS TO ENSURE ALL SLEEVING IS INSTALLED PRIOR TO PAVING. G. ALL PAVING, SUBGRADE PREPERATION AND EARTHWORK OPERATIONS SHALL CONFORM TO THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT PROVIDED BY BRAUN INTERTEC CORPORATION. PROJECT NUMBER B1702295 DATED JUNE 22, 2017. O SITE NOTES 02B TRANSFORMER PAD (PER ELEC. CO. AND/OR ARCH. PLANS). 02E TRASH DUMPSTER ENCLOSURE (PER ARCH. PLANS). 12A 4 INCH TRAFFIC YELLOW LANE STRIPE (SEE LENGTH INDICATED AT SYMBOL). 12D 41NCH WIDE PAINTED YELLOW STRIPES. 2.0 FOOT O.C. @ 45 DEGREES (SEE SIZE INDICATED AT SYMBOL). 12F PEDESTRIAN CROSSING-4 INCH WIDE PAINTED YELLOW STRIPES. 2.0 FOOT O.C. @ 45 DEGREES (SEE SIZE INDICATED AT SYMBOL). 16E MONUMENT SIGN (PER ARCH. PLANS). 21A TAPER CURB TO MATCH EXISTING CURB. 21B TAPER CURB FROM 61NCHES TO O INCHES OVER 2 FEET. 70A MENU BOARD (PER ARCH. PLANS). 70B MENU CANOPY (PER ARCH. PLANS). 70C PREVIEW BOARD (PER ARCH. PLANS). 70D CLEARANCE BAR (PER ARCH. PLANS). 70E DRIVE-THRU SIGN (PER ARCH. PLANS). 70F DRIVE-THRU PAVEMENT MARKING (PER ARCH. PLANS). 70G DETECTOR LOOP (PER ARCH. PLANS). 70H RAPID PICK-UP SIGN (PER ARCH. PLANS). 70J LIGHT POLE (PER ARCH. PLANS). 1 30072 1 11129117 1 ALC I ACC I PAT I PAT Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 REVIEW SET MENDOTA HEIGHTS, MN 55120 (651)452-1149 NOT FOR CONSTRUCTION PANERA BREAD ,5 3V W. 79'rH SME T CaQNaaS60% mm PLAN DATE SHEET NO. SITE PLAN 11130117 REV-0 C2 2017 CFI FNrwN mr A G JA T IMr ;R 1' gS1�1 SNN� I �• ,yI i WATER I / 55 10" CVP (PER PLANT �--�--�� • VNA•ER� 950r S5 c� ss n' 9a56 \NN;9 \1 cc .-HUGE 1 TC 950.92 •.- 4t1d1 aN9 A �. - -., -� -� G 950.42 2 3 `-- 1CAH�,89 8-- -----, �; / J ,.ff ,C �1g9�=" ' ', TC 951.27 ,= " °g17,26 g4 ,- °, I G950.77 N; S� 1g `\uti. BRG,$56 S702. Sow= TC 950.76950 , d J 1 c .26 __ __ ., p �.. o ;i b 1 I 1 %- ---- �- i� /y- � 5° 28 - E ! / < I I• N. AIN - � � I % R7114=951.0 950.0 TC950.54 Ce P. TV�AG51}�� G 950.04 / /� n n I R N' DRAIN95 SO I !NV=949.\ LN, TC950.22 G 949.72 ` It 949 TC 949.58 II \GE 18•, TC 948.99 �G949.08 G 948.49 24" STRUCTURE TC 94 9.65 �' 18D 51B "'� STRUCTURE G 949.15 BEHIVE TOP=947.00 �: \ INV 8"=946.25 TIT z ( ) / TIC G949.55 c \`g SUMP=943.25 G 949.24 G 949.55 I `Y TC 949.54 v♦ 1 ` `O TC 948.60 TC 948.73 ��'9�o G949.04• D _- �'\ I % �♦5 .. '. Y \ G 948.10 G 948.23 - /�•'� -1 ° • �. :\� g 94g TC94850 - - S---sss--- •` �11 �. ° • • ' ' 48 p0 ? G 948.00 w TC 949.38 \ f ° ... • • ' dP- _ ,� 9 . - TC 949.47 - G 948.88 i TC 949.21 G 948.97 m v G 948.71 �O 1' FS 949.41 TC 949.56 0 13E - TC 947.97 FS 949.4 S 949.47 �G 949.06 { G Z 947.47 TC 949.50 ,I -949 "$Vl TC 948.50 FS 949.3 . G 948.00 A°h ` G 949.00 J 27E ,per o TC 949.50 j - ., • - FS 949.5 '♦ 1 25±LF 8" // � Tp � n .. . ' � - .I G 949.00 I •♦ ♦♦ CR 1 S 947111% FS 949.42 FS 949.4$... S 949.00 I � ♦ ♦♦ ♦♦ : 1 011 . • •• . FS .1 . S 948.52 O ♦♦ ♦♦ ♦' �I II % TC 948.27 '4 .' 1 0 \� ♦♦♦ ♦♦\ 1 = u 131 171 // G 947.77 - • g - Z 738 _ FE=949.60-FS 949.12 ♦°♦ ♦♦♦ \ 11 1 \ I ° - I FFE=949.6 S 949.45 62 \P q .g ♦♦♦ ♦ \ 11 11 v - 3. i R INV=945.95 FS 949.4 INV=946.60 73A FS 949.12 .. (---FS 949.00 ��•••--�� 1 \ 1 1 1 n 09D 17D 18D SIB Q It 1 ` 1 \1 1\ v \=. ii I 0.6% FS949.5 I 1 \ 1 1 1 01 '�yl 60±LF 10" PVC I INV=946.54 ///^^^ ' \ 1 n @1% I 27E FFE=949.6 :•y .:,, •. - �5948.60 pj�j� ��-DR.AINj L,./ TC 949.50 , RIM=9487 G 949.00 6" PVC--ti1I-T41 C- j I 1 it "' $ , i� F 1 II gA6 1• . .1% - ..•"�\ !�� RII`v =94.4 m ' I ` spa„ i ''.•.' ° PAN E RA ; ` 1 ' b.m 1 1 1 1 a n • / PVF=94� i It / z I'' 1 I O1 ii F.F.E.=949.60 I 1 m II .. 7 Rlla 4.w.71 I j j I S"*'6 '� B TC 948.69 TC 949.50 1 1 v m ItG 948.19 I `, Y G 949.00 I 4;M=948.�7 TC 949.36 n G 948.86 ( % %. ,11 I 9p8 m TC 948.46 43.' 1 1 / ! -d 1 1 % 1 11 3. n 1 vrn .2%: FFE=949.6 FFE=949.6 q. I ! 1 I I ! 137LF 6" R �� \ I G947.96 (" P . C. 947.1 PERFORATED ii i�� TC 949.60 TC 949.17- TC 941,30 - �-DRAINS DRAINTILE WITH ii G948.67 G947.80 1 P,IM=9f8.1 G 949.10 SOCK�� NV=917D / ! 7 TC 948.91 > °'•'' :. '*♦ I.. DRAIN � / F B - •• I T TC 949.33 I i I I e G 948.41 ��Y/ I % 949 . ... �,SQ % R;N1=948.0 % ,/ / ! ♦♦� n 1 TC 949.3 °'..I /'� G948.83 J CB R M -947.0 .NV-943.0 1 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MN DOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (8M#1: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) STORMWATER SUMMARY TOTAL PROPERTY AREA = ±1.45 ACRES OR 63,153 SF TOTAL DISTURBED AREA = ±1.39 ACRES > 1 THEREFORE A NOI PERMIT WILL BE REQUIRED. PRE PERVIOUS AREA = 0.43 AC PRE IMPERVIOUS AREA = 1.02 AC POST PERVIOUS AREA = 0.52 AC POST IMPERVIOUS AREA = 0.93 AC PEAK RUNOFF RATES (CFS) PRE POST 2-YR 4.S9 0.00 10-YR 7.38 0.18 100-YR 12.49 2.93 10 DAY SNOWMELT 0.27 0.11 DESIGN INFILTRATION RATE = 0.06 IN/HR RETENTION BASIN OUTLET WATER LEVEL = 946.85 HIGH WATER LEVEL = 947.57 0 GRADING NOTES 09D FLARED END SECTION. 18C CONNECT TO EXISTING STORM DRAIN MANHOLE OR INLET. 18D MATCH EXISTING PAVEMENT ELEVATIONS. 518 LIMITS OF SAWCUT AND PAVEMENT REMOVAL 73A CONNECT TO INTERNAL ROOF DRAIN SYSTEM (DUAL 4" LINES PER ARCH. PLANS) 1 73B ADA AREA NOT EXCEED 2% SLOPE IN ANY DIRECTION 1 ❑ GRADING DETAILS 17D RIP RAP PAD 27E STORM DRAIN CLEAN OUT 73C BIORETENTION BASIN WITH UNDERDRAIN. (SOUTHWEST) 73D RAIN GUARDIAN 73E BIORETENTION BASIN WITH UNDERDRAIN.(NORTH) / ! n s I I - / ! ! ♦♦ 11 v� G 948.89 TC 948.92 TC r I ! ♦ I LL %'. 1. 1. 1. Pjr G947944 I ♦♦�\ g PVC I / I ♦ 3 • LL y ae G 948.42 , �P( I / / // ♦♦ 1�7 10 TC 948.88 '/ TC 948.92 a�\�S 947.4713C "s d tG 948.38 17±LF 15" o .,1_--_- G 948.42 I TC948.30 I 18D 518 I DRAIrI�1:4 G 947.80 I PVC @ 1.1% B'^ 9s 1 1`' s •-+ - \ \& I TC 948.10 TC 947.79 I I n x / / v 11 1 �948 5 I I TC ' 18C 8 Aq' A' ds f TC 948.14 TQLNnl�� G 947522 I 2. G 947.60 I G 947.29 947.64 S 947.05 '•.. I TC 948.30 11 z CB Ao -T G947.80 II DRAIN INV=947.2 RIM=947.0 `'•.a... •�_�{.' .0% `�Z9471 II RIM=948.3 NV=-9439 \ % 94635 �a �`�=a, '�_ . .. . - 946 947 946 1 .r 947=- ___ _ _ -947 .� -- / -� _ 146 946 --�� _ FS946.908" P F _.,. - :. tip• '.a �' < ._----�.-.-._ ___. - �u. `� I_ ;.� FG 947.50 FG 947.50 �.wr-'r-' 4 "ONRETEWt N73°28r38"E 15 • w .. .K T 125LF 6" 6.68 .�._ • ♦ e I ` < • •' - LTc`^ PERFORATED sUNCRETE YYIYLK- �•.. - ° r • _ «. dd45yE0NCWW� �. \`• 36" NYLOPLAST STRUCTURE < - N68 05 22' E' 93.19 _ BEHIVE TOP=946.85 ____.. DRAINTILE WITH INV=944.10 SOCK 18±LF 12" -B --�� SUMP=941.10-__r_-------- 548 _ ' RCP @ 1.0% RIM=948.9 INSTALL SNOUT ON OUTLET INV=9460 INV=944.5 PIPE AND 36"X36" BAFFLE _ I -'-____'�"-- a�, PCP :CAN SEE) BAFFLE IN STRUCTURE CB CB I CB RItv1=9475 "RIM-9475 I --RIM=947.8 INV=944.5 INV=944'A 1 1 INV=943.8 (SNOW PACKED) (SNOW PACKED) (SNOW PACKIi: MINNESOTA DEPARTMENT OF TRANSPORTATION STATE HIGHWAY 5 RIGHT OF WA Y PLA T NO, 10-3 0 20' 30' 40' Know what's below. Call before you dig. SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND 0 FOUND MONUMENT » FIRE DEPT. CONNECTION -- - - - UNDERGROUND ELECTRIC 0 SET 112-IRON PIPE ffi HYDRANT -... --- UNDERGROUND CABLE TV MARKED RIS NO. 25718 CURB STOP -------'""-'-"-' UNDERGROUNDFIBER E] CABLE TV PEDESTAL Q WATER WELL UNDERGROUND TELEPHONE AIR CONDITIONER ELECTRIC MANHOLE O WATER MANHOLE - --- OVERHEAD UTILITY O0 0 WATER METER --- UNDERGROUND GAS ❑6 ELECTRIC METER ELECTRIC PEDESTAL POST INDICATOR VALVE --------- SANITARY SEWER M WATER VALVE . - - - - STORM SEWER [] ELECTRIC TRANSFORMER ® BOLLARD - LIGHT POLE - -- WATERMAIN 0- FLAG POLE -FENCE �- GUY WIRE ❑ MAILBOX " -- CURB [TYPICAL] O POWER POLE V TRAFFIC SIGN -_ 948- CONTOURS O GAS MANHOLE 0 UNKNOWN MANHOLE GAS METER ® SOIL BORING O TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL 0 TRAFFIC SIGNAL O SANITARY CLFANOUT SANITARY MANHOLE CATCH BASIN �^ CONIFEROUS TREE i STORM DRAIN DECIDUOUS TREE FLARED END SECTION STORM MANHOLE PROPOSED LEGEND PROPERTY LINE/RIGHT OF WAY LINE - - - - - - - - - - GRADE BREAK XXX CONTOUR ELEVATIONS = = _ _ = STORM DRAIN % XX•XX SPOT ELEVATIONS: TC = TOP OF CURB G = GUTTER FFE = FINISH FLOOR ELEVATION FS= FINISHED SURFACE GENERAL GRADING NOTES A. PRIOR TO INSTALLATION OF STORM OR SANITARY SEWER, THE CONTRACTOR SHALL EXCAVATE, VERIFY, AND CALCULATE ALL CROSSINGS AND INFORM THE OWNER AND THE ENGINEER OF ANY CONFLICTS PRIOR TO CONSTRUCTION. THE ENGINEER WILL BE HELD HARMLESS IN THE EVENTTHE ENGINEER IS NOT NOTIFIED OF DESIGN CONFLICTS. B. ALLSLOPES AND AREAS DISTURBED BY CONSTRUCTION SHALL BE GRADED SMOOTH AND 4" OF TOPSOIL APPLIED. IF ADEQUATE TOPSOIL IS NOT AVAILABLE ON SITE, THE CONTRACTOR SHALL PROVIDE TOPSOIL, APPROVED BYTHE OWNER, AS NEEDED. THE AREA SHALLTHEN BE SEEDED, FERTILIZED, MULCHED, WATERED AND MAINTAINED UNTIL HARDY GRASS GROWTH IS ESTABLISHED IN ALL AREAS (SEE LANDSCAPE PLAN FOR SEED MIX AND PROPER APPLICATION RATE). ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. C. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. D. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN THE SPECIFICATIONS: ALLSTORM DRAIN PIPE BEDDING SHALL BE INSTALLED PER DETAIL 28A. ALL STORM DRAIN PIPES ARE MEASURED FROM CENTER OF STRUCTURES AND ENDS OF FLARED END SECTIONS. E. ACCESS ROADS WILL NEED TO BE MAINTAINED & KEPT TO SUPPORT THE WEIGHT OF EMERGENCY VEHICLES DURING ALL CONSTRUCTION F. RUNOFF AND SEDIMENT SHOULD BE KEPT COMPLETELY AWAY FROM INFILTRATION AREAS UNTIL ALL UPSTREAM AREAS ARE CONSTRUCTED AND FULLY STABILIZED. G. INFILTRATION AREAS SHOULD BE CLEARLY MARKED TO KEEP CONSTRUCTION EQUIPMENT AWAY DURING INSTRUCTION. H. INFILTRATION AREAS SHOULD BE VIGOROUSLY PROTECTED FROM EROSION, SEDIMENT, AND RUNOFF WITH ADEQUATE BMPS. I. ONLY LOW IMPACTTRACK EQUIPMENT SHOULD BE USED WITHIN THE INFILTRATION AREAS. 1 30072 1 11129117 1 ALC I ALC I PAT I PAT Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • E74RONMEN AL SCIE 777STS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 REVIEW SET MENDOTA HEIGHTS, MN 55120 (651)452-1149 NOT FOR CONSTRUCTION PANERA BREAD CwAwMA SE#V0 NhW REV DA TE I SHEET NO, GRADING PLAN 11130117 cs REV-0 /A 7M7 KI C/JNIJCC0111n ACCMIA ICC Tun B PIM=947.0 NV=943.0 r C14 -4 N73028'38" E 156.68 • : - .. �-"" PTION. j9KRETE iIVFIL.;: ' B �C8 R11,1=94RIM=947. S INV-94475 .5 INV=944.4 (SN01V PACKED) (SNOW PACKED, � a3F I CIP (PER PLAN) E� R r9S0�. ` SS ®"ss�� PER PLAM 1'V PVC( 5= N68005' 22" E 93.19 RIM=948.9 MINNESOTA DEPARTMENT OF TRANSPORTA T1u v RIGHT OF WAY PLA T NO. 1 Q-3 CB RIM=947.8 INV=943.8 (SNOW PACKS` STATE HIGHWAY 5 ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WERSUE. SURVEY DISK 1002 W WITH AN ELEVATION OF 9549 WAS USED TO ESTABLISH VERTICAL CONTROL. (BMkl: TOP NUT OF FIRE HYDRANT. ELEVATION=851.71) SEQUENCE OF CONSTRUCTION (JOB SPECIFIC): EXAMPLE 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL INLET PROTECTION DEVICES ON EXISTING INLETS. 5. CONSTRUCT THE TEMPORARY SEDIMENTATION AND SEDIMENT TRAP BASINS. 6. CLEAR AND GRUB THE SITE. 7. BEGIN GRADING THE SITE. 8. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 9. TEMPORARILY SEED DENUDED AREAS. 10. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 11. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 12. PREPARE SITE FOR PAVING. 13. PAVE SITE. 14. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 15. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES(ONLY IF SITE IS STABILIZED), GENERAL EROSION NOTES A. ALL CONTRACTORS AND SUBCONTRACTORS INVOLVED WITH STORM WATER POLLUTION PREVENTION SHALL OBTAIN A COPY OF THE STORM WATER POLLUTION PREVENTION PLAN AND THE STATE OF MINNESOTA NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM GENERAL PERMIT (NPDES PERMIT) AND BECOME FAMILIAR WITH THEIR CONTENTS. B. THE TEMPORARY PARKING AND STORAGE AREA SHALLALSO BE USED ASTHE EQUIPMENT MAINTENANCE AREA, EQUIPMENT CLEANING AREA, EMPLOYEE BREAK AREA, AND AREA FOR LOCATING PORTABLE FACILITIES, OFFICE TRAILERS AND TOILET FACILITIES. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNER'S CONSTRUCTION MANAGER. C. ALL WASH WATER (CONCRETE TRUCKS, VEHICLE CLEANING, EQUIPMENT CLEANING, ETC.) SHALL BE DISPOSED OF IN A MANNER THAT PREVENTS CONTACT BETWEEN THESE MATERIALS AND STORM WATER THAT IS DISCHARGED FROM THE SITE. D. MAINTAIN ON THE SITE OR HAVE READILY AVAILABLE SUFFICIENT OIL AND GREASE ABSORBING MATERIALS AND FLOTATION BOOMS TO CONTAIN AND CLEAN UP FUEL OR CHEMICAL SPILLS AND LEAKS. E. DUST ON THE SITE SHALL BE CONTROLLED BY SPRAYING WATER ON DRY AREAS OF THE SITE. THE USE OF MOTOR OILS AND OTHER PETROLEUM BASED OR TOXIC LIQUIDS FOR DUST SUPPRESSION OPERATIONS IS PROHIBITED. F. NO RUBBISH, TRASH, GARBAGE OR OTHER SUCH MATERIALS SHALL BE DISCHARGED INTO DRAINAGE DITCHES OR WATERS OF THE STATE. G. ALLSTORM WATER POLLUTION PREVENTION MEASURES PRESENTED ON THIS PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE INITIATED AS SOON AS PRACTICABLE. H. DISTURBED PORTIONS OF THE SITE WHERE CONSTRUCTION ACTIVITY WILL STOP FOR AT LEAST 21 DAYS, SHALL MPORARILY SEEDED WITHIN 7 DAYS. I. DISTURBED PORTION THE SITE WHERE CONSTRUCTION ACTIVITY HAS PERMANENTLY STOPPED SHALL BE PERMANENTLY SEEDED. THESE AREAS SHALL BE SEEDED NO LATER THAN 7 DAYS AFTER THE LAST CONSTRUCTION ACTIVITY OCCURRING IN THESE AREAS. REFER TO THE LANDSCAPING PLAN. J. IF THE ACTION OF VEHICLES TRAVELING OVER THE GRAVEL CONSTRUCTION ENTRANCES IS NOT SUFFICIENT TO REMOVE THE MAJORITY OF DIRT OR MUD, THEN THE TIRES MUST BE WASHED BEFORE THE VEHICLES ENTER A PUBLIC ROAD. IF WASHING IS USED, PROVISIONS MUST BE MADE TO INTERCEPTTHE WASH WATER ANDTRAP THE SEDIMENT BEFORE IT IS CARRIED OFF THE SITE. THE EXACT LOCATIONS SHALL BE COORDINATED WITH THE OWNERS CONSTRUCTION MANAGER. K. ALL MATERIALS SPILLED, DROPPED, WASHED OR TRACKED FROM VEHICLES ONTO ROADWAYS OR INTO STORM DRAINS MUST BE REMOVED IMMEDIATELY. L. CONTRACTORS OR SUBCONTRACTORS WILL BE RESPONSIBLE FOR REMOVING SEDIMENT IN THE DETENTION POND AFTER THE STABILIZATION OF THE SITE AND ALSO ANY SEDIMENT THAT MAY HAVE COLLECTED IN THE STORM SEWER DRAINAGE SYSTEMS. M. IF SOIL STOCKPILING IS EMPLOYED ON THE SITE, SILT FENCES SHALL BE USED TO HELP CONTAIN THE SEDIMENT. N. SLOPES SHALL BE LEFT IN A ROUGHENED CONDITION DURING THE GRADING PHASE TO REDUCE RUNOFF VELOCITIES AND EROSION. O. SEDIMENT BASINS ARE ATTRACTIVE TO CHILDREN AND CAN BE VERY DANGEROUS. IN ALL CASES, LOCAL ORDINANCES AND REGULATIONS REGARDING HEALTH AND SAFETY MUST BE ADHERED TO. P. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE DISPOSED OF WITHIN 30 DAYS AFTER FINAL STABILIZATION. FINAL STABILIZATION HAS OCCURRED WHEN ALL SOIL DISTURBING ACTIVITIES ARE COMPLETED AND A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70%OF THE COVER FOR UNPAVED AREAS AND AREAS NOT COVERED BY PERMANENT STRUCTURES HAS. BEEN EMPLOYED, Q. DUE TO THE GRADE CHANGES DURING THE DEVELOPMENT OF THE PROJECT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING THE EROSION CONTROL MEASURES (SILT FENCES, STRAW BALES, ETC.) TO HELP PREVENT EROSION AND STORM WATER POLLUTION. R. ALL OFF -SITE CONSTRUCTION SHALL BE STABILIZED ATTHE END OF EACH WORKING DAY, -TPttSAGCi OF TRENCHES FOR STORM DRAINS & UTILITY ONSTRUCTION AND PLACEMENT OF GRAVEL OR BITUMINOUS PAVING FOR ROAD CONSTRUCTION. Know what's below. CaII before you dig. N 20' 3040' SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND & FOUND MONUMENT Q SET 1 /2' IRON PIPE MARKED RLS NO. 25719 ❑ CABLE TV PEDESTAL AIR CONDITIONER O ELECTRIC MANHOLE ❑ ELECTRIC METER ELECTRIC PEDESTAL ❑ ELECTRIC TRANSFORMER LIGHT POLE F- GUY WIRE -Cf- POWER POLE 0 GAS MANHOLE ❑ GAS METER O TELEPHONE MANHOLE ❑ TELEPHONE PEDESTAL O SANITARY CLEANOUT ® SANITARY MANHOLE 48 ! CATCH BASIN ® STORM DRAIN ® FLARED END SECTION © STORM MANHOLE = FIRE DEPT. CONNECTION- - UNDERGROUND ELECTRIC HYDRANT ----- - --- UNDERGROUND CABLE TV ® CURBSTOP - - - UNDERGROUND FIBER OPTIC O WATER WELL UNDERGROUND TELEPHONE O WATER MANHOLE OVERHEAD UTILITY WATER METER-.-- UNDERGROUND GAS . POST INDICATOR VALVE - SANITARY SEWER oa WATER VALVE - - - - v - - _. STORM SEWER 0 BOLLARD WATERMAIN Y- FLAG POLE FENCE MAILBOX CURB [TYPICAL] v TRAFFIC SIGN " - CONTOURS O UNKNOWN MANHOLE SOIL BORING SPOT ELEVATION ® TRAFFIC SIGNAL CONIFEROUS TREE DECIDUOUS TREE PROPOSED -� PROPERTY LINE/RIGHT OF WAY LINE LIMITS OF DISTURBANCE SF SILT FENCE - - - - - - - GRADE BREAK XXX CONTOUR ELEVATIONS ------- STORM DRAIN ® INLET PROTECTION GENERAL EROSION NOTES CONT'D MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A RAINFALL EVENT, AND SHOULD BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1. BALE INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEE SHOW SIGNS OF UNDERMINING, OR SHALL BE REPLACED IF THEY SHOW SIGNS OF DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLYTO SEE THAT AGOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD TO ONE-HALF THE HEIGHT OF THE SILT FENCE. 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN ACONDITION WHICH WILL PREVENTTRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERATIONAL CONDITIONS AT ALL TIMES. SEDIMENT IN THE SEDIMENTATION BASINS SHAL NOT EXCEED THE SEDIMENTATION CLEANOUT LEVEL. 7. THE EMBANKMENT OF THE SEDIMENTATION BASIN SHALL BE CHECKED REGULARLY TO INSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. ❑ EROSION DETAILS 75A DANDY BAG INLET PROTECTION 75B SWP-CI (BIG RED) OR APPROVED EQUAL 75C SILT FENCE (PER CITY DETAIL 5300) 75D ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 75E CATCH BASIN SEDIMENTTRAP(PER CITY DETAIL5302A) 8OF TEMPORARY SILT FENCE INLET PROTECTION NPDES CONSTRUCTION ACTIVITY REQUIREMENTS 1.4 PERFORMANCE REQUIREMENTS A. FOLLOW STANDARDS FOR INSPECTION AND MAINTENANCE OF BEST MANAGEMENT PRACTICES (BMPS), AS IDENTIFIED IN THE MPCA EROSION AND SEDIMENTATION CONTROL MANUAL. B. FOLLOW ALL PERMIT REQUIREMENTS, THE PROJECT -SPECIFIC STORM WATER POLLUTION PREVENTION PLAN (SWPPP). C. PROVIDE AT LEAST ONE CERTIFIED INSTALLER FOR EACH CONTRACTOR OR SUBCONTRACTOR TO OVERSEE ALL INSTALLATION AND MAINTENANCE OF BMPS AND IMPLEMENTATION OF THE SWPPP, IN ADDITION, PROVIDE AT LEAST ONE CERTIFIED INDIVIDUAL TO CONDUCT INSPECTION AND MAINTENANCE OF ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS IN ACCORDANCE WITH THE REQUIREMENTS OF THE PERMIT. EVIDENCE OF CERTIFICATION OF EACH INDIVIDUAL SHALL BE FURNISHED BY THE CONTRACTOR ATTHE PRECONSTRUCTION MEETING. D. DO NOT BEGIN CLEARING, GRADING, OR OTHER WORK INVOLVING DISTURBANCE OF GROUND SURFACE COVER UNTIL APPLICABLE PERMITS HAVE BEEN OBTAINED. OBTAIN CONSTRUCTION STORMWATER PERMIT FROM THE MPCA. E. INSTALL ALL TEM PORARY AND PERMANENT BMPS ATTHE PROJECT SITE AS IDENTIFIED BYTHE SWPPP, AND AS DETAILED BY DETAIL SHEETS. MAINTAIN BMPS AT THE PROJECT SITE TO CONTROL STORMWATER, PREVENT ON -SITE AND OFF -SITE SOIL EROSION, TO MINIMIZE ON -SITE AND OFF -SITE SEDIMENTATION, AND TO MINIMIZE SOIL COMPACTION AND DEVEGETATION. ADDITIONAL BMPS MAY BE NECESSARY TO ACHIEVE PERMIT COMPLIANCE OR THE PROVISIONS OF THIS PART, WHICH SHALL BE TAKEN AT NO COST TO THE OWNER. a. TIMING. INSTALL BMPS IDENTIFIED IN THE SWPPP PRIOR TO DISTURBANCE OF SURFACE COVER AND BEFORE PRECIPITATION OCCURS. FOLLOW PROJECT PHASING INDICATED IN SWPPP. b. MAINTENANCE. MAINTAIN TEMPORARY PREVENTIVE MEASURES UNTIL PERMANENT MEASURES HAVE BEEN ESTABLISHED TO 90%. PERMIT TERMINATION MAY BE REQUESTED AFTER 70% VEGETATIVE COVER ACROSS THE ENTIRE PROJECT SITE HAS BEEN ESTABLISHED. c. TEMPORARY SEDIMENT BASINS AND TRAPS. IN THE EVENT THAT TEMPORARY SEDIMENTATION BASINS WILL BE USED OR REQUIRED, CONSTRUCT BASINS CONCURRENTLY WITH THE START OF SOIL DISTURBING ACTIVITIES. DIRECT STORMWATER RUNOFF FROM LOCALIZED WATERSHEDS INTO THE BASINS. MULCH, SEED, OR BOTH, THE EXPOSED SIDE SLOPES OF THE BASINS AS SOON AS POSSIBLE, BUT WITHIN 14 DAYS ATTHE LONGEST. d. CONSTRUCTION SITE VEHICLE ENTRY/EXIT. PRIOR TO BEGINNING WORK, INSTALL TEMPORARY CONSTRUCTION EXIT(S) AT EACH POINT WHERE VEHICLES EXIT THE CONSTRUCTION SITE. USE A ROCK CONSTRUCTION EXIT (SEE PLANS FOR DETAIL). e. PRIOR TO BEGINNING WORK, COMPLETE THE FOLLOWING: 1. CONTROL DRAINAGE AND EROSION ON THE SITE, AND MARK OR OTHERWISE DELINEATE AREAS ON THE SITE NOT TO BE DISTURBED. H. ESTABLISH SITE LOCATION OF ANY PORTABLE TOILET, FUELING AREA, SPILL KIT LOCATION, CONCRETE WASHOUT AREA, HAZARDOUS MATERIAL HANDLING AREA, LITTER CONTROL DEVICE AREA, STAGING AREA, STOCKPILING AREA AND OTHER SWPP-DESIGNATED AREAS. HLESTABLISH TRAFFIC FLOW AND PATTERNS, INCLUDING HAUL ROADS, TO MINIMIZE SOIL DISTURBANCE, TRACKING, COMPACTION, AND TO PRESERVE NATIVE AND EXISTING VEGETATION. E. MARK/STAKE AND MAINTAIN SENSITIVE AREAS DELINEATED ON THE SWPPP TO PREVENT DISTURBANCE, COMPACTION, EROSION AND SEDIMENTATION OF SENSITIVE AREAS. USE MEASURES SUCH AS HAND CLEARING AND GRUBBING, LIMITING BARE SOIL EXPOSURE TIME, EXPEDITING CONSTRUCTION ACTIVITIES, AND IMMEDIATELY ESTABLISHING FINAL VEGETATION TO MINIMIZE SEDIMENT LOSS POTENTIAL IN THESE AREAS. INSPECT MARKED/STAKED AREAS AT EACH INSPECTION TO ENSURE AREAS ARE BEING PROTECTED FROM SEDIMENTATION AND SEDIMENT LOSS. ADDITIONAL MEASURESTO PREVENT FOULING OF PERMANENT STORMWATER BMPS MAY BE NECESSARY, AND SHOULD BE IMPLEMENTED TO MAINTAIN DESIGN OPERABILITY AT PROJECT TURNOVER. F. MAINTAIN PRECIPITATION RECORDS ONSITE FOR USE IN DETERMINING APPLICABLE PRECIPITATION EVENTS. USE ONE OF THE FOLLOWING ONLINE SOURCES (WHICH MAINTAINS AN ELECTRONIC RECORD OF EVENTS) OR INSTALLAN ONSITE RAIN GAUGE AND KEEP A DAILY WEATHER LOG ONSITE. INDICATETHE SOURCE OF THE WEATHER DATA IN THE SWPPP MATERIALS. G. COMPLETE PERIODIC REQUIRED STORMWATER INSPECTIONS AS IDENTIFIED BYTHE PERMIT (WEEKLY ROUTINE INSPECTIONS AND PRECIPITATION EVENTS). INSPECTIONS SHALL CONTINUE PERIODICALLY UNTIL TERMINATION OF PERMIT AS DESCRIBED BY PART 1.5(H). MAINTAIN INSPECTION RECORDS ONSITE AND PROVIDE AS REQUESTED. H. MAKE CORRECTIVE ACTIONSTO FINDINGS OF PERIODIC INSPECTIONS, AS SELF -IDENTIFIED ON PERIODIC INSPECTIONS, OR AS IDENTIFIED BY REGULATOR INSPECTIONS WITHIN 24 HOURS OF DISCOVERY/NOTICE. MAINTAIN CORRECTIVE ACTION RECORDS ONSITE AND PROVIDE AS REQUESTED BY REGULATORY STAFF. I. UPDATE SWPPP AS OFTEN AS NEEDED TO REFLECT REAL-TIME SITE CONDITIONS AND BMPS CURRENTLY IN PLACE. UPDATE LOCATIONS OF SOLID WASTE CONTAINERS, ON -SITE FUELING AND CONCRETE WASHING AS CONDITIONS AT THE SITE CHANGE. THE UPDATED SWPPP SHALL BE POSTED AT THE PROJECT SITE AND BE MADE AVAILABLE UPON REQUEST TO REGULATOR STAFF. J. STORM WATER RUNOFF: CONTROL INCREASED STORM WATER RUNOFF DUE TO DISTURBANCE OF SURFACE COVER DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. PREVENT RUNOFF INTO PROJECT AND ADJACENT STORM AND SANITARY SEWER SYSTEMS, INCLUDING OPEN DRAINAGE CHANNELS, IN EXCESS OF ACTUAL CAPACITY OR AMOUNT ALLOWED BY AUTHORITIES HAVING JURISDICTION, WHICHEVER IS LESS. 2. ANY STORM WATER DISCHARGE FROM DISTURBED AREAS MUST BE VISIBLY FREE OF SEDIMENT AND ONLY CONTAIN STORMWATER OR OTHER PERMIT -AUTHORIZED DISCHARGES. TURBID OR SEDIMENT -LADEN WATER MUST BE TREATED PRIOR TO DISCHARGE (SEE PART 1.4(L)(5) FOR DETAILS). 3. INLET PROTECTION REMOVED IN ACCORDANCE WITH THE PERMIT FOR THE PURPOSES OF PUBLIC SAFETY MUST BE REINSTALLED AS SOON AS FEASIBLE AFTER CONCLUSION OF THE EVENT INITIATING REMOVAL. 4. STORMWATER AND OTHER DISCHARGES FROM THE SITE MAY NOT BE DISCHARGED TO THE SANITARY SEWER. K. EROSION ON SITE: MINIMIZE WIND, WATER, AND VEHICULAR EROSION OF SOIL ON PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. CONTROL MOVEMENT OF SEDIMENT AND SOIL FROM TEMPORARY STOCKPILES OF SOIL. a. STOCKPILES SHALL NOT BE PLACED IN NATURAL BUFFERS OR SURFACE WATERS UNLESS THERE IS A BYPASS IN PLACE. STOCKPILES SHALL BE STABILIZED WITH TEMPORARY BMPS BY THE END OF THE WORK DAY OR SHIFT DURING WHICH IT WAS CREATED. b. UNLESS INFEASIBLE OR OTHERWISE PROJECT -SPECIFIED, TOPSOIL SHALL BE PRESERVED FOR SITE RESTORATION AND REVEGETATION PURPOSES, AND SHALL BE PROTECTED FROM WIND OR WATER EROSION AS DESCRIBED ABOVE. c. STOCKPILES TRANSPORTED OFF -SITE SHALL BE COVERED TO PREVENT WIND EROSION AND OFF -SITE DEPOSITION. 2. CONTROL AND MINIMIZE TRAFFIC AND TRAFFIC PATHSTHROUGHOUT PROJECT SITE TO MINIMIZE TRACKING, DISTURBANCE AND COMPACTION. PREVENT DEVELOPMENT OF RUTS DUE TO EQUIPMENT AND VEHICULAR TRAFFIC. 3. IMMEDIATELY STABILIZE AREAS WHEN CONSTRUCTION ACTIVITY IN AN AREA HAS TEMPORARILY CEASED OR ENDED AND WILL NOT RESUME FOR AT LEAST 14 CALENDAR DAYS. 4. IF EROSION, COMPACTION OR DEVEGETATION OCCURS DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. L. EROSION Off SITE: PREVENT EROSION OF SOIL AND DEPOSITION OF SEDIMENT ON OTHER PROPERTIES CAUSED BY WATER OR SOILS LEAVING THE PROJECT SITE DUE TO CONSTRUCTION ACTIVITIES FOR THIS PROJECT. 1. PREVENT WINDBLOWN SOIL FROM LEAVING THE PROJECT SITE. SOILS TRANSPORTED OFF -SITE SHALL BE COVERED TO PREVENT WIND EROSION AND OFF -SITE DEPOSITION. ACTIVITIES SUCH AS GRINDING, SANDING, CUTTING AND BLASTING SHALL BE CONDUCTED IN A MANNER SO AS TO MINIMIZE FUGITIVE DUST, AND TO MINIMIZE ACCUMULATION ON SOILS TO BE VEGETATED, AND AREAS (EG. CURB CUTOUTS) THAT MAY BE A CONDUIT OF STORMWATER. 2. PREVENT TRACKING OF MUD ONTO PUBLIC ROADS OUTSIDE SITE. IF INSTALLATION AND MAINTENANCE OF SWPPP-IDENTIFIED BMPS IS NOT SUFFICIENT TO PREVENT TRACKING, ADDITIONAL PREVENTIVE MEASURES SHALL BE IMPLEMENTED AT NO COST TO THE OWNER. 3. STREET SWEEPING. SWEEP OR OTHERWISE REMOVE ALL SOIL AND SEDIMENT TRACKED OR OTHERWISE DEPOSITED ON PUBLIC OR PRIVATE PAVED AREAS ON A DAILY BASIS. USE MECHANICAL METHODS TO REMOVE SOLIDS FIRST, FOLLOWED BY WET METHODS, ONLY AS NEEDED. 4. PREVENT MUD AND SEDIMENT FROM FLOWING ONTO SIDEWALKS AND PAVEMENTS. 5. DISCHARGES WITHIN OR FROM THE PROJECT SITE SHALL MEET THE FOLLOWING REQUIREMENTS. a. WATER DISCHARGED FROM THE PROJECT SITE MUST BE COMPRISED SOLELY OF STORMWATER, AND BE VISIBLY FREE OF SEDIMENT AND FLOATING SOLIDS. OTHER DISCHARGES REQUIRE SEPARATE PERMITTING AUTHORITY. b. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREA, DISCHARGES SHALL BE MADE TO VEGETATED AREAS, AND WITH ENERGY DISSIPATION IN PLACE TO PREVENT EROSION. DISCHARGES FROM THE PROJECTSITE TO THE SANITARY SEWER REQUIRE PRIOR APPROVAL BYTHE SEWERING AUTHORITY. c. WATER DISCHARGED MUST NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR DOWNSLOPE PROPERTIES, OR INUNDATION OF WETLANDS. 6. IF OFF -SITE IMPACTS OCCUR DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) M. SEDIMENTATION OF WATERWAYS: PREVENT MIGRATION OF SEDIMENT FROM PROJECT SITE TO WATERWAYS ON -SITE OR OFF -SITE, INCLUDING RIVERS, STREAMS, LAKES, PONDS, OPEN DRAINAGE WAYS, STORM SEWERS, AND SANITARY SEWERS. 1. PROJECT AREAS ADJACENT TO OR FLOWI NG DIRECTLY TO WATERS OF THE STATE HAVE ADDITIONAL PERMIT -REQUIRED MANAGEMENT STANDARDS, WHICH INCLUDE SETBACKS, ENHANCED BMPS, AND REQUIREMENTS FOR RAPID STABILIZATION METHODS. CONSULT THE SWPPP FOR SPECIFIC PROVISIONS TO BE FOLLOWED AT THE PROJECT SITE. IF INSTALLATION AND MAINTENANCE OF SWPPP-IDENTIFIED BMPS IS NOT SUFFICIENT TO PREVENT SEDIMENTATION, ADDITIONAL PREVENTIVE OR PROTECTIVE MEASURES SHALL BE IMPLEMENTED AT NO COST TO THE OWNER. 2. IF SEDIMENTATION OCCURS, INSTALL OR CORRECT PREVENTIVE MEASURES IMMEDIATELY AT NO COST TO OWNER. CORRECTIVE MEASURES INCLUDE REMOVAL OF DEPOSITED SEDIMENTS FROM WATERS OF THE STATE. PRIOR TO REMOVAL OF SEDIMENT FROM WATERWAYS, OBTAIN APPROVAL, AND ANY NECESSARY PERMITS; COMPLY WITH REQUIREMENTS OF AUTHORITIES HAVING JURISDICTION. 3. IF SEDIMENT BASINS OR DEVICES ARE USED AS TEMPORARY PREVENTIVE MEASURES, PUMP DRY AND REMOVE DEPOSITED SEDIMENT AFTER EACH STORM. 4. DISCHARGES WITHIN OR FROM THE PROJECT SITE SHALL MEET THE FOLLOWING REQUIREMENTS. a. WATER DISCHARGED FROM THE PROJECT SITE MUST BE COMPRISED SOLELY OF STORMWATER, AND BE VISIBLY FREE OF SEDIMENT AND FLOATING SOLIDS. OTHER DISCHARGES REQUIRE SEPARATE PERMITTING AUTHORITY. b. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREA, DISCHARGES SHALL BE MADE TO VEGETATED AREAS, AND WITH ENERGY DISSIPATION IN PLACE TO PREVENT EROSION. DISCHARGES FROM THE PROJECT SITE TO THE SANITARY SEWER REQUIRE PRIOR APPROVAL BY THE SEWERING AUTHORITY. a. WATER DISCHARGED MUST NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR DOWNSLOPE PROPERTIES, OR INUNDATION OF WETLANDS. 5. IF ON -SITE OR OFF -SITE IMPACTS OCCUR DUE TO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. N. OPENWATER: PREVENT STANDING WATER THAT COULD BECOME STAGNANT. 0. POLLUTION PREVENTION MEASURES: PREVENT CONTAMINATION OF STORMWATER FROM ON -SITE MATERIALS ANDWASTES. ACTIVITIES OCCURRING AT A SEPARATE AREA (STAGING) IN CONJUNCTION WITH THE PROJECT ARE SUBJECT TO THE PROVISIONS IN THIS PART. 1. ANY PRODUCT OR WASTE WITH THE POTENTIALTO CONTAMINATE STORMWATER MUST BE STORED INSIDE OR UNDERCOVER IN SWPPP DESIGNATED AREAS ONLY. ITEMS MUST BE STORED IN A CLOSED, LABELED CONTAINER AND IN A MANNER TO PREVENT RELEASES THROUGH VANDALISM, THEFT, ACCIDENT OR OTHERWISE. ITEMS INCLUDED IN THIS PROVISION INCLUDE, BUT IS NOT LIMITED TO: BUILDING MATERIALS, PESTICIDES, TREATMENT CHEMICALS AND BY-PRODUCTS, LANDSCAPE MATERIALS, FUELS, OILS AND LUBES, PAINTS, PAINT WASTE AND OTHER HAZARDOUS WASTES. STORAGE LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. 2. LITTER AND SOLID WASTE AT THE SITE MUST BE CONTROLLED TO PREVENT RELEASE FROM THE PROJECT SITE AND BE COVERED, EXCEPT WHEN ADDING OR REMOVING WASTE. LITTER AND WASTES MAY NOT BE BURIED OR OTHERWISE DISPOSED ATTHE PROJECT SITE. SOLID WASTE MUST BE COLLECTED AND DISPOSED OFF -SITE IN A MANNER CONSISTENT WITH LOCAL AND STATE SOLID WASTE RULES. SOLID WASTE STORAGE LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. 3. ON -SITE FUELING SHALL BE CONDUCTED IN SWPPP DESIGNATED AREAS ONLY, AND SHALL HAVE SECONDARY CONTAINMENT IN PLACE TO PREVENT FUEL RELEASES. IN SITUATIONS WHERE PERMANENT CONTAINMENT IS NOT FEASIBLE, RUBBERIZED CONTAINERS SUITABLE FOR USE UNDER EQUIPMENT DURING FUELING OPERATIONS IS ACCEPTABLE. FUELING LOCATIONS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS. 4. A SPILL KIT CONTAINING MATERIALS APPROPRIATE TO PROJECT -SPECIFIC POLLUTANTS AND QUANTITIES SHALL BE LOCATED ON THE PROJECT SITE, AND ITS LOCATION SHALL BE INDICATED ON THE SWPPP. 5. PORTABLE TOILETS MUST BE POSITIONED SOTHAT THEY ARE SECURE, AND WILL NOT BE TIPPED OR KNOCKED OVER. SANITARY WASTE MUST BE DISPOSED IN A MANNER CONSISTENT WITH LOCAL AND STATE RULES. 6. VEHICLE AND EQUIPMENT WASHING IS PROHIBITED AT THE PROJECT SITE, INCLUDING BUT NOT LIMITED TO THE STAGING AREA. 7. CONCRETE WASH -OUT WASTE SHALL EITHER BE COLLECTED AND MANAGED OFF -SITE, OR MANAGED ON -SITE IN A SWPPP-DESIGNATED CONCRETE WASHOUT AREA. MATERIALS IN OR DESTINED FOR THE WASHOUT AREA SHALL NOT CONTACT THE GROUND, NOR SHALL WATER OR OTHER LIQUID DISCHARGE FROM THE CONTAINMENT STRUCTURE. WASTES COLLECTED MUST BE DISPOSED OF OFF -SITE IN A MANNER CONSISTENT WITH LOCAL AND STATE SOLID WASTE RULES. WASHOUT AREAS SHALL BE INDICATED ON THE SWPPP, AND BE UPDATED AS NECESSARY TO REFLECT SITE CONDITIONS; WASHOUT AREAS SHALL BE SIGNED AT THE PROJECT SITE. IN CASES WHERE AN ON -SITE BATCH CONCRETE OR ASPHALT PLANT IS USED, A PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS SHALL BE SUBMITTED. 8. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT DISCHARGE OR PLACEMENT OF BITUMINOUS GRINDINGS, CUTTINGS, MILLINGS, AND OTHER BITUMINOUS WASTES FROM AREAS OF EXISTING OR FUTURE VEGETATED SOILS AND FROM ALL WATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. 9. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT CONCRETE DUST, PARTICLES, CONCRETE WASH OUT, AND OTHER CONCRETE WASTES FROM LEAVING THE PROJECT SITE, DEPOSITING IN EXISTING OR FUTURE VEGETATED AREAS, AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS, INCLUDING INLETS, DITCHES AND CURB FLOW LINES. USE METHODS AND OPERATIONAL PROCEDURES THAT PREVENT SAW CUT SLURRY AND PLANNING WASTE FROM LEAVING THE PROJECT SITE AND FROM ENTERING STORMWATER CONVEYANCE SYSTEMS INCLUDING DITCHES AND CULVERTS. 10. IF ON -SITE OR OFF -SITE IMPACTS OCCUR DUETO NON-COMPLIANCE WITH THESE REQUIREMENTS, RESTORE IMPACTED AREAS AT NO COST TO OWNER. P. ESTABLISH FINAL STABILIZATION: RESTORE THE PROJECT SITE TO PERMIT -REQUIRED VEGETATIVE CONDITIONS AND INITIATE PERMIT TERMINATION PROCESS. 1. COMPLETE SOIL DISTURBING ACTIVITIES AND RESTORE SITE TO A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70%, OR OTHER EQUIVALENT MEASURES, TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS. 2. TEMPORARY BMPS SHALL BE REMOVED, UNLESS SPECIFICALLY APPROVED. 3. PERMANENT BMPS SHALL BE FULLY INSTALLED AND VERIFIED TO BE OPERATING AS DESIGNED. ANY BASINS OR OTHER PERMANENT BMPS ALSO USED AS TEMPORARY BMPS DURING THE CONSTRUCTION PHASE, MUST BE CLEANED OF ACCUMULATED SEDIMENT. 4. NOTE THAT COMPLIANCE INSPECTIONS, IN ACCORDANCE WITH THE PROVISIONS OF THE PERMIT, MUST CONTINUETO BE COMPLETED UNTILTHE PERMIT IS TERMINATED. 5. GROWING SEASONS. COMMENCEMENT OF WORK IN RELATIONSHIP TO GROWING SEASONS AND FINAL STABILIZATION EFFORTS MAY IMPACT THE CONTRACTOR'S SELECTION OF BMPS FOR FINAL STABILIZATION. THAT IS, SEEDING OR HYDRO -SEEDING OF SITES IN THE FALL DO NOT CONSTITUTE FINAL STABILIZATION AND WILL DELAY THE ABILITY TO CEASE INSPECTIONS AND/OR TERMINATE THE PERMIT. 1.5 SUBMITTALS A. SEE DIVISION Ol FOR SUBMITTAL PROCEDURES. B. CERTIFICATE: MILL CERTIFICATE FOR SILT FENCE FABRIC ATTESTING THAT FABRIC AND FACTORY SEAMS COMPLY WITH SPECIFIED REQUIREMENTS AND SIGNED BY LEGALLY AUTHORIZED OFFICIAL OF MANUFACTURER; INDICATE ACTUAL MINIMUM AVERAGE ROLL VALUES; IDENTIFY FABRIC BY ROLL IDENTIFICATION NUMBERS. C. STORMWATER POLLUTION PREVENTION PLAN (SWPPP), PREPARED AS SPECIFIED ABOVE. D. STORMWATER PERMIT APPLICATION PROCEDURE. 1. EVIDENCE OF CERTIFICATION OF INDIVIDUALS SPECIFIED BY PART 1.4(C) SHALL BE FURNISHED BY THE CONTRACTOR AT THE PRECONSTRUCTION MEETING. 2. CONTRACTOR COMPLETES A HARD -COPY VERSION OF THE MPCA CONSTRUCTION STORMWATER PERMIT APPLICATION FORM. F. INSPECTION REPORTS. INSPECTIONS SHALL BE COMPLETED, AND SHALL BE MAINTAINED ONSITE, TO BE PROVIDED TO REGULATORY STAFF AS REQUESTED. NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) H. STORMWATER PERMIT TERMINATION PROCEDURE. WHEN THE PROVISIONS OF PART 1.4(P) FOR FINAL STABILIZATION HAVE BEEN MET AND A POST CONSTRUCTION INSPECTION HAS BEEN COMPLETED: 1. CONTRACTOR COMPLETES A HARD -COPY VERSION OF THE MPCA NOTICE OF TERMINATION FORM (HTTP://WWW.PCA.STATE.MN.US/INDEX.PHP/VIEW-DOCUMENT.HTML7GID=7388) AND SUBMITS FOR REVIEWAND OWNERS,NtNATURE. I. ON -SITE ASPHALT OR CONCRETE BATCH PLANT MANAGEMENT PLAN. AS INDICATED IN PART 1.4(0)(7), SUBMIT PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS PRIOR TO USE OF A BATCH CONCRETE OR ASPHALT PLANT. K. MATERIALS AND PRODUCT SHOP DRAWINGS. PART 2-PRODUCTS 2.1 MATERIALS A. MULCH: PER MNDOT SPECIFICATION SECTION 3733, TYPE 3. B. GRASS SEED FOR TEMPORARY COVER: SELECT A SPECIES APPROPRIATE TO CLIMATE, PLANTING SEASON, AND INTENDED PURPOSE. IF SAME AREA WILL LATER BE PLANTED WITH PERMANENT VEGETATION, DO NOT USE SPECIES KNOWN TO BE EXCESSIVELY COMPETITIVE OR PRONE TO VOLUNTEER IN SUBSEQUENT SEASONS. MNDOT SEED MIX #100 OR #I10 OR APPROVED EQUIVALENT, C. SILT FENCE FABRIC: PER MNDOT SPECIFICATION SECTION 3886 FOR STANDARD MACHINE SLICED OR HEAVY DUTY TYPE. PREASSEMBLED SILT FENCE IS NOT ALLOWED. FOLLOW MNDOT STANDARDS. D. GEOTEXTILES: PER MNDOT SPECIFICATION SECTION 3733, TYPE V. E. EROSION CONTROL BLANKETS: PER MNDOT SPECIFICATION SECTION 3885, CATEGORY 4 COCONUT FOR ALL SLOPES 4:1 OR GREATER AND WITHIN ENTIRE BIOSWALE AREA, AND CATEGORY 2 STRAW 2S FOR ALL SLOPES 8:1 OR GREATER. F. EROSION STABILIZATION MATS: PERM N DOT SPECIFICATION SECTION 3888, TYPE 3 FOR SLOPE GREATER THAN 3:1 AND AT PIPE OUTLETS. G. STORM DRAIN INLET PROTECTION: FILTER BAG INSERTOR APPROVED EQUIVALENT. SILT FENCE WRAPPED ON CASTING OR SILT FENCE OR STRAWBALES SURROUNDING CATCHBASIN OR MANHOLE IS GENERALLY NOT ALLOWED AS A PRIMARY MEANS, BUT MAY BE USED FOR REDUNDANT PROTECTION. H. FILTER LOG: PER MNDOT SPECIFICATION SECTION 3897 TYPE STRAW, WOOD OR COMPOST LOG. STRAW LOGSARE CONSIDERED TO BE MARGINALLY EFFECTIVE, AND ARE ONLY TO BE USED, IF AT ALL, IN VERY LOW -FLOW, LOW -SLOPE AREAS. PART 3 - EXECUTION 3.1 EXAMINATION A. EXAMINE SITE AND IDENTIFY EXISTING FEATURES THAT CONTRIBUTE TO EROSION RESISTANCE; MAINTAIN SUCH EXISTING FEATURES TO GREATEST EXTENT POSSIBLE. 3.2 PREPARATION A. SCHEDULE WORK SO THAT SOIL SURFACES ARE LEFT EXPOSED FOR THE MINIMUM AMOUNT OF TIME. 3.3 CONSTRUCTION ACTIVITY REQUIREMENTS A. STORM WATER POLLUTION PREVENTION PLAN THE PERMITTEE(S) MUST IMPLEMENTTHE SWPPP AND THE REQUIREMENTS OF THIS PART. THE BMPS IDENTIFIED IN THE SWPPP AND IN THIS PERMIT MUST BE SELECTED, INSTALLED, AND MAINTAINED IN AN APPROPRIATE AND FUNCTIONAL MANNER THAT IS IN ACCORDANCE WITH RELEVANT MANUFACTURER SPECIFICATIONS AND ACCEPTED ENGINEERING PRACTICES. B. EROSION PREVENTION PRACTICES 1. THE PERMITTEE(S) MUST PLAN FOR AND IMPLEMENT APPROPRIATE BMPS SUCH AS CONSTRUCTION PHASING, VEGETATIVE BUFFER STRIPS, HORIZONTALSLOPE GRADING, INSPECTION AND MAINTENANCE OF PART IV.E. AND OTHER CONSTRUCTION PRACTICESTHAT MINIMIZE EROSION AS NECESSARY TO COMPLY WITH THIS PERMIT AND PROTECT WATERS OF THE STATE. THE LOCATION OF AREAS NOT TO BE DISTURBED MUST BE DELINEATED (E.G., WITH FLAGS, STAKES, SIGNS, SILT FENCE ETC.) ON THE PROJECT SITE BEFORE WORK BEGINS. THE PERMITTEE(S) MUST MINIMIZE THE NEED FOR DISTURBANCE OF PORTIONS OF THE PROJECT THAT HAVE STEEP SLOPES. FOR THOSE SLOPED AREAS WHICH MUST BE DISTURBED, THE PERMITTEE(S) MUST USE TECHNIQUES SUCH AS PHASING AND STABILIZATION PRACTICES DESIGNED FOR STEEP SLOPES (E.G., SLOPE DRAINING AND TERRACING). 2. THE PERMITTEE(S) MUST STABILIZE ALL EXPOSED SOIL AREAS (INCLUDING STOCKPILES). STABILIZATION MUST BE INITIATED IMMEDIATELY TO LIMIT SOIL EROSION WHENEVER ANY CONSTRUCTION ACTIVITY HAS PERMANENTLY OR TEMPORARILY CEASED ON ANY PORTION OF THE SITE AND WILL NOT RESUME FOR A PERIOD EXCEEDING 14 CALENDAR DAYS. STABILIZATION MUST BE COMPLETED NO LATER THAN 14 CALENDAR DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. FOR PUBLIC WATERS THAT THE MINNESOTA DEPARTMENT OF NATURAL RESOURCES HAS PROMULGATED "WORK IN WATER RESTRICTIONS" DURING SPECIFIED FISH SPAWNING TIME FRAMES, ALL EXPOSED SOIL AREAS THAT ARE WITHIN 200 FEET OF THE WATER'S EDGE, AND DRAIN TO THESE WATERS MUST COMPLETE THE STABILIZATION ACTIVITIES WITHIN 24 HOURS DURING THE RESTRICTION PERIOD. TEMPORARY STOCKPILES WITHOUT SIGNIFICANT SILT, CLAY OR ORGANIC COMPONENTS (E.G., CLEAN AGGREGATE STOCKPILES, DEMOLITION CONCRETE STOCKPILES, SAND STOCKPILES) AND THE CONSTRUCTED BASE COMPONENTS OF ROADS, PARKING LOTS AND SIMILAR SURFACES ARE EXEMPT FROM THIS REQUIREMENT BUT MUST BE IN COMPLIANCE WITH PART IV.C.5. 3. IF USING STORMWATER CONVEYANCE CHANNELS,THE PERMITTEE(S) MUST DESIGN THE CHANNELS TO ROUTE WATER AROUND UNSTABILIZED AREAS ON THE SITE AND TO REDUCE EROSION, UNLESS INFEASIBLE. THE PERMITTEE(S) MUST USE EROSION CONTROLS AND VELOCITY DISSIPATION DEVICES SUCH AS CHECK DAMS, SEDIMENT TRAPS, RIPRAP, OR GROUTED RIPRAP AT OUTLETS WITHIN AND ALONG THE LENGTH OF ANY CONSTRUCTED STORMWATER CONVEYANCE CHANNEL, AND AT ANY OUTLET, TO PROVIDE A NON -EROSIVE FLOW VELOCITY, TO MINIMIZE EROSION OF CHANNELS AND THEIR EMBANKMENTS, OUTLETS, ADJACENT STREAM BANKS, SLOPES, AND DOWNSTREAM WATERS DURING DISCHARGE CONDITIONS 3. THE PERMITTEE(S) MUST STABILIZE THE NORMAL WETTED PERIMETER OF ANY TEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE THAT DRAINS WATER FROM ANY PORTION OF THE CONSTRUCTION SITE, OR DIVERTS WATER AROUND THE SITE, WITHIN 200 LINEAL FEET FROM THE PROPERTY EDGE, OR FROM THE POINT OF DISCHARGE INTO ANY SURFACE WATER. STABILIZATION OF THE LAST 200 LINEAL FEET MUST BE COMPLETED WITHIN 24 HOURS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE. THE PERMITTEE(S) SHALL COMPLETE STABILIZATION OF THE REMAINING PORTIONS OF ANY TEMPORARY OR PERMANENT DITCHES OR SWALES WITHIN 14 CALENDAR DAYS AFTER CONNECTING TO A SURFACE WATER OR PROPERTY EDGE AND CONSTRUCTION IN THAT PORTION OF THE DITCH HAS TEMPORARILY OR PERMANENTLY CEASED. TEMPORARY OR PERMANENT DITCHES OR SWALES THAT ARE BEING USED AS A SEDIMENT CONTAINMENT SYSTEM DURING CONSTRUCTION (WITH PROPERLY DESIGNED ROCK -DITCH CHECKS, 810 ROLLS, SILT DIKES, ETC.) DO NOT NEED TO BE STABILIZED DURING THE TEMPORARY PERIOD OF ITS USE AS A SEDIMENT CONTAINMENT SYSTEM. THESE AREAS MUST BE STABILIZED WITHIN 24 HOURS AFTER NO LONGER BEING USED AS A SEDIMENT CONTAINMENT SYSTEM. APPLYING MULCH, HYDROMULCH, TACKIFIER, POLYACRYLAMIDE OR SIMILAR EROSION PREVENTION PRACTICES IS NOT ACCEPTABLE STABILIZATION IN ANY PART OF ATEMPORARY OR PERMANENT DRAINAGE DITCH OR SWALE. 5. PIPE OUTLETS MUST BE PROVIDED WITH TEMPORARY OR PERMANENT ENERGY DISSIPATION WITHIN 24 HOURS AFTER CONNECTION TO A SURFACE WATER. 6. UNLESS INFEASIBLE DUE TO LACK OF PERVIOUS OR VEGETATED AREAS, THE PERMITTEE(S) MUST DIRECT DISCHARGES FROM BMPS TO VEGETATED AREAS OF THE SITE (INCLUDING ANY NATURAL BUFFERS) IN ORDER TO INCREASE SEDIMENT REMOVAL AND MAXIMIZE STORMWATER INFILTRATION, THE PERMITTEE(S) MUST USE VELOCITY DISSIPATION DEVICES IF NECESSARY TO PREVENT EROSION WHEN DIRECTING STORMWATER TO VEGETATED AREAS, NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) C. SEDIMENT CONTROL PRACTICES 1. SEDIMENT CONTROL PRACTICES MUST MINIMIZE SEDIMENT FROM ENTERING SURFACE WATERS, INCLUDING CURB AND GUTTER SYSTEMS AND STORM SEWER INLETS. 2. TEMPORARY OR PERMANENT DRAINAGE DITCHES AND SEDIMENT BASINS THAT ARE DESIGNED AS PART OF A TREATMENT SYSTEM REQUIRE SEDIMENT CONTROL PRACTICES ONLY AS APPROPRIATE FOR SITE CONDITIONS. 3. IF THE DOWN GRADIENT TREATMENT SYSTEM IS OVERLOADED, ADDITIONAL UPGRADIENT SEDIMENT CONTROL PRACTICES MUST BE INSTALLED TO ELIMINATE THE OVERLOADING, AND THE SWPPP MUST BE AMENDED TO IDENTIFY THESE ADDITIONAL PRACTICES. 4. IN ORDER TO MAINTAIN SHEET FLOW AND MINIMIZE RILLS AND/OR GULLIES, THERE SHALL BE NO UNBROKEN SLOPE LENGTH OF GREATER THAN 75FEET FOR SLOPES WITH A GRADE OF 3:1 OR STEEPER. 5. SEDIMENT CONTROL PRACTICES MUST BE ESTABLISHED ON ALL DOWN GRADIENT PERIMETERS BEFORE ANY UPGRADIENT LAND DISTURBING ACTIVITIES BEGIN. THESE PRACTICES SHALL REMAIN IN PLACE UNTIL FINAL STABILIZATION HAS BEEN ESTABLISHED, 6, THE TIMING OF THE INSTALLATION OF SEDIMENT CONTROL PRACTICES MAYBE ADJUSTED TO ACCOMMODATE SHORT-TERM ACTIVITIES SUCH AS CLEARING OR GRUBBING, OR PASSAGE OF VEHICLES. ANY SHORT-TERM ACTIVITY MUST BE COMPLETED AS QUICKLY AS POSSIBLE AND THE SEDIMENT CONTROL PRACTICES MUST BE INSTALLED IMMEDIATELY AFTER THE ACTIVITY IS COMPLETED. HOWEVER, SEDIMENT CONTROL PRACTICES MUST BE INSTALLED BEFORE THE NEXT PRECIPITATION EVENT EVEN IF THE ACTIVITY IS NOT COMPLETE. 7. ALL STORM DRAIN INLETS MUST BE PROTECTED BY APPROPRIATE BMPS DURING CONSTRUCTION UNTIL ALL SOURCES WITH POTENTIAL FOR DISCHARGING TO THE INLET HAVE BEEN STABILIZED AND FINAL INSPECTION HAS BEEN COMPLETED. 8. TEMPORARY SOIL STOCKPILES MUST HAVE SILT FENCE OR OTHER EFFECTIVE SEDIMENT CONTROLS, AND CANNOT BE PLACED IN SURFACE WATERS, INCLUDING STORM WATER CONVEYANCES SUCH AS CURB AND GUTTER SYSTEMS, OR CONDUITS AND DITCHES. STOCKPILES NOT ACTIVELY BEING WORKED SHALL BE STABILIZED AROUND THE ENTIRE PERIMETER; STOCKPILES BEING WORKED SHALL BE STABILIZED AT THE ENDOF EACH WORKDAY. PRESERVED TOPSOIL STOCKPILES SHALL ADDITIONALLY BE COVERED. 9. VEHICLE TRACKING OF SEDIMENT FROM THE CONSTRUCTION SITE MUST BE MINIMIZED BY BMPS SUCH AS STONE PADS, CONCRETE OR STEEL WASH RACKS, OR EQUIVALENT SYSTEMS. STREETS MUST BE SWEPT DAILY. D. DEWATERING AND BASIN DRAINING 1. DEWATERING OR BASIN DRAINING (E.G., PUMPED DISCHARGES, TRENCH/DITCH CUTS FOR DRAINAGE) RELATED TO THE CONSTRUCTION ACTIVITY THAT MAY HAVE TURBID OR SEDIMENT LADEN DISCHARGE WATER MUST BE DISCHARGED TO A TEMPORARY OR PERMANENT SEDIMENTATION BASIN ON THE PROJECT SITE WHENEVER POSSIBLE. IF THE WATER CANNOT BE DISCHARGED TO A SEDIMENTATION BASIN PRIOR TO ENTERING THE SURFACE WATER, IT MUST BE TREATED WITH THE APPROPRIATE BMPS, SUCH THAT THE DISCHARGE DOES NOT ADVERSELY AFFECT THE RECEIVING WATER OR DOWNSTREAM LANDOWNERS. THE CONTRACTOR MUST ENSURE THAT DISCHARGE POINTS ARE ADEQUATELY PROTECTED FROM EROSION AND SCOUR. THE DISCHARGE MUST BE DISPERSED OVER NATURAL ROCK RIPRAP, SAND BAGS, PLASTIC SHEETING OR OTHER ACCEPTED ENERGY DISSIPATION MEASURES. ADEQUATE SEDIMENTATION CONTROL MEASURES ARE REQUIRED FOR DISCHARGE WATER THAT CONTAINS SUSPENDED SOLIDS. 2. ALL WATER FROM DEWATERING OR BASIN DRAINING ACTIVITIES MUST BE DISCHARGED IN A MANNER THAT DOES NOT CAUSE NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR ON DOWNSLOPE PROPERTIES, OR INUNDATION IN WETLANDS CAUSING SIGNIFICANT ADVERSELY IMPACTTO THE WETLAND. 3. ALL PERMITS FOR DEWATERING NEED TO BE OBTAINED BY THE CONTRACTOR PRIOR TO INITIATION ANY DEWATERING PRACTICE. E. INSPECTIONS AND MAINTENANCE 1. THE CONTRACTOR MUST ROUTINELY INSPECT THE CONSTRUCTION SITE ONCE EVERY SEVEN DAYS DURING ACTIVE CONSTRUCTION AND WITHIN 24 HOURS AFTER A RAINFALL EVENT GREATER THAN 0.5 INCHES IN 24 HOURS. 2. ALL INSPECTIONS, MAINTENANCE AND CORRECTIVE ACTIONS CONDUCTED DURING CONSTRUCTION MUST BE RECORDED AND THESE RECORDS MUST BE RETAINED WITH THE SWPPP. 3. WHERE PARTS OF THE CONSTRUCTION SITE HAVE UNDERGONE FINAL STABILIZATION, BUT WORK REMAINS ON OTHER PARTS OF THE SITE, INSPECTIONS OF THE STABILIZED AREAS MAY BE REDUCED TO ONCE PER MONTH. WHERE WORK HAS BEEN SUSPENDED DUE TO FROZEN GROUND CONDITIONS, INSPECTIONS MAY ALSO BE SUSPENDED UNTIL THAW AT THE SITE OCCURS. 4. ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS MUST BE INSPECTED TO ENSURE INTEGRITY AND EFFECTIVENESS. ALL NONFUNCTIONAL BMPS MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WITH FUNCTIONAL BMPS. THE CONTRACTOR MUST INVESTIGATE AND COMPLY WITH THE FOLLOWING INSPECTION AND MAINTENANCE REQUIREMENTS: a. ALL SILT FENCES MUST BE REPAIRED, REPLACED, OR SUPPLEMENTED WHEN THEY BECOME NONFUNCTIONAL OR THE SEDIMENT REACHES 1/3 OF THE HEIGHT OF THE FENCE. THESE REPAIRS MUST BE MADE WITHIN 24 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. b. TEMPORARY AND PERMANENT SEDIMENTATION BASINS MUST BE DRAINED AND THE SEDIMENT REMOVED WHEN THE DEPTH OF SEDIMENT COLLECTED IN THE BASIN REACHES 1/2 THE STORAGE VOLUME. DRAINAGE AND REMOVAL MUST BE COMPLETED WITHIN 72 HOURS OF DISCOVERY, OR AS SOON AS FIELD CONDITIONS ALLOW ACCESS. c. SURFACE WATERS, INCLUDING DRAINAGE DITCHES AND CONVEYANCE SYSTEMS, MUST BE INSPECTED FOR EVIDENCE OF SEDIMENT BEING DEPOSITED BY EROSION. THE CONTRACTOR MUST REMOVE ALL DELTAS AND SEDIMENT DEPOSITED IN SURFACE WATERS, INCLUDING DRAINAGE WAYS, CATCH BASINS, AND OTHER DRAINAGE SYSTEMS, AND RESTABILIZE THE AREAS WHERE SEDIMENT REMOVAL RESULTS IN EXPOSED SOIL. THE REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN DAYS OF DISCOVERY UNLESS PRECLUDED BY LEGAL, REGULATORY, OR PHYSICAL ACCESS CONSTRAINTS. THE CONTRACTOR SHALL USE ALL REASONABLE EFFORTS TO OBTAIN ACCESS. IF PRECLUDED, REMOVAL AND STABILIZATION MUST TAKE PLACE WITHIN SEVEN CALENDAR DAYS OF OBTAINING ACCESS. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALL LOCAL, REGIONAL, STATE AND FEDERAL AUTHORITIES AND RECEIVING ANY APPLICABLE PERMITS, PRIOR TO CONDUCTING ANY WORK. d. CONSTRUCTION SITE VEHICLE EXIT LOCATIONS MUST BE INSPECTED FOR EVIDENCE OF OFF -SITE SEDIMENT TRACKING ONTO PAVED SURFACES. TRACKED SEDIMENT MUST BE REMOVED FROM ALL OFF -SITE PAVED SURFACES, WITHIN 24 HOURS OF DISCOVERY. THE CONTRACTOR IS RESPONSIBLE FOR THE OPERATION AND MAINTENANCE OF TEMPORARY AND PERMANENT WATER QUALITY MANAGEMENT BMPS, AS WELLAS ALL EROSION PREVENTION AND SEDIMENT CONTROL BMPS, FORTHE DURATION OF THE CONSTRUCTION WORK AT THE SITE. THE CONTRACTOR IS RESPONSIBLE UNTIL THE OWNER/OPERATOR, HAS ASSUMED CONTROL ACCORDING TO OVER ALL AREAS OF THE SITE THAT HAVE NOT BEEN FINALLY STABILIZED OR THE SITE HAS UNDERGONE FINAL STABILIZATION, AND A NOT HAS BEEN SUBMITTED TO THE MPCA IN ACCORDANCE WITH THE PROCEDURE IDENTIFIED IN PART 1.5(H). e. IF SEDIMENT ESCAPES THE CONSTRUCTION SITE, OFF -SITE ACCUMULATIONS OF SEDIMENT MUST BE REMOVED IN A MANNER AND ATA FREQUENCY SUFFICIENT TO MINIMIZE OFF -SITE IMPACTS (E.G., FUGITIVE SEDIMENT IN STREETS COULD BE WASHED INTO STORM SEWERS BY THE NEXT RAIN AND/OR POSE A SAFETY HAZARD TO USERS OF PUBLIC STREETS.) 5. ALL INFILTRATION AREAS MUST BE INSPECTED TO ENSURE THAT NO SEDIMENT FROM ONGOING CONSTRUCTION ACTIVITIES IS REACHING THE INFILTRATION/FILTRATION AREA AND THESE AREAS ARE PROTECTED FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT DRIVING ACROSS THE INFILTRATION AREA. 1 30072 1 11,129117 ( ALC I ALC I PAT I PAT 1 Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS I 2025 CENTRE POINTE BLVD., SUITE 210 PH. (651) 452-8960 R E V I E W S ET MENDOTA HEIGHTS, MN 55120 (651) 452-1149 NOT FOR CONSTRUCTION I PANERA BREAD GXANHASSOW, mm REV DATE SHEET N0. EROSION CONTROL NOTES 1 11/30/17 REV-0 C5 NPDES CONSTRUCTION ACTIVITY REQUIREMENTS (CONT.) F. POLLUTION PREVENTION MANAGEMENT MEASURES THE CONTRACTOR SHALL IMPLEMENT THE FOLLOWING POLLUTION PREVENTION MANAGEMENT MEASURES ON THE SITE: 3. STORAGE, HANDLING, AND DISPOSAL OF CONSTRUCTION PRODUCTS, MATERIALS, AND WASTES: THE CONTRACTOR SHALL COMPLY WITH THE FOLLOWING STANDARDS TO MINIMIZE THE EXPOSURE TO STORMWATER OF ANY OF THE PRODUCTS, MATERIALS, OR WASTES. PRODUCTS OR WASTES WHICH ARE EITHER NOT A SOURCE OF CONTAMINATION TO STORMWATER OR ARE DESIGNED TO BE EXPOSED TO STORMWATER ARE NOT HELD TO THIS REQUIREMENT: a. BUILDING PRODUCTS THAT HAVE THE POTENTIAL TO LEACH POLLUTANTS MUST BE UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) TO PREVENT THE DISCHARGE OF POLLUTANTS OR PROTECTED BY A SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. b. PESTICIDES, HERBICIDES, INSECTICIDES, FERTILIZERS, TREATMENT CHEMICALS, AND LANDSCAPE MATERIALS MUST BE UNDER COVER (E.G., PLASTIC SHEETING OR TEMPORARY ROOFS) TO PREVENT THE DISCHARGE OF POLLUTANTS OR PROTECTED BY SIMILARLY EFFECTIVE MEANS DESIGNED TO MINIMIZE CONTACT WITH STORMWATER. C. HAZARDOUS MATERIALS, TOXIC WASTE, (INCLUDING OIL, DIESEL FUEL, GASOLINE, HYDRAULIC FLUIDS, PAINT SOLVENTS, PETROLEUM -BASED PRODUCTS, WOOD PRESERVATIVES, ADDITIVES, CURING COMPOUNDS, AND ACIDS) MUST BE PROPERLY STORED IN SEALED CONTAINERS TO PREVENT SPILLS, LEAKS OR OTHER DISCHARGE. RESTRICTED ACCESS STORAGE AREAS MUST BE PROVIDED TO PREVENT VANDALISM. STORAGE AND DISPOSAL OF HAZARDOUS WASTE OR HAZARDOUS MATERIALS MUST BE IN COMPLIANCE WITH MINN. R. CH. 7045 INCLUDING SECONDARY CONTAINMENT AS APPLICABLE. d. SOLID WASTE MUST BE STORED, COLLECTED AND DISPOSED OF PROPERLY IN COMPLIANCE WITH MINN. R. CH. 7035. e. PORTABLE TOILETS MUST BE POSITIONED SO THATTHEY ARE SECURE AND WILL NOT BE TIPPED OR KNOCKED OVER. SANITARY WASTE MUST BE DISPOSED OF PROPERLY IN ACCORDANCE WITH MINN. R. CH. 7041. 2. FUELING AND MAINTENANCE OF EQUIPMENT OR VEHICLES; SPILL PREVENTION AND RESPONSE: THE PERMITTEE(S) SHALL TAKE REASONABLE STEPS TO PREVENT THE DISCHARGE OF SPILLED OR LEAKED CHEMICALS, INCLUDING FUEL, FROM ANY AREA WHERE CHEMICALS OR FUEL WILL BE LOADED OR UNLOADED INCLUDING THE USE OF DRIP PANS OR ABSORBENTS UNLESS INFEASIBLE. IN SITUATIONS WHERE PERMANENT CONTAINMENT IN NOT FEASIBLE, RUBBERIZED CONTAINERS SUITABLE FOR USE UNDER EQUIPMENT DURING FUELING OPERATIONS IS ACCEPTABLE. THE PERMITTEE(S) MUST CONDUCT FUELING IN A CONTAINED AREA UNLESS INFEASIBLE. THE PERMITTEE(S) MUST ENSURE ADEQUATE SUPPLIES ARE AVAILABLE AT ALL TIMES TO CLEAN UP DISCHARGED MATERIALS AND THAT AN APPROPRIATE DISPOSAL METHOD IS AVAILABLE FOR RECOVERED SPILLED MATERIALS. THE PERMITTEE(S) MUST REPORT AND CLEAN UP SPILLS IMMEDIATELY AS REQUIRED BY MINN. STAT. § 115.061, USING DRY CLEAN UP MEASURES WHERE POSSIBLE. 3. VEHICLE AND EQUIPMENT WASHING: NO VEHICLE OR EQUIPMENT WASHING IS ALLOWED AT PROJECT SITES, INCLUDING BUT NOT LIMITED TO STAGING AREAS. 4. CONCRETE AND OTHER WASHOUTS WASTE: THE PERMITTEE(S) MUST PROVIDE EFFECTIVE CONTAINMENT FOR ALL LIQUID AND SOLID WASTES GENERATED BY WASHOUT OPERATIONS (CONCRETE, STUCCO, PAINT, FORM RELEASE OILS, CURING COMPOUNDS AND OTHER CONSTRUCTION MATERIALS) RELATED TO THE CONSTRUCTION ACTIVITY. THE LIQUID AND SOLID WASHOUT WASTES MUST NOT CONTACT THE GROUND, AND THE CONTAINMENT MUST BE DESIGNED SO THAT IT DOES NOT RESULT IN RUNOFF FROM THE WASHOUT OPERATIONS OR AREAS. LIQUID AND SOLID WASTES MUST BE DISPOSED OF PROPERLY AND IN COMPLIANCE WITH MPCA RULES. A SIGN MUST BE INSTALLED ADJACENT TO EACH WASHOUT FACILITY THAT REQUIRES SITE PERSONNEL TO UTILIZE THE PROPER FACILITIES FOR DISPOSAL OF CONCRETE AND OTHER WASHOUT WASTES. IN CASES WHERE AN ON -SITE BATCH CONCRETE OR ASPHALT PLANT IS USED, A PLAN FOR THE MANAGEMENT OF FUGITIVE DUST, STOCKPILING, WASTEWATER, SOLID WASTE, NOISE, TRAFFIC, LOCATION AND OTHER PHYSICAL CONSIDERATIONS SHALL BE SUBMITTED FOR APPROVAL PRIOR TO USE OF THE PLANT (SEE PART 1.5(K)). G. FINAL STABILIZATION THE CONTRACTOR MUST ENSURE FINAL STABILIZATION OF THE SITE. THE CONTRACTOR SHALL FOLLOW THE PROCEDURE DESCRIBED BY PART 1.5(H) WITHIN 30 DAYS AFTER FINAL STABILIZATION IS COMPLETE. 1. ALL SOIL DISTURBING ACTIVITIES AT THE SITE HAVE BEEN COMPLETED AND ALL SOILS MUST BE STABILIZED BY A UNIFORM PERENNIAL VEGETATIVE COVER WITH A DENSITY OF 70 PERCENT OVER THE ENTIRE PERVIOUS SURFACE AREA, OR OTHER APPROVED EQUIVALENT MEANS NECESSARY TO PREVENT SOIL FAILURE UNDER EROSIVE CONDITIONS AND; a. ALL DRAINAGE DITCHES, CONSTRUCTED TO DRAIN WATER FROM THE SITE AFTER CONSTRUCTION IS COMPLETE, MUST BE STABILIZED TO PRECLUDE EROSION; b. ALLTEMPORARY SYNTHETIC, AND STRUCTURAL EROSION PREVENTION AND SEDIMENT CONTROL BMPS MUST BE REMOVED AS PART OF THE SITE FINAL STABILIZATION. C. THE CONTRACTOR MUST CLEAN OUTALLSEDIMENT FROM CONVEYANCES AND FROM TEMPORARY SEDIMENTATION BASINS THAT ARE TO BE USED AS PERMANENT WATER QUALITY MANAGEMENT BASINS. SEDIMENT MUST BE STABILIZED TO PREVENT IT FROM BEING WASHED BACK INTO THE BASIN, CONVEYANCES OR DRAINAGE WAYS DISCHARGING OFF -SITE OR TO SURFACE WATERS. THE CLEANOUT OF PERMANENT BASINS MUST BE SUFFICIENT TO RETURN THE BASIN TO DESIGN CAPACITY. 3.5 CLEAN UP A. REMOVE TEMPORARY MEASURES AFTER PERMANENT MEASURES HAVE BEEN INSTALLED. B. CLEAN OUT TEMPORARY SEDIMENT CONTROL STRUCTURES THAT ARE TO REMAIN AS PERMANENT MEASURES. 2. C. WHERE REMOVAL OF TEMPORARY MEASURES WOULD LEAVE EXPOSED SOIL, SHAPE SURFACE TO AN ACCEPTABLE GRADE AND FINISH TO MATCH ADJACENT GROUND SURFACES. PERMANENT STORMWATER MANAGEMENT SYSTEM THE PERMITTEE(S) SHALL DESIGN THE PROJECT SO THAT ALL STORMWATER DISCHARGED FROM THE PROJECT DURING AND AFTER CONSTRUCTION ACTIVITIES DOES NOT CAUSE A VIOLATION OF STATE WATER QUALITY STANDARDS, INCLUDING NUISANCE CONDITIONS, EROSION IN RECEIVING CHANNELS OR ON DOWNSLOPE PROPERTIES, OR A SIGNIFICANT ADVERSE IMPACT TO WETLANDS CAUSED BY INUNDATION OR DECREASE OF FLOW. THE PERMITTEE(S) SHALL CONSTRUCT A PERMANENT STORMWATER MANAGEMENT SYSTEM MEETING THE REQUIREMENTS OF THIS PART, OR IF THE PROJECT IS LOCATED IN AJURISDICTION SUBJECT TO A NPDES/SDS MUNICIPAL SEPARATE STORM SEWER SYSTEM (MS4) PERMIT AND THAT PERMIT HAS ESTABLISHED PERMANENT TREATMENT REQUIREMENTS THAT INCLUDE VOLUME REDUCTION, THE PERMITTEE(S) CAN COMPLY WITH THE PERMANENT TREATMENT REQUIREMENTS ESTABLISHED UNDER THE MS4 PERMIT IN LIEU OF THE PERMANENT TREATMENT REQUIREMENTS OF THIS PERMIT PANERA BREAD DEVELOPMENT - SITE INTRO. PROJECT DESCRIPTION THE PROPOSED REDEVELOPMENT PROJECT CONSISTS OF DISTURBING 1.47 ACERS OF THE EXISTING CHANHASSEN INN HOTELAT 351 W. 79TH STREET IN CHANHASSEN, MN. PROPOSED DEVELOPMENT INCLUDES A 4,486 SQUARE FOOT ONE-STORY SINGLE -TENANT RESTAURANT BUILDING, ALONG WITH ASSOCIATED SURFACE PARKING LOT, TRASH ENCLOSURE, CONCRETE CURB AND GUTTER, AND OTHER ASSOCIATED UTILITIES. THIS SITE LIES WITHIN THE UNSHADED ZONE C, AREAS OF MINIMAL FLOODING ACCORDING TO FEMA. THE PROJECT SITE DOES NOT INCLUDE SITES OF HISTORIC OR ARCHEOLOGICAL SIGNIFICANCE AND DOES NOT INCLUDE ENDANGERED & THREATENED SPECIES, RARE NATURAL COMMUNITIES, COLONIAL WATERBIRD NESTING SITES, MIGRATORY WATERFOWL CONCENTRATION AREAS, DEER WINTERING AREAS OR WILDLIFE CORRIDORS. THE IMPLEMENTATION AND MAINTENANCE OF THE STORM WATER POLLUTION PREVENTION PLAN WILL PROVIDE THE CONTRACTOR AND OWNER WITH THE FRAMEWORK TO REDUCE SOIL EROSION AND MINIMIZE POLLUTANTS IN THE STORM WATER DURING CONSTRUCTION OF THE SITE. THE STORM WATER POLLUTION PREVENTION PLAN WILL DEFINE THE CHARACTERISTICS OF THE SITE AND THE TYPE OF CONSTRUCTION TO OCCUR; INCLUDE A SITE PLAN SHOWING THE CONSTRUCTION; DESCRIBE THE PRACTICES THAT WILL BE USED TO CONTROL EROSION AND THE RELEASE OF POLLUTANTS IN THE STORM WATER, INDICATE A SCHEDULE TO HELP ENSURE THAT THE PRACTICES INDICATED ARE IMPLEMENTED AND TO HELP EVALUATE THE EFFECTIVENESS OF THE PRACTICES IN REDUCING EROSION AND POLLUTANTS DISCHARGED FROM THE SITE; AND TO DESCRIBE THE FINAL STABILIZATION MEASURES REQUIRED TO HELP MINIMIZE EROSION AND OTHER STORM WATER IMPACTSAFTER CONSTRUCTION. STORM WATER POLLUTION PREVENTION PLAN IMPLEMENTATION PLAN COORDINATION: THE SITE REPRESENTATIVE FOR THE OWNER, WITH THE ASSISTANCE OF THE FIELD SUPERVISOR FOR THE GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING AND MONITORING THE STORM WATER POLLUTION PREVENTION PLAN DURING CONSTRUCTION. THIS WILL INCLUDE OVERSEEING THE MAINTENANCE OF THE BMPS THAT ARE IMPLEMENTED, PROVIDE INSPECTIONS AND MONITORING OF THE BMPS, IDENTIFY AND CORRECT ANY DEFICIENCIES IN THE STORM WATER POLLUTION PREVENTION PLAN, AND MONITORTHAT ANY CHANGESTO THE CONSTRUCTION PLANS ARE ADDRESSED BY THE STORM WATER POLLUTION PREVENTION PLAN. SITE LOCATION: THE PROJECT SITE IS APPROXIMATELY 1.45 ACRES, ZONED BH (HIGHWAY AND BUSINESS SERVICES DISTRICT, AT 531 W 79TH STREET, CHANHASSEN, MINNESOTA IN CARVER COUNTY, STORM WATER MANAGEMENT CONTROLS TEMPORARY AND PERMANENT EROSION CONTROL MEASURES: A LIST OF STABILIZATION MEASURES HAS BEEN TABULATED BELOW AND THE LOCATIONS OF THESE MEASURES ARE SHOWN ON THE ATTACHED EROSION CONTROL PLAN, THIS PROJECT WILL USE A NUMBER OF BMP'S TO HELP CONTROL EROSION AND SEDIMENT. THOSE MEASURES INCLUDE: 75A DANDY BAG INLET PROTECTION 75B SWP-CI (BIG RED) OR APPROVED EQUAL 75C SILT FENCE (PER CITY DETAIL 5300) 75D ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 75E CATCH BASIN SEDI VENT TRAP (PER CITY DETAIL 5302A) 80F TEMPORARY SILT FENCE INLET PROTECTION DETAILS FOR THESE CAN BE FOUND ON THE DETAIL SHEETS. THE FOLLOW TABLE PROVIDES A SCHEDULE FOR STABILIZING DISTURBED AREAS DURING CONSTRUCTION: DISTURBED AREA WORKING DAYSTO STABILIZE 3 TOl AND STEEPER SLOPES 7 DAYS SLOPES FLATTER THAN 3 TO 1 7 DAYS ALL DITCHES, WITHIN 200' OF OUTLET 1 DAY ALL OUTLETS 1 DAY ALLINLETS 1 DAY TEMPORARY SEDIMENT BASINS AND TRAPS 1DAY SOIL STOCKPILES 7 DAYS SEE THE LANDSCAPE PLAN FOR FINAL PLANT AND TURF COVERAGE OF THE SITE IF APPLICABLE. CONSTRUCTION TYPE: THE PROJECT WILL CONSIST OF CONSTRUCTING A NEW SINGLE -TENANT RESTAURANT BUILDING WITH DRIVE-THRU LANE, A BIORETENTION BASIN WITH UNDERDRAIN, AND UTILITY CONNECTIONS. RUNOFF FROM ALL PROPOSED IMPERVIOUS SURFACES WILL BE COLLECTED BY DOWNSPOUTS, OR DRAIN TO ONE OF A SERIES OF CATCH BASINS IN THE PAVED AREA, AND OUTLET TO A BIOFILTRATION BASIN THAT WILL SERVE TO PROMOTE ON SITE ABSTRACTION OF STORMWATER. EXCESS STORMWATER FROM THE BIOFILTRATION BASIN SHALL OVERFLOW INTO AN OUTLET CONTROL STRUCTURE (OCS) WHICH WILL IN TURN CONTROLTHE RATE OF RUNOFF AND PROVIDE FOR ADDITIONAL WATER QUALITY MEETING CITY OF CHANHASSEN REQUIREMENTS. STORMWATER FROM THE OUTLET CONTROL STRUCTURE WILL THEN OUTLET INTO THE EXISTING STORMWATER INFRASTRUCTURE THAT RUNS UNDERNEATH STATE HIGHWAYS TO THE SOUTH. NO DISTURBANCE IS PROPOSED IN THE EXISTING CITY POND TO THE WEST. SITE GRADING AND UTILITY CONSTRUCTION IS ANTICIPATED TO BEGIN IN THE SPRING OF 2018 WITH COMPLETION OF THE SITE IN FALL 2018. EXISTING DRAINAGE/SOIL CONDITIONS: A GEOTECHNICAL ENGINEERING REPORT WAS PROVIDED BY BRAUN INTERTEC CORPORATION. PROJECT NUMBER B1702295 DATED JUNE 22, 2017- SITE WIDE CONTROL MEASURES TO PREVENT EROSION SEDIMENTS FROM LEAVING THE SITE, THE FOLLOWING BMPS WILL BE USED: SILT FENCE / EROSION LOGS. TO BE MACHINE OR HAND INSTALLED ALONG THE PERIMETER OF AREAS TO BE GRADED BEFORE GRADING BEGINS. ADDITIONAL PERIMETER CONTROLS SHOULD BE KEPT ON -SITE FOR REPAIRS, REPLACEMENT OR PROTECTION OF ADDITIONAL AREAS, SILT FENCE OR EROSION LOGS SHALL BE INSPECTED ONCE A WEEK AND WITHIN 24 HOURS OF ANY YP RAIN EVENT. SEDIMENT REMOVAL REQUIRED WHEN SEDIMENTS REACH 1/3 THE HEIGHT OF THE BMP, BMPS CAN BE REMOVED WHEN VEGETATION FOR FINAL STABILIZATION HAS BEEN ADEQUATELY ESTABLISHED (70%). ALL EXPOSED AREAS WITHIN 200 FEET OF A SURFACE WATER MUST BE STABILIZED NO LATER THAN 7 DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY CEASED. AFTER ALL AREAS ARE FINAL GRADED, THE ENTIRE SITE SHALL BE SEEDED AND FERTILIZED. SLOPES WITH GRADES GREATER THAN 3 TO 1, OR WHERE CONCENTRATED FLOWS WILL OCCUR EROSION CONTROL BLANKETS AND FIBER LOGS SHALL BE INSTALLED (MAXIMUM SPACING 75 FEET). AREAS FLOWING INTO THE STORM WATER CONVEYANCE SYSTEM WILL BE STABILIZED THE DAY THE STRUCTURES ARE INSTALLED. CATCH BASIN SEDIMENT BAGS WILL BE INSTALLED THE SAME DAY AND LEFT IN PLACE UNTIL THE PROJECT IS COMPLETED. SEDIMENTS SHALL BE REMOVED AND DISPOSED OF WHEN Y. THE CAPACITY IS REACHED. TOPSOIL STOCKPILES WILL BE STABILIZED WITH TEMPORARY SEED, MULCH AND FERTILIZER WITHIN 7 DAYS FROM THE LAST CONSTRUCTION ACTIVITY THAT CREATED THE STOCKPILE. DUST WILL BE CONTROLLED BY WATER APPLICATION AND/OR SWEEPING AS NEEDED. VEGETATIVE BUFFERS WILL BE MAINTAINED AT THE PERIMETER OF THE SITE. GRADING OPERATIONS SHOULD INCORPORATE HORIZONTAL SLOPE TRACKING WHEN POSSIBLE TO HELP REDUCE EROSION. CONSTRUCTION ENTRANCE WITH 3" COURSE AGGREGATE OVER GEOFABRIC FABRIC. ALL LIQUID AND SOLID WASTES GENERATED BY CONCRETE WASHOUT OPERATIONS MUST BE CONTAINED IN A LEAK -PROOF CONTAINMENT FACILITY OR IMPERMEABLE LINER. A COMPACTED CLAY LINER THAT DOES NOT ALLOW WASHOUT LIQUIDS TO ENTER GROUND WATER IS CONSIDERED AN IMPERMEABLE LINER. THE BIORETENTION AREAS MUST NOT BE GRADED TO THEIR FINAL CON DITION UNTIL THE CONTRIBUTING WATERSHED IS STABALIZED. CONSTRUCTION PRACTICES TO MINIMIZE STORM WATER CONTAMINATION: ALL NON -HAZARDOUS WASTE MATERIALS WILL BE COLLECTED AND STORED IN A SECURE LOCATION, PREFERABLY LOCKABLE METAL DUMPSTER, AT THE END OF EACH DAY. ALLTRASH AND CONSTRUCTION DEBRIS SHOULD BE DEPOSITED IN THE DUMPSTER AT THE END OF EACH DAY AND WILL BE EMPTIED AS NECESSARY. NO CONSTRUCTION MATERIALS SHALL BE BURIED ON -SITE. A LICENSED SANITARY WASTE MANAGEMENT COMPANY WILL COLLECT ALL SANITARY WASTE FROM PORTABLE UNITS. GOOD HOUSEKEEPING AND SPILL CONTROL PRACTICES SHOULD BE FOLLOWED TO MINIMIZE STORM WATER CONTAMINATION. MAINTENANCE ALL MEASURES STATED ON THIS EROSION AND SEDIMENT CONTROL PLAN, AND IN THE STORM WATER POLLUTION PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY FUNCTIONAL CONDITION UNTIL FINAL STABILIZATION OF THE SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE CHECKED BY A QUALIFIED PERSON AT LEAST ONCE EVERY SEVEN CALENDAR DAYS AND WITHIN 24 HOURS OF THE END OF A RAINFALL EVENT, AND SHOULD BE CLEANED AND REPAIRED IN ACCORDANCE WITH THE FOLLOWING: 1, INLET PROTECTION DEVICES AND BARRIERS SHALL BE REPAIRED OR REPLACED IF THEY SHOW SIGNS OF UNDERMINING, OR SHALL BE REPLACED IF THEY SHOW SIGNS OF DETERIORATION. 2. ALL SEEDED AREAS SHALL BE CHECKED REGULARLYTO SEE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED. 3. SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL CONDITIONS IF DAMAGED, SEDIMENT SHALL BE REMOVED FROM THE SILT FENCES WHEN IT REACHES ONE-THIRD TO ONE-HALF THE HEIGHT OF THE SILT FENCE. 4. THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING OF THE CONSTRUCTION ENTRANCES AS CONDITIONS DEMAND. 5. THE TEMPORARY PARKING AND STORAGE AREA SHALL BE KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND STORAGE). THIS MAY REQUIRE PERIODICTOP DRESSING OF THE TEMPORARY PARKING AS CONDITIONS DEMAND. 6. OUTLET STRUCTURES IN THE SEDIMENTATION BASINS SHALL BE MAINTAINED IN OPERATIONAL CONDITIONS ATALLTIMES. SEDIMENT IN THE SEDIMENTATION BASINS SHALL NOT EXCEED THE SEDIMENTATION CLEANOUT LEVEL. 7. THE EMBANKMENT OF THE SEDIMENTATION BASIN SHALL BE CHECKED REGULARLY TO INSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. SEQUENCE OF CONSTRUCTION SEQUENCE OF CONSTRUCTION: 1. INSTALL STABILIZED CONSTRUCTION ENTRANCES. 2. PREPARE TEMPORARY PARKING AND STORAGE AREA. 3. CONSTRUCT THE SILT FENCES ON THE SITE. 4. INSTALL INLET PROTECTION DEVICES ON EXISTING INLETS. 5. CLEAR AND GRUB THE SITE. 6. BEGIN GRADING THE SITE. 7. START CONSTRUCTION OF BUILDING PAD AND STRUCTURES. 8. TEMPORARILY SEED DENUDED AREAS. 9. INSTALL UTILITIES, UNDERDRAINS, STORM SEWERS, CURBS AND GUTTERS. 10. INSTALL RIP RAP AROUND OUTLET STRUCTURES. 11. PREPARE SITE FOR PAVING. 12. PAVE SITE. 13. COMPLETE GRADING AND INSTALL PERMANENT SEEDING AND PLANTING. 14. REMOVE ALL TEMPORARY EROSION AND SEDIMENT CONTROL DEVICES (ONLY IF SITE IS STABILIZED) BMP QUANTITIES 1 EA. DANDY BAG INLET PROTECTION 250 LF SWP-CI (BIG RED) OR APPROVED EQUAL 720 LF SILT FENCE (PER CITY DETAIL 5300) 1 EA. ROCK CONSTRUCTION ENTRANCE (PER CITY DETAIL 5301) 2 EA. CATCH BASIN SEDIMENT TRAP (PER CITY DETAIL 5302A) 2 EA. TEMPORARY SILT FENCE INLET PROTECTION CONTACTS CIVIL ENGINEER CEI ENGINEERING ASSOCIATES INC. ALAN CATCHPOOL. PE 2025 CENTRE POINTE BLVD, SUITE 210 MENDOTA HEIGHTS, MN 55120 651-452-8960 acatch pool@celeng. com DEVELOPER CONTRACTOR PANERA, LLC T.B.D BRIAN BARNARD SR. DEVELOPMENT PROJECT MANAGE 3630 SOUTH GEYER ROAD, SUITE 100 ST. LOUIS, MO 63127 314-984-2609 60�5 1 l'o ' Cq u ff4 1 v � II� a j1 O dI --` gCv CK H 16*28 SITE BENCHMARK ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 WAS USED TO ESTABLISH VERTICAL CONTROL. (BM#1: TOP NUT OF FIRE HYDRANT. ELEVATI0N--851.71) �.� �; A1ER. RIM=95p 9 �NATER N'P' r j5 10' Cl? (pER?LAN) �,�ATER j5 p-FRS Sj n _- Z �apd5� N �� .18g 6 3, o37f 26,.6gf0i ;56 g,g02 @ 0.87% INV=940.70 RO (` c1 U m (N � @ 0.87% I I CIS CB RIM=9475 RIM=947.5 !NV=944.5 iNV=944A (SNOW PACKED) (SNOW PACKED) INV`�3d�`15 5 13 UP 6" DIP 8'MINFCOVER GRAIN I RAM=951.n INV=9500 i I RAIN L1%1=950.3 NV=949.2 i 1 III — II If Ih m II; I DRAIN [RIM=949.3 INV=948.2 j 1 - >DRAIN i RIM=-948.7 Y CB I T I�DR.vra RiN/1=94S 7 RIM=C)48,7 6" PVC=947.4 .r CB I I I r--iG'° Pv�_ 947-, li DRAIN 11: I I RIM=94., CB ilI I FIh9=9?.=i j DRAIN RIM=948.2 6" PVC=947.1 DRAIN RIM=948.1 1; INV=947D DRAIN \\ RIM=948.0 N v l y`PVC F'JC —�10" PVC II DRAIN II RM=948-. II ?^ > II f RA,1=948.3 �`i •� ;GE I —' rS. y N68005'22"E 93.19 Fv��=INV- RHV,-948.9 !NV=944.5 I ,, cro i-n N'T C.F1 ))AUK r16—R'7PF INV=94`_,.7 I� I ,,,---RIRIM=947.8 INV=943.8 (SNOW PACKEL STATE HIGHWAY 5 C) UTILITY NOTES 22A POINT OF CONNECTION - WATER SERVICE (PER LOCAL CODES). 22G 90 DEGREE M.J. BEND WITH THRUST BLOCKING (SEE SIZES THIS SHEET). 221 22-1/2 DEGREE M.J. BEND WITH THRUST BLOCKING (SEE SIZES THIS SHEET). 1 22K SPRINKLER ENTRY PER ARCH. PLANS (SEE SIZES THIS SHEET). 22L METERED DOMESTIC WATER SERVICE ENTRY PER ARCH. PLANS (SEE SIZES THIS SHEET), 22X INTERIOR WATER METER (PER LOCAL CODES). 22Y INTERIOR BACK FLOW PREVENTER (PER PLUMBING PLANS), 23E SANITARY SEWER SERVICE ENTRY (PER PLUMBING PLANS). 23H 1,000 GALLON GREASE TRAP WITH CLEAN -OUT (PER PLUMBING PLANS). E 23J CONNECT TO EXISTING SANITARY SEWER MANHOLE. 4 24A POINT OF CONNECTION FOR ELECTRICAL SERVICE (PER ELECTRIC COMPANY REQUIREMENTS). 24D PROPOSED ELECTRIC TRANSFORMER. 26A POINT OF CONNECTION FOR UNDERGROUND TELEPHONE (PER TELEPHONE COMPANY REQUIREMENTS). 27A POINT OF CONNECTION FOR GAS SERVICE (PER LOCAL GAS COMPANY REQUIREMENTS). 27B GAS SERVICE PER LOCAL GAS COMPANY. f 27C PROPOSED GAS METER. E 31A LOCATION FOR THIS UTILITY AS SHOWN IS FOR DRAWING PURPOSES ONLY. CONTRACTOR SHALL VERIFY THE EXACT LOCATION IN FIELD PRIOR TO THE CONSTRUCTION OF THE PROPOSED UTILITY LINE TO BE CONNECTED. CONTRACTOR SHALL NOTIFY CEI ENGINEERING IF THE DESIGN AS SHOWN IS NOT ACHIEVABLE. 76A FIRE DEPARTMENT CONNECTION (PER PLUMBING PLANS). ❑ UTILITY DETAILS 40C SANITARY SEWER CLEAN -OUT 76B TYPICAL HYDRANT INSTALLATION (PER CITY DETAIL 1004). INv=947.0 NV=94z2 Know what's bellown CaII before you dig. 0 2030' 40' SCALE IN FEET NOTE: SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. EXISTING LEGEND FOUND MONUMENT _ FIRE DEFT. CONNECTION - - UNDERGROUND ELECTRIC 0 SET 1/2•IRON PIPE HYDRANT --- - UNDERGROUND CABLE TV MARKED RLS NO. 25718 ® CURB STOP � .-��------ UNDERGROUND FIBER OPTIC Cl CABLE TV PEDESTAL O WATER WELL _.__ -. UNDERGROUND TELEPHONE F-71 AIR CONDITIONER o WATER MANHOLE --- - - OVERHEAD UTILITY O ELECTRIC MANHOLE ❑ WATER METER -- - UNDERGROUND GAS ❑W ELECTRIC METER ELECTRIC PEDESTAL POST INDICATOR VALVE -- -- SANITARY SEWER m WATER VALVE - -- - - STORM SEWER ❑ ELECTRIC TRANSFORMER 0 BOLLARD {% LIGHT POLE _ -___ WATERMAIN 0- FLAG POLE FENCE �— GUY WIRE El MAIL BOX �"-"` _ _ CURB [TYPICAL) -0- POWER POLE m- TRAFFIC SIGN - -- CONTOURS O GAS MANHOLE UNKNOWN MANHOLE O GAS METER ® SOIL BORING ® TELEPHONE MANHOLE SPOT ELEVATION 0 TELEPHONE PEDESTAL ® TRAFFIC SIGNAL O SANITARY CLEANOUT (3 SANITARY MANHOLE lub ® ® CATCH BASIN -: CONIFEROUS TREE ® 0 STORM DRAIN Al. 01 FLARED END SECTION !�, DECIDUOUS TREE 0 STORM MANHOLE PROPOSED -- PROPERTY LINE/RIGHTOF WAY LINE STORM DRAIN — X"G GAS SERVICE — X"SS SANITARY SEWER SERVICE — UGE — UNDERGROUND ELECTRIC SERVICE —UGE&T— UNDERGROUND ELECTRIC AND TELEPHONE SERVICE UGT UNDERGROUND TELEPHONE SERVICE X"W WATER SERVICE GENERAL UTILITY NOTES A. ALL WATER SERVICE LINES SHALL BE CLASS 52 DUCTILE IRON PIPE WITH 8' MIN. COVER. B. ALL SANITARY SEWER LINES SHALL BE SDR 35 PVC WITH 8' MIN. COVER. C. CONTRACTOR SHALL COORDINATE ANY DISRUPTIONS TO EXISTING UTILITY SERVICES WITH ADJACENT PROPERTY OWNERS. D. ALL ELECTRIC, TELEPHONE AND GAS EXTENSIONS INCLUDING SERVICE LINES SHALL BE CONSTRUCTED TO THE APPROPRIATE UTILITY COMPANY SPECIFICATIONS. ALL UTILITY DISCONNECTIONS SHALL BE COORDINATED WITH THE DESIGNATED UTILITY COMPANIES. E. CONSTRUCTION SHALL NOT START ON ANY PUBLIC UTILITY SYSTEM UNTIL WRITTEN APPROVAL HAS BEEN RECEIVED BYTHE. ENGINEER FROM THE APPROPRIATE GOVERNING AUTHORITYAND CONTRACTOR HAS BEEN NOTIFIED BY THE ENGINEER. F. PRIOR TO THE CONSTRUCTION OF OR CONNECTION TO ANY STORM DRAIN, SANITARY SEWER, WATER MAIN OR ANY OF THE DRY UTILITIES, THE CONTRACTOR SHALL EXCAVATE, VERIFY AND CALCULATE ALL POINTS OF CONNECTION AND ALL UTILITY CROSSINGS AND INFORM CEI ENGINEERING AND THE OWNER/DEVELOPER OF ANY CONFLICT OR REQUIRED DEVIATIONS FROM THE PLAN. NOTIFICATION SHALL BE MADE A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. CEI ENGINEERING AND ITS CLIENTS SHALL BE HELD HARMLESS IN THE EVENTTHAT THE CONTRACTOR FAILS TO MAKE SUCH NOTIFICATION. G. UNLESS OTHERWISE SHOWN, CALLED OUT OR SPECIFIED HEREON OR WITHIN SPECIFICATIONS: ALL WATER LINE FITTINGS SHALL BE INSTALLED WITH THRUST BLOCKING PER DETAIL 31C. ALL WATER LINE PIPE BEDDING SHALL BE INSTALLED PER DETAIL 42A, ALL SANITARY SEWER PIPE BEDDING SHALL BE INSTALLED PER DETAIL42B. 30072 11118/17 ALC ALC PAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW lamEngineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS wm� LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 CENTRE POINTE BLVD., SUITE 210 PH: (651) 452-8960 REVIEW SET MENDOTA HEIGHTS, MN 55120 (651)452-1149 NOT FOR CONSTRUCTION I PANERA BREAD UTILITY PLAN lIWIIV REV DATE SHEET NO. 11130117 C7 REV-0 3 1) n 0 M O i K i SITE CALCULATIONS j ZONING: BH 1 •4* TOTAL SITE AREA: 63,153 SF \ 1.45 AC NUMBER OF REGULAR PARKING STALLS: 48 NUMBER OF ACCESSIBLE PARKING STALLS: 3 TOTAL PARKING STALLS: 51 Q SITE BENCHMARK � EXIST. TREES TO BE PRESERVED: 8 ELEVATIONS BASED ON INFORMATION AS SHOWN ON THE MNDOT 1 GEODETIC WEBSITE. SURVEY DISK 1002 W WITH AN ELEVATION OF 954.9 EXIST. TREES TO BE REMOVED: 8 1 WAS USED TO ESTABLISH VERTICAL CONTROL. ORDINANCE LANDSCAPE REQUIREMENTS (BMMl: TOP NUT OF FIRE HYDRANT ELEVATION=as1.n] BUFFER YARD: BUFFER YARD'B' - 2 CANOPY TREES, 4 UNDERSTORY TREES, 6 SHRUBS/100 LF OF BUFFER YARD (ALONG HYW 5 - 250') 0 30 0, BUFFER YARD'C' - 3 CANOPY TREES, 6 UNDERSTORY TREES, 9 SHRUBS/100 LF OF BUFFER YARD (ALONG WEST PROPERTY LINE - 207') —� MATERIAL REQUIRED PROVIDED Know WhaLy 'S below■ BUFFER YARD B '`� SCALE IN FEET CANOPY TREES 5 2(INSUFFICIENT SPACE FOR ADDITIONAL TREES DUE TO DRAINAGE/UTILITY EASEMENT & BASIN) �++ Call before you dig. UNDERSTORY TREES 10 0(INSUFFICIENT SPACE FOR ADDITIONAL TREES DUE TO DRAINAGE/UTILITY EASEMENT & BASIN) i �` SHRUBS 15 43 BUFFER YARD'C' I �/"'•�' NOTE: CANOPY TREES 6 6 'I' �"`•�/J F'�EF SEE ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF UNDERSTORY TREES 12 12 "�� I,N p,TER PORCHES, RAMPS, VESTIBULE, SLOPED PAVING, TRUCK DOCKS, BUILDING SHRUBS 19 41 I �s UTILITY ENTRANCE LOCATIONS AND PRECISE BUILDING DIMENSIONS. INTERIOR LANDSCAPING FOR VEHICULAR USE AREAS FOR EACH 100 SQUARE FEET, OR FRACTION THEREOF, OF VEHICULAR USE AREA, 8 SQUARE FEET OF LANDSCAPED AREA SHALL BE PROVIDED. A MINIMUM OF 1 TREE SHALL BE REQUIRED FOR EACH 250 SQUARE FEET, OR FRACTION THEREOF, OF REQUIRED LANDSCAPE AREA. 34,460 SF OF VEHICULAR USE AREA / 100 = 344.6 X.8 = 2,757 SF OF INTERIOR LANDSCAPE AREA REQUIRED 3_,195 SF OF INTERIOR LANDSCAPE AREA PROVIDED. 2,757 SF OF INTERIOR LANDSCAPE AREA / 250 = 11 TREES REQUIRED MATERIAL REQUIRED PROVIDED TREES - 11 14 FOUNDATION AND AESTHETIC PLANTINGS A MINIMUM OF 1 TREE FOR EVERY 30 FEET OF FRONTAGE IS REQUIRED. (ALONG W. 79TH STREET) 189 LF / 30 = 6_3 = 6 TREES REQUIRED MATERIAL REQUIRED PROVIDED TREES 6 9 (4 NEW +5 EXISTING) C—• 1 g-�N n 41 y4+ iil ao a + 1 aF`® IIJV 943H. + .. :..- + L + + + + + + + CB + + + + + + + + + + + + + + + + + + + + + + + + RinM=9a •�`c```�\ ' L IVyht FG WALK 1 O w, C�f °JU".�,+{_ + S} 9 +1J + I _9 ---- �TIOV. ----------- 2,_ cG7 •. e .. ` ACCESS RESTRICTION PER DOC NOS. - 157032 AND 122284 (MNDOT ROW PLAT) + + + + + + + - 7. 7b" CB RIM=948.9 INV=944.5 / RCP (CAN'T SEE) CB CB RAM=947.5 RIM=947 3 INV=944.5 INV=744.�, (SNOW PACKED) (SNOW PACKFDi MINNE50TA DEPARTMENT OF TRANSPORTA TION RIGHT OF WA Y PLA T NO. 10-3 P1M=948.2 6"PVC=947.1 — DRA:N R!M-C)48.1 NV=947,0 --DRAIN RIM=9A3.0 I LB I RIM=947.8 I INV=943.8 (SNOW PACK,EDj Nv=94i.7 STATE HIGHWAY 5 WEED MAT(ONLYT SHRUB IS WITHIN A PLANTING BED) 4INCHES MULCH (SEE LANDSCAPE NOTES FOR TYPE OF MULCH) IF SHRUB 15 8 & B, THEN REMOVE BURLAP & ROPE FROM TOP 1/3 OF BALL. REMOVE RUNGS FROM TOP AND HALF -WAY DOWN SIDES OF WIRE BASKET ON ANY B&B MATERIAL BEFORE BACKFILLING. �BACKFILL MIX UNDISTURBED SUBSOIL NOTE: THE ACCEPTED PLANTING DETAIL MUST BE ADHERED TOBY THE LANDSCAPE INSTALLER. SHRUB PLANTING OB N.T.S. TREE LIST EXISTING LEGEND 4D FOUND MONUMENT -': FIRE DEPT. CONNECTION - - - --- UNDERGROUND ELECTRIC Q SET 1 /2' IRON PIPE HYDRANT --- - UNDERGROUND CABLE TV MARKED RLS NO. 25718 ® CURB STOP -"-"'"' - --- UNDERGROUND FIBER OPTIC ❑ CABLE TV PEDESTAL WATER WELL ---- UNDERGROUND TELEPHONE AIR CONDITIONER 0 WATER MANHOLE -- u. OVERHEAD UTILITY OELECTRIC MANHOLE 1-1 WATER METE0. - `J UNDERGROUND GAS ELECTRIC METER ELECTRIC PEDESTAL ® POST INDICATOR VALVE --. SANITARY SEWER P4 WATER VALVE -- STORM SEWER ❑ ELECTRIC TRANSFORMER ® BOLLARD .--._. ._.-- WATERMAIN WATERMAN fjt LIGHT POLE r- FLAG POLE ------FENCE �- GUY WIRE 13 MAIL BOX CURB [TYPICAL] -P POWER POLE V TRAFFIC SIGN 948 — CONTOURS 0 GAS MANHOLE UNKNOWN MANHOLE ❑ GAS METER 0 SOIL BORING O TELEPHONE MANHOLE SPOT ELEVATION ❑ TELEPHONE PEDESTAL TRAFFIC SIGNAL 0 SANITARY CLEANOUT ® SANITARY MANHOLE ® CATCH BASIN CONIFEROUS TREE STORM DRAIN ®0 MI FLARED END SECTION DECIDUOUS TREE 0 STORM MANHOLE COMMON NAME/ SYB KEY CITY ROOT SIZE REMARKS BOTANICAL NAME NRO 2 NORTHERN RED OAK Quercur B&B 2" CAL. PLANT AS SHOWN rubra ® RB 2 RIVER BIRCH B&B 2" CAL. PLANT AS SHOWN Betula nigra O AMB 3 AUTUMN MAPLE BLAZE B&B 2" CAL. PLANTASSHOWN Acer x freemani 'Jeffersred' CA 13 'SPRING SNOW' CRABAPPLE Malus Snow' B&B 1.5" CAL. PLANT AS SHOWN x'Spring ® BSB 10 'AUTUMN BRILLIANCE' SERVICEBERRY Amelanchier 8&B 1.5"CAL PLANT AS SHOWN x grandiflora = BA 4 'BLUE ARROW'JUNIPER TREE 6" B&B 6' HEIGHT PLANT AS SHOWN Juniperus scopulorum'blue arrow' k SCB 3 SPRUCE - COLORADO Picea 6" B&B 6' HEIGHT PLANT AS SHOWN pungens glauca SHRUB LIST SYB KEY QTY COMMON NAME/ ROOT SIZE REMARKS BOTANICAL NAME KF 59 KARL FOERSTER - REED GRASS Calamagrostis x Acutiflora'Karl Foerster' CONT. 1GAL PLANT AS SHOWN IRS 35 RUSSIAN SAGE Perovskia atriplicifolia CONT. 1 GAL PLANT AS SHOWN ® LL 9 LITTLE LIME HYDRANGEA Hydrangea paniculata'Uttle Lime' CONT. 1GAL PLANT AS SHOWN GRASS MMiscan ME 48 thus sinAME' Purpu Miscanthus sinensis'Purpurascens' CONT. 1GAL PLANT AS SHOWN BES 44 BLACK EYED SUSAN Rudbeckia hirta CONT. 1GAL PLANT AS SHOWN ( DBB 59 DWARF BURNING BUSH Euonymus alatus'Compactus' CONT. 1 GAL PLANTASSHOWN O GMS 21 GOLD MOUND SPIREA Spirea joponica'Goldmound' CONT. 1GAL PLANT AS SHOWN 275 PLAN 8" 2-PLY RUBBER HOSE DOUBLE STRAND 12 GAUGE WIRE COVERED W/2-PLY RUBBER HOSE PAINTED FLUORESCENT ORANGE WHITE FLAGGING (TYPL TREE WRAP 41NCHES MULCH 41NCH DEEP SAUCER 8' STEEL TEE POST- 3 REQUIRED AT 120' BACKFILL MIX UNDISTURBED SUBSOIL REMOVE BURLAP & ROPE FROM TOP 1/3 OF THE BALL NOTE: SEE LANDSCAPE NOTES FOR THE TYPE OF MULCH MATERIAL TO USE. TREE PLANTING seA N.T.S. PROPOSED LEGEND + + + + KENTUCKY BLUE GRASS SOLID SOD OVER 4" CLEAN TOPSOIL MDOT WETLAND SEED MIX 35-241 4' HARD SHREDDED MULCH OVER LANDSCAPE FABRIC GENERAL LANDSCAPE NOTES A. LOCATE ALL UTILITIES AND SITE LIGHTING CONDUITS BEFORE LANDSCAPE CONSTRUCTION BEGINS. B. NOTIFY LANDSCAPE ARCHITECT OR DESIGNATED REPRESENTATIVE OF ANY LAYOUT DISCREPANCIES PRIOR TO ANY PLANTING. C. ALL LANDSCAPE MATERIALS SHALL BE IN COMPLIANCE WITH THE GRADES AND STANDARDS FOR NURSERY PLANTS, AND SHALL CONFORM TO Mn/DOT SPECIFICATIONS E. ANY AREAS DISTURBED FOR ANY REASON PRIOR TO FINAL ACCEPTANCE OF THE PROJECT SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. F. MAINTAIN 5' MIN. HORIZONTAL SEPARATION BETWEEN TREE PLANTINGS AND ALL UTILITIES. G. A FULLY DESIGNED IRRIGATION SYSTEM SHALL BE DESIGNED AND INSTALLED BY IRRIGATION CONTRACTOR. IRRIGATION DESIGNER SHALL BE RESPONSIBLE FOR SIZING AND SPECIFYING BACKFLOW PREVENTER IN ACCORDANCE WITH LOCAL CODES. H. CONFIRM HEALTH OF TREES IN THE EXISTING PARKING LOT ISLANDS, REPLACE AS NEEDED. p LANDSCAPE NOTES I 50A STEELEDGING. ❑ LANDSCAPE DETAILS 50A TREE PLANTING 50B SHRUB PLANTING EDGE OF STRIPE UNDISTL EARTH C COMPA( FILL PIPE SPRII LINE O rz U 0 C m W EDGE 0 STRIPE UNDISTURBE EARTH OR COMPACTED FILL 4" TRAFFIC YELLOW ACCESS AISLES SHOULD BE PLACED ON THE PASSENGER SIDE OF A VAN SPACE DIMENSION CHART A 8' 8' 8' B 8' 8' 8' C 18' 19, 20' D 36' 38' 40' NOTE: SEE SITE PLAN FOR TOTAL LAYOUT NOTE: ALL DIMENSIONS ARE TO IL OF STRIPE UNLESS OTHERWISE INDICATED 900 VAN ACCESSIBLE PARKING SPACE STRIPING r� wl TUTS. UNDISTURBED W 12" MIN 12" MI�Oo.j18" MAX. I8" MA EARTH OR � COMPACTED FILL FINAL BACKFILL PIPESPRI z UNENG e RIGID PIPE r-( M N.TS. FLEXIBLE PIPE N.CS. FINAL BACKFILL 4"TRAFFICYELLOW .. __................ EDGE OF STRIPE EO ST STANDARD 90' PARKING SPACE ALL DIMENSIONS ARE TO t OF STRIPE 3 OTHERWISE INDICATED DIMENSION CHART A 9' 9.S' 1 10' 1 9' 1 9.5' 10' 9' 9.5' 1 10' B 18' 18' 19' 19' 19' 19' 20' 20' 20' C 36' 36' 1 36' 1 38' 1 38' 1 38' 1 40' 1 40' 1 40' NOTE: SEE SITE PLAN FOR TOTAL LAYOUT 900 PARKING SPACE STRIPING 09B N.Ts. CROSSWALK STRIPING (IF SHOWN ON PLANS) LANDING CONCRETE CURB INITIAL BACKFILL SIDEWALK SEE NOTE 1 UNCHING BEDDING , (MIN.) FAX 8.33% ' d MAX. - A A PAVED AREA CON CRETECURBt NOTES; 1. THE SURFACE OF RAMP SHALL HAVE A TRANSVERSE BROOMED SURFACE TEXTURE ROUGHERTHAN THE SURROUNDING SIDEWALK. Z 2. THE BOTTOM OF THE RAMP f g SHALL HAVE A MAXIMUM 4 3 n OF A 1/4" LIP. O '^ 3. CONSTRUCT PER A.D.A. U vwwi STANDARDS. TREE PROTECTION NOTES: 1. ALL TREES SHOWN ON THIS PLAN TO BE RETAINED SHALL BE PROTECTED DURING ALL PHASES OF 10. TREES MOST HEAVILY IMPACTED BY CONSTRUCTION ACTIVITIES SHOULD BE WATERED DEEPLY DEMOLITION/CONSTRUCTION WITH TEMPORARY FENCING. IT SHALL BE THE GENERAL ONCE A WEEK DURING PERIODS OF HOT, DRY WEATHER. TREE CROWNS SHOULD BE SPRAYED CONTRACTORS RESPONSIBILITY TO COORDINATE WITH LANDSCAPE CONTRACTOR. WITH WATER PERIODICALLY TO REDUCE DUST ACCUMULATION ON THE LEAVES. 2. TREE PROTECTION FENCES SHALL BE INSTALLED PRIOR TO THE COMMENCEMENT OF ANY SITE 11. NO CONDUIT OR UTILITIES CAN BE INSTALLED WITHIN TREE PROTECTION AREAS. ANY PREPARATION WORK (CLEARING, GRUBBING OR GRADING). CLEARING SHALL BE DONE BY TRENCHING REQUIRED FOR THE INSTALLATION OF LANDSCAPE IRRIGATION SHALL BE PLACED HAND. AS FAR FROM EXISTING TREE TRUNKS AS POSSIBLE. 3. FENCES SHALL COMPLETELY SURROUND TREE OR CLUSTERS OF TREES; SHALL BE LOCATED 5' 12. NO LANDSCAPE TOPSOIL DRESSING GREATER THAN 4 INCHES SHALL BE PERMITTED WITHIN THE FROM THE OUTERMOST LIMITS OF THE TREE BRANCHES (DRIP LINE); AND SHALL BE DRIP LINE OF TREES. NO SOIL IS PERMITTED ON THE ROOT FLARE OF ANY TREE. GRADING MAINTAINED THROUGHOUT THE CONSTRUCTION BY CONTRACTOR. PROJECT IN ORDER TO LIMITED TO 31NCH CUT. PREVENT THE FOLLOWING: 13. PRUNING TO PROVIDE CLEARANCE FOR STRUCTURES, VEHICULAR TRAFFIC AND EQUIPMENT A. SOIL COMPACTION IN THE ROOT ZONE AREA RESULTING FROM VEHICULAR TRAFFIC OR SHALL TAKE PLACE BEFORE CONSTRUCTION BEGINS. STORAGE OF EQUIPMENT OR MATERIALS. 14. ALL PRUNING MUST BE DONE ACCORDING TO RECOGNIZED, APPROVED STANDARDS OF THE B. ROOT ZONE DISTURBANCES DUE TO GRADE CHANGES (GREATER THAN 61NCHES INDUSTRY (REFERENCE THE NATIONAL ARBORIST ASSOCIATION PRUNING STANDARDS FOR CUT OR FILL) OR TRENCHING. SHADE TREES) BYA CERTIFIED ARBORIST AND SHALL BE APPROVED AND SUPERVISED BY OWNERS REPRESENTATIVE OR PROJECT URBAN FORESTER. C. WOUNDS TO EXPOSED ROOTS, TRUNK OR LIMBS BY MECHANICAL EQUIPMENT. 15. DAMAGE TO TREES OR ANY NATURAL RESOURCE DUE TO CONTRACTOR'S NEGLIGENCE DURING D. OTHER ACTIVITIES DETRIMENTAL TO TREES SUCH AS CHEMICAL STORAGE, THE CONSTRUCTION PHASE SHALL BE APPRAISED BY THE OWNERS REPRESENTATIVE AND CEMENT TRUCK CLEANING, AND FIRES. ORDERED REPAIRED, REPLACED, OR COMPENSATED. 4. EXCEPTIONS TO INSTALLING FENCES 5' FROM TREE DRIP LINES MAYBE PERMITTED IN THE FOLLOWING CASES: A. WHERE PERMEABLE PAVING IS TO BE INSTALLED: ERECT THE FENCE AT THE OUTER LIMITS OF THE PERMEABLE PAVING AREA. B. WHERE TREES ARE CLOSE TO THE PROPOSED BUILDING; ERECT THE FENCE NO CLOSER THAN 6 FEET TO THE BUILDING. 5. WHERE ANY OF THE ABOVE EXCEPTIONS RESULT IN A FENCE BEING CLOSER THAN 4 FEET TO A TREE TRUNK, PROTECT THE TRUNK WITH STRAPPED -ON PLANKING TO A HEIGHT OF 8 FEET (OR TO THE LIMITS OF LOWER BRANCHES) IN ADDITION TO THE REDUCED FENCING PROVIDED. 6, WHERE ANY OF THE ABOVE EXCEPTIONS RESULT IN AREAS OF UNPROTECTED ROOT ZONES (UNDER DRIP LINES), THOSE AREAS SHOULD BE COVERED WITH 4 INCHES OF ORGANIC MULCH TO MINIMIZE SOIL COMPACTION. 7. ALL GRADING WITHIN PROTECTED ROOT ZONE AREAS SHALL BE DONE BY HAND OR WITH SMALL EQUIPMENT TO MINIMIZE ROOT DAMAGE. PRIOR TO GRADING, RELOCATE PROTECTIVE FENCING TO 2 FEET BEHIND THE GRADE CHANGE AREA. NO ROOT OVER 1 INCH DIAMETER WILL BE CUT. 8. ANY ROOTS EXPOSED BY CONSTRUCTION ACTIVITY SHALL BE PRUNED WITH A CLEAN CUT FLUSH WITH THE SOIL. BACKFILL ROOT AREAS WITH GOOD QUALITY TOP SOIL IMMEDIATELY. IF EXPOSED ROOT AREAS ARE NOT BACKFILLED WITHIN 2 DAYS, COVER THEM WITH ORGANIC MATERIAL IN A MANNER WHICH REDUCES SOIL TEMPERATURE AND MINIMIZES WATER LOSS DUE TO EVAPORATION. 9. PRIOR TO EXCAVATION OR GRADE CUTTING WITHIN TREE DRIP LINES, MAKE A CLEAN CUT BETWEEN THE DISTURBED AND UNDISTURBED ROOT ZONES WITH A ROCK SAW OR SIMILAR EQUIPMENT TO MINIMIZE DAMAGE TO REMAINING ROOTS. ° ORANGE FLAGGING TREE PROTECTION s gun N T.S. (TYP.) FENCE POST BARBED WIRE OR CHAIN LINK TY�- 1" 8" SCH. 40 STEEL PIPE FOR SINGLE POSTS 6" SCH. 40 STEEL PIPE WHEN IN GROUPS - 0 SLOPE TOP Of CONCRETE LPAVEMENT OR 2'-0" FI NISHED GRADE a u .o F p 4 0 rc a z FILL POST w/CONCRETE 3 CONCRETE z NOTES: 1. ALL PIPES SHALL BE PAINTED TRAFFIC YELLOW 2. CONCRETE TO - 4000 PSI COMPRESSIVE STRENGTH AT 28 DAYS GUARD POST N T.s. 05A NOTE: GUTTER SLOPE TO MATCH ADJACENT PAVEMENT, TRAVERSE AND LONGITUDINAL. 3,500 P.S.I. P.C. LD CONCRETE LD SEE PAVING DETAILS FOR PAVEMENT SECTIONS, 81 SUBBASE, SUBGRADE AND 24" MAX I COMPACTION REQUIREME TYPE "A" CONCRETE CURB AND GUTTER oA N.T.S. 2" 2360 TYPE SPNWB30 BITUMINOUS NON -WEAR COURSE 1.5' 2360 TYPE SPWEA340E BITUMINOUS WEAR COURSE e. ° 12" P.c. coluc. ' �]11� X- 8" MNDOT 3138 CLASS FIVE BASE AGGREGATE EXISTING SUBGRADE STANDARD DUTY ASPHALT PAVING oeA 1. BEDDING SHALL BE CLASS I -A WORKED BY GENERAL NOTES 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN E SLOPE 2% MAX 1/2"R SEE SITE PLAN 2.5 TYPE SPNW63E IF BE CLASS IV -A COMPACTED T095%STANDARD CONCRETE CURB El U TOWARD DRIVE TYP NON BITUMINOUS NON -WEAR COURSE BE CLASSkOPATED, THEN BEDDING SHALL BE CLASS -B THEN BEDDING SHALL PROCTOR. �Y PLAN N CJ E1 CJ CJ C1 CJ SLOPE 2%MAX 2 (TYP) COMPACTED TO 85% STANDARD PROCTOR, (SEE DRIVE SPECIFICATIONS FOR GRADATION) 7. ALL MATERIALS ARE CLASSIFIED IN SURFACE 1.5 2360 TYPE SPWEEA340E 2. MUNCHING SHALL BE WORKED AROUND THE PIPE ACCORDANCE WITH ASTM D 2321-89. D C 2"(TVPj �1/2"R ; BITUMINOUS WEAR COURSE BY HAND TO EUMI NATE VOI DS AN D SHALL 8ECLASS 8. ALL MATERIALS SHALL BE INSTALLED IN 5' A A o (TYP) I -A OR CLASS I-B OR CLASS It COMPACTED TO 85%PROCTOR. MAXIMUM 8" LOOSE UFTS IN ACCORDANCE WITH ASTM D 698. CUSS III AND IV -A TOP OF RAMP MIN' CONCRETE CURB PLAN VIEW 6 3500P51 1 ° MATERIALS SHALL BE COMPACTED NEAR SAWCUTOR PSI 4�� (TYP) Ty lr 3. INITIAL BACKFILL SHALL BE CLASS EA OPTIMUM MOISTURE CONTENT. USE BROOM FINISH ON SLOPING PORTION ROUNDED TOOLED JOINT C: SEE SITE PLAN CONCRETE ON E E CONCRETE P.C. CONC. ° 4. WORKED BY HAND, OR CLASS I-B OR CLASS 11 COMPACTED TO 85% STANDARD PROCTOR. 9. FILL SALVAGED FROM EXCAVATION SHALL BE of RAMP WHEN LOCATED IN THE CENTER OF CURB RETURN (TYP) D D=C SECTION SIDEWALK SECTION B-B 4. INITIAL BACKFILL NOT UNDER PAVED AREAS FREE OF DEBRIS, ORGANICS AND ROCKS LARGER THAN 3". T EIE=CXS RI WHEN BORDERING PAVEMENT CAN BE CLASS III COMPACTED TO 90% L NOTES:1.REQUIRED STANDARD PROCTOR. 1oSHORED, EWISED, �� 2%MAX 4' REINFORCEMENT WILL BE No.3 BARS 24" O.C. EACH WAY MAX. "THICKNESS JOINTALLTHOFER BRACED, OR OTHLL SHORED, SHEETED, BRACED, OR OTHERWISE SHEETED, SUPPORTED IN COMPLIANCE WITH OSHA 8.33% MAX. SPACING, OR 6 x 6 - W1.4 X W1.4 WWF. MAX.XTENDEXPANSION @ 25' O.C. AX. EXTEND JOINT FILLER FULL DEPTH OF 3138 CLASS S. FINAL BACKFILL SHALL BE CLASS I, 11, OR III COMPACTED AS NOTED IN NOTES 3. AND 4. REGULATIONS AND LOCAL ORDINANCES. (SEE 2. INSTALL 1/2" EXPANSION JOINT MATERIAL AT AREAS WERE PROPOSED SIDEWALK FIVE E BASE FIVE BASE AGGREGATE SPECIFICATIONS) SECTION A SIDEWALK ABUTTS EXISTING SIDEWALK, CURBS, AND OR STRUCTURE. .� � � : • � .�� . A � � �• '. . " ' ' EXISTING SUBGRADE -A (JOINT MATT. TO MEET ASTM D994 OR D1751) WHEELCHAIR RAMP IN SIDEWALK AT DRIVEWAY 3. ALL SIDEWALKS WITHIN CITY RIGHT-OF-WAY SHALL BE NON -REINFORCED. 4" AGGREGATE BASE COURSE COMPACTED TO 90% STD. 4 (TYP) HEAVY DUTY STORM SEWER CURB RETURN WITH SIDE CURB PROCTOR(TYP)EXTEND 5" FROM EACH SIDE OF WALK. ASPHALT PAVING TRENCH AND BEDDING OF OSB CONCRETE SIDEWALK SEC 1ONA-A N.T.S. NTS. N.T.S. n 0�v N Ts FINAL BACKFILL IITIAL ACKFILL CHING ,DING (MIN.), OCK CUTS WATER LINE & FORCE MAIN r� N T.S. UNDISTU EARTH O COMPAC FILL PIPE SPRIP LINE SANITARY SEWER r� N T.S. GENERAL NOTES 3. BEDDING SHALL BE CLASS I -A WORKED BY 6. FINAL BACKFILL NOT UNDER PAVED AREAS CAN HAND. IF GROUNDWATER IS ANTICIPATED, BE CUSS IV -A COMPACTED TO 95%STANDARD THEN BEDDING SHALL BE CLASS I-B PROCTOR. COMPACTED TO 85% STANDARD PROCTOR. (SEE SPECIFICATIONS FOR GRADATION) 7. ALL MATERIALS ARE CLASSIFIED IN ACCORDANCE WITH ASTM D 2321, LATEST EDITION. 2. MUNCHING SHALL BE WORKED AROUND THE PIPE BY HAND TO ELIMINATE VOIDS AND SHALL BE CLASS 8. ALL MATERIALS SHALL BE INSTALLED IN I -A OR CLASS I-B OR CUSS 11 COMPACTED TO MAXIMUM 8" LOOSE UFTS IN ACCORDANCE 85% PROCTOR. WITH ASTM D 698. CLASS III AND IV -A MATERIALS SHALL BE COMPACTED NEAR 3. INITIAL BACKFILL SHALL BE CLASS I -A OPTIMUM MOISTURE CONTENT. WORKED BY HAND, OR CLASS 1-8 OR CLASS 11 COMPACTED TO 85% STANDARD PROCTOR. 9. FILL SALVAGED FROM EXCAVATION SHALL BE FREE OF DEBRIS, ORGANICS AND ROCKS 4. INITIAL BACKFILL NOT UNDER PAVED AREAS URGER THAN 3". CAN BE CLASS III COMPACTED TO 90% STANDARD PROCTOR. 10. ALL TRENCH EXCAVATIONS SHALL BE SLOPED, SHORED, SHEETED, BRACED, OR OTHERWISE 5. FINAL BACKFILL SHALL BE CLASS I, II, OR SUPPORTED IN COMPLIANCE WITH OSHA III COMPACTED AS NOTED IN NOTES 3. AND REGULATIONS AND LOCAL ORDINANCES (SEE SPECIFICATIONS) SANITARY SEWER AND WATER LINE TRENCHING AND BEDDING NJ FINAL EACKHLI THREADED PVC CLEANOUT PLUG GRADE SURFACE AWAY ACKFILL JITIAL FROM CLEAN OU� 41TIAL THING )DING (MIN.), ADIUSTABLE HEAD I tOCK CUTS NOTE: SEE APPLICABLE DETAIL FOR BACKFILL AND BEDDING INSTRUCTIONS. b 12" - HEAVY DUTY COVER W/ LETTERS "CO." CAST 1" IN GRASSY AREA T74 0" INPAVED AREA MIN. 2500 P51 P.C. CONCRETE COLLAR II SIZE OF RISER PIPE PER LOCAL CODES 45'BEND I CRUSHED STONE PER LOCAL CODES i.0 O °° O o° o 0° I° ° 0 0 0° DIRECTION OF FLOW ° °-00 ° J o°ve 0° ° °•\ WYE PLAN FOR PIPE SIZE, TYPE, AND ELEVATION PLUG WYE IF SERVICE LATERAL DOES NOT CONTINUE SANITARY SEWER CLEAN -OUT N Ts. aoc ALL SIGNS SHOULD COMPLY WITH U.S. DEPARTMENT OF TRANSPORTATION, FEDERAL HIGHWAY ADMINISTRATION'S "MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES", LOCAL CODES AND AS SPECIFIED. MOUNT SIGNS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. MOUNT SIGN HERE "U CHANNEL POST (31bs./ft.) WHEN SIGN IS IN PAVED AREAS, USE 4" PIPE BOLLARD FILLED W/CONCRETE AND PAINTED TRAFFIC YELLOW SLOPETOP OF CONCRETE 3,500 : . CONCRETE PSI PC •t 4 L. SIGN BASE El THIS SIGN TYPICAL AT ALL ACCESSIBLE PARKING SPACES THIS SIGN TYPICAL AT ALL VAN ACCESSIBLE PARKING SPACES PENALTY SIGN WITH WORDING AS REQUIRED BY STATE OR LOCAL LAW "U"-CHANNEL -� POST (2-Ibs./IT) 6" PIPE BOLLARD PAINTED TRAFFIC YELLOW, FILLED W/OONCRETE. SLOPETOP OF CONCRETE RESERVED PARK NG ® R]-8 2"X9" NOTES: LOCATE AT EDGE OF PARKING SPACE UNLESS ACCOMPANIED BY "VAN" LETTERING. WHERE INDICATED "VAN" LETTERING SHALL BE WHITE 12" HIGH LETTERING CENTERED ON THE STALL. ALL STRIPING SHALL BE WHITE. THE INSIDE AREA OF THE SYMBOL SHALL BE BLUE. ACCESSIBLE PARKING SYMBOL 09U N.T s. 6" 4000 PSI P.C.C. CONCRETE WITH #4 BARS @ 18" O.C.E.W. 12' •. • A PC COLIC �8"MNDOT 3138 CLASS EXISTING SUBGRADE FIVE BASE AGGREGATE HEAVY DUTY CONCRETE PAVING O6� TUTS. 3UO72 11/30/17 ALC ALC PAT PAT GROUND/PAVwG CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW SURFACE y4 ° 3500 P.5.1. Engineering Associates, Inc. P.0 CONCRETE 4. ENGINEERS PLANNERS SURVEYORS law- 3" a LANDSCAPE ARCHITECTS ENVIRONMENTAL SCIENTISTS 4 °4 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 REVIEW SET Mendota Heights, MN55120 (651)452-1149 6" NOT FOR CONSTRUCTION PANERA BREAD ACCESSIBLE / VAN ACCESSIBLE 53V W. 1mh 87G>'EET PARKING_ SIGN mm NTs. REV DATE SHEET NO. DETAIL SHEET 1 11 REV-0 C9 0 2077 CEI ENGINEERING ASSOCIATES. fNC. WOVEN FILTER FABRIC MN/DOT CLASS 11 RIP -RAP J NOTE: RY3DO MIRAR FABRIC OR EQUAL RIP -RAP PAD D v T.S. Y2" BELOW FINISHED GRADE PAVEMENT OR GROUND LINE PRECAST SECTIONS W/WATER TIGHT GASKETS AT ALL JOINTS STEEL REINFORCED PLASTIC OR ALUMINUM STEPS DIMENSIONS MANHOLE TYPE B C D E F G P 48" 60" 72" 84" 96" 102" K511 6„ 7„ 8" 911 911 T 8" 811 8" 8" 10" 10" W 58" 72" 86" 100" 113" 119" H 27" 27" 27'p 27" 27'1 27„ TURRET1318 MCKAY M NE, S ITE 300 LAKE, MN AKI tx 3 (763) 434 2030 M-F &.00-4 30) �^"@p'��p'ATM TYPICALDETAIL VANW.ANOKASLVCD.ORG gi�CT PLAN VIEW U.S. PATENT NO.8,501,016 4' 1" CONCRETE APRON (DISTANCE FROM BACK OF CURB VARfB) CURB CUT APRON 1 GUTTFjtLINE -I L+---RAIN GUARDIAN TURRET--^ N-- RAM GUTAI IAN TURRET CONCRETE BASE (INCLUDED) -� CLASS V AGGREGATE SUBSOILS K CASTING: NEENAH R2501 SOLID LID 2-4 2"THICK ADJUSTING RINGS W/MORTAR JOINTS. APPLY 1/2" 7'- MORTAR ON OUTSIDE, STRIKE INSIDE CLEAN GROUT 16" BARREL SECTION sJ o e. USE REDUCTION SECTION FOR o MANHOLES 60" DIAMETER OR LARGER WHERE a DEPTH ALLOWS 4 ±re { e 6� �0 8" MIN. I STORM MANHOLE N.' 3 COMPONENT VIEW U.S. PATENT NO.8,501,016 GALVANIZED STEEL GRATE (2-PIECE) ANODIZED ALUMINUM AND FIBERGLASS FILTER ASSEMBLY MONOLITHIC CONCRETE RISER AND BASE - SPECIFICATIONS U.S. PATENT NO.8,501,016 MANUFACTURED BY'rCFeteX 1. STEEL REINFORCED, COLD JOINT SECURED MONOLITHIC CONCRETE STRUCTURE (1,030 LBS). 2. CONCRETE SHALL HAVE A M INIMUM COMPRESSIVE STRENGTH OF 4,000 PSI AT 28 DAYS. CONCRETE AIR ENTRAINED (4% TO 8% BY VOLUME). 3. MANUFACTURED AND DESIGNED TO ASTM CB58. 4. THREE-POINT PICK USING RECESSED LIFTING POCKETS WITH A STANDARD HOOK. 5. SOIL UNDER BASE TO BE COMPACTED TO 95% STANDARD PROCTOR. 6. TWO-PIECE LIGHT DUTY GALVANIZED GRATE (34.5 LBS/PIECE) FOR 541 LB CONCENTRATED LOAD OR 309 LB/SQ FT UNIFORM LOAD. 7. TWO-PIECE HEAVY DUTY GALVANIZED GRATE (77.5 LBS/PIECE) FOR 2,456 LB CONCENTRATED LOAD OR 1,404 LB/SQ FT UNIFORM LOAD. 8. USE EXPANSION )OINT MATERIAL BETWEEN TURRET AND BIORETENTION INLET NYLOPLAST DRAIN BASIN WITH DOME GRATE (1, 2) INTEGRATED DUCTILE IRON GRATE TO MATCH BASIN O.D. s 0 MINIMUM PIPE BURIAL DEPTH PER PIPE MANUFACTURER (3) VARIABLE INVERT HEIGHTS RECOMMENDATION AVAILABLE (ACCORDING TO (MIN. MANUFACTURING PLANS/TAKE OFF) RED. SAME AS MIN. SUMP) (4) VARIOUS TYPES OF INLET 8 OUTLET ADAPTERS AVAILABLE: 4'- 30' FOR CORRUGATED HOPE (ADS N-12/HANCOR DUAL WALL, ADSMANCOR SINGLE WALL), N-12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C900IC905, CORRUGATED 8 RIBBED PVC WATERTIGHTJOINT (CORRUGATED HOPE SHOWN) t - r-3P DOME GRATES SHALL BE DUCTILE IRON PER ASTM A5W GRADE 70-5005. 2 - 0' 010' DOME GRATES FEE ONTO THE DRAIN BASINS PATH THE USE OFAPVCBODYTOP. SEE DRAWING NO 7001.11"0. 3 - GRAN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASNSOVER W DUE TO SHIPPING RESTRICTIONS. SEE DRAWINGNO.7001-110-065. 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM DN12 FOR CORRUGATED HOPE (ADS N721HANCOR DUAL WALL), N-12 HP, 8 PVC SEWER (4"-24'). 5 - ADAPTERS CAN BE MOUNTED ON ANY ANGLE V TO 360'. TO DETERMINE MINIMUM ANGLE BETWEEN ADAPTERS SEE DRAWING NO,7001-110-012, 5 - 8' - 3X DOME GRATES HAVE NO LOAD RATING. (5) ADAPTER ANGLES VARIABLE 0° - 360' ACCORDING TO PLANS 4'MINON8'-24' W MIN ON 30' (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS IT MIN. ON 8' - 24', 10" MIN. ON 30' BASED ON MANUFACTURING RED.) THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS 1 8"- 30" OR GLASS II MATERIAL AS DEFINED IN ASTM D2321. BEDDING 8 BACKFILL FOR SURFACE DRAINAGE INLETS SHALL BE PLACED 8 COMPACTED UNIFORMLY IN ACCORDANCE WITH ASTM D2321. DRAIN BASIN NTS. i PINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN BY SC MATERIAL 3130 WRONA AVE OPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT SUFORD, GA 30518 POSSESSION OF THIS PRINT DOES NOT CONFER JISFER, OR LICENSE THE USE OF THE DESIGN OR DATE 03E25-10 Nylo last PHN(770)932-2443 FAX(770)932-2490 :HNICAL INFORMATION SHOWN HEREIN REVISEDBY CCA PROJECT NOAAME w .nyloplast-usct PRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE ITAIN ED HEREIN, OR MANUFACTURE OF ANY DATE 0405-13 DRAIN BASIN WITH DOME GRATE 'ICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL ORBIDDEN,�fryCEM BY SPECIFIC WRITTEN N DWG SIZE A SCALE 1:9 SHEET IOF1 DWG NO. 7001-110.397 REV C TYPICAL INSTALLATION CONFIGURATION DETAIL 4 .. 1' PVC ANTISIPHON ER ABLE WATERTIGHT A.. ANTI -SIPHON DEVICE S PORT, 6' OPENING .',A , SNOUT OIL-DEBRISHOOD OIL AND DEBRIS OUTLET MOUTLETPIPE(HIDDEN) PIPE SEE OTE' PIPE (HIDDEN) ., LBOTTOM TLE ON • FRONT VIEW SIDE VIEW A -.,y�, - . SNOUT OIL -WATER -DEBRIS SEPARATOR a DIAM. 'NOTE- SUMP DEPTH OF 36' MIN. FOR < OR=12' OUTLET. FOR OUTLETS >ORT6', DEPTH=2.5-3X DIAM. INSTALLATION DETAIL NOTES: 1. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE AS MANUFACTURED BY: BEST MANAGEMENT PRODUCTS, INC. 53 MT. ARCHER RD. LYME, CT 06371 (860) 434-0277, (860) 434-3195 FAX TOLL FREE: (800) 504-8008 OR (888) 354-7585 WEB SITE: www.bmpinc.wm OR PRE -APPROVED EQUAL 2. ALL HOODS SHALL BE CONSTRUCTED OF A GLASS REINFORCED RESIN COMPOSITE WITH ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0.125' LAMINATE THICKNESS. 3. ALL HOODS SHALL BE EQUIPPED WITH A WATERTIGHT ACCESS PORT, A MOUNTING FLANGE, AND AN ANTI -SIPHON VENT AS DRAWN. (SEE CONFIGURATION DETAIL) 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS PER MANUFACTURER'S RECOMMENDATION. 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A DISTANCE EQUAL TO 112 THE OUTLET PIPE DIAMETER WITH A MINIMUM DISTANCE OF 6' FOR PIPES <12' I.D. 6. THE ANTI -SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3' AND A MAXIMUM OF 24" ACCORDING TO STRUCTURE CONFIGURATION. 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED SMOOTH AND FREE OF LOOSE MATERIAL. 8. THE HOOD SHALL BE SECURELY ATTACHED TO STRUCTURE WALL WITH 3/8' STAINLESS STEEL BOLTS AND OIL -RESISTANT GASKET AS SUPPLIED BY MANUFACTURER. (SEE INSTALLATION DETAIL) 9. INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INSTALLATION KIT. INSTALLATION KIT SHALL INCLUDE: A. INSTALLATION INSTRUCTIONS B. PVC ANTI -SIPHON VENT PIPE AND ADAPTER C. OIL -RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING D. 3/8' STAINLESS STEEL BOLTS E. ANCHOR SHIELDS US Patent # 6126817 DETAIL B FOAM GASKET W/ PSA BACKIGN (TRIM TO LENGTH) MOUNTI ANCHOR W/BOLT FLANGE (SEE DETAIL A) INSTALLATION NOTE: D Jim I POSITION HOOD SUCH THAT T BOTTOM FLANGE IS A 12 O DISTANCE OF 12 OUTLET PIPE DIAMETER (MIN.) BELOW THE PIPE INVERT. GASKET MINUMUM DISTANCE FOR COMPRESSED PIPES< 12' I.D. IS 6'. BETWEEN HOOD v AND STRUCTURE DETAILA (SEE DETAIL B) F�\��Jy��J, DRILLED \ SHIELDR HOLE SHIELD STAINLESS BOLT EXPANSION CONE (NARROW END OUT) HOOD SPECIFICATION FOR CATCH BASINS AND WATER QUALITY STRUCTURES DESCRIPTION DATE SCALE OIL -DEBRIS HOOD 09/08/001 NONE SPECIFICATION AND INSTALLATION DRAWING NUMBER (TYPICAL) SP-SN 3:1 MAX SLOPE 18" WORETENTION SOIL MIX D (AS DESCRIBED) INV 943.85 '. V'V 944.G9 6" PERFORATED DRAIN FILE WITH CIRCULAR KNIT FABRIC PIPE SOCK SEE LANDSCAPE PLAN FOR PLANTING ATTHE SURFACE OF BASIN AND UP SIDES TO 947.50 SCARIFY SUBSOILS IS" DEEP TO REMOVE COMPACTION (SEE MINNESOTA STORMWATER MANUAL FOR SUBGRADE PREPARATION NOTE: 1. NO EQUIPMENT SHALL BE ALLOWED ON THE BOTTOM OF THE BIOFILTRATION BASIN AFTER THE BOTTOM 15 SCARIFIED RIORETENTION SOIL MIX D SOIL SHALL BE A MIXTURE OF COARSE SAND, COMPOST AND TOPSOIL IN PROPORTIONS WHICH MEETTHE FOLLOWING: SILT PLUS CLAY (COMBINED): 25 TO 40 PERCENT, BY DRY WEIGHT TOTAL SAND: 60 TO 75 PERCENT, BY DRY WEIGHT - TOTAL COARSE AND MEDIUM SAND: MINIMUM OF 55 PERCENT OF TOTAL SAND, BY DRY WEIGHT FINE GRAVEL LESS THAN 5 MI W METERS: UP TO 12 PERCENT BY DRY WEIGHT (CALCULATED SEPARATELY FROM SAND/SILT/ CLAY TOTAL- - ORGANIC MATTER CONTENT: 2 TO PERCENT, PERCENT LOSS ON IGNITION BY DRY WEIGHT; MNDOT GRADE 2 COMPOST (SEE SPECIFICATION 389C, PAGE 695) IS RECOMMENDED. - SATURATED HYDRAUUC CONDUCTIVITY: ITO 4 INCHES PER HOUR ASTM F1815. NOTE THAT ALTHOUGH THIS INFILTRATION RATE 15 GENERALLY APPLICABLE AT 85 PERCENT COMPACTION, STANDARD PROCTOR ASTM D968, THIS IS AN INFILTRATION RATE STANDARD AND NOT A COMPACTION STANDARD. THEREFORE, THIS INFILTRATION RATE MAYBE MET AT LOWER LEVELS OF COMPACTION. SUGGESTED MIX RATIO RANGES, BY VOLUME, ARE COARSE SAND: 50 TO 65 PERCENT TOPSOIL: 25 TO 35 PERCENT 1. COMPOST (ASSUMING MNDOT GRADE 2COMPOST IS BEING USED): 30 TO 15 PERCENT. NOTE THIS YIELDS AN ORGANIC MATTER CONTENT OF APPROXIMATELY 2TO 5 PERCENT. BIORETENTION BASIN WITH UNDERDRAIN l 947 3:1 MAX SLOPE 12" BIORETENTION SOIL MIX D (AS DESCRIBED) INV 946.00 NV 946.24 6' PERFORATED IE WITH CIRCULAR KNITFABRICBRIC PIPE SOCK SEE LANDSCAPE PLAN FOR PLANTING ATTHE SURFACE OF SASIN AND UPSIDES SCARIFY SUBSOILS 19" DEEP TO REMOVE COMPACTION (SEE MINNESOTA STORMWATER MANUAL FOR SUBGRADE PREPARATION NOTE: 1. NO EQUIPMENT SHALL BE ALLOWED ON THE BOTTOM OF THE BIOFILTRATION BASIN AFTER THE BOTTOM IS SCARIFIED BIORETENT10N SOIL MIX D SOIL SHALL BE A MIXTURE OF COARSE SAND, COMPOST AND TOPSOIL IN PROPORTIONS WHICH MEET THE FOLLOWING: SILT PLUS CLAY (COMBINED): 25 TO 40 PERCENT, BY DRY WEIGHT TOTAL SAND: 60 TO 75 PERCENT BY DRY WEIGHT H - TOTAL COARSE AND MEDIUM SAND: MINIMUM OF 55 PER CENT OF TOTAL SAND BY DRY W EIGHT - FINE GRAVEL LESS THAN SMIWMETERS: UP TO 2P PER CENT E ENT BY DRY WEIGHT (CALCULATED SEPARATELY FROM SAND/SILT/ CLAY TOTAL) - ORGANIC MATTER CONTENT: 2 TO S PERCENT, PERCENT LOSS ON IGNITION BY DRY WEIGHT; MN DOT GRADE 2 COMPOST (SEE SPECIFICATION 3890, PAGE 685) IS RECOMMENDED. - SATURATED HYDRAUUCCONDUCTIVITY: 1 TO 4 INCHES PER HOUR ASTM F1815. NOTE THAT ALTHOUGH THIS I NRLTRATION RATE IS GENERALLY APPLICABLE AT 85 PERCENT COMPACTION, STANDARD PROCTOR ASTM D968, THIS IS AN INFILTRATION RATE STANDARD AND NOT A COMPACTION STANDARD, THEREFORE, THIS INFILTRATION RATE MAY BE MET AT LOWER LEVELS OF COMPACTION. SUGGESTED MIX RATIO RANGES, BY VOLUME, ARE COARSE SAND: 50 TO 65 PERCENT TOPSOIL: 25 TO 35 PERCENT 1. COMPOST (ASSUMING MNDOT GRADE 2COMPOST IS BEING USED): 10 TO 15 PERCENT. NOTE THIS YIELDS AN ORGANIC MATTER CONTENT OF APPROXIMATELY 2 TO 5 PERCENT. BIORETENTION BASIN WITH UNDERDRAIN N T.S. 300/Z "130117 ALC ALC PAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW low:Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCH17EC7S - ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 REVIEW SET Mendota Heights, MN 55120 (651)452-1149 NOT FOR CONSTRUCTION PANERA BREAD 63V W 1Nh 3r§W EF REV DATE I SHEET NO. DETAIL SHEET 2 11130117 REV-0 C10 a a 11 swP-ci "Big Red" Curb Inlet Protector B ASP Enterprises and Storm Water Products A.S.P. ENTERPRISES. INC. y 'Y Your GeoSource Distributor Temporary and Reusable Solutions for Sediment Control • Reusable Curb Inlet Protection • Environmentally Friendly • Drops out sediment by dissipating the water energy "Big Red" Filter Advantages: • Easy to Install • Versatile for a variety of curb inlets • Reusable and Extremely easy to clean • Made from 90% Inert Recycled Materials The SWP-CI "Big Red" Filter is a REUSABLE inlet protector that ,t'- + keeps out sediment throughout the entire construction project. There are no pockets to fill, no velcro bags, no assembly etc. Simply place in front of the inlet, make sure it lays in the contour, and you are DONE! a Simple in.stalladon also translates into simple removal, cleanup and re j -use at the next project or phase. Maintenance is ■ simple as well by lifting the unit from the inlet, shaking the mud off of it, removing the sedi- ment on the concrete, and placing the unit back. If it is severely filled with sediment, wash it out in a vegetated area and it is as good as new. All of these features and benefits combine to make the SWP-Cl "Big Red" curb inlet protec- tor the perfect choice for all curb inlet applica- tions. It comes in 54" long for single curb inlets and 104" lengths for double curb inlet.%. • High Flow Rate • Made of Durable High -Strength • Fully Reusable • Made of Recycled Materials 5 FT. MIN. LENGTH STEEL POST AT 6 FT. MAX. SPACING PLASTIC ZIP TIES GEQTEXTILE FABRIC (50 LB. TENSILE) E36WIDE LOCATED IN TOP 8" TIRE COMPACTION ZONE z FLOW FLO w z� m ow MACHINE SLICE NN 8' — 12" DEPTH SILT FENCE, MACHINE SLICED 1 2 5 FT. MIN. LENGTH STEEL POST AT 6 FT. MAX. SPACING GEOTEXTILE FABRIC PLASTIC P TIES 76" WIDE ZI (50 LB. TENSILE) FABRIC ANCHORAGE LOCATED IN TOP 8" TRENCH.BACKFILL WITH TAIUPPn F FLOW r Owfi"MIN. ow N SILT FENCE, HEAVY DUTY(Do 2 5 FT. MIN. LENGTH STEEL POST GEOTEXTILE FABRIC AT 6 FT. MAX. SPACING 36" WIDE STAPLES FABRIC ANCHORAGE TRENCH. BACKFILL EWITH TAMPED NATURAL SOIL O Z FLOW 0- LU + + 0 -� z VNID ILT FENCE TO BE PLACED m 6NTUR. SEE SLOPE/GRADE w IN. LENGTH CRITERIA BELOW SILT FENCE, PREASSEMBLED 1 2 VARIA,B� SLP SLOPE GRADE MAX LENGTH LESS THAN 2% 100 FEET 2 - 5, % 75 FEET 5 -10% 50 FEET NOTES: 10 - 20 % 25 FEET SILT FENCE PER MNDOT SPECS, SOURCE 2005 GREATER THAN 20% 15 FEET SEE SPECS. 2573 & 3886. LOCATION OF SILT FENCE 10 To Protect Area From Sheet Flow FOR SEDIMENT CONTROL Maximum Contributing Area: I Acre SLOPE BLIE v1. 6AOFSIRABLE '6 Dl _ SILT FENCE NEAR TOE OF SLOPE OUTSIDE OF CONSTRUCTION LIMITS LOCATION OF SILT FENCE FOR PEREMITER CONTROL my of SILT 0 FENCE REVISED: 3-12 ENGINEERING DEPARTMENT Port N0: 5300 FILE NAME-G:\ENG\SPECS 5300 swP-ci "Big Re Curb Inlet Protector By ASP Enterprises and Storm Water Products A.S.P. ENTERPRISES. INC. Your Geo Source Distributor Specifications: 1. Infill Material: shredded recycled rubber tires 2. Weight: approx. 10 lbs per linear foot 3. Diameter: approx. 8" Geotextile fabric made of durable high flow fabric with the following prop- erties: Property Test Method Units Typical Value Weight ASTM D5261 oz(sq. yd 9.3 Grab Tensile Strength ASTM D4632 lb warp 250 rill 290 Tear Strength ASTM D4533 lb warp 60 (Trapezoid) fill 50 Burst ASTM D3786 psi 440 (Efforts were made to determine flow rate -the fabric exceeded all capacities of the testing equipment) ASP L•'nterpriaesand Sloan Water Products assumes no liability forthe accuracy or completeness of this infbmtation or for the ullimate use by the purchascr. ASP and SWP disclaims any and all express, implied, or statutory standards- warrarltics or guarantees. including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising fmm a coume of dealing or usage of trade as to any equipment. materials or intarmation furnished herewith. This document should not be construed as engineering.. advice, 1"-2" CLEAN CRUSHED ROCK I 6"MIN.DEPTH FOR ROCK,• �• a 1C)"MIN.DEPTH FOR O � 18" MINIMUM CUT OFF BERM TO MINIMIZE RUNOFF FROM SITE FILTER FABRIC w M\MGM 20 NOTE: FILTER FABRIC SHALL BE PLACED UNDER ROCK TO STOP MUD MIGRATION THROUGH ROCK. (afar ROCK CONSTRUCTION sL ENTRANCE REVISED: 1-10 ENGINEERING DEPARTMENT TE No.: 5301 FlLE NAME:G:\ENG\SPECS\5301 PU a CURB OPENING STORM GRATE REINFORCED CORNERS CURB I I FILTER I I I � I I T I I -*—]I Optional outflow ports � I I I I TEMPORARY DANDY BAG INLET PROTECTION NTI DUMPING STRAPS SEDIMENT TRAP MANUFACTURED BY WIMCO,LLC.SHAKOPEE, MN., ESS BROS., CORCORAN, MN. OR EQUAL SPECIFICATIONS AND STANDARDS DESIGN LOADS AISC b�OF STEEL CON�C�ONS�EL CON�CPON 9TH EDITION. ALLOWABLE AXLE WEIGHT LOAD N/A AWS EflUCTURAL WO DIN OD - cT EI 31.1-94. SAFETY FACTOR N/A 29 CM 1926 - DRHA S6FFTY AND HEATH STANDARDS WATER FLOW RATE (THROUGH TYPE FF nLTER) 0.707 CFS 0 3" HEAD MAXIMUM OVERFLOW RATE 5.94 CFS 0 15' HEAD MODEL#CG23 DEFLECTOR PLATE OVERFLOW I — CENTER OF FILTER ASSEMBLY OVERFLOW 2 — TOP OF CURB BOX 10" RLTER ASSEMBLY CURB e. CG-23 HIGH —FLOW HIGH —FLOW FABRIC NOTES: 1. CLEAN FILTER MEDIA AFTER EACH RAIN EVENT AND REPLACE IF FILTER IS CLOGGED WITH SEDIMENT. 2. REMOVE DEBRIS/SEDIMENT FROM RECEPTACLE AFTER EACH RAIN EVENT. � QTIOF� CATCH BASIN a 1►�llmlllbll SEDIMENT TRAP REVISED` 1-10 ENGINEERING DEPARTMENT PLATE NO.: 5302A FILE NAME:G: ENG SPECS 5302A THREE WIRE TIES OR OTHER FASTENERS (SEE NOTE 1) WOVEN WIRE FENCE WITH THREE TIES SPACED AT 30" ON CENTER (SEE NOTE 1) OF SILT FENCE MATERIAL TO ADJACENT STAKES WITH THREE WIRE TIES OR OTHER FASTENERS 1. ATTACH THE WOVEN WIRE FENCE TO EACH POST AND THE GEOTEXTRE TO THE WOVEN WIRE FENCE (SPACED EVERY 30.) WITH THREE WIRE TIES OR OTHER FASTENERS, ALL SPACED WITHIN THE TOP a" OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1" VERTICALLY APART. 2. WHEN TWO SECTIONS OF SILT FENCE MATERIAL ADJOIN EACH OTHER, THEY SHALL BE OVERLAPPED ACROSS TWO POSTS. 3. MAINTENANCE SHALL BE PERFORMED AS NOTED IN THE SWPPP. DEPTH OF ACCUMULATED SEDIMENTS MAY NOT EXCEED ONE-HALF THE HEIGHT OF THE FABRIC. MAINTENANCE CLEANOUT MUST BE CONDUCTED REGULARLY TO PREVENT ACCUMULATED SEDIMENTS FROM REACHING ONE-HALF THE HEIGHT OF THE SIFT FENCE MATERIAL BEING ABOVE GRADE. 4. ALL SILT FENCE INLETS SHALL INCLUDE WIRE SUPPORT. POSTS: 2 x 4 WOODEN STAKE SILT FENCE FENCE: WOVEN WI RE, 141/2 Ga, 6" MAX. ME5H OPENING INLET PRTECTION FABRIC: IN ACCORDANCE WITH ASTM D 6461, LATEST EDITION eoF N Ts. HYDRANTS SHALL BE CLOW MEDALLION OR WATEROUS WB-67-250 ALL HYDRANTS MUST BE APPROVED BY CITY THE HYDRANT MARKER SHALL BE A SPRING MOUNTED FIBERGLASS ROD 5' IN OVERALL LENGTH, FOR SIDE INSTALL MAGNETIZED MOUNT APPLICATION, USING RED Sc WHITE REFLECTIVE TRACER BOX (SNAKE TAPE WRAPPING OVER THE FULL LENGTH OF THE PIT) AS NEEDED PER ROD. DETAILS EXISTING OR FUTURE- 5550,5501,5502 CURB OR GUTTER LINE HYDRANT VALVE BOX STREET 24" MIN. 2.0% 1 1/2" 3' R 2' HYDRANT SHOE AND BARREL SHALL BE ¢ AS REQUIRED PLASTIC WRAPPED TYPICAL PER SECTION 2.03a. in z n 1 CUBIC YARD OF J GATE VALVE `- TEE 1 1/2" CLEAR ROCK W TH ADAPTER AND 2 LAYERS OF POLYETHYLENE (4 MIL.) 8"X18"X5" SOLID CONCRETE BLOCK NOTES: 1. ALL HYDRANTS SHALL HAVE WEEP HOLES. 2. MINIMUM 7.5' COVER OVER MAIN. 3. ALL PAINTED SURFACES SHALL BE SUBJECT TO TWO YEAR WARRENTY PERIOD AS NOTED IN SECTION 2.09 OF THE WATERMAIN SPECIFICATIONS. 4. HYDRANT INSTALLATION SHALL INCLUDE A HYDRANT MARKER. 5. ALL JOINTS SHALL BE RESTRAINED VIA MEGA -LUGS MECHANICAL JOINT RESTRAINT. 6. ALL HYDRANT TO BE PLUMB TO VERTICAL AXIS, MAXIMUM ALLOWABLE TO BE 1/2" PER FOOT OF HYDRANT. 7. HYDRANT TO BE SECURELY COVERED WITH PLASTIC WRAP OR BAG TO INDICATE THAT IT IS OUT OF SERVICE. t�111 OF TYPICAL S� HYDRANT fie INSTALLATION REVISED: 3-14 PLATE NO.: ENGINEERING DEPARTMENT 1004 FILE NAME: G: ENG SPECS 1004 30072 11/30"7 ALC ALPAT PAT CEI PROJECT NO. INITIAL DATE DPOR PM DES DRW Engineering Associates, Inc. ENGINEERS PLANNERS SURVEYORS LANDSCAPE ARCHITECTS • ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Ph: (651) 452-8960 REVIEWSET Mendota Heights, MN55120 (651)452-1149 NOT FOR CONSTRUCTION PANERA BREAD 531 W. 771%h STREET CHAKHAZZEN mm REV DATE I SHEET NO. DETAIL SHEET 3 11130117 REV-0 C1 Standard Electric Luminaire Schedule Manufacturer Lithonia Lighting Description DSX1 LED 30C 1000 40K T5W MVOLT Total Lumens 23622 Total Wattage 210 LLF 0.920 BUG Rating B4-U2-G2 Mounting Heigh 25' Symbol Oty Label Arrangement -� 1 S1 2 @ 180 DEG (B 6 S2 SINGLE Lithonia Lighting DSX1 LED 30C 1000 40K T3M MVOLT MA 10201 104.66 0.920 B2-U3-G2 25' 3 EXT2-LED SINGLE Lithonia Lighting KAXW LED P3 40K R3 MVOLT 9446 79 0.880 B2-U2-G2 25' 15 EXT13 SINGLE Amerlux, LLC ACCS-27K-60 548 9 0.880 N.A. 10' 5 EXT14 SINGLE Green Creative Itd 49063OZ 889 8.8 0.720 13O-U3-G1 6' 0.1 0.1 0.2 0.2 0.3 0.3 0.4 0.3 0.3 0.4 0.3 0.3 0.4 0.5 0.6 0.6 0.7 0.7 10.2 Calculation Summary Label Drive Thru Panera Site Trash Enclosure 0.1 0.1 0.2 0.3 0.3 0.3 0.4 0.5 0.5 0.5 0.6 0.5 0.5 0.5 0.7 0.9 1.1 1.5 1.2 0.8 0.5 0. 0.2 \ 0.�0.1 0.0 0.1 0.2 0.3 0.3 0.4 0.4 0.5 0.5 0.7 0.7 0.6 0.6 0.7 0.7 0.9 1.3 2.0 4. .9 2.7 0.8 0.4 0.2 .1 V 0.1 0.0 ° T„ E D 0.1 0.4 0.6 0.6 0.7 0.8 1.0 1.6 1.5 1.6 1.8 1.3 1.1 1.1 2 1.5 6 1 Y 6.6 1.3 0.5 0 3 0. 0.1 0. .,.. ,.., 0.2 68 1.0 1.1 1.2 1.4 1.7 2.1 2.2 2.1 1.7 1.5 1.6 1.7 2.2 6.6 ..9�.y 546.... 7 0.9 0.7 0.5 0.3 0� 0.3 0.9 1.2 1. 1.3 1.3 1.5 1.7 1.9 1.9 2. 0 1.9 1.7 1. 8 1.9 2. 1 2.5 :°1'' T'. 7' 'i . 1. 1 0.8 \ 0. 6 .4 ,3 I G 0.4 1.0 1.2 1.3 1.5 1.6 1.6 1.6 1.5 1.6 1.7 1.9 1.9 2.0 2.0 2.0 1.9 1.8' 1.7 1.5 1.3 1.1 9 0. 0.4\\ 0.3 0.2 2 1.4 1.7 1.5 1.5 1. 1.7 1.6 9 1.7 1.6 1118 1.8 1.7 1116 1.7 1.7 7 2tXT13 T2-LED 12.5 2 0 2.1 2.1 1.3 1.3 1.6 1.7 2 'EX XT13 0 1.8 1.7 1.6 1.4 0 .7�k 1.7�j 1.6 1.5 1.8 1.7 1.7 1.5 1.0 \ 0.5 2 \ 0 . 7 0 4 0.3 4 11\\B 1\. 0 0.5 \\\ 0.4 1.6/1.7 1.7 1.6 --1.4 1.3 \1 1.5 1.5 1.6 1.6 1.5 1.4 \\1 1.5 \\ 1 A 1 1.2 1.2 1.3 1.5 1.4 1.5 4 0.4 4 \ 1.3 0 1.5 0.7 \\\ 0.5 CalcType Illuminance Illuminance Illuminance Avg Max Min Avg/Min Max/Min Units 19.59 23.8 15.9 1.23 1.50 Fc 1.46 23.5 0.0 N.A. N.A. Fc 7.50 20.2 1.2 6.25 16.83 Fc C 0 o. C 0 - m <m or o - w .a cE �'�a�mSui v o 5m�ii"mW w8 'm v�E3=d =v m= m " a o Q n y p a vmz mtt WyG a� aa;a " vdsm "�SgY"c c 2n`a I47 dE=�°�BP o- EO UCCi'OPCO 9m _3d ��s�m�edma mEE 00 M Z d d L m (� N U N d i = 10 `aU (Q t C 0 N ik 0 0 1 Q tj O (B N a a c 0 p Ch 6 _ U N X N d' X U) Q M00 CO c _ O O �p Cu N c T ; U E c U U c W n u m E m LU ° � E o �' ig cv c Qc q Z 3c N� akery-Cafe: 2 EL 00 0 of N m n O N 0 r> 6 I View from HvVee 3D View 1 2' 3D View 2 #6038 eject Team: z z z W ' Z O QQ J r J d J � _ Q Q O OC U 0 y � w w p•z 00 J w -qq� 0 F z U U w Dfessional Seal: Project Title: 00 T M co O LO C- V� U) ~ i Cz � 1� CM mLo U onsultant Copyright Placeholder No. Description Date 1 Owner Comments 11/2/17 XTERIOR )ERSPECTIVE MEWS ,eject Number: Sheet Number: 70317 sawn By: A300 RCV, MH sue Date: 9.27.17 PM: DM: CPM: RIAN B. DAN C. KEVIN C. Bakery -Cafe: 1 2 3' 4 5 6 7 8 6 / BXt 3.02 3.02; 3.02 3.01 T.O. PARAPET PX1 18'-63/81, EQ 3.33 PX1 16' - 8" 3.10 PX1 3.10 PX1 ®y ® ®le ® D MM D �� o EQ W Q M EQ F2 FIRST p„ 1 EAST ELEVATION 1/4" = 1'-0" <BX1'> t F f D.5 D f T.O. PARAPET 21'-0" f x z I � 0.31 flFI ST FLOOR KEYED NOTES 0.30 PATIO RAILING BY PANERA, COLOR: CHARCOAL REFER TO 23/A014, BY TENANT 0.31 PATIO SIDEWALK LIGHTS BY PANERA. REFER TO TENANT REFLECTED CEILING PLAN FOR FURTHER INFORMATION. - 3.01 INTERNALLY ILLUMINATED LED CHANNEL LETTERS. SIGN PROVIDED AND „ \ INSTALLED BY SIGN VENDOR UNDER SEPARATE PERMIT; G.C. TO PROVIDE BLOCKING IN WALL FOR SIGN AND PROVIDE ACCESS PANEL ON ' BACKSIDE OF PARAPET FOR ACCESS AS REQUIRED. (UNDER SEPARATE - SIGNAGE PERMIT) 3.02 PRE -FINISHED METAL COPING I FINISH: DARK BRONZE 3.03 WALL MOUNTED LIGHT FIXTURE. FIXTURES SHALL BE PROVIDED AND INSTALLED BY GC. GC TO PROVIDE POWER AS REQUIRED. REFER TO REFLECTED CEILING PLAN FOR ADDITIONAL INFORMATION. 3.04 MAIN ENTRANCE/EXIT I REFER TO A601 AND A611 FOR ADDITIONAL INFORMATION. 3.05 SECONDARY ENTRANCE/EXIT I REFER TO A601 AND A611 FOR ADDITIONAL INFORMATION. PARAPET 3.08 ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLAZING. COLR: 21' - DARK BRONZE REFER TO SHEET A611 FOR FURTHER INFORMATION. 3.09 BREAK METAL AS REQUIRED. FINISH TO MATCH ADJACENT STOREFRONT SYSTEM. 3.10 CONTROL JOINT(S) WHERE INDICATED I PROVIDE SEALANT TO MATCH ADJACENT WALL MATERIAL. 3.12 PRE -MANUFACTURED FABRIC AWNING PROVIDED AND INSTALLED BY SIGN VENDOR UNDER SEPARATE PERMIT. GC SHALL PROVIDE APPROPRIATE BLOCKING AS REQUIRED BY SIGN VENDOR. REFER TO SHOP DRAWINGS FOR ADDITIONAL INFORMATION. 3.13 SECURITY CAMERA INSTALLED BY TENANT I COORDINATE ROUGH -IN LOCATIONS) AND HEIGHTS WITH PANERA CONSTRUCTION MANAGER PRIOR TO INSTALLATION. G.0 TO RUN CONDUIT & J-BOX. 3.14 4" DIA. CONCRETE BOLLARD I FINISH: PAINT CHARCOAL I REFER TO SHEET A014 FOR FURTHER INFORMATION 3.15 6" DIA. CONCRETE BOLLARD I FINISH: PAINT P107 1 REFER TO SHEET A014 FOR FURTHER INFORMATION 3.19 HOSE BIBB I RECESSED STAINLESS STEEL BOX. REFER TO PLUMBING DRAWINGS FOR LOCATION AND ADDITIONAL INFORMATION. INSTALLED BY TENANT. 3.21 BUILDING ADDRESS SIGN I VERIFY SIZE, LOCATION, AND STYLE WITH LOCAL FIRE DEPARTMENT 3.26 STANDING SEAM METAL ROOFING, 12" SPACING. I COLOR: DARK BRONZE 3.33 INTERNALLY ILLUMINATED LED'DRIVE THRU' SIGN BY TENANT. COLOR: BLACK CHANNEL WITH REVERSE (HALO) ILLUMINATION AND WHITE LETTERS. ALL SIGNAGE UNDER SEPARATE PERMIKT. G.C. SHALL PROVIDE BLOCKING IN WALL FOR SIGN AND PROVIDE ACCESS PANEL ON BACKSIDE OF PARAPET FOR ACCESS AS REQUIED. BX1 BRICK MASONRY SYSTEM VENEER TO BE PAINTED, MODULAR SIZE MFR: ENDURAMAX, CLAY BRICK I COLOR: #AF-155 WEINMARANER ZST FLOOR — -- F2 ----- FABRIC AWNING I OPEN ENDED SLAB I COLOR: SUNBRELLA- ASPEN, (3' PROJECTION / 4' HEIGHT AT TYPICAL & 4' PROJECTION @ DRIVE THRU) G1 ALUMINUM STOREFRONT 1 2" x 4 1/2" PROFILE I THERMAL BREAK COLOR: DARK BRONZE 1 1" CLEAR INSULATED GLAZING: PPG SOLARBAN 70XL (OR APPROVED EQUAL) I REFER TO SHEET A611 FOR ADDITIONAL INFORMATION PX1 EIFS SYSTEM I TEXTURE: TO MATCH DRYVIT LIMESTONE FINISH COLOR: BENJAMIN MOORE #955 BERBER WHITE #6038 Project Team: Z Q U Z L N Z L Z A Q Q _ J � Q < 0 [] N \ Z O N w ate? oZ 0�� Z Ili U w N u Processional Seal: Project Title: T M co O LO Cfl CD � � Z �� V C_ U) w i U) CZ a - m Cc T- q �am�Uw Consultant Copyright Placeholder No. Description Date 1 Owner Comments 11/2/17 EXTERIOR ELEVATIONS Project Number: 170317 Drawn By: ----- CAO MH Issue Date: 09.27.17 Sheet Number: A301 DPM: DM: CPM: BRIAN B. DAN C. KEVIN C. Bakery -Cafe: 1 SOUTH ELEVATION 1/4.. = 1'-0.. �T.O. R 21'-0' i 4, 11 ��r��_ FIRST it o„ AIt B.5 C D D.5 E F G 8 7 6 5 4 3 2 1 GENERAL NOTES: A. ALL GLAZING TO BE G1 UNLESS NOTED OTHERWISE. FOR STOREFRONT / WINDOW ELEVATIONS SEE SHEET A611. KEYED NOTES 0.30 PATIO RAILING BY PANERA, COLOR: CHARCOAL REFER TO 23/A014, BY TENANT 0.31 PATIO SIDEWALK LIGHTS BY PANERA. REFER TO TENANT REFLECTED CEILING PLAN FOR FURTHER INFORMATION. 3.01 INTERNALLY ILLUMINATED LED CHANNEL LETTERS. SIGN PROVIDED AND INSTALLED BY SIGN VENDOR UNDER SEPARATE PERMIT; G.C. TO PROVIDE BLOCKING IN WALL FOR SIGN AND PROVIDE ACCESS PANEL ON BACKSIDE OF PARAPET FOR ACCESS AS REQUIRED. (UNDER SEPARATE SIGNAGE PERMIT) 3.02 PRE -FINISHED METAL COPING I FINISH: DARK BRONZE 3.03 WALL MOUNTED LIGHT FIXTURE. FIXTURES SHALL BE PROVIDED AND INSTALLED BY GC. GC TO PROVIDE POWER AS REQUIRED. REFER TO REFLECTED CEILING PLAN FOR ADDITIONAL INFORMATION. 3.06 HOLLOW METAL SERVICE DOOR. REFER TO A601 FOR ADDITIONAL INFORMATION. I PAINT TO MATCH ADJACENT WALL COLOR. 3.07 DRIVE-THRU WINDOW I MFR: QUIKSERV I MODEL: FM42E I COLOR TO MATCH STOREFRONT. INSTALLED BY LL. 3.08 ALUMINUM STOREFRONT SYSTEM WITH 1" INSULATED GLAZING. COLR: DARK BRONZE REFER TO SHEET A611 FOR FURTHER INFORMATION. 3.10 CONTROL JOINT(S) WHERE INDICATED I PROVIDE SEALANT TO MATCH ADJACENT WALL MATERIAL. 3.12 PRE -MANUFACTURED FABRIC AWNING PROVIDED AND INSTALLED BY SIGN VENDOR UNDER SEPARATE PERMIT. GC SHALL PROVIDE APPROPRIATE BLOCKING AS REQUIRED BY SIGN VENDOR. REFER TO SHOP DRAWINGS FOR ADDITIONAL INFORMATION. 3.13 SECURITY CAMERA INSTALLED BY TENANT I COORDINATE ROUGH -IN LOCATION(S) AND HEIGHTS WITH PANERA CONSTRUCTION MANAGER PRIOR TO INSTALLATION. G.0 TO RUN CONDUIT & J-BOX. 3.14 4" DIA. CONCRETE BOLLARD I FINISH: PAINT CHARCOAL I REFER TO SHEET A014 FOR FURTHER INFORMATION 3.15 6" DIA. CONCRETE BOLLARD I FINISH: PAINT P107 1 REFER TO SHEET A014 FOR FURTHER INFORMATION 3.16 FIRE DEPARTMENT ACCESS BOX I INSTALLED ADJACENT SERVICE DOOR. COORDINATE LOCATION WITH LOCAL FIRE DEPARTMENT. 3.17 FIRE DEPARTMENT CONNECTION (FDC) 3.18 NICKEL BRONZE NOZZLE RWL/OVERFLOW DRAIN THRU ROOF, MIN. 12" ABOVE GRADE. SEE DETAIL 24/A103. INSTALLED BY LL. 3.19 HOSE BIBB I RECESSED STAINLESS STEEL BOX. REFER TO PLUMBING DRAWINGS FOR LOCATION AND ADDITIONAL INFORMATION. INSTALLED BY TENANT. 3.20 GATE ENCLOSURE AT CART CORRAL I MFR: TREX COMPOSITE PLANK COLOR: SADDLE I INSTALLED BY LL. 3.26 STANDING SEAM METAL ROOFING, 12" SPACING. I COLOR: DARK BRONZE 3.29 GAS METER - REFER TO PLUMBING DRAWINGS FOR FURTHER INFORMATION BX1 BRICK MASONRY SYSTEM VENEER TO BE PAINTED, MODULAR SIZE MFR: ENDURAMAX, CLAY BRICK I COLOR: #AF-155 WEINMARANER CMU1 SMOOTH FACE CONCRETE BLOCK, PAINT TO MATCH MAIN BUILDING F2 FABRIC AWNING I OPEN ENDED SLAB I COLOR: SUNBRELLA - ASPEN, (3' PROJECTION / 4' HEIGHT AT TYPICAL & 4' PROJECTION @ DRIVE THRU) "G1 ALUMINUM STOREFRONT 12" x 4 1/2" PROFILE I THERMAL BREAK COLOR: DARK BRONZE 1 1" CLEAR INSULATED GLAZING: PPG SOLARBAN 70XL (OR APPROVED EQUAL) I REFER TO SHEET A611 FOR ADDITIONAL INFORMATION -. PX1 EIFS SYSTEM I TEXTURE TO MATCH DRYVIT LIMESTONE FINISH COLOR. BENJAMIN MOORE #955 BERBER WHITE _ 4RAPET _ __-__ 7T.O. PARAPET _ �'3.03> F2 3.12 i 3.03 0.31 i k3 CI FLOOR 3.10 PX1 3.10, PX1 0„ 3.0� 3.10 16'-4" ® LL lq PX1 3.10 3.10 3.13 ® o 6 3/8" 31- 3.03 3.12 F2 9' _ 0„ 3.10 �_ - 3,03 2 3.12 3.03 3.D3 3.16 \ '� v ' T _ - FIRST FLOOR - E I I I I I IB 1'-21 18'-0" 1' 21 0� 2 WEST ELEVATION 1/4" = 1'-0" - 0 N 0 N m a 3.10 3.18 3.18 BX1 3.10 3.29 BXt v l- #6038 Project Team: Professional Seal: Project Title: M O CD n4'a i 4-0 IV T4 ,0 VJ W RIB T � Vco M Lo Z O 4 T' o LO L J P%d ►� CD v/ Cz Cz on Consultant Copyright Placeholder No. Description Date 1 Owner Comments 11/2/17 EXTERIOR ELEVATIONS Project Number: Sheet Number: 170317 Drawn By: CAO. MH Issue Date: 09.27.'17 A302 DPM: DM: CPM: BRIAN B. DAN C. KEVIN C. Bakery -Cate: rh FI qu OII 1 EAST ELEVATION Realistic 1 /4" = 1'-0" F2 FIRST ;3.01 EQ r f - 18' 4 3/8' - 17' - 8" 303> 303, PX1 ;- --, F2 , r PX1> V- i PXi� 3.12 F2 303 312 312 F2 1 312 F2 3.26 3.03 3.08 3.03 8 JG1 3.08�� 303 303; 3.03 G1 G1 G1 :`' 16-61/8" T.O. PARAPET 21'-oil FIRST FLOOR n 0" #6038 Project Team: U Z Z W Z Z ¢ O J r J 1 J � Q < O N U Z ONE w w a Z O c7 cd J w 0 W OC Z H _ V w N V < Professional Seal Project Title: M co O LO O a cc U (n w C7 `V Y U d 0 m Cz cc~ t ") C- w 0-mLoU a Consultant Copyright Placeholder 21 NORTH ELEVATION Realistic 1/411 = 11-0" ELEVATIONS - REALISTIC Project Number: Sheet Number: 170317 Drawn A304 Author Issue Date: 09.27.17 DPM: DM: CPM: BRIAN B. DAN C. KEVIN C. Bakery -Cafe: < 3.03' 8'-0 FIRST FLOOR 0" 3.20 1 SOUTH ELEVATION_ Realistic 1/4" = 1'-0" 2 WEST ELEVATION Realistic 1 /4" = 1'-0" T.O. PARAPI 21' - PETAL -oil JOR 0" #6038 Z Z Z W N Z Z a O J 1J J a r J � Q < O O N ONE - W W s= 0 U J W O r W z Z U V — u a � N u a Professional Seal: Project Title: T M co LO LO �(Dz c� C_ v� U) wCZ a� a� m C' cc _ CO .-mLUw Consultant Copyright Placeholder NO. Description D, ELEVATIONS - REALISTIC, CONT. Iroject Number: Sheet Number: 170317 hewn By: _.. A305 4uthor slue Date: n.27.17 )PM: DM: CPM: 313IAN B. DAN C. KEVIN C. _ .5 8 7.02 \ 128 122 � 1 UTILITY/ OFFICI 27 11 !1 127B � 11 Lki 7.11 WD655 f' M I I 1 111 11.• 11• 11,, 11'• �� 1.1.. 11.. 1 1 1. 1 •• �� ® 11•� a f ` 11 11 1 Y; 1•11 111 bl Y. Al � =4 r.. 1 •/1 1. 11 D 1 .1 Ell • /®. 10111 1 (- 1 1 u4 ce -710 WIN liffh�m�m,Fmi moss 10 11: :r1C1 11 1 1 I C%mo 067 3 WD310 IN - - O O86 441 c 11 058 GIs a1s BAKERY REAR 13' - 9 114" a r -- m BAKERY SERVICE 'I�'' 1" K�! r� � �� I/C'.:.1 v'I q!a[ 1.. 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SEE DETAIL 14/A524. Project Team: 7.01 OFFICE SAFE TO BE INSTALLED FLUSH WITH THE FRONT OF THE DESK ON THE RIGHT HAND SIDE. 7 C 7.02 FIRE SPRINKLER RISER LOCATION. FIRE SPRINKLER L z W ti z DESIGN PROVIDED BY OTHERS UNDER SEPARATE PERMIT. z a a 7.03 ALUMINUM ROOF LADDER O 7.06 DINING SCREEN WALL FURNITURE, REFER TO 18/A521 FOR SUPPORT TO STRUCTURE ABOVE DETAIL AND EQUIPMENT Q < O PLAN FOR SCREEN PLACEMENT LOCATION. o 7.09 CLEARANCE AT EDGE OF UMBRELLA TO BE MINIMUM OF /\ 84" AFF CLEAR z 7.10 ACCESSIBLE SEATING o 7.11 LOCATION OF APPROVED FIRE EXTINGUISHER RATED p, z 2A-106C. LOCATE WITHIN 30' TRAVEL DISTANCE FROM LIKE �.„ O u EXTINGUISHER. z w z U u - V < N FURNITURE: V U < UPHOLSTERY: REFER TO PLAN TAGS Professional Seal: BOOTH TYPE: WOOD COMMUNITY TABLE: PER PLAN TABLE TOPS: PER PLAN TABLE BASE TYPE: STANDARD CHAIR TYPE: G4 PER PLAN STOOL HEIGHT CHAIR: G4 PER PLAN TABLE SERVICE: APPLICABLE TO THIS MARKET? YES CO2 MONITORING: IS THIS REQUIRED? NO CAL133: IS THIS REQUIRED? NO L11gIk7191:T:i BAKERY FRONT WD30 PANELS: BREAD/BAGEL WALL: WD31 CHAIR RAIL/CAP: WD33 RPU UNIT FINISH: WD30 P2.0 WALL FINISH: WD33 DESIGN NOTES: UIPMENT PLAN LEGEND: XXX -- ROOM NUMBER SYMBOL - SIGNAGE IDENTIFICATION SYMBOL OEQUIPMENT IDENTIFICATION SYMBOL STXXXXX STEEL IDENTIFICATION SYMBOL DXX)= WOOD IDENTIFICATION SYMBOL REL RELOCATION INDICATION SYMBOL URNI FURNITURE IDENTIFICATION SYMBOL 1Q- 101 DOOR NUMBER SYMBOL 8 FABRIC DESIGNATION SYMBOL (SEE A531 SHEET) Project Title: � T M O ♦V vJ w U) M m V T- _� CLmLU Consultant Copyright Placeholder No. Description Date 1 Owner Comments 11/2/17 FLOOR PLAN EQUIPMENT Project Number: Sheet Number: 170317 Drawn By: A703 ARCV MH Issue Date: 09.27.17 DPM: DM: CPM: BRIAN B. DAN C. KEVIN C. _ 9;M3 CONSULTING ENGINEERING TRAFFIC FORWARD Executive Summary Background: The existing Chanhassen Inn is proposed for redevelopment into Panera Bread sit-down restaurant with a drive-thru is proposed at the existing Chanhassen Inn site. The purpose of this study is to determine the traffic impacts associated with the build out of the proposed development on the study intersections where significant impact is anticipated. Results: The principal findings of this traffic study are: • The proposed redevelopment is expected to generate approximately 1.068 new daily trips, approximately 92 new trips during the AM peak hour and approximately 74 new trips during the PM peak hour. • This new traffic associated with the proposed redevelopment represents an approximate three to nine time increase beyond what the site currently generates today. • Within the last three years, 28 crashes occurred within the study area. The most significant in terms of traffic operations outside normal expectations, are the five of six total crashes at the W 7911 Street/Great Plains Boulevard intersection designated as left turn/right angle crashes. • The existing conditions show queues along Great Plains Boulevard at the Arboretum Boulevard intersection stretch back to the W 7911 Street intersection, impeding normal operations at the latter intersection. These queueing conditions occur during approximately five hours of a typical weekday. • All intersections are projected to operate with acceptable overall delays and queueing through all scenarios, except for the Arboretum Boulevard/Great Plains Boulevard intersection. • The eastbound left turn movement at W 79th Street experiences long delays during the PM peak No -Build and Build scenarios, occasionally blocking the adjacent gas station access. • Negligible queue lengths are expected at the site accesses. • The proposed parking stalls exceed both the City requirements and the expected peak demand. • The drive-thru has sufficient space to accommodate the expected peak stacking based on data of fast food restaurants. • Pedestrians connections to the north and bicycle facilities are not shown in the current site plan. Recommendations: The following items are recommended based on the analyses and results: • Reevaluate the signal timing at the Arboretum Boulevard/Great Plains Boulevard intersection. • Begin planning for the restriction of the W 791h Street/Great Plain Boulevard to 3/4-access, eliminating the W 79`h Street left turn and through movements. • Add signage directing drivers on W 7911 Street to use Market Boulevard for travel to the north. • Encourage/schedule truck deliveries and trash pickup outside of the weekday peak periods. • Provide additional pedestrian connections to the existing northern pedestrian facilities along W 79th Street. • Provide short term bicycle parking facilities for restaurant customers to help encourage multimodal travel to and from the development. Traffic Impact Study i • . CONSULTING Chanhassen Panera Development Site TABLE OF CONTENTS i. Introduction..........................................................................................1 ii. Existing Conditions..............................................................................2 iii. Forecasted Traffic................................................................................5 iv. Analyses...............................................................................................7 v. Conclusions and Recommendations................................................18 vi. Appendix.............................................................................................20 LIST OF TABLES & CHARTS Table 1 — Study Corridor Characteristics................................................. 2 Table 2 — Study Area Crash History Summary ......................................... 3 Table 3 — Net New Trip Generation........................................................... 5 Table 4 — Trip Generation Comparison..................................................... 7 Chart 1 — Study Corridor Volume to Capacity .......................................... 8 Chart 2 — AM Peak Hour Delays: Signal Controlled Intersection............ 9 Chart 3 — PM Peak Hour Delays: Signal Controlled Intersection .......... 10 Chart 4 — AM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard............................................................................................. 10 Chart 5 — PM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard............................................................................................. 11 Chart 6 — AM Peak Hour Queues: Side Street Stop Sign Controlled Intersection.......................................................................................... 12 Chart 7 — PM Peak Hour Queues: Side Street Stop Sign Controlled Intersection.......................................................................................... 12 Table 5 — Trip Generation Comparison ................................................... 13 Traffic Impact Study ii • . CONSULTING Chanhassen Panera Development Site i. Introduction a. Proposed Development The existing Chanhassen Inn site is proposed for redevelopment into a Panera Bread restaurant with a drive-thru. Located south of W 7911 Street and west of the newly constructed Chick-fil-A site in Chanhassen, Minnesota, this redevelopment will include a 4,450 square feet building with 60 parking stalls and 110 seats (88 interior and 22 outside patio). b. Purpose of Study The purpose of this study is to determine the traffic impacts associated with the build out of the proposed redevelopment. The traffic impacts are studied on the roads and intersections where significant impact is anticipated, and improvements are recommended where mitigation is needed. The primary concern is the impact of traffic operations at the Great Plains Boulevard/W 791h Street intersection. For those not familiar with the general concepts and terms associated with traffic engineering, The Language of Traffic Engineering guide is included in the Appendix. c. Study Objectives The objectives of this study are: i. Document how the study intersections and roadways currently operate including a review of the most recent crash data. ii. Forecast the amount of traffic expected to be generated by the proposed development and compare that expectation to the existing hotel traffic. iii. Determine how the study intersections and roadways will operate in the future with and without the proposed development. iv. Review the site circulation and multi -modal aspect. V. Recommend appropriate mitigation measures if poor operations or areas of concern are identified. vi. Compare the study results with the from previous studies within the area, such as the Chick-fil-A Traffic Impact Study and the Great Plains Boulevard Traffic Study. For the purposes of this traffic study, the study intersections where the greatest impact is expected were chosen for review and include: i. Arboretum Boulevard (MN 5)/Great Plains Boulevard ii. W 791" Street/Great Plains Boulevard iii. W 791h Street/Eastern Gas Station Access iv. W 791h Street/Western Gas Station Access V. W 791h Street/Eastern Site Access vi. W 791h Street/Western Site Access The full build year of 2019 was chosen for this study representing the first full year of operation after completion of the redevelopment. Traffic Impact Study 1 Chanhassen Panera Development Site • • CONSULTING ii. Existing Conditions ------------- a. Corridor Characteristics As mentioned, the proposed site is located south of W 7911 Street and west of the newly constructed Chick-fil-A site. Figure 1 shows the vicinity of the site and the study area, while Figure 2 shows the proposed site's Concept Plan. Table 1 shows the characteristics of the key roadway corridors around this site and within the study area. Table 1 — Study Corridor Characteristics Arboretum TH 5 A Minor Arterial 55 mph 4 divided 4 Sidewalk on Boulevard Routes north side Great Plains MSA 119 Minor Collector 30 mph 4 4 Sidewalk on Boulevard undivided Routes both sides W 79111 2 _ Sidewalk on Street - Local Road 30 mph undivided north side 'TH = Trunk Highway, MSA = Municipal State Aid Route. 2 Met Council Functional Classification. b. Traffic Volumes Intersection videos were collected at the study intersections under normal weekday conditions in October 2017. Using these videos, 48-hour turning movement counts were collected at the study intersections. Counts for the two days were averaged together to smooth out possible irregularities in the data. The AM and PM peak hours for the project area intersections along the W 791h Street are from 7:45 to 8:45 AM and 6:30 to 7:30 PM. These peaks correspond with the peak use of restaurants in the area. The peak hours of the Arboretum Boulevard/Great Plains Boulevard intersection vary slightly, 7:15 to 8.15 AM and 4:45 to 5:45 PM, based on commuter traffic on the highway. For the purposes of this evaluation, the peak hour volumes for each were used. The W 791h Street corridor volumes show relatively little change between the corridor peak hours and the Arboretum Boulevard/Great Plains Boulevard intersection peak hour volumes. In addition, using the commuter peak hour volumes allow for review when the impact of the signalized intersection's southbound queues is greatest. The turning movement count data from the counts are contained in 15-minute intervals in the Appendix. c. Existing Observations All study area intersections were observed during the peak hours to better understand the area operations. The key observations are: • During the AM peak hour, the southbound left queue along Great Plains Boulevard at the Arboretum Boulevard intersection extends back into the W 79'h Street/Great Plains Boulevard intersection. We observed several Traffic Impact Study 2 Chanhassen Panera Development Site • - CONSULTING signal cycles during this peak hour where the southbound left turn queue blocked the southbound through and eastbound right turn movements. • During the PM peak hour. the southbound left queue along Great Plains Boulevard at the Arboretum Boulevard intersection stretches beyond the W 79" Street/Great Plains Boulevard intersection. This southbound left turn queue blocks southbound through and eastbound right vehicles from completing their movement and results with additional queueing that blocks the eastern gas station exit on W 7911 Street. When the southbound approach on Great Plains Boulevard at the Arboretum Boulevard intersection receives a green light, these queues are able to clear on all approaches. • During both peak periods, operation of the W 79t' Street/Great Plains Boulevard intersection becomes complicated. Drivers in the southbound queue, cognizant of this side -street stop -controlled intersection, generally provide a gap for the eastbound motorist left turn movements to head north on Great Plains Boulevard. This results in the intersection working more like an all -way stop intersection with drivers using eye contact and waving for when to proceed. This continues until the southbound queue clears and vehicles along the cross street at W 79th Street/Great Plains Boulevard complete their movements. This operation, while generally allowing motorists to proceed faster than otherwise would be expected, is not ideal and represents a safety concern. d. Crash History Review Using the Minnesota Crash Mapping Analysis Tool (MnCMAT), as developed by the Minnesota Department of Transportation (MnDOT), we obtained the study intersection crash reports for the most recent three-year timeframe, years 2013 to 2015. Analyzing these reports can help show potential areas of concern within a roadway system due to high crash rates, or patterns in type of crashes. Table 2 shows a summary of the crashes in the study area by year and severity. Table 2 — Study Area Crash History Summary 2013 0 0 1 1 8 10 2014 0 0 2 3 9 14 2015 0 0 0 1 3 4 Totals 1 0 1 0 1 3 I 5 20 28 PD stands for Property Damage Only. Of the 28 crashes in this three-year period, six occurred at or near the Great Plains Boulevard intersection with W 79th Street West (western leg). Five of these crashes were designated as left turn/right angle crashes and one as sideswipe passing. These crashes are likely the result of drivers taking chances when turning due to a lack of gaps during the peak periods. There is a potential for drivers to be confused Traffic Impact Study 3 Chanhassen Panera Development Site • • CONSULTING by the continuous southbound left turn lane or the wide northbound pavement area which transitions from one to two lanes. The remaining 22 crashes occurred at the Arboretum Boulevard/Great Plains Boulevard intersection. 16 of these crashes were classified as rear end crashes, four as left turn/right angle crashes, and two as sideswipe crashes. These crashes are most likely due to the traffic signal at the intersection, where rear end collisions are more common. The crashes and trends match our expectations based on observations of the study area. The crash detail information is attached in the appendix. Traffic Impact Study 4 Chanhassen Panera Development Site • • CONSULTING iii. Forecasted Traffic ------------ a. Site Traffic Forecasting The Institute of Transportation Engineers' (ITE) Trip Generation Manual, 1011 Edition, is the standard document for determining expected traffic for proposed land uses. ITE compiles studies from across the Country to determine the expected traffic associated with various land uses. Using this ITE information, trip generation forecasts can be made for this proposed development site. The proposed development most closely fits the new ITE land use of Fast Casual Restaurants. Unfortunately, this data set contains only one study for determining trip generation. Also, the corresponding trip rates do not appear to accurately represent the expected trip generation of the proposed development based on general knowledge of the incoming restaurant. For this reason, the ITE land use of Fast - Food Restaurant with Drive-Thru Window was chosen for the trip generation calculations. This land use is similar to the proposed development, contains many data points for a quality average rate, and results with a trip generation that more closely represents what we would expected from the proposed redevelopment. For the analysis, the raw trip generation was divided among two types of trips — new and pass -by. Pass -by trips are those vehicles already on the roads which will stop at the development site in the future. New trips represent traffic increasing the overall number of vehicles at the intersections. All pass -by percentages used in this study were based on the values published in the ITE Trip Generation Manual, 101h Edition. The breakdown between these types of trip generation for this land use is: • 49 percent Pass -By Trips. • 51 percent New Trips. The resultant new trips generated by the proposed development are shown in Table 3. It is noted while pass -by trips are not new to the system, they are new to the site and are included at the driveways. A detailed trip generation table showing the exact breakdowns is provided in the Appendix. Table 3 — Net New Trip Generation Traffic Impact Study 5 • . CONSULTING Chanhassen Panera Development Site A trip distribution pattern was then developed for the generated traffic going to and from the site. This pattern is based on the existing traffic volumes and access to the regional transportation system. The general trip distribution pattern assumed for this study is: i. 40% of the generated traffic to/from the west on Arboretum Boulevard and W 79'h Street. ii. 44% of the generated traffic to/from the east on Arboretum Boulevard. iii. 8% of the generated traffic to/from the south on Great Plains Boulevard. iv. 8% of the generated traffic to/from the north on Great Plains Boulevard. Traffic generated by the site development was assigned to the area roadways per this distribution pattern. b. Non -site Traffic Forecasting To account for non-specific development in the area, background growth rates were determined based on the MnDOT's County growth factors. Carver County has a 20- year growth factor of 1.8, resulting in a 3.0% annual growth rate. This rate does account for potential developments within the region and for that reason, the traffic rates were only applied to through traffic on Great Plains Boulevard and Arboretum Boulevard, not all individual turning movements. The background volume was added to the existing traffic to establish the 2019 No Build Scenario volumes. The resultant 2019 No Build peak hour forecasts are shown in the Appendix under the capacity analysis section for each scenario. c. Total Traffic Traffic forecasts were developed for the 2019 Build scenarios by removing the existing hotel traffic and adding the traffic generated by the proposed development to the No -Build forecast volumes. As there are some users the access both the hotel and Chick-fil-A, only 90% of the existing hotel traffic was removed from the development site accesses. This reduction assumes a more conservative reduction in traffic for the 2019 Build scenarios. Peak hour forecasts are shown in the Appendix. Traffic Impact Study 6 • . CONSULTING Chanhassen Panera Development Site iv. Analyses a. Trip Generation Comparison A trip generation comparison for the existing and proposed redevelopment of the site helps to show the magnitude of impact expected on the study roadways and intersections. The existing parking lot layout provides access to both the hotel and the adjacent Chick-Fil-A. The raw turning movement counts do not discern between the two adjacent land uses. To differentiate the trips between the two existing land uses, observations of the turning movements and ITE information were used. Observations revealed a very high percentage of trips are destined for the Chick-Fil-A. ITE information suggests the approximately 15% to 25% of the driveway traffic is for the hotel with the majority for the restaurant. Due to older nature of the hotel and our observations, only 15% of the driveway trips were assigned to the Chanhassen Inn and 85% of the driveway trips assigned to the Chick-Fil-A. Using the driveway counts and the assumed percentage of hotel traffic with the proposed redevelopment trip generation presented earlier, Table 4 shows the trip generation comparison. Table 4 — Trip Generation Comparison As Table 4 shows, the proposed restaurant is expected to generate more traffic than the existing hotel. Depending upon the time frame, the increase is three to nine times over the existing. b. Corridor Vehicular Analysis While many factors contribute to a road feeling congested, the two biggest factors are volume, how many vehicles are using the road, and capacity, how many vehicles the road can accommodate a day. Transportation professionals use these pieces of information to create a ratio of volume to capacity. For example, a road with a volume to capacity ratio of 1.0, where the traffic demand is nearly equal to the traffic supply, will feel congested to motorists. Traffic Impact Study 7 Chanhassen Panera Development Site • - CONSULTING Below is a rough guide of the daily traffic volumes different types of roads can accommodate based on the Highway Capacity Manual, 61h Edition Exhibit 16-16. If the Average Daily Traffic (ADT) volume on a roadway is below the threshold, then it is considered un-congested. If the daily volume falls inside the range, the road is almost congested, and if the daily volume is over the threshold the road is congested. • 2-Lane, undivided street (one in each direction with left turn lanes at busy intersections and coordinated signals), — 8,900 to 18,300 vehicles per day. • 4-Lane street (two in each direction with left turn lanes at busy intersections and coordinated signals), — 18,600 to 36,800 vehicles per day. The above capacities represent physical capacity in ideal roadway conditions. Research from UC Berkley, for example, indicates quality of life along a residential street is negatively impacted when the ADT exceeds 1,000 vehicles per day. Therefore, the 1,000 vehicle per day threshold is used for the capacity along neighborhood two lane roads even though its physical capacity is approximately ten times larger. To provide an initial planning level screening, Chart 1 provides the daily volume to capacity ratios of the study corridors during each of the study full build out study year to determine if any of the roadway corridors are candidates for additional through lanes. As shown, Great Plains Boulevard and W 7911 Street are below the planning level capacity thresholds. The data further suggests Arboretum Boulevard is over -capacity with congestion. These results are consistent with observations of the study area, particularly congestion on Arboretum Boulevard during the peak periods. In all cases, the proposed development adds to the daily volumes, but does not significantly impact the results. Chart 1 — Study Corridor Volume to Capacity 1.2 0 cr .J 0.8 a m u 0 0.6 ai E 0 0.4 0.2 Arboretum Boulevard volume/capacity of 1.0 or greater ---------------------- Great Plains Boulevard ■ Existing ■ 2018 No -Build - 2018 Build W 79th Street Traffic Impact Study 8 • . CONSULTING Chanhassen Panera Development Site c. Intersection Analysis The traffic operation analyses are based on delay calculations done in accordance with the methodology of the Highway Capacity Manual. 61h Edition. For this analysis, we used the Vistro software package, which utilizes the HCM procedures. The existing, 2019 No -Build, and 2019 Build scenarios were initially analyzed for both the AM and PM peak hours. Full calculations for each study scenario, including traffic operational Level of Service (LOS) grades and queue lengths, are included in the Appendix. Also, included in the Appendix is a guide explaining the Level of Service grade concept. Chart 2 (AM peak hour) and Chart 3 (PM peak hour) show the average peak hour delay for signal controlled intersections for each study scenario. The only intersection with traffic signal control is Arboretum Boulevard/Great Plains Boulevard. The LOS D/E boundary of 55 seconds of delay per vehicle is considered the threshold between acceptable and unacceptable traffic signal operation in Minnesota. The initial signal timing for the existing conditions was estimated based on traffic observations. Chart 2 — AM Peak Hour Delays: Signal Controlled Intersection 80 -- 60 Congested at LOS WE Boundary (55 seconds) c — — — — — — — — — — — — — — — — — — — — — — — . 50 a 40 v v 30 a) a 20 10 Arboretum Boulevard (MN 5)/Great Plains Boulevard ■ Existing ■ 2019 No -Build x 2019 Build Traffic Impact Study 9 • . CONSULTING Chanhassen Panera Development Site Chart 3 — PM Peak Hour Delays: Signal Controlled Intersection 80 70 N 60 c 50 m 40 v m m 30 v Q 20 10 Arboretum Boulevard (MN 5)/Great Plains Boulevard ■ Existing ■ 2019 No -Build ■ 2019 Build Due to the extended southbound queue observed in the existing conditions at the Arboretum Boulevard/Great Plains Boulevard intersection, the vehicles queues as provided by the analyses were also examined. Chart 4 (AM peak hour) and Chart 5 (PM peak hour) show the 95"' percentile vehicle queue lengths as the measures of effectiveness at the signalized intersection. Chart 4 — AM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard so N 70 t > 60 N 3 50 a U 40 a 30 v y 20 a rn 10 b\,e� �°oar Q°�` a�e�' o° air o°°a o°oc An o� � ey`v oar �°oc �ro ■ Existing ■ 2019 No -Build ■ 2019 Build Traffic Impact Study 10 Chanhassen Panera Development Site ■■■ MEN MEN ca oJ� y • • CONSULTING Chart 5 — PM Peak Hour Queues: Arboretum Boulevard/Great Plains Boulevard 80 u 70 L > 60 50 v 3 CI 40 v 30 v v 20 a 10 Ln a\e ° ° 'C �c a �ay�rroJ�a S�roJc II .111 111 111111 C � � a Existing ■ 2019 No -Build ■ 2019 Build 111 Chart 6 (AM peak hour) and Chart 7 (PM peak hour) show the 95t' percentile vehicle queue lengths as the measures of effectiveness at intersections with side street stop sign control. For this type of control, vehicle queues are a better measure than LOS or delay, which can be poor with even one or two vehicles where mitigation would not be appropriate. Vehicle queues are presented for the longest queue experienced at the intersection. Based on our experience, improvements are not warranted until the 95th percentile queue at a stop sign is in the five to ten vehicle range. The stop controlled intersections in this study include: i. W 791h Street/Great Plains Boulevard. ii. W 791h Street/Eastern Gas Station Access. iii. W 791h Street/Western Gas Station Access. iv. W 791h Street/Eastern Site Access. V. W 791h Street/Western Site Access. Traffic Impact Study 11 • • CONSULTING Chanhassen Panera Development Site Chart 6 — AM Peak Hour Queues: Side Street Stop Sign Controlled Intersection 6 5 -- Unreasonable 95th Percentile Queue (5-10 Vehicles) ------------------- ------ C c o q v r 0 3 v a v m 2 v Q 1 0 W 79th Street/Great W 79th W 79th W 79th W 79th Plains Boulevard Street/Eastern Gas Street/Western Gas Street/Eastern Site Street/Western Site Station Access Station Access Access Access ■ Existing ■ 2019 No -Build , 2019 Build Chart 7 — PM Peak Hour Queues: Side Street Stop Sign Controlled Intersection I 5 --Unreasonable 95th Percentile Queue (5-10 Vehicles) ------------------- ------ N c o q v 0 v 3 0 v (0 2 , Q 0 111 111 111 111 111 W 79th Street/Great W 79th W 79th W 79th W 79th Plains Boulevard Street/Eastern Gas Street/Western Gas Street/Eastern Site Street/Western Site Station Access Station Access Access Access ■ Existing ■ 2019 No -Build a 2019 Build A Level of Service of the side street stop controlled intersections were also reviewed to determine if any movements were undergoing significant delays caused by heavier mainline traffic despite the acceptable queuing. Table 5 shows the resulting intersection level of service results as well as the highest delayed movement level of service at each side street stop controlled intersection. Traffic Impact Study 12 Chanhassen Panera Development Site um CONSULTING Table 5 — Trip Generation Comparison Existing AM No -Build PM AM PM Build AM PM Intersection W 791h Street/Great Plains Boulevard PEAK A (c) PEAK PEAK PEAK A (f) A (c) A (f) PEAK PEAK A (c) A (f) W 79th Street/Eastern A (b) A (a) A (b) A (a) A (b) A (b) Gas Station Access W 79th Street/Western A (b) A (b) A (b) A (b) A (b) A (c) Gas Station Access W 7911 Street/Eastern Site Access A (b) A (c) A (b) A (c) A (b) A (c) W 79th Street/Western A (b) A (b) A (b) A (b) A (b) A (b) Site Access As table 5 shows, all intersections, except W 7911 Street/Great Plains Boulevard, operate with an overall intersection Level of Service (LOS) of A with worst movements at LOS C or better. The W 7911' Street/Great Plains Boulevard intersection operates with a LOS A, however the worst movement delay, the eastbound left, experiences delays at LOS F with delays around 77 seconds in the build PM peak hour. This delay is longer than desired and raises concern of left turning vehicles becoming impatient and attempting to complete a movement without sufficient gap. The result is supported by five of the six accidents at that intersection being right angle/left turning accidents. Overall, the results of the capacity analysis show acceptable vehicle operations at most study intersections. With traffic from the proposed redevelopment being distributed amongst the study corridors and intersections, operations are expected to remain similar overall. The additional vehicles generated by the redevelopment of the Chanhassen Inn to restaurant use are not expected to significantly impact the surrounding roadway system. This is evidenced by the relatively similar delay and queuing results between the No -Build and Build scenarios. The exception is the intersection of Arboretum Boulevard/Great Plains Boulevard, currently operating at a less than ideal overall intersection LOS E during PM peak hour. The intersection continues to operate with multiple movements at LOS E or F in the No -Build and Build scenarios. The average overall delay increases by about seven seconds between the No -Build and Build scenarios. Larger delays can be expected at signalized intersections that operate with extended cycle lengths. The observed cycle length here was 180 seconds in the AM and PM peak hour. The relatively minor differences in delay between the No -Build and Build scenarios suggest that the addition of the redevelopment traffic minimally affects the intersection. Signal timing updates, which should be completed at least every three to five years to reflect current travel demands, could improve the operations. Traffic Impact Study 13 • . CONSULTING Chanhassen Panera Development Site When examining the interaction between intersection, additional issues arise with respect to queueing. As observed in the existing conditions, the southbound left turn queue at Arboretum Boulevard/Great Plains Boulevard extends to and or past the W 791h Street/Great Plains Boulevard intersection during the AM and PM peak hours for all scenarios. The proposed development is expected to increase these queues with a three vehicle increase in 9511 percentile queue length in the AM Build peak hour when compared to the AM No -Build peak hour and a two vehicle increase in 95th percentile queue in the PM Build peak hour when compared to the PM No -Build peak hour results. These blockages cause queueing of the eastbound approach at W 791h Street/Great Plains Boulevard which is further exacerbated by lack of gaps for eastbound left vehicles to complete a safe movement. The average queues were also reviewed to determine how often queues from Arboretum Boulevard/Great Plains Boulevard are expected to cause blockages of the W 791h Street/Great Plains Boulevard intersection. During the AM peak hour, the average queue lengths remain at or just less than the provided storage space between Arboretum Boulevard/Great Plains Boulevard and W 791h Street/Great Plains Boulevard through the No -Build scenario. The 2019 Build AM peak scenario shows average queues for the southbound left turn movement which stretch past this storage length. The PM peak hour analysis shows average queues which stretch beyond this storage bay for all scenarios. These results support the findings that updated signal timing would be beneficial to the study area and suggest a preexisting need for a restricted or partial restricted intersection at W 7911 Street/Great Plains Boulevard to increase safety and lower the potential for left -turn related accidents. Knowing that during the AM peak period the average southbound queue at Arboretum Boulevard/Great Plains Boulevard stretch just to the adjacent W 7911 Street/Great Plains Boulevard intersection, the AM peak hour volume was used as a minimum volume threshold template. Any volume roughly at or over this hourly volume was flagged as an hour were queueing issues likely occur. Based on this assumption, the southbound queue on Great Plains Boulevard at the Arboretum Boulevard intersection stretches to or past the W 79'h Street/Great Plains Boulevard intersection at least five hours of the day, further supporting the need for mitigation at this intersection. d. Mitigation Analysis Per the above analyses, consideration was given to improving operations regarding three issues: • Retiming of the traffic signal at Arboretum Boulevard/Great Plains Boulevard. • Reducing the southbound vehicle queuing on Great Plains Boulevard at Arboretum Boulevard. • Improving operations at W 79' Street/Great Plains using partially restricted intersection layouts. Traffic Impact Study 14 Chanhassen Panera Development Site • • CONSULTING These mitigation needs match those put forth in the earlier Great Plains Boulevard Study. The options considered for reducing the vehicle queues include and improving delays include: • Signal timing adjustments. • Additional geometric lanes. • Restricting allowed vehicles movements at intersections. The signal timing is set based upon providing the most green time to the approaches with the highest volume, in this case Arboretum Boulevard. This is routine practice and should continue. However, traffic patterns often change and the signal timing should be updated to reflect the latest volumes and trends. Only a minor reduction in the vehicle queues is expected with an updated timing plan, but is recommended to occur periodically to ensure the most efficient operations are provided. Additional vehicle lanes will allow more vehicle stacking and additional vehicles to proceed through the intersection during the limited green time provided. In terms of capacity and improving operations. additional lanes are an option. However, the surrounding land is relatively built-up with limited right-of-way or available land for added geometric lanes, particularly where this improvement would provide the most benefit such as additional eastbound or westbound through lanes. Space is available to add on the southbound approach of Arboretum Boulevard/Great Plains Boulevard where a roughly 50-foot storage bay for a second left turn lane could be added. This length of storage bay would not give a significant improvement to storage for the cost of construction and may cause other issues such as opposing left turn overlaps. Based on this, additional geometric lanes mitigation was not considered further nor analyzed. Restriction of the eastbound left turn and through movements on W 79th Street at the Great Plains Boulevard intersection would remove the highest delayed movements and decrease the eastbound queue. This restriction would also minimize the consequences caused by blockages of the intersection by the southbound Arboretum Boulevard/Great Plains Boulevard queue and help decrease the number of right angle/left turn accidents which occur at the intersection. If the 3/4-access restriction of the W 7911 Street/Great Plains Boulevard Intersection is constructed, additional signage along W 791h Street will be needed to help direct drivers in the appropriate direction to proceed on their desired route. This would include directing current eastbound left turning movements destined for W 78' Street or Market Street west towards Market Boulevard. Additional mitigation analysis was completed assuming the specified mitigation techniques were implemented. Most intersections show similar results with only a slight improvement. However, the delays and queues on W 79th Street at the Great Plains Boulevard show a significant improvement. The maximum eastbound queue is reduced from four vehicles to one, lowering the chances of blockages to the gas station accesses. As expected, this modification limits the impact of the queue Traffic Impact Study 15 ffm CONSULTING Chanhassen Panera Development Site blockages caused by southbound traffic at Arboretum Boulevard/Great Plains Boulevard, while increasing safety through the intersection. e. Parking Analysis As with trip generation, little to no parking data is available for a fast -casual restaurant. The Chanhassen City Code for a fast food restaurant with a drive-thru specifies a ratio of one space is required per 80 square feet of gross floor area. Based on this ratio, the 4,450 square -foot building is required to provide 56 parking stalls. The proposed site plan shows 60 parking spaces, exceeding the code requirement. The ITE Parking Generation, 41h Edition, document compiles parking demand data from different land uses, similar to the Trip Generation Manual. Using the same land use, Fast Food Restaurant with a Drive-Thru Window, as the trip generation, the peak parking demand is expected to be 45 occupied spaces during a typical weekday and 39 occupied spaces during a typical Saturday. Again, the proposed parking supply exceeds the expected demand. Bicycle parking is not required by the Chanhassen City Code and none is explicitly shown in the site plan. Providing facilities for bicyclist is one method to potentially reduce vehicle demand and is recommended to allow customers and employees options to and from the proposed development. f. Concept Site Plan & Multi -Modal Review The concept site plan contained in the Appendix was reviewed for potential improvements to the circulation and connection of the multi -modal system. The following are the key categories reviewed and highlights of that review: i. Vehicle Circulation: From the access to W 79th Street, drivers have two options to and from the parking and drive-thru areas. This provides sufficient circulation around the site and minimizes risks of one motorists or event from blocking all traffic. Autoturn movements for delivery vehicles and garbage trucks should be checked to ensure these vehicles can safely maneuver around the building. To reduce traffic impacts and conflicts with customers/parking vehicles, truck deliveries including garbage/recycling collection and food drop-offs should be scheduled during non -peak periods to the extent possible. The drive-thru provides space for approximately 12 to 13 vehicles stacked from the pick-up window. Spack Consulting completed analyses of drive-thru stacking needs for several land uses including fast food restaurants. That research found the 851h percentile stacking distance to be 12.0 vehicles during peak demand. True fast food restaurants would be expected to have a higher drive-thru lane use than the proposed restaurant. Thus, sufficient stacking is provided for the drive-thru operations and conflicts with parking operations are not anticipated. Traffic Impact Study 16 • . CONSULTING Chanhassen Panera Development Site ii. Bicycle and pedestrian infrastructure: Sidewalks are currently provided along the north side of W 7911 Street and Arboretum Boulevard, and on both side of Great Plains Boulevard. Based on the provided site plan, connections are planned from the storefront to the sidewalks on Arboretum Boulevard only. Even though the sidewalk on W 79th Street is on the north side, pedestrian routes to the access intersection should be pursued. To better connect the land uses on the south side, a sidewalk could also be considered from the Great Plains Boulevard intersection to at least the proposed redevelopment. For the pedestrian connections across the drive-thru area, signing and striping should be provided to minimize the risk of these conflicts areas. As mentioned, the existing site plan does not show or mention bicycle parking facilities. Short-term outdoor bicycle parking should be provided, ideally located close to the front door and well -lit for safety and visibility. iii. Adjacent Transit: There are bus stops within walking distance of the development site with existing transit routes available to Minneapolis. No additional transit infrastructure is recommended due to the construction of the proposed redevelopment. Traffic Impact Study 17 • . CONSULTING Chanhassen Panera Development Site v. Conclusions and Recommendations --------_-_--- 0. The traffic impacts of the proposed mixed -use redevelopment were studied, and the principal findings are: • The proposed redevelopment is expected to generate approximately 1,068 new daily trips, approximately 92 new trips during the AM peak hour and approximately 74 new trips during the PM peak hour. • This new traffic associated with the proposed redevelopment represents an increase expected beyond what the site currently generates today, approximately three to nine times the existing traffic depending upon the timeframe. • Within the last three years, 28 crashes occurred within the study area, six at the W 791h Street/Great Plains Boulevard intersection and the remaining 22 at the Arboretum Boulevard/Great Plains Boulevard intersection. Five of the six crashes at W 79th Street/Great Plains Boulevard were designated as left turn/right angle crashes, which is a safety concern. • The existing conditions show queues along Great Plains Boulevard at the Arboretum Boulevard intersection that extend to the W 79th Street intersection during the peak periods. These queues block the southbound through and eastbound right turning vehicles from completing their movement. During these blockages drivers navigate the intersection similar to an all -way stop using driver queues such as eye contact and waving, which is less than ideal. This operation continues until the southbound queue clears and vehicles along the cross street at W 79th Street/Great Plains Boulevard complete their movements. Based on the traffic volumes and confirmed with observations, these queueing conditions occur during approximately five hours of a typical weekday. • All intersections are projected to operate with acceptable overall delays and queueing through all scenarios, except for Arboretum Boulevard/Great Plains Boulevard, which begins to see southbound queues which extend past its storage length as well as less than ideal delays in the PM peak hour. • The eastbound left at W 7911 Street experiences longer delays at LOS F during the PM peak No -Build and Build scenarios. This queue creates blockages of the gas station accesses occasionally when paired with the southbound queue along Great Plains Boulevard at Arboretum Boulevard. • Negligible queue lengths are expected at the site accesses. • The proposed parking stalls exceed both the City requirements and the expected peak demand. • The drive-thru has sufficient space to accommodate the expected peak stacking based on data of fast food restaurants. • Pedestrians connections to the north and bicycle facilities are not shown in the current site plan. Traffic Impact Study 18 0=6 CONSULTING Chanhassen Panera Development Site The following recommendations are made based on the above findings: • Signal timing at Arboretum Boulevard/Great Plains Boulevard should be reevaluated to reflect the current traffic and potentially improve operations from Great Plains Boulevard. It is recognized that MnDOT prioritizes the highway traffic at this intersection. • Begin planning for the restriction of the eastbound approach on W 79th Street at Great Plains Boulevard to right -only. Turning the intersection into a 3/4- intersection (allowing left and right turns into W 791h Street, but restricting outbound movements to right turns only) will help improve safety and lower queues on the approach. • Add signage directing customers of the businesses on W 79th Street to use Market Boulevard for travel to the north. • Encourage/schedule truck deliveries and trash pickup outside of the weekday peak periods. • Provide additional pedestrian connections to the existing northern pedestrian facilities along W 79th Street. • Provide short term bicycle parking facilities for restaurant customers to help encourage multimodal travel to and from the development. Traffic Impact Study 19 Chanhassen Panera Development Site • • CONSULTING vi. Appendix A. Figures B. The Language of Traffic Engineering C. Crash Detail Reports D. Traffic Counts E. Trip Generation Table F. Peak Hour Volumes G. Level of Service (LOS) H. Capacity Analysis Backups • AM Existing • PM Existing • AM 2019 No -Build • PM 2019 No -Build • AM 2019 Build • PM 2019 Build • Mitigated AM 2019 Build • Mitigated PM 2019 Build Traffic Impact Study 20 M CONSULTING Chanhassen Panera Development Site Appendix A: Figures o w CONSULTING Figure 1 Location Maps Mini K'1 Onl(a 5p•,^g Park Baxh �� Deepr a.e- . .z, North M ineionk, No Scale crre• �.«,d T"ka Bay Shorewood a`1 ,t:z:, 3 rroposeo site Traffic Impact Study Al Spack Consulting Chanhassen Panera Development Site Appendix A: Figures mCONSULTING Figure 2 ENGINEERING TRAFFIQ FORWARD Concept Plan f f K ,.+.,K.below. �7 Call ire you dig. [tlST r46lflIM �� -� r�wofau.�uw ❑ .wnrr llI lIJ�S E,.Uk,—kQANOWL— rrrc ,,0?AVAN0 /'/Ai% Traffic Impact Study A2 Spack Consulting Chanhassen Panera Development Site /`�LJLICI IUIX �. I I IC Ldl ly. UdyG VI 1tdIIIV CI IyII ICCI lI ly umCONSULTING Research Brief — Volume No. 15 The Language of Traffic Engineering Types of Studies Access Management - The practice of government agencies limiting the amount of intersections (both public roadway crossings and private driveways) along a roadway corridor based on the function of the roadway to improve safety and mobility while streamlining access. Corridor Study - A transportation review and analysis of the existing and future traffic operations of a roadway segment. Varies in length from a couple blocks to a few miles and typically covers all modes of travel. Intersection Control Evaluation (ICE) Report - A document that examines and determines the most appropriate type of control (stop sign, signal, roundabout, or other) at one or more intersections. Safety Study - An examination of crash records to identify potential trends, issues, and problem intersections/ corridors. Usually includes potential mitigation options expected to decrease crash rates in the future. Speed Study - A review of existing travel speeds and the corridor characteristics to determine if speeding is an issue, the appropriate speed to post as the limit, and/or areas to provide reduced speed warnings. Traffic Impact Study (TIS) - A document that addresses the expected traffic impacts of a development and, if necessary, mitigation options that will reduce or eliminate negative impacts. Also referred to as a Traffic Impact Analysis. Transportation Plan - A document developed by a government agency to take inventory of their transportation network, identify concerns or issues and lay out the path for improvement of the system. Travel Demand Management Plan (TDMP) - A plan that documents the existing infrastructure around a site, including transit and non -motorized vehicle options, and develops measures to be implemented to encourage those alternative modes of travel. Warrant Evaluation - Review of traffic volumes and other characteristics at an intersection against thresholds to determine if a traffic signal or other traffic control option is needed/warranted. Management Control Safety Intro -modal '1 Interactions Traffic Technology Engineering Mufti -mode. Interactions Porking CUrbon Source: ETH Zurich Traffic Engineering is a branch of civil engineering that focuses on the safe and efficient movement of people and vehicles. It is part science and part art, requiring not only technical skills for analysis but an understanding of motivations in choosing travel routes. Key Organizations AASHTO - American Association of State Highway and Transportation Officials. A nonprofit, nonpartisan association representing transportation departments with a primary goal of fostering the development, operation, and maintenance of an integrated national transportation system. DOT - Department of Transportation. Government organizations within federal and state agencies dedicated to serving the transportation needs of the community and typically responsible for study, design, operation, and maintenance of all facets of transportation. FHWA - Federal Highway Administration. An agency within the US Department of Transportation that supports State and local governments in the design, construction, and maintenance of the highway system. ITE - Institute of Transportation Engineers. An international educational and scientific association of transportation professionals who are responsible for meeting mobility and safety needs. /1ppt:J 1 IUTA 0. 1 1 IC Ldi lyUdIJ. C UI I I dIIIL; CI lyll lUtl If ly Kesearch Brief Volume No. 15 Results 85th Percentile Speed - Speed at which 85 percent of drivers are traveling at or below. Speed limits are typically set at the 85th percentile speed. 95th Percentile Queue -The distance, generally measured in feet or number of vehicles, which will be exceeded in a lane, typically at an intersection, only five percent of the time. Usually used to help determine intersection turn lane lengths. Control Delay - The total amount of time a motorist takes to get through a road segment or intersection minus the time it would take without stopping due to traffic controls (like stop signs or traffic signals). Control delay includes decelerating and accelerating back to full driving speed. Functional Classification - the grouping of streets and highways into categories according to their characteristics and emphasis on mobility or access. Generally, categories include arterials (emphasizing mobility and fast travel), local roads (emphasizing access to adjoining properties), and collector roads (emphasizing a balance between the two and usually connecting arterials to local roads). Intersection Delay - The average amount of time, usually expressed in seconds, experienced by any vehicle traveling through an intersection. Level of Service (LOS) - Qualitative measure of traffic operations related to the amount of average delay experienced. Expressed in letter grades with LOS A representing the best operations with little to no delay and LOS F representing the worst operations with excessive delays and congestion. Measures of Effectiveness - Performance measures that define how well traffic is moving along a corridor or thru an intersection. The common MOEs are travel time, corridor speed, delay, and queues. Queue - Length of line of cars waiting at an intersection or at a bottleneck in a corridor, typically measured for each individual lane of traffic in feet or number of vehicles. Volume to Capacity (v/c) ratio - the number of vehicles through an intersection or roadway segment in a specific amount of time divided by the expected capacity of the road. Less than 1.0 indicates available capacity and above 1.0 indicates more vehicles than can be accommodated. Typically, a v/c ratio above 0.85 suggests operational issues. Trip Generation - The amount of vehicle traffic generated by a land use. One trip is equal to one vehicle traveling from an origin to a destination (traveling to and from work equals two trips). Warrants - Criteria based on volumes and other Measures of Effectiveness for determining when all way stop signs, roundabouts, traffic signals, or other type of control should be installed. Important Manuals/Guides HCM - Highway Capacity Manual (released by the Transportation Research Board, or TRB). The guide for engineers and planners to assess traffic and environmental effects of highway projects. This manual presents the foundation of traffic analysis procedures in the US. MUTCD - Manual of Uniform Traffic Control Devices. A document that sets minimum standards and provides guidance to ensure uniformity of traffic control devices (such as messages, location, size, shapes, and colors) across the nation. All roads are subject to its jurisdiction. Mitigation - Measures intended to reduce the impact of a HSM - Highway Safety Manual (released by AASHTO). development or improve an identified traffic issue by either A guide that presents a variety of methods for quantitatively improving capacity (like adding lanes) or reducing demand estimating crash frequency or severity. (like encouraging carpooling). Resources MUTCD 2009 Edition published by FHWA About This Brief Highway Capacity Manual, HCM2010 Highway $t Manual HSM Spack Consulting prepared this brief as part of our company's vision to significimprove the practice of traffic engineering and transportation planning. Transportation professionals from around the world have assisted us in developing this document. We are providing this brief under the Creative Commons Attribution License. Feel free to use -modify -share this guide, but please give us some credit in your document. To request our whole series of Design Briefs and to be included on our distribution list for new materials, please email mspack@spackconsulting.com. And please reach out if you have any comments or questions related to this Design Brief. • • Mikegn S PACK COUNTING day R traffic _-1rsZom CONSULTINGACADEMY . TRAFFIC DATA INC. Appendix G: Crash Detail Report W Crash Detail Report LHRH Report Version 1.0 March 2010 Crash ID: :30800042 Date: 02/!9/2013 Time: -71C Sys: 03-MN County: CARVER City: CHANHASSEN Route: 10000005 045+00.733 Severity: NON -INCAPACITATING INJURY Road Type: NOT SPECIFIED Road Char: NOT SPECIFIED Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: N1 '1 F,?Fr71FIF Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 h PARKED VAN OR MINIVAN 48 F NOT SPECIFIED NOT SPECIFIED NOT SPEC'F'F? First Event: NOT SPECIFIED To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 45 Diagram: REAR END Officer. Reliability: NFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 W STOPPED TRAFFIC PASSENGER CAR 46 F NOT SPECIFIED NOT SPECIFIED NOT SPECIFIED Crash ID:=31630135 Date: 06/12/2013 Time: 1452 County: CARVER City: CHANHASSEN Severity: PROPERTY DAMAGE Road Type: OTHER Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 _ .J FT TURN SPORT UNTILITY VEHICLE 29 F NORMAL FAIL TO YIELD ROW NOT SPECIFIED Unit 2 Unit 3 Sys: 05-MSAS Route: 06400119 000+00.16; First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: STOP SIGN OTHER Speed Limit: 30 Diagram: OTHER Officer: Reliability: CONFIDENT # of Vehicles: 2.00 STRAIGHT AHEAD PASSENGER CAR 20 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 11/08/2017 MnCMAT 1.0.0 Page 1 cl 15 Traffic Impact Study C1 Spack Consulting Chanhassen Panera nevelnnment Shuiv Crash ID: ". 31800108 Date: 06/29/2013 Time: a County: 'ARVER City: CHANHASSEN Report Sys: ^3-MN Route: '�0000005 045+00.733 Severity: PROPERTY DAMAGE Road Type: 46 LANES UNDIV 2 WAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W STRAIGHT AHEAD VAN OR MINIVAN 48 M NORMAL DISTRACTION NOT SPECIFIED First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: SIDESWIPE PASSING Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 W STRAIGHT AHEAD PICKUP TRUCK 52 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Crash ID: 131960031 Date: 06/11/2013 Time: : 81 0 County: CARVER City: CHANHASSEN Severity: PROPERTY DAMAGE Road Type: NOT SPECIFIED Road Char: NOT SPECIFIED Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: :DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 EAST STOPPED TRAFFIC PASSENGER CAR 48 M NOT SPECIFIED NOT SPECIFIED NOT SPEC=F=ED Unit 3 Sp: 03-MN Route: 00000005 045+00.733 First Event: NOT SPECIFIED To Junction: 4-LEGGED INTERSECTION Traffic Device: STOP SIGN 4-WAY Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2 .00 Unit 2 E OVERTAKING/PASSING PICKUP TRUCK 28 M NOT SPECIFIED NOT SPECIFIED NC- SPFC"='F? Unit 3 11,08,2017 MnCMAT 1.0.0 Page 2 of 15 Traffic Impact Study C2 Spack Consulting (-hanhaSSPn PanPra r)avPlnnmant Shuiv Crash ID: Annendmx CO Crash Uetai :32720030 T Date: 09/28/2013 Time: ". . County: CARVER City: CHANHASSEN Report Sys: 05-MSAS Route: 06400119 000+00.161 Severity: PROPERTY DAMAGE Road Type: 3 LANES UNDIVIDED Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 LEFT TURN SPORT UNTILITY VEHICLE 45 M NORMAL IMPROPER LANE STRACTION First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: STOP SIGN OTHER Speed Limit: 30 Diagram: SIDESWIPE PASSING Officer: Reliability: CONFIDENT # of Vehicles: 2.00 Unit 2 STRAIGHT AHEAD PICKUP TRUCK 50 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Crash ID:=32980024 Date: 10/25/2013 Time: County: CARVER City: CHANHASSEN Severity: POSSIBLE INJURY Road Type: FREEWAY MAINLINE Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DARK - STREET LIGHTS ON Weather 1: CLEAR Weather 2: CLEAR Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W STRAIGHT AHEAD PASSENGER CAR 22 F NORMAL DISTRACTION NOT SPFCIFIFD Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2. 00 w STOPPED TRAFFIC PASSENGER CAR 51 F NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 11/08/2017 MnCMAT 1.0.0 Page 3 of 15 Traffic Impact Study C3 Spack Consulting Chanhassen Panera nevelnnment Sturiv _ Appendix C: Crash Uetai Crash ID: 133030003 Date: 10/29/2013 Time: County: CARVER City: CHANHASSEN Report Sys: -MN Route: ',0000005 045+00.733 Severity: PROPERTY DAMAGE Road Type: 2 LANES UNDIV 2_WAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: WET Light Cond: DARK - STREET LIGHTS ON Weather 1: CLOUDY Weather 2: RAIN Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W STRAIGHT AHEAD SPORT UNTILITY VEHICLE 48 F NORMAL FAIL TO YIELD ROW SKIDDING First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 W STRAIGHT AHEAD PASSENGER CAR 38 M NORMAL NO IMPROPER DRIVING NO IMPROPER DRIVING Crash ID:-33420078 Date: :2/07/2013 Time: 1308 County: 'ARVER City: CHANHASSEN Severity: ROPERTY DAMAGE Road Type: STHER DIVIDED HIGHWAY Road Char: CURVE AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: :CE/PACKED SNOW Light Cond: -)AYLIGHT Weather 1: CLOUDY Weather 2: NOT S0FC-F'_E7) Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 NW RIGHT TURN SPORT UNTILITY VEHICLE 26 M NORMAL ILLEGAL SPEED SKIDDING Sys. ^3-MN Route: ^0000005 045+00.733 First Event: ON ROADWAY To Junction: INTERSECTION -RELATED Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: SIDESWIPE PASSING Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 NW RIGHT TURN SPORT UNTILITY VEHICLE 34 M NORMAL SKIDDING N SPECKLE) 11/08/2017 MnCMAT 1.0.0 Page 4 0115 Traffic Impact Study C4 Spack Consulting Chanhassen Panora I7evelnnment Sturiv Crash ID: Appendix C n Crash Detai :33470138 Date: 12/13/2013 Time: 1 County: CARVER City: CHANHASSEN Report Sys: 05-MSAS Route: 06400119 000+00.112 Severity: PROPERTY DAMAGE Road Type: OTHER Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: ICE/PACKED SNOW Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: CLOUDY Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W RIGHT TURN PASSENGER CAR 31 M NORMAL ILLEGAL SPEED DISTRACTION First Event: ON ROADWAY To Junction: Y-INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 30 Diagram: OTHER Officer: Reliability: CONFIDENT # of Vehicles: 2.00 Unit 2 S STOPPED TRAFFIC SPORT UNTILITY VEHICLE 45 F NORMAL NO IMPROPER DRIVING NO IMPROPER DRIVING Crash ID: .33510280 Date: 12/17/2013 Time: 1530 County: CARVER City: CHANHASSEN Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: WET Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Em N PARKED PICKUP TRUCK 38 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 Sys: 05-MSAS Route: 06400119 000+00.099 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 30 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 N STRAIGHT AHEAD PASSENGER CAR 23 M NORMAL DISTRACTION NOT SPFCIF_FD Unit 3 11/08/2017 MnCMAT 1.0.0 Page 5 of 15 Traffic Impact Study C5 Spack Consulting (-hanhaSaan Panora f)Pvalnnmant Shirty 140200126 Amend Date: ix C : Crash Uetai 01/20/2014 Time: :: =4 Crash ID: County: CARVER City: CHANHASSEN Report Sys: 05-MSAS Route: 06400119 000+00.161 Severity: PROPERTY DAMAGE Road Type: 2 LANES UNDIV 2 WAY Road Char: CURVE AND GRADE Crash Type: COLL W/MV IN TRANSPORT Surf Cond: SNOW Light Cond: DAYLIGHT Weather 1: SNOW Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 N STRAIGHT AHEAD PASSENGER CAR 80 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED First Event: ON ROADWAY To Junction: T-INTERSECTION Traffic Device: STOP SIGN OTHER Speed Limit: 30 Diagram: SIDESWIPE PASSING Officer: Reliability: CONFIDENT # of Vehicles: 2.00 Unit 2 L ?ED. FAIL TO YIELD R/W TO TR SPORT UNTILITY VEHICLE 39 M NORMAL FAIL TO YIELD ROW NOT SPECIFIED Crash ID: :40310200 Date: -::/31/2014 Time: 0849 County: CARVER City:-HANHASSEN Severity: PROPERTY DAMAGE Road Type: FREEWAY MAINLINE Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: ICE/PACKED SNOW Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: C?.FAR Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 EAST STOPPED TRAFFIC SPORT UNTILITY VEHICLE 52 F NORMAL NO IMPROPER DRIVING NO IMPROPER DRIVING Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.0C Unit 2 E SLOWING TRAFFIC PASSENGER CAR 52 F NORMAL OTHER ' 'THER Unit 3 11/08/2017 MnCMAT 1.0.0 Page 6 o' 15 Traffic Impact Study C6 Spack Consulting Chanhass�-n Panora IDavpinnmPnt Shiriv Crash ID: Appendix C : Crash Uetai :40360159 Date: 02/05/2014 Time: iI County: CARVER City: CHANHASSFN Report Sys: 03-MN Route: 00000005 045+00.715 Severity: PROPERTY DAMAGE Road Type: FREEWAY MAINLINE Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: WET Light Cond: DAYLIGHT Weather 1: SNOW Weather 2: CLOUDY Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit t EAST STRAIGHT AHEAD PASSENGER CAR 34 F NORMAL DISTRACTION NOT SPECIFIED First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 50 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 E STRAIGHT AHEAD PASSENGER CAR 28 L RMAL NO IMPROPER DRIVING NOT SPECIFIED Crash ID: : 40380i77 Date: 02/07/20i4 Time: 1440 County:--ARVER City: CHANHASSEN Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NCT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 . W STRAIGHT AHEAD PASSENGER CAR 40 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 Sys: 03-MN Route: 00000005 045+00.75i First Event: ON ROADWAY To Junction: INTERSECTION -RELATED Traffic Device: NOT APPLICABLE Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 W STRAIGHT AHEAD PASSENGER CAR 46 M NORMAL FOLLOWING TOO CLOSELY NOT SPECIFIED Unit 3 ' 11/08/2017 MnCMAT 1.0.0 Page 7 of 15 Traffic Impact Study C7 Spack Consulting (:hanhaGSPn Panpra nPvPlnnmPnt Studv _ Crash ID: Appendix Ce Crash Deta ' 90400019 Date:' 02/07/2014 Time: County: CARVER City: CHANHASSEN Report Sys: 03-MN Route: 00000005 045+00.761 Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W STRAIGHT AHEAD PASSENGER CAR 23 F NORMAL NOT SPECIFIED NOT SPECIFIED First Event: ON ROADWAY To Junction: INTERSECTION -RELATED Traffic Device: NOT APPLICABLE Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 STRAIGHT AHEAD SPORT UNTILITY VEHICLE 28 M NORMAL NOT SPECIFIED NOT SPECIFIED Crash ID: :90960016 Daft: 02/12/2014 Time: 602 County: CARVER City: CHANHASSEN Severity: ?RCPERTY DAMAGE Road Type: OTHER Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: WET Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: V^'" SPECTFTED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 MC BIKE LEFT TURN PASSENGER CAR 40 M NORMAL FAIL TO YIELD ROW NOT SPECIFIED Unit 3 Sys: 05-MSAS Route: 16400119 000+00.16: First Event: ON ROADWAY To Junction: T-INTERSECTION Traffic Device: NOT APPLICABLE Speed Limit: 30 Diagram: LEFT TURN INTO TRAFFIC Officer: Reliability: CONFIDENT # of Vehicles: ? . S STRAIGHT AHEAD PASSENGER CAR 21 F NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 11/08/2017 MnCMAT 1-0.0 Page 8 of 15 Traffic Impact Study C8 Spack Consulting Chanhassen Panora nevelnnment Sturly Crash ID: Appenbx U: Crash Uetai 140550262 Date: 02/21/2014 Time: County: CARVER City: CHANHASSEN Report Sys: ;3-MN Route: 00000005 045+00.733 Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND GRADE Crash Type: COLL W/MV IN TRANSPORT Surf Cond: ICE/PACKED SNOW Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: CLEAR Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 EAST STRAIGHT AHEAD PASSENGER CAR 53 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: RIGHT ANGLE Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 S STRAIGHT AHEAD PICKUP TRUCK 45 M :1ORMAL FAIL TO YIELD ROW NOT SPECIFIED Crash ID: :40700083 Date: 02/21/2014 Time: :23 County: CARVER City: CHANHASSEN Severity: POSSIBLE INJURY Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: SNOW Light Cond: DAYLIGHT Weather 1: SNOW Weather 2: RT ^WTNG SAND/DUST/SNOW Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 _• EAST STOPPED TRAFFIC SPORT UNTILITY VEH"C'F 38 M NORMAL NO IMPROPER DRIVING NC- SPEC'—F'FD Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 E SLOWING TRAFFIC SPORT UNTILITY VEHICLE 42 F NORMAL WEATHER 'I-- SPFC-.'F'J Unit 3 11/08/2017 MnCMAT 1.0.0 Page 9 of 15 Traffic Impact Study C9 Spack Consulting Chanhassen Panora r)evelnnment Sturiv Crash ID: County: f• Date: 03/29/2014 Time: 2= "' City: CHANHASSEN Report Sys: I 0—M Route: 06400140 000+00.330 Severity: POSSIBLE INJURY Road Type: OTHER Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DARK - STREET LIGHTS ON Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 NE RIGHT TURN PASSENGER CAR 20 NORMAL FAIL TO YIELD R-W '17�7 SPECIFIED First Event: ON ROADWAY To Junction: NON -JUNCTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 30 Diagram: SIDESWIPE PASSING Officer: Reliability: CONFIDENT # of Vehicles: 2.00 E STRAIGHT AHEAD VAN OR MINIVAN 53 M NORMAL NO IMPROPER DRIVING NO IMPROPER DRIVING Crash ID:/40900243 Date: 03/3 --,_ 4 Time: 121E County: CARVER City: CHANHASSFN Severity: NON -INCAPACITATING INJURY Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 W STRAIGHT AHEAD PASSENGER CAR 77 F NORMAL DISREGARD TRAFFIC DEVICE NOT SPECIFIED Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: LEFT TURN INTO TRAFFIC Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: ? . E LEFT TURN PASSENGER CAR 32 M NORMAL NO IMPROPER DRIVING NCT SPECIFIED Unit 3 ,- S STOPPED TRAFFIC VAN OR MINIVAN 36 F NORMAL NO IMPROPER DRIVING NCT SPFC'F_F'C 11/08/2017 MnCMAT 1.0.0 Page 10 c+ 15 Traffic Impact Study C10 Spack Consulting C;hanhassPn Panora nPvPlnnmPnt Sturly Crash ID: '.41410114 County: CARVER AnDend*x Cm C; TT Date: 05/21/2014 City: CHANHASSEN Time: Report Sys: 05-MSAS Route: 06400119 000+00.161 Severity: PROPERTY DAMAGE Road Type: 2 LANES UNDIV 2_WAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: CLEAR Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 ':'RAIGHT AHEAD FORT UNTILITY VEHICLE -a M NORMAL NO IMPROPER DRIVING NO IMPROPER DRIVING First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: NOT APPLICABLE Speed Limit: 30 Diagram: RIGHT ANGLE Officer: Reliability: CONFIDENT # of Vehicles: 2.00 Unit . NW LEFT TURN SPORT UNTILITY VEHICLE 63 F NORMAL FAIL TO YIELD ROW VISION OBSCURED - OTHER Crash ID: _41820247 Dais: 06/16/20:4 Time: " 234 County: CARVER City: CHANHASSEN Severity: NON -INCAPACITATING INJURY Road Type: FREEWAY MAINLINE Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 AST 'RAIGHT AHEAD PASSENGER CAR 27 F NORMAL :LLOWING TOO CLOSELY • T SPFC'-'FD Unit 2 Unit 3 Sys: 03-MN Route: 00000005 045-00.700 First Event: ON ROADWAY To Junction: INTERSECTION -RELATED Traffic Device: NOT APPLICABLE Speed Limit: 55 Diagram: REAR END Officer: Reliability: LESS CONFIDENT (BY MNDOT) # of Vehicles: 2. ^0 Unit 3 11;0812017 MnCMAT 1.0.0 Page 11 cf 15 Traffic Impact Study C11 Spack Consulting C:hanhassan Panora nPvalnnmpnt Shiriv _ Crash ID: Ano .ndix Ge Crash D .tai =42890264 Date: 10/15/2014 Time: County: CARVER City: CHANHASSEN Report Sys: 03-MN Route: 00000005 045+00.733 Severity: POSSIBLE INJURY Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 EAST STRAIGHT AHEAD PASSENGER CAR 46 M NORMAL DISTRACTION NOT SPECIFIED First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 E STOPPED TRAFFIC PASSENGER CAR 60 M NORMAL NO IMPROPER DRIVING NOT SPEC- - CrashlD: :43450030 Date: _2/10/2014 Time: ".258 County: -ARVER City:-'HANHASSEN Severity: PROPER=Y DAMAGE Road Type: FREEWAY MAINLINE Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 EAST STRAIGHT AHEAD SPORT UNTILITY VEHICLE 61 M NORMAL NO IMPROPER DRIVING NO IMPRCPFR DR'V'NG Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: RIGHT ANGLE Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2. ^^ N LEFT ON RED PASSENGER CAR 49 M NORMAL DISREGARD TRAFFIC DEVICE FAIL TO YIELD ROW Unit 3 11/08/2017 MnCMAT 1.0.0 Page 12 cf 15 Traffic Impact Study C12 Spack Consulting (-hanhassPn Panora nevelnnmant Sturiv Appendix Ce Crash Uetai CrashlD: -_50090295 Date: 01/09/2015 Time: County: CARVER City: CHANHASSEN Report Sys: 05-MSAS Route: 06400119 000+00.102 Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: SNOW Light Cond: DARK - STREET LIGHTS ON Weather 1: SNOW Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 STRAIGHT AHEAD PASSENGER CAR 57 M UNDER THE INFLUENCE DISTRACTION NOT SPECIFIED First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: NOT APPLICABLE Speed Limit: 35 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Un[t 2_ S STRAIGHT AHEAD PASSENGER CAR 56 F NORMAL NO IMPROPER DRIVING NOT SPECIFIED Crash ID: 150150132 Date: ',1/15/2015 Time: 1530 County: CARVER City: CHANHASSEN Severity: POSSIBLE INji;RY Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: WET Light Cond: DAYLIGHT Weather 1: CLEAR Weather 2: NOT SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1 N;. RIGHT TURN PASSENGER CAR 40 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: INTERSECTION -RELATED Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2. ^^ AM NW RIGHT TURN PASSENGER CAR 20 M NORMAL FOLLOWING TOO CLOSELY N-_- SDEC. F=ED Unit 3 11/08/2017 MnCMAT 1.0.0 Page 13 of 15 Traffic Impact Study C13 Spack Consulting Chanhassen Panera I7evelnnment ShAv CrashlD: Appendix C_:& Crash Uetai 151350126 Date: 05/15/201G Time: County: CARVER City: CHANHASSEN Report Sys: 03-MN Route: 00000005 045+0C., Severity: PROPERTY DAMAGE Road Type: OTHER DIVIDED HIGHWAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DAYLIGHT Weather 1: CLOUDY Weather 2: 140T SPECIFIED Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 Unit 1__ EAST SLOWING TRAFFIC SPORT UNTILITY VEHICLE 49 M NORMAL NO IMPROPER DRIVING NOT SPECIFIED First Event: ON ROADWAY To Junction: NON -JUNCTION Traffic Device: NOT APPLICABLE Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2.00 Unit 2 E SLOWING TRAFFIC PASSENGER CAR 55 M 1 RMAL 4OLLOWING TOO CLOSELY NOT SPECIFIED Crash ID: 1513700:5 Date: 05/08/2015 Time: 2110 County: CARVER City: CHANHASSEN Severity: PROPERTY DAMAGE Road Type: 46 LANES UNDIV 2—WAY Road Char: STRAIGHT AND LEVEL Crash Type: COLL W/MV IN TRANSPORT Surf Cond: DRY Light Cond: DARK - STREET LIGHTS ON Weather 1: CLEAR Weather 2: 'J^T SPFCTF-F'1 Trav Dir: Veh Act: Veh Type: Age: Gender: Cond: Cont Fact 1 Cont Fact 2 0 STRAIGHT AHEAD VAN OR MINIVAN 39 F NORMAL FOLLOWING TOO CLOSELY NOT SPECTFTFD Unit 3 Sys: 03-MN Route: 00000005 045+00.733 First Event: ON ROADWAY To Junction: 4-LEGGED INTERSECTION Traffic Device: TRAFFIC SIGNALS Speed Limit: 55 Diagram: REAR END Officer: Reliability: CONFIDENT (BY MNDOT) # of Vehicles: 2. 0 W SLOWING TRAFFIC PASSENGER CAR i8 M NORMAL IMPROPERLY PARKED NOT SPECTFTF' Unit 3 11108/2017 MnCMAT 1.0.0 Page 14 of 15 Traffic Impact Study C14 Spack Consulting (;hanhasspn Panpra npvpinnmpnt Shidv Selection Fi WORK ARE Analyst: Jonah Finke W08!2017 MnCMAT 1.0.0 Traffic Impact Study C15 (:hanhassPn Panora I)avalnnmpnt Stij(ly Page 15 of 15 Spack Consulting �Un: Appendix D: Traffic Counts Traffic Data Inc 1A 1Ic IIVA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-1 i Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/24/2017 ',hanhassen, MN Page No : 1 Groups Printed- Cars + - Trucks Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 _ Souhbound r Westbound Northbound Eastbound. Start Time UTm Left Thru Right Peds 1 App. Total UTrn Left I Thru I Right I Peds I App Total UTrn-I Left1—Thru I Right Peds App Tome UTrn Left Thru I Right Peds 1 App. Total Int. Total 12:00 AM 0 1 1 1 0 3 0 0 11 1 0 12 0 0 0 0 0 0 0 1 15 0 0 16 31 12:15 AM 0 0 0 2 0 2 0 0 13 1 0 14 0 1 0 0 0 1 0 1 9 0 0 10 27 12:30 AM 0 6 0 1 0 7 0 0 17 1 0 18 0 1 0 0 0 1 0 1 7 0 0 8 34 12:45AM 0 0 0_ 0 0 0 0 0 8 0 0 8 0 1 0— 0_ 0 1 0 1 6 2 0 9_ 18- Total 0 7 1 4 0 12 0 0 49 3 0 52 0 3 0 0 0 3 0 4 37 2 0 43 110 01:00 AM 0 0 0 0 1 1 0 0 16 0 1 17 0 0 0 1 0 1 0 0 7 0 0 7 26 01:15AM 0 0 0 0 0 0 0 0 9 1 0 10 0 1 0 2 0 3 0 0 8 0 0 8i 21 01:30 AM 0 2 0 2 0 4 0 0 9 2 0 11 0 0 0 0 0 0 0 2 53 0 0 55 70 01:45AM 0 1 0 0 0 1 0 0 5 1 0 6 0 0 0 0 0 0_i 0 0 11 1 0 12 1_-19_ Total 0 3 0 2 1 6 0 0 39 4 1 44 0 1 0 3 0 41 0 2 79 1 0 W 136 02:00 AM 0 0 0 1 0 1 0 0 5 1 0 6 0 0 1 0 0 1 0 1 24 0 0 25 33 02:15 AM 0 0 0 1 0 1 0 0 7 0 0 7 0 0 0 0 0 0 0 1 7 0 0 8 16 02:30 AM 0 1 0 3 0 4 0 0 4 2 0 6 0 0 1 0 0 1 0 1 8 0 0 9 20 02:45 AM 0_ 3 0 2 0 5 0 1 8 2 0 11 0 0 0 1 0 1 0 0 6 1 0 7 24 Total 0 4 0 7 0 11 0 1 24 5 0 30 0 0 2 1 0 3 0 3 45 1 0 49 93 03:00 AM 0 1 0 1 0 2 0 0 4 4 0 8 0 0 0 0 0 0 0 2 8 0 0 10 20 03:15 AM 0 1 0 1 0 2 0 0 10 0 0 10 0 0 0 0 0 0 0 1 8 0 0 9 21 03:30 AM 0 2 0 0 0 2 0 0 8 1 0 9 0 0 0 0 0 0 0 4 14 0 0 18 29 03:45AM _ 0 20_ 1 0_ 3_ _ 0 0 18 2_ _ __0 20 0 0 0 0 0 0 0 _1 14 0 0 15 38 Total 0 6 0 3 0 9 0 0 40 7 0 47 0 0 0 0 0 0 0 8 44 0 0 52 108 04:00 AM 0 1 0 0 0 1 0 0 8 4 0 12 0 0 0 1 0 1 0 1 20 0 0 21 35 04:15 AM 0 3 0 7 0 10 0 2 30 6 0 38 0 0 0 0 0 0 0 2 27 0 0 29 77 04:30 AM 0 5 0 1 0 6 0 2 26 2 0 30 0 0 0 0 0 0 0 2 31 0 0 33 69 04:45 AM 0 _ 2 _ 0 2 0 _ _ _ _4_ 0 _ 2 49__ _3 _ _ 0 54 0 2 0 1 0 _ 3 0 _ _2 47 2 1 _52 113 Total 0 11 0 10 0 21 0 6 113 15 0 134 0 2 0 2 0 4 0 7 125 2 1 135 294 05:00 AM 0 7 0 2 0 9 0 6 47 4 0 57 0 2 2 1 0 5 0 2 48 1 0 51 122 05:15 AM 0 4 1 7 0 12 0 0 79 15 0 94 0 2 0 2 0 4 0 4 74 1 0 79 189 05:30 AM 0 9 2 9 1 21 0 0 99 12 0 111 0 2 1 2 0 5 0 1 124 1 0 126 263 05:45AM 0 10 3 7 0 20 0_ 7 95 18 0 120 0 1 1 2_ 0__4_ 0 0 124 1 0 125 269 Total 0 30 6 25 1 62 0 13 320 49 0 382 0 7 4 7 0 18 0 7 370 4 0 381 843 06:00 AM 0 15 0 8 0 23 0 1 91 13 0 105 0 0 3 2 0 5 0 6 246 7 0 259 392 06:15 AM 0 21 6 4 1 32 0 3 122 13 0 138 0 0 11 6 0 17 0 7 292 5 0 304 491 06:4TAM 0 0 81 18 33 1 133 0 15 531 82 0 628 0 7 26 12 0 45 0 29 1248 24 0 1301 + 2107 Traffic Impact Study D1 Spack Consulting Chanhassen Panera Development Site w mu Appendix D: Traffic Counts V1 Traffic Data Inc tAHR OAFA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-17 Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/24/2017 ;hanhassen, MN Page No :2 Groups Printed- Cars + - Trucks Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 Southbound _ Westbound Northbound Eastbound Start Time UTrn Left I Thru I Right Peds1 App. Toni UT�Left Thru Right I Peds App. resat UTm I Left I Thru Right I Peds I App Total UTrn I Left Thru Right 1 Peds App Total Int. Total 07:00 AM 0 29 3 9 0 41 0 6 148 30 0 184 0 4 4 7 0 15 0 13 425 9 0 447 687 07:15 AM 0 30 10 9 0 49 0 14 177 37 0 228 0 5 15 8 0 28 0 22 503 15 0 540 845 07:30 AM 1 32 3 13 0 49 0 7 193 27 0 227 0 5 12 11 0 28 1 17 468 5 0 491 795 07:45 AM 0 33 11 22 0 _ _ 66 0 11 251 33 _ _ _ _ 0 295 0 10 11 28_ 0 49 0 23 461 23 0 507 917 Total 1 124 27 53 0 205 0 38 769 127 0 934 0 24 42 54 0 1201 1 75 1857 52 0 1985 3244 08:00 AM 0 43 9 19 0 71 0 18 179 51 0 248 0 8 31 30 0 69 0 27 444 17 0 488 876 08:15 AM 0 53 7 19 0 79 0 7 198 40 0 245 0 12 7 9 0 28 1 18 374 17 0 410 762 08:30 AM 0 31 10 19 0 60 0 15 228 39 0 282 0 10 10 11 0 31 0 13 339 20 0 372 745 08:45 AM _ 0 46 8 8 _ 4 _ 66 0 24 _ 211 34 _ 0 _ 269 0 17 - _ 11 20 0 _-- _ _ 48 0 20 316 19 _ _ 0 355 738 Totals 0 173 34 65 4 276 0 64 816 164 0 1044 0 47 59 70 0 176 1 1 78 1473 73 0 1625 3121 09:00 AM 0 23 12 7 0 42 0 24 206 31 0 261 0 19 18 43 0 80 0 12 257 12 0 2111 664 09:15 AM 1 0 34 8 14 0 56 0 15 170 31 0 216 0 22 18 16 0 56 0 12 261 12 0 285 613 09:30 AM 0 36 9 8 0 53 0 16 177 27 0 220 0 14 17 9 0 40 0 12 201 12 0 225 538 09:45 AM 0 26 10 6 0 42 0 18 186_ _50_ 0_ _ 254 0 19 15 17 0 51 0 16 _ _ 224 17 0 257 604 Total 0 119 39 35 0 193 0 73 739 139 0 951 0 74 68 85 0 227 0 52 943 53 0 1048 2419 10:00 AM 0 38 8 5 2 53 0 20 176 27 0 223 0 16 13 16 0 45 0 14 226 14 0 254 575 10:15 AMkJ0 0 30 14 7 0 51 0 6 132 40 0 178 0 14 16 20 0 50 0 10 231 14 0 255 534 10:30 AM0 37 7 11 0 55 0 14 162 28 0 204 0 19 20 22 0 61 0 7 214 21 0 242 562 10:45AM0 41 15 12 0 68 0 29 181 _410 251 _ 0__ 15 14 22 0 51 0 7- 190 20 0 217 587 Total 14644 35 2 227 0 69 651 136 0 856 0 64 63 80 0 207 0 38 861 69 0 968 2258 11:00 AM 0 35 21 13 0 69 1 16 158 47 1 223 0 15 19 18 0 52 0 16 199 19 1 235 579 11:15 AM 0 50 17 13 0 80 0 19 223 48 0 290 0 16 16 29 0 61 0 13 246 19 2 280 711 11:30 AM 0 42 19 12 0 73 0 35 198 47 0 280 0 29 17 27 0 73 0 13 200 27 1 241 667 11:45 AM 0 49 17 12 3 81 0 28 208 47 0 283 0 23 26 18 0 67 0 23 244 21 0 288 719 Total 0 176 74 50 3 303 1 98 787 189 1 1076 0 83 78 92 0 253 0 65 889 86 4 1044 2676 12 :()0 PM 1 50 27 17 1 96 0 27 189 78 0 294 0 26 25 21 0 72 1 0 19 219 25 0 263 725 12:15 PM 0 56 17 30 0 113 0 36 214 54 2 306 0 16 24 25 0 65'1 0 21 268 27 0 316 790 12:30 PM 0 63 25 22 0 110 1 26 200 54 0 281 0 15 14 29 0 58 1 18 213 25 1 258 707 12:45 PM 0 48 24 17 - -0 89 0__ _ 30 249 48 0- 327 0 19 _15 28 - 0 62 0 13 227 _ 21 _ 0 261 739 Total 1 217 93 86 1 398 1 119 852 234 2 1208 0 76 78 103 0 257 1 71 927 98 1 1098 2961 01:00 PM 1 0 56 20 22 1 99 0 23 194 54 2 273 0 26 19 29 0 74 0 13 201 21 0 235 681 01:15 PM 1 0 42 20 23 0 85 2 22 211 46 0 281 0 26 21 29 0 76 0 17 232 19 0 268 710 01:30 PM 0 46 16 17 0 79 0 24 205 55 0 284 0 24 17 19 0 60 0 8 247 15 0 270 693 01:4Total 0 181 65 82 - - 0 37 9 20 1 _ 329 2 84 882 266 15 272 86 2 118G1 0 8 1 12 22 25 0 1 88 79 102 0 - - 260 0 1 0 12 182 14 0 208 682 - 1 0 50 862 69 0 981 2766 Traffic Impact Study D2 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts Y� Traffic Data I nc tAf If O,IrI lK PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-11 Site Code : 1 .AN 5 & Great Plains Blvd Start Date : 10/24/2017 ;hanhassen, MN Page No :3 Groups Printed_- Cars + - Trucks Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 Southbound Westbound Northbound Eastbound Start Time - - UTrn Left 1 Thru Right I App. Toth UTrn Left Thru I Right Peds App. Tool UTm Left Thru Right I Peds App Total UTm Left Thru 1 Right I Peds App. Total Inl. Total 02:00 PM 0 46 8 23 0 77 0 37 247 56 0 340 1 26 17 28 0 72 0 13 200 15 0 228 717 02:15 PM 0 40 22 14 0 76 0 28 276 54 0 358 0 19 17 36 0 72 1 8 236 22 0 267 773 02:30 PM 0 34 13 21 0 68 1 20 276 47 0 344 0 22 17 29 0 68 1 9 254 11 0 275 755 02:45 PM 0 _ 43 18 9 0 70 1 26 281 52 0 360 0 27 13 19 0 59 0 10 210 11 1 232 721 Total 0 163 61- 08 67 - 0 291 2 111 10 209 0 1402 1 94 64 112 0 -271 2 40 900 - 59 1 1002 2966 03:00 PM 0 36 10 18 0 64 0 25 281 51 2 359 0 17 22 24 0 63 0 21 263 14 0 298 784 03:15 PM 0 32 30 16 0 78 0 28 309 62 0 399 0 17 21 28 0 66 0 14 261 19 0 294 837 03:30 PM 0 38 21 18 0 77 0 49 350 63 0 462 0 17 24 30 0 71 1 10 246 15 0 272 882 03:45 PM 0 41 29 27 0 97 0 45 356 76 2 479 0 21 13 20 0 54 0 15 281 _ 22 _0 318 _948_ Total 0 147 -90-- 79 - 0 _ 316 0 147 1296 252 4 1699 0 72 80 102 0 254 1 60 1051 70 0 1182 -3451 04:00 PM 0 43 15 25 1 84 0 37 398 78 0 513 0 19 30 54 0 103 1 19 279 15 0 314 1014 04:15 PM 0 35 18 22 0 75 0 34 417 89 0 540 0 19 22 35 0 76 0 16 268 12 0 296 987 04:30 PM 0 50 29 27 0 106 0 33 426 97 0 556 0 19 20 20 0 59 0 14 301 14 1 330 1051 04:45 PM 1 44 23 19 0 87 0 38 412 101 0 551 0 20 26 31 0 77 1 14 276 17 0 308 1023 Total 1 172 85 93 1 352 0 142 1653 365 0 2160 0 77 98 140 0 315 2 63 1124 58 1 1248 4075 05:00 PM 0 49 22 35 0 106 0 31 420 103 0 554 1 35 23 31 0 90 0 18 325 14 1 358 1108 05:15 PM 0 30 20 34 0 84 0 41 421 97 0 559 0 26 28 35 0 89 0 19 301 29 0 349 1081 05:30 PM 0 48 41 28 0 117 0 42 408 119 0 569 0 18 20 22 0 60 0 20 282 15 3 320 1066 05:45 PM _ 0 40 21 22 0 83 1 33 350 91 0 475 1 14 20 29 _ _ 0 64 _ _ _ 0 _ _ 14 288 24 2 328 950 Total 0 167 104 119 0 390 1 147 1599 410 0 2157 2 93 91 117 0 303 0 71 1196 82 6 1355 4205 06:00 PM 0 48 26 25 0 99 1 28 339 91 0 459 0 32 25 31 0 88 0 18 275 14 0 307 953 06:15 PM 0 48 32 27 0 107 0 31 331 89 0 451' 0 26 25 26 0 77 0 14 256 29 1 300 935 06:30 PM 1 49 30 22 0 102 0 31 246 88 0 365 0 27 21 31 0 79 0 19 189 16 0 224 770 _ 06.45 PM 0 36 19 13 0 68 0- 24 224 61 0 309 0 21 20 22 0 63 0 11 176 15 0 202 642_ Total 1 181 107 87 0 376 1 114 1140 329 0 1584 f 0 106 91 110 0 307 0 62 896 74 1 1033 3300 07:00 PM 0 35 18 21 0 74 0 27 185 47 0 259 0 17 16 30 0 63 0 11 142 11 0 164 560 07:15 PM 0 33 19 24 0 76 0 16 181 54 0 251 0 12 10 17 0 39 0 7 163 16 0 18 5552 07:30 PM 1 37 7 15 0 60 0 18 175 37 0 230 0 11 11 19 0 41 0 7 108 13 2 130 461 07:45 PM 0 29 5 11 0 45 0 21 158 32 0 211 0 9 5 19 033 0 2 112 4 0 118 407 Total 1 134 49 71 0 255 0 82 699 170 0 951 0 49 42 85 0 176 0 27 525 44 2 598 1980 08:00 PM I 0 42 8 14 0 64 0 9 152 39 0 200 0 15 10 18 0 43 0 4 125 9 1 139 446 08:15 PM 0 41 8 9 0 58 0 15 170 35 0 220 0 12 12 15 0 39 0 2 95 8 0 105 422 08:30 PM 0 33 7 15 0 55 0 8 112 29 0 149 0 11 16 18 0 45 0 5 102 3 0 110 359 08:45 PM 0 23 2 5 0 30 1 0 2 131 21 0 154 - _ _ 0 13 10 25 0 48 0 1 83 6 0 90 _ _ 322 Total 0 139 25 43 0 207 0 34 565 124 0 723 0 51 48 76 0 175, 0 12 405 26 1 444 1549 Traffic Impact Study D3 Spack Consulting Chanhassen Panera Development Site 1wMME Appendix D: Traffic Counts Y1 Traffic Data Inc Uff►f Para w. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-1-1 Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/24/2017 ',hanhassen, MN Page No : 4 _ Groups Printed- Cars + - Trucks Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right Peds App. ToW UTm Left Thru I Right I Peds App. Tomb UTrn I Left Thru I Right Peds I App. Total UTrn ` Left Thru Right Peds App Tota� Int. Total 09:00 PM 0 22 6 11 0 39 0 5 126 17 0 148 0 2 8 10 0 20 0 4 71 6 0 81 288 09:15 PM 0 9 2 6 0 17 0 2 113 17 0 132 0 5 6 15 0 26 0 1 72 4 0 77 252 09:30 PM 0 15 3 11 0 29 0 3 99 13 0 115 0 3 2 12 0 17 0 2 58 1 0 61 222 09:_45 PM 0 12 0 3 0 15 0 7 87 _ 12 0 106 0 4 5 3 0 _ _-_ _ 12 _ 0 _ 1 51 2 0 54 187 Total 0 58 11 31 0 100 0 17 425 59 0 501 0 14 21 40 0 75 0 8 252 13 0 273 949 10:00 PM 0 6 0 2 1 9 0 0 71 9 0 80 0 2 1 5 0 8 0 1 51 0 0 52 149 10:15 PM 0 108 3 38 0 149 0 2 83 13 0 98 0 1 2 3 0 6 0 3 61 3 0 67 320 10:30 PM 0 47 1 10 0 58 0 0 64 6 0 70 0 1 2 5 0 8 0 4 40 3 0 47 183 10:45 PM_ 0 9 0 3 1 13 0 1 36 5 0 42 _ -- 0 _1 0 2 0 3_- _0 0 32 0 0 32 90 Total 0 170 4 53 2 229 0 3 254 33 0 290 0 5 5 15 0 250 8 184 6 0 198 742 11:00 PM 0 7 1 1 1 10 0 1 31 6 1 39 0 1 0 2 0 3 0 2 55 1 0 58 110 11:15 PM 0 7 0 1 0 8 0 0 22 3 1 26 0 1 0 1 0 2 0 3 60 0 0 63 99 11:30 PM 0 2 2 1 0 5 0 1 22 3 0 26 0 5 1 0 0 6 0 1 29 0 0 30 67 11:45 PM 0 2 0 0 0 2 0 1 14 2 0 17 0 0 0 2 0 2 0 2_ 19 0 0 21 42 Total 0 18 3 3 1 25 0 3 89 14 2 108 0 7 1 5 0 13 0 8 163 1 0 172 318 Grand Total 5 2627 940 1136 18 4726 8 1380 15412 16456 Cars + 5 2554 907 1107 15 4588 8 1353 14832 3234 12 19439 4 1032 1011 1389 0 3436 8 832 15759 954 16 17569 45032 % Cars + 100 97.2 96.5 97.4 83.3- -- 97.1 - 100 98 96.2 97_ 100 96.5 100 98.9 97.2 98.3 0 98.1 100 98.1 95.8 98.7 88.9 _ 96 96.5 Trucks 0 73 33 29 3 138 0 27 580 101 0 708 0 12 29 24 0 65 0 16 697 13 2 728 1639 % Trucks 1 0 2.8 3.5 2.6 16.7 2.9 0 2 3.8 3 0 3.5 0 1.1 2.8 1.7 0 1.9 0 1.9 4.2 1.3 11.1 4 3.5 Traffic Impact Study D4 Spack Consulting Chanhassen Panera Development Site ;mo Appendix El- Traffic Counts y1 Traffic Data Inc fuNr DATA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-11 Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/24/2017 ;hanhassen, MN Page No : 5 real Plains Boulevard �o Out In Total 5077 [4;5223 [9949 O� 0 1107 907 2554 5 15 29 33 73 0 3 1136 940 2627 5 18 S Right Thru Left UTrn Pods ao o ao E A / _or wo PQ c r� r. 10l24l201 12:OO AM z ao —► 10124=1 11:45 PM ♦ �+ N 3 z O�'��i�Q►— Trucks aX� � � + � mom Y071 n 0. wNon� +1 T r' v UTm Left Thru Right Peels O 4 1032 1011 1389 0 O 0 12 29 24 0 Ile 41 10441 1040 1413 0 4' 9 3214 336 65 3287 8615308 OJT Out In Total Traffic Impact Study D5 Spack Consulting Chanhassen Panera Development Site wmmi Appendix D: Traffic Counts V1 Traffic Data Inc Urflc OVA W. PO Box 16269 St. Louis Park. MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-24-1 i Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/24/2017 Chanhassen, MN Page No : 6 Great Plains Boulevard Southbound MN 5 Westbound Great Plains Boulevard Northbound MN 5 Eastbound StartUTfn Left I Thru Right Peds a,.;. ,c, UTrn Left Thru Right Peds ;; UTrn Toren Left Thru I Right Peds Ava. Tam UTrn Left Thru Right Peds App. ram Int. Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:15 AM 07:15 07:30 07A5 08:00 Total Volu % .T P AM 0 30 10 9 0 49 0 14 177 37 0 228 0 5 15 8 0 28 0 22 - 15 0 AM , 32 3 13 0 49 0 7 193 27 0 227 0 5 12 11 0 28 17 468 5 0 491 AM 0 33 11 22 0 66 0 11 251 33 0 295 0 10 11 28 0 49 0 23 461 23 0 507 AM 0 43 9 19 0 71 0 18 179 51 0 248 0 8 31 30 0 69 0 27 444 17 0 488 me 1 138 33 63 0 235 0 50 800 148 0 998 0 28 69 77 0 174 1 89 1876 60 0 2026 To 0.4 58.7 14 26.8 0 0 5 80.2 14.8 0 0 16.1 39.7 44.3 0 0 4.4 92.6 3 0 HF 1 .250 .802 .750 .716 .000 .827 .000 .694 .797 .725 .000 .846 .000 .700 .556 .642 .000 .630 .250 .824 .932 .652 .000 _ .938 'eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 1 50 27 17 1 96 0 12:15 PM 0 56 17 30 0 103 0 12:30 PM 0 63 25 22 0 110 1 12:45 PM 0 48 24 17 0 89 0 Total Volume 1 217 93 86 1 398 1 % App. Total 0.3 54.5 23.4 21.6 0.3 0.1 PHF .250 .250 .861 .861 .717 .250 .905 leak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 leak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 1 44 23 19 0 87 0 05:00 PM 0 49 22 35 0 106 0 05:15 PM 0 30 20 34 0 84 0 05:30 PM 0 48 41 28 0 117 0 Total Volume 1 171 106 116 0 394 0 845 795 917 _876 3433 936 27 189 78 0 294 0 26 25 21 0 72 0 19 219 25 0 263 725 36 214 54 2 306 0 16 24 25 0 65 0 21 268 27 0 316 790 26 200 54 0 281 0 15 14 29 0 58 1 18 213 25 1 258 707 30 249 48 0 327 0 19 15 28 0 62 0 13 227 21 0 261 739 119 852 234 2 1208 0 76 78 103 0 257 1 71 927 98 1 1098 2961 9.9 70.5 19.4 0.2 0 29.6 30.4 40.1 0 1 0.1 6.5 84.4 8.9 0.1 826 .855 .750 .250 .924 .000 .731 .780 .888 .000 .892 .250 .845 .865 .907 .250 .869 .937 38 412 101 0 551 0 20 26 31 0 77 1 14 276 17 0 308 1023 31 420 103 0 554 1 35 23 31 0 90 0 18 325 14 1 358 1108 41 421 97 0 559 0 26 28 35 0 89 0 19 301 29 0 349 1081 42 408 119 0 569 0 18 20 22 0 60 0 20 282 15 3 320 1066 152 1661 420 0 2233 1 99 97 119 0 316 1 71 1184 75 4 1335 4278 6.8 74.4 18.8 0 0.3 31.3 30.7 37.7 0 0.1 5.3 88.7 5.6 0.3 Traffic Impact Study D6 Spack Consulting Chanhassen Panera Development Site 'eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 1 50 27 17 1 96 0 12:15 PM 0 56 17 30 0 103 0 12:30 PM 0 63 25 22 0 110 1 12:45 PM 0 48 24 17 0 89 0 Total Volume 1 217 93 86 1 398 1 % App. Total 0.3 54.5 23.4 21.6 0.3 0.1 PHF .250 .250 .861 .861 .717 .250 .905 leak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 leak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 1 44 23 19 0 87 0 05:00 PM 0 49 22 35 0 106 0 05:15 PM 0 30 20 34 0 84 0 05:30 PM 0 48 41 28 0 117 0 Total Volume 1 171 106 116 0 394 0 845 795 917 _876 3433 936 27 189 78 0 294 0 26 25 21 0 72 0 19 219 25 0 263 725 36 214 54 2 306 0 16 24 25 0 65 0 21 268 27 0 316 790 26 200 54 0 281 0 15 14 29 0 58 1 18 213 25 1 258 707 30 249 48 0 327 0 19 15 28 0 62 0 13 227 21 0 261 739 119 852 234 2 1208 0 76 78 103 0 257 1 71 927 98 1 1098 2961 9.9 70.5 19.4 0.2 0 29.6 30.4 40.1 0 1 0.1 6.5 84.4 8.9 0.1 826 .855 .750 .250 .924 .000 .731 .780 .888 .000 .892 .250 .845 .865 .907 .250 .869 .937 38 412 101 0 551 0 20 26 31 0 77 1 14 276 17 0 308 1023 31 420 103 0 554 1 35 23 31 0 90 0 18 325 14 1 358 1108 41 421 97 0 559 0 26 28 35 0 89 0 19 301 29 0 349 1081 42 408 119 0 569 0 18 20 22 0 60 0 20 282 15 3 320 1066 152 1661 420 0 2233 1 99 97 119 0 316 1 71 1184 75 4 1335 4278 6.8 74.4 18.8 0 0.3 31.3 30.7 37.7 0 0.1 5.3 88.7 5.6 0.3 Traffic Impact Study D6 Spack Consulting Chanhassen Panera Development Site 845 795 917 _876 3433 936 27 189 78 0 294 0 26 25 21 0 72 0 19 219 25 0 263 725 36 214 54 2 306 0 16 24 25 0 65 0 21 268 27 0 316 790 26 200 54 0 281 0 15 14 29 0 58 1 18 213 25 1 258 707 30 249 48 0 327 0 19 15 28 0 62 0 13 227 21 0 261 739 119 852 234 2 1208 0 76 78 103 0 257 1 71 927 98 1 1098 2961 9.9 70.5 19.4 0.2 0 29.6 30.4 40.1 0 1 0.1 6.5 84.4 8.9 0.1 826 .855 .750 .250 .924 .000 .731 .780 .888 .000 .892 .250 .845 .865 .907 .250 .869 .937 38 412 101 0 551 0 20 26 31 0 77 1 14 276 17 0 308 1023 31 420 103 0 554 1 35 23 31 0 90 0 18 325 14 1 358 1108 41 421 97 0 559 0 26 28 35 0 89 0 19 301 29 0 349 1081 42 408 119 0 569 0 18 20 22 0 60 0 20 282 15 3 320 1066 152 1661 420 0 2233 1 99 97 119 0 316 1 71 1184 75 4 1335 4278 6.8 74.4 18.8 0 0.3 31.3 30.7 37.7 0 0.1 5.3 88.7 5.6 0.3 Traffic Impact Study D6 Spack Consulting Chanhassen Panera Development Site 38 412 101 0 551 0 20 26 31 0 77 1 14 276 17 0 308 1023 31 420 103 0 554 1 35 23 31 0 90 0 18 325 14 1 358 1108 41 421 97 0 559 0 26 28 35 0 89 0 19 301 29 0 349 1081 42 408 119 0 569 0 18 20 22 0 60 0 20 282 15 3 320 1066 152 1661 420 0 2233 1 99 97 119 0 316 1 71 1184 75 4 1335 4278 6.8 74.4 18.8 0 0.3 31.3 30.7 37.7 0 0.1 5.3 88.7 5.6 0.3 Traffic Impact Study D6 Spack Consulting Chanhassen Panera Development Site NMIYlA llrc. AN 5 & Great Plains Blvd ;hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-1-1 Site Code : 1 Start Date : 10/25/2017 Page No : 1 Groups Printed- Cars + - Trucks _ _ 1 Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 Southbound _ Westbound Northbound Eastbound Start Time UTm I Left I Thru 1 Right I Peds 1 App Total UTrn Left Thru Right I Peds1 App Tout - UTrn 1 Left I Thru I RightI- Peds App Total UTrn L Left I Thru Right Peds- p Tome Int. Total j 12:00 AM 0 3 2 3 0 8 0 0 14 1 1 16 0 0 0 0 0 0 0 3 8 0 0 11 35 12:15 AM 0 2 1 2 0 5 0 1 12 2 0 15 0 0 0 2 0 2 0 2 10 0 0 12 34 12:30 AM 0 2 1 3 0 6 0 0 14 3 0 17 0 0 0 0 0 0 0 0 10 1 0 11 34 12:45AM 0 4 1 0 0 5 0 0 9 2__0 _ 11 0 0 1 0_ 0_ 1_ 0 2 8 0 0 10 _ 27 Total 0 11 5 8 0 24 0 1 49 8 1 59 0 0 1 2 0 3 0 7 36 1 0 44 130 01:00 AM 0 0 0 2 0 2 0 0 15 3 0 18 0 1 1 2 0 4 0 3 11 1 0 15 39 01:15 AM 0 1 0 0 0 1 0 2 13 2 0 17 0 0 0 2 0 2 0 0 9 0 0 9 29 01:30 AM 0 2 0 0 0 2 0 1 6 0 0 7 0 0 0 0 0 0 0 4 61 0 0 65 74 01:45 AM 0 _ 0 0 0 0 0 0 0 8 1 0_ _ 9 0 0 0 0 0 0 ---0-- 0 9 1 0 10 19 Total 0 3 0 2 0 5 0 3 42 6 0 51 0 1 1 4 0 6 0 7 90 2 0 99 161 02:00 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 1 0 0 0 1 0 0 24 0 0 24 30 02:15 AM 0 0 0 0 0 0 0 0 8 1 0 9 0 0 0 0 0 0 0 0 11 0 0 11 20 02:30 AM 0 0 0 2 0 2 0 0 10 2 0 12 0 0 0 0 0 0 0 0 9 1 0 10 24 02:45 AM 0 0 0 0 0 0 0 0 3 1 0 4 0 0 0 0 0 0 0 2 8 0 0 10 14 Total 0 0 0 2 0 2 0 0 26 4 0 30 0 1 0 0 0 1 0 2 52 1 0 55 88 03:00 AM 0 0 0 1 0 1 0 0 6 1 0 7 0 0 1 0 0 1 0 3 7 0 0 10 19 03:15 AM 0 3 0 2 0 5 0 0 7 2 0 9 0 0 0 0 0 0 0 0 11 0 0 11 25 03:30 AM 0 1 0 2 0 3 0 0 6 0 0 6 0 0 0 0 0 0 0 2 12 0 0 14 23 03.45 AM 0 1 0 0 0 1 0 2 11 0 0 13 0 0 0 0 0 0 0 0_ 19 0 0 _ 19 33 Total 0 5 0 5 0 10 0 2 30 3 0 35 0 0 1 0 0 1 0 5 49 0 0 54 100 04:00 AM 0 1 0 1 0 2 0 0 17 5 0 22 0 0 0 0 0 0 o 2 20 0 0 22 46 04:15 AM 0 3 0 4 0 7 0 0 34 3 0 37 0 0 0 0 0 0 0 4 30 0 0 34 78 04:30 AM 0 0 0 2 0 2 0 2 20 2 0 24 0 2 0 0 0 2 0 3 39 0 0 42 70 04:_45 AM 0 8 0_ 1 0 9 0 2 38 5 0 45 __ 0 0 0- 1-_ 0_ 1 0 2 48 1 _ 0 _ 51 106 Total 0 12 0 8 0 20 0 4 109 15 0 128 0 2 0 1 0 3 0 11 137 1 0 149 300 05:00 AM 0 4 0 6 0 10 1 0 2 40 7 0 49 0 0 5 2 0 7 0 2 39 1 0 42 108 05:15 AM 0 5 1 9 0 15 0 2 75 12 0 89 0 0 1 1 0 2 0 2 79 0 0 81 187 05:30 AM 0 8 0 9 0 17 0 3 114 13 0 130 0 0 0 2 0 2 0 1 122 3 1 127 276 05:45 AM _ 0 7 1 11 0 19 0 7 103 8 0 118 _0 2 2 2 0_ 6 0 1 141 0 0 142 285 - - - - - Total 0 24 2 35 0 61 0 14 332 40 0 386 0 2 8 7 0 17 0 6 381 4 1 392 856 06:00 AM 0 8 1 3 0 12 0 4 71 9 0 84 0 0 3 3 0 6 0 8 217 3 0 228 330 06:15 AM 0 24 4 9 0 37 0 13 121 14 0 148 0 2 3 3 0 8 0 9 274 6 0 289 482 06:30 AM 0 16 0 9 0 25 0 2 154 18 0 174 0 2 3 2 0 7 0 7 309 11 0 327 533 06:45AM 0 18 2 9 0 29 _ 0_ 6 171 20 _ 0 197 _____0 4 7 4 0 15 0 5 354 14 0 373 614 Total 0 66 7 30 0 103 0 25 517 61 0 603 0 8 16 12 0 36 0 29 1154 34 0 1217 1959 Traffic Impact Study D7 Spack Consulting Chanhassen Panera Development Site AN 5 & Great Plains Blvd ;hanhassen, MN Appendix D: Traffic Counts Traff is Data Inc PO Box 16269 St. Louis Park, PIN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-17 Site Code : 1 Start Date : 10/25/2017 Page No :2 Groups Printed- Cars_+ - Trucks Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 J Southbound Westbound Northbound Eastbound Start Time UTrn � Left Thru I Right I Peds I App Total - UTrn _ Left-,- � Thru I - Right Peds I App Total UTrn Left I Thru I Right Peds App row g l UTm l Left I _ Thru Right Peds Thru 9 I- sL App Tow 11 int. Total 07:00 AM 0 34 4 8 0 46 0 9 161 14 0 184 0 6 5 17 -L--- 0 28 0 10 396 15 0 421 679 07:15 AM 0 24 1 10 0 35 0 13 196 29 0 238 0 10 10 10 0 30 0 15 458 9 0 82 785 07:30 AM 0 32 5 14 0 51 0 13 211 35 0 259 0 8 11 6 0 25 0 20 473 12 0 505 840 07:45AM 0 39 0 16 0 55__ 0 12 247 38_ 0__ 0 15 14 20 0 49 0 27 477 17 0 521_ 922 Total 0 129 _ 10 48 0 187 _ 0 47 815 116 0 _297 978 0 39 40 53 0 132 0 72 1804 53 0 1929 3226 08:00 AM 0 52 8 11 0 71 0 12 197 34 0 243 0 14 19 14 0 47 0 35 3113 23 0 441 802 08:15 AM 0 28 12 13 0 53 0 13 247 31 0 291 0 15 10 15 0 40 0 18 380 17 0 415 799 08:30 AM 0 30 10 18 0 58 0 10 227 42 0 279 0 8 9 11 0 28 0 24 407 10 0 441 806 08:45 AM 0 43 18 15 0 76 0 12 238 38 0 288 0 19 13 20 0 52 0 22 318 10 0_____ 350 766 Total 0 153 48 57 0 258 0 47 909 145 0 1101 _ _ 0 56 51 60 0 167 0 99 1488 60 0 1647 3173 09:00 AM 0 25 10 8 0 43 0 13 213 23 0 249 0 15 16 31 0 62 0 10 266 18 1 295 649 09:15 AM 0 43 9 8 0 60 0 19 185 38 0 242 0 14 12 18 0 44 0 11 236 18 1 266 612 09:30 AM 0 34 8 14 0 56 0 17 171 16 0 204 0 15 16 19 0 50 0 8 259 13 2 282 592 09:45 AM 0 31 5 9 0 45 0 14 191 34 0 239 0 10 16 15 0 41 0 8 239 18 0 265 590 Total 0 133 32 39 0 204 0 63 760 111 0 934 0 54 60 83 0 197 0 37 1000 67 4 1108 2443 10:00 AM 0 37 4 6 0 47 1 13 163 39 0 216 0 17 16 12 0 45 0 7 211 10 0 228 536 10:15 AM 0 28 5 13 0 46 0 18 172 46 0 236 0 15 11 17 0 43 0 9 219 13 0 241 566 10:30 AM 0 24 11 7 0 42 0 22 202 47 0 271i 0 16 13 24 2 55 0 13 217 22 2 254 622 10:45 AM 0 27 12 13 0 52 0 21 45 1 251 0 22 11 13_ 0 46_ 0 9 225 _12 0 246 595 Total 0 116 32 39 0 187 1 _ 74 _184 _ 721 177 1 974 ' 0 70 51 -66 2 189 0 38 872 57 2 969 2319 11:00 AM I 0 32 15 15 0 62 0 14 178 56 0 248 0 10 19 25 0 54 0 21 237 19 0 277 641 11:15 AM 0 35 13 17 0 65 0 24 210 67 2 303 0 17 15 23 0 55 1 17 255 20 0 293 716 11:30 AM 0 44 21 26 0 91 0 24 196 51 0 271 0 18 24 27 0 69 0 22 247 19 0 288 719 11:45 AM i 0 37 26 20 0 83 I 1 18 46 0 299 J 0 19 20 21 1 61 0 32 250 27 1 310 753 Total 1 0 __ 148 __ _ 75 78 - '- 0 301 1 _ 80 --234 818 220 - - 2 1121 j 0 64 78 96 _ 1 239 1 92 989 85 1 1168 2829 12:00 PM 0 54 21 19 1 95 0 24 209 56 0 289 0 20 29 21 0 70 0 34 227 37 0 298 752 12:15 PM 0 53 29 28 0 110 0 25 245 75 0 345 0 26 16 27 0 69 0 31 263 23 0 317 841 12:30 PM 0 65 24 25 0 114 0 26 212 59 0 297 0 16 18 32 0 66 1 23 194 25 0 243 I 720 12:4 17 31 1 10.4 1 20 } - 29 251 29 0 _ _ + _ _ _ Total 0 _ 227 91 _ 103 2 423 1 95 931 - 2 8— 1 - 1276 - 0 -84 85 108 0 277 2 2 117 935 114 0 168 1168 � 3144 01:00 PM 0 59 27 19 0 105 1 20 210 50 0 281 0 19 25 24 0 68 0 21 188 23 1 233 687 01:15 PM 1 41 16 29 0 87 0 31 236 44 0 311 0 22 25 26 0 73 0 18 229 14 0 261 732 01:30 PM 0 47 15 20 0 82 0 22 249 8 0 319 0 20 22 29 0 71 1 16 178 20 3 218 690 01:45 PM 0 30 10_15 0 55 0 18 280 43 0 341 0 11 11 22 0 44 0 13 245 16 0 274 714 Total 1 177 68 83 _ 0 329 1 91 975 185 0 _ _ 1252 0 72 83 101 0 256 1 68 840 73 4 986 2823 Traffic Impact Study D8 Spack Consulting Chanhassen Panera Development Site AN 5 & Great Plains Blvd ;hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-1-1 Site Code : 1 Start Date : 10/25/2017 Page No :3 GroupsCars + - Trucks 1 -- - Printed - Plains Boulevard T MN 5 Great Plains Boulevard MN 5 Southbound Westbound Northbound Eastbound Start Time UTrn- I Left I Thru I Right I Peds �App Total UTrn I Left 1 Thru I Right j Peds I App. roar UTm Left I Thru : Right Peds�App roar UTrn Left Thru I Right 02:00 PM 0 44 21 20 2 87 0 27 251 37 0 315 0 17 20 27 0 64 0 8 175 10 02:15 PM 0 40 18 15 0 73 0 19 270 52 3 344 0 18 30 25 0 73 1 18 242 19 02:30 PM 0 40 12 22 0 74 0 22 301 47 0 370 0 25 11 17 0 53 0 10 257 17 02:45 PM 0 31 14 17 -0 _ 62 1 28 303 38 _ _ 0 370_ 0 22 25 20 0 _ 67 0 15_ 242_ 23 Total 0 155 65 74 2 296 1 96 1125 174 3 1399 0 82 86 89 0 257 1 51 916 69 03:00 PM 0 25 17 30 0 72 1 21 355 51 0 428 0 16 18 19 0 53 0 18 308 20 03:15 PM 1 53 19 37 0 110 0 19 291 45 0 355 0 22 19 27 0 68 0 20 293 15 03:30 PM 0 58 37 19 0 114 1 36 358 65 0 460 0 24 15 24 0 63 0 15 286 18 03:45 PM+-O 33 30 23 0 86 0 49 386 52 0 487 0 18 12 23 2 55 0 14_ _ _ 226 12 Total 1 169 103 109 0 382i, 2 125 1390 213 0 1730 0 80 64 93 2 239 0 67 1113 65 04:00 PM 0 35 24 14 0 73 0 22 348 70 0 440 0 38 29 45 1 113 0 7 275 17 04:15 PM 0 51 21 15 0 87 0 28 365 93 0 486 0 23 20 30 0 73 0 27 258 20 04:30 PM 0 47 26 30 0 103 0 40 428 92 0 560 0 22 33 34 0 89 0 14 279 14 04:45 PM 0 36 20 38 0 94 1 35 434 103 0 573 0 21 16 27 0 64 1 14 291 30 Total 0 169 91 97 0 357 1 125 1575 358 0 2059 0 104 98 136 1 339 1 62 1103 81 05:00 PM 0 40 18 26 0 84 0 31 447 87 0 565 0 27 28 22 0 77 0 21 310 12 05:15 PM 0 44 26 28 0 98 0 42 395 102 1 540 0 31 15 25 0 71 0 17 298 19 05:30 PM 0 47 25 28 0 100 0 33 408 85 0 526 0 19 21 28 0 68 1 18 316 19 05:45 PM 0 44 24 _ 28 0 96 0 39 391 114 3 _ _ _ _547 0 _ 17 18 39 _ 1 75 _ _ _ - 0 17 262 28 Total 0 175 93 110 - 0 378 - 0 145 1641 388 4 2178 0 94 82 114 1 291 1 73 1186 78 06:00 PM 0 44 28 24 6 102 0 31 245 84 0 360 0 31 26 34 0 91 0 32 329 28 06:15 PM 0 38 28 26 0 92 0 34 225 50 0 309 0 27 26 32 0 85 0 23 285 26 06:30 PM 1 56 32 16 0 105 0 30 215 so 0 295 0 21 26 29 0 76 0 15 213 18 06:45 PM _ 0 _ 41 _ 17 14 0 72 0 16_ _ 295 79 _ 0 390 _ _ _ 0 20 25 24 0 69 0 12 210 20 - Total 1 179 105 -80 - - - 6 371 0 111 980 263 0 — - 1354 0 99 103 119 0 321 0 82 1037 92 07:00 PM 1 0 56 9 23 3 91 1 23 208 52 0 284 0 25 21 30 0 76 0 11 164 14 07:15 PM 0 28 16 20 0 64 0 18 188 45 0 251 0 19 11 16 0 48 0 7 153 19 07:30 PM I 0 39 16 10 0 65 0 21 202 38 0 261 0 19 15 21 0 55 0 11 141 15 07:45 PM 0 21 7 14 0 42 0 18 151 30 0 _ _ _199_ 0 10 14 18 0 42 0 6 129 9 -- - Total 0 144 48 67 3 262 1 80 749 165 0 995 0 73 61 85 0 219 0 35 587 57 08:00 PM 0 27 10 11 0 48 0 28 184 43 0 255 0 16 17 37 0 70 0 3 104 9 08:15 PM 0 28 10 12 0 50 2 14 197 26 0 239 0 10 8 20 0 38 0 11 94 9 08:30 PM 0 27 9 11 0 47 1 8 157 27 0 193 0 10 9 17 0 38 0 4 105 9 08:45 PM 0 24 6 12 0 42 _ 0 8 140 23 _ 0171 __ _ 0 14_ 13 14 0 41 0 2 80 8 Total 0 106 35 46 0 18'7 3 58 678 119 0 858 0 50 47 88 0 185 0 20 383 35 Peds I App Total ` Int. Total � 1 194 660 1 281 771 1 285 1 782 2 282 781 5 1042 -- 2994 0 346 8" 0 328 861 0 319 956 3 255 883 3 - 1248 3599 2 301 927 0 305 951 0 307 1059 0 336 1067 2 1249 4004 1 344 1070 1 335 1044 1 355'. 1049 1 308 -1026 4 1342 4189 0 389 942 0 334 820 0 246 722 0 242_ 773 0 1211 3257 0 189 640 0 179 540 0 167 548 0 144 427 0 679 2155 0 116 489 0 114 441 0 118 394 0 90 344 0 438 1668 Traffic Impact Study D9 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts YI Traffic Data Inc tar it oars lirc, PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-1 i Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/25/2017 ;hanhassen, MN Page No :4 _ Groups Printed- Cars + - Trucks _ _ _ Great Plains Boulevard MN 5 Great Plains Boulevard MN 5 I Southbound Westbound Northbound Eastbound - Start Time UTrn1 Left-1 Thru j Right ' Peds I Alp. Tow UTm _Left I Thru L Right I Peds App. Tow UTm Left Thru I Right Peds App Total UTm Left Thru l- Right-1 Peds Avv Total Int. Total 09:00 PM 0 22 4 11 0 37 0 6 117 6 2 131 0 7 6 14 0 27 0 5 76 0 0 81 276 09:15 PM 0 15 3 12 0 30 0 9 125 19 0 153 0 11 7 16 0 34 0 2 70 3 0 75 292 09:30 PM 0 20 4 6 0 30 0 4 109 20 0 133 0 26 12 11 0 49 0 6 57 3 0 66 278 09:45PMI II 0 _152 7 0 24 0_ 2 93 14 0 109� 0 2 5 6 0 13 0_4 48 4_ 0 56 202 - Total 0 72 13 36 0 121 0 21 444 59 2 526 0 46 30 47 0 123 0 17 251 10 0 278 1048 10:00 PM 0 14 3 3 0 20 0 2 88 9 0 99 0 2 4 4 0 10 0 2 48 4 0 54 183 10:15 PM 0 109 3 31 0 143 0 0 78 7 0 85 0 2 2 2 0 6 0 1 72 2 0 75 309 10:30 PM 0 58 2 9 0 69 0 1 67 9 0 77 0 1 1 2 0 4 0 5 44 1 0 50 200 10:45 PM 0 6 0 0 0 6 0 1 43 4 0 48 0 1 2 _ 3 0 6 0 2 30 1 0 33 _ 93 Total 0 187 8 43 0 238 0 4 276 29 0 309t 0 6 9 11 0 26 0 10 194 8 0 212 785 11:00 PM 0 5 2 3 0 10 0 1 34 3 2 J400 1 2 4 0 7 02 51 2 0 55 112 11:15 PM 0 6 0 4 0 10 0 1 28 5 0 0 0 0 0 0 0 0 1 59 1 0 61 105 11:30 PM ! 0 2 0 1 0 3 0 2 20 4 0 0 1 0 1 0 2 0 3 23 2 0 28 59 11:45 PM 0 4 0 1 0 50 2 29 2 00 0 0 1 0 1 0 0 22 0 0 22 61 Total 0 17 2 9 0 28 0 6 111 14 2 0 2 2 6 0 10 0 6 155 5 0 166 337 Grand Total 3 2577 933 1208 13 4734 12 1317 16003 16752 Cars + 3 2482 904 1177 3 4569 12 1286 15163 3034 10 19505 0 1070 1029 1348 5 3452 7 984 15943 1036 19 17989 45515 % Cars + 100 96.3 96.9 97.4 _ 23.1 - 96.5 100 97.6 94.8 97.2 62.5 95.31 0 98.3 97.4 97.6 71.4 97.7 100 97.1 95.2 98.5 73.1 95.4 95.6 Trucks 0 95 29 31 10 165 0 31 840 87 6 964 0 19 28 33 2 82 0 29 809 16 7 861 2072 % Trucks 0 3.7 3.1 2.6 76.9 3.5 0 2.4 5.2 2.8 37.5 4.7 0 1.7 2.6 2.4 28.6 2.3 0 2.9 4.8 1.5 26.9 4.6 4.4 Traffic Impact Study D10 Spack Consulting Chanhassen Panera Development Site w ME Appendix D: Traffic Counts Y1 Traffic Data Inc ?A W( DATA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-11 Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/25/2017 ;hanhassen, MN Page No -5 Great awns Boulevard 4Out In Total _ �c O 5191 M, 96309 16 O� 1 9925 1177 904 2482 3 3 31 29 95 0 10 1298J 9331 25771 31 13 R1 M Thru Left UTm Pods � CV n 1nAr Sap p�� VrO V� O J NOAh 4---� N 10/25/201 12:00 AM z s $ a m -1 10/25/201 11:45 PM � N N m f9 N Cam + C O��` Q�j o g Trucks aO [L ki 41 I r O UTm Left Thru Ri ht Pods O 0 1070 1029 1348 1 5 p oaA� 0 19 28 33 2 0 1089 1057 1381 7 P3083526678762�158p3` 3112'r341'34 l 6836 Out In Tolai I Great Plains Boulevard Traffic Impact Study D11 Spack Consulting Chanhassen Panera Development Site w MN Appendix D: Traffic Counts U1 Traffic Data Inc Ufflr DAN W. PO Box 16269 St. Louis Park. MN 55416 File Name : Count Sheet - 1 - MN 5 & Great Plains Blvd, 10-25-1 i Site Code : 1 AN 5 & Great Plains Blvd Start Date : 10/25/2017 ;hanhassen, MN Page No : 6 Great Plains Boulevard I MN 5 Southbound Westbound Start Time I UTm I Left j Thru Right 1 PedsT App.Toui UTrn Left Thru_I Right Peds A„ Total UTrn eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 0 32 5 14 0 51 0 211 35 0 259 0 07:45 AM 0 39 0 „ 0 55 0 12 ,,, ,. 0 297 0 08:00 AM 0 52 8 11 0 71 0 12 197 34 0 243 0 08:15 AM 0 28 1.2 13 0 53 0 13 247 31 0 291 0 Total Volume 0 151 25 54 0 230 0 50 902 138 0 1090 0 % App. Total 0 65.7 10.9 23.5 0 0 4.6 82.8 12.7 0 0 PHF .000 .726 .521 .844 .000 .810 1 0 .962 .913 .908 .000 .918 .000 'eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM Great Plains Boulevard MN 5 Northbound Eastbound Left L Thru i Right Peds A„ nn,l ' UTrn Left Thni I Right I Peds App. Tout Int. Total 8 11 6 0 1S 14 20 0 14 19 14 0 15 10 15 0 .867 .711 12:00 PM 0 54 21 19 1 95 0 24 209 56 0 289 0 20 12:15 PM 0 53 29 28 0 110 0 25 245 75 0 345 0 26 12:30 PM 0 65 24 25 0 114 0 26 212 59 0 297 0 16 12:45 PM 0 55 17 31 1 104 1 20 265 58 1 0 22 Total Volume 0 227 91 103 2 423 1 95 931 248 1 _345 1276 0 84 % App. Total 1 0 53.7 21.5 24.3 0.5 PHF 1 .000 .873 .784 - .831 .500 .928 leak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 leak Hour for Entire Intersection Begins at 04:30 PM 04:30 PM 0 47 26 30 0 103 04:45 PM 0 36 20 38 0 94 05:00 PM 0 40 18 26 0 84 05:15 PM 0 44 26 28 0 98 Total Volume 0 167 90 122 0 379 % Ap .Total --- our 0 nnn 44.1 coo 23.7 car 32.2 on12 0 Ann eon 0.1 7.4 73 19.4 250 .913 .878 .827 25 0 20 473 12 49 0 27 477 17 47 0 35 383 23 40 0 18 380 17 61 0 100 1713 69 0 5.3 91 3.7 .21 .000 .714 .898 .750 0 505 840 0 521 922 0 441 802 0 415 799 0 1882 3363 29 21 0 70 0 34 227 37 0 298 752 16 27 0 69 0 31 263 23 0 317 841 18 32 0 66 1 23 194 25 0 243 720 22 - 28 0 72 1 29 251 29 0 310 831 85 108 0 277 2 117 935 114 0 1168 3144 U 39 0 0.2 10 80.1 9.8 0 33 .844 .000 .962 .500 .860 .889 .770 .000 .921 1 .935 0 40 428 92 0 560 0 22 33 34 0 89 0 14 279 14 0 307 1 35 434 103 0 573 0 21 16 27 0 64 1 14 291 30 0 336 0 31 447 87 0 565 0 27 28 22 0 77 0 21 310 12 1 344 0 42 395 102 1 540 0 31 15 25 0 71 0 17 298 19 1 335 1 148 1704 384 1 2238 0 101 92 108 0 301 1 66 1178 75 2 1322 0 6.6 76.1 17.2 0 0 33.6 30.6 35.9 0 0.1 5 89.1 5.7 0.2 .000 .815 .697 .794 .000 .846 .250 .786 .950 .625 .500 .961 ,0 .881 .953 .932 .250 976 1059 1067 1070 1044 .991 Traffic Impact Study D12 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts �Unll Traffic Data Inc t�Ijll I►�ra iNt. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-1-1 Site Code : 1 seat Plains Blvd & 79th St Start Date : 10/24/2017 ;hanhassen, MN Page No : 1 —_ Groups Printed- Cars + - Trucks _ Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound _ Northbound Eastbound Start Time UTrn LeftI Th�Right Peds App. Total UTm f Left 7 Thru RigI I Right Peds App Total UTrn j Left Thru Right I Peds 1 App TOW UTrn I Left I Thru I Right FPeds joApp. TOW Int. Total 12:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 3 1 5 7 12:15AM 0 0 2 3 0 5 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 2 0 2 9 12:30 AM 0 0 2 1 0 3 0 0 0 0 0 0. 0 1 1 0 0 2 0 1 0 3 0 4 9 12:45 AM 0 0 0 2 0 2 0_ _ 0 0 0 0 0 0 1 0 0 0 1 00 0 0 0 0 3 Total 0 0 4 7 0 11 0 0 0 0 0 01 0 4 2 0 0 8 0 2 0 8 1 11 28 01:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 2 3 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1 0 0 4 0 0 0 4 0 4 8 01:45 AM 0 0 0 3 0 3 0 0 0 0 0 0 0 0 1 0 0 1 0 1 0 1 0 2 6 Total 0 0 0 4 0 4 0 0 0 0 0 01 0 3 3 0 0 6 0 3 0 5 0 8 18 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1 0 0 3 0 1 0 1 0 2 5 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 0 1 2 02:30 AM 0 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 1 0 2 8 02:45 AM 00 1 0 0 1 0 000 0 0 0 1 1 0 0 2 0 0 0 3 0 3 6 Total 0 0 3 0 0 3 0 0 0 0 0 0 0 7 3 0 0 10 0 2 0 6 0 8 21 03:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 4 2 0 0 6 0 0 0 3 0 3 10 03:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 1 4 03:30 AM 0 0 1 1 0 2 0 0 0 0 0 0 0 3 1 0 0 4 0 0 0 1 0 1 7 03:45 AM I 0 0_ 1 1 0 2 0 0 0 0 0 0 0 3_ 0 0 0 3 0_ 0 0 2 Total 0 —_ 0 2 4 0 6 0 0 0 0 0 0 0 12 3 0 0 15 0 0 0 7 0 7 28 04:00 AM I 0 0 0 1 0 1 0 0 0 0 0 0 0 4 1 0 0 5 0 0 0 1 0 1 7 04:15 AM 0 0 1 2 0 3 0 0 0 1 0 1 0 7 1 0 0 8 0 2 1 9 0 12 24 04:30 AM 0 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 4 0 5 11 04:45AM _ 0_ 0 2 1 0 3 _0 0____ 0 0 0 0 0_ 5 0 0 0 5 03 0 5 0 8 16 Total 0 0 5 4 0 9 0 0 0 1 0 1 1 0 20 2 0 0 22 0 6 1 19 0 26 58 05:00 AM 0 0 2 3 0 5 0 0 0 0 0 0 0 7 2 0 0 9 0 2 0 6 0 8 22 05:15 AM 0 0 2 5 0 7 0 0 0 0 0 0 0 18 0 0 0 18 0 3 0 12 0 15 40 05:30 AM 0 0 6 3 0 9 0 0 0 0 0 0 0 13 1 0 0 14 0 1 0 15 0 16 39 05:45 AM 0 0 8 4 0_ 12 0 0 0 0 0 0 0 14 5 0 0 19 0 1 0 10 0 11 42 Total 0 0 18 15 0 33 0 0 0 0 0 0 0 52 8 0 0 60 0 7 0 43 0 50 143 06:00 AM 0 0 7 2 0 9 I 0 0 0 0 0 0 0 14 9 0 0 23 0 3 0 18 0 21 53 06:15 AM 0 0 19 4 0 23 0 1 0 0 0 1 0 17 14 1 0 32 0 3 0 11 0 14 70 06:30 AM 0 0 8 8 0 16 0 0 l 0 0 0 0 0 30 11 0 0 41 0 6 0 28 0 34 91 06:45 AM 0 0 13 9 0 22 0 0 0 0 0 0 0 23 19 _ 0 0 42 0 9 0 30 0 39 1 103 Total 0 0 47 23 0 70 0 1 0 0 0 1 0 84 53 1 0 138 0 21 0 87 0 108 317 Traffic Impact Study D13 Spack Consulting Chanhassen Panera Development Site w..==N Appendix D: Traffic Counts j Y1 Traffic Data Inc wilt oAa nu. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-1 i Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/24/2017 ;hanhassen, MN Page No :2 _ _Groups Printed- Cars + -Trucks Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru J Right Peds App rota, UTrn I Left I Thru I Right Peds App. rotas UTm Left I Thru Right Peds App. Total UTrn Left I Thru Right I Peds I App. Total Int. Total 07:00 AM 0 0 14 9 0 23 0 0 0 0 0 0 0 32 15 0 0 47 0 11 0 30 0 41 111 07:15 AM 0 0 30 12 0 42 0 0 0 0 0 0 0 22 52 0 0 74 0 10 0 20 1 31 147 07:30 AM 0 0 25 15 0 40 0 0 0 0 0 0 0 20 38 0 0 58 0 10 0 26 0 36 134 07:45 AM 0 0 35 14 _ _ 0 49 0 0 0 0 0 0 0 26 _ 41 1 _ 0 68 _ _0 16 0 _ 30 0 46 163-- Total 0 0 104 50 0 154 0 0 0 0 0 0 0 100 146 1 0 247 0 47 0 106 1 154 555 08:00 AM 0 0 45 21 0 66 0 0 0 0 0 0 0 50 58 2 0 110 0 15 0 26 0 41 217 08:15 AM 0 1 40 15 0 56 0 0 1 0 0 1 1 29 34 3 0 67 0 12 1 42 0 55 179 08:30 AM 0 0 29 15 0 44 0 0 0 0 0 0 0 33 25 1 0 59 0 13 0 27 1 41 144 08:45 AM 0 0 28 14 0 42 0 2 1 0 0 3 0 30 34 5 ___ 0 69 0 7 1 40 0 48 162 Total 0 1 142 65 0 208 0 2 2 0 0 4 1 142 151 11 0 305 0 47 2 135 1 185 702 09:00 AM 0 0 18 12 0 30 0 1 0 09:15 AM 0 1 23 4 0 28 0 1 0 09:30 AM 0 0 24 13 0 37 0 3 0 09:45 AM 0 2 18 14 34 0 2 0 Total 0 3 83 43 _0_ _ 0 _ _ _ 129 0 7 0 10:00 AM 0 0 28 15 0 43 0 0 0 10:15 AM 0 0 32 10 0 42 0 1 1 10:30 AM 0 0 26 17 0 43 0 1 1 10:45 AM 0 0 40 13 0 53 0 2 0 Total 0 0 126 55 0 181 0 4 2 11:00 AM 0 0 33 14 0 47 0 4 0 11:15 AM 0 3 51 18 0 72 0 2 0 11:30 AM 0 1 28 19 0 48 0 2 0 11:45 AM 0 0 42 14 1 57 0 5 5 Total 0 4 154 65 1 _ _ 224 r 0 13 5 12:00 PM 0 6 35 21 0 62 0 8 1 12:15 PM 0 2 45 23 1 71 0 10 3 12:30 PM 0 2 39 24 2 67 0 9 2 12:45 PM 0 3 42 23 0 68 0 13 1 Total 0 _ 13 161 91 3 268I 0 40 7 01:00 PM 0 4 40 21 0 65 0 4 4 01:15 PM 0 2 52 16 0 70 0 4 0 01:30 PM 0 5 34 12 0 51 0 6 1 01:45 PM 0 4 21 16 0 41 0 4 0 Total 0 15 147 _ 65 0 227 0 18 5 0 0 1 0 25 34 0 0 59 0 9 0 20 0 29 119 1 0 2 0 26 36 3 0 65 0 8 3 28 0 39 134 0 0 3 0 26 29 2 0 57 0 9 0 25 0 34 131 1 1 4 0 27 51 3 0 81 0 7 1 25 0 33 152 2 1 10 0 104 150 8 0 262 0 33 4 98 0 135 536 0 1 1 0 25 31 2 1 59 0 10 0 23 1 34 137 0 1 3 0 27 31 3 0 61 0 10 1 25 1 37 143 0 3 5 0 19 34 4 0 57 0 12 1 26 0 39 144 0 0 _ 2 0 23 _ _ 39 3 _ 0 _ 65 0 10 1 25 0 _36_ 156__ 0 - 5 11 0 94 135 12 1 242 0 --42 -- 3 99 2 146 580 2 1 7 0 39 38 4 0 81 0 8 0 31 1 40 175 2 1 5 1 43 30 5 0 79 0 11 0 31 0 42 198 4 0 6 0 35 32 12 0 79 0 8 1 36 0 45 178 1 0 11 0 39 38 16 1 94 0 7 3 37 0 47 209 - - - - 9 2 29 1 156 138 37 1 333 0 34 4 135 1 174 760 3 0 12 0 73 40 12 2 127 0 12 2 50 0 64 265 4 2 19 0 57 36 7 1 101 0 20 0 48 0 68 259 7 0 18 0 36 39 11 0 86 0 11 2 58 2 73 244 2 _ _ 0 16 0 36 34 4 0 74 0 16 2 47 0 65 223 16 2 65 0 202 149 34 3 388 0 59 6 203 2 270 991 4 0 12 0 47 36 5 1 89 1 0 10 1 40 0 51 1 217 5 0 9 0 39 40 8 0 87' 0 10 2 33 0 45 211 5 0 12 0 32 39 5 0 76 0 16 3 39 0 58 197 5 0 9 0 39 54 3 0 96 0 16 1 40 0 57 203 19 0 42 0 157 169 21 1 348 0 52 7 152 0 211 828 Traffic Impact Study Chanhassen Panera Development Site D14 Spack Consulting grum; Appendix D: Traffic Counts YTraffic Data Inc 1► Ic 1I A r INc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-17 Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/24/2017 ;hanhassen, MN Page No :3 Groups Printed- Cars + - Trucks Great Plains Boulevard Parking Lot Great Plains Boulevard Southbound _ Westbound Northbound Start Time UT_m Left Thru Right Peds I App Total UTrn I Leftl Thru Right I Peds App Toni UTm Left I Thru I Right Peds I App. Total UTrn Left 02:00 PM 0 3 43 19 1 66 0 1 2 2 1 6 0 36 49 4 1 90 0 8 02:15 PM 0 1 41 19 0 61 0 4 0 4 0 8 0 38 41 4 0 83 0 19 02:30 PM 0 1 38 22 0 61 0 2 3 3 0 8 0 29 36 5 0 70 I 0 10 02:45 PM 0 134_ _ 19 0 54 0 5 1 4 0 10 0 24 48 1 0 73 0 14 Total — 0 - 6 156 79 1 242 0 12 6 13 - 1 32 0 127 174 14 1 316 ' 0 51 03:00 PM 0 0 38 27 0 65 0 2 0 0 0 2 0 35 57 3 0 95 0 11 03:15 PM 0 5 50 29 0 84 0 6 2 0 0 8 0 36 54 5 0 95 1 22 03:30 PM 0 3 39 26 0 68 0 5 2 5 0 12 0 39 57 5 0 101 0 12 03:45 PM 0 1 45 22 0 68 0 5 0- 2 0 7 0 42 56 4 0 102 0 10 Total 0 9 172 104 0 285 0 18 4 7 0 29 0 152 224 17 0 393 1 55 04:00 PM 1 1 46 14 1 63 0 6 2 0 0 8 0 53 72 5 1 131 0 19 04:15 PM 0 3 35 27 1 66 0 4 0 2 0 6 1 41 78 9 1 130 0 19 04:30 PM 0 1 70 24 1 96 0 1 2 4 0 7 1 47 79 3 0 130 0 14 04:45 PM _ 0 3 59 22 1 85 0 2 1 3 0 6 0 58 73 8_ 0 139 0 18 Total 1 8 210 87 4 310 0 13 5 9 0 27 2 199 302 25 2 530 0 70 05:00 PM 0 3 51 32 0 86 0 8 5 3 0 16 0 59 79 9 0 147 0 11 05:15 PM 0 3 48 37 0 88 0 3 0 7 0 10 0 48 87 10 0 145 0 21 05:30 PM 0 4 59 30 0 93 0 5 0 7 0 12 0 65 89 5 0 159 0 20 05:45 PM 0 - 3 39 20 - 0_ 62 0 5 1 4__ _ 0 10 0 42 79 6 1_ 128 0 15 Total 0 13 197 119 0 329 0 21 6 21 0 48 0 214 334 30 1 579 0 67 06:00 PM 0 7 48 27 0 82 0 3 1 6 0 10 0 61 69 5 0 135 0 17 06:15 PM 0 2 42 26 0 70 0 6 2 5 0 13 1 59 67 1 0 128 0 19 06:30 PM 0 3 44 16 0 63 0 6 2 6 0 14 0 61 51 11 0 123 0 16 06:45 PM 0 _ _ 2 18 12 _ 0_ 32 0 4 1 5 0_ 10 048 39 10 _ 0 97 _ 0 16 Total 0 14 152 81 0 247 0 19 6 22 0 47 1 229 226 27 0 483 0 68 07:00 PM 0 2 31 15 0 48 0 6 2 2 0 10 0 36 30 3 0 69 0 13 07:15 PM 0 1 30 18 0 49 0 8 3 3 0 14 0 28 40 3 0 71 0 24 07:30 PM 0 0 18 11 0 29 0 7 3 0 0 10 0 27 27 2 0 56 0 8 07:45 PM _ 0 1 17 12 _ 0 30_ _ 0 6 _ 1 1 0 8 0_ 21 17 1 0_ _39 0 15 - - Total 0 4 96 56 0 156 0 27 9 6 0 42 0 112 114 - 9 - 0 235 0 60 08:00 PM 0 0 25 13 0 38 0 4 1 0 0 5 0 44 10 2 0 56 0 9 08:15 PM 0 1 25 7 0 33 0 2 1 0 0 3 0 26 18 2 0 46 0 7 08AS PM 0 0 18 4 0 22 0 0 0 2 2 0 0 4 0 27 22 1 0 50 0 12 0 0 0 0 0 13 17 1 0 31 _ _0 7- — ---- -- Total, 0 2 83 29 0 114 0 8 4 0 0 12 0 110 67 6 0 183J 0 35 79th Street Eastbound Thru Right Peds 1 All Total Int. Total 0 33 0 41 203 2 27 0 48 200 0 31 0 41 180 2 35 1 52 189 4 126 1 182 772 1 26 0 38 200 1 25 0 49 236 2 32 0 46 227 1 45 0 56 233 5 128 0 189 -- 896 0 27 0 46 248 0 39 0 58 260 1 29 1 45 278 1 33 1 53 283 2 128 2 202 1069 1 48 0 60 309 0 32 0 53 296 1 49 0 70 334 6 41 --- 0 62_ _ _262__ 8 170 0 245� 1201 1 51 2 71 298 4 55 0 78 289 2 47 2 67 267 0 45 0 61 200 7 198 4 277 --- 1054 2 35 0 50 177 3 37 0 64 198 2 37 2 49 144 0 22 0 37 114 _ _ _ 7 131 2 200 633 0 37 0 46 145 3 30 0 40 122 0 37 0 491 124 0 12 0 19 ' 72 3 116 0 154 I 463 Traffic Impact Study D15 Spack Consulting Chanhassen Panera Development Site w ng Appendix D: Traffic Counts V1 Traffic Data Inc 1Affll OAfa W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-1 i Site Code : 1 seat Plains Blvd & 79th St Start Date : 10/24/2017 ;hanhassen, MN Page No : 4 Groups Printed- Cars + - Trucks Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left 1 Thru Right Peds I App Total UTrn Left Thru I Right i Peds App. Taw UTm I Lett I Thru Right I Peds I App Total UTrn t -Left I Thru I Right I Peds App. Total int. Total 09:00 PM 0 0 15 4 0 19 0 2 2 0 0 4 0 16 12 1 0 29 0 10 0 20 0 30 82 09:15 PM 0 0 8 8 0 16 0 1 0 1 0 2 0 13 11 0 0 24 0 7 0 10 1 18 60 09:30 PM 0 0 8 7 1 16 0 0 1 0 0 1 0 12 5 0 1 18 0 3 0 19 0 22 57 09:45 PM 0_ 0 5_ _ 7 0 12 0 0_ 0 0 0 _0 0 9 9 0 0 18 0 6 0 10 0 16 _ 46_ Total 0 0 36 26 1 63 0 3 3 1 0 7 0 50 37 1 1 89 0 26 0 59 1 86 245 10:00 PM 1 0 0 10 1 0 11 0 0 0 0 0 0 0 6 4 1 0 11 0 9 0 5 0 14 36 10:15 PM 0 0 143 7 0 150 0 0 0 0 0 0 0 14 5 0 0 19 0 3 0 11 0 14 183 10:30 PM 0 0 36 5 0 41 0 1 0 0 0 1 0 10 1 0 0 11 0 2 1 11 1 15 68 10:45 PM 0 0 7 1 0 8 0 0 1 1 0 2 1 3 1 0 0 5 f 0 3 0- 4 0 _. _ 7 22 Total 0 0 196 14 0 210 0 1 1 1 0 3 1 33 11 1 0 46 0 17 1 31 1 50 : 309 11:00 PM 0 0 4 2 0 6 0 0 0 0 0 0 0 8 1 0 1 10 0 2 0 5 0 7 23 11:15PM 0 0 1 1 0 2 0 0 0 0 0 0 0 3 2 0 0 5 0 2 0 7 0 9 16 11:30 PM 0 0 2 0 0 2 0 0 0 0 1 1 0 2 3 0 0 5 1 0 0 0 3 0 3 11 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0_ 2 0 2 6 Total 0 0 7 3 0 10 0 0 0 0 1 1 0 17 6 0 1 24 0 4 0 17 0 21 56 Grand Total 1 92 2301 1089 10 3493 0 207 65 127 12 411 6 2380 2607 255 12 5260 1 808 64 2207 19 3099 12263 Apprch % 0 2.6 65.9 31.2 0.3 0 50.4 15.8 30.9 2.9 0.1 45.2 49.6 4.8 0.2 0 26.1 2.1 71.2 0.6 Total % 0 0.8 _ 18.8 8.9 0.1 28.5 0 1.7 0.5 1 _ 0.1 3.4 0 19.4 21.3 2.1 0.1 42.9 0 6.6 0.5 18 0.2 25.3 Cars + 1 91 2209 1069 8 3378 0 203 65 125 12 405 6 2334 2516 241 11 5108 1 794 63 2171 11 3040 11931 % Cars + 100 98.9 96 98.2_ _ 80_ 96.7 0 98.1 100 98.4 100 _ 9.8._5 100 98.1 96.5 94.5 91.7 97.1 1 100 98.3 98.4 98.4 57.9 98.1 97.3 Trucks 0 1 92 20 2 115 0 4 0 2 0 6 0 46 91 14 1 152 0 14 1 36 8 59 332 % Trucks 0 1.1 4 1.8 20 3.3 0 1.9 0 1.6 0 1.5 0 1.9 3.5 5.5 8.3 2.9 0 1.7 1.6 1.6 42.1 1.9 2.7 Traffic Impact Study D16 Spack Consulting Chanhassen Panera Development Site w mi Appendix D: Traffic Counts U1 Traffic Data Inc 1AffU 041A I PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-1 i Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/24/2017 ,hanhassen, MN Page No : 5 Great Plains Boulevard qo`9 Out In Total 3435 [;33-TS 6813 107 222 3 7 7035 O� O 1009 2209 91 1 8 20 92 1 0 2 1089 2301 92 1 10 Right Thru LeLeftUTr Peds 1 L* �0 g — m m m —► 10124/201 10/241201 12:00 AM 11:45 PM r —S IN S vA mcn om Om AuQg N i� Cars. Trucks C 'W3 a� 0 w N N 41 T F* UTm Left Thru Right Pods 0 48 91 241 14 11 1 ��2607 8 2380. 2607 2651 12 4583i 51 9891 132 4715 152 5260 284 9975 Out In Total Traffic Impact Study D17 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts Y� Traffic Data Inc UFFU PO Box 16269 St. Louis Park. MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-24-11 Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/24/2017 ;hanhassen, MN Page No : 6 Great Plains Boulevard Parking Lot Great Plains Boulevard I 79th Street Southbound Westbound Northbound Eastbound Start Time UTm Left Thru Right Peds A,�;, mmai UTrn Left Thru Right Peds Apo. Tom UTm Left Thru Right Peds App. Tore UTrn Left Thru Right Peds App. Toby Int Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for FnUre Intersection Begins at 07:45 AM 46 163 07:45 AM 0 0 35 14 0 49 0 0 0 0 0 0 0 26 41 1 0 68 0 0 30 0 08:00 AM 0 0 .,11 0 w 0 0 0 0 0 0 0 50 58 2 0 110 0 15 0 26 0 41 217 08:15 AM 0 1 40 15 0 56 0 0 1 0 0 1 1 29 34 3 0 67 0 12 1 42 0 55 179 08:30 AM 0 0 29 15 0 44 0 0 0 0 0 0 0 33 25 1 0 59 0 13 0 27 1 41 144 Total Volume 0 1 149 65 0 215 0 0 1 0 0 1 1 138 158 7 0 304 0 56 1 125 1 183 703 % App. Total 0 0.5 69.3 30.2 0 0 0 100 0 0 0.3 45.4 52 2.3 0 0 30.6 0.5 _ 68.3 0.5 PHF 1 .000 .250 .828 .774 .000 .814 .000 .000 .250 .000 .000 .250 .250 .690 .881 .583 .000 .691 000 .875 .250 .744 .250 .832 .810 leak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 leak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 6 35 21 0 62 0 8 1 3 0 12 0 73 40 12 2 127 0 12 2 50 0 64 265 12:15 PM 0 2 45 23 1 71 0 10 3 4 2 19 0 57 36 7 1 101 0 20 0 48 0 68 259 12:30 PM 0 2 39 24 2 67 0 9 2 7 0 18 0 36 39 11 0 86 0 11 2 58 2 73 244 12:45 PM 0 3 42 23 0 68 0 13 1 2 0 16 0 36 34 4 0 74 0 16 2 47 0 65 223 Total Volume 0 13 161 91 3 268 0 40 7 16 2 65 0 202 149 34 3 388 0 59 6 203 2 270 991 % App. Total 0 4.9 60.1 34 1.1 0 61.5 10.8 24.6 3.1 0 52.1 38.4 8.8 0.8 0 21.9 2.2 75.2 0.7 PHF 1 .000 .542 .894 .948 .375 .944 .000 .769 .583 .571 .250 .855 .000 .692 .931 .708 .375 .764 .000 .738 .750 .875 .250 .925 935 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 04A5 PM 04A5 PM 0 3 59 22 1 85 0 2 1 3 0 6 0 58 73 8 0 139 0 18 1 33 1 53 283 05:00 PM 0 3 51 32 0 86 0 8 5 3 0 16 0 59 79 9 0 147 0 11 1 48 0 60 309 05:15 PM 0 3 48 37 0 88 0 3 0 7 0 10 0 48 87 10 0 145 0 21 0 32 0 53 296 05:30 PM 0 4 59 30 0 93 0 5 0 7 0 12 0 65 89 5 0 159 0 20 1 49 0 70 334 Total Volume 0 13 217 121 1 352 0 18 6 20 0 44 0 230 328 32 0 590 0 70 3 162 1 236 1222 % App. Total 0 61.6 34.4 0.3 0 40.9 13.6 45.5 0 0 39 55.6 5.4 0 0 29.7 1.3 68.6 0.4 PHF _3.7 .000 .813 .919 .818 .250 .946 j .000 .563 .300 .714 .000 .688 .000 .885 .921 .800 .000 .928 .000 .833 .750 .827 .250 .843 .915 Traffic Impact Study D18 Spack Consulting Chanhassen Panera Development Site .EMI Appendix D: Traffic Counts 1w Y1 Traffic Data Inc t�FII(o�r� 11t. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-17 Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/25/2017 ;hanhassen, MN Page No : 1 Groups Printed- Cars + - Trucks Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Le f Thru Right I Peds 1 App Total UTm Left Thru I Right I Peds App. Toni UTm I Left I Thru I Right I Peds App. Trn oUTrn j Left Thru Right I Peds App Total Int. Total 12:00 AM 0 0 2 1 0 3 0 0 0 0 1 1 0 2 3 0 0 5 0 0 0 5 0 5 14 12:15AM 0 0 1 2 0 3 0 0 0 0 0 0 0 3 1 0 0 4 0 0 0 4 0 4 11 12:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 5 0 5 8 12_:45AM _ 0 0 2 1 0 3 0 0 0 0 0 0 0 3 2 0 0 5 0 _ 3 0 3 0 6 14 Total 0 0 6 4 0 10 0 0 0 0 1 1 0 9 7 0 0 16 0 3 0 17 0 20 47 01:00 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 6 0 0 0 6 0 5 0 2 0 7 14 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 1 0 2 0 3 5 01:30 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 3 1 0 0 4 0 1 0 1 0 2 1 7 01:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 1_ Total 0 0 0 1 0 1 0 0 0 0 1 1 0 11 2 0 0 13 0 7 0 5 0 12 27 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 0 0 0 02:15 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 1 3 02:30 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 2 0 2 5 02:45 AM 0 0 0 0 0 0 0 0 - _0_ _ 0 0 0 0_ 3 1 0 0 4 0 0 0 0 0 0 4 -. - Total i 0 0 0 2 0 2 0 0 0 0 0 0 j 0 5 2 0 0 7 1 0 1 0 2 0 3 12 03:00 AM 1 0 0 0 1 0 1 0 0 0 1 0 1 0 3 1 0 0 4 0 1 1 1 0 3 9 03:15 AM 1 0 0 1 5 0 6 0 0 0 0 0 0 0 2 0 0 0 2 0 1 0 4 0 5 13 03:30 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 3 0 3 6 03:45 AM 0 0 0 1 0 1 0_ 0 0 0 0 0 1 0 0 0 0 _ 0 0 0 0 0 1 0 1 2 - Total 0 0 1 8 0 9 0- 0 0 1 0 1 i 0 - 6 2 0 0 8 0 2 1 9 0 12 30 04:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 0 6 1 0 0 7 0 0 0 2 0 2 10 04:15 AM 0 0 1 2 0 3 0 0 0 0 0 0 0 6 1 0 0 7 0 3 0 6 0 9 19 04:30 AM 0 0 0 1 0 1 0 0 0 0 0 40- 05 0 0 0 5 0 2 0 3 0 5 11 04:45 AM 0 0 __ 5 1 0 6 0 0 0 0 0 0 6_ 10 0 7 0 _4 0 3 0 7 20 Total0 0 6 5 0 11 0 0 0 0 0 0 23 3 0 0 26 0 9 0 14 0 23 60 05:00 AM 0 0 2 2 0 4 0 0 0 1 0 1 0 12 3 0 0 15 0 3 1 9 0 13 33 05:15 AM 0 0 3 4 0 7 0 0 0 0 0 0 0 12 1 0 0 13 0 0 0 12 0 12 32 05:30 AM 0 0 3 2 0 5 0 0 0 0 0 0 0 12 2 0 0 14 0 2 0 14 0 16 35 05:45 AM 0 0 9 6 0 15 0 0 0 0 0 0 0 8 3 0 0 11 0 5 0 12 0 17 43 Total 0 0 17 14 0 31 0 0 0 1 0 1 0 44 9 0 0 53 0 10 1 47 0 58 143 06:00 AM 0 0 6 5 0 11 0 0 0 0 0 0 0 9 12 0 0 21 0 3 0 6 0 9 41 06:15 AM 0 0 19 B 0 27 0 0 0 0 0 0 0 17 10 0 0 27 0 5 0 19 0 24 78 06:30 AM 0 0 9 5 0 14 0 0 0 0 0 0 0 20 8 0 0 28 0 4 0 17 0 21 63 06:45 AM 0 0 12 _ _ 10 0 22 0 _ _ _ 0 0 0 0 0 0 13 17 0_ _0 30 0 4 0 16 0 20 72 Total 0 0 46 28 0 74 0 0 0 0 0 0 0 59 47 0 0 106 0 16 0 58 0 74 254 Traffic Impact Study D19 Spack Consulting Chanhassen Panera Development Site WYI ""Unt" uffif o>tr>f ilf, 3reat Plains Blvd & 79th St ,hanhassen, MN Great Plains Boulevard Souhbound Start Time UTm1 Left 1 Thru Right PedsrAPP Total UTrn 07:00 AM 0 0 21 12 0 33 0 07:15 AM 0 0 14 7 0 21 0 07:30 AM 0 0 30 15 0 45 0 07:45 AM 0 0 38 8 0 46 0 Total 0 0 103 42 0 145 0 08:00 AM 0 1 47 16 0 64 0 08:15 AM 0 1 34 6 0 41 0 08:30 AM 0 1 33 14 0 48 0 08:45 AM 0 0 36 15 0 51 0 Total 0 3 150 51 0 204 0 09:00 AM 0 0 25 9 0 34 0 09:15 AM 0 1 32 11 0 44 0 09:30 AM 0 1 27 12 0 40 0 09:45 AM 0 2 24_ 14 0 40 0 Total _ 0 _ 4 108 46 0 158 0 10:00 AM 0 0 26 13 2 41 0 10:15 AM 0 0 25 8 0 33 0 10:30 AM 0 0 22 9 0 31 0 10:45 AM 0 2 32 15 0 49 1 0 Total 0 2 105 45 2 154 0 11:00 AM 0 2 32 19 0 53 0 11:15 AM 0 3 41 19 0 63 0 11:30 AM 0 5 37 14 0 56 0 11:45 AM 1 4 43 24 0 0 Total 1 _ 14 153 76 _72 0 244 0 12:00 PM 0 6 43 18 0 67 0 12:15 PM 0 4 40 21 1 66 0 12:30 PM 0 2 51 24 0 77 0 12:45 PM 04 55 18 0 77 0 —Total 0 16 189 81 1 287 0 01:00 PM 0 1 41 26 0 68 0 01:15 PM 0 8 36 22 0 66 0 01:30 PM : 0 2 40 20 0 62 0 01:45 PM�__ 0 5 _ 26 13 _ 0 _ 44 _ _ 0 Total I 0 16 143 81 0 240 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-1-1 Site Code : 1 Start Date : 10/25/2017 Page No :2 Groups Printed- Cars + - Trucks Parking Lot Great Plains Boulevard 79th Street Westbound Northbound Eastbound Left I Thru rRight 1 Peds APP Total UTrn I Left 1 Thru 1 Right]_ Peds 1- APP. Total UTrn r LeftThru 1 Right] Peds1 APP Tote) Inl_Total 0 0 0 0 0 0 16 13 1 0 30 0 4 0 22 0 26 89 0 1 0 0 1 0 21 32 0 0 53 0 6 0 24 0 30 105 0 0 0 0 0 0 24 42 0 0 66 0 12 0 21 0 33 144 0 0 0 0 0 0 21 58 1 0 80 0 12 0 21 0 33 _ 159 0 1 0 0 1 0 82 145 2 0 229 0 34 0 88 0 122 497 0 0 0 0 0 0 26 59 3 0 88 0 15 0 24 2 41 193 0 0 2 0 2 0 20 36 2 1 59 0 10 0 25 1 36 138 0 0 0 1 1 0 33 40 5 2 80 0 11 2 24 1 38 167 1 2 3 0 6 0 27 45 00_ _72 0 10 0 35 0 45 174 1 2- 5 1-- 9 0 106 180 10 3 299 0 46 - 2 108 4 160 672 0 0 0 0 0 0 16 34 0 0 50 0 6 1 18 0 25 109 0 1 1 0 2 0 29 28 3 0 60 0 5 2 25 0 32 138 2 0 0 0 2 0 11 27 2 0 40 0 12 1 24 0 37 119 2 0 2 0 4 0 9 48 2 _0__ 59 0 6 0 20 0 26 129 4 1 3 0 8 0 65 137 7 0 209 0 29 4 87 0 120 495 0 0 1 0 1 0 19 38 5 1 63 0 5 0 25 0 30 135 1 1 1 0 3 1 26 40 2 0 69 0 7 1 17 0 25 130 0 1 1 0 2 0 33 37 2 0 72 0 10 1 19 0 30 135 1 0 1 0 2 0 20 40 4 0 64 0 8 0 _ 19 0_ 27 142 2 2 4 0 8 1 98 155 13 1 268 0 30 2 80 0 112 542 3 3 4 0 10 0 30 56 11 1 98 0 15 1 24 1 41 202 3 1 3 1 8 1 36 54 12 0 103 0 11 2 25 0 38 212 8 1 7 0 16 0 55 33 11 0 99 0 2 0 40 0 42 213 10 1 4 1 _ 16 0 44 43 4 1 92 0 10 1 _ 32 1 44 224 24 6 18 2 50 1 165 186 38 2 392 0 38- 4 121 2 165 851 8 4 4 0 16 0 51 52 17 1 121 0 13 1 45 0 59 263 10 3 10 1 24 0 48 52 15 1 116 0 21 0 55 0 76 282 13 3 4 0 20 0 60 31 14 0 105 0 13 4 50 0 67 269 10 4 4 _ 0 18 0 47 51 8 1 _ 107 0 16 1 47 0 64 266_ 41 14 22 1 78 0 206 186 54 3 449 0 63 6 197 0 266 1080 5 3 4 0 12 0 33 53 11 2 99 0 16 1 47 0 64 243 9 2 7 0 18 1 32 44 7 0 84 0 11 3 43 0 57 225 7 4 3 0 14 0 40 37 10 0 87 0 19 2 31 1 53 216 7 0 3 0 10 0 24 38 4 0 66 0 12 1 23 0 .. 156 28 9 17 - 0 54 T 1 129 172 32 2 336 1 0 58 7 1" 1 210 1 840 Traffic Impact Study Chanhassen Panera Development Site D20 Spack Consulting 3reat Plains Blvd & 79th St ;hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name Site Code Start Date Page No Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-11 :1 10/25/2017 :3 _ Groups Printed- Cars + - Trucks _ Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn left Thru T Peds i App Total UTrn Left Thru Right i Peds App Total UTrn i Left ( Thru Right I Peds All Total UTm Left Thru Right Peds App. Total Int. Total --- -- --1-Right- 1— g ` 1 --L---1-� -9- L-� — - 3 32 0 43 191 02:15 PM 0 3 36 19 0 58 0 2 0 2 0 4 1 41 52 2 0 96 0 12 1 37 0 50 208 02:30 PM 0 2 43 17 0 62 0 3 1 5 3 12 0 29 31 10 3 73 0 16 0 28 1 45 192 02:45 PM _ 0 3 2_3_ 21 _ _ 0 47 0 6 6 2 0 14 _ 0 28_ _ _42_ 7 0_ _ 77 0 16 2 28 0 46 184 Totals 316 0 52 6 125 1 184 775 03:00 PM 0 2 35 21 0 58 0 5 1 3 0 9 0 32 53 3 0 88 0 13 0 39 0 52 207 03:15 PM 0 0 99 13 1 113 0 0 0 5 1 6 0 26 55 5 0 86 0 9 0 18 1 28 233 03:30 PM 0 3 93 25 0 121 0 1 0 6 1 8 0 35 52 4 0 91 0 21 0 18 0 39 259 03:45 PM { 0 _ 0 47 17 0 64_ _ 0 6 0 1 0 7 0 30 _ _ 47 3 0 80 _ 0 10 1 _ 28 _ 0 39 190 Total) 0 5 274 76 1 356 0 12 1 15 2 30 0 123 207 15 0 345 0 53 1 103 1 158 869 04:00 PM 0 1 42 16 0 59 0 1 2 4 0 7 0 36 68 6 0 110 0 18 0 26 2 46 222 04:15 PM 0 7 56 20 0 83 0 3 2 2 0 7 0 45 87 5 0 137 0 8 0 27 0 35 262 04:30 PM 1 1 56 20 0 78 0 4 2 1 0 7 1 0 64 67 4 0 135 0 10 1 44 0 55 275 04:45 PM 0 3 46 10 2 61 _ 0 4_ 1 3 0 8! 0 60 72 5 0 137 0 14 3 33 0 50 _ 256 Total 1 12 200 66 2 281 0 12 7 10 0 29 0 205 294 20 0 519 0 50 4 130 2 186 1015 05:00 PM 0 6 41 16 0 63 0 6 6 5 0 17 0 63 64 5 0 132 0 13 0 39 0 52 264 05:15 PM 0 0 47 16 0 63 0 5 2 5 0 12 0 60 61 10 0 131 0 16 2 37 1 56 262 05:30 PM 0 7 61 23 2 93 0 2 1 2 0 5 0 64 66 6 1 137 0 13 3 35 0 51 286 05:45 PM 0 _3 41 14 0 58 0 5 2 7 _ _ 2 16 0 51 78 7_ 0 136 0 15 1 46 _ 1 63 273 Total 0 16 190 69 2 277 0 18 11 19 2 50 1 0 238 269 28 1 536 0 57 6 157 2 222 1085 06:00 PM 0 3 47 26 0 76 0 5 4 9 0 18 0 51 81 12 0 144 0 18 3 41 0 62 300 06:15 PM 0 4 46 23 0 73 0 5 3 2 0 10 0 43 49 6 0 98 0 23 1 42 0 66 247 06:30 PM 0 3 39 22 0 64 0 4 3 4 0 11 0 30 49 6 0 85 0 18 2 49 0 69 229 06:45 PM 0 0 32 15 2 49 0 8 0 6 2 16 0 68 46 3 1 118 0 17 0 36 0 53 236 Total 0 - 10 164 86- -2 262 - 0 22 10 21 2 55 - -0-- 192 225 27 1 445 0 76 6 168 0 250 1012 07:00 PM 0 2 29 24 0 55 0 6 1 5 1 13 0 42 37 4 1 84 0 29 0 46 0 75 227 07:15 PM 0 2 29 17 0 48 0 2 0 2 0 4 0 24 39 6 0 69 0 9 0 37 0 46 167 07:30 PM 0 0 29 22 0 51 0 7 5 0 0 12 0 28 26 4 0 58 0 13 0 27 0 40 161 07:45 PM 0 _ 1 13 9 0 23 0- _ 0_ _ 1 _ 1 0 2 0 23 29 _ 2 0 54 0 15 0 27 0 _ _ 42 _ 121 Total 0 5 100 72 0 177 0 15 7 8 1 31 0 117 131 16 1 265 0 66 0 137 0 203 676 08:00 PM 0 0 20 7 0 27 0 7 0 1 0 8 0 27 28 6 0 61 0 12 0 22 0 34 130 08:15 PM 0 0 19 11 0 30 0 6 0 1 0 7 0 20 22 4 0 46 0 12 0 24 0 36 119 08:30 PM 0 0 21 9 1 31 0 0 0 0 0 0 1 19 19 0 0 39 0 6 0 24 0 30 100 08:45 PM 0_ _ 0 21 _5 ___0 26 0 _ 0 _ _ _ 0 _ _ 0 _ _ _ -0 0 _ 0 23 17 0 0 40 0 6 0 18 0 24 90 Total 0 0 81 32 1 114 0 13 0 2 0 15 1 89 86 10 0 186 0 36 0 88 0 124 439 Traffic Impact Study D21 Spack Consulting Chanhassen Panera Development Site �� Appendix D: Traffic Counts Y1Traffic Data Inc I U U1AII 11c. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-11 Site Code : 1 seat Plains Blvd & 79th St Start Date : 10/25/2017 ;hanhassen, MN Page No :4 _ Groups Printed- Cars + - Trucks Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right I Peds 1 App, Total UTm Left Thru Right Peds App. Tool UTm Left I Thru Right Peds I Alp. Total UTrn Left Thru I Right Peds App. roar Int. Total 09:00 PM 0 0 16 6 1 23 0 2 1 0 0 3 0 12 6 0 0 18 0 4 0 16 0 20 64 09:15 PM 0 1 12 4 0 17 0 3 0 0 0 3 0 17 9 0 0 26 0 3 0 12 0 15 61 09:30 PM 0 0 17 7 0 24 0 0 4 0 0 4 0 11 25 2 0 38 0 2 1 13 0 16 82 09:45PM 0_ 1_ 10 4 0 15 0 2 0 1 0 3 0 12 10 1 0 23_ _ 03 0 13 016 57 Total 0 2 55 21 1 79 0 7 5 1 0 13 0 52 50 3 0 105 0 12 1 54 0 67 264 10:00 PM 0 0 6 3 0 9 0 1 0 1 0 2 0 4 10 1 0 15 0 2 0 11 1 14 40 10:15 PM 0 1 150 5 0 156 0 0 0 1 1 2 0 7 5 0 0 12 0 3 0 7 0 10 180 10:30 PM 0 0 38 3 0 41 0 0 0 0 0 0 0 7 6 0 0 13 0 2 0 16 0 18 72 10:45 PM 0 0 3 20 5 _ 0 0 0 0 0 0 0 6 3_ 0 0 9 0 2 0 3 0 5 19 Total 0 1 197 13 0 211 0 1 0 2 1 4 0 24 24 1 0 49 0 9 0 37 1 47 311 11:00 PM 0 0 5 4 0 9 0 0 0 0 0 0 0 6 1 0 1 8 0 2 0 6 2 10 27 11:15PM 0 0 1 1 0 2 0 0 0 0 0 0 0 1 5 0 0 6 0 2 0 7 0 9 17 11:30 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 4 3 0 0 7 0 1 0 1 0 2 10 11:45 PM 0 0 2 0 0 2 0 0 0 0 0 0 0 2 1 00 3 0 0 0 3 0 3 8 Total 0 0 9 5 0 14 0 0 0 0 0 0 0 13 10 0 1 24 1 0 5 0 17 2 24 62 Grand Total 2 117 2442 996 12 3569 0 214 84 170 18 486 5 2189 2692 297 18 5201 0 762 51 1993 16 2822 12078 Apprch % 0.1 3.3 68.4 27.9 0.3 0 44 17.3 35 3.7 0.1 42.1 51.8 5.7 0.3 0 27 1.8 70.6 0.6 Total % 0 1 20.2 8.2 _ _ 0.1 29.5 0 1.8 0.7 1.4 0.1 4 0 18.1 22.3 2.5 0.1 43.1 0 6.3 0.4 16.5 0.1 23.4 Cars + 2 115 2352 971 11 3451 0 213 82 166 12 473 5 2148 2613 293 17 5076 0 738 49 1945 12 2744 11744 % Cars + 100 98.3 96.3 97.5 91.7 96.7 0 99.5 97.6 97.6 66.7 97.3 100 98.1 97.1 98.7 94.4 97.6 0 96.9 96.1 97.6 75 97.2 97.2 Trucks 0 2 90 25 1 118 0 1 2 4 6 13 0 41 79 4 1 125 0 24 2 48 4 78 334 % Trucks 0 1.7 3.7 2.5 8.3 3.3 0 0.5 2.4 2.4 33.3 2.7 0 1.9 2.9 1.3 5.6 2.4 0 3.1 3.9 2.4 25 2.8 2.8 Traffic Impact Study D22 Spack Consulting Chanhassen Panera Development Site w mu Appendix D: Traffic Counts V1 Traffic Data Inc fW4 Dula iNr. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-1 i Site Code : 1 .3reat Plains Blvd & 79th St Start Date : 10/25/2017 ;hanhassen, MN Page No : 5 Great Plains u evar C o Out In Total 3517 3451 8988 107 118 225 ? �c o 3624 7193 off` o 971 2352 115 2 11 25 90 2 0 1 9961 24421 1171 21 12 ? Righl Thru Left UTm Pods L+ oOor ~N�� tuorth ~ 2 ANN �mr"i Z 0) N 10125=1 12:00 AM �!-M— v o —0 101251201 11:45PM � � ca QpD_�55 L A W W W W r- �0 a4 in � Cars a o .5 Q 2 � � � Tn�dcs 3 -� O 000 (OTN to V m d N m O1 N llk� 4-1 T h 0 S UTm Left Thru Ri M Pods O 5 2148 2613 293 17 0 41 791 4 1 51 2189 2692 297 18 'r r 510 507813900 125849 5"1 Out In Totalird Traffic Impact Study D23 Spack Consulting Chanhassen Panera Development Site wmms Appendix D: Traffic Counts Y1 Traffic Data Inc tAl DATA Ill PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 2 - 79th St & Great Plains Blvd, 10-25-1 i Site Code : 1 3reat Plains Blvd & 79th St Start Date : 10/25/2017 ,hanhassen, MN Page No : 6 Great Plains Boulevard Parking Lot Great Plains Boulevard 79th Street Southbound Westbound I Northbound Eastbound Start Time UTm Left Thru Right Peds Aav m �i UTrn Leit Thru RightPeds Al Total UTrn Left Thru Right Peds I Al rolr UTrnT Lett Thru Right Peds �. rorei Int. Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 1 41 1. 0 .. 0 0 0 0 0 0 0 26 59 3 0 88 0 15 0 24 2 41 193 08:15 AM 0 1 34 6 0 41 0 0 0 2 0 2 0 20 36 2 1 59 0 10 0 25 1 36 138 08:30 AM 0 1 33 14 0 48 0 0 0 0 1 1 0 33 40 5 2 80 0 11 2 24 1 38 167 08:45 AM 0 0 36 15 0 3 150 51 0 0 51 204 0 0 1 1 2 2 3 5 0 1 6 9 0 0 27 106 45 180 0 10 0 72 3 299 0 0 10 46 0 2 35 108 0 4 45 160 174 672 Total Volume % Aon. Total 0 1.5 73.5 25 0 0 11.1 22.2 55.6 11.1 0 35.5 60.2 3.3 1 0 28.8 1.2 67.5 2.6 ,eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 6 43 18 0 67 0 8 4 4 0 16 0 51 52 17 1 121 0 13 1 45 0 59 263 12:15 PM 0 4 40 21 1 66 0 10 3 10 1 24 0 48 52 15 1 116 0 21 0 55 0 76 282 12:30 PM 0 2 51 24 0 77 0 13 3 4 0 20 0 60 31 14 0 105 0 13 4 50 0 67 269 12:45 PM 0 4 55 18 0 77 0 10 4 4 0 18 0 47 51 8 1 107 0 16 1 47 0 64 266 Total volume 0 16 189 81 1 287 0 41 14 22 1 78 0 206 186 54 3 449 0 63 6 197 0 266 1080 % App. Total 0 5.6 65.9 28.2 0.3 0 52.6 17.9 28.2 1.3 0 45.9 41.4 12 0.7 0 23.7 2.3 74.1 0 PHF 1 .000 .667 .859 .844 .250 .932 .000 .788 .875 .550 .250 .813 .000 .858 .894 .794 .750 .928 .000 .750 .375 .895 .000 .875 .957 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 leak Hour for Entire Intersection Begins at 05:15 PM 05:15 PM 0 0 47 16 0 63 0 5 2 5 0 12 0 60 61 10 0 131 0 16 2 37 1 56 262 05:30 PM 0 7 61 23 2 93 0 2 1 2 0 5 0 64 66 6 1 137 0 13 3 35 0 51 286 05:45 PM 0 3 41 14 0 58 0 5 2 7 2 16 0 51 78 7 0 136 0 15 1 46 1 63 273 06:00 PM 0 3 47 26 0 76 0 5 4 9 0 1s 0 51 81 12 0 144 0 18 3 41 0 62 300 Total Volume 0 13 196 79 2 290 0 17 9 23 2 51 0 226 286 35 1 548 0 62 9 159 2 232 1121 % App. Total 0 4.5 67.6 27.2 0.7 0 33.3 17.6 45.1 3.9 0 41.2 52.2 6.4 0.2 0 26.7 3.9 68.5 0.9 PHF .000 .464 .803 .760 .250 .780 .000 .850 .563 .639 .250 .708 .000 .883 .883 .729 .250 .951 .000 .861 .750 .864 .500 .921 .934 Traffic Impact Study D24 Spack Consulting Chanhassen Panera Development Site 1w�� Appendix D: Traffic Counts Ulf Traffic Data Inc tlIlllc pArA lec. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-24-1 i Site Code : 1 '9th St & West Access Start Date : 10/24/2017 ',hanhassen, MN Page No : 1 GroupsPrinted-Cars + - Trucks Parking Lot 79th Street Eastern Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right Peds App. T. UTrn Left Thru I Right f Peds I App. Tome UTrn Left i Thru j Right Peds I App rotas UTrn I Left 1 Thru� Right Peds l App Total Int. Total 12:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:45 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 _. 2 5 Total 1 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 2 0 0 2 7 01:00 AM ! 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 01:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0_ 0 0 0 0 0 0_ Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 02:00 AM I 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02.30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0 0 _ 0 0_ 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 01 Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 03:30 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:45AM 0_ 0_ 0 0_ 0 0 0 0 _ 2 0_ 02 0 0 0 0 0 0_ 0 0 __0 0 0 0 2 Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 5 04:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 04:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 04:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 4 0 0 4 5 04.45 AM _ 0 0 0 0 _1 1 0 0 3 00 3 0 ___ 0 0 0 1 1 0_0 2 0 0 2 7 Total 0 0 0 0 1 1 0 0 7 0 0 7 0 0 0 0 1 1 0 0 9 0 0 9 18 05:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 1 1 0 0 2 0 0 2 6 05:15 AM 0 0 0 0 0 0 0 1 2 0 0 3 0 0 0 0 0 0 0 1 2 0 0 3 6 05:30 AM 0 0 0 0 0 0 0 1 9 0 0 10 0 0 0 1 0 1 0 0 5 0 0 5 16 05:45 AM 0 0 0 0 _ 0 0 0 06 0 0 _ 6 0_ 0 0 0 0 _0 _ 0 0 4 0 0 4 10 Total 0 0 0 0 0 0 0 2 20 0 0 22 0 0 0 1 1 2 0 1 13 0 0 14 38 06:00 AM 0 1 0 0 0 1 0 1 6 0 0 7 0 0 0 0 0 0 0 0 7 0 0 7 15 06:15 AM 0 0 0 0 0 0 0 2 7 0 0 9 0 0 0 1 0 1 0 1 4 1 0 6 16 06:30 AM 0 0 0 0 0 0 0 3 14 1 0 18 0 0 0 9 0 9 0 1 8 0 0 9 36 06:45 AM 0 0_ 0 _ _ _ 0- _ 0 0 0 _ 2 _ _ 14 1 0 _ 17 0 0 0 10 0 10 0 1 10 2 0 _ 13 40 Total 0 1 0 0 0 1 0 8 41 2 0 51 0 0 0 20 0 20 0 3 29 3 0 35 107 Traffic Impact Study D25 Spack Consulting Chanhassen Panera Development Site MIIAffl( DA '9th St & West Access ;hanhassen, MN Parking Lot Southbound Start Time UTm I Left Thru Right I Peds Aap. roW UTm 07:00 AM 0 1 0 0 0 1 0 07:15 AM 0 1 0 0 2 3 0 07:30 AM 0 0 0 0 0 0 0 07:45 AM 2 0 1 0_ 3 0 Total _ _0 0 4 0 1 2 7 0 08:00 AM 0 0 0 08:15 AM 0 1 0 08:30 AM 0 2 0 08:45 AM 0 2 0 Total 0 5 0 09:00 AM 0 1 0 09:15 AM 0 1 0 09:30 AM 0 2 0 09:45 AM 0 0 0 Total 0 4 0 10:00 AM 0 0 10:15 AM 0 2 10:30 AM 0 0 10:45 AM - -- 0 - - 0 - - Total 0 2 11:00 AM 0 1 11:15AM 0 1 11:30AM 0 1 11:45 AM 0 1 Total 0 4 12:00 PM 0 1 12 15 PM 0 1 12:30 PM 0 1 12:45 PM 0 0 Total 0 3 01:00 PM 0 2 01:15 PM 0 0 01:30 PM 0 0 01.4.5 PM _ 0 1 Total 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 3 0 1 0 3 0 2 _0 4 0 5 0 10 0 0 0 1 0 1 0 2 0 0 0 2 0 0 0 0 0 1 0 5 0 2 0 2 0 3 0 5 0 2 0 2 0 0 -- 2 _2 0 7- 2 11 0 3 1 5 0 1 0 2 0 6 0 7 0 4 1 6 0 14 2 20 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-24-1 i Site Code : 1 Start Date : 10/24/2017 Page No :2 Groups Printed- Cars_+ - Trucks -- 79th Street Eastern Site Access 79th Street Westbound Northbound Eastbound Left 1 Thru Right j Peds] App Total UTm r Left 1 Thru Right I Peds I App. To. UTm Left Thru Right Peds All Total Int. Total 6 19 0 0 25 0 2 0 11 0 13 0 1 18 1 0 20 59 3 18 1 0 22 0 0 0 9 0 9 0 0 8 2 0 10 44 4 21 0 1 26 0 1 0 9 0 10 0 2 18 0 1 21 57 9 14 1 0 24 0 1 0 8 0 9 0 1 21 1 0 23 59 22 72 2 1 97 0 4 0 37 0 41 0 4 65 4 1 74, 219 12 24 2 0 38 0 3 0 5 0 8 0 3 10 0 0 13 59 5 24 1 0 30 0 3 0 11 0 14 0 3 24 1 0 28I 75 2 24 0 0 26 0 4 0 12 1 17 0 1 16 4 0 21 67 8 23 0 0 31 01 0 6 0 7 0 0 16 1 0 17 59 27 95 3 0 125 0 11 0 34 1 46 0 7 66 6 0 79 260 8 20 1 0 29 0 0 0 6 1 7 0 0 14 1 0 15 52 3 15 2 0 20 0 1 0 7 0 8 0 1 20 3 0 24 54 7 13 2 0 22 0 0 0 8 1 9 0 1 16 3 0 20 53 9 23 3 0 35 0 0 0 5 0 5 0 5 13 1 0 19 59 27 71 8 0 106 0 1 0 26 2 29 0 7 63 8 0 78 218 2 17 0 0 19 0 2 0 9 1 12 0 1 19 2 0 22 55 3 23 0 2 28 0 2 0 3 3 8 0 1 17 0 0 18 59 5 14 1 0 20 0 2 0 6 5 13 0 1 15 0 0 16 51 2 22 2 0 26 0 0 0 5 0 5 0 2 17 2 0 21 54 _ 12 76 3 2 93 0 6 0 23 9 38 0 5 68 4 0 77I 219 9 34 0 0 43 0 1 1 9 7 41 1 0 49 0 1 0 7 4 29 0 0 33 0 2 0 7 14 35 0 0 49 0_ 5 0 9 34 139 1 0 174 _ 0 9 1 32 0 4 0 5 0 13 56 1 0 70 0 2 0 13 0 3 1 5 0 14 57 0 0 71 0 9 0 16 1 5 1 8 0 11 25 0 0 36 0 4 0 17 0 _ 5_0 5 0 10 _ 37 1 0 48 0 _ _10 _ 0 13 1 17 2 23 0 48 175 2 0 225 0 25 0 59 1 6 0 9 0 11 40 0 0 51 0 6 0 11 0 4 0 4 0 8 37 0 0 45 0 2 1 9 0 0 0 0 0 4 38 0 0 42 0 3 0 15 0 2 0 3 0 3 30 0 0 33 0 3 0 11 1 12 0 16 0 26 145 0 0 171, 0 14 1 46 0 11 0 1 19 3 0 23 1 82 0 8 0 0 28 4 0 32 91 0 9 0 3 20 2 0 25 74 1 15 0 3 27 4 0_ - _ 34 104 _ 1 43 0 7 94 13 0 114 351 2 17 0 4 33 2 0 39 131 0 25 0 2 38 0 0 40 141 2 23 0 2 30 4 0 36 103 1 24 0 8 31 1 0 40 117 5 89 0 16 132 7 0 155 492 0 17 0 4 31 1 0 36 113 1 13 0 1 26 4 0 31 93 0 18 0 2 31 2 0 35 95 0 14 0 1 29 0 0 30 80 1 62 0 -- 8 117 7 0 132 381 Traffic Impact Study D26 Spack Consulting Chanhassen Panera Development Site Iwai Appendix D: Traffic Counts Traffic Data Inc ur rc part i�c. PO Box 16269 St. Louis Park, MN 55416 I File Name : Count Sheet - 3 - 79th St & West Access, 10-24-17 Site Code : 1 '9th St & West Access Start Date : 10/24/2017 ',hanhassen, MN Page No :3 Groups Printed- Cars + -Trucks Parking Lot 79th Street Eastern Site Access Southbound Westbound Northbound Start Time UTm I Left 1 Thru I Right Peds ApP Total UTm Left Thm Right Peds App. rout UTm Left �Thru Right I Peds App Total UTrn 02:00 PM 0 3 0 3 0 6 0 10 29 1 1 41 0 2 0 4 3 9 0 02:15 PM 0 1 0 1 0 2 0 7 37 0 0 44 0 0 0 6 2 8 0 02:30 PM 0 3 0 2 0 5 0 7 39 1 2 49 0 2 0 13 4 19 0 02:45 PM 0 4 0 4 _ 0 8 0 4 29 1 0 _34 0 2 0 5 0 7 0 Total 0 11 0 10 0 21 1 0 28 134 3 3 168 0 6 0 28 9 43 0 03:00 PM 1 0 0 0 1 0 1 0 15 31 0 0 461 0 2 0 4 0 6 03:15 PM 0 2 0 4 0 6 0 11 43 0 2 56 0 2 0 13 0 15 03:30 PM 0 2 0 3 0 5 0 15 29 0 0 44 0 6 0 11 0 17 03:45 PM 0 0 0 2 0 2 0 10 39 0- 1 50 0 3 0 12 1 16 Total 0 4 0 10 0 14 0 51 142 0 3 196 0 13 0 40 1 54 79th Street Eastbound Left_L Thru LRight-1 Peds I APP Total Int. Total 2 15 0 0 17 73 2 25 1 0 28 82 2 21 0 0 23 96 2 27 0 0 29 - 78 8 _ _ 88 1 0 97 329 0 2 24 4 0 30 83 0 5 25 3 0 33 110 0 0 20 1 0 21 87 0 0 27 3 0 30 98 0 7 96 11 0 114 378 04:00 PM 0 2 0 2 0 4 0 12 48 3 0 63 0 3 0 9 0 12 0 04:15 PM 0 3 0 4 2 9 0 4 39 2 0 45 0 3 0 13 0 16 0 04:30 PM 0 0 1 5 1 7 0 7 50 1 0 58 0 3 0 7 0 10 0 04:45PM 0__ 3 1 5 0 9 0 15 57 2 0 74 0 3___ 0 10--- 1 14 0 _ Total 0 8 2 16 3 29 0 38 194 8 __ 0 240 0 12 0 39 1 52 0 05:00 PM 0 2 0 4 0 6 0 21 68 1 0 90 0 6 05:15 PM 0 0 1 5 0 6 0 14 57 0 0 71 0 3 05:30 PM 0 1 0 2 1 4 0 16 65 0 0 81 0 5 05:45 PM_ 0 4 0 1 1 6 0 11 50 0 0 61 0 6 Total 0 7 1 12 2 22 0 62 240 1 0 303 0 20 06:00 PM 0 2 0 6 0 8 0 20 61 0 0 81 0 6 06:15 PM 0 1 0 2 0 3 0 18 51 0 0 69 0 3 06:30 PM 0 1 0 1 0 2 0 11 53 0 0 64 0 5 06:45 PM 0 1 _ _ _0 _ 3 0 4 0 12 38 4 _ _ 0 54 0 _ _ 3 _ Total 0 5 0 12 0 17 0 61 203 4 0 268 0 17 07:00 PM 0 2 0 3 0 5 0 7 36 0 0 43 0 3 07:15 PM 0 1 0 1 0 2 0 8 25 0 0 33 0 6 07:30 PM 0 1 0 2 0 3 0 3 25 0 0 28 0 1 07:45 PM 0 0 0 1 0 1 1 3 26 0 1 31 0 2 Total 0 4 0 7 0 11 1 21 112 0 1 135 0 12 1 25 2 0 28 107 4 31 3 0 38 108 2 18 0 0 20 95 1 32 5 0 38--- _ 135 8 106 10 0 124 445 0 15 0 21 0 4 30 3 0 37 154 0 13 0 16 0 3 34 3 0 40 133 0 20 0 25 0 3 36 8 0 47 157 1 18 1 26 0 7 33 7 0 47 140 1 66 1 88 0 17 133 21 0 171 584 1 26 0 33 0 4 39 4 0 47 169 1 21 0 25 0 0 43 3 0 46 143 0 17 0 22 0 0 36 2 0 38 126 0 10 2 15 0 0 35 20 37 110 2 74 2 95 0 4 153 11 0 168 548 0 10 0 13 0 0 35 3 0 38 99 1 8 1 16 0 1 25 4 0 30 81 0 13 0 14 0 1 22 1 0 24 69 0 7 2 11 0 - 1 -- 28 0 1 30 73 - - - f 1 38 3 54 0 3 110 8 1 122 322 08:00 PM 0 2 0 2 1 5 0 2 40 0 0 42 0 4 0 7 1 12 0 0 21 2 0 23 82 08:15 PM 0 0 0 0 0 0 0 6 18 0 0 24 0 2 0 6 1 9 0 0 16 1 0 17 50 08:30 PM 0 1 0 1 0 2 0 3 18 0 0 21 0 3 0 7 0 10 0 1 28 0 0 29 62 08:45 PM 0 0 0 0 0 0 0 2 11 0 0 13 0 1 0 4 0 5- _- 0 0 16 1 0 17_ 35_ Total 0 3 0 3 1 7 0 13 87 0 0 100 0 10 0 24 2 36 0 1 81 4 0 86 229 Traffic Impact Study D27 Spack Consulting Chanhassen Panera Development Site w ng Appendix D: Traffic Counts V1 Traffic Data Inc tarr►c can uc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-24-17 Site Code : 1 '9th St & West Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 4 Groups Printed- Cars + - Trucks - Parking Lot 79th Street Eastern Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right Peds f App Total UTrn Left I Thru I Right Peds App Tout UTrn I Left Thru Right Peds App. Total UTrn Left Thru i Right Peds All Total lnt. Total 09:00 PM 0 0 0 1 0 1 0 2 13 0 2 17 0 2 0 9 2 13 0 0 10 0 0 10 41 09:15 PM 0 0 0 0 0 0 0 4 11 0 0 15 0 2 0 2 0 4 0 0 8 0 0 8 27 09:30 PM 0 1 0 0 0 1 0 3 11 0 0 14 0 1 0 2 0 3 0 0 11 0 0 11 29 09:45 PM 0 0 0 1 0 1 0 1 7 1 0 9 0 0 0 2 0 2 0 _0 8 0 0 8 20 - Total 0 1 0 2 0 3 0 10 42 1 2 55 0 5 0 15 2 22 0 0 37 0 0 37 117 10:00 PM 0 0 0 0 1 1 0 0 4 0 0 4 0 0 0 0 3 3 0 0 8 0 0 8 16 10:15PM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 3 3 0 0 3 0 0 3 16 10:30 PM 0 0 0 0 1 1 0 0 7 0 0 7 0 1 0 2 0 3 0 0 3 0 0 3 14 10:45PM 00 0 0 0 0_ _ 0 1 1_ 0 _0 2 0 0 0 1 _ 0 1 0 0 3 0 0___ 3 6 Total 0 0 0 0 2 2 0 1 22 0 0 23 0 1 0 3 6 10 0 0 17 0 0 17 52 11:00 PM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 1 0 1 0 0 5 0 0 5 12 11:15PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 11:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 1 0 1 0 2 0 0 1 0 0 1 5 11:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Total 0 0 0 0 0 0 0 0 11 0 0 11 0 1 0 2 0 3 0 0 12 0 0 12 26 Grand Total 0 69 5 129 17 220 1 491 2041 38 12 2583 0 167 6 607 48 828 0 106 1492 118 2 1718 5349 Apprch % 0 31.4 2.3 58.6 7.7 0 19 79 1.5 0.5 0 20.2 0.7 73.3 5.8 0 6.2 86.8 6.9 0.1 TotalCars 0 64 0.1 24 5 1 485 2007 33 12 2538 4.1 I 0 9.2 38.2 0.7 0.2 48.3 0 _ 3.1 0.1 11.3 0.9 15.5 0 _ 2 27.9 2.2 0 32.1 0 166 6 605 46 823 0 103 1466 117 2 1688 5257 % Cars + _ 0_ 92.8 100 96.1 88.2 94_ .5 100 98.8 98.3 86.8 100 98.3 0 99.4-1.00 99.7 95.8 99.4 0 97.2 98.3 99.2 100 _ 98.3 98.3 _ Trucks } 0 5 0 5 2 12 0 6 34 5 0 45 0 1 0 2 2 5 0 3 26 1 0 30 92 % Trucks 0 7.2 0 3.9 11.8 5.5 0 1.2 1.7 13.2 0 1.7 0 0.6 0 0.3 4.2 0.6 0 2.8 1.7 0.8 0 1.7 1.7 Traffic Impact Study D28 Spack Consulting Chanhassen Panera Development Site mi Appendix D: Traffic Counts w VI Traffic Data Inc 1Afflc DON W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-24-1 Site Code : 1 '9th St & West Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 5 Parking Lot .�0 p Out In Total 1428 [;1 [2-3 0 4%O _150 O 124 5 84 0 15 5 0 5 0 2 129 5 89 0 17 0 Right Thru Lalt U TM Peels 000E� A A N v v m c f] F5 10/24/201 12:00 AM N _ `D --► 10124/201 11:45 PM 4 in w<n3o � m rqq.��or. ��wte Carsr m Trucks � U 1 V V N O N Mo J- d N O N ki +1 T F► y 0 UTm Left Thru Riatt Pods O 0 188 8 805 48 0410 1 0 2 2 0 1 01 167 8 H07 48 0 807 823 t430 �q$ 5 12 03` 814 828 1442 Out In TolalAccess Eastern Site Traffic Impact Study D29 Spack Consulting Chanhassen Panera Development Site =I Appendix D: Traffic Counts qV Y1 Traffic Data Inc lilif DATA W. PO Box 16269 St. Louis Park. MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-24-1 Site Code : 1 '9th St & West Access Start Date : 10/24/2017 :hanhassen, MN Page No : 6 Parking Lot 79th Street Eastern Site Access Southbound Westbound Northbound _ Start Time UTrn Left Thru Right Peds rwp.Total UTm Left Thru Right Peds App.Totai UTm Left Thru Right Peds App.rotei UTm eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 l 0 1 0 3 0 9 14 1 0 24 0 1 0 8 0 9 0 08:00 AM 0 0 0 0 0 0 0 11 2 0 38 0 3 0 5 0 8 0 08:15 AM 0 1 0 2 0 3 0 5 24 1 0 30 0 3 0 11 0 14 0 08:30 AM 0 2 0 1 0 3 0 2 24 0 0 26 0 4 0 12 1 17 0 Total Volume 0 5 0 4 0 9 0 28 86 4 0 118 0 11 0 36 1 48 U % App. Total 0 55.6 0 44.4 0 0 .000 23.7 .583 72.9 .896 3.4 .500 0 .000 .776 0 .000 22.9 .688 075 .000 .750 2.1 .250 .706 0 PHF _ 1 .000 .625 .000 .500 .000 .750 .000 79th Street Eastbound Left Thru Right Peds AVp Total Int. Total 1 21 1 0 23 59 3 10 0 0 13 59 3 24 1 0 28 75 1 16 4 0 21 67 8 71 6 0 85 260 4 83.5 7.1 0 7 .740 .375 .000 .759 .867 ,eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 ,eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 1 0 4 0 5 0 13 56 1 0 70 0 2 0 13 2 17 0 4 33 2 0 39 131 12:15 PM 0 1 0 3 1 5 0 14 57 0 0 71 0 9 0 16 0 25 0 2 38 0 0 40 141 12:30 PM 0 1 1 5 1 8 0 11 25 0 0 36 0 4 0 17 2 23 0 2 30 4 0 36 103 12:45 PM 0 0 0 5 0 5 0 10 37 1 0 48 0 10 _ 0 13 1 24 0 8 31 1 0 40 117 Total Volume 0 3 1 17 2 23 0 48 175 2 0 225 0 25 0 59 5 891 0 16 132 7 0 155 492 % App. Total 1 0 13 4.3 73.9 8.7 1 0 21.3 77.8 0.9 0 1 0 28.1 0 66.3 5.6 0 10.3 85.2 4.5 0 PHF I 000 .750 .250 .850 .500 .719 .000 .857 .768 .500 .000 .792 .000 .625 .000 .868 .625 .890 .000 .500 .868 .438 .000 .969 .872 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 05:30 PM 05:30 PM 0 1 0 2 1 4 0 16 65 0 0 81 0 5 0 20 0 25 0 3 36 8 0 47 157 05:45 PM 0 4 0 1 1 6 0 11 50 0 0 61 0 6 1 18 1 26 0 7 33 7 0 47 140 06:00 PM 0 2 0 6 0 8 0 20 61 0 0 81 0 6 1 26 0 33 0 4 39 4 0 47 169 06:15 PM 0 1 0 2 0 3 0 18 51 0 0 69 0 3 1 21 0_ 25 0 0 43 3 0 46 143 Total Volume 0 8 0 11 2 _ 21 0 65 227 0 0 292 0 20 3 85 1 109 0 14 151 22 0 187 609 % App. Total 0 38.1 0 52.4 9.5 0 22.3 77.7 0 0 0 18.3 2.8 78 0.9 0 7.5 80.7 11.8 0 PHF .000 .500 .000 .458 .500 .656 .000 .813 .873 .000 .000 .901 1 .000 .833 .750 .817 .250 .826 .000 .500 .878 .688 .000 .995 .901 Traffic Impact Study D30 Spack Consulting Chanhassen Panera Development Site w mu Appendix D: Traffic Counts Y1 Traff is Data Inc rPffif Para IK PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-17 Site Code : 1 '9th St & West Access Start Date : 10/25/2017 ',hanhassen, MN Page No : 1 Groups Printed- Cars + - Trucks --- _- Parking Lot 79th Street Eastern Site Access 79th Street Eastbound - Southb 9ndl - �D ron� UTrn Left Thruj -- Start Time UTrn 1 Left Thru1 Right L Peds Westbound Right I Peds 1 APo_romi UTm 1 Left Thru i Right Peds nPP ro�i UTrn Left I Thru� Right Peds I nPP. Total Int. 12:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 12:15AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 5 12:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 1 0 0 10 0 0 10 15 01:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 01:45AM 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0_ _ 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 2 0 0 2 8 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 0 0 0 2 02:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0_ 0 0 0 0 1 0 0 1 0_ 0_ 0 0 0 0 0 0 0 0 0__- _ 0 1 Total 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 1 0 1 0 0 0 0 0 03 03:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 1 0 0 0 1 3 03:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 03:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 AM 0 0 0 0 0 0 0 0_ 1 0 0 1 0 0_ 0 _ 0 0 0 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 1 1 0 0 2 6 04:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 04:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 04:30 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 04:45 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 6 0 _0_ -_ 6 9 Total 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 9 0 0 9 18 05:00 AM 0 0 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 0 0 0 3 0 0 3 7 05:15 AM 0 0 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0 0 0 0 2 0 0 2 7 05:30 AM 0 0 0 0 0 0 0 1 3 0 0 4 0 0 0 0 0 0 0 0 7 0 0 7 11 05:45 AM 0 0 0 0 0 0 0 1 4 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 _ 8 Total 0 0 0 0 0 0 0 4 14 0 0 18 0 0 0 0 0 0 0 0 15 0 0 15 33 06:00 AM ! 0 0 0 1 0 1 0 2 4 0 0 6 0 0 0 0 0 0 0 0 4 0 0 4 11 06:15 AM I 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 6 0 0 6 12 06:30 AM 0 0 0 0 0 0 0 2 9 1 0 12 0 0 0 3 0 3 0 1 6 0 0 7 22 06:45AM 0 0 0 0 0 0 0 2_ 13 1 0 16 00 0 4 0 4{ 0 1 6 0 0 7 27 Total 0 0 0 1 0 1 0 6 32 2 0 40 0 0 0 7 0 7 0 2 22 0 0 24 72 Traffic Impact Study D31 Spack Consulting Chanhassen Panera Development Site Imn9 Appendix D: Traffic Counts 1j V1 Traffic Data Inc ra►flr can INc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-11 Site Code : 1 '9th St & West Access Start Date : 10/25/2017 ;hanhassen, MN Page No :2 Groups Printed- Cars + - Trucks Parking Lot 79th Street Eastern Site Access 79th Street _Southbound Westbound Northbound Eastbound Start Time UTm I Left Thru Right 1 Peds nPP roue UTrn Le�hru Right Peds ] Ava Tout UTm Left Thru Right I Peds 1 nPP roue UTrn Left Thru Right Peds noP Total int. Total 07:00 AM 0 1 0 0 0 1 0 2 7 0 0 9 0 0 0 3 0 3 0 0 13 0 0 13 26 07:15 AM 0 0 0 1 0 1 0 3 10 0 0 13 0 0 0 5 0 5 0 1 12 0 0 13 32 07:30 AM 0 4 0 0 0 4 0 0 17 1 0 18 0 0 0 1 0 1 0 4 11 0 0 15 38 07:45 AM 0 0 0 2 0 2 0 4 9 0_ 0 13 0 1 0 2 0 3 0 5 11 0 0 16 34 Total 0 5 0 3 0 81 0 9 43 1 0 53 0 1 0 11 0 12 0 10 47 0 0 57 130 08:00 AM 0 1 0 3 0 4 1 0 2 13 3 0 18 0 0 0 3 0 3 0 1 24 0 0 25 50 08:15 AM 0 0 0 1 0 1 1 0 2 16 1 0 19 0 0 0 4 0 4 0 1 14 1 0 16 40 08:30 AM AM f 0 1 2 0 1 0 3 0 5 20 1 0 26 0 0 0 3 0 3 0 3 21 0 0 24 55 08: 11 0 3 23 1 0 27 0 1 0 3 0 4 0 1_ _ 17 0 0 18 52 Total 0 4 0 6 0 10 0 12 72 6 0 90 0 1 0 13 0 14 0 6 76 1 0 83 197 09:00 AM 0 0 0 1 0 1 0 3 14 0 0 17 0 1 1 3 0 5 0 1 10 0 0 11 34 09:15 AM 0 3 0 1 0 4 0 2 15 0 0 17 0 1 0 4 0 5 0 3 18 0 0 21 47 09:30 AM 0 1 0 2 0 3 0 0 12 0 0 12 0 0 0 5 0 5 0 1 16 1 0 18 38 09:45 AM 0 2 0 _ 2 1 5 -0 3_ 8 1 0 12 0 0 0 2 0 2 0 2 13 0 0 15 34 Total 0 6 0 6 1 13 0 8 49 1 0 58 0 2 1 14 0 17 0 7 57 1 0 65 153 10:00 AM 0 1 0 0 1 2 0 1 16 0 0 17 0 0 0 1 0 1 0 3 12 1 0 16 36 10:15 AM 0 0 0 0 0 0 0 2 25 0 0 27 0 0 0 3 0 3 0 1 12 3 0 16 46 10:30 AM 0 0 0 1 0 1 0 5 29 0 0 34 0 0 0 7 0 7 0 2 13 2 0 17 59 10:45 AM 0 2 0 3 2 7 0 2 23 1 0 26 0 0 0 3 1 4 0 2 17 _ 1 1 21 58 Total 0 3 0 4 3 10 0 10 93 1 0 104 0 0 0 14 1 15 0 8 54 7 1 70 199 11:00 AM 0 1 0 2 1 4 0 9 26 0 0 35 0 1 0 4 1 6 0 1 25 2 0 28 73 11:15 AM 0 0 0 6 0 6 0 15 33 1 0 49 0 0 0 7 0 7 0 4 22 3 0 29 91 11:30 AM 0 3 0 1 0 4 0 8 46 1 0 55 0 5 0 9 0 14 0 2 22 4 0 28 : 101 11:45 Am Total 0 1-- --- 0 1 0 2 0 12 41 2 _ _ _ 4 59 0 3 _ _ _ 0 11 0 14 0 1 19 4 2 26 101 _ — — - — -- - 0 5 0 10 1 16 0 44 146 4 4 198 0 9 0 31 1 41 0 8 — 88 13 2 111 366 12:00 PM 1 0 3 0 4 0 7 0 8 57 0 1 66 0 1 0 10 5 16 0 2 33 1 2 38 127 12:15 PM 0 2 0 1 1 4 0 13 52 1 0 66 0 4 0 18 2 24 0 2 51 4 2 59 153 12:30 PM 0 1 0 5 2 8 0 20 45 2 0 67 0 5 0 16 0 21 0 3 44 4 0 51 147 12:45 PM 0 2 0 4 0 6 0 12 44 0 0 56 0 3 0 16 0 19 0 6 30 3 0 39 _ 120 Total 0 8 0 14 3 25 0 53 198 3 1 255 0 13 0 60 7 80 0 13 158 12 4 187 547 01:00 PM 0 0 0 2 0 2 0 11 40 1 0 52 0 9 0 19 0 28 0 2 33 4 0 39 121 01:15 PM 0 1 0 8 0 9 0 6 30 1 0 37 0 4 0 10 0 14 0 2 26 4 0 32 92 01:30 PM 0 0 0 1 0 1 0 6 39 0 0 45 0 2 1 12 0 15 0 2 17 1 0 20 81 01:45 PM 0 1 0 1 0 2 0 5 29 0 0 34 0 5 0 7 0 12 0 3 23 2 2 30 78 Total 0 2 0 12 0 14 0 28 138 2 0 168 0 20 1 48 0 69 0 9 99 11 2 121 372 Traffic Impact Study D32 Spack Consulting Chanhassen Panera Development Site '9th St & West Access ;hanhassen, MN Start Time I UTrn 02:00 PM 0 02:15 PM 0 02:30 PM 0 02:45 PM 0 Total 0 03:00 PM 03:15 PM 03:30 PM 03:45 PM Total 0 0 0 0 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No :3 Groups Printed- Cars + - Trucks Parking Lot 79th Street Eastern Site Access 79th Street Southbound Westbound Northbound Eastbound Left I Thru l Right I Peds 1 A, Total UTrn I Left I Thru J Right I Peds I Aap Total UTm Left � Thru I Right_ 1 Peds_ I Alp. Total UTmL-Left 1 Thru I Right -I Peds I App. Total Int. Total 1 0 7 0 8 0 5 24 0 0 29 0 2 0 14 0 16 0 1 29 0 0 30 83 1 0 5 0 6 0 2 29 0 0 31 0 3 0 3 0 6 0 1 24 1 0 26 69 0 0 2 0 2 0 9 26 2 0 37 0 2 0 9 0 11 0 0 22 1 0 23 73 2 0 4 0 6 0 5 34 0 0 39 0 2 0_ 7 1 10 0 0 17 2 1 20 75 4 - 0 18 - 0 22 0 -- 21 - _ 113 2 0 136 - 0 9— -0 33 1 43 0 2 92 4 1 99 300 0 0 2 0 2 0 7 31 0 0 38 0 2 0 11 0 13 0 4 21 1 0 26 79 3 0 3 1 7 0 5 27 1 1 34 0 1 0 4 0 5 0 2 18 4 0 24 70 1 0 6 0 7I 0 4 42 2 0 48 0 1 0 8 0 9 0 3 24 1 0 28 92 1 0 5_ 1 7 0 3 33 036 0 1 0 3 0 4 0 2 18 0 0 20 67 5 0 16 2 23 0 5 0 26 0 31 0 11 81 6 0 98 308 -0 _ _ 0 19 133 3 1 156 04:00 PM 0 1 0 5 0 6 I 0 4 32 1 0 37 0 4 0 04:15 PM 0 0 0 7 0 7 0 5 49 1 0 55 0 0 0 04:30 PM 0 2 0 4 0 6 0 9 43 1 0 53 0 3 0 04:45 PM 0 3 0 6 2 11 0 9 53 0 0_ 62 0 0 0 Total 0 6 0 22 2 30 1 0 27 177 3 0 207 0 7 0 05:00 PM 0 2 1 6 0 9 0 7 54 2 0 63 0 2 0 05:15 PM 0 1 0 3 0 4 0 12 63 0 0 75 0 6 0 05 3Total 05:45 PM 0 2_ 0 1 0 3 0 12 36 1 0 0 5 15 2 23 0 46 204 4 0 254 0 10 0 06:00 PM 0 0 0 5 1 6 0 15 52 0 0 67 0 5 0 06:15 PM 0 1 0 7 0 8 0 10 49 0 0 59 0 3 1 06:30 PM 0 1 0 2 0 3 0 14 35 0 0 49 0 1 0 06:45 PM 0 1 0 0 0 1 0 9 54 0 0 63 0_ 2 0 Total 0 3 0 14 - 1 18 __ 0 48 190 0 0 238 0 11 - 1 07:00 PM 0 07:15 PM 0 07:30 PM 0 07:45 PM 0 Total 0 08:00 PM 0 08:15 PM 0 08:30 PM 0 08:45 PM 0 Total 0 5 0 9 0 3 10 0 10 0 3 11 0 14 0 4 5 0 5 0 31 0 38 0 -11- 11 11 0 13 0 2 9 0 15 0 1 14 0 15 0 5 16 0 17 0 3 50 0 - - 60 0 11 16 20 13 12 61 1 1 2 0 4 0 7 31 2 0 40 0 4 0 17 1 0 3 1 5 0 9 25 0 0 34 0 7 0 7 2 0 2 0 4 0 9 24 1 0 34 0 3 0 8 0 0 3 1 4 0 10 18 0 0_ 28 0 2 0 8 4 1 10 2 17 0 35 98 3 0 __ _ 136 _ 0 16 0 40 1 0 0 0 1 0 5 25 0 1 31 0 4 0 8 0 0 1 1 2 0 9 15 0 0 241 0 1 0 9 1 0 1 0 21 0 1 21 0 0 22 0 2 0 3 0 0 0 0 0 0 2 15 0 0 17 0 0 0 3 2 0 - 2 1 5 0 17 76 0 1 94 0 7 0 23 26 3 0 32 84 20 0 0 23 95 18 4 0 26 99 28 3 0 32 110_ 92 10 0 113 388 30 3 0 35 120 31 5 0 37 131 23 5 0 33 122 29 3 0 35 104 113 16 0 140 477 0 21 0 2 34 2 0 0 24 0 1 35 3 0 0 14 0 1 41 2 0 0 1_4 0 1 37 6_ _ 0 0 _ 73 0 5 _6 147 13 0 0 21 0 2 29 2 0 0 14 0 2 21 0 0 0 11 0 2 15 1 0 0 10 0 2 14 2 0 0 56 0 8 79 5 0 0 12 0 0 18 2 0 1 11 0 1 21 1 0 1 6 0 0 15 0 1 0_ 3 0 0 15 2 0 2 32 0 1 69 5 1 38 132 39 130 44 110 44 122 165 494 33 98 23 76 18 67 _18 _ 60 92 301 20 64 23 60 16 46 17 37 76 : 207 Traffic Impact Study Chanhassen Panera Development Site D33 Spack Consulting '9th St & West Access ;hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 Groups Printed- l Parking Lot 79th Street Southbound Westbound StartTime UTm Left Thru I Right Peds App Total UTrn Left Thru Right Peds App. Total 09:00 PM 0 0 0 1 0 1 0 3 14 0 0 17 09:15PM 0 0 1 0 0 1 0 2 13 1 0 16 09:30 PM 0 1 0 0 0 1 0 1 13 0 0 14 09:45 PM 0 0 0 0 0 0 0 3 7 0 0 10 Total 0 1 1 1 0 3 0 9 47 1 0 57 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-17 Site Code : 1 Start Date : 10/25/2017 Page No :4 rs + - Trucks Eastern Site Access 79th Street Northbound Eastbound r UTrn I Left j Thru�Right Peds App. Toat UTrn I Left Thru Right Peds 1 App. Total Int. Total 0 1 0 3 0 4 0 0 12 0 0 12 34 0 1 0 5 0 6 0 0 5 1 0 6 29 0 0 0 3 0 3 0 0 7 0 0 7 25 0 0 0 4 0 4 _0 0 5 1 0 6 20_ 0 2 0 15 0 17 0 0 29 2 0 31 108 10:00 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 1 1 2 0 0 10 0 0 10 16 10:15PM 0 0 0 0 0 0 0 0 5 0 0 5 0 1 0 1 0 2 0 0 3 0 0 3 10 10:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 6 0 0 6 8 10:45 PM 0 0 0___ 0_ 0 0 0 0 2 0 0 2 0 1 0 0 __ _0 1 0_ 0 0 0 0- 0 3 Total 0 0 0 0 0 0 0 0 13 0 0 13 0 2 0 2 1 5 0 0 19 0 0 19 37 11:00 PM 0 0 0 0 0 0 0 0 2 0 11:15PM 0 0 0 0 0 0 0 0 3 0 11:30 PM 0 0 0 0 1 1 0 0 1 0 11:45 PM 0 0 0 0 0 0 0 0 1 0 Total 0 0 0 0 1 1 0 0 7 0 Grand Total ! 0 63 3 154 19 239 1 0 397 1868 36 Apprch % 0 26.4 1.3 64.4 7.9 0 17.2 80.9 1.6 Total % '', 0 1.3 0.1 3.2 0.4 5 ' 0 8.3 39.3 0.8 Cars + 0 59 3 148 14 224 0 388 1828 33 o/a_Cars _+_' 0 93.7 100 96.1 73.7 93.7 0 97.7 97.9_ 91.7 Trucks 0 4 0 6 5 15 0 9 40 3 % Trucks 0 6.3 0 3.9 26.3 6.3 0 2.3 2.1 8.3 0 2 0 0 0 2 0 2 0 0 4 0 0 4 B 0 3 0 0 0 0 0 0 0 0 4 0 0 4 7 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 1 8 0 0 0 2 0 2 0 0 9 0 0 9 20 8 2309 0 115 3 482 13 613 0 113 1368 106 11 1598 4759 0.3 0 18.8 0.5 78.6 2.1 0 7.1 85.6 6.6 0.7 0.2 48.5 0 2.4 0.1 10.1 0.3 12.9 0 2.4 28.7 2.2 0.2 33.6 _ 8 2257 0 111 3 471 12 597 0 111 1327 103 11 1552 4630 100 97.7 0 96.5 100 97.7 _ 92.3 97.4 0 9.8.2 97 97.2 100 97.1 97.3 0 52 0 4 0 11 1 16 0 2 41 3 0 46 1 129 0 2.3 0 3.5 0 2.3 7.7 2.6 0 1.8 3 2.8 0 2.9 2.7 Traffic Impact Study Chanhassen Panera Development Site D34 Spack Consulting w mi Appendix D: Traffic Counts V� Traffic Data Inc VAM PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-1 i Site Code : 1 '9th St & West Access Start Date : 10/25/2017 ,hanhassen, MN Page No : 5 Parking Lol APR' p Out In Total 147 2241 371 5 15 20 p 1 152 239 391 O� O 48 3 59 0 O 114 6 0 4 0 5 154 3 63 0 19 0 RIN Thru Left UTm Peds I I_ A- 17--EiS �M : N V �pp i9i � � — w �'' � � � CC J O m V ?� � ►. � 10/25I201 12:00 AM _ .. r — F! v erS —{• 10/25/201 11:45 PM r €� i� v, 5 a °n cn g Cars + C M op�p Trucks ON N � 3 OO NNr� p�pA NO�A— a o ao 7 j 4-] T r O UTm Left Thru Right Pods O 0 111 3 471 12 % 0 4 0 11 1 O 01 115 3 2 13 1 0 494 597 1091 Tq% 12 16 8 03` 506 613 1119 Out In TotalAccess Eastern Site Traffic Impact Study D35 Spack Consulting Chanhassen Panera Development Site '9th St & West Access :hanhassen, MN Parking Lot Southbound Start Time I UTm I Left I Thru IRight Peds App.Two UTrn eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 1 0 0 0 08:15 AM 0 0 0 1 0 '1 0 08:30 AM 0 1 0 1 0 2 0 08:45 AM 0 2 0 1 0 3 0 Total Volume 0 4 0 6 0 10 0 .000 leak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 3 0 4 0 7 0 12:15PM 0 2 0 1 1 4 0 12:30 PM 0 1 0 5 2 8 0 12:45 PM 0 2 0 4 0 6 0 Total Volume 0 8 0 14 3 25 0 % App. Total 0 1 .000 32 .667 0 .000 56 .700 12 .375 .781 0 .000 PHF 'eak Hour Analysis From 02:00 PM to 1 1:45 PM - Peak 1 of 1 n-L Nni v fnr Pnfirn Infurmrtinn Rnninc nt OR 00 PKA Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 3 - 79th St & West Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No : 6 79th Street Eastern Site Access 79th Street Westbound I Northbound Eastbound Left Thru Right Peds App. Tow UTm Left Thru Right Peds A:,,�I.JUTM l Left Thru Right Peds Ava Toral Int. Total 2 13 1 0 18 0 0 0 3 0 3 0 1 ,. 0 0 25 50 2 16 1 0 19 0 0 0 4 0 4 0 1 14 1 0 16 40 5 20 1 0 26 0 0 0 3 0 3 0 3 21 0 0 24 55 3 23 1 0 27 0 1 0 3 0 4 0 1 17 0 0 18 52 12 72 6 0 90 0 1 0 13 0 14 0 6 76 1 0 83 197 133 80 6.7 0 0 7.1 0 92.9 0 0 7.2 91.6 1.2 0 600 _ .783 .500 .000 .833 .000 .250 .000 .813 .000 .875 .000 .500 .792 .250 .000 .830 .895 8 57 0 1 66 0 1 0 10 5 16 0 2 33 1 2 38 127 13 52 1 0 66 0 4 0 18 2 24 0 2 51 4 2 59 153 20 45 2 0 67 0 5 0 16 0 21 0 3 44 4 0 51 147 12 44 0 0 56 0 3 0 16 0 19 0 6 30 3 0 39 120 53 198 3 1 255 0 13 0 60 7 80 0 13 158 12 4 187 547 20.8 77.6 1.2 0.4 0 16.2 0 75 8.8 0 7 84.5 6.4 2.1 .663 .868 .375 .250 .951 .000 .650 .000 .833 .350 .833 .000 .542 .775 .750 .500 .792 T .894 06:00 PM 0 0 0 5 1 6 0 15 52 0 0 67 0 5 0 16 0 21 0 2 34 2 0 38 132 06:15 PM 0 1 0 7 0 8 0 10 49 0 0 59 0 3 1 20 0 24 0 1 35 3 0 39 130 06:30 PM 0 1 0 2 0 3 0 14 35 0 0 49 0 1 0 13 0 14 0 1 41 2 0 44 110 06:45 PM l 0 1 0 0 0 1 0 9 54 0 0 63 0 2 0 12 0 14 0 1 37 6 0 44 122 Total Volume 0 3 0 14 1 18 0 48 190 0 0 238 0 11 1 61 0 73 0 5 147 13 0 165 494 A. Total 0 16.7 0 77.8 5.6 0 20.2 79.8 0 0 0 15.1 1.4 83.6 0 0 3 89.1 7.9 0 PHF 1 .000 .750 .000 .500 .250 .663 .000 .800 .880 .000 .000 .888 .000 .550 .250 .763 .000 .760 .000 .625 .896 .542 .000 .938 .936 Traffic Impact Study D36 Spack Consulting Chanhassen Panera Development Site w MN Appendix D: Traffic Counts V1 Traffic Data Inc tN111(D�II iNt. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 '9th St & Far West Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 1 Groups Printed- Cars + - Trucks Parking Lot 79th Street Western Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTm I Left] Thru I Right Peds� App Tome r UTm Left. Thru Right Peds ,bp. Taal UTm Left Thru Right Peds I App Tome UTrn1 Left 1 Thru Right Pe App Toms Int. Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:45 AM 0 _ 0 0 -0 0_ 0 _0_ _ 0_ 00_ 0 0_ 0 0 0 0_ 0 0 __ _0 0 0 0 0 0 _ 0 Total 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 01:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:45 AM 0 0 0 0 0 0 __ 0 0__ 0_ 0 0 _ __ _0 0 0 0 0 0 0_ _0 0 0 0 0 0__ 0 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 02:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 ___ 0 0 Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 03:00 AM 0 0 0 1 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 03:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 03:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45AM 0 0 0 0 0 0 0 1_00_ 0 1 0 1 __0_ 0 0 1 0 0 0 0 _ 0 0 2 Total 0 0 0 1 0 1 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 1 0 1 4 04:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 2 04:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:30 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 04:45 AM 0 0_ 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0_ 0 0_ 0 Total 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 3 05:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 05:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 2 05:45AM 0 0 0 0 0 0 0 _1 _ __0 2 0 3 0 00 1 0 1 I _0 0 0 0 0 0 4 Total 0 0 1 0 0 1 0 1 0 2 0 3 0 1 0 1 0 2 0 0 0 1 0 1 7 06:00 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 4 0 0 0 0 0 0 4 06:15 AM 1 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 0 0 1 0 0 0 2 0 2 7 06:30 AM 0 0 1 0 0 1 0 7 0 3 0 10 0 1 0 5 0 6 0 1 0 9 0 10 1 27 06:45AM 0 0 0 _0 0 0 0 6__0 1 0 7 0_ 4 _0 5_ 0 9 __ _0 _ 2 0 6 0__ 8. 24 Total l 0 0 1 0 0 1 0 17 0 4 0 21 0 7 0 13 0 20 0 3 0 17 0 20 62 Traffic Impact Study D37 Spack Consulting Chanhassen Panera Development Site 'ire � YE 1A f o�ra Irf. '9th St & Far West Access ,hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 Start Date : 10/24/2017 Page No :2 Groups Printed- Cars + -_Trucks Parking Lot 79th Street Western Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn 1 Left! Thru 1 Right I Peds 1 App Total UTrn I Left Thru Right Peds App. To}al UTm Lefty Thru I Right I Peds App Total UTm 1 _Left 1 Thnu Right Peds App. Total Int. Total 07:00 AM 0 1 1 0 0 2 0 12 0 0 0 12 0 4 1 2 0 7 0 1 0 6 0 7 28 07:15 AM 0 1 0 0 0 1 0 6 0 1 0 7 0 7 0 1 0 8 0 0 0 9 2 11 27 07:30 AM 0 3 0 0 0 3 0 5 0 3 0 8 0 4 0 2 0 6 0 1 0 8 0 9 26 07:45 AM 0 0 0 0 0 0 __ 0 0 __ 0__2 __ __ _ 0 2 _ 0_ 12 0 8 0 20 0 2 0 7 0 9 31 Total 0 5 1 0 0 6 0 23 0 6 0 29 0 27 1 13 0 41 0 4 0 30 2 36 112 08:00 AM 0 0 0 0 0 0 0 10 0 2 0 12 0 6 0 2 0 8 0 0 0 10 0 10 30 08:15 AM 0 4 0 0 0 4 0 11 0 1 0 12 0 11 0 6 0 17 0 2 0 3 0 5 38 08:30 AM 0 2 0 0 0 2 0 6 0 5 0 11 0 4 0 4 1 9 0 2 0 4 0 6 28 08:45 AM 0 3 0 1 0 4 0 7 0 4 0 11 _0_ 3 0 4 0 7 0 2 0 5_ 0_ 729 Total 1 0 9 0 1 0 10 0 34 0 12 0 46 0 24 0 16 1 41 0 6 0 22 0 28 125 09:00 AM 0 0 0 1 0 1 0 1 0 6 0 7 0 2 0 6 0 8 1 0 3 0 0 0 3 19 09:15 AM 0 2 1 0 0 3 0 3 0 2 0 5 0 1 0 7 0 8 0 1 0 4 0 5 21 09:30 AM 0 5 0 0 0 5 0 3 0 3 0 6 0 2 0 3 0 5 0 1 0 2 0 3 19 09:45AM 0 1 0 1 0 2 0 7 0_ 2 0 9 0__3 _0 2 0_ 5 0 1 0 5 0 6 22 Total 0 8 1 2 0 11 0 14 0 13 0 27 0 8 0 18 o 26 0 6 0 11 0 17 81 10:00 AM 0 2 0 0 0 2 0 6 0 1 0 7 0 2 0 6 0 8 0 0 0 4 0 4 21 10:15 AM 0 1 0 1 0 2 0 7 0 1 1 9 0 3 0 5 0 8 0 0 0 4 1 5 24 10:30 AM 0 0 0 0 0 0 0 3 0 0 4 7 0 5 0 4 0 9 0 1 0 2 6 9 25 10:45AM 0 0 1 0 0 1 0 4 03 _ 2 9 0 60 4 0 10 _0_ 0 0 5 3 __8 28 Total 0 3 1 1 0 5 0 20 0 5 7 32 0 16 0 19 0 35 0 1 0 15 10 26 98 11:00 AM 0 1 0 0 1 2 0 10 0 2 0 12 0 1 0 4 0 5 0 1 0 4 2 7 26 11:15 AM 0 0 0 1 0 1 0 7 0 1 0 8 0 9 1 11 0 21 0 2 0 5 1 8 38 11:30 AM 0 0 0 0 0 0 0 8 0 2 0 10 0 3 0 5 0 8 0 0 0 5 2 7 25 11:45 AM 0 0 0 1 1 2 0 7 0 2 0 9 0 5 0 3 0 8 0 1 0 11 0 12 31 Total 0 1 0 2 2 5 0 32 0 7 0 39 0 18 1 23 0 42 0 4 0 25 5 34 120 12:00 PM 0 1 1 1 0 3 0 16 0 9 1 26 0 5 0 5 0 10 0 1 0 6 1 8 47 12:15PM 0 4 0 0 1 5 0 13 0 6 1 20 0 9 0 7 0 16 0 2 0 6 2 10 51 12:30 PM 0 2 0 1 0 3 1 0 5 0 2 0 7 0 5 0 5 0 10 0 0 0 9 0 9 29 12:45 PM 0 3 0 1 0 4 0 11 0 5 0 16 0 4 0 8 0 12 0 3 0 5 0 8 40 Total 0 10 1 3 1 15 0 45 0 22 2 69 0 23 0 25 0 48 0 6 0 26 3 35 167 01:00 PM 0 3 0 1 0 4 0 11 0 6 0 17 0 8 0 7 0 15 0 2 0 6 5 13 49 01:15 PM 0 5 0 0 0 5 0 11 0 4 0 15 0 10 0 8 0 18 0 1 0 7 2 10 48 01:30 PM 0 3 0 0 0 3 0 15 0 5 0 20 0 2 1 7 0 10 0 3 0 5 0 8 41 01.45 PM 0 2 0 1 0 3 0 6 0 3 0 9 0 6 0 7 0_ 13 0 1 0 5 0 6 31 Total 0 13 0 2 0 15 0 43 0 18 0- 61 0 26 1 29 0 56 0 7 0 23 7 37 169 Traffic Impact Study Chanhassen Panera Development Site D38 Spack Consulting �Un � Appendix D: Traffic Counts YIM Traffic Data Inc t4► If OAri M. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 '9th St & Far West Access Start Date : 10/24/2017 ;hanhassen, MN Page No :3 _ Groups Printed- Cars + - Trucks Parking Lot 79th Street Western Site Access Southbound Westbound Northbound Start Time UTrn j Left I Thru Right I Peds 1 App total UTm Left Thru Right Peds App. Total UTm Left Thru Right Peds App Total 02:00 PM 0 1 0 1 0 2 0 4 0 7 0 11 0 5 0 4 0 9 02:15 PM 0 2 0 3 0 5 0 8 0 6 0 14 0 4 0 4 0 8 02:30 PM 0 6 0 0 0 6 0 6 0 4 2 12 0 7 0 5 0 12 02:45PM0 1 1 0 0 2 0 4 0 6 0 10 0 3 2 2 0 7 Total 0 10 1 4 0 15 0 22 0 23 2 47 0 19 2 15 0 36 03:00 PM 0 1 0 0 0 1 1 0 7 0 5 0 12 0 7 0 1 0 8 03:15 PM 0 4 0 1 0 5 0 15 0 7 0 22 0 7 0 5 0 12 03:30 PM 0 3 0 0 0 3 0 12 0 3 0 15 0 8 0 5 0 13 03:45 PM 0_ 2 0 0 0 2 0 11 0 6 1 18 0 8 0_ 7 0 15 Total 0 10 0 1 0 11 0 45 0 21 1 67 0 30 0 18 0 48 04:00 PM 0 3 1 1 0 5 0 6 0 10 0 16 0 7 0 3 0 10 04:15 PM 0 3 1 1 2 7 0 6 0 11 0 17 0 9 0 5 0 14 04:30 PM 0 3 0 1 1 5 0 8 0 7 0 15 0 7 0 6 0 13 04:45 PM 0 2_ 1 1 4 0 9 0 8 0 17 0 8 1_ 7 0 16 Total 0 _ 11 3 4 -0 3 21 0 29 0 36 0 65 0 31 1 21 0 53 05:00 PM 0 3 1 1 0 5 0 05:15 PM 0 3 0 0 0 3 0 05:30 PM 0 5 0 1 0 6 0 05:45 PM 0 4 0 0 0 4 0 - - Total 0 15 - - 1 2 - 0 18 - - 0 06:00 PM 0 4 2 1 0 7 0 06:15 PM 0 5 0 0 0 5 0 06:30 PM 0 2 0 0 0 2 0 06:45 PM 0 0 1 1 02 0 Total 0 _ 11 3 2 0 16 0 07:00 PM 0 1 0 1 0 2 0 07:15 PM 0 1 0 0 0 1 0 07:30 PM 0 1 0 0 0 1 0 07:45 PM 0 2 1 1 0 4 0 Total r 0 - -5 1 2 0 8 0 08:00 PM 1 0 2 0 3 0 5 0 08:15 PM 0 1 0 0 0 1 0 08:30 PM 0 5 0 0 0 5 0 08:45 PM 0 2 1 0 0 3 0 Total 0 10 1 3 0 14 1 0 15 0 9 0 24 0 7 0 8 0 15 16 0 15 0 31 0 5 0 5 0 10 21 0 7 0 28 0 8 0 7 0 15 15 0 4 20 0 9 0 9 0 18 67 0 35 _1 1 1031 0 29 0 29 0 58 17 0 2 1 20 0 11 1 13 0 13 0 3 0 16 0 9 1 9 0 16 0 4 0 20 0 10 0 6 0 9 0 3 0_ 12 0 15 0 15 0__ 55 0 12 _ 1 68 0 45 2 43 0 11 0 1 0 12 0 16 0 10 0 5 0 3 0 8 0 5 0 4 0 4 0 3 0 7 0 8 1 4 0 4 0 4 10 0 10 0 12 0 24 0 11 _2 2 37 0 39 1 30 0 11 0 1 0 12 0 5 0 3 0 2 0 1 0 3 0 1 0 3 0 3 0 2 0 5 0 3 0 2 0 2 0 0 0_ 2 0 4 0 1 ___ _ 0_ 18 0 4 0 22 0 13 0 9 0 79th Street UTrn I Left I Eastbound Thru I Right Peds I App Total Int. Total 0 0 2 1 0 3 1 6 0 6 0 7 28 34 0 0 1 1 0 4 4 9 0 1 0 2 39 21 0 5 0 14 5 24 122 0 0 1 1 0 12 1 14 0 5 1 7 35 46 0 0 3 2 0 4 1 8 0 7 2 11 39 _ 46 0 7 0 28 5 40 166 0 0 0 4 0 4 35 0 2 0 10 0 12 50 0 1 0 7 5 13 46 0 0 0 13 2 15 52_ 0 3 -0 34 7 44 183 0 1 0 9 0 10 54 0 1 0 11 0 12 56 0 0 0 9 0 9 58 0 0 0 12 0 12 _ ___ 54 0 2 0 41 0 43 222 25 0 1 0 17 2 20 72 19 0 1 0 9 0 10 50 16 0 1 0 12 2 15 53 30 0 2 0 5 1 8 52 901 0 5 0 43 5 53 227 26 0 0 0 6 0 6 46 9 0 0 0 4 0 4 22 13 0 0 0 9 0 9 30 22 0 1_ 0 1 2 4 40 70 { - 0 1 0 20 2 23 it 138 81 0 0 0 4 1 5 30 4 0 0 0 1 1 2 10 5 0 0 0 2 2 4 19 5 0 0 0 8 0 8 18 22 0 0 0 _ 15 4 19 77 Traffic Impact Study D39 Spack Consulting Chanhassen Panera Development Site w ng Appendix D: Traffic Counts VI Traffic Data Inc 101C OAIA I1c. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 '9th St & Far West Access Start Date : 10/24/2017 ',hanhassen, MN Page No : 4 Groups Printed- Cars + - Trucks Parking Lot 79th Street Western Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left 1 Thru1 Right Peds App. Tome UTm Left Thru I Right_ Peds App Total UTm Left 1 Thru I Right Pes App. Total UTm Left Thru Right Peds Alp Total Int. Total 09:00 PM 0 1 0 0 0 1 0 6 0 1 0 7 0 6 0 1 0 7 0 0 0 4 0 4 19 09:15 PM 0 1 0 0 0 1 0 4 0 2 0 6 0 3 0 1 0 4 0 0 0 1 0 1 12 09:30 PM 0 3 0 0 0 3 0 3 0 1 0 4 0 2 0 1 0 3 0 0 0 0 1 1 11 09:45PM 0 1 0 00 1---- 0 2 0 0 _0 2':_ 0___ 2 0 0 0 2 0 0 0 2 0 _ 2 7 Total 0 6 0 0 0 6 0 15 0 4 0 19 -1 0 13 0 3 0 16 0 0 0 7 1 8 49 10:00 PM 0 1 0 0 0 1 0 2 0 0 0 2 0 4 0 2 0 6 0 0 0 0 0 0 9 10:15PM 0 0 0 0 0 0 0 3 0 0 0 3 0 1 0 0 0 1 0 0 0 3 0 3 7 10:PM 0 0 0 0 1 1 0 0 0 1 I 0 0 0 0 0 _ 0 0 0 0 1_ 0 _1 _ 1 10:45 45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 1 0 0 1 2 0 5 0 1 0 6 0 6 0 2 0 8 0 0 0 4 0 4 20 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 Total 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 OI 1 Grand Total 0 129 16 30 7 182 0 511 0 236 16 763 0 379 9 327 1 716 0 60 0 378 56 494 2155 Apprch % 0 70.9 8.8 16.5 3.8 0 67 0 30.9 2.1 0 52.9 1.3 45.7 0.1 0 12.1 0 76.5 11.3 Total % 0 6 0.7 1.4 0.3 8.4 _ 0 23.7 0 11 0.7 35.4 0 17.6 0.4 15.2 0 33.2 0 2.8 0 17.5 2.6 22.9 Cars + 0 125 16 26 6 173 _ 0 502 0 230 15 747 0 371 8 321 0 700 0 57 0 374 56 487 2107 % Cars + 0 96.9 100 86.7 85.7 95.1 0 98.2 0 97.5 93.8 _ 97.9 0 97.9 88.9 _ _ 9.8_.2 _ 0 97.8 0 95 0 98.9 100 98.6 97.8 Trucks 0 4 0 4 1 9 0 9 0 6 1 16 0 8 1 6 1 16 0 3 0 4 0 7 48 % Trucks 0 3.1 0 13.3 14.3 4.9 0 1.8 0 2.5 6.2 2.1 0 2.1 11.1 1.8 100 2.2 0 5 0 1.1 0 1.4 2.2 Traffic Impact Study D40 Spack Consulting Chanhassen Panera Development Site MME Appendix D: Traffic Counts "V1 Traffic Data Inc Ltlfl( DATA W. PO BOX 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 '9th St & Far West Access Start Date : 10/24/2017 :hanhassen, MN Page No : 5 Parking Loll qd� p Out In Total 295 173 468 10 I 9 19 0 305j I 1892 487 0 28 16 125 0 8 4 0 4 0 1 30 18 1291 01 7 0 RIptit Thru Left UTr Peds l 000 C� IQ IQ m 5 7a�' �C,$ T A North o o00 10/24l201 12:00AM v—► 10l24l201 11:45 PM SC A 3 cn IN N � -w Cars + �' N O Trucks _ i 30 o ro 1�1 1� V1 n 4� T r ° 0 UTm Left Ttru Ri M Peds O 0 371 8 321 0 p 0 8 1 6 1 0 0 379 9 3271 1 0 [713 �714 1592 1621 Out In Total Ar Traffic Impact Study D41 Spack Consulting Chanhassen Panera Development Site =I Appendix D: Traffic Counts qu V1 Traffic Data Inc uiflc 04 iNc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-24-1 Site Code : 1 '9th St & Far West Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 6 Parking Lot 79th Street Western Site Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru I Right I Peds A;,;, Total UTrn Left Thru Right Pedroar s ;v UTrn Left Thru Right Pettis Ap, Total UTrn Left Thru Right Peds App Total Int.Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 0 0 0 0 08:00 AM 0 0 0 0 08:15 AM 0 4 0 0 08:30 AM 0 2 0 0 Total Volume 0 6 0 0 % App. Total 0 100 0 0 PHF .000 .375 .000 .000 0 0 0 0 0 2 0 2 0 v 0 1 0 „' 0 1 0 7 0 9 31 0 0 0 10 0 2 0 12 0 6 0 2 0 8 0 0 0 10 0 10 30 0 4 0 11 0 1 0 12 0 11 0 6 0 17 0 2 0 3 0 5 38 0 2 0 6 0 5 0 11 0 4 0 4 1 9 0 2 0 4 0 6 28 0 6 0 27 0 10 0 37 0 33 0 20 1 54 0 6 0 24 0 30 127 0 0 73 0 27 0 0 61.1 0 37 1.9 0 20 0 80 0 .000 .375 .000 .614 .000 .500 .000 .771 1 .000 .688 .000 .625 .250 .6751 000 .750 .000 .600 .000 .750 1 .836 ,eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 ,eak Hour for Entire Intersection Begins at 12:45 PM 12:45 PM 0 3 0 1 0 4 0 11 0 5 0 16 0 4 0 8 0 01:00PM 0 3 0 1 0 4 0 11 0 6 0 17 0 8 0 7 0 01:15PM 0 5 0 0 0 5 0 11 0 4 0 15 0 10 0 8 0 01:30 PM 0 3 0 0 0 3 0 15 0 5 0 20 0 2 1 7 0 Total Volume 0 14 0 2 0 16 0 48 0 20 0 68 0 24 1 30 0 %_App. Total 0 87.5 0 12.5 0 0 70.6 0 29.4 0 0 43.6 1.8 54.5 0 PHF MO .700 .000 .500 .000 .800 .000 .800 .000 .833 .000 .850 .000 .600 .250 .938 .000 ,eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 laak Hnur fnr Fnfira Infamar Mn Raninr: of 05.15 PM 12 0 3 0 5 0 8 40 15 0 2 0 6 5 13 49 18 0 1 0 7 2 10 48 10 0 3 0 5 0 8 41 55 0 9 0 23 7 39 178 0 23.1 0 59 17.9 64 .000 .750 .000 .821_ .350 .7501 W8 05:15 PM 0 3 0 0 0 3 0 16 0 15 0 31 0 5 0 5 0 10 0 1 0 11 0 12 56 05:30 PM 0 5 0 1 0 6 0 21 0 7 0 28 0 8 0 7 0 15 0 0 0 9 0 9 58 05:45 PM 0 4 0 0 0 4 0 15 0 4 1 20 0 9 0 9 0 18 0 0 0 12 0 12 54 06:00 PM 0 4 2 1 0 7 0 17 0 2 1 20 0 11 1 13 0 25 0 1 0 17 2 20 72 Total Volume 0 16 2 2 0 20 0 69 0 28 2 99 0 33 1 34 0 68 0 2 0 49 2 53 240 % App. Total 0 80 10 10 0 0 69.7 0 28.3 2 0 48.5 1.5 50 0 0 3.8 0 92.5 3.8 PHF t700 .800 .250 .500 .000 .714 .000 .821 .000 .467 .500 .798 .000 .750 .250 .654 .000 .680 .000 .500 .000 .721 .250 .663 .833 Traffic Impact Study D42 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts Y� Traffic Data Inc IBM PA►A W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 '9th St & Far West Access Start Date : 10/25/2017 ;hanhassen, MN Page No : 1 Start Time 1 UTrn f 12:00 AM 0 12:15 AM 0 12:30 AM 0 12:45 AM 0 Total 0 01:00 AM 0 01:15AM 0 01:30 AM 0 01:45 AM 0 Total 0 02:00 AM 0 02:15 AM 0 02:30 AM 0 02:45 AM 0 Total 0 03:00 AM 0 03:15 AM 0 03:30 AM 0 03:45 AM 0 Total 0 04:00 AM 0 04:15 AM 0 04:30 AM 0 04:45 AM 0 Total 0 05:00 AM 0 05:15 AM 0 05:30 AM 0 0.5:45 AM 0 Total 0 Groups Printed- cars + - Trucks Parking Lot 79th Street Western Site Access I 79th Street Southbound Westbound Northbound f Eastbound Left Thru I Right-�eds App. Toni UTm Left Thru j Right I Peds 1 App. Total UTm> Left [ Thru J Right I Peds I App Tom . UTrn I Left j Thru Right Pe APp Total Int. Total 0 0 0 0 0— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 1 0 1 I 1 — - - -- 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 _0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0_- 0 0 0 0--- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 2 0 3 0 1 0 0 0 0 0 0 1 0 0 0 1 0 2 0 2 0 4 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4 0 5 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 1 0 5 0 6 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 -- .j. - , —2 0 0 0 0 0 0 0 0 0 0 1 0 0 1 2 0 0 0 3 3 06:00 AM 0 1 0 0 0 1 0 0 0 0 0 0 0 3 0 2 0 5 0 0 0 1 06:15 AM 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 06:30 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 0 06: AM 0 0 0 0 0 0 0 2 0 1 0 3 0 1 0_ 0 0 1 0 1 0 3 Total 0 1 0 1 0 2 0 3 0 2 0 5 0 4 0 3 0 7 0 1 0 4 0 1 1 0 0 0 0 0 2 0 2 5 0 3 8 0 1 2 0 0 0 0 0 5 0 0 4 11 0 1 7 0 0 1 0 0 3 0 4 8 0 5 _ 19 Traffic Impact Study D43 Spack Consulting Chanhassen Panera Development Site YI R ArI 1N(. '9th St & Far West Access ;hanhassen, MN Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No :2 Groups Printed- Cars + -_Trucks _ i Parking Lot 79th Street Westem Site Access 79th Street Southbound Westbound i _I _No� Northbound �p Eastbound --- L l 1 Start Time UTm Left Thrul Right 1 Peds App. T.w UTrn Left Thru Right Peds App. Toni UTm Left Thru Ri ht Peds Tots UTm Left Thru Ri ht Peds App Toil Int. Total OT AM 0 3 0 0 0 3 0 1 0 2 0 3 0 2 0 1 0 3 0 0 0 3 0 3 12 07:15 AM 0 1 0 0 0 1 0 3 0 0 0 3 0 2 1 2 0 5 0 2 0 4 0 6 15 07:30 AM 0 1 1 0 0 2 0 2 0 0 0 2 0 2 0 0 0 2 0 0 0 2 0 2 8 07:45AM_ _ 00_ 0 1 0 1_ 0_ 4 0 1 0_ 5 0 3 0 0_ 0 3 0 2 0 2 0 413 Total 0 5 1 1 0 7 0 10 0 3 0 13 0 9 1 3 0 13 0 4 0 11 0 15'I 48 08:00 AM 0 1 0 0 0 1 0 2 0 3 0 5 0 4 0 4 0 8 0 2 0 1 0 3 17 08:15 AM 0 3 0 0 0 3 0 2 0 1 0 3 0 1 0 2 0 3 0 0 0 3 0 3 12 08:30 AM 0 2 0 0 0 2 0 5 0 4 0 9 0 6 0 3 0 9 0 1 0 5 0 6 26 08:45AM 0 1 0 0 0 1 0 3_ 0 2 0 5 0 __4_ _0 4_ 0 8 0 0 0 2 0 2 16 Total 0 7 0 0 0 7 0 12 0 10 0 22 0 15 0 13 0 28 0 3 0 11 0 14 71 09:00 AM 0 1 0 0 0 1 0 1 0 4 0 5 0 0 0 2 0 2 0 0 0 4 0 4 I 12 09:15 AM 0 4 0 0 0 4 0 3 0 4 0 7 0 2 0 2 0 4 0 1 0 4 0 5 20 09:4Toal -0 10 0 0 0 10 0 -7 -- 0 - 14 ---0 21 0 4 0 8 0_--- 12I 0 3 0 12 1 16 59 10:00AM 0 2 0 0 0 2 0 2 0 3 0 5 0 2 0 3 0 5 0 1 0 2 0 315 10: 15 AM 0 2 0 0 4 6 0 2 0 6 0 8 0 3 0 1 0 4 0 1 0 3 3 7 25 10:30 AM 0 1 0 0 0 1 0 2 0 4 1 7 0 1 0 2 0 3 0 1 0 2 1 4 15 10:45 AM 0 2 1 0 2 5 0 3 0 2 0 _5 0 6 1 4 0 11 0 1 0 3_ 48 29 Total 0 7 1 0- 6 -- 14 0 9 0 15 1 - 25 0 12 1 10 0 231 0 4 0 10 8 2222 84 11:00 AM I 0 2 0 0 0 2 0 4 0 5 0 9 0 5 0 5 0 10 0 3 0 3 3 9 30 11:15 AM 1 0 2 0 0 0 2 0 7 0 9 0 16 0 5 0 5 0 10 0 1 0 8 13 22 50 11:30 AM 1 0 0 0 1 0 1 0 7 0 8 0 15 0 6 0 8 0 14 0 6 0 14 2 22 52 11:45 AM _ _ 10 0 2 0 6 2 10 36 0 2 0 0 0 2 0 0 12 0 7 0 5 0_ 12 0 2_ Total 0 6 0 1 0 7 0 28 0 24 0 52 0 23 0 23 0 46 0 12 0 31 20 63 168 12:00 PM 1 0 6 0 0 0 6 0 16 0 5 0 21 0 13 0 9 0 22 0 1 0 9 2 12 61 12:15 PM 0 1 0 0 0 1 0 14 0 6 0 20 0 10 0 15 0 25 0 0 0 16 3 19 65 12:30 PM 0 5 0 0 1 6 0 14 0 4 0 18 0 6 0 4 0 10 0 1 0 8 0 9 43 12:45 PM 0 2 0 0 0 2 __0 11 0 5 0 16 _ 0 15 0 11 0 26 0 2 0 9 1 12 56 Total 0 14 0 0 1 15 0 55 0 20 0 75 0 44 0 39 0 83 0 4 0 42 6 52 225 01:00 PM 0 0 0 1 0 1 0 9 0 3 0 12 0 13 0 12 0 25 0 0 0 11 0 11 49 01:15 PM 0 3 0 1 0 4 0 4 0 9 0 13 0 8 0 6 0 14 0 0 0 5 0 5 36 01:30 PM 0 2 2 0 0 4 0 7 0 5 0 12 0 11 0 5 0 16 0 0 0 7 0 7 39 01:45PM _ 0 2 1 1 0 4 0 9_ 0 4_ 0 _ 13 _ 0 1_ 0 3 0 4 0 0 0 4_ 2 6 27 Total 0 7 3 3 0 13 0 29 0 21 0 50 0 33 0 26 0 59 0 0 0 27 2 29 151 Traffic Impact Study D44 Spack Consulting Chanhassen Panera Development Site YI tlfflf D�(� INf. '9th St & Far West Access ;hanhassen, MN Parking Lot Southbound Start Time UTm I Left j Thru I Right Peds 1 App, Total UTrn 02:00 PM 0 2 0 1 0 3 0 02:15 PM 0 1 0 0 0 1 0 02:30 PM 0 4 0 0 0 4 0 02:45 PM 0 3 0 0 0 3 0 Total 0 10 0 1 0 11 0 03:00 PM 0 3 0 1 0 4 0 03:15 PM 0 3 0 0 0 3 0 03:30 PM 0 2 0 0 0 2 0 03:45 PM 0 3 0 0 0 3 0 - - - - - - Total 0 11 0 1 0 12 0 04:00 PM 0 4 0 1 0 5 0 04:15PM 0 4 0 3 0 7 0 04:30 PM 0 4 2 1 1 8 0 04:45 PM 0 2 0 2 2 6 0 Total 0 14 2 7 3 26 0 05:00 PM 0 5 0 0 0 5 0 05:15 PM 0 4 0 2 0 6 0 05:30 PM 0 2 0 0 0 2 0 05:45 PM 0 5 0 0 0 _ 5_ _ 0 Total 0 16 0 2 0 18 0 06:00 PM 0 2 0 3 1 6 0 06:15 PM 0 6 0 3 0 9 0 06:30 PM 0 4 0 2 0 6 0 06:45 PM 0 4 0_ 1 0 5 0 Total' 0- 16 - 0 9 1 26 0 07:00 PM 0 5 0 0 0 5 0 07:15 PM 0 2 0 1 1 4 0 07:30 PM 0 2 1 3 0 6 0 07_:45 PM 0 1 0 2 0 3 0 Total 0 10 1 6 1 18 0 08:00 PM 0 2 1 3 0 6 j 0 08:15 PM 0 2 0 0 0 2 0 08:30 PM 0 1 0 1 0 2 0 08:45 PM 0 2 0 2 0 4 0 Total 0 7 1 6 0 14 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No :3 Groups Printed- Cars + - Trucks 79th Street Western Site Access 79th Street Westbound Northbound Eastbound Left I Thru j Right I Peds i App_ Total UTm_j Left Thru I Rights Peds App. Total UTrn Left Thru Right Peds App. Total Int. Total j 4 0 7 0 11 0 2 0 7 0 9 0 2 0 6 0 8 31 8 0 4 0 12 0 2 0 2 0 4 0 1 0 0 0 1 18 5 0 7 0 12 0 3 0 2 0 5 0 1 0 4 0 5 26 5 0 2 0 7 0 5 0 4 0_ 9 0 1 0 1 1 3 22 22 0 20 0 42 0 12 0 15 0 — 27 0 5 0 11 1 17 97 5 0 7 0 12 0 9 0 5 0 14 0 0 0 6 3 9 39 3 0 0 0 3 0 5 0 3 0 8 0 2 0 5 0 7 21 8 0 5 0 13 0 6 0 2 0 8 0 1 0 3 0 4 27 3 0 6 0 9 0 4 0 3 0 _ 7 0 1 0 8 1 10 29 19 0 18 0 37 0 24 0 13 0 37 0 4 0 22 4 30 i 116 3 0 7 0 10 0 6 0 2 0 81 0 2 0 9 0 6 0 15 0 6 0 3 0 9 0 2 0 6 0 8 0 14 0 7 1 3 0 11 0 2 0 8 0 13 0 21 0 3 0 4 1 8 0 0 0- 26 0 34 0 60 0 22 - - 1 -12 - 1 36 0 6 0 4 0 6 0 10 0 8 0 3 0 11 0 3 0 12 0 5 0 17 0 5 0 3 0 8 0 2 0 18 0 5 2 25 0 13 0 7 0 20 0 4 0 11 0 2 0 13 0 8 0 6 0 14 0 1 0 45 0 18 2 65 __ 0 __ 34 0 19 0 53 0 10 0 12 3 17 40 1 3 2 7 38 4 0 6 39 1 4 39 -3 22 6 34 156 4 2 9 35 6 0 8 39 8 3 15 62 7 4 12 44 25 9 44 180 15 0 6 1 22 0 11 0 6 0 17 0 1 0 7 10 0 11 0 21 0 5 0 5 0 10 0 1 0 9 7 0 11 0 18 0 5 0 7 0 12 0 0 0 5 15 0 1 22� 0 7 0 10 0 17 0_- 1_ 0 _8 47 --- 0 _6 34 - 2 83 -0 28 _ 0 - -28 0 56 0 3 0 29 8 0 3 0 11 1 0 13 0 4 0 17 0 1 0 5 3 0 0 0 3 I 0 12 0 5 0 17 0 0 0 5 7 0 5 0 12 0 5 1 1 0 7 0 1 0 7 1 0 3 0 4 0 2 _0 _ 5 0 7 0 0-_ -_ 0 6 19 0- 11 0 30 0 32 1 15 0 48 0 2 0 23 3 0 0 0 3 0 7 0 2 0 9 0 0 0 5 2 0 1 0 3 0 4 0 2 0 6 0 0 0 2 6 0 1 0 7 0 4 0 4 0 8 0 1 0 8 1 0 2 0 3 _ 0 7 0 1 0 8 0 0 0 6 12 0 4- 0 16 0 22 0 9 0 31 0 1 0 21 1 9 54 2 12 52 0 5 41 2 11 55 5 37 202 0 6 39 0 5 29 0 8 33 0 6 20 0 25 121 0 5 23 0 2 13 0 9 26 0 6 21 83 0 22 Traffic Impact Study D45 Spack Consulting Chanhassen Panera Development Site ;1111111111111111110I gul '9th St & Far West Access ,hanhassen, MN Parking Lot Southbound Start Time UTm I Left I Thru Right Peds 09:00 PM 0 3 0 0 1 09:15 PM 0 1 0 1 0 09:30 PM 0 1 1 1 0 09:45 PM 0 0 1 1 0 Total 0 5 2 3 1 10:00 PM 10:15 PM 10:30 PM 10.45 PM Total 11:00 PM 11:15 PM 11:30 PM 11:45 PM Total Grand Total Apprch % Total % Cars + % Cars + Trucks % Trucks 0 1 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0- 0 0 0 1 1 0 1 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 ----- ----- 0 1 - ---- 0 -- 0 0 148 12 41 0 68.8 5.6 19.1 0 142 12 0 95.9 _ _1.00_ 0 6 0 0 4.1 0 39 0 0 0 0 0 14 6.5 0.7 13 Appendix D- Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park. MN 55416 79th Street Tom I UTm I Left I Thru 2 0 4 0 3 0 1 0 2 0 4 0 1 0 13 0 1 0 2 0 0 0 0 0 3 0 0 0 1 0 0 0 0 0 1 0 215 0 0 11.4 206 1 0 1 0 1 0 0 0 3 0 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No : 4 s Printed- Cars + - Trucks Western Site Access 79th Street Northbound Eastbound itight 11 Peds App. Tom UTm Left Thru Right Peds App. Tar UTm Left Thru Right Peds App. Tom Int. Total 1 0 5 0 4 0 3 0 7 0 1 0 3 2 6 22 0 0 4 0 5 0 0 0 5 0 0 0 3 0 3 14 0 0 1 0 4 0 1 0 5 0 0 0 1 0 1 10 0 1 51 0 5 0 0 0 5 0 0 0 2 0 2 14 1 1 151 0 18 0 4 0 22 0 1 0 9 2 12 60 0 0 1 0 1 0 1 1 3 0 0 0 1 0 1 6 0 0 1 0 4 0 1 0 5 0 0 0 0 0 0 8 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 5 0 2 1 8 0 0 0 1 0 1 15 1 0 0 0 0 0 0 0 0 1 0 0 362 0 249 68.6 0 40.3 19.2 0 13.2 0 353 0 2 1 9 0 9 0 4.9 7.1 4.2 0 2.5 0 Z3J 96 10 4 0 1 0 2 0 0 0 2 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 0 0 0 1 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 3 0 0 0 1 0 1 6 7 618 0 350 4 250 2 606 0 65 0 318 64 447 1886 1.1 0 57.8 0.7 41.3 0.3 0 14.5 0 71.1 14.3 0.4 32.8 0 18.6 0.2 13.3 0.1 32.1 0 3.4 0 16.9 3.4 23.7 7 599 0 345 4 239 1 589 0 64 0 310 64 438 1832 100 96.9 0 98.6 100 95.6 50 97.2 0 98.5 0 97.5 100 98 97.1 0 19 0 5 0 11 1 17 0 1 0 8 0 9 54 0 3.1 0 1.4 0 4A 50 2.8 0 1.5 0 2.5 0 2 2.9 Traffic Impact Study Chanhassen Panera Development Site D46 Spack Consulting w mm Appendix D- Traffic Counts V1 Traffic Data Inc UFFI( PAN /V PO Box 16269 St. Louis Park, MN 55416 I File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 '9th St & Far West Access Start Date : 10/25/2017 ,hanhassen, MN Page No : 5 Parking Lot C'7o Out In Total 307 208 513 11 9 20 0 �c O 318 1 533 !>� ° 0 39 12 142 0 13 2 0 6 0 1 41 12 148 01 141 0 Right Thru Left UTm Peds coo ES aCCO�OOD O o I O O v O O o fTrucks 12:00 AM - c 11:45 PM S@ S� 5 En - - m 000� C `° O � �i cn cn - �o� 300o rnim a �.io.r 75 4l I r4 ° 0 UTm Left Thru Ri M Peds O 0 345 4 239 1 ° 0 5 0 11 1 0Ile 1 01 350 4 2501 2 0 675 589 1284 rq� 17 17 O 692 606 1298 Out In Total Traffic Impact Study D47 Spack Consulting Chanhassen Panera Development Site WME Appendix D- Traffic Counts LIB Traffic Data Inc ?Al lr DATA Ihc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 4 - 79th St & Far West Access, 10-25-1 Site Code : 1 '9th St & Far West Access Start Date : 10/25/2017 :hanhassen, MN Page No : 6 Parking Lot 79th Street Western Site Access 79th Street [�; Southbound Westbound Northbound Eastbound Start Time Lett Thru Right Peds AaU Total UTrn Left Thru Right Peds �p mtal UTrn Left Thru Right Peds App. Tom1 UTrn Left Thru Right Peds App. Tool Int. Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Fnlire Intersection Begins at 08:30 AM 08:30 AM 0 2 0 0 0 2 0 . 0 0 , 0 , 0 3 0 9 0 1 0 5 0 6 26 08A5 AM 0 1 0 0 0 1 0 3 0 2 0 5 0 4 0 4 0 8 0 0 0 2 0 2 16 09:00 AM 0 1 0 0 0 1 0 1 0 4 0 5 0 0 0 2 0 2 0 0 0 4 0 4 12 09:15 AM 0 4 0 0 0 4 0 3 0 4 0 7 0 2 0 2 0 4 0 1 0 4 0 5 20 Total Volume 0 8 0 0 0 8 0 12 0 14 0 26 0 12 0 11 0 23 0 2 0 15 0 17 74 % App. Total 1 0 100 0 0 0 0 46.2 0 53.8 0 PHF 1 .000 .500 .000 .000 .000 .500 .000 .600 .000 .875 .000 leak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 6 0 0 0 6 0 16 0 5 0 12:15PM 0 1 0 0 0 1 0 14 0 6 0 12:30 PM 0 5 0 0 1 6 0 14 0 4 0 12:45 PM 0 2 0 0 0 2 0 11 0 5 0 Total volume 0 14 0 0 1 15 0 55 0 20 0 % App. Total 1 0 93.3 0 0 6.7 1 0 73.3 0 26.7 0 PHF .000 .583 .000 .000 .250 .6251 .000 .859 .000 .833 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 05:30 PM 05:30 PM 0 2 0 0 0 2 0 1s 0 5 05:45 PM 0 5 0 0 0 5 0 11 0 2 06:00 PM 0 2 0 3 1 6 0 15 0 6 06:15PM 0 6 0 3 0 9 0 10 0 11 Total Volume 0 15 0 6 1 22 0 54 0 24 % App. Total 0 68.2 0 27.3 4.5 0 66.7 0 29.6 PHF .000 .625 .000 .500 .250 .611 .000 .750 .000 .545 0 0 11.8 0 88.2 0 .000 .500 .000 .750 .000 .708 .712 21 0 13 0 9 0 22 0 1 0 9 2 12 61 20 0 10 0 15 0 25 0 0 0 16 3 19 65 18 0 6 0 4 0 10 0 1 0 8 0 9 43 16 0 15 0 11 0 26 0 2 0 9 1 12 56 75 0 44 0 39 0 83 0 4 0 42 6 52 225 0 53 0 47 0 0 7.7 0 80.8 11.5 893 .000 .733 .000 .650 .000 .798 .000 .500 .000 .656 .500 .684 .865 2 25 0 13 0 7 0 20 0 4 0 8 3 15 0 13 0 8 0 6 0 14 0 1 0 7 4 12 1 22 0 11 0 6 0 17 0 1 0 7 1 9 0 21 0 5 0 5 0 10 0 1 0 9 2 12 3 81 0 37 0 24 0 61 0 7 0 31 10 48 7 0 60.7 0 39.3 0 0 14.8 0 64.6 20.8 5 .810 .000 .712 .000 .857 .000 .763 .000 .438 .000 .861 .625 .800 62 44 54 M Traffic Impact Study D48 Spack Consulting Chanhassen Panera Development Site '9th St & East Access ',hanhassen, MN Parking Lot Southbound Start Time UTrn-1 _Left Thru 1 Right I Peds I App. Tom UTm 1 12:00 AM 0 0 0 0 0 0 0 12:15AM 0 0 0 0 0 0 0 12:30 AM 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 01:00 AM 0 0 0 0 0 0 0 01:15AM 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 01:45 AM 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 02:00 AM 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 02:30 AM 0 0 0 0 0 0 0 02:45 AM 0 0_ 0 0 0 0 0 Total 0 0 0 0 0 0 0 03:00 AM 0 0 0 0 0 0 0 03:15 AM 0 0 0 0 0 0 0 03:30 AM 0 0 0 0 0 0 0 03:45 AM 0 0 0 0 0 0 Total _ 0 0 0 0 _0 0 _ _ _ 0 _ _ 0 04:00 AM 0 0 0 0 0 0 0 04:15 AM 0 0 0 0 0 0 0 04:30 AM 0 0 0 0 0 0 0 04:45 AM 0 0 0 0 0 0 0 Total 0 0 0 0 0 01 0 05:00 AM 0 0 0 0 0 0 0 05:15 AM 0 0 0 0 0 0 0 05:30 AM 0 1 0 0 0 1 0 05:45 AM 0 0 0 0 0 0 0 Total 0 1 0 0 0 1 0 06:00 AM 0 0 0 0 0 0 0 06:15 AM 0 1 0 0 0 1 0 06:30 AM 0 0 0 0 0 0 0 06:45 AM 0 0- 0 0 0 0 Total 0 1 _0 0 0 0 1 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-1 Site Code : 1 Start Date : 10/24/2017 Page No : 1 Groups Printed- cars + - Trucks 79th Street Western Gas Station Access 79th Street Westbound Northbound Eastbound Left I Thru-LRight Peds `App Total UTrn I Left Thru Right f Peds ApP. Total -UTrn1 Left T_hru_j Right I Peds 4_ Tome Int. Total 0 0 0 0 0 0 1 0 3 1 5 0 0 1 0 0 1 6 1 0 0 0 1 0 0 0 2 0 2 0 0 0 0 0 0 3 0 1 0 0 1 0 0 0 2 0 2 0 0 1 1 0 2 5 1 0 0 0 1 0 3 0 0 0 3 0 0_ - 0 _0 _ 0 0 4_ 2 1- 0- —0 3 0 4 0 7 1 12 0 0 2 1 0 3 -18 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0 0� 3 0 0 0 0 0 0 0 0_ 0 0 0 0 _ 0 1 0 0 1 1 0 0 0 0 0 0 0 0 6 1 7 0 0 1 0 0 1 8 0 0 0 0 0 0 1 0 3 0 4 0 0 0 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 2 0 2 0 0 0 0 0 0 3 0 0_ 0 0 0 0 0 0 2 0 2 0 0 0 0 0 1 0 0 0 1 0 1 0 7 0 8 0 0 0 0 0 0 9 2 1 0 0 3 0 0 0 3 0 3 0 0 0 0 0 0 6 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 2 2 2 0 0 4 0 0 0 2 0 2 0 0 0 0 0 0 6 2 1 0 0 3 0 0 0 1 0 1 0 0 0 0 0 _ 0 _- 4 6 4 0 0 10 0 1 0 7 0 8 0 0 0 0 0 0 18 1 0 0 0 1 0 2 0 2 0 4 0 0 0 0 0 0 5 4 1 0 0 5 0 1 0 8 0 9 0 0 1 2 0 3 17 2 0 0 0 2 0 1 0 4 0 5 0 0 1 3 0 4 11 0 0 0 0 _ 0 0 3 0 5 0 8 0- 0 1 1 1 3 11 7 1 0 0 8 0 7 0 19 0 26 _-0 0- 3 6 1 10 44 4 0 0 0 4 0 2 0 7 0 9 0 0 1 1 0 2 15 6 1 0 0 7 0 3 0 13 0 16 0 0 0 1 0 1 24 3 4 0 0 7 0 5 0 12 0 17 0 0 1 7 0 8 33 6 4 0 0 10 0 2 0 8 0 10 0 0 1 3 0 4 24 19 9 0 0 28 0 12 0 40 0 52 0 0 3 12 0 15 96 6 5 1 0 12 0 2 0 13 0 15 0 0 2 4 0 6 33 6 7 0 0 13 0 1 0 9 0 10 0 0 5 2 0 7 31 8 15 0 0 23 0 2 0 18 0 20 0 1 13 2 0 16 59 7 12 1 0 20 0 3 0 22 0 25 00 13 6 0 19 64 27 39 2 0 68 . 0 8 0 62 0 70 0 1 33 14 0 48 187 Traffic Impact Study Chanhassen Panera Development Site D49 Spack Consulting wai Appendix D: Traffic Counts Traffic Data Inc ��► Ic i►ar� Irr, PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-1 Site Code : 1 '9th St & East Access Start Date : 10/24/2017 ',hanhassen, MN Page No : 2 Groups Printed- Cars + - Trucks _ Parking Lot I 79th Street Western Gas Station Access 796 Street Southbound Westbound Northbound Eastbound Start Time UTrn I Left-1 Thru Right Peds 1 App Total UTrn I_- Left Thru Right Pads App. Tow Start UTrn Left Thru i Right I Peds I App. Total UTrn Left Thru �-Right Pads I App_Totel Int. Total 07:00 AM 0 0 0 0 0 0 0 11 22 1 0 34 0 3 1 13 0 17 0 0 21 8 0 29 80 07:15 AM 0 0 0 0 2 2 0 8 16 1 0 25 0 9 0 13 0 22 0 1 17 4 0 22 71 07:30 AM 0 0 1 0 0 1 0 9 20 1 0 30 0 5 0 16 0 21 0 1 15 7 0 23 75 07:45 AM 0 0 0 0 0 0 0 5 16 1 0 _22 1 0 7 1 16 1 25 0 1 21 8 0 30 77 Total 0 0 1 0 2 3 0 33 74 4 0 111 1 0 24 2 58 1 85 0 3 74 27 0 104 303 08:00 AM 0 0 0 1 0 1 0 20 32 2 0 54 0 0 0 4 0 4 0 0 16 6 1 23 82 08:15 AM 0 2 0 0 0 2 0 12 23 3 0 38 0 9 0 14 0 23 0 0 25 8 1 34 97 08:30 AM 0 2 0 0 0 2 0 9 21 3 0 33 0 5 0 13 1 19 0 0 18 7 1 26 80 08:45 AM 0 3 0 0 0 3 0 12 25 6 0 43 0 6 0 18 0 24 0 0 19 8 4 31 101 -- Total 0 7 0 1 0 8 0 53 101 14 0 166 0 20 0 49 1 70 j--0 0 78 29 7 114 360 09:00 AM 0 1 0 0 0 1 0 11 23 0 0 34 0 5 0 9 0 14J 0 0 15 5 0 20 69 09:15 AM 0 0 0 0 0 0 0 3 17 0 0 20 0 5 0 14 1 20 0 0 19 10 0 29 69 09:30 AM 0 2 0 0 1 3 0 12 18 2 1 33 0 6 0 14 0 20 0 1 19 4 2 26 82 09:45 AM 0 1 0 0 0 1 l 0 13 30 2 0 45 0 4 0 10 0 14 0 0 14 4 0 18 78 Total 0 4 0 0 1 5 0 39 88 4 1 132 0 20 0 47 1 68 0 1 67 23 2 93 298 10:00 AM 0 1 0 0 0 1 0 17 12 3 0 32 0 5 0 8 1 J20 0 1 22 5 3 31 78 10:15 AM 0 2 0 0 2 4 0 10 21 2 0 33 0 7 0 12 0 0 1 16 3 3 23 79 10:30 AM 0 3 0 0 0 3 0 15 15 1 0 31 0 3 0 17 0 1 1 11 9 0 22 76 10:45 AM 0 2 0 0 2 4 0 8 17 1 0 26 0 6 0 13 0 0 1 14 5 __0 20 69 Total 0 8 0 0 4 12 0 50 65 7 0 122 0 21 0 50 1 1 4 63 22 6 96 302 11:00 AM 0 1 0 0 1 2 0 7 39 5 0 51 0 7 0 12 0 19 0 0 23 8 0 31 103 11:15 AM 0 1 0 0 0 1 0 11 37 2 0 50 0 10 0 12 0 22 0 0 23 8 0 31 104 11:30 AM 0 1 0 0 1 2 0 13 31 3 0 47 0 5 0 11 0 16 0 1 23 9 1 34 99 11:45 AM 0 2 0 1 1 4 0 7 39 1 0 47 0 5 0 13 1 19_ _ 0 1 _32 5 0 38 108 Total 0 5 0 1 3 9 0 38 146 11 0 195 0 27 0 48 1 76 0 2 101 30 1 134 414 12:00 PM 1 0 1 0 0 0 1 0 15 67 6 0 88 0 3 0 19 0 22 0 0 35 10 0 45 156 12:15 PM 0 0 0 0 1 1 0 11 58 1 0 70 0 9 0 15 0 24 0 0 45 9 0 54 149 12:30 PM 0 3 0 0 2 5 0 11 35 6 1 53 0 6 0 16 0 22 0 0 44 6 2 52 132 12:45 PM 0 4 _ 0 1 0_ 5 0 11 37_ _ 3 0_ 51 0 10 _ _ -0 16 _ _ _ 1 27 0 0 40 6 1 _ _ 47 _130 Total 0 8 0 1 3 12 0 48 197 16 1 262 0 28 0 66 1 95 0 0 164 31 3 198 567 01:00 PM I 0 1 0 1 0 2 0 9 43 4 0 58 0 6 0 11 1 18 0 1 37 7 0 45 121 01:15 PM 0 0 0 0 0 0 0 13 33 1 1 48 0 12 0 9 0 21 0 1 27 3 2 33 I 102 01:30 PM 0 1 1 0 0 2 0 2 34 1 0 37 0 10 0 12 0 22 0 0 39 9 0 48 109 01:45 PM 0 1 0 0 2 3_ 0_14 24 _ 1 0 _ 39 0 8 0_ 21 1 30 0 0 28 9 2 39 1 111 Total t 0 3 1 1 2 7 0 38 134 7 1 180 0 36 0 53 2 91 0 2 131 28 4 165 j 443 Traffic Impact Study D50 Spack Consulting Chanhassen Panera Development Site '9th St & East Access ;hanhassen, MN Parking Lot Southbound Start Time UTrn I Left Thru Right Peds t' App Total 02:00 PM 0 1 0 0 1 2 02:15 PM 0 1 0 0 0 1 02:30 PM 0 3 0 0 2 5 02:45 PM 0 2 0 0 0 2 Total 0 7 0 0 3 10 03:00 PM 0 0 0 0 0 0 03:15 PM 0 2 0 0 2 4 03:30 PM 0 0 0 0 0 0 03:45 PM 0 2 0 0_ 1 3 Total 0 4 0 0 3 7 t 04:00 PM 0 2 0 1 0 3 04:15 PM 0 1 0 1 2 4 04:30 PM 0 4 0 0 1 5 04:45 PM 0 1 0 0 1 2 Total 0 - 8 -0 2 4 14 05:00 PM 0 3 0 2 0 5 05:15 PM 0 2 0 0 0 2 05:30 PM 0 1 0 0 0 1 05:45 PM_ 0_ 0_ 0 1 1 2 Total ___ 0 6 _ 0 3 1 10 06:00 PM 0 2 0 1 0 3 06:15 PM 0 1 0 0 0 1 06:30 PM 0 2 0 0 1 3 06:45 PM 0_ 0_ 0 0 0 0 Total _ _ 0 5 _ _ 0 1 1 7 07:00 PM 0 0 0 0 0 0 07:15 PM 0 1 0 0 0 1 07:30 PM 0 0 0 2 0 2 07:45 PM 0 0_ 0 1 0 1 Total _ _ 0 1 _ 0 3 0 4 08:00 PM 0 0 0 1 0 1 08:15PM 0 0 0 0 1 1 08:30 PM 0 0 0 0 0 0 08:45 PM 0_ 0 0 0 0 0 Total 0 0 0 1 1 2 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-17 Site Code : 1 Start Date : 10/24/2017 Page No :3 Groups Printed- Cars + - Trucks 79th Street Western Gas Station Access Westbound Northbound UTrn 1 Left i Thru1 Right Peds 1 App. Total UTrn Left Thru Right j Peds FAp Total UTrn Left 0 12 32 3 0 47 0 1 0 11 0 12 0 1 0 10 35 3 0 48 0 11 0 10 2 23 0 0 0 10 36 2 0 48 0 9 0 10 0 19 0 2 0 10__ 23 4 0 37 0 10 0 12 0- 22 0 0 0 42 126 12 0 180 0 31 0 43 2 76 0 3 0 13 45 1 0 59 1 0 5 0 12 0 17 0 0 0 8 46 2 0 56 0 6 0 11 0 17 0 0 0 8 41 4 2 55 0 5 0 11 1 17 0 1 0 9_ 36 5 0 50 0 8 0 11 0 19 0 0_ 0 38 168 12 2_--- 220 0 24 0 45 1 70 0 1 0 9 53 3 1 66 0 9 0 11 0 20 0 1 0 17 40 3 0 80 0 7 0 12 0 19 0 0 0 22 46 6 1 75 0 11 0 9 0 20 0 0 0 6 62__ 7 1 76 0 11 0 9 0 20 0 _ 0 0 54 201 19 3 277 0 38 0 41 0 79 0 1 0 11 75 1 0 87 0 9 0 13 0 22 0 0 0 10 69 3 0 82 0 4 0 9 0 13 0 2 0 15 73 0 0 88 0 11 0 12 1 24 0 0 0 5 53 1 1 60 0 6 0 9 1_ 18 0 0 0 41 270 5 1 317 0 30 0 43 2 75 0 2 0 10 71 5 1 87 0 8 0 9 1 18 0 2 0 7 61 2 0 70 0 8 0 8 0 16 0 0 0 13 57 2 0 72 0 6 0 17 0 23 0 1 0 7 46 1 2 56 0 10 _0 9 0 19 0 0 0 37 235 10 3 285 0 32 0 43 1 76 0 3 0 9 37 0 0 46 0 6 0 10 0 16 0 1 0 13 24 2 3 42 0 3 0 14 0 17 0 0 0 2 24 2 0 28 0 5 0 10 0 15 0 0 0 6 27 0 0 _ 33 0 __ 3 0 7 0 10 0 0 0 30 112 4 3 149 0 17 0 41 0 58 0 1 0 8 36 0 0 44 0 6 0 13 0 19 0 0 0 8 18 0 0 26 0 6 0 14 0 20 0 0 0 4 16 0 0 20 0 5 0 15 0 20 0 0 0 1 12 0 0 13 0 2 0 5 0 7 0 0 0 21 82 0 0 103 0 19 0 47 0 66 0 0 79th Street Eastbound Thru Right Peds App. Total Int. Total 20 6 0 27 88 25 6 0 31 103 28 8 7 45 117 30 5 0 35 96 103 _ 25 7 138 404 23 7 0 30 106 29 6 0 35 112 28 4 0 33 105 35 0 40 112 115 225__ 0 138 435 24 10 0 35 124 39 11 0 50 133 22 3 0 25 125 29 11 2 42 140 114 35 2 - 152 522 38 5 0 43 157 45 5 0 52 149 49 6 0 55 168 49 7 0 56 - 134_ 181 23 0 206 608 51 9 0 62 170 58 8 0 66 153 43 10 1 55 153 38 5 0 43 118 190 32 1 _ 226 594 38 10 0 49 111 31 5 0 36 96 31 6 0 37 82 27 3 0 30 74 127 24 0 152 363 29 6 2 37 101 20 3 1 24 71 34 3 0 37 77 13 6 0 19 39 96 18 3 117 288 Traffic Impact Study D51 Spack Consulting Chanhassen Panera Development Site ;mi Appendix D: Traffic Counts U1 Traffic Data Inc urnr DA[A IN(. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-11 Site Code : 1 '9th St & East Access Start Date : 10/24/2017 'hanhassen, MN Page No -4 Groups Printed- Cars + - TrucKs Parking Lot 79th Street Western Gas Station Access 79th Street j Southbound Westbound Northbound Eastbound Start Time U Trn Left ThrU Right Peds APP Total UTm Left Thru Right Peds App. TMI UTm Left Thru Right Peds App. rau UTm Left Thru Right Peds App, Total Int. Total 09:00 PM 0 0 0 0 0 0 0 3 12 0 1 16 0 2 0 11 0 13 0 0 16 4 0 20 49 09:15 PM 0 0 0 0 1 1 0 2 15 0 0 17 0 0 0 6 1 7 0 0 8 2 1 11 36 09:30 PM 0 0 0 0 0 0 0 1 11 0 0 12 0 3 0 7 1 11 0 0 11 2 0 13 36 09:45 PM 0 0 0 0 0 0 0 3 7 0 0 10 0 1 0 6 0 7 0 0 10 0 0 10 27 Total 0 0 0 0 1 1 0 9 45 0 1 55 0 6 0 30 2 38 0 0 45 8 1 54 148 10:00 PM 0 0 0 0 1 1 j 0 3 0 0 3 0 2 0 6 0 8 0 0 8 0 0 8 20 10:15 PM 0 0 0 0 0 0 3 7 0 0 10 0 2 0 10 0 12 0 0 3 1 0 426 10:30 PM 0 0 0 0 1 14 5 0 0 9 0 3 0 7 0 10 0 0 4 0 0 424 10:45PM 0 0 0 0 0 0 0 2 0 0 2 0 0 0 3 0 3 0 0 2 1 0 3 8 Total 0 0 0 0 2 2 0 7 17 0 0 24 0 7 0 26 0 33 0 0 17 2 0 19 78 11:00 PM 0 0 0 0 0 0 0 2 1 0 0 3 0 5 0 4 0 9 0 0 2 4 0 6 18 11:15PM 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 3 0 5 0 0 3 0 0 3 9 11:30 PM 0 0 0 0 0 0 0 0 0 0 1 1 0 2 0 1 1 4 0 0 2 0 0 2 7 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 1 1 0 2 4 Total 1 0 0 0 0 0 0 0 3 1 0 1 5 0 10 0 9 1 20 1 0 0 8 5 0 13 38 Grand Total 0 68 2 14 31 115 0 643 2116 127 17 2903 0 423 2 887 19 1331 1 24 1716 417 38 2196 6545 Apprch % 0 59.1 1.7 12.2 27 0 22.1 72.9 4.4 0.6 0 31.8 0.2 66.6 1.4 0 1.1 78.1 19 1.7 Total % 0 1 0 0.2 0.5 1.8 0 9.8 32.3 1.9 0.3 44.4 0 6.5 0 13.6 0.3 20.3 0 0.4 26.2 6.4 0.6 33.6 Cars + 0 66 2 14 29 111 0 631 2080 119 16 2846 0 417 2 873 16 1308 1 23 1689 409 36 2158 6423 • Cars + 0 _ _ 9.7__.1 _ 1.0_0 _ 100 93.5 96.5 0 98.1 98.3 93.7 94.1 _ 98 0 98.6 100 98.4 84_.2 98.3 100 95.8 98.4 98.1 94.7 98.3 98.1 Trucks 0 2 0 0 2 4 0 12 36 8 1 57 0 6 0 14 3 23 0 1 27 8 2 38 10 • Trucks 0 2.9 0 0 6.5 3.5 0 1.9 1.7 6.3 5.9 2 0 1.4 0 1.6 15.8 1.7 0 4.2 1.6 1.9 5.3 1.7 1.9 Traffic Impact Study D52 Spack Consulting Chanhassen Panera Development Site ;ME Appendix D: Traffic Counts V1 Traffic Data Inc to N DATA INc, PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-1 i Site Code : 1 '9th St & East Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 5 Parking Lot Alp. Out In Total 144 1 11 LZ 9 4 p 153 1 0 14 2 BB 0 29 0 0 2 0 2 14 2 88 31 0 RI?M Thru Left UTm Pods No h f 12:00 AM 11:45 PM kj 4� T r UTm Left Thru Ri t Peds 0 417 2 8731 18 0 8 0 14 3 0 423 2 887 19 104� rt:31 01 � 23602023 431062 2393 Out In Total Traffic Impact Study D53 Spack Consulting Chanhassen Panera Development Site YI IAFFI(AW '9th St & East Access ;hanhassen, MN Parking Lot Southbound Start Time UTrn Left I Thru Right P S App Taal kTm eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 08:00 AM OS 00 AM 0 0 0 0 1 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-24-1 i Site Code : 1 Start Date : 10/24/2017 Page No -6 79th Street Western Gas Station Access 79th Street Westbound Northbound I Eastbound Left Thru Right Peds App rotas L-UTrn Left Thru Right Peds i App. Total I UTm Left Thru Right Peds-L App. Tool I Int. Total 08:15 AM 0 2 0 0 0 2 0 12 23 08:30 AM 0 2 0 0 0 2 0 9 21 08:45 AM 0 3 0 0 0 3 0 12 25 Total Volume 0 7 0 1 0 8 0 53 101 % App. Total 1 0 87.5 0 12.5 0 1 0 31.5 60.1 PHF 1 .000 .583 .000 .250 .000 .667 .000 .663 .789 'eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 2 0 3 0 3 0 6 0 14 0 12:00 PM 0 1 0 0 0 1 0 15 67 6 12:15 PM 0 0 0 0 1 1 0 11 58 1 12:30 PM 0 3 0 0 2 5 0 11 35 6 12:45 PM 0 4 0 1 0 5 0 11 37 3 Total Volume 0 8 0 1 3 121 0 48 197 16 % App. Total 0 66.7 0 8.3 25 0 18.3 75.2 6.1 PHF 1 .000 .500 .006 .250 .375 .600 .000 .800 .735 . 667 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 mL Wnnr (nr Fntirn Int-c-finn Pnninc nt 09; '20 PKA 0 0 0 4 0 4 38 0 9 0 14 0 23 33 0 5 0 13 1 19 43 0 6 0 18 0 24 168 0 20 0 49 1 70 0 28.6 0 70 1.4 .000 .556 .000 .681 .250 .729 0 0 16 6 1 23 82 0 0 25 a 1 34 97 0 0 18 7 1 26 80 0 0 19 8 4 31 101 0 0 78 29 7 114 360 0 0 68.4 25.4 6.1 .000 .000 .780 .906 .438 .838 .891 0 a8 0 3 0 19 0 22 0 0 35 10 0 45 156 0 70 0 9 0 15 0 24 0 0 45 9 0 54 149 1 53 0 6 0 16 0 22 0 0 44 6 2 52 132 0 51 0 10 0 16 1 27 0 0 40 6 1 47 130 1 262 0 28 0 66 1 95 0 0 164 31 3 198 567 0.4 0 29.5 0 09.5 1.1 0 0 82.8 15.7 1.5 250 .744 .000 .700 .000 .868 .250 .880 .000 .000 .911 .775 .375 .917 .909 05:30 PM 0 1 0 0 0 1 0 15 73 0 0 88 0 11 0 12 1 24 0 0 49 6 0 55 168 05:45 PM 0 0 0 1 1 2 0 5 53 1 1 60 0 6 0 9 1 16 0 0 49 7 0 56 134 06:00 PM 0 2 0 1 0 3 0 10 71 5 1 87 0 8 0 9 1 18 0 2 51 9 0 62 170 06:15 PM 0 1 0 0 0 1 0 7 61 2 0 70 0 8 0 8 0 16 0 0 58 8 0 66 153 Total Volume 0 4 0 2 1 7 0 37 258 8 2 305 0 33 0 38 3 74 0 2 207 30 0 239 625 % App. Total 0 57.1 0 28.6 14.3 0 12.1 84.6 2.6 0.7 0 44.6 0 51.4 4.1 0 0.8 86.6 12.6 0 PHF .000 .500 .000 .500 .250 .583 .000 .617 .884 .400 .500 .866 .000 .750 .000 .792 .750 .771 1 .000 .250 .892 .833 .000 .905 .919 Traffic Impact Study D54 Spack Consulting Chanhassen Panera Development Site 1wai Appendix D: Traffic Counts Traffic Data Inc Will( OAFJ W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-25-17 Site Code : 1 '9th St & East Access Start Date : 10/25/2017 ;hanhassen, MN Page No : 1 Parking Lot 79th Street Southbound Westbound Start Time UTrn I Left I ThruI Right 1 Peds I App Toml UTrn 1 Left [ Thru1 Right 12:00 AM 0 0 0 0 0 0 0 0 0 0 12:15AM 0 0 0 0 0 0 0 1 0 0 12:30 AM 0 0 0 0 0 0 0 0 0 0 12:45AM 0 0 0_ 0_ 0 0 0 2 Total 0 0 0 0 0 0 0 3 0 0 Printed- Cars + - Peds I App. Tool UTm I Left 0 0 0 2 0 1 0 2 0 0 0 0 0 2 0 0 1 5 0 3 01:00 AM 0 0 0 0 0 0 0 2 1 0 0 3 0 1 01:15AM 0 0 0 0 0 0 0 1 0 0 0 1 0 1 01:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 3 01:45AM 0 0 0 0 0_ 0 0 0 0 0 0 0 Total 0 _ _0 0 0 0 _ 0 01 0 3 1 0 _0 _ 0 4 0 5 02:00 AM 0 0 0 0 0 0 I 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 AM 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 02:45 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 1 Total _ __ 0 0 0 0 0 0 0 1 0 0 0 1 0 1 03:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 03:15 AM 0 0 1 0 0 1 0 1 0 0 0 1 0 1 03:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 AM 0 0 0 0 0 0 0 1 1 0 0 2 0 0 Total 0 0 1 0 0 1 0 2 3 0 0 5 0 1 04:00 AM 0 0 0 0 0 0 0 1 1 0 0 2 0 2 04:15 AM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 04:30 AM 0 0 0 0 0 0 0 4 1 0 0 5 0 2 04:45 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 3 Total 0 0 0 0 0 0 0 9 2 0 0 11 0 7 05:00 AM 0 0 0 0 0 0 0 5 1 0 0 6 0 4 05:15 AM 0 0 0 0 0 0 0 2 1 0 0 3 0 2 05:30 AM 0 0 0 0 0 0 0 5 2 0 0 7 0 2 05:45 AM 0 0 0 0 0 0 0 4 2_ 0 0 6 0 3 Total 0 0 0 0 0 0 0 16 6 0 0 22 0 11 06:00 AM 0 0 0 0 0 0 0 6 3 1 0 10 0 1 06:15 AM 0 0 0 0 0 0 0 10 4 0 0 14 0 1 06:30 AM 0 0 0 0 0 0 0 8 5 1 0 14 0 4 06:45 AM 0 1 0 0 0 1 0 8 11 0 0 19 _ _ 05 Total 0 1 0 0 0 1 0 32 23 2 0 57 0 11 i Gas Staton Access 79th Street Northbound Eastbound _ rhru Right I Peds App Total UTrn 1 Left Thru I Rightt Peds App. Tome Int. Total 0 2 0 4 0 0 2 0 0 2 6 0 2 0 4 0 0 2 0 0 2 7 0 2 0 2 0 0 2 0 0 2 4 0 5 0 6 0 0 1 3 0 4 12 0 11 0 16 0 0 7 3 0 10 29 0 5 0 6 0 0 1 1 0 2 11 0 2 0 3 0 0 0 0 0 0 4 0 2 0 5 0 0 1 0 0 1 6 0 0 0 0 0 0 0 0 0 0 0_ 0 9 0 14 0 0 2 1 0 3 21 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 1 0 2 0 2 0 0 0 0 0 0 2 0 0 0 1 0 0 0 0 0 0 2 0 3 0 4 0 0 0 0 0 0 5 0 2 0 2I 0 0 1 0 0 1 5 0 3 0 41 0 0 1 0 0 1 7 0 3 0 3 0 0 0 0 0 0 3 0 1 0 1 1 0 0 0 0 0 0 3 0 9 0 107 0 0 2 0 0 2 18 0 1 0 3 0 0 0 0 0 0 5 0 8 0 8 0 0 1 0 0 1 12 0 3 0 5 0 0 0 1 0 1 11 0 8 0 11 0 0 2 4 0 _6 18 0 20 0 27 0 0 3 5 0 8 46 0 7 0 11 0 0 1 2 0 3 20 0 14 0 16 0 0 0 1 0 1 20 0 11 0 13 0 0 0 5 0 5 25 0 10 0 13, 0 0 3 3 0 6 25 0 42 0 53 0 0 4 110 15 90 0 9 0 10 0 0 2 1 4 7 27 0 25 0 26 0 0 0 3 0 3 43 0 12 0 16 0 0 1 6 0 7 37 0 15 0 20 0 0 5 2 0 7 47 0 61 0 72 -- 0- 0 8 12 4 24 154 Traffic Impact Study D55 Spack Consulting Chanhassen Panera Development Site OUnin Appendix D: Traffic Counts WE Traffic Data Inc f�►►ic oua nrr. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-25-11 Site Code : 1 '9th St & East Access Start Date : 10/25/2017 ;hanhassen, MN Page No :2 Groups Printed- Cars + - Trucks Parking Lot 79th Street Western Gas Staton Access 79th Street Southbou_nd Westbound Northbound Eastbound . _ T g I ApD Total UTrn Left Thru Right Peds ADp Tom UTrn L Left Thru Right Peds I App rotas UTrn Left Thru I Right I Peds 1 App Toms Int. Total Start Time UTrn Left Thru Ri ht Peds _ 07:00 AM 0 0 0 0 0 0 0 12 5 0 0 17 0 4 0 11 0 15 0 0 13 8 0 21 53 07:15 AM 0 1 1 0 0 2 0 10 9 3 2 24 0 5 0 16 0 21 0 1 10 4 0 15 62 07:30 AM 0 1 0 1 0 2 0 15 14 1 0 30 0 8 0 17 0 25 0 1 7 5 0 13 70 07:45 AM 0 10 0 0 1_ 0 10 12 2 0 24 1 0 1 1_ 17 0 19 0_ _ 1 10 6 3 20 64 Total 0 3 1 1 0 5 0 47 40 6 2 951 0 18 1 61 0 80 0 3 40 23 3 69 249 08:00 AM 0 0 0 0 0 0 0 17 13 1 0 31 0 3 0 17 0 20 0 0 24 6 3 33 84 08:15 AM 0 1 0 0 0 1 0 8 12 0 0 20 0 8 0 11 0 19 0 0 11 4 0 15 55 08:30 AM 0 1 0 0 0 1 0 17 22 1 0 40 0 4 1 20 0 25 0 0 16 10 0 26 92 08:45 AM 0 0 0 0 0 0 0 14 18 0 0 32 0 _ 11 _ _ _ _ _ 0_ 9 0 20 _ 0 0 20 5 0 25 77 Total 0 2 0 0 0 2 0 56 65 2 0 123 0 26 1 57 0 84 0 0 71 25 3 99 308 09:00 AM 0 0 0 1 0 1 0 8 13 3 0 24 0 7 0 10 0 17 0 0 9 5 1 15 57 09:15 AM 0 0 0 0 1 1 0 13 12 2 0 27 0 3 0 15 0 18 0 0 18 6 1 25 71 09:30 AM 0 3 0 1 0 4 1 2 8 4 0 15 0 3 0 11 0 14 0 0 18 5 0 23 56 09:45 AM 0 2 0 0 0 2 I 0 8 9- 2 0 19 0 4 0 10 0 14 _ 0 0 8 9 0 17 52 Total 0 5 0 2 1 8 1 31 42 11 0 85 0 17 0 46 0 63 0 0 53 25 2 80 236 10:00 AM 0 2 1 0 1 4 0 6 11 5 1 23 0 8 1 9 0 18 0 0 9 3 1 13 58 10:15 AM 0 3 0 0 0 3 0 7 16 0 0 23 0 8 0 7 0 15 0 0 15 2 0 17 58 10:30 AM 0 0 0 0 0 0 0 15 26 2 1 44 0 6 0 6 0 12 0 0 15 6 1 22 78 10:45 AM 01 0 0 3 4 0 11 13 3 0_ 27 0 9 0 10 0 19 0 0 14 5 1 20 70 Total 0 6 1 0 4 11 0 39 66 10 2 117 0 31 1 32 0 64 0 0 53 16 3 72 264 11:00 AM 0 2 0 0 1 3 1 10 33 1 0 45 0 5 0 18 1 24 0 0 19 9 0 28 100 11:15 AM 0 1 0 0 0 1 0 8 41 4 1 54 0 6 0 8 0 14 0 0 25 3 2 30 99 11 :30 AM 0 2 0 0 0 2 0 11 45 0 1 57 0 9 0 7 0 16 . 0 0 26 5 0 31 106 11:45 AM 0 0 0_ _ 0 0 0 0 21 47 2 _ 4 74 _ 0_ 6 0 8 _ 0 14 0 _ - 2 25 5 7 39 127 Total 0 5 0 0 1 6 1 50 166 7 6 230 0 26 0 41 1 68 0 2 95 22 9 128 t 432 12:00 PM 0 3 0 0 1 4 0 10 52 3 1 66 0 8 0 17 5 30 0 0 39 8 4 51 151 12:15 PM 0 0 0 0 1 1 0 11 59 0 1 71 0 9 0 12 1 22 0 0 54 15 2 71 165 12:30 PM 0 1 0 0 1 2 0 12 59 4 1 76 0 10 0 16 0 26 0 1 41 15 1 58 162 12:45 PM_ _ _ _0 3 1 1 0 5 0 8_ 51_ 4__ 1 64 0 5 0 8 0_ 13 0 0 _44 7 2 53 1_35 Total 0 7 1 1 3 12 0 41 221 11 4 277 0 32 0 53 6 91 0 1 178 45 9 233 613 01:00 PM 0 1 0 0 0 1 0 12 43 3 0 58 0 11 1 11 0 23 0 1 47 5 2 55 137 01:15 PM 0 2 0 1 0 3 0 16 30 4 0 50 0 5 0 15 0 20 0 2 39 7 4 52 125 0 16 37 2 0 55 0 7 0 13 0 20 0 0 23 5 3 31 112 01:45 PM 0 1 _ 0 _ _ _ 0 0 1 0 7 24 1 0 _ 32 _ _ _ 0 _ 6 0 9 _ 0 _ _ 15 _ _ _ 0- _ _ _ 1 ___24 2 0 27 f 75 Total 0 6 0 2 3 11 0 51 134 10 0 195 0 29 1 48 0 78 0 4 133 19 9 165 449 Traffic Impact Study D56 Spack Consulting Chanhassen Panera Development Site '9th St & East Access ;hanhassen, MN 1 Parking Lot Southbound Start Time UTrn t Left I Thru I Right Peds I App Total UTrn 02.00 PM 0 2 0 0 0 2 0 02:15 PM 0 1 1 2 0 4 0 02:30 PM 0 4 0 0 1 5 0 _02:45 PM _ 0 1 0 0 0 1 0 Total 0 8 1 2 1 12 0 03:00 PM 0 2 0 0 0 2 0 03:15 PM 0 2 1 0 0 3 0 03:30 PM 0 1 0 0 0 1 0 03:45 PM 0 2 0 2 0 4 0 Total 0 7 1 2 0 10 0 04:00 PM 0 0 0 0 0 0 0 04:15 PM 0 2 0 1 0 3 0 04:30 PM 0 2 0 0 1 3 0 04:45 PM 0_ 1 0 0 2 3 0 Total j 0 5 0 1 3 9 0 05:00 PM 0 1 0 0 0 1 0 05:15 PM 0 3 0 1 0 4 0 05:30 PM 0 3 0 0 2 5 0 05:45 PM 0 1 0 0 0 1 0 -- Total 0 8 0 1 2 11 0 06:00 PM 0 1 0 0 0 1 0 06:15 PM 0 1 1 1 0 3 0 06:30 PM 0 2 0 0 0 2 0 06:45 PM 0 1 - -5 0 0 0 1__ 0 Total 0 1 _— - 1 0 7 0 07:00 PM 1 0 0 0 0 1 1 0 07:15 PM 0 1 0 1 0 2 0 07:30 PM 0 1 0 1 0 2 0 07:45 PM 0 1 0 0 0 1_ 0 Total 0 3 0 2 1 6 0 08:00 PM 0 1 0 1 0 2 0 08:15 PM 0 2 0 0 0 2 0 08:30 PM 0 0 0 0 0 0 0 08:45 PM 0 1 0 0 1 2 0 Total 0 4 0 1 1 6 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-25-17 Site Code : 1 Start Date : 10/25/2017 Page No :3 Groups Printed- Cars_+ - Trucks - 79th Street Western Gas Staton Access 79th Street Westbound Northbound Eastbound Left Thru j Right Peds I App. Toni UTm Left I Thru I Right I Peds 1 App. Tome UTm j _Left Thru Right Peds App. Total Int. Total 10 26 6 2 44 0 5 0 6 0 11 0 0 37 7 0 44 101 10 28 7 0 45 0 3 0 25 0 28 0 2 17 8 4 31 108 7 33 1 0 41 0 4 0 9 0 13 0 0 24 8 3 35 94 19 26 5 0 50 0 10 1 11 0 22 0 0 26 5 0 31 104 46 113 19 2 180 0 22 1 51 0 74 0 2 104 28 7 141- 407 8 35 3 0 46 0 7 0 11 0 18 0 0 26 6 0 32 98 10 27 2 0 39 0 5 0 8 0 13 0 1 14 5 0 20 75 16 35 3 1 55 0 9 0 6 0 15 0 0 25 8 0 33 104 14 31 2 0 47 0 5 0 10 0 15 0 0 20 5 0_ 25_ 91 48 128 10 1 187 0 26 0 35 0 61 0 1 85 24 0 110 368 12 30 4 0 46 0 7 0 9 0 16 0 0 24 6 0 30 92 11 46 6 0 63 0 8 0 9 0 17 0 2 22 5 0 29 112 22 47 6 0 75 0 8 0 21 0 29 0 0 24 6 2 32 139 16 48 6 0 70 0 11 0 14 0 25 0 0 29 8 0 37 135 - 61 171 - 22 0 254 0 34 0 53 0 87 0 2 99 25 2 128 478 11 56 5 0 72 0 8 0 13 0 21 0 0 30 13 0 43 137 7 67 4 2 80 0 7 0 12 0 19 0 1 29 13 0 43 146 16 59 2 1 78 0 7 0 12 0 19 0 0 31 2 0 33 135 10 43 3 0 56 0 6 0 14 0 20 0 0 44 6 0 50 127 44 225 14 3 286 0 28 0 51 0 79 0 1 134 34 0 169 545 11 64 1 0 76 0 4 1 13 0 18 0 1 43 9 0 53 148 12 50 4 2 68 0 9 0 14 1 24 0 1 43 12 1 57 152 4 42 2 2 50 0 5 0 13 0 18 0 1 40 14 2 57 I 127 15 59 1__ 0 75 0 4 0 15 0 19 _ 0 0 35 11 2_-____48 ___--143 42 215 8 4 269 0 22 1 55 1 79 0 3 161 46 5 215 570 17 38 0 0 55 0 5 0 17 0 22 0 1 35 12 2 50 128 5 24 4 0 33 0 9 0 9 0 18 0 0 26 5 0 31 84 13 31 3 0 47 0 4 0 12 0 16 0 0 19 4 0 23 88 6 22 0 0 28 _ _0 4 _ 0 _ _ 8 _ 0 12 0 0 23 2 0 25 _ _ _ 66- 41 115 7 0 163 0 22 0 46 0 68 0 1 103 23 2 129 366 4 25 0 0 29 0 4 0 6 0 10 0 0 23 7 0 30 71 6 19 0 0 25 0 7 0 7 0 14 0 0 24 5 0 29 70 8 13 0 0 21 0 8 0 8 0 16 0 0 17 4 0 21 58 5 13 0 1 19 0 6 0 110 17 0 0 16 3 1 20 58 23 70 0 1 94 0 25 0 32 0 57 0 0 80 19 1 100 257 Traffic Impact Study D57 Spack Consulting Chanhassen Panera Development Site =I Appendix D: Traffic Counts qV V1 Traffic Data Inc ► flc DATA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-25-1 i Site Code : 1 '9th St & East Access Start Date : 10/25/2017 ;hanhassen, MN Page No -4 Start Timi 09:00 PI 09:15 PI 09:30 PI 09:45 PI ToU Mmi ina PrinfnA_ C`.nra + _ Tn inlee Parking Lot 79th Street Westem Gas Staton Acce: Southbound Westbound Northbound UTm Left Thm Right Pods App. Tom UTm Left Thru Right Pods App. rot■i UTm Left Thru Right Ped; 1 0 0 0 0 0 0 0 1 16 1 0 18 0 2 0 1 1 1 0 0 0 0 0 0 0 3 11 0 0 14 0 3 0 6 1 1 0 0 0 0 0 0 0 4 14 1 0 19 0 2 0 6 1 1 0 0 0 0 0 0 0 3 7 0 0 10 0 3 0 5 I 1 0 0 0 0 0 0 0 11 48 2 0 61 0 10 0 18 I 10:00PM 0 0 0 0 0 10:15PM 0 0 0 0 0 10:30 PM 0 0 0 0 0 1045PM 0 0 0 0 Total _ 0 0 0 0 0 11:0o PM 0 0 0 0 0 11:15PM 0 0 0 0 0 11:30PM 0 0 0 0 0 11:45 PM 0 0 0 0 0 Total _ 0 0 0 0 0 Grand Total 0 75 7 16 20 Apprch % 0 63.6 5.9 13.6 16.9 Total % 0 1.2 0.1 0.3 0.3 cars + 0 73 7 14 20 • Cars + 0 97.3 100 87.5 100 Trucks 0 2 0 2 0 • Trucks 0 2.7 0 12.5 0 ;S 79th Street Eastbound Int. Total App. Tom UTrn I Left I Thru Right I Peds I App. Tow 1 3 0 0 13 2 0 15 36 1 9 0 0 8 2 0 10 33 8 0 0 10 0 1 11 38 8 0 0 8 2 0 10 28 135 28 0 0 39 6 1 46 0 0 2 2 0 1 5 0 1 0 6 0 7 0 0 6 4 0 10 22 0 0 3 3 0 0 6 0 3 0 6 0 9 0 0 4 0 0 4 19 0 0 0 1 0 0 1 0 1 0 12 0 13 0 0 3 3 0 6 20 0 0 3 0 0 0 3 0 1 4_ 0 5 0 0 0 0 0 0 8 01 0 8 6 0 1 15 0 6 _0 _ 0 28 0 34 0 0 13 7 0 20 69 0 0 5 2 0 0 7 0 1 0 6 0 7 0 0 2 4 0 6 20 0 0 0 3 0 0 3 0 0 0 5 0 5 0 0 3 1 0 4 12 0 0 0 1 0 1 2 0 1 0 2 0 3 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 1 0 1 4 0 0 5 6 0 1 12 0 2 0 16 0 18 0 0 5 6 0 11 41 118 2 710 1866 141 27 2746 0 417 6 878 8 1309 0 20 1472 425 60 1977 6150 0.1 25.9 68 5.1 1 0 31.9 0.5 67.1 0.6 0 1 74.5 21.5 3 1.9 0 11.5 30.3 2.3 0.4 44.7 0 6.8 0.1 14.3 0.1 21.3 0 0.3 23.9 6.9 1 32.1 114 2 693 1827 136 26 2684 0 411 5 852 7 1275 0 18 1425 413 55 1911 5984 96.6 100 97.6 97.9 96.5 96.3 97.7 0 98.6 83.3 97 87.5 97.4 0 90 96.8 _ 97.2 91.7 - 96.7 -66 97.3 4 0 17 39 5 1 62 0 6 1 26 1 34 0 2 47 12 5 166 3.4 0 2.4 2.1 3.5 3.7 2.3 0 1.4 16.7 3 12.5 2.6 0 10 3.2 2.8 8.3 3.3 2.7 Traffic Impact Study Chanhassen Panera Development Site D58 Spack Consulting �M1 Appendix D: Traffic Counts i V1 Traffic Data Inc I A f f 4 DATj INi. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 5 - 79th St & East Access, 10-25-1 i Site Code : 1 '9th St & East Access Start Date : 10/25/2017 :hanhassen, MN Page No :5 Parking Lot ,'o`� p Out In Trial 159 114 273 8 4 12 ° �c o 187 5 O`fi o 14 ° 7 73 0 20 2 0 2 0 0 18 7 751 01 20 ° Ri�tt Thru Left UTm Peds �J 1 L* �X A V NO J North �— ppp� N (n 38 W) t` N 10/25/201 12:00 AM arc—► 10/25/201 11:45PM r�oV pNSm �~ m Nh VVN� Caro+ C N O t� v Trucks a ~l T r \ ti ° UTm Left Thru Ri d Peds O 0 411 5 852 7 p 0 8 1 28 1 ° 1 01 417 8 8781 8 ° 1113 1275 23ti8 rof� 9 34 83 O� 1142 1309 2451 14 Out In Total Western Gas Slaton Acc Traffic Impact Study D59 Spack Consulting Chanhassen Panera Development Site wVI '9th St & East Access Chanhassen, MN Parking Lot Southbound Start Time UTrn Left Thru Right Peds r E Totm UTrn eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 0 0 0 0 0 0 0 08:15 AM 0 1 0 0 0 1 0 08:30 AM 0 1 0 0 0 1 0 08:45 AM 0 0 0 0 0 0 0 Total Volume 0 2 0 0 0 2 0 % App. Total 1 0 100 0 0 0 1 0 Appendix D: Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name Site Code Start Date Page No Count Sheet - 5 - 79th St & East Access, 10-25-1 1 10/25/2017 6 79th Street Western Gas Staton Access 79th Street Westbound Northbound Eastbound Left Thru 1 Right Peds we Totai UTrn Left L Thru1 Right Peds_LA . Tote UTrn Left Thru I Right Peds �;. Tom I Int. Total 1? 13 1 0 31 0 8 12 0 0 20 0 17 22 1 0 40 0 14 18 0 0 32 0 PHF 1 .000 .500 .000 .000 .000 .500 .000 .824 .739 .500 leak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 12:00 PM 12:00 PM 0 3 0 0 1 4 0 12:15PM 0 0 0 0 1 1 0 12:30 PM 0 1 0 0 1 2 0 _ 12:45 PM 0 3 1 1 0 5 0 Total Volume 0 7 1 1 3 12 0 % App. Total 0 58.3 8.3 8.3 25 0 PHF .000 .583 .250 .250 .750 .600 .000 'eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Beams at 06:00 PM 1 5 10 52 3 1 66 11 59 0 1 71 12 59 4 1 76 _0 .000 3 0 17 0 20 0 0 ,. 6 3 33 84 8 0 11 0 19 0 0 11 4 0 15 55 4 1 20 0 25 0 0 16 10 0 26 92 11 0 9 0 20 0 0 20 5 0 25 77 26 1 57 0 84 0 0 71 25 3 99 308 31 1.2 67.9 0 0 0 71.7 25.3 3 591 .250 .713 .000 .840 .000 .000 .740 .625 .250 .750 .837 0 8 0 17 5 30 0 0 39 8 4 51 151 0 9 0 12 1 22 0 0 54 15 2 71 165 0 10 0 16 0 26 0 1 41 15 1 58 162 0 5 0 8 0 13 0 0 44 7 2 53 135 0 32 0 53 6 91 0 1 178 45 9 233 613 0 35.2 0 58.2 6.6 0 0.4 76.4 19.3 3.9 0 .800 .000 .779 .300 .758 000 .250 .824 .750 .563 .820 .929 06:00 PM 0 1 0 0 0 1 0 11 64 1 0 76 0 4 1 13 0 18 0 1 43 9 0 53 148 06:15 PM 0 1 1 1 0 3 0 12 50 4 2 66 0 9 0 14 1 24 0 1 43 12 1 57 152 06:30 PM 0 2 0 0 0 2 0 4 42 2 2 50 0 5 0 13 0 18 0 1 40 14 2 57 127 06:45 PM 0 1 0 0 0 1 0 15 59 1 0 75 0 4 0 15 0 19 0 0 35 11 2 48 143 otal Volume 0 5 1 1 0 7 0 42 215 8 4 269 0 22 1 55 1 79 0 3 161 46 5 215 570 App. Total 0 71.4 14.3 14.3 0 0 .000 15.6 .700 79.9 .840 3 .500 1.5 .500 .885 0 .000 27.8 .611 1.3 .250 69.6 .917 1.3 .250 .623 0 .000 1.4 .750 74.9 .936 21.4 .821 2.3 .625 .943 .938 PHF .000 .625 .250 .250 .000 .583 Traffic Impact Study D60 Spack Consulting Chanhassen Panera Development Site V iii■� Appendix D: Traffic Counts V1 Traffic Data Inc tarru earl W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 1 Groups Printed- Cars + - Trucks Parking Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right I Peds App. coal UTm Left Thru Right T Peds 1 App. Total UTm 1 Left I ThrurRight Peds App road UTm Left i Thru Right Pads App Total Int. Total 12:00 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 12:15AM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 1 0 1 0 0 0 0 0 0 4 12:30 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 1I 0 0 0 0 0 0 3 12.45 AM 0 0 0 0 0 0 0 1 0 _0 _ 0 1 i 0 0 0 0 0 00 0 0 0 0 0 -1 _ Total 0 0 0 0 0 0 0 8 0 0 0 8 1 0 0 0 2 0 2 0 0 0 0 0 0 10 01:00 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 01:15AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 01:30 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 1 0 0 0 0 1 1 4 01:45 AM _ 0 0 0 0 0 0 0_ 4 0 0 0 4 0 0_ 0 1 0 1 0 0 0 0 0 0 5_ Total 0 0 0 0 0 0 0 8 0 0 0 8 0 0 0 2 0 2 0 0 0 0 1 1 11 02:00 AM 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 02:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 02:45 AM + 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 0 0 0 2 Total 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 1 0 1 0 0 0 0 0 0 5 03:00 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4 03:15 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:30 AM 0 0 0 0 0 0 0 1 0 1 0 2 0 2 0 0 0 2 0 0 0 0 0 0 4 03:45AM 0_ 0 0_ 0 0 0 0 _3 0 0 03 0 _1 0 0 0 1 0 0_ 0 0 0 0 _ 4 Total 0 0 0 0 0 0 0 10 0 1 0 11 0 3 0 0 0 3 0 0 0 0 0 0 14 04:00 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 2 0 2 0 0 0 0 0 0 6 04:15 AM 0 0 0 0 0 0 0 5 0 1 0 6 0 0 0 1 0 1 0 0 0 0 0 0 7 04:30 AM 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 1 0 1 0 0 0 1 0 1 4 04:45 AM _ 0 0_ 0 0 0 0 0 8 0 0 0 8 0 _ _0 0 1 0 1 0 0 0 0_ _ 0_ 0 9 Total 0 0 0 0 0 0 0 18 0 2 0 20 0 0 0 5 0 5 0 0 0 1 0 1 26 05:00 AM 0 1 0 0 0 1 0 6 0 0 0 6 0 0 0 0 0 153 0 0 0 0 0 0 7 05:15 AM 0 0 0 0 0 0 0 16 0 0 0 16 0 0 0 1 0 0 0 0 0 0 0 17 05:30 AM 0 0 0 0 0 0 0 8 0 0 0 8 0 1 0 4 0 0 0 0 1 0 1 14 _ 05:45 AM_ _ 0 0 0 0 0 0 0 7 0 0 0 7 0 0 0_ 3 0 0 0 0 0 0 0 10 Total 0 1 0 0 0 1 0 37 0 0 0 37 0 1 0 8 0 0 0 0 1 0 1 48 06:00 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 4 0 4 0 0 0 0 0 0 8 06:15 AM 0 0 0 0 0 0 0 11 0 0 0 11 0 1 0 1 0 2 0 0 0 0 0 0 13 06:30 AM 0 0 0 0 0 0 0 14 0 0 0 14 0 0 0 5 0 5 0 0 0 0 0 0 19 06:45 AM 0 0 0 0 0 0 0 15 0 0 0_ 15 0 2 0 2 0 4 0 0 0 0 0 0 19 - — - -- Total 0 0 0 0 0 0 0 44 0 0 0 44 0 3 0 12 0 15 0 0 0 0 0 0 59 Traffic Impact Study D61 Spack Consulting Chanhassen Panera Development Site &-offig Appendix D: Traffic Counts Traffic Data Inc IAFf (oarw ll(. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ;hanhassen, MN Page No :2 _ Groups Printed- Cars + - Trucks Parking Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound _ _ Eastbound Start Time UTrn� Left Thru I Right Peds I App_Totai U_Trn I Left I Thru I Right 1 Peds I App Toni UTm 1 Left 1 Thru j Right I Peds 1 App Tow UTm I Left 1 -Thru Right Peds App. Total Int. Total 07:00 AM 0 0 0 0 0 0 0 11 0 0 0 11 0 2 0 9 0 11 0 0 0 1 0 1 23 07:15 AM 0 0 0 0 0 0 0 10 0 0 0 10 0 0 0 3 0 3 0 0 0 1 0 1 14 07:30 AM 0 0 0 0 0 0 0 8 0 0 0 8 0 3 0 2 0 5 0 1 0 1 0 2 15 07:45 AM 0 0 0 0 0 0 0 22 0 0 0 22 0 1 0 10 0 11 0 0_ 0 0 0 0 33 - Total 0 0 0 0 0 0 0 51 0 0 0 51 0 6 0 24 0 30 0 1 0 3 0 4 85 08:00 AM 0 0 0 1 0 1 0 18 0 1 0 19 0 1 0 5 0 6 0 0 0 0 0 0 26 08:15 AM 0 0 3 0 0 3 0 7 0 0 0 7 0 0 0 12 0 12 0 0 0 0 0 0 22 08:30 AM 0 1 0 0 0 1 0 11 0 3 0 14 0 1 0 6 0 7 0 0 0 0 0 0 22 08:45 AM _ 0 2 0 0 0 2 0 8 0 0_ 0 8 0 6 0 5_ 0 11 0 0 0 0 0 0 21 Total 0 3 3 1 0 7 0 44 0 4 0 48 0 8 0 28 0 36 0 0 0 0 0 0 91 09:00 AM 0 0 0 0 0 0 0 8 0 0 0 8 0 2 0 5 0 7 1 0 0 0 0 0 0 15 09:15 AM 0 0 0 0 0 0 0 11 0 0 0 11 0 2 0 5 0 7 0 0 0 0 0 0 18 09:30 AM 0 0 0 0 0 0 0 8 0 0 0 8 0 2 1 1 0 4 0 1 0 0 1 2 14 09:45 AM 0 0 0 0 0 0 0 4 0 1 0 5 1 4 0 6 0 11 0 0 00 0__ 0 16 Total 0 0 0 0 0 0 0 31 0 1 0 32 1 10 1 17 0 29 0 1 0 0 1 2 63 10:00 AM 0 1 0 2 0 3 0 7 0 2 1 10 0 1 0 4 1 6 0 0 0 0 0 0 19 10:15AM 0 0 0 1 0 1 0 4 0 1 1 6 0 1 0 8 0 9 0 1 0 0 0 1 17 10:30 AM 0 2 0 0 0 2 0 9 0 0 0 9 0 0 0 9 0 9 1 2 0 4 0 7 27 10A5AM I 0 1 0_ _ 0 0 1 0 9 0 1 0 10 0 1 0_ 80 9 0 1 0 3 0 4 24_ Total j 0 4 0 3 0 7 0 29 0 4 2 35 0 3 0 29 1 33 1 4 0 7 0 12 87 11:00 AM 0 1 0 1 1 3 0 5 0 1 0 6 0 3 0 5 0 8 0 0 0 1 0 1 18 11:15 AM 0 2 0 1 0 3 0 10 0 5 0 15 0 2 0 6 0 8 0 0 0 0 0 0 26 11:30 AM 0 4 0 0 0 4 0 6 0 2 0 8 0 3 0 4 0 7 0 0 0 0 0 0 19 1145 AM 0 0 0 3 1 4 0 12 0 6 0 18 0 0 0 2 1 3 0 2 0 0 0 2 27 Total 0 7 0 5 2 14 0 33 0 14 0 47 0 8 0 17 1 26 0 2 0 1 0 3 90 12:00 PM 0 3 0 0 0 3 0 10 0 0 0 10 0 3 0 8 2 13 0 0 0 1 0 1 27 12:15PM 0 2 0 0 0 2 0 11 0 0 0 11 0 2 1 9 0 12 0 0 0 0 0 0' 25 12:30 PM 0 1 0 2 2 5 0 14 0 0 0 14 0 1 0 7 0 8 0 1 0 1 0 2 29 12:45PM 0 0 0-__ _1 0 1 0 12 0 0 ___ _0 12 0 2 0 6 0_ 8 0 0 0 1 0 1 22 Total 0 6 0 3 2 11 0 47 0 0 0 47 0 8 1 30 2 41 0 1 0 3 0 4 103 01:00 PM 0 2 0 0 0 2 0 10 0 4 0 14 0 1 0 2 0 3 0 0 0 4 0 4 23 01:15PM 0 2 0 1 0 3 0 8 0 4 0 120 0 0 4 0 4 0 0 0 2 1 3 22 01:30 PM 0 3 0 0 0 3 0 18 0 4 0 22 0 0 0 4 0 4 0 0 0 1 0 1 30 01:45 PM 0 1 0 1 0 2 0 9 0 8 0 17 0 2 0 11 0 13 0 1 0 1 0 2 34 Total 0 8 0 2 0 10 0 45 0 20 0 65 0 3 0 21 0 24 0 1 0 8 1 10 109 Traffic Impact Study D62 Spack Consulting Chanhassen Panera Development Site Mmms Appendix D: Traffic Counts V1 Traffic Data Inc I c IM W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ;hanhassen, MN Page No :3 _ Groups Printed- Cars + - Trucks 79th Street Start Time UTrn Left ThruSouth bound Peds App rural Westbound - - -� - -Eastern Northbound Access - - Left I - Eastbound It9 Parkin Lot L 1 1 i I UTm 1 Left l Thru1 Right I Peds I App. Total UTm Left Thru 1 Right Peds l App Total UTm Left Thru Right Peds App Total Int. Total 02:00 PM l 0 4 0 2 1 7 0 16 0 3 0 19 0 2 0 8 0 10 0 1 0 0 1 2 38 02:15 PM 0 0 0 3 0 3 0 11 0 3 0 14 0 5 0 6 0 11 0 0 0 0 0 0 28 02:30 PM 0 0 0 1 2 3 0 5 0 3 0 8 1 1 0 3 0 5 0 1 0 1 0 2 18 02:45 PM 0 1 1 0 0 2 0 6 0 0 0 6 0_ 1 0 4 0 5 0 3 0 0 _ 0_ 3 16 Total 0 5 1 6 3 15 0 38 0 9 0 47 1 9 0 21 0 31 0 5 0 1 1 7 100 03:00 PM 0 1 0 1 0 2 0 9 0 1 0 10 0 0 0 6 0 6 0 1 0 0 0 1 19 03:15 PM 0 2 0 0 2 4 0 7 0 5 0 12 0 2 0 10 0 12 0 1 0 0 0 1 29 03:30 PM 0 3 0 2 0 5 0 10 0 4 0 14 0 0 0 2 0 2 0 0 0 1 2 3 24 03:45 PM 0 6 0 0 0 6 0 11 0 4_ 0_ 15 0 0 0 5 0 5 0 0 0 0_ 0_ 0 26_ Total 0 12 0 3 2 17 0 37 0 14 0 51 0 2 0 23 0 25 t 0 2 0 1 2 5 98 04:00 PM 0 0 0 1 0 1 0 13 0 1 0 14 0 7 1 7 0 15 1 0 0 0 2 0 2! 32 04:15 PM 0 0 0 1 0 1 0 8 0 2 0 10 0 4 0 10 0 14 0 1 0 2 0 3 I 28 04:30 PM 0 2 0 2 1 5 0 9 0 2 0 11 0 7 0 7 0 14 0 0 0 0 0 0 1 30 04:45 PM 0 3 0 0 0 -- 3 — 0 8 0 2 0 10 0 7 0 7 2 16 0 _ 0 0 0 __1 Total 0 5 0 4 1 10 0 38 0 7 0 45 0 25 1 31 2 59 0 1 0 4 1 6 120 05:00 PM 0 2 0 0 0 2 0 13 0 2 0 1t 0 5 0 8 0 13 0 0 0 1 0 1 31 05:15 PM 0 2 0 1 0 3 0 10 0 2 0 10 3 0 2 0 5 0 4 0 0 0 4 j 24 05:30 PM 0 5 1 2 0 8 0 5 0 2 0 0 6 0 70 10 2 0 0 0 2 30 05:45 PM 0 0 02 0 206 01004 0 1 0 5 0 0 0 1 0 1 15Total 0 9 1 5 0 15 0 34 0 7 0 40 18 0 18 0 36 0 6 0 2 0 8 100 06:00 PM 0 2 0 2 0 4 0 5 0 2 0 7 0 2 0 5 1 8 0 1 0 0 1 2 21 06:15 PM 0 2 0 0 0 2 0 10 0 0 0 10 0 1 0 7 0 8 0 1 0 1 0 2 22 06:30 PM 0 2 0 1 0 3 iI 0 12 0 4 0 18 0 4 0 4 0 8 0 1 0 0 0 1 28 06:45 PM 0 4_- 0 3 0 7 0 7 0 1 0 8 0 3 0 6 0_ 9 0 1 0 11 3 27 Total 0 10 0 6 0 16 0 34 0 7 0 41 0 10 0 22 1 33 0 4 0 2 2 8 98 07:00 PM 0 0 1 2 0 3 0 8 0 3 0 11 0 3 0 8 0 11 0 0 0 1 0 1 26 07:15 PM 0 3 0 0 2 5 0 6 0 0 0 6 0 3 0 11 0 14 0 1 0 0 2 3 28 07:30 PM 0 1 0 0 0 1 0 13 0 2 0 15� 0 0 0 3 0 3 0 2 0 0 0 2 21 07:45 PM 0 3 0 1 0 4 0 5 0 0 0 5 0 3 0_ 1 0_ 4 0 0_ 0 1 0 _ 1 14_ Total 0 7 1 3 2 13 0 32 0 5 0 37 0 9 0 23 0 32 0 3 0 2 2 7 89 08:00 PM 0 1 0 1 0 2 0 11 0 3 0 14 0 1 0 4 0 5 0 1 0 1 0 2 23 08:15 PM 0 2 0 0 0 2 0 10 0 1 0 11 0 1 0 4 0 5 0 0 0 0 0 0 18 08:30 PM 0 2 0 0 0 2 0 13 0 1 0 14 0 1 0 1 0 2 0 0 0 1 0 1 19 08:45 PM 0 0 0 0 0 0 0 4 0 _0 _ 0 4 0 1 0 1 0 2 0 0 0 0_ 0 0 6 Total 0 5 0 1 0 6 0 38 0 5 0 43 0 4 0 10 0 14 0 1 0 2 0 3 66 Traffic Impact Study D63 Spack Consulting Chanhassen Panera Development Site w mi Appendix D: Traffic Counts V j Traffic Data Inc tarp!( DATA lm(. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 4 Groups Printed- Cars + - Trucks Parking Lot 79th Street Eastern Gas Station Access 79th Street Souhbound Westbound Northbound Eastbound _ Start Time UTm Left Thru Right Pads App. Tom UTm Left Thru Right Peds App. Tom UTrn Left Thru Right Peds App. Tom UTm Left Thru Right Peds App. Tom Int. Total 09:00 PM 0 0 0 0 0 0 0 7 0 0 0 7 0 0 0 2 0 2 0 0 0 0 1 1 10 09:15 PM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 3 0 3 0 0 0 0 0 0 8 09:30 PM 0 0 0 0 0 0 0 7 0 0 0 7 0 0 0 3 2 5 0 0 0 0 0 0 12 09:45 PM 0 0 0 0 0 Ol 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 1 0 1 6 Total 0 0 0 0 0 01 0 24 0 0 0 24 0 0 0 8 2 10 0 0 0 1 1 2 36 10:00 PM 0 0 0 0 1 1 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 6 10:15PM 0 0 0 0 1 1 0 13 0 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 14 10:30PM 0 0 0 0 0 0 0 4 0 0 1 5 0 0 0 2 0 2 0 0 0 0 0 0 7 10:45PM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 1 0 1 0 0 0 0 0_ 0 3 Total 0 0 0 0 2 2 0 24 0 0 1 25 0 0 6 3 0 3 0 0 0 0 0 0 30 11:00 PM 0 0 0 0 0 0 0 7 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 7 11:15PM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 2 0 2 0 0 0 0 0 0 5 11:30 PM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 11:45 PM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 1 0 1 0 0 0 0 0 0 4 Total 0 0 0 0 0 6 0 16 0 0 0 18 0 0 0 3 0 3 0 0 0 0 0 0 19 Grand Total 0 82 6 42 14 144 0 724 0 100 3 827 2 130 3 358 9 502 1 32 0 39 12 84 1557 Apprch % 0 56.9 4.2 29.2 9.7 0 87.5 0 12.1 0.4 0.4 25.9 0.6 71.3 1.8 1.2 38.1 0 46.4 14.3 Total % 0 5.3 0.4 2.7 0.9 9.2 0 46.6 0 6.4 0.2 53.1 0.1 _ 8.3 0.2 23 0.6 32.2 0.1 2.1 0 2.5 0.8 5.4 Cars + 0 82 6 41 14 143 0 706 0 100 3 809 2 121 2 346 9 480 1 31 0 37 12 81 1513 % Cars + 0 100 100 97.6 100 99.3 0 97.5 0 100 100 97.8 100 93.1 66.7 96.6 100 95.6 100 96.9 0 94.9 100 96.4 97.2 Trucks 0 0 0 1 0 1 0 18 0 0 0 18 0 9 1 12 0 22 0 1 0 2 0 3 44 % Trucks 0 0 0 2.4 0 0.7 0 2.5 0 0 0 2.2 0 6.9 33.3 3.4 0 4.4 0 3.1 0 5.1 0 3.6 2.8 Traffic Impact Study D64 Spack Consulting Chanhassen Panera Development Site * Appendix D: Traffic Counts 00 Vf Traffic Data Inc tlrfJ( OAN IK PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ,hanhassen, MN Page No : 5 arking Lol �o0 ^ out In Tolai 133 143 276 2F- 1 3 0 1 135 144 279 o 41 8 82 0 14 1 0 0 0 0 421 61 01 14 0 RI Ttxu Left UTrn Pods 1 Es 58og �CY o Ap ram J � t�Ofltl �.. _.. O N OD 5. O O O V �? a ao `Q a� o 0 0 10/24/201 j 12.00 AM — -► 10/24/2017 11.45 PM r A—" �a L� Carst D 4� Trucks �3 4 � 00o w W�4 m a Lwow 4-1 I F+ ° ? UTrn Left Ttru Ri td Peds O 2 121 2 346 9 �' 0 9 1 12 0 01 21 1301 3 3581 8 A' o �o 749 480 1229 769 502 1271 Out In Tolal O� E =&. N Traffic Impact Study D65 Spack Consulting Chanhassen Panera Development Site w mli Appendix D: Traffic Counts V1 Traffic Data Inc t�fnr o�r� INc. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-24-1 Site Code : 1 '9th St & Far East Access Start Date : 10/24/2017 ;hanhassen, MN Page No : 6 Parking Lot 79th Street Eastern Gas Station Access i 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn Left Thru Right Peds App Total UTrn Left Thru Right Peds App Tot.l UTrn Le�hru Right Peds App.Total UTrn Left Thru i Right Peds App.Total Int. Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at i AM 07:45 AM 0 0 0 0 0 0 0 n 0 0 0 0 0 10 0 11 0 0 0 0 0 0 „ 08:00 AM 0 0 0 1 0 1 0 18 0 1 0 19 0 1 0 5 0 6 0 0 0 0 0 0 26 08:15 AM 0 0 3 0 0 3 0 7 0 0 0 7 0 0 0 12 0 12 0 0 0 0 0 0 22 08:30 AM 0 1 0 0 0 1 0 11 0 3 0 14 0 1 0 6 0 7 0 0 0 0 0 0 22 Total Volume 0 1 3 1 0 5 0 56 0 4 0 62 0 3 0 33 0 36 0 0 0 0 0 0 103 % App. Total 0 20 60 20 0 0 93.5 0 6.5 0 0 8.3 0 91.7 0 0 0 0 0 0 PHF 1 .000 .250 .250 .250 .000 .417 .000 .659 .000 .333 .000 .705 .000 .750 .000 .688 .000 .750 .000 .000 .000 .000 .000 .000 .780 'eak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 'eak Hour for Entire Intersection Begins at 01:00 PM 01:00 PM 0 2 0 0 0 2 01:15PM 0 2 0 1 0 3 01:30 PM 0 3 0 0 0 3 01:45 PM 0 1 0 1 0 2 Total Volume 0 8 0 2 0 10 %App. Total 0 80 0 20 0 PHF .000 .667 .000 .500 .000 .833 'eak Hour Analysis From 02:00 PM to 1 1:45 PM - Peak 1 of 1 Iaak Hnur fnr Fntire lntArSACtlnn Ranina at n4 nn PM 0 10 0 4 0 14 0 1 0 2 0 3 0 0 0 4 0 4 23 0 8 0 4 0 12 0 0 0 4 0 4 0 0 0 2 1 3 22 0 18 0 4 0 22 0 0 0 4 0 4 0 0 0 1 0 1 30 0 9 0 a 0 17 0 2 0 11 0 13 0 1 0 1 0 2 34 0 45 0 20 0 65 0 3 0 21 0 24 0 1 0 8 1 10 109 0 69.2 0 30.8 0 0 12.5 0 87.5 0 0 10 0 80 10 0 .625 .000 .625 .000 .739 .000 .375 .000 .477 .000 .462 .000 .250 .000 _ .500 .250 .625 .801 04:00 PM 0 0 0 1 0 1 0 13 0 1 0 14 0 7 1 7 0 15 0 0 0 2 0 2 32 04:15 PM 0 0 0 1 0 1 0 8 0 2 0 10 0 4 0 10 0 14 0 1 0 2 0 3 28 04:30 PM 0 2 0 2 1 5 0 9 0 2 0 11 0 7 0 7 0 14 0 0 0 0 0 0 30 04:45 PM 0 3 0 0 0 3 0 8 0 2 0 10 0 7 0 7 2 16 0 0 0 0 1 1 30 Total Volume 0 5 0 4 1 10 0 38 0 7 0 45 0 25 1 31 2 59 0 1 0 4 1 6 120 % App. Total 0 50 0 40 10 0 84.4 0 15.6 0 0 42.4 1.7 62.5 3.4 0 16.7 0 66.7 16.7 PHF 000 .417 .000 .500 .250 .500 .0 00 .731 .000 .875 .000 .804 .000 .893 .250 .775 .250 .922 .000 .250 .000 .500 .250 .500 .938 Traffic Impact Study D66 Spack Consulting Chanhassen Panera Development Site w i,l, Appendix D: Traffic Counts Y1 Traffic Data Inc IAFFI( Ilrl INC. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 '9th St & Far East Access Start Date : 10/25/2017 ;hanhassen, MN Page No : 1 Groups Printed- Cars + --Trucks - Parkng Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn� Left] Thru Right] Peds App. Total UTm Left Thru 1 Right I Peds App, Tom UTm Left Thru I Right Peds App. Iota, UTmj_ Left 1 Thru I Right I Peds 1 App Total Int. Total 12:00AM' 0 0 0 0 0 0 0 a 0 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4' 12:15AM 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 2 0 2 0 0 0 0 0 0 5 12:30 AM I 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 12.45AM f 0 0 0 0 0 0 0 3 0 0 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 3_ Total 0 0 0 0 0 0 0 12 0 0 0 12 1 0 0 0 2 0 21 0 0 0 0 0 01 14 01:00 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 2 0 2 0 0 0 0 0 0 6 01:15AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01:30 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 0 0 0 0 0 0 1 0 1 5 01:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 _ 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 0 0 8 0 0 0 8 0 0 0 2 0 2 0 0 0 1 0 1 11 02:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:15 AM 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 02:30 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 02:45 AM 0 0 0 0 0 0 0 2 0 0 02 0 0 0 0 0 0 0 0 0 0 0 02_ Total 0 0 0 0 0 0 0 5 0 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0 6 03:00 AM 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:15 AM 0 0 0 0 0 0 0 6 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 6 03:30 AM 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 03:45 AM . 0 0 0 0 0 0___ 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 0 0_ 0 _2_-_ Total 0 0• 0 0 0 0 0 10 0 1 0 11 0 1 0 0 0 1 0 0 0 0 0 0 1 12 04:00 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 0 0 2 0 2 0 0 0 0 0 0 6 04:15 AM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 1 0 1 0 0 0 1 0 1 7 04:30 AM 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 1 0 2 0 0 0 0 0 0 6 04:45 AM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 1 0 1 0 0_ 0 0 0 0_ _ 6 Total . 0 0 0 0 0 0 0 18 0 0 0 18 0 1 0 5 0 6 0 0 0 1 0 1 25 05:00 AM 0 0 0 0 0 0 0 9 0 0 0 9 0 0 0 1 0 1 0 0 0 0 0 0 10 05:15 AM 0 1 0 0 0 1 0 10 0 0 0 10 0 0 0 1 0 1 0 0 0 0 0 0 12 05:45 AM 0 2 0 0 0 2 0 46 0 0 0 46 0 2 0 6 0 8' 0 0 0 0 0 0 13 0 0 0 0 0 0 0 10 0 0 0 10 0 1 0 2 0 3 05:45 AM _ 0 1 0 0 0 t0 17 0 0_ 0 17 -0 1 0 2 0 3 1 0 0 __ 0 0 0 0 21 Total 0 0 0 0 0 0 56 06:00 AM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 0 0 0 0 0 0 1 0 1 6 06:15 AM 0 0 0 0 0 0 0 10 0 0 0 10 0 0 0 1 0 1 0 0 0 0 0 0 11 06:30 AM 0 0 0 0 0 0 0 11 0 0 0 11 0 0 0 4 0 4 0 0 0 0 0 0 15 06:45 AM 0 0 0 0 0 _0 0 8 0 0_0 8 0 0 0 2 0 2 0 0 0 2 0 2_ 12 - - ----- - Total 0 0 0 0 0 0 0 34 0 0 0 34 0 0 0 7 0 7 0 0 0 3 0 3 44 Traffic Impact Study D67 Spack Consulting Chanhassen Panera Development Site Appendix D: Traffic Counts Iwai Traffic Data Inc rArrit oars IK PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 '9th St & Far East Access Start Date : 10/25/2017 ',hanhassen, MN Page No :2 _ Groups Printed- Cars + - Trucks Parkng Lot 79th Street Eastern Gas Station Access 79th Street Southbo_ gnd Westbound ._ NorthboundRight Eastbound Sta Ti UTrnLeo ThruRight PedApp To0 UTm Leftl_ T_] Right Pedss App. T8UTmLeft Thoj j Pedss Tw UTm Left Thru Right Peds App Total Int. Total 07AM o o oc Booc8 0 0oo 1 17 07:15 AM 0 0 0 0 1 1 0 9 0 0 0 9 0 2 0 6 0 8 0 0 0 0 2 2 20 07:30 AM 0 0 0 0 0 0 0 11 0 0 0 11 0 2 0 7 0 9 0 0 0 0 0 0 20 07:45 AM 0 0 0 0 0 0 0 _ 10 _0 0 1 11 0 2 0 5 0 7 0 _0 0 0 1 1 19 Total 0 0 0 0 1 1 0 38 0 0 1 39 0 7 0 25 0 32 0 0 0 1 3 4 76 08:00 AM 0 0 0 1 0 1 0 8 0 0 0 8 0 2 0 7 0 9 0 0 0 0 1 1 19 08:15 AM 0 1 0 0 0 1 0 8 0 1 0 9 0 1 0 7 0 8 0 0 0 1 0 1 19 08:30 AM 0 1 0 1 0 2 0 8 0 2 0 10 0 3 0 3 0 6 0 1 0 0 0 1 19 08:45 AM 0 0 0 1 0 1 0 6 0 3 0 9 0 5 _ 0 8 0 13 0 _0_ 0 0 0 0 23 Total 0 2 0 3 0 5 0 30 0 6 0 36 0 11 0 25 0 36 0 1 0 1 1 3 80 09:00 AM 0 2 0 0 0 2 0 10 0 0 0 10 0 1 0 5 0 6 0 0 0 1 0 1 19 09:15 AM 0 0 0 0 0 0 0 5 0 1 0 6 0 1 0 7 0 8 0 0 0 1 0 1 15 09:30 AM 0 3 0 0 0 3 0 6 0 2 0 8 0 0 0 3 1 4 0 0 0 2 0 2 17 09:45 AM 0 2_ 0 0 1 3 0 19 0 3 1 23 _ 0 3 0 7 0 _ 10 0 0 0 2 0 2_ 38_ Total 0 7 0 0 1 8 0 40 0 6 1 47 0 5 0 22 1 28 0 0 0 6 0 6 89 10:00 AM 0 2 0 0 0 2 0 5 0 5 0 10 0 1 0 6 0 7 0 0 0 1 1 2 21 10:15 AM 0 3 0 0 0 3 0 6 0 5 0 11 0 3 0 1 0 4 0 0 0 2 0 2 20 10:30AM 0 2 0 2 0 4 0 6 0 0 0 6 0 3 0 7 0 10 0 0 0 1 0 1 21 10:45AM 0 0 0_ 1 3 4 0 7 0 2 0 9 0 2 0 5 1 8 0 0 0_ 0 0 0 _ 21 Total 0 7 0 3 3 13 0 24 0 12 0 36 0 9 0 19 1 29 0 0 0 4 1 5 83 11:00 AM 0 1 0 2 0 3 0 10 0 2 0 12 0 1 0 4 0 5 0 1 0 0 0 1 21 11:15 AM 0 2 0 0 0 2 0 7 0 4 1 12 0 4 1 2 0 7 0 0 0 2 1 3 24 11:30 AM 0 5 0 2 0 7 0 10 0 4 2 16 0 1 0 7 0 8 0 0 0 1 1 2 33 — 3 11:45 AM 0 1 0 0 2 3 0 8 0 0 0 8 0 6 0 13 1 20 0 0 0 1 2 34 Total 0 9 0 4 2 15, 0 35 0 10 3 48 0 12 1 26 1 40 0 1 0 4 4 9 112 12:00 PM 0 1 0 2 2 5 0 9 0 2 1 12 0 0 0 4 5 9 0 0 0 1 0 1 27 12:15PM 0 2 0 1 1 4 0 10 0 1 0 11 0 6 0 4 1 11 0 0 0 0 0 0 26 12:30 PM 0 1 0 0 0 1 0 9 0 5 0 14 0 4 0 12 0 16 0 0 0 0 0 0 31 12:45 PM 0 3 _0__2 0 5_0_ __7 0 2 1 10 0 2 0 8 1 11 0 0 _ 0 1 1 _ 2 28 Total 0 7 0 5 3 15 0 35 0 10 2 47 0 12 0 28 7 47 0 0 0 2 1 3 112 01:00 PM 0 0 0 1 0 1 0 7 0 2 0 9 0 5 0 6 1 12 0 0 0 2 0 2 24 01:15PM 0 2 0 1 0 3 0 3 0 2 0 5 0 1 0 4 0 5 0 0 0 1 0 1 14 01:30 PM 0 2 1 2 3 8 0 7 0 5 0 12 0 3 0 5 1 9 0 2 0 0 0 2 31 01:45 PM 0 2 0 1 0 3 0 6 0 1 0 7 0 3 0 2 0 5 0 0 0 0 0 0 15_ Total 0 6 1 5 3 15 0 23 0 10 0 33 0 12 0 17 2 31 0 2 0 3 0 5 84 Traffic Impact Study D68 Spack Consulting Chanhassen Panera Development Site �� Appendix D: Traffic Counts Y� Traffic Data Inc1wM of►►r o�r� nrc, PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 '9th St & Far East Access Start Date : 10/25/2017 ',hanhassen, MN Page No :3 Groups Printed- Cars + - Trucks Parkng Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTrn L _Left �ru I RightLPeds App. T.M UTm�LeftLTh� Right Peds Avp ro�i UTM I Lefti—Thru Right Peds npp. roue UTrn_I Left I Thru I Right Pe npp. Toul Int.Total 02:00 PM 0 0 0 0 0 0 0 9 0 1 0 10 0 0 0 3 0 3 0 0 0 1 0 1 14 02:15 PM 0 1 0 0 0 1 0 4 0 6 0 10 0 3 1 6 0 10 0 0 0 3 0 3 24 02:30 PM 0 4 0 3 1 8 0 9 0 0 0 9 0 1 0 9 3 13 0 1 0 1 0 2 32 02:45 PM_ 0 2 0 _1 0 3 0 4 0 4 0 8 0 3 0 10 0 13 _ ____0 0 0 0 0 _0 _ 24 Total 0 7 0 4 1 12 0 26 0 11 0 37 0 7 1 28 3 39 0 1 0 5 0 6 94 03:00 PM 0 5 1 1 0 7 0 7 0 2 0 9 0 1 0 6 0 7 0 0 0 0 0 0 23 03:15 PM 0 1 0 1 0 2 0 8 0 2 1 11 0 7 0 3 2 12 0 0 0 0 1 1 26 03:30 PM 0 1 0 3 0 4 0 6 0 3 1 10 0 3 0 8 0 11 0 1 0 2 1 4 29 03:45 PM 0 0 0 1 0 1 0 7 0 1 0_ 8 0 5_ 0 6 2 13 0 0 0 0 0 _ 0 22 Total 0 7 1 6 0 14 0 28 0 8 2 38�0 16 0 23 4 43 0 1 0 2 2 5 100 04:00 PM 1 0 2 0 2 0 4 0 9 0 4 2 15 0 2 0 11 0 13 0 2 0 0 0 2 34 04:15 PM 0 0 0 2 0 2 0 11 0 0 0 11 0 2 0 6 0 8 0 0 0 0 0 0 21 04:30 PM 0 1 0 2 1 4 0 10 0 5 0 15 0 5 0 7 0 12 0 0 0 1 0 11 32 04:45 PM 0 4 0 3 2 9 0 8 0 2 0 10 __0 3 0 7 1 11 0 1 0 1 0 2 32 Total 0 7 0 9 3 19 0 38 0 11 2 51 0 12 0 31 1 44 0 3 0 2 0 5 119 05:00 PM 0 0 0 3 0 3 0 9 0 3 0 12 0 5 0 12 0 17 0 0 0 0 0 0 32 05:15 PM 0 0 0 1 1 2 0 9 0 1 0 10 0 7 0 6 0 13 0 0 0 1 2 3 28 05:30 PM 0 3 0 0 3 6 0 12 0 3 0 15 0 3 0 9 1 13 0 0 0 1 1 2 36 05:45 PM _0 2 0 2 0 4 0 11 0 3 0 14 0 2 _ _05_ 0 7 0 0 0 0 0 _ 0 25 Total 0 5 0 6 4 15 0 41 0 10 0 51 0 17 0 32 1 50 0 0 0 2 3 5 121 06:00 PM 0 4 0 2 0 6 0 10 0 4 0 14 0 3 0 8 0 11 0 0 0 0 0 0 1 31 06:15 PM 0 0 0 0 0 0 0 4 0 0 0 4 0 4 0 10 0 14 0 0 0 1 0 1 19 06:30 PM 0 3 0 3 0 6 0 9 0 2 0 11 0 1 1 10 0 12 0 0 0 0 0 0 29 06:45PM 0 3 0 1 _0 4 0 12 0 4 0_ __16 0_ 4 0 7 _ 0 11 0 0 0 0_ _ -0 - 0 31_ Total 0 10 0 6 0 16 0 35 0 10 0 45 0 12 1 35 0 48 0 0 0 1 0 1 110 07:00 PM 0 4 1 0 0 5 0 6 0 6 0 12 0 6 0 12 0 18 0 0 0 1 0 1 36 07:15 PM 0 5 0 3 0 8 0 10 0 3 0 13 0 4 1 7 0 12 0 0 0 1 0 1 34 07:30 PM 0 2 0 1 0 3 0 13 0 0 0 13 0 3 0 6 0 9 0 0 0 1 0 1 26 07:45 PM 0 0 0 0 0 0 0 9 0 1 0 _ _ 10 02 0 5 0 70 0 0 0_ 0 0 17 Total 0 11 1 4 0 16 1 0 38 0 10 0 48 0 15 1 30 0 46 0 0 0 3 0 3 113 08:00 PM 0 1 0 0 0 1 0 4 0 1 0 5 0 3 0 6 0 9 0 0 0 0 0 0 15 08:15 PM 0 1 1 0 0 2 0 8 0 1 0 9 0 2 0 2 0 4 0 0 0 0 0 0 15 08:30 PM 0 3 0 0 1 4 0 7 0 0 0 7 0 0 0 4 0 4 0 2 0 1 0 3 18 08:45 PM 0 0 _ 0_0 2 2 _ 0 8 0 0 0 8 0 _ _2 0 3 1 6 _ 0 0 0 1 0 1 17 _ Total 1 0 5 1 0 3 9 0 27 0 2 0 29 0 7 0 15 1 23 0 2 0 2 0 4 65 Traffic Impact Study D69 Spack Consulting Chanhassen Panera Development Site wai Appendix D: Traffic Counts Traffic Data Inc 1AF f DATA W. PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 '9th St & Far East Access Start Date : 10/25/2017 ',hanhassen, MN Page No :4 Groups Printed- Cars + - Trucks Parkng Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound Eastbound _ Start Time UTrn Left Thru 1 Right PedS App Total UTm Left Thru Right Peds App. Taal UTrn I Left Thru I Right I Peds LApp. Tom UTrn I Len 1 Thru 1 Right Peds App rotas Int. Total 09:00 PM 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 2 0 3 0 0 0 0 0 0 7 09:15 PM 0 0 0 0 0 0 0 7 0 0 0 7 0 1 0 2 0 3 0 0 0 0 0 0 10 09:30 PM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 1 1 2 0 0 0 1 0 1 8 09:45 PM 0 0 0 0 0 0 _ 0 6 0_ _ 0_ _ 0_ 6 0 1 0 1 0 2 0_ 0 0 0_ 0 0 8_ Total 0 0 0 0 0 0 0 22 0 0 0 22 0 3 0 6 1 10 0 0 0 1 0 1 33 10:00 PM 0 0 0 0 0 0 0 2 0 0 1 3 0 0 0 1 1 2 0 0 0 0 1 1 6 10:15PM 0 0 0 0 0 0 0 10 0 0 0 10 0 0 0 2 0 2 0 0 0 0 0 0 12 10:30 PM 0 0 0 0 0 0 0 5 0 0 0 5 0 0 0 2 0 2 0 0 0 0 0 0 7 10:45 PM 0 0 0 0 0 0 0 4 0 0 1 5 _ 0 0 0 1_ 0 1 0 0 0 0 0 0 6 - Total 0- -0 0- -0 0- -0 0 21 0 0 2 23 0 0 0 - 6 1 7 0- - 0 0 0 1 1 31 11:00 PM 0 0 0 0 0 0 0 4 0 0 0 4 0 1 0 1 0 2 0 0 0 0 0 0 6 11:15PM 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 1 0 2 0 0 0 0 0 0 3 11:30 PM 0 0 0 0 1 1 0 3 0 0 0 3 0 0 0 0 0 0 0 0 0 0 1 1 5 11:45 PM 0 0 0 0 0 00 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1_ Total 0 0 0 0 1 1 0 9 0 0 0 9 0 2 0 2 0 4 0 0 0 0 1 1 15 Grand Total 0 92 4 55 25 176 0 643 0 118 13 774 0 163 4 392 24 583 0 11 0 44 17 72 1605 Apprch % 0 52.3 2.3 31.2 14.2 0 83.1 0 15.2 1.7 0 28 0.7 67.2 4.1 0 15.3 0 61.1 23.6 Total % 0 5.7 0.2 3.4 1.6 _ 11 0 40.1 0 7.4 0.8 48.2 0 10.2 0.2 24.4 1.5 36.3 0 0.7 0 _2.7 1.1 4.5 Cars + 0 92 4 54 22 172 0 625 0 117 13 755 0 157 4 372 22 555 0 11 0 39 17 67 1549 % Cars + 0 100 100 98.2 88 97.7 0 97.2 0 99.2 100 97.5 0 96.3 100 94.9 91.7 95.2 0 100 0 88.6 100 93.1 96.5 Trucks 0 0 0 1 3 4 0 18 0 1 0 19 0 6 0 20 2 28 0 0 0 5 0 5 56 Trucks 0 0 0 1.8 12 2.3 0 2.8 0 0.8 0 2.5 0 3.7 0 5.1 8.3 4.8 0 0 0 11.4 0 6.9 3.5 Traffic Impact Study D70 Spack Consulting Chanhassen Panera Development Site A, -M=I Appendix D: Traffic Counts Of Ul Traffic Data Inc ►a�nc flirt iNc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 '9th St & Far East Access Start Date : 10/25/2017 ;hanhassen, MN Page No - 5 ar ng Lot Out In I otal 132 172 304 1 4 5 ° 4, 0 133 309 O`., O 54 ° 4 92 0 22 1 0 0 0 3 55 4 92 0 25 ° Right Thru Left UTm Peds 000 N p North 4 0 10/25/201 12:00 AM _ 2� 10/25/201 11:45 PM Cars* OD iX A W (7i PW F7WyL N N Trucks �3 O 0 0 N N Q C wow gl 4-1 I r 0 ° UTm Left Thru Right Pads O 0 157 4 372 22 �� 0 6 0 20 2 ° 0 163 4 392 24 /� o 10 ° 666 555 1223 23 _ 28 51 p� 691 583 1274 Out In Total Fastern Gas Station Arress Traffic Impact Study D71 Spack Consulting Chanhassen Panera Development Site ;U1 Ufflf DATA INL '9th St & Far East Access ;hanhassen, MN Appendix D- Traffic Counts Traffic Data Inc PO Box 16269 St. Louis Park, MN 55416 File Name : Count Sheet - 6 - 79th St & Far East Access, 10-25-1 Site Code : 1 Start Date : 10/25/2017 Page No : 6 Parkng Lot 79th Street Eastern Gas Station Access 79th Street Southbound Westbound Northbound Eastbound Start Time UTm Left Thru Right I Pads App. Total ; UTrn Left Thru Right Peds App. Ta.l UTrn Lett Thru Right Peds App. Tdal UTm Left Thru Right Peds All, Total Int. Total eak Hour Analysis From 12:00 AM to 09:45 AM - Peak 1 of 1 eak Hour for Entire Intersection Begins at 09:00 AM 09:00 AM 0 2 0 0 0 2 0 10 0 0 0 10 0 1 0 5 0 8 0 0 0 1 0 1 19 09:15 AM 0 0 0 0 0 0 0 5 0 1 0 6 0 1 0 7 0 8 0 0 0 1 0 1 15 09:30 AM 0 a 0 0 0 3 0 6 0 2 0 8 0 0 0 3 1 4 0 0 0 2 0 2 17 09:45 AM 0 2 0 0 1 3 0 19 0 3 1 23 0 3 0 7 0 10 0 0 0 2 0 2 38 TotaIV olume 0 7 0 0 1 8 0 40 0 6 1 47 6 5 0 22 1 28 0 0 0 6 0 6 89 'k �P. Total 0 87.5 0 0 12.5 0 85.1 0 12.8 2.1 0 17.9 0 78.6 3.6 0 0 0 100 0 PHF .000 .583 .000 .000 .250 .667 000 .526 .000 .500 .250 .511 .000 .417 .000 .786 .250 .700 .000 .000 .000 .750 .000 .750 .586_ leak Hour Analysis From 10:00 AM to 01:45 PM - Peak 1 of 1 ,ask Hour for Entire Intersection Begins at 11:30 AM 11:30 AM 0 5 0 2 0 7 0 10 0 4 2 16 0 1 0 7 0 8 0 0 0 1 1 2 33 11:45 AM 0 1 0 0 2 3 0 8 0 0 0 8 0 6 0 13 1 20 0 0 0 1 2 3 34 12:00 PM 0 1 0 2 2 5 0 9 0 2 1 12 0 0 0 4 5 9 0 0 0 1 0 1 27 12:15PM 0 2 0 1 1 4 0 10 0 1 0 11 0 6 0 4 1 11 0 0 0 0 0 0 26 Total Volume _ 0 9 0 5 5 19 0 37 0 7 3 47 0 13 0 28 7 48 0 0 0 3 3 6 120 *App. Total 0 47.4 0 26.3 26.3 0 78.7 0 14.9 6.4 0 27.1 0 58.3 14.6 0 0 0 50 50 PHF 000 .450 .000 .625 .625 .679 .000 .925 .000 .438 .375 .734 .000 .542 .000 .538 .350 .600 .000 .000 .000 .750 .375 .500 .882 ,eak Hour Analysis From 02:00 PM to 11:45 PM - Peak 1 of 1 I004 Wnur fnr Pnfim Inforear4inn Ronine of rta•sn PM 06:30 PM 0 3 0 3 0 6 0 9 0 2 0 11 0 1 1 10 0 12 0 0 0 0 0 0 29 06:45 PM 0 3 0 1 0 4 0 12 0 4 0 16 0 4 0 7 0 11 0 0 0 0 0 0 31 07:00 PM 0 4 1 0 0 5 0 6 0 6 0 12 0 6 0 12 0 16 0 0 0 1 0 1 36 07:15 PM 0 5 0 3 0 a 0 10 0 3 0 13 0 4 1 7 0 12 0 0 0 1 0 1 34 Total Volume 0 15 1 7 0 23 0 37 0 15 0 52 0 15 2 36 0 53 0 0 0 2 0 2 130 % App. Total 0 65.2 4.3 30.4 0 0 71.2 0 28.8 0 0 28.3 3.8 67.9 0 0 0 0 100 0 PHF 1 .000 .750 .250 .583 .000 .719 .000 .771 .000 .625 .000 .813 .000 .625 .500 .750 .000 .736 .000 .000 .000 .500 .000 .500 .903 Traffic Impact Study D72 Spack Consulting Chanhassen Panera Development Site Appendix E: Trip Generation Table • . CONSULTING Table E1 ENGINEERING TRAFFIC FORWARD Trip Generation Table Weekday Daily Volumes LAND USE ITE CODE# DEVELOPMENT UNITS QUANTITY DAILY RATE ENTER PERCENT EXIT PERCENT PASSBY PERCENT PASSBY TRIPS NEW TRIPS ENTER EXIT Fast -Food Restaurant with Drive -Through 934 KSG 4.5 470 95 t01 50% Window 49% 1,027 534 534 1,027 534 534 Total AM Peak Volumes LAND USE ITE CODE N DEVELOPMENT UNITS QUANTITY PEAK ENTER EXIT � PASSBY PASS BY RATE PERCENT PERCENT PERCENT. TRIPS NEW TRIPS ENTER EXIT Fast -Food Res:auran: wi h Drive -Through Window 934 KSF 4.5 40.19 51% 49% 49% 88 47 45 Total 88 47 4S PM Peak Volumes LAND USE ITE DEVELOPMENT CODE N UNITS QUANTITY PEAK RATE ENTER EXIT PASSBY PASSBY PERCENT PERCENT PERCENT TRIPS NEW TRIPS ENTER I EXIT ras[-Food Restawant with Dnve-Through Window 934 KSG 4.5 32.67 50% 50% 49% 71 37 37 Total 71 37 37 NOTES: 1. All trip generation rates based on "Trip Generation". Institutef Transportation Engineers, 10th Edition unless otherwise noted. 2. A.M. Trip Generation is for the peak hour of adjacent street traffic (one hour between 7 and 9 a.m.). 3. P.M. Trip Generation is for the peak hour of adjacent street traffic (one hour between 4 and 6 p.m.). Traffic Impact Study E1 Spack Consulting Chanhassen Panera Development Site Appendix F: Peak Hour Volumes on CONSULTING ��++} Peak Figure F11 ENGINEERING TRAFFICFOa:;a:.:(. Existing 1 eak Hour Volumes \ jR= / WV Fos �D J, AM Peak Hour PM Peak Hour r / J1`. 2 J ,2 2,0 277 2 35 Traffic Impact Study F1 Spack Consulting Chanhassen Panera Development Site Appendix F: Peak Hour Volumes Figure F2 m CONSULTING ENGINEERING TRAFFIC FORWARD No -Build Peak Hour Volumes J 2 2 122 r 2 AM Peak Hour �i 131 46 PM Peak Hour 22 22 2 35 r Traffic Impact Study F2 Chanhassen Panera Development Site upP \ Spack Consulting Appendix F: Peak Hour Volumes ' CONSULTING Figure F3 ENGINEERING TRAFFIC FOG:. :. I-;: Build Peak Hour Volumes } F"-$� \ :1`. 49 l 9 16) 2 AM Peak Hour s SS PM Peak Hour 9 471 3 %1 Traffic Impact Study F3 Spack Consulting Chanhassen Panera Development Site t1)J�JCI IUIX r. LCVCI UI JCI VlUt:C kLVJ) • • CONSULTING ciesearch Brief — Volume No. 3 Level of Service (LOS) Common Factors Traffic can be a hard thing to quantity as everyone has a different tolerance for congestion. What seems excessively long to one person may seem good enough for another. These differences are readily apparent when comparing small towns or rural areas, where five cars an hour can be the norm, to big cities or downtowns, where less than hundred cars an hour, even in the middle of night, is rare. To combat this issue and provide a consistent measuring tool for traffic studies, a "Level of Service" rating was developed. Level of Service ratings are based on the roadway or intersection characteristics and the amount of traffic. Just like grade school, LOS A represents the best traffic operations, where traffic flows freely. LOS F, on the other hand, represents failing operations, where the road or intersection is congested and running beyond maximum capacity. LOS E is typically considered "at capacity" which means the amount of traffic is right at the level the roadway or intersection can adequately accommodate. Using Level of Service letter grades provides an easy way to convey road operations to the general public and has been adopted across the United States. Common Factors Impacting Level of Service • Number of Lanes. • Traffic Volumes. • Intersection Control (stop sign, signal, roundabout, interchange.) • Amount of access on a corridor. • Percentage of turning traffic. • Traffic signal cycle length (green time devoted to each approach) and phasing (one green for all approach movements or separate green arrows.) 0164 • Percentage of heavy trucks. • Roadway Grades. • Distribution of traffic within a peak hour as well as over the course of a day. • Pedestrian activity. • Bicycle activity. LOS D Level of Service criteria have been developed for multiple types of traffic operations including: • Intersections • Urban Corridors • Freeways • Transit Service • Bicycle Operations • Pedestrian Operations The most common LOS criteria used is for car operations at intersections; both signalized and unsignalized. For an intersection Level of Service analysis, average delay for cars travelling through the intersection is used to determine the appropriate grade. A high delay results in a poor LOS rating and equates to poor operations. Similarly, low delay results in a good LOS rating and equates to good or great operations. LOS can be determined for the intersection as a whole, or for individual movements. It is common during peak periods in major population areas for an intersection to have an acceptable overall LOS rating, but fail to achieve a good grade for individual movements. '0 I j ill LOSE X LOS D Lnsc LOSA MA �signaft•d i gnaM[rd k1'brMLi {pR M11Cf%Y:ifN H�IFJCI IUTA F. L_CVCI UI JCI V101 kLUJ) Research Brief — Volume No. 3 LOS A LOS C LOS D = Acceptable LOS F = Unacceptable Source: City of San Jose. CA. Resources Although a Level of Service rating of A represents the best traffic operations, it is not always the most desirable. Providing LOS A for all corridors and all operations at all times would require a significant amount of land to be devoted to the road infrastructure, which makes it extremely costly to build and maintain. During non -peak times, like overnight, much of that infrastructure would sit unused. On the opposite side of the spectrum, a Level of Service rating of E and F represent traffic operations close to breaking down, or that already have. These ratings mean high delays, long queues, and slow speeds, not to mention driver frustration. Instead of trying to achieve one or the other, government agencies try to strike a balance between providing acceptable operations, neither falling nor flowing too freely. Because of this, LOS D is typically considered the lowest LOS acceptable by government agencies and is reflective of a balanced approach between cost and benefit. • Highway Capacity Manual, fifth edition • Nation Cooperative Highway Research Program Report 616; Multimodal Level of Service Analysis for Urban Streets • http://onlinepubs.trb.orq/onlinei3ubs/nchro/nchrp rpt 616. pdf About This Brief There are many tools and guidelines used to determine a roads Level of Service rating. Simple tools like generalized roadway capacities allow for planning -level efforts. While inexpensive and quick to complete, they are not as accurate as other options. More complicated tools, such as mi- cro -simulations, provide more accurate results, but cost more and take more time. It is important to understand the trade-offs between the analysis types as well as the purpose of the study. I a Detailed Analysis tVA Signal liming, Corridor tvaluation (Mivo-kopit Analysis) u / Q Operational Analysis Inte Rertion Needs, 6"metric Decisions C (Maoo-Xopic Nsatysis) 6i C Preliminary Fngineednng a ROW Needs. cost tstirrutes ( S pre adst,eet/Formula Analysis) Planning Level -- - torilliTerm Plru, ROW Needs (Ge.er.lixea tvs r.etes) Effort/Complexity Source: Florida Deptarment of Transportatlo- • Florida Department of Transportation Quality/Level of Service Handbook • http://www.dot.state.fl.us/planningLystems/programs/sm/ los/pdfs/2009FDOTQLOS Handbook.pdf Spack Consulting prepared this brief as part of our company's vision to significimprove the practice of traffic engineering and transportation planning. Transportation professionals from around the world have assisted us in developing this document. We are providing this brief under the Creative Commons Attribution License. Feel free to use -modify -share this guide, but please give us some credit in your document. To request our whole series of Design Briefs and to be included on our distribution list for new materials, please email mspack@spackconsulting.com.-_ And please reach out if you have any comments or questions related to this Design Brief. m MikeGn CONSULTING.. traffic SPACK ACADEMY COUNTING car 5.com Y% TRAFFIC DATA INC. Appendix H: Capacity Analysis Backups Generated with Com Q� Version 5 00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Report File: C:\...\AM Existing.pdf Intersection Analysis Summary Scenario 1 Existing AM 11/21/2017 ID Intersection Name Control Type Method Worst Mvmt VIC Delay (slveh) LOS 1 Arboretum Blvd & Great HCM 6th Plains Blvd Si Signalized Edition SWB Left 0.784 37.3 D 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Left 0.180 19.1 C 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th NB Thru 0.000 12.3 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 11.6 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th NB Thru 0.000 10.6 B Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.000 10.3 B Access Edition V/C, Delay, LOS: For two-way stop. these values are taken from the movement with the worst (highest) all other control types. they are taken for the whole intersection. Scenario 1: 1 Existing AM Traffic Impact Study H1 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Cm Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type Signalized Delay (sec / veh): 37.3 Analysis Method. HCM 6th Edition Level Of Service: D Analysis Period: 15 minutes Volume to Capacity (v/c): 0.784 Intersection Setup Name Grea: Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southbound Eastbound Southwestbound Lane Configuration -7 -11 ( 1 11 r i ) ) r'► ) r r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft) 12.00 12 00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200 12.00 No of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 245.00 145,00 105,00 700.00 625.00 Speed [mph] 30.00 30.00 5500 55.00 Grade [%] 0.00 0.00 0-00 0,00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 38 62 64 143 24 57 93 1834 61 50 826 142 Base Volume Adjustment Factor 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1 0000 1 A000 Heavy Vehicles Percentage [%] 2.00 2,00 2.00 2.00 200 2.00 2.00 2.00 2.00 2,00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 Too 1,00 1.00 In -Process Volume [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Diverted Trips [veh/hJ 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 25 23 19 43 Total Hourly Volume [veh/h] 38 62 39 143 24 34 93 1834 42 50 826 99 Peak Hour Factor 09220 0.9220 0,9220 0.9220 0-9220 0.9220 0.9220 0.9220 0.9220 0.9220 0,9220 0.9220 Other Adjustment Factor 1.0000 10000 1.0000 1.0000 1.0000 10000 1,0000 1.0000 1,0000 1.0000 1.0000 1 0000 Total 15-Minute Volume [vehlh] 10 17 11 39 7 9 25 497 11 1 14 224 27 Total Analysis Volume [veh/h] 41 67 42 155 26 37 101 1989 46 54 896 107 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v do, Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing 1 0 0 0 0 v co, Outbound Pedestrian Volume crossin 0 0 0 0 v ci. Inbound Pedestrian Volume crossing r 11 0 0 0 0 v ab. Corner Pedestrian Volume [ped/rJ 0 0 0 0 Bicycle Volume [bicyclesih] 0 0 0 0 Scenario 1: 1 Existing AM Traffic Impact Study H2 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with WE% miq Version 5 00-00 CONSULTING Intersection Settings fLocated in CBD Yes Signal Coordination Group - Cycle Length Is] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset Is] 0.0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time Is] 000 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Pro!ec:e Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead/Lag Lead Lead Lag Lead Minimum Green Is] 7 10 7 10 7 15 7 15 Maximum Green Is] 20 20 20 20 20 120 25 115 Amber [s] 3.0 1 3.0 3.0 3.0 3.0 5.5 3.0 5.5 All red [s] 3.0 3.0 3.0 3.0 3.0 1 6 30 1.6 Split [s] 26 19 26 19 25 120 15 110 Vehicle Extension Is] 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Walk Is] 5 5 5 5 Pedestrian Clearance Is] 10 10 10 10 Rest In Walk No No No No 11. Start -Up Lost Time Is] 2 u 2.0 2.0 2.0 2.0 20 2 0 2.0 12, Clearance Lost Time Is] -1 ( 4.0 4.0 4.0 40 5 1 4 5 5 1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [ft] Detector Length [ft] I. Upstream Filtering Factor 1 Oil 1.00 1.00 1.00 1.00 1.00 100 1.00 1GO 1.00 1 Gil Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk Is] 0 Pedestrian Clearance Is] 0 Scenario 1 1 Existing AM Traffic Impact Study H3 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Lane Group Calculations Lane Group L C R L C R L C R L C R C, Cycle Length Is] 180 1150 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cycle Is] 6.00 6-00 6.00 6.00 6.00 6.00 6.00 7,10 7,10 600 7.10 7.10 11_p. Permitted Start -Up Lost Time [s] 0.00 0.00 12. Clearance Lost Time Is) 0,00 4.00 4.00 000 4,00 4,00 4.00 5.10 5-10 4.00 5.10 5.10 g_i. Effective Green Time Is] 34 10 10 34 22 22 13 120 120 8 114 114 g i C, Green i Cycle 0.19 0.06 0.06 0.19 0.12 0,12 0.07 0.66 0.66 0.04 0.63 0.63 (v 1 s)_i Volume / Saturation Flow Rate 002 1 0.04 0.03 0.11 0.02 0.03 0.06 0.62 003 0.03 1 028 0.07 s. saturation flow rate [vehlh) 2629 1683 1431 1460 1683 1431 1603 3204 1431 1603 3204 1431 c. Capacity [veh/h] 534 94 80 286 202 172 119 2127 950 68 2025 904 d1. Uniform Delay is] 6026 83.69 82,79 6596 7089 71.64 82,43 2685 10.52 85.52 16.94 13.19 k. delay calibration 0.11 0,11 0.11 0.34 0.11 Oil 0.11 0.50 0.50 0.11 0.50 0.50 I. Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 d2. Incremental Delay [s) 0.06 9,67 531 4,96 0.28 0.62 15.07 9,25 0.10 1841 0,70 0.27 d3. Initial Queue Delay Is) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.06 = 1.00 1.00 1.00 1 00 1,00 1.00 1.00 1.00 1.00 1,00 PF, progression factor 1.00 1.00 100 1.00 1 00 1,00 1_00 100 1.00 1.00 1.00 1.00 Lane Group Results X. volume r capacity 0.08 1 0.71 1 0.53 0 54 013 0,22 0,85 0.94 0.05 0,79 0.44 0.12 d, Delay for Lane Group [slveh] 60,32 1 9337 1 88.10 70.92 71.17 72.27 97.51 36 11 10.62 103.93 1764 13.45 Lane Group LOS E F F E E E F D B F B B Critical Lane Group Ye z Nn No is Yes 50th-Percentile Queue Length [veh] 0.79 3.35 2.04 6.87 1.10 1 1.59 5.06 1 36.21 0.63 2.80 9,13 1,73 50th-Percentile Queue Length [ft] 1973 83.70 5094 171 87 27.56 39.81 126.49 905.18 15.81 70.04 22816 43.19 95th-Percentile Queue Length [veh] 1,42 6.03 3.67 11 17 1,98 2,87 8.75 46.08 1 1.14 5.04 14.08 3.11 95th-Percentile Queue Length (ft] 35.51 150.66 91.69 279.37 49.61 71,66 218.72 1151.89 28.45 1 126.07 352.02 77.74 Scenario 1 1 Existing AM Traffic Impact Study H4 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5.00-00 CONSULTING Movement, Approach, & Intersection Results d M. Delay for Movement [s/vel`] 6032 93-37 88.10 70.92 1 71.17 1 72.27 97.51 36 11 1062 103.93 17.64 1 13 45 Movement LOS E F F E I E I E F I D I B F B I B d A. Approach Delay [siveh] 82.86 71.18 38.46 21,63 Approach LOS F E D C d I, Intersection Delay [s/veh] 37.34 Intersection LOS D Intersection VAC 0.784 Other Modes g_Walk,mi. Effective Walk Time Is] 9.0 9.0 9.0 9.0 M_corner, Corner Circulation Area [f12/ped 0.00 0.00 0.00 0.00 M CW, Crosswalk Circulation Area [ft'/ped 1 0.00 0.00 0.00 0.00 d_p. Pedestrian Delay [s] 81.23 81.23 81.23 81.23 I_p,int, Pedestrian LOS Score for Intersection 2.431 2.334 3.460 3.549 Crosswalk LOS B B C D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b. Capacity of the bicycle lane [bicyclesr 144 144 1254 1143 d b, Bicycle Delay [s] 7747 77A7 12.51 16.51 I b.int. Bicycle LOS Score for Intersection 1.848 1 957 3.337 2.467 Bicycle LOS A A C B Sequence 1606 hii 1 12 1�l Ilri_IYrra 1 Scenario 1 1 Existing AM Traffic Impact Study H5 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= um Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 19.1 Level Of Service: C Volume to Capacity (v/c): 0.180 Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Northbound Soutthbound Eastbound Westbound Lane Configuration «i 1 1 I F 01 j + Turning Movement Left Thru Right Lef; Thru Right Left Thru Right Left Irru Right Lane Width [ft] 12.00 1200, 12.00 1200 1200 12.00 12.00 12.00 1200 12.00 12.00 1 12.00 No. of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocket Length [ft] 90.00 50.00 Speed [mph] 30.00 30.00 30.00 15.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 124 166 11 2 146 58 47 2 122 2 2 3 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1_0000 1,0000 1 0000 1.0000 1 0000 1.0000 Heavy Vehicles Percentage [%] 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 200 2.00 200 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 1.00 1.00 1 m In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [vehlh] 0 0 0 0 1 0 0 0 0 0 0 1 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 1 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 124 166 11 2 146 58 47 2 122 2 2 3 Peak Hour Factor 0.8364 0.8364 0.8364 0.8364 0.8364 10 8364 0.8364 1 0.8364 0.8364 0.8364 0.8364 0.8364 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 37 50 3 1 44 17 14 1 36 1 1 1 Total Analysis Volume [veh/h] 148 198 13 1 2 175 69 56 2 146 2 2 4 Pedestrian Volume [pedlh] 0 0 0 0 Scenario 1 1 Existing AM Traffic Impact Study H6 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm - Version 5-00-00 CONSULTING Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.11 0.00 0.18 001 0.18 0.01 0.01 0.00 d M, Delay for Movement [s/veh] 8.07 7.65 1906. 17.47 10.32 18.92 16.98 9.43 Movement LOS A A A A A A C C B C C A 95th-Percentile Queue Length [veh] 0.38 0.00 0.00 0.30 0.15 0.00 0.64 0.66 0.66 0.06 006 0.06 95th-Percentile Queue Length [ft] 9.43 0.00 0.00 7.45 1 3.72 1 0.00 16.10 1 16.57 1 16.57 1 45 1 1.45 1_45 d A, Approach Delay [s/veh] 3.33 0.06 12.79 13.69 Approach LOS A A B B d I. Intersection Delay [s/veh] 4.81 Intersection LOS C Scenario 1 1 Existing AM Traffic Impact Study H7 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� Q Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Delay (sec / veh): 12.3 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period. 15 minutes Volume to Capacity (v/c): 0.000 Intersection Setup Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration T + • fi► + Turning Movement Left Thru Rich Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12 00 12.00 12 00 12.00 12.00 12.00 12.00 12.00 12.00 1200 12-00 1 12 0o No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 000 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 28 2 2 2 1 131 1 46 134 4 Base Volume Adjustment Factor 1.0000 1_0000 1.0000 1 0000 1,0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 2.00 2-00 2.00 200 Growth Rate 1.00 1 00 1.00 1.00 100 1.00 1 1.00 1 00 1.00 1.00 1.00 1.00 In -Process Volume (veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips (veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips (veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 28 1 2 2 2 1 131 1 46 134 4 Peak Hour Factor 0,8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1 0000 1.0000 1 0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 8 1 1 1 0 37 0 13 38 1 Total Analysis Volume [veh/h] 7 0 32 2 2 2 1 149 1 52 152 5 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 1 1 Existing AM Traffic Impact Study H8 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Stop S'np Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement.. Approach, & Intersection Results ViC. Movement V/C Ratio 0.01 0.00 0.04 0.00 0.00 0.00 0.00 0.04 d M. Delay for Movement Is/veh] 12.02 12.32 9.24 12.04 12.13 9.10 753 7.61 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0 15 0.15 0.15 0.03 0.03 0,03 0.36 036 0.36 0.51 0.51 0.51 95th-Percentile Queue Length [ft] 385 3.85 1 3.85 076 0.76 1 0.76 8.88 8.88 18.88 1278 1 12.78 12.78 CIA, Approach Delay [s/veh] 974 11.09 0.05 1 89 Approach LOS A B A A d I. Intersection Delay [s/veh] 2.10 Intersection LOS B Scenario 1 1 Existing AM Traffic Impact Study H9 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Delay (sec / veh): 11.6 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.002 Intersection Setup Name We Ga Parking Lo: W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration T + + + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Righ: Lane Width [ft] 1200. 12.00 12.00 12.00 1200. 12.00 1200 12.00 12.00 12.00 12.00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input (veh/h] 23 1 53 5 0 1 0 75 27 55 83 8 Base Volume Adjustment Factor 1 0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 Heavy Vehicles Percentage (%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Ra'e 1.00 1.00 100 1.00 1.00 1.00 1 00 1.00 100 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 1 0 0 1 0 0 0 0 0 Site -Generated Trips (vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips (vehlh] 0 0 0 0 0 0 0 0 0 = 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume (veh/h] 0 0 0 0 0 0 1 0 0 0 0 0 0 Total Hourly Volume [veh/h] 23 1 53 1 5 0 1 0 75 27 55 83 8 Peak Hour Factor 0.9440 0 9"0 0.9440 0.9440 0 9440 0.9440 0.9440 0.9440 0 9440 0.9440 0 9440 0.9440 Other Adjustment Factor 10000 1.0000 1.0000 10000 10000 1.0000 1 0000 1.0000 1 0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh[h] 6 0 14 1 0 0 0 20 7 15 1 22 1 2 Total Analysis Volume [veh/h] 24 1 56 5 0 1 0 79 29 58 1 88 8 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 1: 1 Existing AM Traffic Impact Study H10 Spack Consulting Chanhasse Panera Development Site Appendix H- Capacity Analysis Backups Generated with CMEM Q� Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results VrC. Movement V/C Ratio 0.04 0.00 0.06 0.01 0.00 0.00 0.00 0.04 d M. Delay for Movement [s/veh] 11.19 11.65 9.21 11.40 11.32 8.79 7.40 7.53 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.32 0 32 0.32 0.03 0.03 0.03 0.00 0.00 0.00 035 035 0.35 95th-Percentile Queue Length [ft] 8.12 8.12 8.12 0.75 0.75 0.75 0.00 0.00 0.00 868 8.68 8.68 d A, Approach Delay [s/veh] 983 10.96 0.00 2.83 Approach LOS A B A A d I. Intersection Delay [s/veh] 372 Intersection LOS B Scenario 1 1 Existing AM Traffic Impact Study H11 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Cme �r Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 10.6 Level Of Service: B Volume to Capacity (v/c): 0.000 Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration Turning Movement Left Thru Right Left Thru Right Left Thru Right Le`t Trru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 1200. 12.00 12.00 1200. 12 00 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] &00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 24 5 0 6 7 72 4 20 83 5 Base Volume Adjustment Factor 1 0000 T0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 T0000 Heavy Vehicles Percentage [%] 2.00 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1,00 1 00 1.00 1.00 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 1 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 1 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 24 5 0 6 7 72 4 20 83 5 Peak Hour Factor 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 Other Adjustment Factor 1 0000 1,0000 1 0000 1 0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 6 1 0 2 2 19 1 5 22 1 Total Analysis Volume (veh/h] 6 0 26 5 0 6 7 77 4 21 89 5 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 1: 1 Existing AM Traffic Impact Study Chanhasse Panera Development Site H12 Spack Consulting Appendix H: Capacity Analysis Backups Generated with �� « Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results VIC. Movement VIC Ratio 0.01 000 0.03 0.01 0,00 0.01 0.00 0.01 d M. Delay `or Movement [s/veh] 10.21 10.62 8.81 10.31 10.53 8.79 741 741 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] Oil 0.11 0,11 0.04 0,04 0.04 0.19 0,19 0.19 0.25 025 0 25 95th-Percentile Queue Length [ft] 2 71 2,71 2.71 1,03 1 03 1.03 4,67 1 4,67 4.67 6 15 6 15 6 15 d A, Approach Delay [s/vehl 9,07 9.48 0.59 1.35 Approach LOS A A A A d I, Intersection Delay [s/veh] 2,45 Intersection LOS B Scenario 1 1 Existing AM Traffic Impact Study H13 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm Q Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type. Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 10.3 Level Of Service: B Volume to Capacity (vlc): 0.000 Name Western Site Access W 79th St W 79th S; Parking Lot Approach Northbound Westbound Northeastbound Southeastbound Lane Configuration �r I Of Turning Movement Left Thru Right Le',. Thru Right Left Thru Right Left Thru Rlgh: Lane Width [ft] 12.00 1200. 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200 1200 12 00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/h] 20 0 15 23 61 11 5 60 17 8 0 1 Base Volume Adjustment Factor 1 0000 1.0000 1_0000 1 0000 10000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 Heavy Vehicles Percentage [°r ] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 Growth Rate 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1 00 1.0o 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Site -Generated Trips [veh/h] 0 1 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 1 0 0 0 0 1 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 1 0 1 0 0 0 0 0 1 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total -burly Volume [veh/h] 20 0 15 23 61 11 5 60 17 8 0 1 Peak Hour Factor 09198 0.9198 0.9198 0.9198 0.9198 10.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [vehih] 5 0 4 6 17 3 1 16 5 2 0 0 Total Analysis Volume [veh/h] 22 0 16 25 66 12 5 65 18 9 0 1 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 1 1 Existing AM Traffic Impact Study H14 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-0( Intersection Settings . N� , •.c. Priority Scheme Stop S-op Free Free Flared Lane No No Storage Area (vehJ Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results f ViC, Movement VAC Ratio 0.03 0.00 002 0.03 0.08 0,01 0.01 0.00 d M, Delay for Movement [s/veh] 9.84 10.34 8,92 966 9.91 9.09 7.38 7.40 Movement LOS A B A A A A A A A A A A 95th-Percentile Queue Length [vehJ 0.14 0.14 0.14 0,41 0.41 0,41 0,00 0,00 0.00 &02T 0-02 002 95th-Percentile Queue Length (ft) 3.52 3.52 3.52 10.16 1 10.16 10.16 0.00 0.00 1 000 0.50 1 0.50 0.50 d_A. Approach Delay [slveh) 9.45 9.75 0.00 665 Approach LOS A A A A d I, Intersection Delay [slveh] 5.98 Intersection LOS B Scenario 1 1 Existing AM Traffic Impact Study H15 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 CONSULTING Lane Configuration and Traffic Control Scenario 1: 1 Existing AM Traffic Impact Study H16 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 CONSULTING Traffic Volume - Base Volume O NNN 4 131 134 1 46 5 5 J � 20 '4 � 4 �Oln 55 0 �� 27 w�W Scenario 1: 1 Existing AM Traffic Impact Study H17 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm • _ ■ Version 5 00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Report File: C:1... 1PM Existing.pdf Intersection Analysis Summary Scenario 2 Existing PM 11 /21/2017 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great HCM 6th Plains Blvd Si gnalized Edition SWB Left 0.838 56.3 E 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Left 0.508 53.4 F 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th SB Left 0.034 14.8 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 14.8 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th SB Left 0.019 15.3 C Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.002 13.0 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) all other control types, they are taken for the whole intersection. Scenario Z 2 Existing PM Traffic Impact Study Chanhasse Panera Development Site H18 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type. Signalized Delay (sec / veh): 56.3 Analysis Method: HCM 6th Edition Level Of Service: E Analysis Period: 15 minutes Volume to Capacity (v/c): 0.838 Intersection Setup Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southb�ound Eas:boound Southwestbound Lane Configuration -1 -1 1 ( i i 1 + -i) 1 r ) r r t Turning Movement Left Ti ru Right Left Thru Right Left Thru Right Lei Thru Righ- Lane Width [ft] 12.00 12 0o 1200 12.00 1200 12.00 1200 1200 12.00 1200. 12.00 12.00 No. of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 24500 14500 105.00 700.00 62500 Speed [mph] 3000 30.00 55.00 55.00 Grade (%] 0.00 000 000 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 99 89 111 169 98 118 71 1200 78 147 1973 399 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1 00 1.00 100 1_00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 1 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 45 48 24 120 Total Hourly Volume [veh/h] 99 89 66 169 98 70 71 1200 54 147 1973 279 Peak Hour Factor 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 09766 09766 0.9766 0.9766 Other Adjustment Factor 1.0000 1.0000 1-0000 10000 1.0000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 1,0000 Total 15-Minute Volume [veh/h] 25 23 17 43 25 18 18 307 14 38 505 71 Total Analysis Volume [veh/h] 101 91 68 173 100 72 1 73 1229 55 151 2020 286 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 v do, Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing I 1 0 0 0 0 v co. Outbound Pedestrian Volume crossin 0 0 0 0 v ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v ab. Corner Pedestrian Volume [pedih] 1 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 2: 2 Existing PM Traffic Impact Study H19 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group - Cycle Length [s] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset Is] 0.0 Offset Reference Lead Green Permissive Mode SingleBand Lost time [s] 0.00 Phasing & Timing Control Type Pro'ec'e Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead �Lag Lead Lead Lag Lead Minimum Green [s] 7 10 7 10 7 15 7 15 Maximum Green [s] 29 29 29 29 14 83 14 83 Amber is] 3.0 3.0 3.0 3.0 3.0 55 3.0 55 All red [s] 3.0 3.0 3.0 3.0 3.0 1.6 3.0 1.6 Split [s] 35 35 35 35 20 90 20 90 Vehicle Extension [s] 3.0 3.0 30 3.0 3.0 1 3.0 3.0 3.0 Walk [s] 5 5 5 5 Pedestrian Clearance [s] 10 10 10 10 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time (s) 4.0 4.0 4.0 40 4.0 5.1 4.0 5.1 Minimum Recall No No No No No Yes No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [ft] Detector Length [ft] I. Upstream Filtering Factor 1 00 1 00 1 00 1.00 1-00 1.00 1.00 1.00 1.00 1 00 1 ?;.! Ou Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 Scenario 2 2 Existing PM Traffic Impact Study H2O Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Q� Version 5 00-00 CONSULTING Lane Group Calculations Lane Group L C R L C R L C R L C R C. Cycle Length [s] 180 180 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cycle (s) 6 00 6.00 6.00 6 00 6.00 6.00 6.00 7.10 7,10 6,00 7 10 7 10 11_p. Permitted Start -Up Lost Time Is] 12. Clearance Lost Time Is] 4,00 4.00 4.00 4 00 4.00 4.00 4,00 5.10 5 10 4.00 5.10 5.10 g_i. Effective Green Time Is] 8 12 12 21 25 25 10 108 108 14 112 112 g / C. Green / Cycle 0.04 0.07 0.07 0,12 0.14 0.14 0.05 0.60 0 60 0 08 062 0.62 (v ! s)_i Volume / Saturation Flow Rate 0,03 0,05 0.05 0 11 0,06 0.05 0.05 0,38 0.04 0.09 0.63 020 s. saturation flow rate (veh/h] 3113 1683 1431 1603 1683 1431 1603 3204 1431 1603 3204 1431 c, Capacity (veh/h] 138 111 95 191 237 201 88 1915 855 125 1988 888 dl. Uniform Delay Is] 84,96 8297 82.40 78.32 70.64 69.96 84,22 23.63 15.15 1 83.00 34.15 16.20 k. delay calibration 0,11 0.11 0.11 0,18 Oil 0.11 0.11 0.11 0.11 0-45 0.50 0 50 I. Upstream Filtering Factor 1.00 1.00 1.00 1.00 100 1_00 1 00 100 100 1.00 1.00 1.00 d2. Incremental Delay Is] 7.30 13.40 9.72 21.68 1.19 1_07 17,46 0 36 0.03 144.56 24.23 0.96 d3. Initial Queue Delay Is] 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0 00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 PF, progression factor 1,00 1 00 1 00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1 00 Lane Group Results X. volume / capacity 0,73 08 0,72 091 0.42 0.36 083 0.64 0.06 1.21 1,02 032 d. Delay for Lane Group [s/veh) 92.26 96 37 92.12 100,00 71.83 71.03 101.68 23.99 15 18 22756 58,38 17.16 Lane Group LOS F F F F E E F C B F F B Critical Lane Group 50th-Percentile Queue Length (veh] 2.48 4.63 3,38 9.13 4.34 3,10 3,73 16.14 0.93 10.70 45,86 5.58 50th-Percentile Queue Length [ft] 62.08 115.73 84.58 228.30 108,48 77.45 93.34 403.46 23,20 267.39 1146.54 139.53 95th-Percentile Queue Length [veh] 447 1 8.16 6.09 14.09 7,76 5.58 6.72 22.73 1.67 17.13 57.80 9.46 95th-Percentile Queue Length [ft] 111,75 1 203.94 152.25 352.20 193,88 139,42 168,01 568.17 41.76 428.28 1444.88 236.39 Scenario 2 2 Existing PM Traffic Impact Study H21 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 Movement, Approach, & Intersection Results d M. Delay for Movement [slveh] 9226 96 37 92.12 100.00 71.83 71.03 101.68 23.99 15.18 227 56 58.38 17 16 Movement LOS F I F F F E E F I C B F F B d A. Approach Delay [s/veh] 9366 85.79 27.81 63.98 Approach LOS F F C E d I. Intersection Delay [s/veh] 56 32 Intersection LOS E Intersection V/C 0 838 Other Modes g_Walk.mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M comer. Corner Circulation Area [ft2/ped] 0.00 0.00 0.00 0.00 M CW, Crosswalk Circulation Area [ft1/ped 1 0.00 0.00 0.00 000 d_p, Pedestrian Delay [s] 81.23 81.23 81.23 81.23 Hint. Pedestrian LOS Score for Intersectic n 2 521 2A68 3.600 3.876 Crosswalk LOS B B D D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c b, Capacity of the bicycle lane [bicycled 322 322 921 921 d b. Bicycle Delay [s] 63.34 63.34 26.19 26.19 b in* Bicycle LOS Score for Intersection 2.063 2208 2.699 3.686 Bicycle LOS B B B D Sequence 0©©000000000000� ©0 0000000000000� 00 0000000000000� 00 000000000000�0 Scenario 2 2 Existing PM Traffic Impact Study H22 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Mr - o Q� Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 53.4 Level Of Service: F Volume to Capacity (v/c)0.508 Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Northbound Soutthb*ound Eastbound Wes!bound Lane Configuration -f I r i !'► -I i + Turning Movement Le`. Thru Right Le`: Thru Rlgh: Left Thru Right Left Thru Right Lane Width [ft] 12 00 12.00 12.00 12.00 1200 12.00 12.00 1200. 12.00 12.00 12 00 1200. No of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocket Length [ft] 90 00 50.00 Speed [mph] 30.00 30.00 3000 15.00 Grade [%] 0.00 0.00 000 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 221 305 31 15 195 97 68 9 166 17 6 24 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°io] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1 00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 1 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 1 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 H001 Other Volume [veh/hJ 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/hJ 221 305 31 15 195 97 68 9 166 17 6 24 Peak Hour Factor 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 10.9323 0.9323 0 9323 0.9323 0.9323 0.9323 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15 Minute Volume [veh/h] 59 82 8 4 52 26 18 2 45 5 2 6 Total Analysis Volume [veh/h] 237 327 33 16 209 104 73 10 178 18 6 26 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 2 2 Existing PM Traffic Impact Study H23 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with =� • ; Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results VlC. Movement V/C Ratio 0.19 0.01 0.51 0,06 0,23 0,15 0.04 004 d M, Delay for Movement [slveh] 856 8,04 53.36 29.33 11 89 40,21 3237 14,76 Movement LOS A A A A A A F D B E D B 95th-Percentile Queue Length [veh] 070 0.00 0.00 0.48 0.24 0.00 2.43 1.20 1,20 085 0.85 085 95th-Percentile Queue Length [ft] 17.50 000 000 11 89 5.94 1 0.00 60.66 1 30.04 1 30.04 1 21.14 1 21.14 21.14 d A, Approach Delay [slveh] 3.40 0.39 24,15 2604 Approach LOS A A C D d I. Intersection Delay [s/veh] 7,89 Intersection LOS F Scenario Z 2 Existing PM Traffic Impact Study H24 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Delay (sec / veh): 14.8 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.034 Intersection Setup CONSULTING Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration + + + + Turning Movement Left Thru Right Left Thru Right Left Thru Right LB`' Thru Righ: Lane Width [ft] 12.00 12 00 12.00 12.00 12.00 12.00 12.00 12.00 1200, 12 00 12 00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 li 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0 00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 14 1 33 12 1 7 2 210 2 35 277 12 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage [`io] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 2.00 2.00 Growth Rate 1.00 Too 1 06 1-00 1.00 Too 1.06 1.00 1.00 1 00 1.0o 1.00 In -Process Volume [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 1 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 14 1 33 12 1 7 2 1 210 2 35 277 12 Peak Hour Factor 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0-9436 0.9436 0 9436 0 9436 0.9436 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 0 9 3 0 2 1 56 1 1 9 73 3 Total Analysis Volume [veh/h] 15 1 35 13 1 7 2 223 1 2 37 294 13 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 2. 2 Existing PM Traffic Impact Study H25 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with GMEM Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance Nn No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.04 0.00 0.04 003 0.00 0.01 0.00 0.03 d_M. Delay for Movement [s/veh] 14.69 14.64 9.95 14.80 14.42 10.25 7.88 7.76 Movement LOS B B A B B B A A A A A A 95th-Percentile Queue Length [veh] 0.27 0.27 0.27 0.14 0.14 0.14 0.66 0.66 0.66 1.02 1.02 1.02 95th-Percentile Queue Length [ft] 681 6.81 1 6.81 3.61 3.61 1 3.61 16.50 1 16,50 16.50 2560 25.60 25.60 d A, Approach Delay [s/veh] 11.44 13.27 0.07 0.83 Approach LOS B B A A d I. Intersection Delay [s/veh] 1 81 Intersection LOS B Scenario 2. 2 Existing PM Traffic Impact Study H26 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Comm Q� Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 14.8 Level Of Service: B Volume to Capacity (v/c): 0.002 Name We Ga Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T + + Turning Movement Left -r,u Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ftJ 12.00 12, , i 1200 12.00 12.00 12.00 12.00 12 00 1200 1200 12 00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [°/o] 0.00 0.00 0 00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 30 1 46 5 1 2 2 184 30 43 237 9 Base Volume Adjustment Factor 1 0000 1.0000 1 0000 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 Heavy Vehicles Percentage [%J 200 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 2.00 2-00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [vehlh] 0 0 0 0 1 0 1 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 1 0 1 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 30 1 46 5 1 2 2 184 30 43 237 9 Peak Hour Factor 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 09288 0.9288 0.9288 Other Adjustment Factor 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1_0000 1.0000 1 0000 1 0000 Total 15-Minute Volume [veh/h] 8 0 12 1 0 1 1 50 8 12 64 2 Total Analysis Volume [veh/h] 32 1 1 50 5 1 2 2 1 198 32 46 255 10 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 2 2 Existing PM Traffic Impact Study H27 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with lmme Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C. Movement V/C Ratio 0.08 0.00 0.06 0.01 0.00 0.00 0.00 0.03 d M. Delay for Movement [siveh] 14.65 1476 10.34 14.70 14.05 9.78 7.78 7.79 Movement LOS B B B B B A A A A A A A 95th-Percentile Queue Length [veh] 0,48 0.48 0.48 0.06 0.06 0,06 0.65 0.65 0.65 0.90 0-90 0.90 95th-Percentile Queue Length [ft] 12.11 1 12.11 1 1211 140 1 1 A0 1 1.40 16.23 1623 1 16.23 22 55 1 22.55 22.55 CIA, Approach Delay [siveh] 12.06 13.39 0.07 1 15 Approach LOS B B A A d I. Intersection Delay [s/vehl 234 Intersection LOS B Scenario 2 2 Existing PM Traffic Impact Study H28 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Delay (sec / veh) 15.3 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period: 15 minutes Volume to Capacity (v/c) 0.019 Intersection Setup Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T + + Turning Movement Lef. Thru Righ: Left Thru Right Left Thru Right Le'' Thru Right Lane Width [ft] 12.00 12.00 1200. 12.00 1200 12.00 1200. 12.00 12.00 1200 12.00 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [°ro] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 15 2 76 6 0 15 13 137 18 59 207 1 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2-00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 t00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 1 0 0 0 0 0 1 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourty Volume [veh/h] 15 2 76 6 0 15 13 137 18 59 207 1 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0,9100 09100 0.9100 0.9100 0.9100 0.9100 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 1-0000 Total 15-Minute Volume [veh/h] 4 1 21 2 0 4 4 38 5 16 57 0 Total Analysis Volume [veh/h] 16 1 2 84 7 0 16 14 151 20 65 227 1 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 2: 2 Existing PM Traffic Impact Study Chanhasse Panera Development Site H29 Spack Consulting Appendix H: Capacity Analysis Backups Generated with t Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Sop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C. Movement ViC Ratio 0.04 0.00 0.10 0.02 0.00 0.02 0.01 0.05 d_M, Delay for Movement (s/veh] 14.51 14.44 9.86 15.25 14.01 9.68 7.71 768 Movement LOS B B A C B A A A A A A A 95th-Percentile Queue Length [veh] 0.48 0.48 0.48 0.12 0 12 0.12 0.48 0.48 0.48 0.79 0.79 0.79 95th-Percentile Queue Length [ft] 11-99 11,99 11.99 3.05 3.05 3.05 11_97 11.97 1 L97 19.63 19.63 19.63 d A, Approach Delay [s/veh] 10.68 11 38 0.58 1.70 Approach LOS B B A A d I, Intersection Delay [s/veh] 3.25 Intersection LOS C Scenario 2 2 Existing PM Traffic Impact Study H30 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type: Two-way stop Analysis Method. HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 13.0 Level Of Service: B Volume to Capacity (v/c): 0.002 Name Western Site Access W 79th St W 79th St Parking Lot Approach Northbound Westbound Northeastbound Southeastbound Lane Configuration ,�'► I 1 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru I Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%J 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/hJ 37 1 31 60 157 20 5 120 39 17 1 4 Base Volume Adjustment Factor 1.0000 10000 1-0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1 0000 1.0000 1,0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 200 2.00 Growth Rate 1.00 1 00 1.00 1.00 1.00 1100 1.00 1.00 1,00 1.00 1.00 1 00 In -Process Volume [veh/h] 0 0 0 1 0 0 1 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Other Volume [vehih] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 37 1 31 60 157 20 5 120 39 17 1 4 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0,8917 0.8917 0.8917 0.8917 Other Adjustment Factor 1_0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 1 0000 1.0000 1,0000 1.0000 1.0000 Total 15-Minute Volume [vehih] 10 0 9 17 44 6 1 34 11 5 0 1 Total Analysis Volume [veh/h] 41 1 35 67 176 22 6 135 44 19 1 4 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 2: 2 Existing PM Traffic Impact Study Chanhasse Panera Development Site H31 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Results ViC, Movement VIC Ratio 0.08 000 0.04 0.09 0.23 0.02 0.01 000 d M. Delay for Movement [slveh] 12.58 12.96 1000 12.31 12.18 11.19 7.58 7.63 Movement LOS B B A B B B A A A A A A 95th-Percentile Queue Length [veh] 0.41 041 0.41 1.54 1.54 1.54 0.00 0-00 0.00 0-05 0.05 0.05 95th-Percentile Queue Length [ ] 1023 10.23 10.23 38.53 1 38.53 38.53 0,00 1 0.00 1 000 1 1.29 1_29 129 d A. Approach Delay [s/veh] 11.41 12.13 0.00 6,32 Approach LOS B B A A d I. Intersection Delay [sivehl 7.70 Intersection LOS B Scenario 2- 2 Existing PM Traffic Impact Study H32 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� • ; Version 5.00-00 CONSULTING Lane Configuration and Traffic Control Scenario 2: 2 Existing PM Traffic Impact Study H33 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� Q Version 5.00-00 CONSULTING Traffic Volume - Base Volume Mi 21low,�D2 ON'Ln- s�- -- 166 6 18q��43-IS �ANMI O—OI O 6 11 �-- 1 � k,— "Z50 6 J Scenario 2: 2 Existing PM Traffic Impact Study H34 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm CM Version 5.00-00 CONSULTING Vistro File: C:1... \Chanhassen Hotel.vistro Report File: C:\...\AM No-Build.pdf Intersection Analysis Summary Scenario 3 No -Build AM 2019 11/21/2017 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great Si Signalized HCM 6th SWB Left 0.825 43.6 D Plains Blvd Edition 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Left 0.186 19.7 C 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th NB Thru 0.000 12.3 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 11.6 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th NB Thru 0.000 10.6 B Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.000 10.3 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)D all other control types, they are taken for the whole intersection. Scenario 3. 3 No -Build AM 2019 Traffic Impact Study H35 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Gomm Q� Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type: Signalized Delay (sec / veh): 43.6 Analysis Method: HCM 6th Edition Level Of Service: D Analysis Period: 15 minutes Volume to Capacity (v/c): 0.825 Intersection Setup Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southbound Eastbound Southwestbound Lane Configuration -, -11 r 11 r '111 r ) r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12,00 1200. 12.00 12.00 12.00 12.00 12,00 1200. 12.00 12 00 12.00 No. of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 245.00 145.00 105,00 70000 625,00 Speed [mph] 3000 3000 55.00 55.00 Grade [°/b] 000 0.00 0,00 0,00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 38 62 64 143 24 57 93 1834 61 50 826 142 Base Volume Adjustment Factor 1 0000 1,0000 1.0000 1 0000 1.0000 1 0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2,00 2.00 2.00 2,00 2,00 2.00 2,00 2.00 Growth Rate 1,00 1.06 1.00 1.00 1 06 1.00 1.00 1.06 1,00 1.00 1.06 1_00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 25 23 19 43 Total Hourly Volume [veh/h] 38 66 39 143 25 34 93 1944 42 50 876 99 Peak Hour Factor 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0,9220 0.9220 0,9220 0.9220 0.9220 Other Adjustment Factor 1.0000 10000 1,0000 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 10 18 11 39 7 9 25 527 11 14 238 27 Total Analysis Volume [veh/h] 41 72 42 155 27 37 101 2108 46 54 950 107 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 v do, Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing 11 0 0 0 0 v co, Outbound Pedestrian Volume crossin 0 0 0 0 v ci. Inbound Pedestrian Volume crossing r1i 0 0 0 0 v ab. Comer Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 3 3 No -Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H36 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Q Version 5.00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group - Cycle Length Is] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset Is] 0.0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time [s] 000 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead/Lag Lead Lead Lag Lead Minimum Green is] 7 10 7 10 7 15 7 15 Maximum Green is] 20 20 1 20 20 20 120 25 115 Amber [s] 3.0 3.0 3.0 3.0 3.0 5.5 3,0 5.5 All red [s] 3.0 3.0 3.0 3.0 30 16 3.0 1.6 Spli; [s] 26 19 26 19 25 120 15 110 Vehicle Extension [s] 3.0 3.0 30 30 3.0 3.0 3.0 3.0 Walk Is] 5 5 5 5 Pedestrian Clearance Is] 10 10 10 10 Rest In Walk No No No No 11. Start -Up Lost Time [s] 2.0 2.0 20 2.0 2.0 2.0 2.0 2-0 12. Clearance Lost Time [s] 4.0 4.0 4.0 40 4.0 5 1 4.0 5.1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location If,,] Detector Length [ft] I Upstream Filtering Factor 1 00 1.00 1.00 1.00 1.00 1 00 1 00 1 00 1.00 1 00 1 00 1 00 Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk Is] 0 Pedestrian Clearance [s] 0 Scenario 3 3 No -Build AM 2019 Traffic Impact Study H37 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 Lane Group Calculations Lane Group L C I R L C R L C R L C R C. Cycle Length [s] 180 180 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cycle Is] 6.00 6.00 6.00 6.00 600 6.00 6.00 7.10 7,10 6.00 7.10 710 11_p, Permitted Start -Up Lost Time Is) 000 0.00 12, Clearance Lost Time [s] 0.00 4.00 400 0.00 4.00 1 4.00 400 1 5.10 5.10 4.00 5.10 5.10 g_i. Effective Green Time [s] 34 10 10 34 22 22 13 120 120 8 114 1 114 g ! C. Green i Cycle 0.19 0.06 0.06 019 0.12 0.12 0.07 0.66 0.66 004 0.63 0.63 (v I s)_i Volume / Saturation Flow Rate 0.02 0.04 0.03 0.11 0.02 0.03 0.06 0.66 0.03 0.03 030 0.07 s, saturation flow rate [veh/h] 2627 1683 1431 1458 1683 1431 1603 3204 1431 1603 3204 1431 c. Capacity [veh/h] 532 94 80 282 202 172 119 2127 950 68 2025 904 d1. Uniform Delay Is] 60.25 83.94 82.78 65.98 70.92 71.63 82.43 29.78 10.53 85.52 17.35 13.19 k, delay calibration 0.11 0.11 0.11 0.34 0.11 0.11 Oil 0.50 0.50 0.11 0.50 0.50 I. Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 d2, Incremental Delay [s) 0.06 12.24 5.29 5.17 0.30 0,62 15.07 17.52 0.10 18.41 0.78 0.27 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rp, platoon ratio 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PF. progression factor 1.00 1.00 1 00 1 00 1 00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 Lane Group Results X. volume 1 capacity L 08 0.77 0.53 0.55 0,13 0.22 0.85 0.99 0.05 0.79 1 047 1 0 12 d. Delay for Lane Group [s/veh] 6,u 32 96.18 8807 71.15 71.22 72.26 9751 47.30 10.62 103.93 18 13 13.46 Lane Group LOS E F F E E E F D B F B B Critical Lane Group - No vet 50th-Percentile Queue Length [veh] 0.79 366 1 204 689 1.15 1 1.59 5.06 44.51 0.63 2.80 9.92 1.73 50th-Percentile Queue Length [ft] 19.73 9141 50.93 172 15 28.64 39.81 126.49 1112.78 1581 70.04 247.88 43.19 95th-Percentile Queue Length [veh] 1.42 6.58 3.67 11 19 2.06 287 875 55.45 1.14 5.04 15.08 1 3.11 95th-Percentile Queue Length [ft] 35.51 164.53 91.67 279.74 51.55 71 66 218.72 1386.32 28.46 126.07 376.99 1 77.75 Scenario 3 3 No -Build AM 2019 Traffic Impact Study H38 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� • Version 5.00-00 Movement, Approach, & Intersection Results d M, Delay for Movement [slveh) 60.32 96.18 88.07 71.15 71.22 72.26 97.51 47.30 10.62 103.93 18.13 1346 Movement LOS E I F I F E E E F I D I B F B B d A, Approach Delay [slveh] 8449 71.35 48.80 21.85 Approach LOS F E D C d I. Intersection Delay [s/veh] 43.59 Intersection LOS D Intersection V/C 0 825 Other Modes g_Walk mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M comer. Corner Circulation Area [ftl/pedl 0.00 0-00 0.00 0.00 M CW, Crosswalk Circulation Area [ftziped 1 0.00 0.00 0.00 0.00 d_p. Pedestrian Delay [s] 81.23 81 23 81.23 81.23 Hint. Pedestrian LOS Score for Intersection 2A33 2.335 3.512 3.600 Crosswalk LOS B B D D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c b, Capacity of the bicycle lane [bicycles! 144 144 1254 1143 d b. Bicycle Delay is] 77.47 77A7 12.51 16.51 I b.int. Bicycle LOS Score for Intersection 1.857 1.959 3 436 2.512 Bicycle LOS A A C B Sequence i2i I - 1% S 0 rm N 4 h` Scenario 1 3 No -Build AM 2019 Traffic Impact Study H39 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type: Two-way stop Delay (sec / veh): 19.7 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period 15 minutes Volume to Capacity (v/c). 0.186 Intersection Setup Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Nor.hbound Soutthbound Eas!bound Westbound Lane Configuration -11 1 I j '1 j + Turning Movement Left Thni Right, Left I Thru Right Left Thru Right L '7 1 Thru Right Lane Width [ft] 12.00 12 Oii 12.00 12.00 12.00 12.00 1200 1200 12.00 12 00 1200. 12.00 No. of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocket Length [ft] 90.00 50.00 Speed [mph] 30.00 30.00 30.00 15 00 Grade [%] 0.00 0.00 0.00 0 u-1 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Inpu: [veh[h] 124 166 11 2 146 58 47 2 122 2 2 3 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1_0000 1,0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1 00 1 06 1_00 1 00 1.06 1.00 1.00 1.00 1.00 1.00 100 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 1 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips (veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 1 0 1 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Total Hourly Volume [veh/h] 124 176 11 2 155 58 47 2 122 2 2 3 Peak Hour Factor 0.8364 0.8364 08364 0.8364 0 8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 Other Adjustment Factor 1.0000 1.0000 1 0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 1 0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 37 53 3 1 46 17 14 1 36 1 1 1 Total Analysis Volume [veh/h] 148 210 13 2 185 1 69 56 2 146 2 2 4 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 13 No -Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H40 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results VIC, Movement VIC Ratio Oil 0.00 0.19 0.01 0.18 0.01 0.01 0.00 d M, Delay for Movement [sivehj 8.09 7.68 19.67 17.85 10A0 19.46 17.35 9.51 Movement LOS A A A A A A C C B C C A 95th-Percentile Queue Length [vehj 0.38 0.00 0.00 0.31 0.16 0.00 0.67 0.67 0.67 0.06 0.06 0.06 95th-Percentile Queue Length [ft] 952 000 000 787 3.93 0.00 16.78 1 16.84 1 16.84 1.49 1.49 1.49 d A. Approach Delay [s/vehj 3.23 0.06 13.02 13,96 Approach LOS A A B B d I, Intersection Delay [siveh] 4.75 Intersection LOS C Scenario 1 3 No -Build AM 2019 Traffic Impact Study H41 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 12.3 Level Of Service: B Volume to Capacity (v!c): 0.000 Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Sou:hbound Eastbound Westbound Lane Configuration Turning Movement Le` Tr ru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12 CC 12 C0 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200. 12.00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 28 2 2 2 1 131 1 46 134 4 Base Volume Adjustment Factor 1.0000 1 0000 1.0000 1 0000 1-0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°ro] 2.00 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1 0o 1 00 1.00 1.00 1.00 1.00 1 m 1.00 1.00 1.00 1.00 in -Process Volume [veh/h] 0 0 0 0 0 1 0 0 1 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Divered Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 O*.her Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 28 2 2 2 1 131 1 46 134 4 Peak Hour Factor 0.8800 0.8800 0.8800 0 8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 Other Adjustment Factor 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 OooC) 1 0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 8 1 1 1 0 37 0 13 38 1 Total Analysis Volume [vehlh] 7 0 32 2 2 2 1 149 1 52 152 17 Pedestrian Volume [ped/hJ 0 0 0 0 Scenario 3 3 No -Build AM 2019 Traffic Impact Study H42 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results rVlC, Movement V/C Ratio 0 ul 0.00 0.04 0.00 0.00 0.00 0.00 0.04 d M, Delay for Movement [s/veh] 12 02 12.32 9.24 12.04 12.13 9.10 7.53 7.61 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0 15 0 15 0.15 0,03 0.03 0.03 0.36 0,36 0.36 0.51 0,51 0.51 95th-Percentile Queue Length [ft] 3 SS 3.85 1 3,85 076 076 1 0.76 8.88 8,88 1 8,88 12.78 12.78 12.78 d A, Approach Delay [s/veh] 9.74 11.09 0,05 1 89 Approach LOS A B A A d I, Intersection Delay [siveh] 2.10 Intersection LOS B Scenario 3 3 No -Build AM 2019 Traffic Impact Study H43 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Qj Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 11.6 Level Of Service: B Volume to Capacity (v/c): 0.002 Name We Ga Parking Lot W 79th St W 79th St Approach Northbound Southtbound Eastbound Westbound Lane Configuration T T T + Turning Movement Left Thru Right Left Thru Right Left Thru Righ. Left Ii,m kigtll Lane Width [ft] 12.00 12.00 12.00 12.00 1200 12.00 12.00 1200 12 00 12.00 12 00 1 12 00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 000 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 23 1 53 5 0 1 0 75 27 55 83 8 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1 0000 1.0000 1,0000 Heavy Vehicles Percentage [°ro] 200 2.00 200 200 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1 1 00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 1 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 1 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 23 1 53 5 0 1 0 75 27 55 83 8 Peak Hour Factor 0.9440 0.9"0 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 Other Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 6 0 14 1 0 0 0 20 7 15 22 2 Total Analysis Volume [veh/h] 24 1 56 5 1 0 1 1 0 79 29 58 1 88 8 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 3 3 No -Build AM 2019 Traffic Impact Study H44 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with == r 1�� orrs_�-.ae Version 5 00-00 Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C. Movement VIC Ratio 004 0.00 0 06 001 0.00 0.00 0.00 0.04 d M. Delay for Movement [slveh] 11.19 11.65 9.21 11 40 11.32 8.79 7.40 7.53 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.32 0.32 032 0.03 0.03 0.03 0.00 0.00 000 0.35 0.35 0.35 95th-Percentile Queue Length [ft] 8.12 8.12 1 8.12 0.75 0.75 0.75 000 0.00 0.00 8.68 8.68 8.68 d A. Approach Delay [s/veh] 9.83 10.96 0.00 2.83 Approach LOS A B A A d I, Intersection Delay [siveh] 3.72 Intersection LOS B Scenario 3 3 No -Build AM 2019 Traffic Impact Study H45 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Analysis Method HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 10.6 Level Of Service: B Volume to Capacity (v/c): 0.000 Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration + + + + Turning Movement Le`: Thru Right Left Thru Right Le`; Thru Right Le°' Thru Right Lane Width [ft] 1200 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200. 12.00 12 ou 1200 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length (ft] Speed [mph] 15.00 15.00 30.00 30-00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 24 5 0 6 7 72 4 20 83 5 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1,0000 L0000 10000 1.0000 1.0000 Heavy Vehicles Percentage [°ib] 2.00 2.00 2.00 2.00 2.00 2,00 2.00 200 2.00 200 2.00 2.00 Growth Rate 1.00 1.00 1.00 1-00 1.00 1.00 1_00 1 00 1 00 1 00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips Iveh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 24 5 0 6 7 72 4 1 20 83 5 Peak -lour Factor 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 0,9344 0-9344 0.9344 0.9344 0.9344 0 9344 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1 0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 6 1 0 2 2 19 1 5 22 1 Total Analysis Volume [veh/h] 6 0 26 0 1 6 7 77 4 21 89 5 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 3 3 No -Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H46 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results WC, Movement VIC Ratio 0.01 000 0.03 001 0.00 0.01 0.00 0.01 d M, Delay for Movement [s/veh] 10.21 10.62 8.81 10.31 10.53 8.79 7.41 7.41 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.11 0 11 0.11 0.04 0.04 0.04 0.19 0.19 0.19 0.25 0.25 0.25 95th-Percentile Queue Length [ft] 2.71 2.71 2.71 1.03 1.03 1.03 4.67 4 67 4.67 6 15 6 15 6.15 d A. Approach Delay [s/veh] 9-07 9.48 0.59 1.35 Approach LOS A A A A d I, Intersection Delay [s/veh] 2.45 Intersection LOS B Scenario 1 3 No -Build AM 2019 Traffic Impact Study H47 Spack Consulting Chanhasse Panera Development Site Appendix H. Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period 15 minutes Intersection Setup Delay (sec / veh): 10.3 Level Of Service: B Volume to Capacity (v/c): 0.000 Name Western Site Access W 79th St W 79th St Parking Lot Approach Northbound Westbound Northeastbound Southeastbound Lane Configuration )r I Of Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12 00 12.00 12.00 12.00 1200. 12.00 1200. 12.00 1200. 12 00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/h] 20 0 15 23 61 11 5 60 17 8 0 1 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°/aj 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1 2 00 2.00 Growth Rate 1 00 1_00 1,00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1 1.00 100 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [vet, hJ 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [vehlh] 0 1 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehlh] 20 0 15 23 61 11 5 60 17 8 0 1 Peak Hour Factor 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 Other Adjustment Factor 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 5 0 4 6 17 3 1 16 5 2 0 0 Total Analysis Volume [veh/h] 22 1 0 16 25 1 66 12 5 1 65 18 9 0 1 Pedestrian Volume ]ped/h] 0 0 0 0 Scenario 3. 3 No -Build AM 2019 Traffic Impact Study H48 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with W MT • 0 OYS..'iNG Version 5.00-00 Intersection Settings Priority Scheme Stop Slop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance N ; No Number of Storage Spaces in Median Movement, Approach. & Intersection Results ViC. Movement V?C Ratio 003 1 0.00 0.02 0.03 0.08 0.01 0.01 0,00 d M. Delay for Movement [slveh] 9.84 10.34 8.92 9.66 9.91 9.09 7.38 7.40 Movement LOS A B A A A A A A A A A 95th-Percentile Queue Length [veh] 0.14 014 0.14 041 0.41 0.41 0.00 0.00 0.00 002 0,02 2 95th-Percentile Queue Length If,.] 3.52 3.52 3.52 1016 10.16 10.16 0.00 0.00 0.00 0 50 0.50 S?; d A. Approach Delay [siveh] 9A 9.75 0.00 6,65 Approach LOS A A A A d I. Intersection Delay [slveh] 598 Intersection LOS B Scenario 3 3 No -Build AM 2019 Traffic Impact Study H49 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Lane Configuration and Traffic Control O� O i 4- 5 O R Scenario 3: 3 No -Build AM 2019 Traffic Impact Study H50 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Base Volume o N 47 J _ 2 122 � r 2 Scenario 3: 3 No -Build AM 2019 Traffic Impact Study H51 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Future Total Volume 2 47 J _ 2 122 -, � 2 r Scenario 3: 3 No -Build AM 2019 Traffic Impact Study H52 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Vistro File: C:\...\Chanhassen Hotel.vistro Report File: C:\...\PM No-Build.pdf Intersection Analysis Summary ©;Q33 CONSULTING Scenario 4 No -Build PM 2019 11 /21 /2017 ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great Si gnalized HCM 6th SWB Left 0.879 67.4 E Plains Blvd Edition 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Left 0,536 58.5 F 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th SB Left 0.034 14.8 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 14.8 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th SB Left 0.019 15.3 C Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.002 13.0 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) all other control types, they are taken for the whole intersection. Scenario 4 4 No -Build PM 2019 Traffic Impact Study H53 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� • - i Version 5 00-00 CON suL,NG Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type: Signalized Delay (sec / veh): 67.4 Analysis Method: HCM 6th Edition Level Of Service: E Analysis Period: 15 minutes Volume to Capacity (v/c): 0.879 Intersection Setup Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southhbound Eastbou Southwestbound Lane Configuration -1+ -11 ( i l r �nd -i)) 1 ) r r t Turning Movement Le`: Thru Right Lejt Thru Right Left Thru Right Left Thru Riga Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12,00 12.00 1200. 12,00 12.00 12 00 No. of Lanes in Pocket 2 1 0 1 1 0 1 Pocket Length [ft] 24500 14500 105 00 700,00 625.00 Speed [mph] 30.00 30.00 55.00 55.00 Grade [°io] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [vehih] 99 89 111 169 98 118 71 1200 78 147 1973 399 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage [°io] 2,00 2.00 2.00 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.06 L00 100 1.06 L00 1.00 1,06 1 00 1 00 1,06 1.00 In -Process Volume [vehih] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [vehih] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh!h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 45 48 24 120 Total Hourly Volume [veh/h] 99 94 66 169 104 70 71 1272 54 147 2091 279 Peak Hour Factor 0.9766 09766 0.9766 0.9766 0 9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 Other Adjustment Factor 10000 10000 10000 1.0000 1.0000 1,0000 1.0000 1.0000 1.0000 1 0000 1,0000 1.0000 Total 15-Minute Volume [vehih] 25 24 17 43 27 18 18 326 14 38 535 71 Total Analysis Volume [vehih] 101 96 68 173 106 72 73 1302 55 151 2141 286 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v do. Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing ri 0 0 0 0 v co, Outbound Pedestrian Volume crossin 0 0 0 0 v ci, Inbound Pedestrian Volume crossing mi 0 0 0 0 v ab, Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 4 4 No -Build PM 2019 Traffic Impact Study Chanhasse Panera Development Site H54 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group - Cycle Length [s] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] &0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time Is] 0,00 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead/Lag Lead Lead Lag Lead Minimum Green Is] 7 10 7 10 7 15 7 15 Maximum Green Is] 29 29 29 29 14 83 14 1 83 Amber Is] 3.0 3.0 3.0 3.0 3.0 5.5 30 5.5 All red Is] 3.0 3.0 3.0 3.0 3.0 1.6 3.0 1.6 Split Is] 35 35 35 35 20 90 20 90 Vehicle Extension Is] 30 3.0 3.0 3.0 30 30 3.0 3.0 Walk Is] 5 5 5 5 Pedestnan Clearance [s] 10 10 10 10 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 2.0 2.0 20 2.0 20 2.0 12. Clearance Lost Time Is] 4.0 4.0 40 4.0 4.0 5 1 4.0 5.1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [1'] Detector Length [ft] I Ups'ream Filtering Factor 1 O0 1 00 1.00 1 00 1.00 1.00 1.00 1.00 1.00 1 1 00 1 1 00 1 05 Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk Is] 0 Pedestnan Clearance Is] 0 Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H55 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Q� Version 5.00-00 CONSULTING Lane Group Calculations Lane Group L C R L C R L C R L C R C. Cycle Length Is] 180 180 180 1811 1 1811 180 180 180 180 180 180 180 L. Total Lost Time per Cycle [s] 6.00 6 00 6.00 6.00 6.00 6.00 6.00 7.10 7.10 6.00 7.10 7 10 11_p. Permitted Start -Up Lost Time [s] 12. Clearance Lost Time [s] 4 00 4,00 4,00 4.00 4.00 1 4,00 4.00 5,10 5.10 4 00 5 10 5,10 g_i, Effective Green Time [s] 8 13 13 21 26 26 10 107 107 14 111 111 g / C. Green / Cycle 0.04 0.07 0.07 0.12 0 14 0.14 0.05 0.59 0.59 0.08 062 0 62 (v / s) i Volume / Saturation Flow Rate 0.03 0 06 0.05 0.11 0.06 0,05 005 041 0-04 0.09 0.67 0,20 s. saturation flow rate [veh/h] 3113 1683 1431 1603 1683 1431 1603 3204 1431 1603 3204 1431 C. Capacity [veh/h] 140 117 100 191 242 206 88 1903 850 125 1976 882 d1. Uniform Delay [s] 84,85 82.59 81,77 78.30 70,40 6946 84,20 24.99 15.43 83,00 34.50 16.53 k, delay calibration 0.11 0.11 0.11 0.18 0.11 0.11 0.11 0.50 0.50 0.45 0.50 0.50 I, Upstream Filtering Factor 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1,00 1.00 1 00 d2, Incremental Delay [s] 6.86 12.83 7.89 21,54 1.24 1.01 17.28 2.02 0.15 144,56 46.99 0.98 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.06 6.00 0.00 0.00 0.00 0.00 0.00 0,00 Rp, platoon ratio 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1,00 PF. progression factor 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1 00 1.00 1.00 1.00 Lane Group Results X. volume / capacity 072 082 0.68 0.91 0.44 0,35 0,83 0.68 006 1.21 1.08 0.32 d. Delay for Lane Group [s/veh] 91 71 95.42 8966 9984 71,64 70.47 101.48 27.01 15,58 227.56 81 49 1750 Lane Group LOS F F F F E E F C B F F B Critical Lane Group - 1'Gs No Nn - 5011-Percentile Queue Length [veh] 2.48 4.86 3.33 913 460 3.08 3.73 1 18,37 0.96 10.70 51.89 5.65 50th-Percentile Queue Length [ft] 61,90 121.53 83.36 228.13 114,99 77 11 93-25 459.22 24.12 267.39 1297.15 141.14 95th-Percentile Queue Length [veh] 4,46 8.48 6.00 14.08 812 5,55 671 25,40 1.74 17.13 6829 9-54 95th-Percentile Queue Length [ft] 111 43 211.93 150.05 351.98 202.92 138.80 167.84 634.94 43,42 428.28 1707.32 238.56 Scenario 4 4 No -Build PM 2019 Traffic Impact Study H56 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Movement, Approach, & Intersection Results d M, Delay for Movement [slveh] 91.71 9542 89.66 99.84 71.64 70-47 101.48 27.01 15.58 227.56 81.49 17.50 Movement LOS F F F F E E F C B F F B d A, Approach Delay [slveh] 92 53 85.30 30.37 82.94 Approach LOS F F C F d I, Intersection Delay [slveh] 6741 Intersection LOS E Intersection V!C 0.879 Other Modes g_VValk,mi. Effective Walk Time [s] 9.0 9.0 9.0 9.0 M comer, Corner Circulation Area [ft2 /pedj 0.00 0.00 0.00 0.00 M CW, Crosswalk Circulation Area [ft2lped 1 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay Is] 81.23 81.23 81.23 81.23 I_p.int. Pedestrian LOS Score for I wersec:ic n 2.523 2.470 3.657 1934 Crosswalk LOS B B D D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c b. Capacity of the bicycle lane [bicycles! 322 322 921 921 d b. Bicycle Delay Is] 63.34 6334 26.19 26.19 I b.int. Bicycle LOS Score for Intersection 2.071 2.218 2.759 3 785 Bicycle LOS B B C D Sequence - � - va eeeeeeeeeeeve� Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H57 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 C ONSJL'NG Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type Two-way stop Analysis Method. HCM 6th Edition Analysis Period 15 minutes Intersection Setup Delay (sec / veh): 58.5 Level Of Service: F Volume to Capacity (v/c): 0 536 Name Great Plains Blvd Great Plains Blvd W 79th S: Parking Lot Access Approach Northbound Southbound Eastbound Westbound Lane ConfigurationI -i r I � 01 � 1 Turning Movement Left Thru Righ� Left Thru Right Left Thru Right Left Thru Rigth: Lane Width [ftJ 1200 12 X, 12.00 12.00 12.00 12.00 12.00 1200 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocket Length [ft] 90.00 50.00 Speed [mph] 30.00 30.00 30.00 1500 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 221 305 31 15 195 97 68 9 166 17 6 24 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1-0000 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1 0000 1.0000 Heavy Vehicles Percentage [°io] 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 200 2.00 200 200 Growth Rate 1.00 1.06 1.00 100 1.06 1_00 1-00 1 00 1.00 1,00 1 00 1 00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 1 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 221 323 31 15 207 97 68 9 166 17 6 24 Peak Hour Factor 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0,9323 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 L0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [vehlh] 59 87 8 4 56 26 18 2 45 5 2 6 Total Analysis Volume [veh/h] 237 346 33 16 222 104 73 10 178 18 6 26 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 4 4 No -Build PM 2019 Traffic Impact Study H58 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� Q Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach.. & Intersection Results V/C, Movement ViC Ratio 0 19 0.01 0.54 006 0.23 016 0,04 0.04 d M, Delay for Movement [slveh] 8.61 8.09 58,50 30.51 12.09 42.69 34.04 15.47 Movement LOS A A A A A A F D B E D C 95th-Percentile Queue Length [veh] 0.71 0.00 0.00 0.51 0.25 0.00 2,61 1,24 1,24 090 090 0.90 95th-Percentile Queue Length [ft] 17 73 0.00 0.00 1267 1 6.33 1 0.00 65.18 1 30.99 30.99 22.51 1 22.51 22.51 d A. Approach Delay [siveh] 3.31 0.38 25.78 27,50 Approach LOS A A D D d I, Intersection Delay (s/veh] 8 10 Intersection LOS F Scenario 4 4 No -Build PM 2019 Traffic Impact Study H59 Spack Consulting Chanhasse Panera Development Site Appendix K. Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 14.8 Level Of Service: B Volume to Capacity (v/c): 0.034 Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration + + + Turning Movement Le` 1 rru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12 12 Ou 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12 00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30-00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 14 1 33 12 1 7 2 210 2 35 277 12 Base Volume Adjustment Factor 1 0000 1 0000 1 0000 1 0000 1.0000 1.0000 1 0000 1 0000 1 0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°io] 2.00 2.00 2.00 2.00 2.00 2.00 200 200 2.00 2.00 2.00 2.00 Grow,.h Rate 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1 00 1.00 1.00 1.00 In -Process Volume [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Tnps [veh/h] 0 0 0 0 1 0 1 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [vehrh] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Total Hourly Volume [veh/h] 14 1 33 12 1 7 2 210 2 35 277 12 Peak Hour Factor 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [vehlh] 4 0 9 3 0 2 1 56 1 9 73 3 Total Analysis Volume [veh/h] 15 1 35 13 1 7 2 223 2 37 294 13 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H60 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mcm Version 5.00-00 CONSULTING Intersection Settings Priority Scheme S'np Stop Free Free Flared Lane No No Storage Area tveh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Results V/C, Movement V/C Ratio 0.04 0.00 0.04 0.03 0.00 0.01 0.00 0.03 d M. Delay for Movement [s/veh] 14.69 14.64 9.95 14.80 14.42 10.25 788 7.76 Movemen*, LOS B B A B B B A A A A A A 95th-Percentile Queue Length tveh] 0.27 0.27 0.27 0.14 0.14 0.14 0.66 0.66 0.66 1.02 1.02 1 02 95th-Percentile Queue Length [ft] 6.81 681 6.81 3.61 3.61 3.61 16.50 16,50 16.50 2560 1 25.60 25.60 d_A Approach Delay [s/veh] 11_" 13.27 0.07 083 Approach LOS B B A A d 1. Intersection Delay [s/veh] 1 81 Intersection LOS B Scenario 4 4 No -Build PM 2019 Traffic Impact Study H61 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONSULT NG Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Delay (sec / veh): 14.8 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period 15 minutes Volume to Capacity (v/c): 0.002 Intersection Setup Name We Ga Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T T '"1"' Turning Movement Lef; Thru Right Left Thru Right Left Thru Righ; Left Thru Right Lane Width [ft] 12.00 12 00 12.00 12.00 12.00 12.00 12.00 12.00 1200. 12.00 12.00 1 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 30 1 46 5 1 2 2 184 30 43 237 9 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1 0000 10000 Heavy Vehicles Percentage [°iu] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 100 1.00 1.00 In -Process Volume [vehihJ 0 0 0 0 1 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 1 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 1 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume (vehrh] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 30 1 46 5 1 2 2 184 30 43 237 9 Peak Hour Factor 0.9288 0.9288 0-9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 Other Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 8 0 12 1 0 1 1 50 8 12 64 2 Total Analysis Volume [veh/h] 32 1 50 5 1 2 2 198 32 46 255 10 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H62 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with GMM Q� Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results ViC. Movement V/C Ratio 0.08 0.00 0.06 0.01 0.00 0.00 0.00 0.03 d M, Delay for Movement [s/veh] 14.65 14.76 10.34 14.70 14.05 9.78 7.78 779 Movement LOS B B B B B A A A A A A A 95th-Percentile Queue Length [veh) 048 0.48 0.48 0.06 0.06 0.06 0.65 0,65 0.65 0.90 0.90 0 90 95th-Percentile Queue Length [ft] 12 11 12.11 12 11 1 40 1 1.40 1.40 1623 16,23 1 16.23 22,55 22.55 22.55 d A. Approach Delay [s/veh) 1206 13.39 0,07 1.15 Approach LOS B B A A d_I. Intersection Delay [s/veh] 2.34 Intersection LOS B Scenario 4 4 No -Build PM 2019 Traffic Impact Study H63 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 15.3 Level Of Service: C Volume to Capacity (v/c): 0.019 Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound Southtbound Eastbound Westbound Lane Configuration T T + + Turning Movement Left Thru Right Left Thru Right Left Thru Righ; Left Trru Righ' Lane Width [ft] 12.00 1200 12.00 12.00 1200 12.00 12.00 12.00 1200 1200. 12 C!0 12.00 No of Lanes in Pocke: 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed -[mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastem Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 15 2 76 6 0 15 13 137 18 59 207 1 Base Volume Adjustment Factor 1.0000 1,0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1 0000 1 0000 1,0000 T0000 Heavy Vehicles Percentage [°io] 200 2.00 200 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1.00 1 00 1 00 1 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Sire -Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Existing Site Adjustment Volume [vehih] 07 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 1 0 1 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 15 2 76 6 0 15 13 137 18 59 207 1 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Other Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 1 21 2 0 4 1 4 1138 5 16 57 0 Total Analysis Volume [veh/h] 16 2 1 84 7 0 16 14 1 151 1 20 65 1 227 1 Pedestrian Volume [ped/h] 0 0 0 Scenario 4 4 No -Build PM 2019 Traffic Impact Study Chanhasse Panera Development Site H64 Spack Consulting Appendix H: Capacity Analysis Backups Generated with mm CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area (veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach, & Intersection Results V/C, Movement V/C Ratio 0.04 j 0.00 0,10 0.02 0.00 0.02 0.01 0.05 d M. Delay for Movement [s/veh] 1451 14.44 9.86 15,25 14.01 968 7.71 768 Movement LOS B B A C B A A A A A A A 95th-Percentile Queue Length [veh] 0,48 0.48 0.48 0.12 0.12 0-12 0,48 048 0.48 0.79 0.79 0,79 95th-Percentile Queue Length [ft] 11.99 11.99 1 11.99 3.05 1 3.05 1 3.05 11,97 1 11.97 11,97 1 1963 19.63 19.63 d A. Approach Delay [s/veh] 10.68 11 38 0.58 1.70 Approach LOS B B A A d I. Intersection Delay [s/veh] 325 Intersection LOS C Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H65 Spack Consulting Chanhasse Panera Development Site Generated with Version 5.00-0f Contro Analysis Analysis Intersection L T No, I ' Volumes Base Base Vr Heavy' In -Pr Site-C Di Existing Siti Ot Total I Oth Total 1 Total / Pede Scenario 4. 4 No -Build PM 2019 Traffic Impact Study H66 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C, Movement V/C Ratio 0.08 0.00 0.04 0.09 0.23 0.02 001 0.00 d M, Delay for Movement [s/veh] 1258 12.96 10.00 12.31 12.18 11.19 7.58 7.63 Movement LOS B B A B B B A A A A A A 95th-Percentile Queue Length [veh] 0.41 0.41 0.41 1.54 1.54 1.54 0.00 0.00 0.00 0.05 0.05 0.05 95th-Percentile Queue Length [ft] 10.23 10.23 1 1023 38.53 38.53 1 38.53 1 0.00 1 000 1 0.00 1.29 1.29 1.29 d A. Approach Delay [s/veh] 11.41 12.13 0.00 6.32 Approach LOS B B A A d I. Intersection Delay [s/veh] 7.70 Intersection LOS B Scenario 4 4 No -Build PM 2019 Traffic Impact Study H67 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Lane Configuration and Traffic Control M 2 3 4 IV )Ir 0 0 Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H68 Spadc Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 CONSULTING Traffic Volume - Base Volume 3 r�N 22p — 2 2 35 A'W r Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H69 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with =z= Version 5.00-00 CONSULTING Traffic Volume - Future Total Volume ro, Scenario 4: 4 No -Build PM 2019 Traffic Impact Study H70 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Scenario 5 Build AM 2019 Report File: C:\Users\Jonah\Desktop\AM Build.pdf 11/21/2017 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great Signalized HCM 6th SWB Left 0.843 45.8 D Plains Blvd Edition 2 Great Plains Boulevard & W Two-way stop HCM 6th WB Left 0.010 23.4 C 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th NB Thru 0.000 13.4 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 12.6 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th NB Thru 0.000 11.3 B Access Edition 6 T" th St & Western Site Two-way stop HCM 6th NB Thru 0.000 11.3 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest) all other control types, they are taken for the whole intersection. Scenario 5 5 Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H71 Spack Consulting Appendix K Capacity Analysis Backups Generated with MM; M-9 Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type, Signalized Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 45.8 Level Of Service: D Volume to Capacity (v/c): 0.843 Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southbound Eastbound Southwestbound Lane Configuration -1 -11 ( 11 r '1 )) r ) 1 1 r Turning Movement Left ihru Right Left Thru Right Left ihru Right Left ihru RigF. Lane Width [ft] 12,00 12 00 12.00 12.00 12.00 1200. 12.00 12 00 1200 1200 1200 12 00 No. of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 245.00 145.00 105.00 700.00 625.00 Speed [mph] 30.00 30.00 55.00 55,00 Grade [%] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 38 62 64 143 24 57 93 1834 61 50 826 142 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°/o] 2.00 2.00 2.00 2.00 2,00 2.00 200 2.00 200 2.00 2.00 2.00 Growth Rate 1_00 1.06 1.00 1.00 1,06 1.00 1,00 1.06 1,00 1 00 1,06 1.00 In -Process Volume [veh/h] 0 1 0 0 0 1 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 F 4 0 19 1 4 1 5 6 0 0 0 0 21 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 29 0 0 0 -29 0 0 -15 15 Existing Site Adjustment Volume [veh/h] 0 -2 0 -5 -1 -2 -3 0 0 0 0 -7 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [vehih] 25 23 19 43 Total Hourly Volume [veh/h] 38 68 39 186 28 37 96 1915 42 50 861 128 Peak Hour Factor 0.9220 0.9220 0.9220 0.9220 0.9220 0,9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 Other Adjustment Factor 1.0000 1_0000 1_0000 1.0000 1.0000 1_0000 1_0000 1.0000 1.0000 1 0000 1,0000 1,0000 Total 15-Minute Volume [veh/h] 10 18 11 50 8 10 26 519 11 14 233 35 Total Analysis Volume [veh/h] 41 74 42 202 30 40 104 2077 46 54 934 139 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 v do, Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing m 0 0 0 0 v co. Outbound Pedestrian Volume crossin 0 0 0 0 v ci, Inbound Pedestrian Volume crossing i 0 0 0 0 v ab, Comer Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles,h] 0 0 0 0 Scenario 5. 5 Build AM 2019 Traffic Impact Study H72 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Qj Version 5 00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group Cycle Length Is] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset Is] 0.0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time Is] 0.00 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead lLag Lead Lead Lag Lead Minimum Green Is] 7 10 7 10 7 15 7 15 Maximum Green Is] 20 20 20 20 20 120 25 115 Amber Is] 3.0 3.0 3.0 3.0 3.0 5.5 3.0 1 55 All red Is] 3.0 3.0 3.0 3.0 3.0 1.6 3.0 1.6 Split Is] 26 19 26 19 25 120 15 110 Vehicle Extension Is] 30 3.0 30 30 3.0 3.0 3.0 3.0 Walk Is] 5 5 5 5 Pedestrian Clearance Is] 10 10 10 10 Rest In Walk No No No No 11, Start -Up Lost Time Is] 2.0 2.0 20 2.0 2.0 20 20 2.0 12, Clearance Lost Time Is] 4.0 4.0 4.0 4.0 4.0 5 1 40 5.1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location Ift] Detector Length [ft] I, Upstream Filtering Factor 1 0o 00 1.00 1-00 1.00 1.00 1_00 OCi 1 UCH 1 00 1 1 o0 1 1 oo Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk Is] 0 Pedestran Clearance Is] 0 Scenario 5: 5 Build AM 2019 Traffic Impact Study H73 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with == Version 5 00-00 CONSULTING Lane Group Calculations Lane Group L C R L C R L C R L C R C. Cycle Length [s] 180 180 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cycle [s] 6 00 6.00 6 !( 6.00 6.00 6.00 6.00 7.10 7,10 600 7 10 7,10 11_p. Permitted Start -Up Lost Time Is] 0.00 000 12, Clearance Lost Time [s] 0,00 4.00 4,00 0,00 4.00 4.00 4.00 1 5.10 5 10 400 5,10 5.10 g_i, Effective Green Time [s] 36 10 10 36 24 24 14 1 117 117 8 111 111 g / C. Green i Cycle 0.20 0.06 0.06 0.20 0.13 0.13 0,08 0.65 0.65 0.04 0.62 0.62 (v I s)_i Volume / Saturation Flow Rate 0,02 0.04 0.03 0.14 0.02 0.03 0.06 0.65 0.03 0.03 0,29 1 0.10 S. saturation flow rate [veh/h] 2610 1683 1431 1466 1683 1431 1603 3204 1431 1603 3204 1431 c, Capacity [veh1h] 556 94 80 301 223 1 189 122 2088 932 687 1980 884 d1. Uniform Delay [s] 5846 84.03 82.77 66.17 69,09 69,81 8226 31.10 11 31 85,52 1 18,57 14.58 k, delay calibration 0.11 0.11 0.11 0.50 0.11 0.11 0.11 0.50 050 Oil 050 0.50 1. Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 d2. Incremental Delay Is] 0.06 13,46 5.27 11.39 0.27 0.55 15.04 18.52 0.10 18A1 0.81 0.38 d3. Initial Queue Delay Is] 0.00 0.00 0.00 0,00 0.00 000 000 0.00 0.00 0.00 0.00 0.00 Rp. platoon ratio 1.00 1 00 1_00 1.00 1,00 1_00 1 00 1 too 1.00 1m 1_00 1.00 PF, progression factor 1.00 1 00 100 1.00 1,00 1 1.00 1 1 00 1 100 1.00 1.00 1.00 1.00 Lane Group Results X. volume / capacity ;! 1J7 079 0.53 0.67 0,13 0.21 0.85 0.99 0,05 0.79 1 0 47 0,16 d. Delay for Lane Group [s/veh] 53 52 97.50 8804 77.57 69.36 70.36 9731 49.62 11.41 103.93 19.38 14.96 Lane Group LOS E F F E E E F D B F B B Critical Lane Group -- - No .. N^ ve, 50th-Percentile Queue Length [veh] 0.78 379 2.04 9.54 1.25 1.70 5,21 4490 0.66 1 2,80 10.16 2.41 50th-Percentile Queue Length [ft] 19.40 94.64 50.92 238.41 31.36 4241 13014 1122.38 1656 70.04 253,99 60.36 95th-Percent4e Queue Length [veh] 1.40 6.81 3.67 14.60 2.26 3.05 8.95 1 55.88 1_19 5,04 15,39 4,35 95th-Percentile Queue Length [ft] 34.92 170,35 91.65 365.02 56.45 76.34 223.69 1397.10 29.81 126,07 384.67 108.65 Scenario 5. 5 Build AM 2019 Traffic Impact Study H74 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with CEO= �1 Version 5 00-00 C ON SU I'i NG Movement, Approach, & Intersection Results d M. Delay for Movement [s/veh] 58 52 9750 88.04 77 57 69.36 70 36 97.31 49.62 11.41 103.93 19.38 14.96 Movement LOS E I F I F E E E F D B F B B d A. Approach Delay [siveh] 8479 7560 51 06 22.89 Approach LOS F E D C d I. Intersection Delay [s/veh] 45.83 Intersection LOS D Intersection VIC 0.843 Other Modes g_Walk.mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M comer, Corner Circulation Area [ft2 /pedl 0.00 000 0.00 0.00 M CW, Crosswalk Circulation Area [ft=lped 1 0.00 0.00 0.00 0.00 d_p. Pedestrian Delay Is] 81.23 81.23 81.23 81.23 Hint, Pedestrian LOS Score for Intersectic n 2.434 2.357 3.500 3.614 Crosswalk LOS B B D D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/ 144 144 1254 1143 d b. Bicycle Delay [s] 77.47 77.47 12.51 16.51 I b.int. Bicycle LOS Score for Intersection 1.860 2.046 3.413 2.525 Bicycle LOS A B C B Sequence iwa eeeeeeeeeeeve■� i - • ee eeeeeeeeeeeevai NO I �06-uhiii Scenario 5: 5 Build AM 2019 Traffic Impact Study H75 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5 00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type: Two-way stop Delay (sec / veh): 23.4 Analysis Method. HCM 6th Edition Level Of Service: C Analysis Period 15 minutes Volume to Capacity (v/c): 0.010 Intersection Setup Name Great Plains Blvd Grea Plains Blvd W 79th St Parking Lot Access Approach Northbound Sou'.hbound Eastbound Westbound Lane Configuration -11 1 I � 41 F Turning Movement Left Trru Right Left Thru Right Left I I`ru Rlgr' Le`' Thru Right Lane Width ]ft] 12.00 12 00 12.00 12.00 12.00 12 00 12.00 12 00 12 00 12 00 12 00 12.00 No. of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocket Length [ft] 90.00 50.00 Speed [mph] 30.00 30.00 30.00 15.00 Grade [%] 0.00 0.00 0.00 000 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 124 166 11 2 146 58 47 2 122 2 2 3 Base Volume Adjustment Factor 1.0000 1 0000 1 0000 1.0000 1 0000 1 0000 1 0000 1.0000 1.0000 1_0000 1.0000 1.0000 Heavy Vehicles Percentage [°o] 200 2.00 2.00 200 2.00 2.00 200 2.00 200 2.00 2.00 2.00 Growth Rate 100 1.06 1.00 1.00 1.06 1.00 1 00 1.00 1_00 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips (veh/h] 31 0 0 0 0 4 4 0 28 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Pass -by Trips [veh/h] 15 0 0 0 0 0 0 1 0 29 0 0 0 Existing Site Adjustment Volume [veh/h] -12 0 0 0 0 -2 2 0 -12 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 158 176 11 2 155 60 49 2 167 2 2 3 Peak Hour Factor 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 0,8364 Other Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 10000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 47 53 3 1 46 18 15 1 50 1 1 1 Total Analysis Volume ]vehlh] 189 210 13 2 185 1 72 59 2 200 2 2 4 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 5: 5 Build AM 2019 Traffic Impact Study H76 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MEW91 ©� Version 5 00-00 CONSULTING Intersection Settings Pnodty Scheme Free Free Stop Stop Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results VrC. Movement V/C Ratio 0.14 0.00 0.23 0.01 1 0.24 0.01 0.01 0.00 d M. Delay for Movement [s/veh] 8.22 7.68 23.12 20.22 10.90 23.43 19.39 9.58 Movement LOS A A A A A A C C B C C A 95th-Percentile Queue Length [veh] 0.50 0.00 0.00 0.32 0.16 0.00 0.86 1.00 1.00 0.07 0.07 0.07 95th-Percentile Queue Length [ft] 12.62 0.00 0.00 7.97 3.98 0.00 21.58 1 24.93 24.93 1.75 1.75 1.75 d A. Approach Delay [s/veh] 3.77 0.06 13.74 15.49 Approach LOS A A B C d I. Intersection Delay [s/veh] 5.61 Intersection LOS C Scenario 5 5 Build AM 2019 Traffic Impact Study H77 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 CONScL' NG Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Delay (sec / veh): 134 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period. 15 minutes Volume to Capacity (v/c): 0.000 Intersection Setup Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration Turning Movement Left Thru Right Left Thru Right Le`. Thru Right Left Thnu I Right Lane Width [ft] 12.00 12.00 1200. 12.00 12.00 12.00 1200 1200 12.00 12.00 1200. 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 28 2 2 2 1 131 1 46 134 4 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 Heavy Vehicles Percentage [°bJ 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1 00 1 00 1 00 1 1.00 1.00 1 00 1 00 1 100 1 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 1 0 0 0 0 0 0 32 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 29 0 0 15 0 Existing Site Adjustment Volume [vehJhJ 0 0 0 0 0 1 0 0 10 0 0 -14 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 28 2 2 2 1 182 1 46 170 4 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0 8800 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 8 1 1 1 0 52 0 13 48 1 Total Analysis Volume [veh/h] 7 0 32 2 2 2 1 207 1 52 193 5 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 5 5 Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H78 Spack Consulting Appendix H: Capacity Analysis Backups Generated with W= Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Stop S-op Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C. Movement V/C Ratio 0.02 0.00 0,04 0.00 0,00 0.00 0.00 0,04 d_M, Delay for Movement [s/veh] 13.20 13.37 9,60 13.24 13.14 9,33 762 7.75 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.17 0.17 0.17 0.03 0.03 0.03 0.54 0.54 0,54 0.67 0.67 0,67 95th-Percentile Queue Length [ft] 426 426 426 0.86 0.86 0.86 13.40 13.40 13.40 1677 16.77 16.77 d A. Approach Delay [s/veh] 10.25 11.91 0.04 1,61 Approach LOS B B A A d I, Intersection Delay [s/veh] 1 75 Intersection LOS B Scenario 5. 5 Build AM 2019 Traffic Impact Study H79 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Q Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 12.6 Level Of Service: B Volume to Capacity (v/c): 0.002 Name We Ga Parking Lot W 79th St W 79th St Approach Northbound Sou*.htbound Eastbound Westbound Lane Configuration T T T + Turning Movement Left Thru Right Left Thru Right Left Thru Right Le Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12 OS 1200 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 C! 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 23 1 53 5 0 1 0 75 27 55 83 8 Base Volume Adjustment Factor 1.0000 1.0000 1_0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1-0000 1.0000 1.0000 Heavy Vehicles Percentage [°rb] 2.00 2.00 2.00 200 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 Growth Rate 1.00 1.00 1.00 1_00 1.00 100 1.00 1 00 1.00 1.00 1.00 1.00 In -Process Volume [vehih] 0 0 0 0 0 0 0 0 0 1 0 1 0 0 Site -Generated Trips [vehih] 0 0 0 0 1 0 0 0 32 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 1 29 0 0 1 15 0 Existing Site Adjustment Volume [vehih] 0 0 0 0 0 0 0 -10 0 0 -14 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [vehih) 23 1 53 5 0 1 0 126 27 55 119 8 Peak Hour Factor 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 Other Adjustment Factor 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1 0000 Total 15-Minute Volume [vet-h] 6 0 14 1 0 0 0 33 7 15 32 2 Total Analysis Volume [veh/h] 24 1 56 5 0 1 0 133 29 58 126 8 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 5: 5 Build AM 2019 Traffic Impact Study H80 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Intersection Settings CONSULTING Priority Scheme Sop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C, Movement ViC Ratio 0.04 0.00 0.06 0.01 0.00 0.00 0.00 0.04 d_M. Delay for Movement [s/veh] 12.18 1256 9.59 12.42 12.15 8.99 7.48 7.65 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 036 0.36 0.36 0.03 0.03 0,03 0.00 0.00 0.00 0.47 0.47 047 95th-Percentile Queue Length [ft] 906 1 9.06 1 9.06 086 1 086 1 0.86 0.00 0.00 1 0.00 11 72 11,72 11 72 d A. Approach Delay [s/veh] 10.39 11.85 0.00 2.31 Approach LOS B B A A d I, Intersection Delay [s/veh] 3.08 Intersection LOS B Scenario 5 5 Build AM 2019 Traffic Impact Study H81 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 r ti5_. Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Delay (sec / veh): 11 3 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0 000 Intersection Setup Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T T + Turning Movement Left Thru Right Left Thru Right Left Thru Righ: Left Thru Righ: Lane Width [ft] 12.00 12.00 12.00 12.00 1200 1200 1200. 12.00 12.00 1200. 1200. 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 24 5 0 6 7 72 4 20 83 5 Base Volume Adjustment Factor 1 0000 1.0000 1_0000 1 0000 1.0000 1.0000 1_0000 1.0000 1.0000 1 0000 1 0000 1.0000 Heavy Vehicles Percentage 1%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 200 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1.00 100 1.00 1.00 In -Process Volume [veh/h] 0 0 0 1 0 1 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 32 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 29 0 0 15 0 Existing Site Adjustment Volume [veh/h] 0 0 1 0 0 0 0 0 -10 0 0 -14 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 6 0 24 5 0 6 7 123 4 20 119 5 Peak Hour Factor 0.9344 0.9344 0.9344 1 0.9344 0.9344 0.9344 0.9344 0,9344 10.9344 0.9344 0.9344 0.9344 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 2 0 6 1 0 2 2 33 1 5 32 1 Total Analysis Volume [veh/h] 6 1 0 26 5 0 6 7 132 4 21 1 127 5 Pedestrian Volume [ped/hJ 0 0 0 0 Scenario 5 5 Build AM 2019 Traffic Impact Study H82 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5 00-00 Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No S'orage Area [veh] Two -Stage Gap Acceptance No No Number of S*.orage Spaces in Median Movement. Approach. & Intersection Results V/C. Movement V/C Ratio 0,01 0.00 0.03 0.01 0.00 0,01 000 0.01 d M. Delay for Movement [s/veh] 11.01 11.35 9.10 11.14 11.25 8.99 7.49 7,52 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.12 0.12 0.12 0.05 0.05 0.05 0.33 0.33 0.33 0,35 0,35 0.35 95th-Percentile Queue Length [ft] 2.97 2.97 2.97 1 14 1 14 1 14 8 17 8-17 8.17 8.84 8.84 8.84 d A, Approach Delay [s/veh] 9.46 9.96 0.37 1.03 Approach LOS A A A A d I, Intersection Delay [s/veh] 1.84 Intersection LOS B Scenario 5 5 Build AM 2019 Traffic Impact Study H83 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6. W 79th St & Western Site Access Control Type: Two-way stop Delay (sec / veh): 11.3 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.000 Intersection Setup Name Western Site Access W 79th St W 79th St Parking Lot Approach Norhbound Westbound Northeastbound Southeastbound Lane Configuration )r I 1 Turning Movement Left Thru Right Left Thru Right Leh Thru Right Left Thru Right Lane Width Iftl 12.00 12.00 12.00 12.00 12.00 12.00 1200 12.00 12.00 12.00 1200 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/h] 20 0 15 23 61 11 5 60 17 8 0 1 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage 1%] 2.00 200 200 200 2.00 2.00 2.00 2.00 2.00 200 200 2.00 Growth Rate 100 1.00 1.00 100 1 00 1 00 1 00 100 1.00 1 00 1.00 1.00 In -Process Volume [vehih] 0 0 0 0 0 0 0 0 1 0 0 0 0 Site -Generated Trips Iveh/h] 13 0 32 35 0 0 0 0 13 0 0 0 Diverted Trips Ivehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips Iveh/h] 15 0 29 15 0 0 0 0 29 0 0 0 Existing Site Adjustment Volume [veh'h] -2 0 -10 -14 0 0 0 0 3 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h) 46 0 66 59 61 11 5 60 56 8 0 1 Peak Hour Factor 09198 0 9198 0.9198 0.9198 0 9198 0.9198 0 9198 0.9198 0.9198 0.9198 0.9198 0.9198 Other Adjustment Factor 10000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 110000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 13 0 18 16 17 3 1 16 15 2 0 0 Total Analysis Volume [veh/h] 50 0 72 64 1 66 12 5 65 61 9 1 0 1 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 5 5 Build AM 2019 Traffic Impact Study H84 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with M� Version 5.00-00 Intersection Settings CONS.<�T'NG Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh) Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach, & Intersection Results ViC. Movement V/C Ratio 0.07 0.00 0.08 0.08 0.08 0.01 0.01 0.00 d M, Delay for Movement [s/veh] 10.83 11.30 9.57 10.26 10.36 9,51 7.43 749 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.51 0.51 0.51 0.62 0.62 0.62 0.00 0.00 0.00 0.02 0.02 0.02 95th-Percentile Queue Length [ft] 12.85 12.85 1285 1541 1541 15.41 0.00 0.00 0.00 0.51 0.51 0.51 d A, Approach Delay [s/veh] 10.09 10.24 0.00 6.68 Approach LOS B B A A d I, Intersection Delay [s/veh] 6.79 Intersection LOS B Scenario 5 5 Build AM 2019 Traffic Impact Study H85 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Lane Configuration and Traffic Control M OO 0 0 Scenario 5: 5 Build AM 2019 Traffic Impact Study H86 Spadc Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Base Volume 0\\ F"",X O �D�- 3 NNN O -01p 4 82 131 —+ �- -- 134 0 �� 83122 1 �6 75 5521 � -� fi �- OfO� w�W / O O O� `y 1 -- � J f z 14 mo i oo<'r Scenario 5: 5 Build AM 2019 Traffic Impact Study H87 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with =z= • Version 5.00-00 CONSULTING Traffic Volume - Net New Site Trips OMMIQ 22 coo M r 2 J _ 0 •- 0 5 0 oNo �o0 O 000 O 000 V, y 0 Og •� 1 0 ? i 3 J `000 �o Scenario 5: 5 Build AM 2019 Traffic Impact Study H88 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Future Total Volume O mN� O m�N O NNN O iu -'r 2 — �-- 2 ,1 — , 70 t) J ,;9 167 2 1 46 128 55 95 15 �• ti� 21 m-W �� CDoW 5 6 o� 5 69 Scenario 5: 5 Build AM 2019 Traffic Impact Study H89 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with == Version 5.00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Scenario 6 Build PM 2019 Report File: C:\Users\Jonah\Desktop\PM Build.pdf 11/21/2017 Intersection Analysis Summary ID Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great Si Signalized HCM 6th SWB Left 0.893 74.2 E Plains Blvd Edition 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Left 0.626 76.6 F 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th SB Left 0.038 16.1 C Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th SB Left 0.015 16.0 C Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th SB Left 0.022 16.6 C Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.002 14.6 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)0 all other control types, they are taken for the whole intersection. Scenario 6 6 Build PM 2019 Traffic Impact Study H90 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= E Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type: Signalized Delay (sec / veh): 74.2 Analysis Method. HCM 6th Edition Level Of Service: E Analysis Period: 15 minutes Volume to Capacity (v/c): 0 893 Intersection Setup Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southbound E�astbou�nd Southwestbound Lane Configuration -1 � 1 r i l r r+ 1)) 1 ) r r t Turning Movement Lef; Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ftj 12 A, 12.00 12.00 12.00 1200 1200. 1200. 12.00 1200 12.00 1200. 1200, No. of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ftj %-i5 I IO 145.00 105.00 700.00 62500 Speed [mph] 3000 30.00 55.00 55.00 Grade 1%] 0.00 000 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 99 89 111 169 98 118 71 1200 78 147 1973 399 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1 0000 1.0000 1,0000 1.0000 1,0000 1 0000 1 0000 1 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2,00 2.00 200 2.00 2.00 2.00 2,00 200 2.00 Growth Rate 1 00 1.06 1.00 1.00 1,06 1.00 1 00 106 1 00 1.00 1.06 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 3 0 17 3 4 4 0 0 0 0 16 Diverted Trips [vehih] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips (veh/h] 0 0 0 23 0 0 0 22 0 0 23 23 Existing Site Adjustment Volume [veh/h] 0 -2 0 -8 -3 -3 0 0 0 0 -8 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume (vehih] 45 48 24 120 Total Hourly Volume [vehih] 99 95 66 201 105 71 72 1250 54 147 2068 310 Peak Hour Factor 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0,9766 0.9766 0,9766 0 9766 0.9766 Other Adjustment Factor 1.0000 1.0000 10000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 25 24 17 51 27 1 18 18 320 14 38 529 79 Total Analysis Volume [veh/h] 101 97 68 206 108 73 74 1280 55 151 2118 317 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/hJ Local Bus Stopping Rate [/h] 0 0 v do, Outbound Pedestrian Volume crossini 0 0 0 0 v di. Inbound Pedestrian Volume crossing ri 0 0 0 0 v co. Outbound Pedestrian Volume crossin 0 0 0 0 v ci. Inbound Pedestrian Volume crossing rij 0 0 0 0 v ab, Comer Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 6. 6 Build PM 2019 Traffic Impact Study H91 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 Intersection Settings CONSULTING Located in CBD Yes Signal Coordination Group Cycle Length [s] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset Is] 00 Offset Reference LeadGreen Permissive Mode SingleBand Lost time [s] 000 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead/Lag Lead Lead Lag Lead Minimum Green [s] 7 10 7 10 7 15 7 15 Maximum Green [s] 29 29 29 29 14 83 14 83 Amber [s] 3.0 3.0 3.0 3.0 3.0 5.5 3.0 5.5 All red [s] 3.0 3.0 3.0 3.0 3.0 1.6 3.0 1.6 Split Is] 35 35 35 35 20 90 20 90 Vehicle Extension [s) 3.0 3.0 3.0 3.0 3-0 1 30 3.0 3.0 Walk [s] 5 5 5 5 Pedestrian Clearance [s] 10 10 10 10 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 2.0 20 2.0 2.0 2.0 2.0 20 12. Clearance Lost Time [s] 4.0 4.0 4.0 1 4.0 4.0 5 1 4.0 5 1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [ft] Detector Length [ft] I. Ups'ream Filtering Factor 100 1 0:, 110 1 00 1-00 1.00 1.00 100 1_00 1 00 1 01:1 1 05 Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk is] 0 Pedestrian Clearance [s] 0 Scenario 6: 6 Build PM 2019 Traffic Impact Study H92 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 Lane Group Calculations CONSJ'.-iNG Lane Group L C R L C R L C R L C R C. Cycle Length [s] 1 Pu 180 180 180 180 180 180 180 180 180 1 180 180 L, Total Lost Time per Cycle [s] 6 OC 6.00 600 6.00 6.00 600 600 7 10 7.10 6,00 7,10 7 1 J 11p. Permitted Stan -Up Lost Time [s] 12, Clearance Lost Time [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 1 5.10 5.10 4.00 5,10 5,10 g_i. Effective Green Time [s] 8 13 13 25 30 30 10 103 103 14 107 107 g / C. Green i Cycle 0.04 0.07 0.07 0,14 0.16 0.16 0.06 0,57 0.57 1 0.08 0.60 0.60 (v / s)_i Volume / Saturation Flow Rate 003 0,06 0.05 0.13 0.06 005 0.05 040 0.04 0.09 0.66 0.22 s, saturation flow rate [veh1h] 3113 1683 1431 1603 1683 1431 1603 3204 1431 1603 3204 1431 c. Capacity [veh/h] 140 118 1 101 223 277 235 89 1837 820 125 1908 852 d1. Uniform Delay [s] 84.85 82.55 81.68 76.54 67,14 66.21 84,14 27,27 17.03 8300 36,41 18.92 k, delay calibration 0,11 0.11 0.11 0.27 0.11 0.11 0.11 0.50 0.50 0.45 0.50 0.50 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1,00 1.00 1.00 1.00 1.00 d2. Incremental Delay [s] 6.86 1292 7,68 28,45 090 0.74 17.22 2.21 0,16 144.56 1 57.68 1.25 d3. Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 000 0.00 1 0.00 0.00 Rp, platoon ratio 1.00 1.00 1.00 1 00 1 00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 PF. progression factor 1.00 1.00 1.00 1_00 1.00 1.00 1,00 1 1 00 1.00 100 1.00 1.00 Lane Group Results X. volume / capacity 0,72 0.82 0.68 0.92 0.39 031 0.83 0.70 0.07 1,21 1,11 0,37 d, Delay for Lane Group [s/veh] 91 72 9547 89 35 104.99 68.03 66.95 101.35 29,49 17.19 227.56 94.09 20.17 Lane Group LOS F F F F E E F C B F F C Critical Lane Group Yes No No Yes 50th-Percentile Queue Length [veh] 2.48 4.91 3.33 11.26 4.56 3.04 3,78 19.00 1_03 10.70 53.47 6.89 50th-Percentile Queue Length [ft] 61.90 122.84 83.20 281.39 113.92 76.00 94.46 474.93 25.63 267,39 1336 64 172.21 95th-Percentile Queue Length [veh] 446 8.55 5.99 1676 8,06 5,47 6.80 26.15 1.85 17.13 71.47 11.19 95th-Percentile Queue Length [ft] 111.43 213.73 149.77 418,94 201.44 136.80 170.03 653.63 46.14 428.28 11786,79 1279.81 Scenario 6 6 Build PM 2019 Traffic Impact Study H93 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Movement, Approach, & Intersection Results d M, Delay for Movement [s/veh) 91 72 9547 89.35 104.99 68.03 66.95 101.35 29.49 17.19 227 56 1 94.09 20 17 Movement LOS F I F I F F E E F C B F I F C d A. Approach Delay [s/veh] 92.48 87.50 32.78 92.82 Approach LOS F F C F d_I. Intersection Delay [s/veh] 74.16 Intersection LOS E Intersection V/C 0,893 Other Modes g_Walk.mi, Effective Walk Time [s] 9.0 9.0 9.0 9.0 M comer. Corner Circulation Area [ft'/ped 0.00 0.00 0.00 0.00 M CW. Crosswalk Circulation Area [ft2/ped 1 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 81.23 81.23 81.23 81.23 Hint, Pedestrian LOS Score for Intersecti n 2.524 2.487 3.645 3.940 Crosswalk LOS B B D D s b, Saturation Flow Rate of the bicycle lani 2000 2000 2000 2000 c b. Capacity of the bicycle lane [bicycles! 322 322 921 921 d b, Bicycle Delay Is] 63.34 63.34 26.19 26.19 I b.int, Bicycle LOS Score for Intersection 2.073 2.277 2,742 3.792 Bicycle LOS B B B D Sequence i - • - ems■ eeeeeeeeeveeee mom-- _ _-- ,U� [Vo Scenario 6 6 Build PM 2019 Traffic Impact Study H94 Spack Consulting Chanhasse Panera Development Site Appendix H- Capacity Analysis Backups Generated with Mm Version 5.00-00 cQNs_. Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type. Two-way stop Delay (sec / veh): 76.6 Analysis Method: HCM 6th Edition Level Of Service: F Analysis Period: 15 minutes Volume to Capacity (v/c): 0.626 Intersection Setup Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Northbound Southbound Eastbound Westbound Lane Configuration I *i r i � -1 F Turning Movement Left Thru Righ Left Thru Right Left Thru Right Le`* Thru Righ: Lane Width [ft] 12.00 12.00 1200. 1200 1200 12.00 12.00 12.00 12.00 12 00 12.00 1200 No of Lanes in Pocket 1 1 0 0 0 0 0 0 Pocke' Length [ft] 90 0Ci 50.00 Speed [mph] 3000 30.00 30.00 15.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 221 305 31 15 195 97 68 9 166 17 6 24 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 1 0000 1.0000 Heavy Vehicles Percentage [%j 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2 00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.06 1.00 L00 1_06 1.00 1.00 1.00 100 100 1.00 1.00 In -Process Volume [vehih] 0 0 0 1 0 0 0 0 0 0 0 0 0 Site -Generated Trips [vehih] 23 0 0 0 0 3 3 0 24 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 23 0 0 0 0 0 0 0 23 0 0 0 Existing Site Adjustment Volume [veh/h] -13 0 0 0 0 -2 -2 0 -13 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 254 323 31 15 207 98 69 9 200 17 6 24 Peak Hour Factor 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 &9323 0.9323 09323 0.9323 0.9323 Other Adjustment Factor 1.0000 1.0000 1-0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minu;e Volume [veh/hJ 68 87 8 4 56 26 19 2 54 5 2 6 Total Analysis Volume [veh/h] 272 1 346 1 33 16 1 222 1 105 74 10 215 18 6 1 26 Pedestrian Volume [pedih] 0 0 0 0 Scenario 6. 6 Build PM 2019 Traffic Impact Study H95 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 Intersection Settings ack Priority Scheme Free Free Stop S-op Flared Lane No No Storage Area [vehi Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C. Movement V/C Ratio 0.22 0.01 0.63 0.07 028 0.20 0.05 0,04 d M. Delay for Movement [s/veh] 8.75 8.09 76.55 34.50 12.80 52.74 39.93 17.97 Movement LOS A A A A A A F D B F E C 95th-Percentile Queue Length [vehi 0.84 0.00 0.00 051 0.25 0.00 3.19 1.60 1.60 1.10 1.10 1.10 95th-Percentile Queue Length [ft] 21_09 0.00 0.00 1271 6.35 0.00 79 71 39.97 1 3997 27.58 27.58 27.58 d A. Approach Delay [s/vehi 3.65 0.38 29.30 33-12 Approach LOS A A D D d I. Intersection Delay [s/veh] 9.62 Intersection LOS F Scenario & 6 Build PM 2019 Traffic Impact Study H96 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Q� Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type Two-way stop Analysis Method HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 16.1 Level Of Service: C Volume to Capacity (v/c): 0.038 Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T T Turning Movement Le`, Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12 CIO 12.00 12.00 12.00 12.00 12.00 1200 1200. 12.00 12.00 12.00 12.00 No of Lanes in Pocket G 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 1500 15.00 30.00 30.00 Grade [%] 0.00 10.00 0.00 10.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 14 1 33 12 1 7 2 210 2 35 277 12 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1,0000 1 0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%J 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1.00 1,00 1.00 1.00 1_00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 27 0 0 26 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 23 0 0 23 0 Existing Site Adjustment Volume [vehih] 0 0 0 1 0 0 0 0 -15 0 0 -15 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/hJ 14 1 33 12 1 7 2 245 2 35 311 12 Peak Hour Factor 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0 9436 0.9436 0.9436 0.9436 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 Total 15-Minute Volume [veh/rJ 4 0 9 3 0 2 1 65 1 9 82 3 Total Analysis Volume (veh/t ] 15 1 1 35 13 1 7 2 260 2 37 1 330 13 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 6 6 Build PM 2019 Traffic Impact Study Chanhasse Panera Development Site WA Spack Consulting Appendix H: Capacity Analysis Backups Generated with == Version 5.00-00 � ., Intersection Settings Priority Scheme Stop Sop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C, Movement V/C Ratio 0.04 0.00 0,05 0.04 0,00 0.01 0.00 003 d M, Delay for Movement [s/veh] 15,90 15.68 10.27 16.05 15.44 10.57 7.97 7.85 Movement LOS C C B C C B A A A A A A 95th-Percentile Queue Length [veh] 030 0.30 0.30 0.16 0.16 0.16 0.83 0.83 0,83 1,22 1.22 1.22 95th-Percentile Queue Length [f`] 7.44 7.44 1 7.44 4.01 1 4,01 1 4.01 20.65 1 20.65 1 20.65 30.58 30.58 30.58 d A. Approach Delay [s/veh] 12.03 14.20 0,06 0.76 Approach LOS B B A A d 1. Intersection Delay [s/veh] 1.70 Intersection LOS C Scenario 6. 6 Build PM 2019 Traffic Impact Study H98 Spack Consulting Chanhasse Panera Development Site Appendix K Capacity Analysis Backups Generated with �� Q Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Delay (sec / veh): 16.0 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period 15 minutes Volume to Capacity (v/c): 0.015 Intersection Setup Name We Ga Parking Lot W 79th St W 79th St Approach Norhtbound South*bound Eastbound Westbound Lane Configuration T T T + Turning Movement Left Thru Rigr: Left Thru Right Left Thru Right Le-: Thru Rigr: Lane Width [ft] 12.00 12.00 1200 12.00 12-00 12.00 1200. 12.00 12.00 12 00 1200 12 0 1 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 30 1 46 5 1 2 2 184 30 43 237 9 Base Volume Adjustment Factor 1.0000 10000 1 0000 1_0000 1.0000 1.0000 1_0000 1_0000 1 0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°/o] 2.00 2.00 2.00 2.00 2.00 2,00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1_00 1.00 1.00 1_00 1.00 1.00 1.00 1.00 100 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 27 0 0 26 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 23 0 0 23 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 -15 0 0 15 0 Other Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Total Hourly Volume [veh/h] 30 1 46 5 1 2 2 219 30 43 271 9 Peak Hour Factor 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 09288 0.9288 0.9288 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 Total 15-Minute Volume [veh/h] 8 0 12 1 0 1 1 59 8 12 73 2 Total Analysis Volume [veh/h] 32 1 50 5 1 2 1 2 236 32 46 1 292 10 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 6 6 Build PM 2019 Traffic Impact Study H99 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Wm M-0 Q Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Sop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Resutts V/C. Movement V/C Ratio 009 0.00 0.06 0.01 0.00 0.00 0.00 0.04 d M. Delay for Movement [s/veh] 15.94 1 15.90 10.77 15.96 15.04 10.04 7.86 7.88 Movement LOS C C B C C B A A A A A A 95th-Percentile Queue Length [veh] 0.54 0.54 0.54 0.06 0.06 006 0.81 0.81 0.81 1.09 1.09 1.09 95th-Percentile Queue Length [f.] 13.41 13.41 13.41 1.56 1L56 1.56 2034 2034 20.34 27.29 27.29 27.29 d A. Approach Delay [s/veh] 12.82 1436 0.06 1.04 Approach LOS B B A A d t, Intersection Delay [s/veh] 2.20 Intersection LOS C Scenario 6 6 Build PM 2019 Traffic Impact Study H100 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm . r Version 5.00-00 CONSUL' Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Delay (sec / veh): 16.6 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period: 15 minutes Volume to Capacity (v/c): 0.022 Intersection Setup Name Eastern Site Access Parking Lo: W 79th St W 79th St Approach Northbound Southbound Eas'.bound Westbound Lane Configuration + + 1 Turning Movement Le` Thru Right Left Thru Right Left Thru Right Left Thru Righ: Lane Width [ft] 12 00 12.00 12.00 1200 12.00 12.00 12.00 12.00 12.00 1200 12 00 12.00 No. of Lanes in Pocket C1 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0,00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 15 2 76 6 0 15 13 137 18 59 207 1 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1 1.00 1 00 1.00 1 00 1 00 1.00 1.00 1.00 1.00 In -Process Volume [veh/h] 0 1 0 0 0 0 1 0 0 1 0 0 1 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 27 0 1 0 26 0 Diverted Trips (vehih] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips (veh/h] 0 0 0 0 0 0 0 23 0 0 23 0 Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 15 0 0 -15 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 1 0 0 0 0 Total Hourly Volume [veh/h] 15 2 76 6 0 15 13 172 18 59 241 1 Peak Hour Factor 0.9100 0.9100 09100 09100 0.9100 09100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Other Adjustment Factor 1,0000 1.0000 10000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1 0000 10000 Total 15-Minu:e Volume [vehih] 4 1 21 2 0 4 4 47 5 16 66 0 Total Analysis Volume [veh/h] 16 2 84 7 1 0 1 16 14 189 20 65 1 265 1 Pedestrian Volume [ped/h] 0 10 0 0 Scenario 6 6 Build PM 2019 Traffic Impact Study H101 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5 00-00 -" " Intersection Settings Priority Scheme S-OP Stop Free Free Flared Lane No No Storage Area [veh) Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach, & Intersection Results WC. Movement V/C Ratio 004 0.01 0.10 0.02 0.00 0.02 0.01 0.05 d M, Delay for Movement [s/veh] 15.76 15.51 10.19 16.64 15.02 9.95 7.80 7,78 Movement LOS C C B C C A A A A A A A 95th-Percentile Queue Length [veh) 0.52 0.52 0.52 0.13 0.13 0.13 0.62 0.62 0.62 0.96 0.96 0.96 95th-Percentile Queue Length [ft] 13.02 13.02 13.02 3.34 1 3.34 1 3.34 15.49 15.49 1 15.49 2391 1 23.91 23.91 d A, Approach Delay [s/veh] 11.17 11.99 0.49 1.53 Approach LOS B B A A d I, Intersection Delay [s/veh) 2.99 Intersection LOS C Scenario 6 6 Build PM 2019 Traffic Impact Study H102 Spaek Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type: Two-way stop Delay (sec / veh): 14.6 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.002 Intersection Setup Name Western Site Access W 79th St W 79th St Parking Lot Approach Northbound Westbound Northeastbound Southeastbound Lane Configuration )r I I Turning Movement Le'' Thru Righ� Left Thru Right Left Thru Right Le`: Thru FRght Lane Width [ft] 12 00 12 00 12.00 12.00 12.00 12.00 12.00 1200 12.00 1200 12-00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0-00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [vehlh] 37 1 31 60 157 20 5 120 39 17 1 4 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 1 0000 Heavy Vehicles Percentage [°ioj 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 1 0 0 0 0 0 Site -Generated Trips [veh/h] 10 0 27 26 0 0 0 0 10 0 0 0 Divered Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 23 0 23 23 0 0 0 0 22 0 0 0 Existing Site Adjustment Volume [veh/h] -4 1 0 -15 -15 0 0 0 0 4 0 0 0 Other Volume [vehlh] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 66 1 66 94 157 20 5 120 67 17 1 4 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 Other Adjustment Factor 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 10000 1.0000 1.0000 Total 15-Minute Volume [vehrh] 19 0 19 26 44 6 1 34 19 5 0 1 Total Analysis Volume [veh/h] 74 1 74 105 176 22 6 1 135 1 75 19 1 4 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 6 6 Build PM 2019 Traffic Impact Study H103 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= E Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Results V/C. Movement V/C Ratio 0.15 0.00 0.09 0 15 0.24 0.02 0,01 0.00 d M. Delay for Movement [s/veh] 1426 14.58 11.18 13,40 13.13 12.12 7.61 770 Movement LOS B B B B B B A A A A A A 95th-Percentile Queue Length [veh] 095 0.95 0.95 2.00 2,00 200 0.00 0.00 0.00 0.05 0.05 0.05 95th-Percentile Queue Length [ft] 23.65 23.65 23.65 49.89 49.89 49.89 000 0,00 0,00 1 31 1 31 1.31 d A. Approach Delay [s/veh] 12.73 13.15 0.00 6.35 Approach LOS B B A A d_I Intersection Delay [s/veh] 8,72 Intersection LOS B Scenario 6 6 Build PM 2019 Traffic Impact Study H104 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 CONSULTING Lane Configuration and Traffic Control 0 0 Scenario 6: 6 Build PM 2019 Traffic Impact Study H105 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Base Volume D-L r277 J—.;a166Cbco_ 4 N^� 43 2 130 Scenario 6: 6 Build PM 2019 Traffic Impact Study H106 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with MM Version 5.00-00 CONSULTING Traffic Volume - Net New Site Trips 0 0Q0 ° 0 0 oao / Scenario 6: 6 Build PM 2019 Traffic Impact Study H107 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Future Total Volume Os"v 3 "�" 4 17 225 35 2 271 200 � � � � � � 2� � � 43 N�eo Scenario 6: 6 Build PM 2019 Traffic Impact Study H108 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Report File: C:\...\MitigatedAM Build.pdf Intersection Analysis Summary Scenario 7 Mitigated Build AM 2019 11 /21 /2017 IDT_ Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great Si Signalized HCM 6th SWB Left 0.843 45.8 D Plains Blvd Edition 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Right 0.246 10.9 B 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th NB Thru 0.000 13.4 B Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Thru 0.002 12.8 B Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th NB Thru 0.000 11.6 B Access Edition 6 W 79th St & Western Site Two-way stop HCM 6th NB Thru 0.000 11.8 B Access Edition V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)[] all other control types, they are taken for the whole intersection. Scenario 7. 7 Mitigated Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H 109 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type Signalized Analysis Method: HCM 6th Edition Analysis Period 15 minutes Intersection Setup Delay (sec / veh): 45.8 Level Of Service: D Volume to Capacity (v/c): 0.843 Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Sou:hbound Eastbound Southwestbound Lane Con'igura:ion -1 -11( 11 r 41 )1 r ) ( f r Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12,00 12.00 1200. 12.00 12.00 1200 1200. 12.00 1200 12.00 No. of Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 245.00 145.00 105.00 700.00 625.00 Speed [mph] 30.00 30.00 55.00 55.00 Grade [%] 0.00 0.00 0,00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 38 62 64 143 24 57 93 1834 61 50 826 142 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [°io] 2.00 2-00 2.00 200 2.00 2.00 2.00 2,00 2,00 200 2.00 2.00 Growth Rate 1 00 1_06 1.00 L00 t06 1.00 1.00 1.06 1.00 1.00 1.06 1,00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 4 0 19 1 4 5 6 0 0 0 1 0 21 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 29 0 0 0 29 0 0 -15 15 Existing Site Adjustment Volume [veh/h] 0 -2 0 5 -1 2 -3 0 0 0 0 -7 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 25 23 19 43 Total Hourly Volume [veh/h] 38 68 39 186 28 37 96 1915 42 50 861 128 Peak Hour Factor 0,9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 0.9220 Other Adjustment Factor 1.0000 1,0000 1,0000 1.0000 1,0000 1 0000 1.0000 1.0000 1,0000 1 0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 10 18 11 50 8 10 26 519 11 14 233 35 Total Analysis Volume [veh/h] 41 74 42 202 30 40 104 2077 46 54 934 139 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [th] Local Bus Stopping Rate [;h] 0 0 0 0 v do. Outbound Pedestrian Volume crossin 0 0 0 0 v di. Inbound Pedestrian Volume crossing ri 0 0 0 0 v co, Outbound Pedestrian Volume crossin 0 0 0 0 v ci. Inbound Pedestrian Volume crossing mi 0 0 0 0 v ab, Comer Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study Chanhasse Panera Development Site H110 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Imm Version 5 00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group - Cycle Length (s] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] &0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time (s) 0.00 Phasing & Timing Control Type Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Protecte Permiss Permiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead iLag Lead Lead Lag Lead Minimum Green Is] 7 9 7 10 7 15 7 15 Maximum Green [s] 20 20 20 20 20 120 25 115 Amber (s] 3.0 3.0 3-0 3-0 3.0 5.5 3.0 5.5 All red [s] 3.0 3.0 3.0 3.0 3.0 1.6 3.0 1.6 Split [s] 26 19 26 19 25 120 15 110 Vehicle Extension [s] 3.0 3.0 3.0 3.0 30 30 3.0 3.0 Walk [s] 5 5 5 5 Pedestrian Clearance [s] 10 10 10 10 Rest In Walk No No No No 11. Start -Up Lost Time [s] 2.0 2.0 20 2.0 2.0 2.0 2.0 2.0 12, Clearance Lost Time Is] 4.0 4.0 4.0 4.0 4.0 5.1 4.0 5.1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [ft] Detector Length [ft] 1. Upstream Filtering Factor 1 00 1 uu 100 1.00 1.00 1.00 1.00 1.00 1 A, 1 Ci�I 1 C!2 1 uu Exclusive Pedestrian Phase I Pedestrian Signal Group 0 Pedestrian Walk [s] 0 Pedestrian Clearance [s] 0 Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study H111 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm Q Version 5.00-00 CONSULTING Lane Group Calculations I Lane Group L C R L C R L C R L C R C. Cycle Length Is) 180 180 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cycle Is] 6 00 6.00 6.00 6.00 6.00 6.00 6.00 7 10 7.10 6.00 7 10 7 10 11_p. Permitted Stan -Up Lost Time [s] 0.00 0.00 12, Clearance Lost Time Is] 00.0 4.00 1 4.00 0.00 4.00 4.00 4.00 510 5 10 4.00 5.10 5.10 g_i, Effective Green Time [s] 36 10 10 36 24 24 14 118 118 8 111 111 g / C. Green / Cycle 0.20 0.06 0.06 0.20 0,13 0.13 0.08 0.65 0.65 0.04 0.62 0.62 (v ! s)_i Volume / Saturation Flow Rate 0-02 0.04 0.03 0.14 0.02 0.03 0.06 0.65 0.03 0.03 0.29 0.10 s. saturation flow rate [veh/h] 2610 1683 1431 1466 1683 1431 1603 3204 1431 1603 3204 1431 c, Capacity [veh/h] 556 93 79 300 222 189 122 2089 932 68 1981 884 d1. Uniform Delay [s] 58.50 84.09 8282 66.22 6913 69.85 82.26 31.05 11.29 85.52 18.55 14.55 k, delay calibration 0.11 0.11 0.11 0.50 0.11 0.11 0.11 0.50 0,50 0.11 0.50 0.50 1. Upstream Filtering Factor 100 1.00 1 00 1,00 1.00 100 100 1 00 1.00 1.00 1_00 1.00 d2. Incremental Delay [s] 0.06 1 13.80 5.36 11.43 0.27 0 55 15.04 1842 0.10 18.41 0.81 0.38 d3. Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0 00 0.00 0.00 0.00 0.00 Rp. platoon ratio 1.00 1.00 1.00 1 00 1.00 1.00 1.00 1.00 1 1.00 1.00 1.00 1 00 PF, progression factor 1.00 1.00 1.00 1 00 1,00 1.00 1.00 1.00 1 1.00 1 1.00 1.00 1.00 Lane Group Results X. volume capacity 0.07 0.79 0.53 067 0 14 0.21 0.85 0.99 0.05 0.79 0.47 0.16 d. Delay for Lane Group [s/veh) 58.56 9789 88.18 7766 69.41 7041 97.31 49,47 11.39 103.93 1935. 14.93 Lane Group LOS E F F E E E F D B F B B Critical Lane Group Nc Yes rr 50th-Percentile Queue Length [veh) 0.78 1 3.79 2.04 9.54 1.26 1.70 5.21 44.82 0.66 2.80 10.15 2.41 50th-Percentile Queue Length [ft] 19.41 94.85 50.97 238.57 31.38 42.43 130.14 1120.38 16.54 70.04 253.69 60.29 95th-Percentile Queue Length [veh] 1.40 6.83 3.67 14.61 2.26 3.06 8.95 55.79 1.19 5.04 15.37 4.34 95th-Percentile Queue Length [ft] 13493 1 170.72 91 74 36523 5648 76.38 223.69 1394.85 29.77 126.07 384.30 108.52 Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H112 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Movement. Approach, & Intersection Results d M Delay 'or Movement [s/veh] 5856 97.89 88.18 77.66 69.41 70 41 9731 49.47 11.39 103 93 19.35 14 93 Movement LOS E I F I F E E E F D B F I B I B d A. Approach Delay [s/veh] 85.02 75.68 50.91 22.86 Approach LOS F E D C d I, Intersection Delay [s/veh] 4575 Intersection LOS D Intersection V/C 0.843 Other Modes g_VValk.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 1 0.00 0.00 0.00 000 d_p. Pedestnan Delay is] 81.23 81.23 81.23 81.23 Hint, Pedestrian LOS Score for Intersectic In 2 434 2.357 3.500 3 614 Crosswalk LOS B B D D s b, Saturation Flow Rate of the bicycle lani 2000 2000 2000 2000 c b, Capacity of the bicycle lane [bicycles! 144 144 1254 1143 d b. Bicycle Delay [s] 7747 77.47 12.51 16-51 I b.int, Bicycle LOS Score for Intersection 1.860 2.046 3.413 2,525 Bicycle LOS A B C B Sequence Ili©0 0000000000000� aria eeeeeeeeeeeee� li 1� 1 ivotl MIIE�Iwo Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H113 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with [MM M-0 Q� Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type. Two-way stop Analysis Method HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 10.9 Level Of Service: B Volume to Capacity (v/c): 0.246 Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Northbound Southbound Eastbound Westbound Lane Configuration `1 i t i� r r Turning Movement Left Thru Right Left Thru Right Le`t Thru I Right Le;', Thru Right Lane Width [ft] 12.00 12.00 12.00 12-00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 1 1 0 0 0 0 Pocket Length [ft] 90.o0 50 o0 Speed [mph] 30.00 30.00 30.00 15.00 Grade [%] 0.00 0.00 10.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Base Volume Input [veh/h] 124 166 11 4 148 60 122 7 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1,0000 1.0000 1.0000 1 0000 1 0000 Heavy Vehicles Percentage [°ib] 200 2.00 2.00 2.00 2.00 200 200 2.00 Growth Rate 1 00 1.06 1.00 1.00 1.06 1.00 100 1.00 In -Process Volume [veh/h) 0 0 0 0 1 0 0 0 0 Site -Generated Trips [veh/h] 31 0 0 0 0 1 4 28 0 Diverted Trips (veh/h] 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 15 0 0 0 0 0 29 0 Existing Site Adjustment Volume [veh/h] -12 0 0 0 0 -2 -12 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 158 176 11 4 157 62 167 7 Peak Hour Factor 0.8364 0.8364 0.8364 0.8364 0.8364 0.8364 08364 018364 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1 0000 Total 15-Minute Volume [veh/h] 47 53 1 3 1 1 47 19 50 2 Total Analysis Volume [veh/h] 189 210 13 5 1 188 74 200 8 Pedestrian Volume [ped/h] 0 0 5 0 Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H114 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Free Free Stop Stop Flared Lane Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach.. & Intersection Results V/C, Movement V.,C Ratio 015 000 0.25 0.01 d M. Delay for Movement [s/veh] 8.23 7.68 10.85 9.38 Movement LOS A A A A A A B A 95th-Percentile Queue Length [vehl 051 0,00 0.00 0.33 0.16 0.00 0.96 0.03 95th-Percentile Queue Length [ft] 1269 0.00 0,00 824 4 12 0 00 24.11 0.73 d A. Approach Delay [s/veh] 3,78 014 10.85 9 38 Approach LOS A A B A d I. Intersection Delay [s/vehl 433 Intersection LOS B Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study H115 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with CO2M Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 13.4 Level Of Service: B Volume to Capacity (v/c): 0.000 CONSULTING Name Eastern Gas Station Access Parking Lo: W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration + + Turning Movement Left TI-ru Right Left Thru Right Left Thru Right Left Thru Righi Lane Width [ft] 12.00 1200 12.00 12.00 12.00 12.00 12.00 12.00 12.00 1200. 1200 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 6 0 28 2 2 2 1 131 1 46 134 4 Base Volume Adjustment Factor 1.0000 1.0000 1_0000 T0000 1.0000 1.0000 1.0000 1.0000 1,0000 1 0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2 00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 100 1 00 1.00 1.00 1.00 1.00 1_00 1 00 1 1.00 1 1.00 In -Process Volume [veh-t-] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [vehih] 0 0 0 0 0 0 0 28 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 29 0 0 15 0 Existing Site Adjustment Volume [veh/h] 9 0 -9 0 0 1 0 0 -10 0 0 14 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 15 0 19 2 2 2 1 178 1 46 170 4 Peak Hour Factor 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0.8800 0-8800 0.8800 0 8800 0 8800 Other Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 Total 15-Minute Volume [veh/h] 4 0 5 1 1 1 0 51 0 13 48 1 Total Analysis Volume [veh/h] 17 1 0 22 2 1 2 1 2 1 202 1 52 193 5 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H116 Spark Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with == Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Resutts VIC, Movement VIC Ratio U j4 0.00 0.03 0.00 0.00 0.00 0.00 0.04 d M. Delay for Movement [s/veh] 1 3 25 13.43 9.69 13.21 13.09 9.33 7.62 7.73 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 20 020 020 0.03 003 0.03 0.52 0.52 0.52 0.67 0.67 0.67 95th-Percentile Queue Length [ft] :)6 5.06 5.06 0.86 0.86 0.86 13,02 1302 13.02 16.68 16.68 16.68 d A, Approach Delay [s/veh] 11.24 11.88 0.04 1.61 Approach LOS B B A A d I. Intersection Delay [s/veh) 1 84 Intersection LOS B Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study H117 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with C M me Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Delay (sec / veh): 12.8 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.002 Intersection Setup Name We Ga Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration + + + Turning Movement Left lhru Right Left Thru Right Left Thru Right Left Thru Right Lane Width IN 12.00 12.00 1200. 1200 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 23 1 53 5 0 1 0 75 27 55 83 8 Base Volume Adjustment Factor 1 0000 1.0000 1_0000 1.0000 1 0000 1 0000 1.0000 1.0000 1 0000 10000 1 0000 1 0000 Heavy Vehicles Percentage [%j 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1_00 1.00 1.00 1.00 1.00 1.00 1.00 1 1,00 1.00 1.00 In -Process Volume [vehlh] 0 0 0 0 0 0 1 0 0 0 0 0 0 Site -Generated Trips [vehih] 0 0 0 0 0 0 0 28 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 29 0 0 15 0 Existing Site Adjustment Volume [veh/h] 21 0 -21 0 0 1 0 0 10 0 0 -5 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 44 1 32 5 0 1 0 122 27 55 128 8 Peak Hour Factor 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 Other Adjustment Factor 1 0000 1.0000 1.0000 1 0000 1_0000 T0000 1.0000 1.0000 1.0000 1.0000 1.0000 1_0000 Total 15-Minute Volume [veh/h] 12 1 0 8 1 0 0 0 32 7 15 34 2 Total Analysis Volume [veh/h] 47 1 1 34 5 1 0 1 1 0 1 129 29 58 136 8 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H118 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with M� Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Results V/C. Movement V/C Ratio 0.09 0.00 0.04 0.01 0.00 0.00 0.00 0.04 d M. Delay for Movement [slveh] 12.46 12.83 9.78 12.17 12.20 9.04 7.50 7.64 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.43 0.43 0.43 0.03 0.03 0.03 0.00 0.00 0.00 0.50 0.50 0.50 95th-Percentile Queue Length [ft] 10.79 10.79 1079 0.83 083 0.83 0.00 0.00 0.00 12.38 1 12-38 12.38 d A. Approach Delay [s/veh] 11.35 11.65 0.00 2.19 Approach LOS B B A A d I. Intersection Delay [s/veh] 3.22 Intersection LOS B Scenario T 7 Mitigated Build AM 2019 Traffic Impact Study H119 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Mm"s Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Analysis Method: HCM 6th Edition Analysis Period: 15 minutes Intersection Setup Delay (sec / veh): 11.6 Level Of Service: B Volume to Capacity (v/c): 0.000 Name Eastern Site Access Parking Lo' W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration T + + + Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 1200, 12.00 12.00 12.00 12 00 1 12-00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 000 000 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th S-, W 79th St Base Volume Input [veh/h] 6 0 24 5 0 6 7 72 4 20 83 5 Base Volume Adjustment Fac*.or 1 0000 1.0000 1.0000 1,0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1,0000 Heavy Vehicles Percentage [°ro] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 2.00 2.00 Growth Rate 1 00 1.00 1.00 1,00 100 1 00 1.00 1.00 1.00 1.00 1 00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 28 0 0 35 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 1 29 0 0 15 0 Existing Site Adjustment Volume [veh/h] 8 0 -8 0 0 0 0 -10 0 0 16 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume (veh/h] 14 0 16 5 0 6 7 119 4 20 149 5 Peak Hour Factor 0.9344 0.9344 0.9344 0.9344 0.9344 09344 0.9344 0.9344 0.9344 0.9344 0.9344 0.9344 Other Adjustment Factor 1_0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 4 0 1 4 1 0 2 2 32 1 5 40 1 Total Analysis Volume [veh/h] 15 0 1 17 S 0 6 7 127 4 21 159 5 Pedestrian Volume [ped(h] 0 1 0 0 0 Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study H120 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh[ Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach. & Intersection Results V/C, Movement ViC Ratio 0.03 0.00 0.02 0.01 0.00 0,01 0.00 0,01 d M. Delay for Movement [s/veh] 11 31 11.62 9.14 11.29 11.47 9.15 7.56 7.51 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.14 0.14 0.14 0.05 0.05 0.05 0.32 0.32 0.32 0.44 0.44 0 44 95th-Percentile Queue Length [ftl 343 3,43 3.43 1 17 1.17 1 17 8,09 1 8,09 1 8.09 10.90 10.90 1090 d A, Approach Delay [s/veh) 10.16 10.13 0.38 0.85 Approach LOS B B A A d I. Intersection Delay [s/veh] 1 77 Intersection LOS B Scenario T 7 Mitigated Build AM 2019 Traffic Impact Study H121 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type: Two-way stop Delay (sec / veh): 11.8 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period: 15 minutes Volume to Capacity (v/c): 0.000 Intersection Setup Name Western Site Access W 79th St W 79th St Parking Lot Approach Northbound Westbound Northeastbound Southeastbound Lane Configuration �r I 1 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 1200. 1200 12.00 12.00 12.00 12.00 12.00 1200 12.00 12 0u 1200 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocke' Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade (%] 000 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/h] 20 0 15 23 61 11 5 60 17 8 0 1 Base Volume Adjustment Factor T0000 T0000 1 0000 1.0000 1-0000 1.0000 1.0000 1.0000 1.0000 1 00o0 1.0000 1.0000 Heavy Vehicles Percentage [%J 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 200 2.00 Growth Rate 1.00 1.00 1.00 100 1.00 1.00 1.00 1 00 1.00 1 00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 17 0 28 35 0 0 0 0 13 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 15 0 29 15 0 0 0 0 29 0 0 0 Existing Site Adjustment Volume [veh/h] 7 0 -19 1 -14 47 0 0 0 -3 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 59 0 53 59 108 11 5 60 56 8 0 1 Peak Hour Factor 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0.9198 0 9198 0.9198 0.9198 0.9198 0.9198 Other Adjustment Factor 1.0000 1 0000 1.0000 10000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h] 16 0 1 14 16 29 3 1 16 15 2 0 0 Total Analysis Volume [veh/h] 64 0 1 58 64 117 1 12 5 65 61 9 1 0 1 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 7 7 Mitigated Build AM 2019 Traffic Impact Study H122 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5 00-00 CONSULTING Intersection Settings Priority Scheme Stop Sop Free Free Flared Lane No No Storage Area (veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results VIC, Movement VIC Ratio 0 10 0.00 0.06 0.08 0.14 0.01 0.01 0.00 d M, Delay for Movement (s/veh] 11.37 11.81 9.71 10.70 10.80 9.95 7.43 7.49 Movement LOS B B A B B A A A A A A A 95th-Percentile Queue Length [veh] 0.56 0.56 0.56 0.91 091 0.91 0.00 0-00 0.00 0.02 002 0.02 95th-Percentile Queue Length (ft] 14 10 14.10 14.10 22.73 22.73 22.73 0.00 0.00 0.00 0.51 0.51 0.51 d A, Approach Delay [s/veh) 10.58 1071 0.00 668 Approach LOS B B A A d I. Intersection Delay [s/veh] 7.51 Intersection LOS B Scenario 7. 7 Mitigated Build AM 2019 Traffic Impact Study H123 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CC, 5,11TING Lane Configuration and Traffic Control Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H124 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Mim • ; Version 5.00-00 CONSULTING Traffic Volume - Base Volume O hN� O $�� O NNN r705 `/� J 4122 7 ,91 �r 46 ): 55 g�3A /�55 t� �mm ��o� O O o� .� 5 � � k— 63 1 r_ 3 2 a,os ooi Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H125 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ®M Version 5.00-00 CONSULTING Traffic Volume - Net New Site Trips O NOO O 000 O 000 / 0 — 0 45 3� p 0 — �— 0 4 .� 405 0 0 "1 ONO O pp0 O DOS mom Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H126 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with =z= Version 5.00-00 Traffic Volume - Future Total Volume O m�� 167 7 4 SON 7 55 12�' Scenario 7: 7 Mitigated Build AM 2019 Traffic Impact Study H127 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5 00-00 CONSULTING Vistro File: C:\...\Chanhassen Hotel.vistro Report File: C:\...\Mitigated_PM Build.pdf Intersection Analysis Summary Scenario 8 Mitigated Build PM 2019 11/21/2017 ID7 Intersection Name Control Type Method Worst Mvmt V/C Delay (s/veh) LOS 1 Arboretum Blvd & Great HCM 6th Plains Blvd Si Signalized Edition SWB Left 0.893 74.1 E 2 Great Plains Boulevard & W Two-way stop HCM 6th EB Right 0.288 11.8 B 79th Street Edition 3 W 79th St & Eastern Gas Two-way stop HCM 6th NB Left 0.082 16.1 C Station Access Edition 4 W 79th St & Western Gas Two-way stop HCM 6th NB Left 0.148 16.7 C Station Access Edition 5 W 79th St & Eastern Site Two-wa y stop HCM 6th NB Left 0.129 17.1 C Access Edition 6 W 79th St & Western Site HCM 6th Access Two-way stop Edition NB Thru 0.002 15.1 C V/C, Delay, LOS: For two-way stop, these values are taken from the movement with the worst (highest)❑ all other control types, they are taken for the whole intersection. Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study Chanhasse Panera Development Site H 128 Spack Consulting Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 1: Arboretum Blvd & Great Plains Blvd Control Type: Signalized Delay (sec / veh): 74.1 Analysis Method: HCM 6th Edition Level Of Service: E Analysis Period: 15 minutes Volume to Capacity (v/c): 0.893 Intersection Setup Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Approach Northbound Southbound Eastbound Southwestbound Lane Configuration -7 -11( 1 11r -i)) r ) r r r 'TI-1ru Turning Movement Left Tru h Righ; Left Thru Right Left Thru Right Left Right Lane Width [ft] 12.00 12 J,J 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12 00 1200 No. o` Lanes in Pocket 2 1 0 1 1 0 1 0 Pocket Length [ft] 245.00 145.00 105.00 700.00 625.00 Speed [mph] 30.00 30.00 55.00 55.00 Grade [`iu] 0.00 0.00 0.00 0.00 Curb Present No No No No Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd Arboretum Blvd Arboretum Blvd Base Volume Input [veh/h] 99 89 111 169 98 118 71 1200 78 147 1973 399 Base Volume Adjustment Factor 1.0000 1,0000 1,0000 1.0000 1.0000 10000 1.0000 1.0000 1.0000 1 0000 1 0000 1.0000 Heavy Vehicles Percentage 1%] 2.00 200 2.00 2.00 2.00 2.00 2.00 2,00 2.00 200 200 2007, Growth Rate 1.00 1.06 1 00 1.00 1.06 1.00 1.00 1.06 1.00 1.00 1.06 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 3 0 17 3 4 4 0 0 0 1 0 16 Diverted Trips [veh/h] 0 0 0 0 1 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 23 0 0 0 -22 0 0 -23 23 Existing Site Adjustment Volume [veh%h] 0 -2 0 -8 -2 -3 -3 0 0 0 0 8 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Right -Turn on Red Volume [veh/h] 45 48 24 120 Total Hourly Volume [veh/h] 99 95 66 201 105 71 72 1250 54 147 2068 310 Peak Hour Factor 0.9766 0.9766 0.9766 10.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 0.9766 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 0000 1.0000 1.0000 1.0000 1 0000 1.0000 Total 15-Minute Volume [veh/h] 25 24 17 51 27 18 18 320 14 38 529 79 Total Analysis Volume [veh/h] 101 97 68 206 108 73 74 1280 55 151 2118 317 Presence of On -Street Parking No No No No No No No No On -Street Parking Maneuver Rate [/h] Local Bus Stopping Rate [/h] 0 0 0 0 v do. Outbound Pedestrian Volume crossinil 0 0 0 0 v di. Inbound Pedestrian Volume crossing ri 0 0 0 0 v co. Outbound Pedestrian Volume crossinil 0 0 0 0 v ci. Inbound Pedestrian Volume crossing mi 0 0 0 0 v ab. Corner Pedestrian Volume [ped/h] 0 0 0 0 Bicycle Volume [bicycles/h] 0 0 0 0 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H129 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� E Version 5 00-00 CONSULTING Intersection Settings Located in CBD Yes Signal Coordination Group Cycle Length Is] 180 Coordination Type Time of Day Pattern Coordinated Actuation Type Fully actuated Offset [s] 0.0 Offset Reference LeadGreen Permissive Mode SingleBand Lost time [s] 0,00 Phasing & Timing Control Type Pro*.ec:e Permiss Permiss Pro:ecte Permiss Permiss Protecte Permiss Permiss Protecte Perruss Perriiss Signal group 7 4 3 8 5 2 1 6 Auxiliary Signal Groups Lead iLag Lead Lead Lag Lead Minimum Green Is] 7 10 7 10 7 15 7 15 Maximum Green [s] 29 29 29 29 14 1 83 14 83 Amber [s] 3.0 3.0 3.0 3.0 3.0 5-5 1 3.0 5.5 All red [s] 3.0 3.0 3.0 3.0 3.0 1 6 3.0 1 6 Split is] 40 30 40 30 20 90 20 90 Vehicle Extension [s] 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 Walk Is] 5 5 5 5 Pedestrian Clearance Is] 10 10 10 10 Rest In Walk No No No No 11, Start -Up Lost Time [s] 2.0 20 2.0 2.0 2.0 2.0 2.0 2.0 12. Clearance Lost Time Is] 4.0 4.0 4.0 4.0 4-0 5 1 4.0 5.1 Minimum Recall No No No No No No No No Maximum Recall No No No No No No No No Pedestrian Recall No No No No No No No No Detector Location [ft] Detector Length [ft] I. Upstream Filtering Factor 1.00 1 OG 1 1 UO 1 1 00 1.00 1.o0 1.o0 1.00 1.00 1,00 1.00 1 0", Exclusive Pedestrian Phase Pedestrian Signal Group 0 Pedestrian Walk Is] 0 Pedestnan Clearance Is] 0 Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H130 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with �� ■ Version 5.00-00 CONSULTING Lane Group Calculations Lane Group L C R L C R L C R L C R C. Cycle Length [s] 180 180 180 180 180 180 180 180 180 180 180 180 L. Total Lost Time per Cyde Is] 600 600 6,00 6.00 6.00 6.00 6,00 7.10 7,10 600 7 10 7.10 11_p, Permitted Start -Up Lost Time is] 12, Clearance Lost Time Is] 400 4,00 4.00 4-00 4,00 4.00 4.00 5.10 5.10 400 1 5.10 5.10 g_i, Effective Green Time Is] 8 13 13 25 30 30 10 103 103 14 107 107 g / C. Green / Cycle 0.04 0.07 0.07 0.14 0.17 0.17 0.06 0.57 0.57 0,08 060 0.60 (v / s)_i Volume / Saturation Flow Rate 0.03 0.06 0.05 0.13 0.06 0.05 0.05 0.40 0.04 0,09 0,66 0.22 s, saturation flow rate [veh/h] 3113 1683 1431 1603 1683 1431 1603 3204 1431 1603 3204 1431 c. Capacity [veh/h] 140 118 101 224 278 236 89 1835 819 125 1906 851 dl. Uniform Delay is] 84.84 82.55 81.67 76.43 67.05 66,12 84.14 27.35 17.08 83.00 36.47 18.98 k, delay calibration 0,11 0,11 0.11 0.19 0.11 Oil 0.11 0.50 0.50 0,45 0.50 0.50 I, Upstream Filtering Factor 1.00 1_00 1.00 1.00 1.00 1.00 100 1.00 1 00 1.00 1.00 1.00 d2. Incremental Delay Is] 6.82 12.91 7.67 22.12 0,89 0.74 17.22 2.22 0.16 14456 58,15 1.25 d3. Initial Queue Delay Is] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 Rp. platoon ratio 1.00 1,00 1.00 100 1,00 1.00 1,00 1.00 1.00 1_00 1.00 1 00 PF, progression factor 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 Lane Group Results X. volume / capacity 0.72 0.82 1 0.68 0,92 0.39 0,31 0.83 0.70 0,07 1,21 1,11 0.37 d. Delay for Lane Group [siveh] 91.66 95.46 89.35 9855 67.94 66.86 101,35 29,58 17.24 227.56 94.62 2023. Lane Group LOS F F F F E E F C B F F C Critical Lane Group Yes No Y� N, No Yes NI. 'Jo rdn 50th-Percentile Queue Length [veh] 2.48 4.91 3.33 10.86 4.55 1 3.04 3.78 1 19.03 1.03 10.70 53.55 6.90 50th-Percentile Queue Length [ft] 61.88 122.84 83.20 271 56 113.83 75,94 94.46 475.80 25.68 267.39 1338.73 172.53 95th-Percentile Queue Length [veh] 4.46 855 5.99 1627 8.05 5.47 6,80 26.19 1.85 17.13 71.63 11.21 95th-Percentile Queue Length [ft] 111.39 21372 14976 40669 20132 13669 170,03 654.67 46,22 42828 1790.70 280.24 Scenario & 8 Mitigated Build PM 2019 Traffic Impact Study H 131 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with me= Qj1:lrirl Version 5 00-00 CONSULTING Movement, Approach. & Intersection Results d_M. Delay for Movement [s/veh] 91.66 95 46 89 35 98,55 670,4 66.86 101.35 29.58 17.24 227.56 94,62 20 23 Movement LOS F F F F E E F C B F F C d A. Approach Delay [s/veh] 92,45 84.03 32.87 93.26 Approach LOS F F C F d I, Intersection Delay [s/veh] 74 14 Intersection LOS E Intersection V/C 0 893 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 [ft'/ped 0.00 0.00 0.00 0.00 d_p. Pedestrian Delay Is] 81.23 81.23 81.23 81.23 I_p.int. Pedestrian LOS Score for Intersecticin 2.524 2.487 3.645 1940 Crosswalk LOS B B D D s b. Saturation Flow Rate of the bicycle lane 2000 2000 2000 2000 c b. Capacity of the bicycle lane [bicycles! 267 267 921 921 d b, Bicycle Delay Is] 67.60 67.60 26.19 26.19 I b,int, Bicycle LOS Score for Intersection 2073 2277 2,742 3.792 Bicycle LOS B B B D Sequence • va eeeeeeeeeeeee� • isa eee�se�aeeeeeee� Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H132 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Omm; mg Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 2: Great Plains Boulevard & W 79th Street Control Type Two-way stop Delay (sec / veh): 11.8 Analysis Method: HCM 6th Edition Level Of Service: B Analysis Period 15 minutes Volume to Capacity (v/c): 0.288 Intersection Setup Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lot Access Approach Nor,hbound Souutthbound Eastbound Westbound Lane Configuration oi 1 r I� r r Turning Movement Left Thru Right Left Thru Right Left Thru Right Le" Thru Righ; Lane Width [ft] 12.00 1200. 1200 12.00 1200 12.00 12.00 1200. No of Lanes in Pocket 1 1 0 0 0 0 Pocket Length [ft] 90.00 50.00 Speed [mph] 30.00 30.00 30.00 15.00 Grade [%] 0.00 0.00 0.00 &00 Crosswalk Yes Yes Yes Yes Volumes Name Great Plains Blvd Great Plains Blvd W 79th St Parking Lo-, Access Base Volume Input [veh/h] 221 305 31 27 212 97 166 47 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage (%] 2.00 200 2.00 2-00 2.00 2.00 2.00 2.00 Growth Rate 1,00 1.06 1.00 L00 1.06 1 00 100 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 23 0 0 0 0 3 24 0 Diverted Tnps [veh/h] 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 23 0 0 0 0 0 23 0 Existing Site Adjustment Volume [veh/h] -13 0 0 0 0 -2 -13 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 254 323 31 27 225 98 200 47 Peak Hour Factor 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 0.9323 09323 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [vehlh] 68 87 8 7 60 26 54 13 To*,al Analysis Volume [veh/h] 272 346 33 29 241 105 215 50 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H133 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= CONSULTING Intersection Settings Priority Scheme Free Free Stop Sop Flared Lane Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement. Approach, & Intersection Results VIC, Movement VIC Ratio 0 22 0.02 0.29 0.07 d M. Delay for Movement [s/veh] 882 8.13 11.77 10.56 Movement LOS A A A A A A B B 95th-Percentile Queue Length [veh] 0.86 0.00 0,00 0.56 028 0.00 1.19 0.23 95th-Percentile Queue Length [ft] 21.52 0,00 0.00 14.11 1 706 1 0.00 2984 578 d A. Approach Delay [s/veh] 3.69 0.63 11 77 10 56 Approach LOS A A B B d I. Intersection Delay [s/veh] 441 Intersection LOS B Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H134 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 3: W 79th St & Eastern Gas Station Access Control Type: Two-way stop Delay (sec / veh): 16.1 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period: 15 minutes Volume to Capacity (v/c): 0.082 Intersection Setup Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Approach Northbound Southbound Eastbound Westbound Lane Configuration Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Gas Station Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 14 1 33 12 1 7 2 210 2 35 274 12 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 24 0 0 26 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 23 0 0 23 0 Existing Site Adjustment Volume [veh/h] 13 0 -13 0 0 0 0 -15 0 0 -15 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 27 1 20 12 1 7 2 242 2 35 308 12 Peak Hour Factor 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 0.9436 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume [veh/h) 7 0 5 3 0 2 1 64 1 9 82 3 Total Analysis Volume [veh/h] 29 1 21 13 1 7 2 256 2 37 326 13 Pedestrian Volume [ped/hj 0 0 0 0 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H135 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 Intersection Settings CONSULTING Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach. & Intersection Results V/C. Movement V/C Ratio 0.08 0.00 0.03 0.04 1 0.00 0.01 0.00 0.03 d M. Delay for Movement [s/veh] 16.12 15.92 10.59 15.88 15.32 10.53 7.96 7.84 Movement LOS C C B C C B A A A A A A 95th-Percentile Queue Length [veh] 0.37 0.37 0.37 0.16 0.16 0.16 0.81 0.81 0.81 1.20 1.20 1.20 95th-Percentile Queue Length [ft] 9.32 9.32 932 396 3.96 3.96 20-17 2017 20.17 29.99 29.99 29.99 d A, Approach Delay [s/veh] 13.84 14.07 0.06 0.77 Approach LOS B B A A d I. Intersection Delay [s/veh] 1.85 Intersection LOS C Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H136 Spack Consulting Chanhasse Panera Development Site Appendix K. Capacity Analysis Backups Generated with [ME% M-9 Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 4: W 79th St & Western Gas Station Access Control Type: Two-way stop Delay (sec / veh): 16.7 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period: 15 minutes Volume to Capacity (v/c): 0.148 Intersection Setup Name We Ga Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Conriguration T T T + Turning Movement Left Thru Right Left Thru Right Left Thru Right Le'*, Thru I Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 1200 12.00 12.00 12.00 1200 1200 12.00 No of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 000 Crosswalk Yes Yes Yes Yes Volumes Name We Ga Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 30 1 46 5 1 2 2 184 30 43 234 9 Base Volume Adjustment Factor 1.0000 1 0000 1.0000 1.0000 1,0000 1 0000 T0000 1.0000 1.0000 1.0000 1 0000 T0000 Heavy Vehicles Percentage [°io] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2007. Growth Rate 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00 TOO 1 00 1 00 1.00 In -Process Volume [veh(h] 0 0 0 0 1 0 1 0 0 1 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 1 0 0 0 24 0 0 26 1_707 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 1 0 0 0 23 0 0 23 1 0 Existing Site Adjustment Volume [veh/h] 20 0 -20 0 0 0 0 -15 0 0 -2 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 50 1 26 5 1 2 2 216 30 43 281 9 Peak Hour Factor 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0.9288 0-9288 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1_0000 10000 T0000 1.0000 1 1.0000 1 0000 1 0000 1.0000 Total 15-Minute Volume [veh/h] 13 0 7 1 0 1 1 58 8 12 76 2 Total Analysis Volume [veh/h] 54 1 28 5 1 2 2 233 32 46 303 10 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H137 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Sop Sop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results ViC, Movement VrC Ratio 0-15 0.00 0.04 0.01 0.00 0.00 0.00 0.04 d M. Delay for Movement [s/veh] 16.70 16.65 11.40 15.59 15 14 10.10 7.89 7.87 Movement LOS C C B C C B A A I A A A A 95th-Percentile Queue Length [veh] 068 0.68 0.68 0.06 006 006 0.81 0.81 0-81 1.13 1.13 1.13 95th-Percentile Queue Length [ft] 16.91 16.91 1691 1.52 1 1.52 1 1_52 2029. 2029. 20.29 28.37 2837 28.37 d A. Approach Delay [s/veh] 14.91 14.16 006 1.01 Approach LOS B B A A d i. Iwersection Delay [s/veh] 241 Intersection LOS C Scenario 8. 8 Mitigated Build PM 2019 Traffic Impact Study H 138 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Comm �1 Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 5: W 79th St & Eastern Site Access Control Type: Two-way stop Delay (sec / veh): 17.1 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period 15 minutes Volume to Capacity (v/c): 0.129 Intersection Setup Name Eastern Site Access Parking Lot W 79th St W 79th St Approach Northbound South*bound Eastbound Westbound Lane Configuration T T T '" �'' Turning Movement Left Thru Right Left Thru Right Left Thru Right Le`� Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 1200. 1200 12.00 1200. 12 00 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade 1%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Eastern Site Access Parking Lot W 79th St W 79th St Base Volume Input [veh/h] 15 2 76 6 0 15 13 137 18 59 204 1 Base Volume Adjustment Factor 1 0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 10000 1.0000 1.0000 1_0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 200 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1 00 1 00 1 00 1,00 In -Process Volume [vehfh] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 0 0 0 0 0 0 0 24 0 0 26 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 1 0 0 0 0 Pass -by Trips [veh/h] 0 0 0 0 0 0 0 23 0 0 23 0 Existing Site Adjustment Volume [veh/h] 26 0 -26 0 0 0 0 -15 0 0 18 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh h] 41 2 50 6 0 15 13 169 18 59 271 1 Peak Hour Factor 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 0.9100 Other Adjustment Factor 10000 1-0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total 15-Minute Volume (veh/h] 11 1 14 2 0 4 4 46 5 16 74 0 Total Analysis Volume (veh/h] 45 2 55 7 0 16 14 1 186 1 20 65 1 298 1 1 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H139 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop Stop Free Free Flared Lane No No Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C, Movement VIC Ratio 0.13 0.01 0.07 0.02 0.00 0.02 0.01 0.05 d M, Delay for Movement [s/veh] 17.08 16.75 11 01 16.51 1543 10.17 7.88 7.77 Movement LOS C C B C C B A A A A A A 95th-Percentile Queue Length [veh] 074 0.74 0.74 0.14 0.14 0.14 0.63 063 0.63 1.08 1.08 1.08 95th-Percentile Queue Length [ft] 18.45 18.45 18.45 3.39 3.39 3.39 15.76 15.76 15.76 27.03 27.03 27.03 d A, Approach Delay [s/veh] 13.80 12.10 0.50 1.39 Approach LOS B B A A d I, Intersection Delay [s/veh] 325 Intersection LOS C Scenario 8 8 Mitigated Build PM 2019 Traffic Impact Study H140 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Intersection Level Of Service Report Intersection 6: W 79th St & Western Site Access Control Type: Two-way stop Delay (sec / veh): 15.1 Analysis Method: HCM 6th Edition Level Of Service: C Analysis Period: 15 minutes Volume to Capacity (v/c): 0.002 Intersection Setup Name Western Site Access W 79th St W 79th St Parking Lot Approach Northbound Westbound Northeastbound Souheastbound Lane Configuration )r I 1 1 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 No. of Lanes in Pocket 0 0 0 0 0 0 0 0 Pocket Length [ft] Speed [mph] 15.00 15.00 30.00 30.00 Grade [%] 0.00 0.00 0.00 0.00 Crosswalk Yes Yes Yes Yes Volumes Name Western Site Access W 79th St W 79th St Parking Lot Base Volume Input [veh/h] 37 1 31 57 157 20 5 120 42 17 1 4 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Growth Rate 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 In -Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Site -Generated Trips [veh/h] 13 0 24 26 0 0 0 0 10 0 0 0 Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass -by Trips [veh/h] 23 0 23 23 0 0 0 0 22 0 0 0 Existing Site Adjustment Volume [veh/h] -14 0 -33 -15 59 0 0 0 4 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Total Hourly Volume [veh/h] 59 1 45 91 216 20 5 120 70 17 1 4 Peak Hour Factor 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 0.8917 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1 1.0000 1.0000 Total 15-Minute Volume (veh/h] 17 0 13 26 61 6 1 34 20 5 0 1 Total Analysis Volume [veh/h] 66 1 50 102 242 22 6 135 79 19 1 4 Pedestrian Volume [ped/h] 0 0 0 0 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H141 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with mm Q� Version 5.00-00 CONSULTING Intersection Settings Priority Scheme Stop S.op Free Free Flared Lane No Nn Storage Area [veh] Two -Stage Gap Acceptance No No Number of Storage Spaces in Median Movement, Approach, & Intersection Results V/C. Movement V/C Ratio 0.15 0.00 0.06 0.15 0.33 0.02 0.01 0.00 d M. Delay `or Movement [s/veh] 14.91 15.14 11.07 14.78 14.49 13.48 7.62 7.71 Movement LOS B C B B B B A A A A A A 95th-Percentile Queue Length [veh] 0.80 0,80 0.80 277 2.77 2.77 0.00 0,00 0.00 0.05 0.05 005 95th-Percentile Queue Length [ft] 19.89 19.89 19.89 69.17 69.17 69.17 0.00 0.00 0 00 1,31 1 31 1.31 d_A. Approach Delay [s/veh] 13.27 14.51 0.00 6.35 Approach LOS B B A A d I. Intersection Delay [s/veh] 965 Intersection LOS C Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H142 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Q� Version 5.00-00 CONSULTING Lane Configuration and Traffic Control 0 0 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H143 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with =z= Q� Version 5.00-00 CONSULTING Traffic Volume - Base Volume r i ego_ / O A CV IMNN 34 3166 47 �3 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H144 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with ME= Version 5.00-00 CONSULTING Traffic Volume - Net New Site Trips 2 �� o 000 0 0� �_ L 0 0 0 34 0 302 �— — 34 32 .� 407 moo wow ono O 000 O 000 67 Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H145 Spack Consulting Chanhasse Panera Development Site Appendix H: Capacity Analysis Backups Generated with Version 5.00-00 CONSULTING Traffic Volume - Future Total Volume 2 200 47 NN^ /NMIM 6 i- 3 r�N �22 222 3308 NON / V O Scenario 8: 8 Mitigated Build PM 2019 Traffic Impact Study H146 Spack Consulting Chanhasse Panera Development Site