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19-39P Aldi Site Plan
TOWN OF SOUTH WINDSOR PLANNING 8L ZONING COMMISSION pROJECT NAME:6 Executive Drive,Suite 100.Farmington CT 06032 COMPLETE LOCATION OF PROPERTY:190 Buckland Road (to be known as 200 Gateway Blvd.) OWNER OF RECORD ON LAND RECORDS:19°BUCk'and Rc’ad'LLC OWNER ADDRESS:6 Executive Drive,Suite 100,Farmingicn CT 06032 GIS pIN #153001 90 ZONE GD NAME,ADDRESS,TELEPHONE 8r,EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED: Benjamin Wheeler,Design Professionals.lnc.,21 Jeffrey Drive,South Windsor CT (860)291-8755;bwheeler@dpinc.co Estimated presentation time:15 THIS APPLICATION IS FOR:(Check all that apply): D Zone Change to (Public Hearing and Certifmate of Mailing Required) D Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) D Detached In Law Apartment or D Accessory Apartment (Public Hearing and Certificate of Mailing Required) B Major Home Occupation (Certificate of Mailing Required)for E Other (expiain in detail) PLEASE NOTE:An Application Pending Sign is required to be posted on the property for all applications Application Number:8 '20 ~l/C APPLICATION FORM .7 7r ’1'’RE omcial Receipt Date: Munis Application #:O2«O/_249_L7_7/\UG “1‘F5 2mg somHWlNDSORPLANNmGDEPT.J APPLICANT:Buckland East.LLC ’7 l $0 {A6f B Subdivision D Minor B Major D Resubdivision (Public Hearing Required)D Minor D Major D Conditional Subdivision D Special Exception to Table (Public Hearing and Certificate of Mailing Required) Site Plan of Development New D Modification Building(s)Sq Ft 19209 D General Plan of Development D Earth Filling (Sec.7.6)and/or Earth Removal (Seci 7.16)(Public Hearing and Certificate of Mailing Required) a Regulation Amendment D Zoning B Subdivision -Attach proposed amendment (Public Hearing Required) D Temporary and Conditional Permit (Public Hearing Required)for D Temporary and Conditional Permit Renewal for ten (10)days prior to being heard by the Commission. C. Signature of Applicant BY:Farm Gian MWBHC Pr By:Farm Gian Management LLC Geothy W.Sager,is Manager Geoffrey W.Sager.is Manager Print Name of Applicant Print Namekf‘PropertyYDWer Revised 1/9/2017“HE, AUU 1 5 2mg SOUTH MNDSOR MANNING DEPT. Traffic Impact Study Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut August 13,2019 61¢MILONE &MACBROOM immrunu,iirmmwuimwmwi Amnimmui iinmuumimrrtum: Copyright 2mg Miione a Macaroam,inc. Prepared for:MMI #3571-41-01 Prepared by: Mr.Ben Tripp MILONE &MACBROOM,lNc. Metro Realty Group,Ltd.99 Realty Drive 6 Executive Drive,Suite 100 Cheshire,Connecticut 06410 Farmington,Connecticut 06032 203-271-1773 www.mmlnc.com ’Ils‘MILONE &MACBROOM August 13/2019 Mr.Ben Tripp Metro Realty Group,Ltd‘ 6 Executive Drive,Suite 100 Farmington,CT 06032 RE:Traffic Impact Study Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut MMI #3571-41 -01 Dear Ben: Milone 8L MacBroom,Inc.(MMI)has completed a traffic impact study for a proposed 20,000-square—foot (SF)supermarket development at 200 Gateway Boulevard in South Windsor,Connecticut.The supermarket will be Iocated to the east of the recently approved drive-in bank of 190 Buckiand Road.Site access will be provided via the 190 Buckland Road site driveway,which intersects with Hemlock Drive‘ Figure 1 shows the location of the site. This traffic study involved a number of tasks including data collection,the determination of future background traffic,an estimation of site traffic volumes for the proposed development,and an evaluation of safety as well as expected traffic impacts and improvements.This report summarizes our data collection,analyses,and findings. Proposed Development The proposed development will consist of a 20,000-SF supermarket and will be located on the east side of Buckland Road.Access to the site will be via the 190 Buckland Road site driveway opposite Hemlock Drive,which serves as the northern access to the Promenade Shops at Evergreen Walk,an outdoor retail mall.This intersection is currently signalized and is being upgraded to accommodate the 190 Buckland Road approach. Study Area Roadway and Site Environs Buckland Road is classified as a minor urban arterial and is home to the Promenade Shops at Evergreen Walk and numerous other retail shopping centers.Buckland Road runs north-south to the west of the site.In the vicinity of the site,the roadway is characterized by two southbound and two northbound travel lanes with dedicated turn lanes at the intersection with a raised median.There are approximately 1-to 2-foot shoulders as well as sidewalks along both sides of the road.The posted speed limit is 4O miles per hour (mph). 99 Realty Drive,Cheshire,CT 06410 i 203.271.1773 lwwwMMlnccom CT]MAIME[NH|NY|VT Mr.Ben Tripp I Page 2 August 13.2019 For the purpose of this traffic study,the following signalized intersections were included in the study area for analysis: o Buckland Road at Hemlock Drive .Buckland Road at Tamarack Avenue o Buckland Road at Cedar Avenue Intersectign Sight Distance Visibility from the site driveway for the proposed development was reviewed using minimum intersection sight distance (ISD)guidelines from the Connecticut Department of Transportation (CTDOT).For the posted speed limit of 40 mph,the CTDOT minimum ISD guideline is 445 feet.The sight distances looking left and right from the location of the site driveway meet or exceed the 445-foot ISD guidelines. QasLHisJQm Traffic crash data for the latest 3-year period on record,August 1,2016,through August 1,2019,for the study intersections was obtained from the University of Connecticut's Connecticut Crash Data Repository. The crash data collected for this 3—year period is depicted in Table 1 and is summarized by intersection, crash severity,and collision type. TABLE 1 Crash Summary Source:University of Connecticut's Connecticut Crash Data Repository from August 1,2016,to August 1,2019 A total of 40 accidents were reported during the latest 3-year period on record at the intersections within the study area.Sixty-seven percent of reported collisions resulted in property damage only with the remaining 33 percent resulting in minor or possible injuries.No fatalities or pedestrian involvement were reported.The most common collision type was rear-end collisions,accounting for 85 percent of all collisions.do MILONE e MACBROOM Buckland Road at Cedar Avenue Buckland Road at Hemlock Drive 2 4 8 6 1 1 0 O 11 O 0 O 0 6 11 Buckland Road at Tamarack Avenue 1 7 15 23 3 0 19 0 0 23 3 10 27 40 4 0 33 1 0 2 40 Mr.Ben Tripp I Page 3 August 13,2019 Existing Traffic Volumes Manual turning movement traffic counts were previously conducted at the study intersections to capture peak travel periods in October 2018.The counts were conducted from 7:00 am.to 9:00 arm.for the weekday morning peak,4:00 p.m.to 6:00 p.m.for the weekday evening peak,and 11:00 a.m.to 1:00 p.m‘for the Saturday midday peak.Based on discussions with the CTDOT Bureau of Policy and Planning,we were directed to use CTDOT-approved 2017 buildout traffic volumes from the Evergreen Waik development as the existing traffic volumes for our traffic evaluation. The existing weekday morning,weekday afternoon,and Saturday midday peak—hour traffic volumes are illustrated in Figures 2,3,and 4,respectively. New Site Traffic The site traffic for the proposed supermarket was estimated using standard statistical data published by the Institute of Transportation Engineers (ITE)‘and applying an adjustment factor for internaliy captured trips and pass-by trips."internally captured trips"are trips to the proposed development from another destination on the same site.These trips are not new vehicles trips to the site directly impacting the adjacent roadway networkr The recently approved drive-in bank should be in place at this time and, therefore,expected to generate to internal captures A 5 percent reduction factor was used to account for internally captured trips."Pass-by trips"refer to site trips made by patrons who were already on the roadway with an original destination other than to the site.Based on CTDOT guidelines,a 20 percent pass-by trip reduction in total vehicle trips was applied. TABLE 2 New Site Traffic —-200 Gateway Boulevard South Windsor,Connecticut Source:Trip Generation,10‘"Edition,Institute of Transportation Engineers,2017 (ITE #850 —Supermarket) After adjusting for expected pass—by trips,it is estimated that the proposed supermarket would generateapproximately56totalnewvehicletrips(37 entering and 19 exiting)during the morning peak hour,13S total new vehicle trips (64 entering and 71 exiting)during the afternoon peak hour,and 155 total new vehicle trips (80 entering and 7S exiting)during the Saturday midday peak hour. ‘Trip Generation,10’”Edition,institute of Transportation Engineers,2017 MILONE &MACBROOMQ Supermarket (20,000 SF)47 29 76 89 96 185 106 101 207 Internal Capture (5%)—2 —2 -4 —5 —5 —10 ~6 -6 -12 Pass—by (20%)-8 —8 —16 -20 —20 -40 -20 -20 —40 Net New Trips - Adjusted (75%)37 19 56 64 71 135 80 75 155 Mr.Ben Tripp i Page 4 August 13,2019 New Site Traffic Distribution The anticipated direciional distribution of site-generated traffic was based on the review of census data and travel patterns observed from existing traffic voiumes.It is estimated that approximateiy 35 percent of the new site traffic would approach/depart the site to the north and 65 percent from the south. Figure 5 illustrates the site traffic distribution for the proposed supermarket.Figures 6,7,and 8 show the assignment of the anticipated site traffic on the adjacent road network during the weekday morning, weekday afternoon,and Saturday midday peak hours,respectively. Future Background Traffic For the purpose of this study,a future horizon year of 2021 was used for analysis.It is anticipated that the supermarket development will be opened by this time as will the drive-in bank.For continuity purposes, the future 2020 combined/buildout traffic volumes from the 190 Buckland Road drive—in bank study were projected to year 2021 using an annual growth rate of 0.6 percent as suggested by CTDOT's Bureau of Policy and Planning.Previous discussions with the town and CTDOT’s Bureau of Policy and Planning indicate that there are no other approved significant developments within the study area at this time to include in background traffic volumes aside from the drive-in bank.The future background (no-build) volumes for the weekday morning,weekday afternoon,and Saturday midday peak periods are shown in Figures 9,10,and 11,respectively. Future Combined Traffic The estimated site traffic volumes were then added to the 2021 background traffic volumes to derive the future combined (build)traffic volumes.The combined traffic volumes constitute future volumes with the supermarket development in place.Figures 12,13,and 14 depict the future 2021 combined traffic volumes at the study intersections for the weekday morning,weekday afternoon,and Saturday midday peak hours,respectively. Traffic Impact The study intersections were evaluated by means of capacity analysis techniques.Levels of Service (LOS) were then determined,which are qualitative measures of the efficiency of operations in terms of'delay and inconvenience to motorists.A description of the various LOS designations,A through F,is given in the Appendix.LOS A describes operations with very short average control delay per vehicle while LOS F describes operations with longer than average delays.LOS D is generally considered acceptable in urban environments. It should be noted that the traffic signal upgrades and geometric improvements at the site driveway were assumed in place for both the future background and combined conditions.The analysis worksheets are also enclosed in the Appendix.Table 3 summarizes the findings of LOS at the study intersections under future (2021)conditions without (background)and with (combined)the estimated new site traffic generated by the proposed development. MILONE &MACBROOM Mr,Ben Tripp i Page 5 August 13,2019 TABLE 3 Capacity Analysis Summary Findings and Recommendations Based on the LOS analysis conducted,the following are our findings and recommendations with regard to traffic operations at the study intersections with the proposed supermarket in place. 1.Buckland Road at Cedar Avenue —The intersection of Buckland Road at Cedar Avenue is expected to operate at an acceptable overall LOS B or better under future (2021)proposed supermarket build conditions;all movements are also expected to operate at LOS D or better and will therefore not require any mitigation. Il\"§MILONE &MACBROOM “WR'MU ‘‘113!!!r1 '3: INTERSECTION Buckland Road at Cedar Avenue FER HGUR CHM.)3!.(GROE $3.”!KGRM Eastbound Left C C C C D D Eastbound Riqht B B A A A A Northbound Left A A A A B B Northbound Through A A A A A A Southbound Throuqh A A B B B B Southbound Riqht A A A A A A Overall LOS A A B B B B Buckland Road at Hemlock Drive/Site Driveway Eastbound Left B C C C C C Eastbound Through/Right A A A B B B Westbound Left B B C C C C Westbound Throuqh/Riqht B B C B B B Northbound Left A A C C C D Northbound Through/Right A A B C C B Southbound Left A A A B C A Southbound Throuqh/Riqht A B C D C D Overall LOS A A C C C C Buckland Road at Tamarack Avenue/Private Driveway* Eastbound Left/Throuqh C C D D D D Eastbound Right A A A A B B Westbound Left C C E E E E Westbound Throuqh C C D D D D Westbound Riqht A A A A A A Northbound Left:.v 'C c 7 DV ;Di“E E a Northbound Throuqh B B C C C C Northbound Right A A A A A A Southbound Left C C E E E E Southbound Through/Right B B D D E F (E) Overall LOS B B C C D D‘Future combined LOS results account fur signalization upgrades. ()—reflects timing adjustments Mr.Ben Tripp i Page 6 August 13,2019 2.Buckland Road at Hemlock Drive/Site Driveway —This intersection is expected to operate at an acceptable overall LOS C or better under future (2021)proposed supermarket build conditions All movements are also expected to operate at LOS D or better. 3.Buckland Road at Tamarack Avenue —The Buckland Road/Tamarack Avenue intersection is expected to operate at overall LOS D or better during the future 2021 build conditions.Some movements (specifically the northbound and southbound left turns and westbound left)are anticipated to operate at LOS E under future background conditions without the proposed supermarket in place and to continue to operate at LOS E under future build conditions without any improvements.Traffic signal timing revisions are proposed to mitigate any impacts of the proposed supermarket traffic. Summary and Conclusions A study was conducted to assess the traffic impacts of the proposed supermarket development in South Windsor,Connecticut.Traffic generated by the planned development was estimated based on review of industry standards.Future traffic conditions were estimated with and without the supermarket in place, and capacity analysis of future scenarios was performed. Based on our analysis,it is our opinion that the surrounding roadway system would be able to accommodate traffic that would be generated by the proposed supermarket development with the necessary intersection and traffic signal revisions. Furthermore,after review of driveway sight lines and crash history,it does not appear that there will be any significant safety concerns at the site driveway or on the existing roadway system. We hope this report is useful to you and the Town of South Windsor in assessing the traffic impact from this development.if you have any questions or need any further information,please do not hesitate to contact me. Very truly yours, MILONE 8L MACBROOM,lNc. ./\,.\{/ Kwesi Brown,PE,PTOE,Associate Manager of Transportation Engineering Enclosures 3571-41-01-au1 319-ltr.docx MILONE &MACBROOMy 0 250 500 1,000 Feet SITE LOCATION Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut 4'A‘\MImNE s:MACBROOM‘FIGURE 1 N 5x SCHEMATIC BUCKLAND RD V<l'NLOw CEDAR AVENUE J> U1 ca \I 494—*>579— é81—5 mN HEMLOCK DRIVE SITE L25 <—31 N‘D (‘3 wNmN TAMARACK AVENUE r 1 1 PRIVA TE DRIVEWA Y NA om:J119_ 645b—16—W BUCKLA ND RD EXISTING TRAFFIC VOLUMES WEEKDAY MORNING PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut éI§MILONE & ‘MACBROOM FIGURE 2 N BUCKLANDA RD SCHEMATIC N‘—rxvo‘—‘— CEDAR AVENUE IxmLnwo‘—\— HEMLOCK DRIVE mw 10coo<rLn‘—‘— TAMARACK AVENUE CBUKLAND RD 4153—>1130— SITE 4—127 <—87v—100 PRIVA TE DRIVEWA Y 4522_ 1019»—77—9 EXISTING TRAFF IC VOLUMES WEEKDAY AFTERNOON PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut 6'\"MILONE MACBROOM & FIGURE 3 w % SCHEMATIC BUCKLAND RD 4154—<—1173CEDARAVENUE 135 —¢ 184 —v 4137—*>395— m9m ‘-N ‘— HEMLOCK DRIVE SITE N ._ {D (O O) {D 4250—'>972— mco nom‘—<9Ix‘—‘— <—96 TAMARACK AVENUE r 144 PRIVAYE DRIVEWAY UCKLANDB RD EXISTING TRAFFIC VOLUMES SATURDAY MIDDAY PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut MACBROOM FIGURE 4 CBUKLAND RD 1 SCHEMATIC 30% 4—CEDAR AVENUE (30%) I>— \°°oM L (30%)<—(5%) HEMLOCK DRIVE V—(55%) %65 —V 01 °\a (%65) 4— %65 >— CBUKLAND RD TAMARACK A VENUE SITE TRAFFIC DISTRIBUTION Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut MACBROOM SITE PRIVA TE DRIVEWA Y LEGEND XX -Entering Traffic (XX)-Exiting Traffic FIGURE 5 N 5x SCHEMATIC CEDA R A VENUE HEML OCK DRIVE TAMARACK A VENUE BUCKLAND RD 11 ()5 °— 4-—(5)1+5]4—(1) €(12)[+3]TF 24 [5+LO I [3]<—-11[3]+ V—‘ (12)<— D24— CBUKLAND RD SITE PRIVA TE DRIVEWA Y LEGEND XX -Entering Traffic (XX)-Exiting Traffic [XX]-Pass-by Trips SITE GENERATED TRAFFIC VOLUMES WEEKDAY MORNING PEAK HOUR Proposed Supermarket 200 Gateway Bculevard South Windsor,Connecticut 6V§‘MILONEMACBROOM & FIGURE 6 N 5x SCHEMATIC CEDAR AVENUE HEMLOCK DRIVE TAMARACK A VENUE BUCKLAND RD 19<)— (21)>— A._(21)[+13]<—(4) V—(46)[+7] [71<--19[7]+ F [13]i>-— 42 [131 + (4e) <;— >— 42 BUCKLAND RD SITE PRIVA TE DRIVEWA Y LEGEND XX -Entering Traffic (XX)-Exi‘ing Traffic [XX]-Pass-by Trips SITE GENERATED TRAFFIC VOLUMES WEEKDAY AFTERNOON PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut I’T‘\‘ MILONE MACBROOM & FIGURE 7 BUCKLAND RD SCHEMATIC 24<— CEDAR A VENUE (22) ‘>— L (22)[+1 3]<—4r(49)[+7]SITE4W 52[ HEMLOCK DRIVE []7<——24v— [7]+ )(49 <—TAMARA CK A VENUE PRIVA YE DRIVEWA Y 529— LEGEND XX -Entering Traffic (XX)-Exiting Traffic [XX]-Pass-by Trips BUCKLAND RD SITE GENERATED TRAFFIC VOLUMES SATURDAY MIDDAY PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut y\A MILONEMACBROOM a FIGURE 8 N 5x SCHEMATIC UCBKLAND RD 4‘— 70 <905—CEDAR AVENUE 5o —4 O? ¢100—>500— O L— 80 875 4— 10 r Am oHEMLOCKDRIVE SITE4§:§‘1TF 45—v g 4—3o<—35 ¢—15 PRIVA TE DRIVEWAY 25 _4 20 —> ONNNLD L 30 8654— TAMARACK A VENUE BUCKLAND RD 2021 FUTURE BACKGROUND TRAFFIC VOLUMES WEEKDAY MORNING PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut 铧MILONE MACBROOM & FIGURE 9 N 5x SCHEMATIC InLnu—v ‘—‘—\— CEDAR AVENUE HEMLOCK DRIVE TAMARACK AVENUE 4—15 ¢—25 J185 1100»— 25—V BUCKLA ND RD SITE PRIVA TE DRIVEWA Y 2021 FUTURE BACKGROUND TRAFFIC VOLUMES WEEKDAY AFTERNOON PEAK HOUR MACBROOMwMILONE & Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut BUCKLAND RD FIGURE 10 v1 ix SCHEMATIC EUCKLAND RD 4160—41215—CEDAR A VENUE 140J 190 V Lacwm‘—c> SITE 4—40 4—1 00 CN 10oNNno‘—‘— TAMARACK AVENUE §150 PRIVATE DRIVEWAY (ON U101 4645— 1110>—go—g BUCKLAND RD 2021 FUTURE BACKGROUND TRAFFIC VOLUMES SATURDAY MIDDAY PEAK HOUR Proposed Supermarket 200 Gateway Baulevard South Windsor,Connecticut /’!\§MILONEMACBROOM & FIGURE 11 H 5x SCHEMATIC CEDAR AVENUE HEMLOCK DRIVE TAMARACK A VENUE BUCKLAND RD 25J 20—D 95E L15 4—‘6 r25 NonwcocoN 7W Lou)?NmvLO L30 4—35 V—15 om TH”OmoowNNtD BUCKLAND RD OO 4100—>605— wm SITE PRIVA TE DRIVEWA Y FUTURE 2021 COMBINED TRAFFIC VOLUMES WEEKDAY MORNING PEAK HOUR 6'\‘N MILONEMACBROOM & Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut FIGURE 12 CBUKLAND RD SCHEMATIC L145 61134—CEDAR AVENUE 130—417o—v 4160—-—'>1191— HEMLOCK DRIVE SITE Lo[\Oarm {OFF L130 <k-90 §"‘105ww 1107 IDmLn TAMARACK A VENUE PRIVA TE DRIVEWA Y Ooo CBUKLAND RD FUTURE 2021 COMBINED TRAFFIC VOLUMES WEEKDAY AFTERNOON PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut é'é‘MILONE MACBROOM & FIGURE 13 n5g SCHEMATIC BUCKLAND RD 4160—41239—CEDAR A VENUE 140—4 190—v J1012—>185— wONNv1:wv <—9 HEMLOCK DRIVE €86 SITE O)to LnONIxno‘—x— <—1 00 TAMARACK AVENUE r 150 PRIVATE DRIVEWAY BUCKLAND RD FUTURE 2021 COMBINED TRAFFIC VOLUMES SATURDAY MIDDAY PEAK HOUR Proposed Supermarket 200 Gateway Boulevard South Windsor,Connecticut [’Té‘ MILONEMACBROOM & FIGURE 14 APPENDIX LEVEL OF SERVICE FOR SIGNALIZED INTERSECTIONS (MOTORIZED VEHICLE MODE) Level of service for signalized intersections is defined in terms ofcontrol delay,which is a measure ofdriver discomfort,frustration,the]consumption,and increased travel timer The delay experienced by a motorist is made up of a number of factors that relate t0 control,geometrics,trafflc,and incidents.Total delay is the difference between the travel time actually experienced and the reference travel time that would result during base conditions:in the absence of traffic control, geometric delay,any incidents,and any other vehicles.Specifically,LOS criteria for traffic signals are stated in terms of the average control delay per vehicle,typically for a 15-min analysis period.Delay is a complex measure and depends on a number of variables,including the quality of progression,the cycle length,the green ratio,and the v/c ratio for the lane group The criteria are given below. 1 For approach-based and intersection-wide assessments,LOS is defined solely by control delay. LEVEL-OF SERVICE CRITERIA FOR SIGNALIZED INTERSECTIONS MOTORIZED VEHICLE MODE LOS By Volume-to-Capacity Ratio] CONTROL DELAY (S/Veh)v/c S 1.0 v/c >1.0 A F S 10 B F >10 AND §20 C F >20 AND S 35 D F >35 AND S 55 E F >55 AND S 80 F F >80 Specific descriptions of each LOS for signalized intersections are provided below: Level of Service A describes operations with a control delay of 1 0 s/veh and 20 s/veh and a volume- to-capacity ratio no greater than 1‘0.This level is typically assigned when the volume—to-capacity ratio is low and either progression is exceptionally favorable or the cycle length is very short.lfLOS A is the result of favorable progression,most vehicles arrive during the green indication and travel through the intersection without stopping. Level of Service B describes operations with control delay between 10 and 20 s/veh and a volume- to-capacity ratio no greater than 1.0.This level is typically assigned when the volume-to-capacity ratio is low and either progression is highly favorable or the cycle length is short.More vehicles stop than with LOS A. Level of Service C describes operations with control delay between 20 and 35 s/veh and a volume— to-capacity ratio no greater than 1.0.This level is typically assigned when progression is favorable or the cycle length is moderate.Individual cyclefailures (i.e.,one or more queued vehicles are not able to depart as a result of insufficient capacity during the cycle)may begin to appear at this level. The number of vehicles stopping is significant,although many vehicles still pass through the intersection without stopping. Level of Service D describes operations with control delay between 35 and 55 s/veh and a volume- to-capacity ratio no greater than 1.0.This level is typically assigned when the volume-to-capacity ratio is high and either progression is ineffective or the cycle length is long.Many vehicles stop and individual cycle failures are noticeable. Level of Service E describes operations with control delay between 55 and 80 s/veh and a volume— to-capacity ratio no greater than 1.0.This level is typically assigned when the volume-to-capacity ratio is high,progression is unfavorable,and the cycle length is long.Individual cycle failures are frequent. Level of Service F describes operations with control delay exceeding 80 s/veh or a volume—to- capacity ratio greater than 1.0.This level is typically assigned when the volume-to-capacity ratio is very high,progression is very poor,and the cycle length is long.Most cycles fail to clear the queue. Reference:Highway Capacity Manual 6,Transportation Research Board,201 6. Lanes,Volumes,Timings 1:Tamarack Ave J—p ‘v \ 200 Gateway Boulevard Future Batkground AM Tr\i¥ 2021 Background 08/01/2019 Baseline synchro 10 Repnrt Page 11 Lane Confl urations M i'W l 'i'i M F ‘i +1. Fulure Volume vph 25 20 95 15 35 30 200 675 20 30 865 30 LaneVWdth fl 12 12 12 12 12 12 12 12 12 11 12 12 Storage Lanes 0 1 1 1 2 1 1 0 Lane Ulil Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 0.95 Flt Protected 0.973 0.950 0950 0.950 (“.10 L... FltPermrtted 0.973 0.950 0950 0.950‘;:...:.:v.3:mg”.:‘w lat t :mq‘‘. RI ht Tum on Red Yes Yes Yes Yesw1.m3 40 40LlnkSpeedmph2525 TravelTime s 13.1 5.6 11.9 15.7 mumm.‘1!: Ad'.Flow vph Lane Group Flow vph 0 49 103 16 3B 33 217 734 22 33 973 0 inl‘u‘M:mm;m :lwu 5m;w.cl yw,;:::l'Protected Phases 8 8 5 7 7 1 5 2 7 1 6 Detector Phase 8 8 5 7 7 5 2 1 6 Mrnlmum |nlt|al s 85 8.5 5.1 9.0 6.0 5.1 150 9.0 6.0 15.0 l.l ‘’1 SH Hm TotalSplrt s 19.0 190 9.1 14.0 9.1 9.1 270 14.0 9.1 27.0l.1... YellowTme s 30 30 3.0 .3.0 3.0 3 0 3.0 3.0 3.0 l ll t ‘t i.,‘ Lost Tlme Ad ust s 00 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 l m .l ‘3 M v:’cl :‘v (I A c},'1}?M‘”xil ‘7.1 Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lag Lead Lead Lag J l’was “(on /b.‘In:,1:,.t:.'15; RecallMode None None None None None None None Mm None None Min 2;'lv'.515;le 213':lstl 137‘ Actuated CRatlo 0.18 023 0.19 019 0.14 0.11 0.64 0.78 012 0.46 :. ControlDela 23.0 5.9 23.3 23.6 0.7 34.9 11.2 0.1 27.4 16.0 TotalDela 23.0 5.9 23.3 23.6 0.7 34.9 11.2 0.1 27.4 16.0 A roachDelay 11.4 14.9 16.2 16.4 Stops(vph)39 18 16 32 0 162 350 0 30 637 Lanes,Volumes,Timings 1:Tamarack Ave preach Dela Stops (vph) 2021 Background 08/01/2019 Baseline 200 Gateway Boulevard Future Background AM Synchro 10 Report Pagei Lane CoMguraiions Future Volume h Lane \Mdth ft Stora e Lanes Lane Util.Famor Fit Protected Ftt Permitted Ri ht Tum on Red Link S mph Travel Time s Ad'.Flow (vph Lane Grou Flow vph Protected Phases 3 Detector Phase Minimum Initial s 1.0 Total S lit s 37.0 Yellow Time s 4.0 Lost Time Ad'ust (s Lead/Lag Recall Mode None Actuated IC Ratio Control Delay Total Dela Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Background AM )(*K‘xtr‘>¢J Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR Fuel Used(gal)1 1 0 0 0 4 8 0 1 15 CO Emissions (g/hr)38 40 11 25 277 571 7 45 1032 NOX Emissions (glhr)7 8 2 5 54 111 1 9 201 VOC Emissions (g/hr)9 9 3 6 64 132 2 11 239 Diiemma Vehicies (#)0 0 0 O 0 22 0 870 Queue Length 50m (ft)8 O 5 13 41 83 12 1640 Queue Length 95th (ft)22 30 20 36 #90 164 35 231O internai Link Dist (ft)399 124 617 842 Turn Bay Length (fi)270 420 290 190 Base Capacity (vph)1075 440 368 388 303 364 2278 1255 213 1614 Siarvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spiiiback Cap Reducin 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 O 0 0 0 0 0 Reduced v/c Ratio 0.05 0.23 0.04 0.10 0.11 0.60 0,32 0.02 0,15 0.60 Intersection Summary Area Type:Other Cycie Length:106.1 Actuated Cycie Length:51 .4 Natural Cycle:100 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.60 intersection Signal Delay:15,9 intersection LOS:B Intersection Capacity Utilization 49.5%ICU Level of Service A Analysis Period (min)15 #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:1:Tamarack Avep CooJ>‘A— 2021 Background 08/01/2019 Baseline Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Background AM ane Grou E F_u_el Used(ggl1 CO Emlsswns (glhr R§x§dli§siwsg(9 .VOC Emissions (g/hr) ma Veiiiéie's (#)’Queue Leng‘h 50th (ft) Dueue Length 95th (ftlntemalLinkDist(ft)ErmBavLengtmftBaseCapacity (vph) §iarvahon Cap Redu Mn Splllback Cap Reducin Storage Gan Reductn Reduced v/c Ratio 2021 Background 08/01/2019 Baseline Synchro 10 Report Page 4 Lanes,Volumes,Timings 2:Hemlock Drive )K‘x 200 Gateway Boulevard Fu‘ure Background AM Tf‘el" Lane Coniigurations 'i t,‘i 1»'i +1,vi Future Volume vph 40 5 45 10 5 5 75 640 15 10 875 80 w m»:w “it ’;....fél ‘‘,I Storage Length ft 0 0 0 0 260 0 70 0 TaperLength ft 25 25 25 25lEh‘i CW 3!.vfxi‘‘lli:"UL "3;?a?»"1-i‘,V Frt 0.864 0.925 0.997 0.987 E;s H (7.5150 -l,:::.:‘; Satd Flow(prot 1770 1609 0 1770 1723 0 1770 3529 0 1770 3493 0 V :‘j “Em Satd Flow perm 1432 1609 0 1432 1723 0 373 3529 0 710 3493 0 Satd Flow RTOR 49 5 6 16 Link Dlstance ft 255 293 922 B12 Peak Hour Factor 0.92 0.92 092 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 ;:.l .1,r ..2,,is;1 :,a r3;Q52;1:.1 rm Shared Lane Tramc %) 1:1 (“$111111 41:1 .vJ ‘2 ‘r -f»t'::1?y 1 1f?n"i Tum Type Perm NA Perm NA pm+pt NA Penn NA .1 Pemmted Phases 4 4 6 2 1 v :11 .mp-‘’1 :1 It Swnch Phase w hr 1‘;11::a1 u‘n 1.111 ..1 F 1 .. Mrmmum Spht s)15.0 15.0 15.0 150 7.1 150 150 15.0 11 1~1‘’1.1 'J"1)'1:1,i;H TotaISpht %)24.7%24 7%24 7%24 7%21.2%75 3%54 1%54.1%1 r!(‘1 ‘1 1‘.1 1 AII Red Tlme (s 2.0 2 0 20 20 0.1 2.0 2.0 2.0 1 1 1 [MT 1 t L}1‘1’;{‘1 £1 {1 To1alLostTme s 5.0 5.0 50 5.0 3.1 5.0 5.0 5.0Lew1:151 I :15 Lead La Optumlze'I Yes Yes Yes Nana 111 1;i‘inrzi.MW Mm;—Mlr'Mw 1‘11‘111 Act Effct Green (s)10.6 106 10.6 10.6 34.4 352 274 27.4 ‘»r 111E 111:3 1w :31 1‘1 "51 7:1 1;T11 11.1 i‘,:1: v/c Ratio 0.13 0 13 0.03 002 0.18 026 0.03 0.49‘Lm z:1 Queue Delay 0.0 0.0 0.0 0 0 0.0 0.0 0.0 0.0 LOS B A B B A A A A Ap‘roach L03 B B A A Fuel Used(gal)0 0 0 0 1 7 0 12 2021 Badground 08/017201 9 Baseline Syncmow Raped Page5 Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive Future Background AM Jawr‘—‘\\ir\i«/ EEG Vim ’H'E'BTN ”E'ET’V 'EER WBL WBT WBR NBL NBT NBR SBL SBT,SBR CO Emissions (glhr)26 19 8 6 51 455 10 871 NOX Emissions (g/hr)5 4 1 1 10 88 2 169 VOC Emissions (g/hr)6 4 2 1 12 105 2 202 Diiemma Vehicles (it)0 0 0 0 O 4 0 27 Queue Length 50th (ft)10 1 2 1 7 45‘2 118 Queue Lengih 95th (ft)37 27 15 13 17 56 9 176 Intemal Link Dist (ft)175 213 842 732 Turn Bay Length (ft)260 70 Base Capaciiy (vph)534 631 534 645 767 3529 615 3028 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spiilback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.09 0.02 0.02 0.11 0.20 0.02 0.34 intersechon Summary Area Type:Other Cycle Length:85 Actuated Cycle Length:45.5 Natural Cycle:45 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.49 Intersection Signal Delay:7.5 Intersection LOS:A Intersection Capacity Utilization 51 4%ICU Level of Service A Analysis Period (min)15 Splits and Phases:2:Hemlock Drive 2021 Background 08/01/2019 Baseline Synchrc 10 Report Page 6 Lanes,Volumes,Timings 200 Gateway Boulevard 3:,Cedar Ave Future Background AM )‘v‘xTJJ Lane Configurations F ‘i M H F Future Volume vph 50 60 100 600 905 70 Hm my,‘:.w>m.LL w.“ Storage Length (ft)0 0 220 200 'Ta rLengihm 25 25 W war :HM i :iii Mi;‘0‘”1:70;;:i 512v v‘(il' Fri 0.850 0850i(iVSLiii‘i Satd Flo (prot 1770 1583 3539 3539 1583 iiirmr Sa1d Flow perm 1770 1583 3539 3539 1583 r i ‘in 7:}: Said Flow RTOR 65 76r:n 1'1 iv 7;:4t:It? Link Distance (f1 278 812 489 Peak Hour Fac10r 0.92 0.92 0.92 0.92 0.92 0.92 Ci tn";iéii Eri‘il EH“3;: Shared Lane Tramc % :igu my“r,v yin z .aw,t};‘ii‘ui tray 512:;r“?- Tum Type Prot Pro pm+pt N Penn‘3E ii Permitted Phases 6 2 “E i -r r 4 r 1.!i Swrtch Phase »ii:n in r ‘"T ‘ii}Ci Minimum Split (s)150 150 71 150 150 15.0 'E‘v ii 'n ii TotaISpiit %247%247%212%753%541%541% H i ‘i i :wi i ii :~>n All Red Time s 2.0 2 0 0.1 2.0 2.0 2.0v‘xviiii:‘i1 r;no {:51 iiii .:::i :iii Total Lost Time (s)5.0 5.0 3.1 5.0 5.0 5.0 writ}Eiui #:El Lead-Lag Optimize?Yes Yes Yes k r iii il li il "’l‘fci‘ricl 'l‘li‘ié‘w Nana Diii‘i?W594.ilil’ni/ Act Effct Green (s)10.0 10.0 639 63.0 55.7 557 30 'iil i:iii P l iii“:i)" v/c Ratio 0.24 0.25 023 0.39 007t‘1 ..;.Ii Queue Delay i 0.0 0.0 0.0 0.0 0.0 0.0 .l:J l ll i'l 'l 'i” LOS C B A A A A Approach LOS C A A Fuel Usedigal)1 0 1 5 8 0 '2021 Background nm1/2o193aseiine synchro 10 Report Page7 Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave Future Background AM Queue Length 95th f l Intersection Ca a ty U (ion 50.6%ICU Level ofSe A Slits and Phases:3:CedarAvep 2021 Background 08I01/2'019 Baseiine Synchro 10 Report .Page 8 Lanes,Volumes,Timings 1:Tamarack Ave )—. Lane Contigurahons Future Volume h Lane Width ft Storage Lanes‘‘’. Lane Utll Factor Fit Protected Flt Pennmed \(y Right Tum on Red Vi (v Link Speed mph ,‘niwtt H Travel Txme s Mt i‘w Ad Flow vph Lane Group Flow vph Protected Phases':mmy.t ‘» Detector Phase,,w Mrnrmum Inmal (s Mr“yr Total Spht s) 1 ‘u r Yellow Time (s U Lost Trme Ad ust s rtL Lead/Lag :"r:t V Recall Mode r-‘i'n n 1‘P‘v Actuated g/C Ratio Control Delay Total Dela A roach Delay Stops (vph) 2021 Future Combined 08/01/2019 25 20 12 12 0.95 0.95 0 973 0 973 Lag Lag None 23.0 11 .4 39 1.00 0.950 0.950 :w‘ 18 .1 1, Lead None 0.19 23.3 23.3 16 12 1.00 9.0 14.0 3.0 l {l 0.0 A r1 Lead None 0 19 23 6 23.6 14.9 32 Yes HM 33 33 ”or:.,.. 200 Gateway Boulevard 2021 Future Combined AM \tJ t. 30 877 so 11 12 12 «t/r M 34.9 11.3 0.1 16.2 162 366 0 1.00 0.95 0.95 Yes 40 15.7 33 953 33 33 986 0 6.0 1 5.0 9.1 27.0 3.0 3.0 0.0 0.0 Lead Lag None Min 0.12 0.46 27.4 16.2 27.4 16.2 16.6 30 645 Synchro 10 Report Page 1 ax 200 699 20 12 12 12 2 0.97 0.95 1 1.00 0 950t 1:;u 0 950 Yes 5): 40 wt 11.9 217 760 22 217 760 22"t-t'u vlw 11?}...1- 5 2 7 5 2 5.1 15 0 9.0 51 :.11..t:u 9.1 27.0 14.0 3.0 i t...t}l 1’ 0.0 0.0 0.0 At'r': Lead m? Lag .1 w) Lead r ts W: None Mm None 5»‘1 ,w,i 0 11 0 78 34.9 11.3 0.1 Lanes,Volumes,Timings 1:Tamarack Ave Lane Contigurations Future Volume h Lane VWdth ft Smrage Lanes Lane Ulil.Factor Flt Proiected Flt Pennitted Right Tum on Red Link Speed mph Travel Time (s) Ad'.Flow vph ;In mm via; Lane Group Flow vph) Protecied Phases 3 Detemor Phase Minimum initial (s 1.0 Total Split s 37.0 Yellow Tlme (s)4.0 Lost Time Adjust (s Lead/Lag u.,V ‘:mmrm‘ Recall Mode None .liii',wuu an ’ Actuated IC Ratio Contol Dela Total Dela Ap roach Dela Stops (vph) 2021 Future Combined 08/01/2019 200 Gateway Boulevard 2021 Future Combined AM Synchro 10 Report Page-2 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave 2021 Future Combined AM )(*kxir\>i«’ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Fuel Used(gal)1 1 0 0 4 9 1 15 CO Emissions (g/hr)38 40 11 25 277 595 45 1049 N0x Emissions (g/hr)7 8 2 5 54 116 9 204 VOC Emissions (g/hr)9 9 3 64 138 11 243 Diiemma Vehicles (1?)0 0 O 0 0 23 0 89 Queue Length SOth (f1)8 0 5 13 41 86 12 167 Queue Length 951h (ft)22 30 20 36 #90 170 35 235 Internal Link Dist (11)399 124 617 842 Turn Bay Length (ft)270 420 290 190 Base Capacity (vph)1075 440 368 388 303 364 2278 1255 213 1614 Starvation Cap Reductn 0 0 0 O 0 0 0 0 0 0 Spillback Cap Reductn O 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 O Reduced v/c Ratio 0.05 0.23 004 0.10 0.11 0.60 0.33 0.02 0.15 0.61 Intersection Summary ooo§°A‘_oooruxiox— o: Area Type:Other Cycle Length:106.1 Actuated Cycle Length:51 .4 Natural Cycle:100 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.61 intersection Signal Delay:16,0 intersection LOS:B intersection Capacity Utilization 49.8% Analysis Period (min)15 ICU Level of Service A #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:1:Tamarack Avep 2021 Future Combined 08/01/2019 Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave 2021 Future Combined AM ane Grou E3 Fuelysedma'L .ACOEmussmns(g/hr NOx Emlssmgs (g/hr)VOC Emussmns (g/hr) DueMemdes (#)Queue Length 50th f‘) hueueTngth QSiHUt Internal Link Dust ium Bay Length (ft)Base CapaCIty (vph) Starvation Cap Reduc Splllback Cap Reductn §torage C Reduced v/c Ratio 2021 Future Combined 08/01/2019 Synchro 1O Report Page 4 Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive 2021 Future Combined AM Jawr‘-‘\\T#¥i</ 'Viinia i 1rg Fuel Used(gal)0 0 0 0 1 7 0 13 2021 Future Combined 08/01/2019 Synchro 10 Report Page 5 Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive 2021 Future Combined AM ;—.\(‘—‘~\Tr\iJ Léhfé’ér'é W”"‘‘EBI.‘EB‘T’‘K‘Eaii V ’WB’L"’W§f "’WéR"NB?"N N CO Emissions (glhr)32 13 18 11 54 514 23 894 NOx Emissions (glhr)6 3 3 2 10 100 4 174 VOC Emissions (g/hr)7 3 4 3 12 119 5 207 Diiemma Vehicies (#)0 0 0 0 O 17 0 24 Queue Length 50m (ft)12 0 6 2 7 46 4 118 Queue Length 95th (ft)43 19 27 19 17 67 15 176 Internal Link Dist (ft)175 213 842 732 Turn Bay Length (ft)260 70 Base Capacity (vph)500 614 487 613 725 3502 569 2983 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.08 0.06 0.04 0.11 0.21 0.04 0.35 Etersection Summary Area Type:Other Cycle Length:85 Actuated Cycle Length:46.7 Natural Cycle:45 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.51 Intersection Signal Delay:8.3 Intersection LOS:A intersection Capacity Utilization 55.8%ICU Level of Service B Analysis Period (min)15 Splits and Phases:2:Hemlock Drive 2021 Future Combined 08/01/2019 Synchro 10 Report Page 6 Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave 2021 Future Combined AM i x ‘x T l <’ Lane Connguratrons 'i ' Approach LOS okrf Fuel Used(gal)1 o 8 o 2021 Future Combined 08/01/2019 Synchro 1O Reporl Page 7 F M M f m.HW whimL “) awm I If; Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave 2021 Future Combined AM X‘W‘\Ti¢’ i’a’rf‘é’sii’?_a V _r "'E'B'i"“’EVBW‘T‘‘WBI i»iii???"‘""§'§"T"'5“§’B”R:,. CO Emissions (glhr)45 24 57 357 565 22 NOx Emissions (g/hr)9 5 11 69 110 4 S/OC Emissions (g/hr)10 e 13 83 131 5DilemmaVehicles(#)0 0 0 33 49 0 bueue Length 50m (ft)24 0 10 41 115 0 Queue Lengih 95th (ft)57 34 19 57 161 14 lnternal Link Dist (f1)198 732 409 Tum Bay Length (ft)220 200 Base Capacity (vph)358 372 615 2822 2496 1139 Starvation Cap Reductn 0 0 0 0 0 0 Spiliback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.17 0.18 0.23 0.40 0.07 Intarse’ch‘on23ummary ‘5)£111,3”3":Eh Area Type:Other Cycle Length:85 Actuated Cycie Length:79 Naturai Cycle:45 pontoi Type:Actuated-Uncoordinated Maximum v/c Ratio:0.40 intersection Signai Deiay:6.2 intersection LOS:A Intersection Capacity Utiiization 50.9%ICU Level of Service A Analysis Period (min)15 Splits and Phases:3:CedarAve 2021 Future Combined 08/01/2019 Synchro 10 Report Page 8 Lanes,Volumes,Timings 1 :Tamarack Ave J—.a 200 Gateway Boulevard Future Background PM T r xrz 2021 Future Background 08/01/2019 Synchro 1’0 Report Page 1 Lane Conu uratlons 4+i''i 1‘'i'i M i"'i Future Volume vph 125 85 430 105 90 130 535 1065 80 150 1130 60 Lane Width f1 12 12 12 12 12 12 12 12 12 11 12 12 Stora eLanes 0 1 1 1.2 1 1 0 Lane U1il Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 1.00 0.95 0.95 FItProtected 0971 0.950 0950 0950 FItPermrtted 0971 0.950 0.950 0950Imy;nun mu:.-1.: RI ht Tum on Red Yes Yes Yes Yes 11.1 LInkS dmph 25 25 40 40 .r/H TravelTIme s 13.1 5.6 11.9 15.7 xusn‘‘3 f1?L fi'.‘a}?>51 15 it:my:i:irz I;k.1‘':,.'‘J 1. Ad Flow vph 136 92 467 114 98 141 582 1158 87 163 1228 65 Lane Group Flow vph 0 228 467 114 98 141 582 1158 87 163 1293 0\111'01.“y‘r‘:n'iun’u in“v’‘”in?ym 141115;”,up.\ Protected Phases 8 8 5 7 5 2 7 1 6 Detector Phase 8 8 5 7 7 5 2 1 6 Mlnlmumlnmal s 9.0 90 5.1 9.0 9.0 6.0 5.1 15.0 9.0 6.0 15.0 11H.1 1 <1 >1 xi;w.1,1 :1 J0“Hi1 15'.‘1‘1 Total Spllt s 19.0 190 240 29.0 29.0 240 24.0 470 29.0 24.0 47.0."‘,+.1:'I hurt,11‘it”::‘>1"4‘2::1 1 ‘:‘z¢"v..1:4".“:ur Yenow Tme (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.01H1,10 ‘1}HI 111 it I'J 1C:'..‘', LostTIme Ad ust s 0.0 0.0 0 0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 int..1!u H t:-1i:“x a 4:.-$1.. Lead/La ‘Lag Lag Lead Lead Lead Lead Lead Lead Lag~-‘'.’:).~.”as Ha,I...~‘1":Jcl ‘I :1:’1 :1»; RecaIIMode None None None None None None Mlnv:::1 r 1 ‘1 im Actuated gIC Ratio . now .t 0.11J 011 , 0.26 ..‘ 0.20,':::‘,zu 0.14 041 ControlDelay 49.8 5.0 55.9 50.9 4.0 54.6 25.0 31 56.0 37.6 Hrv t :'L1 TotalDela 49.8 5.0 55.9 50.9 4.0 54.6 25.0 3.1 56.0 37.6 A proach Delay 19.7 33.8 33.4 39.7 Stops(vph)193 36 98 82 16 478 807 10 137 1013 Lanes,Volumes,Timings 1:Tamarack Ave 200 Gateway Boulevard Future Background PM Lane Com urations Future Volume vph Lane Width ft Stora e Lanes Lane Util.Factor Flt Protected Fit Permitted Ri ht Tum on Red Links eed mph TravelTIme s) Ad‘.Flow vh em”,21m ”‘f-l Lane Group Flow vph) Protected Phases 3 Detector Phase Minimumlnitial s 1.0 Total Split s)37.0 Yellow Time s 4.0 LostTIme Ad'ust s)m Lead/La Recall Mode None Actuated C Ratio Control Delay Total Dela Approach Dela Stops (vph) 2021 Future Background 08/01/2019 Synchro 10 Repdlt Page 2 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Fmure Background PM )—r\vv’‘x‘xTf‘vlJ #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:1:Tamarack Avep 2021 Future Background 08/01/2019 Synchro 10 Report Page 3 lane Group EBL EBT EBR WBL WBT WBR NBL NBR SBL SBT SBR Fuel Used(gal)4 2 2 1 0 13 1 4 27 CO Emissions (g/hr)260 163 123 98 28 921 1285 37 279 1853 NOx Emissions (g/hr)51 32 24 19 5 179 250 7 54 361 VOC Emissions (g/hr)60 38 28 23 6 213 298 9 65 430 Dilemma Vehicles (#)0 0 0 0 0 0 29 0 0 56 Queue Length 501h (ft)74 0 71 61 0 188 293 3 101 396 Queue Lenglh 95m (fl)119 67 133 116 29 #311 471 25 174 #610 internal Link Dist (fl)399 124 617 842 Turn Bay Length (fl)270 420 290 190 Base Capacity (vph)506 856 435 457 516 674 1688 1035 351 1450 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reducin 0 0 O 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.55 0.26 0.21 0.27 0.86 0.69 0.08 0.46 0.89 intersection Summary Area Type:Other Cycle Length:156 Actuated Cycle Length:101.9 Natural Cycle:150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.89 Intersection Signal Delay:33.3 intersection LOS:C Intersection Capacity Utilization 78.1%ICU Level of Service D Analysis Period (min)15 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Fmure Background PM E g§1Q§§¢(9a.I)CO Emissions (glhr)NQX‘EmlSJéigns (glhr)VOC Emissions (g/hr) §iTeYn'r'na Vehiclés MQueueLength50th(ft §Teue Léh‘Qm 95th (it)lnternal Link Disi (fi) Eurn Bay Length (ftBaseCapaCity(vph) Etarvaigiwap Egdu ’11} Spillhack Cap Reductn Eigragé16§p §éducm Reduced v/c Raiio 2021 Future Background 08/01/2019’Synchro 10 Repon Page 4 w Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive Future Background PM i—rwr‘—K\T#\¢J Lane CoMguratIons 'i k ‘i 1’'i w ‘i r *ix Future Volume (vph 220 5 245 25 5 15 185 1100 25 15 1085 195 1 15m 1:11“?15.1%;“H ‘t‘LL ‘51:}:1 ‘Hl...‘..L... S1orage Length f1 0 0 0 0 260 0 70 0 Taper Len 1h ft 25 25 25 25 m 1:11 1516:t’r;1W»1:;1;“In.am:we;H: Frt 0.853 0.886 r:hem 1:17.:wen Satd.Flow (prot 1770 1589 O 1770 1650 0 1770 3529 0 1770 3458 0 ‘v mrta rm,“‘-v :‘m.’ 181 3529 0 341 3458 0 Satd Flow RTOR)266 1 6 3 26 v ‘1::':1111 5A,;W u A:‘,‘V 0.977 Said Flow perm 943 1589 0 1863 1650 1 ) Lrnk Drstance ft 255 278 922 812 .1“ 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 0.92PeakHourFactor ..:::)......‘1 Hfzif.1’7‘’1 ''1:;1 4m t '3‘; Shared Lane Traffic %) 11:19 1 (":1 «:19 :1 2(1)Jixa :1 r;1’as pm+p1 NA pm+pt NA m+p1 NApm+pt NA 4 8 6 2PermmedPhases 1 . swrtch Phase 31:3 HH‘in H.'1 ’”1.1:W , Mmlmum Spllt (s)9.5 15.0 9.5 150 5.0 150 95 15.0 1.5.1 r‘)1:1.1 1E1 11 ‘121 L1 :1 '1 n1 1; To1al$pl11(%21.1%17.8%21.1%17.6%189%455%156%42.2% 2.0 1.0 2.0 10 1.0 2.0 (1H1 1.11 1H:1.11 “W I {111 ('i 4.0 5.0 4.0 5.0 V .1 Md LEM '1 3:111 1:1? Yes Yes Yes Yes AII Red Time s 1.1111 ;1111 . Total Lost Time (s) am: g p g ''1.1.151 mm. Lead La Otrmrze’7 Yes Yes Yes' 11111.1 “11:11;w 1‘1 1’11 ‘1‘111’1".‘011111;11,111“ ActEffctGreen s 17.9 13.4 10.1 10.2 475 44.7 408 33.8 1 lr’.l '11,211 '51 1:3;M.LL l1!...17.11 ‘311 v/cRatio 0.64 054 0.11 0.09 0.67 0.57-0.05 0.87 1.1011421 Queue De ay 0 0 0.0 0.0 0.0 0.0 0.0 V1 LOS A C C C A C Approach LOS C C B C Fuel Used(gal)3 1 0 0 3 16 0 24 2021 Future Baekground 08/01/2019 Synchro 10 Report Page 5 1 Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive Future Background PM i —.w (‘—‘x ‘x i f \i «/ LéneGrou EBL EBT EBR WBL WBT WBR ‘N’BL NBT’NBR sBL ’33?”'“saR CO Emissions (g/hr)183 79 18 11 211 1149 13 1647 NOx Emissions (g/hr)36 15 4 2 41 224 3 321 VOC Emissions (glhr)42 18 4 3 49 266 3 382DilemmaVehicles(#)0 0 0 0 0 33 0 80 Queue Length 50th (fl)92 2 10 2 31 116 2 235 Queue Length 95th (fl)169 67 28 24 127 381 12 #592 Intemal Link Dist (f1)175 198 842 732 Turn Bay Length (ft)260 70 Base Capacity (vph)419 511 443 264 401 2131 404 1592 Starvation Cap Reductn 0 0 0 O O O 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 O 0 0 0 0 Reduced v/c Ratio 0.57 0.53 0.06 0.08 0.50 0.57 0.04 0.87 intersection summary Area Type:Other Cycle Length:90 Actuated Cycle Length:74.1 Natural Cycle:70 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.87 Intersection Signal Delay:21.3 Intersection LOS:C Intersection Capacity Utilization 78.9%ICU Level of Service D Analysis Period (min)15 #95th percentile volume exceeds capacity.queue may he longer. Queue shown is maximum aftertwo cycles. Slits and Phases:2:Hemlock Drivep 2021 Future Background 08/01/2019 Synchro 10 Report Page 6 Lanes,Volumes,Timings 3:Cedar Ave )‘v T J,d\J 200 Gateway Boulevard Future Background PM Lane Configurations ‘i f''i H M i' Fr \mr \Mun (wn‘"lim i???Hm mv M5 Future Volume (vph 130 170 160 1170 1115 145 133111;wen)-51am {sum Wet m' Storage Length (ft)0 0 220 200 1 t '1 ah 25 25 lrq’JcL We!Mu}@1515 .QiJx MW: 0.850 0.850 (HEEL N 0 1770 1583 1770 3539 3539 1583'{mm w;um Satd Flow(perm)1770 1583 276 3539 3539 1583 m1n Him“d Satd Flow RTOR 185 146 n 278 w) 092 0192 092 0.92 H 1 1:17:1'72!1:19; w 121;:4m 1:572 194g 131:} Prot .1 Prot pm+pt NA NA y Perm1,‘1 6 y 2 :9.‘ 10:1}:é 0 W r}1r}1;:1c)H 15.0 7.1 150 15.0 15.0 vi7-=:J;i):7?L711 ’v £90.11 ."sem 38.9%38.9%16.7%611%44.4%44.4%‘‘:30 3"i113 a :1 s30 31:0 AIIR Tlme(s)2.0 2.0 0.1 2 0 2.0 2.0 w Hu‘”INN“-41:11.’61.0'{LEV Ht,11.01.£1.03 Total LostTIme (s)5.0 5.0 3.1 5.0 5.0 5.0'‘..l_‘'I 1:121 ’.Visaii‘'v Yes Yes Yes“whim”1 aroma ‘$15137 51.9 39.6‘151.755 .om“ .0.62 Approach LOSamawi11) Fuel Used(gal) 2021 Future Background 08/01/2019 Synchro 10 Report Page7 Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave Future Background PM Intersection Capacity U ization 59.7%ICU Level of Service B Slits and Phases:3:CedarAvep 20,21 Future Background 08/01I2Q19 Synchro 10 Report Page a,ta. Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave 2021 Future Combined PM J+w(‘-K‘\T#\>l¥ proach Delay 19.7 33.8 33.7 42.7 Stops(vph)193 36 98 82 16 478 340 1o 137 1051 2021 Future Background 08/01/2019 Synchro 10 Raped Page1 Lane Contiguratlons M 'i 1‘F 'i'i H i'‘i y Future Volume vh 125 85 430 105 90 130 535 1107 80 150 1176 60 Lane Width f1 12 12 12 12 12 Mi 12 "‘ 12 ”:1. 12 12 ‘ 11 ". 12 .1 12 Storage Lanes 0 1 1 1 2 1 1 0 Lane Util.Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 1.00 0.95 0.95 Fl1 Protected 0971 0950 0950 0.950 WK:Wu.3.31?:tiu»:2:11:>w FltPermitted 0971 0950 0950 3335. 0.950‘v.““Cu.11 x r [l-[33"43.11:?1?:3".rin'tf Right Tum on Red Yes Yes 1.1‘ Yes Yesr1u:H Lmk Speed mph 11 «:15 .r 25 25 g'tl't 40 :tsr 40 Travel Time (s 13.1 11.9 15.7.,L ..w i‘EI"‘13:;5.5,;::;1'1'{:51?':$1:. Ad .Flow vph 136 92 467 114 98 141 582 1203 87 163 1278 65 Lane Group Flow vph 0 228 I‘l: 467 114 98 141 582 1203 87 163 1343 0 my mull ny'rzuv {‘wllz 1‘1,“rjlfuu‘r‘l Fm’‘rm w‘um- 7 E‘u‘w. 1ProtectedPhases8857715271 6 :1 lll t‘ll Detector Phase 8 8 5 7 7 5 2 1 6 Minimum Inlllal (s 9.0 9.0 5.1 9.0 9.0 6.0 5.1 15.0 9.0 6.0 15.0 1:l 1 1w-l 5:11.:1";1 L11 wan 115.?:1 E 51 l )5 {l fat TotaISIil 19.0 19.0 24.0 24.0 24.0 47.0 24.0 47.0TotaISIils E:.1911 1L 1:1 1:111.1:.':L‘‘11»“1‘V l‘iz.1:,:1:1 11.1 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0YellowTmes3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.01111w1.5‘:l i t1 ‘11 1 1 .‘1 .<1 1 1‘.:1 . LostTrmeAdjusl s)0.0 .1111 0.0 .‘Vt. 0 0 .1 r,0 0 .1 {1 0 0 .:1 1 0.0 11 1: 0.0:11:0.0 41' 0.0"0.0 Lead Lead Lead Lead Lead Lead LeadLead/Lag Lag Lag Lag Lag 11‘‘.1 1.1;.1‘1'’1':‘:r-r “:1:,1,”'2;1 ‘1 4:1;’1'515 wee .RecaIIMode1 None None 1 1 2':None 2151.2 None None None None Min None None 1'-1 Min11f ‘ 0.11 0.35 011 0.11 0.26 0.20 0.48 0.64 0.14 0.411l.Actuated g/C Ratlo 1 1.. ControlDela 49.8 0.35 5.0 55.9 50.9 0.26 4.0 54.6 25.8 3.3 0.14 56.0 41.0ControlDela l .TotalDeIa 49.8 5.0 55.9 50.9 4.0 54.6 25.8 3.3 56.0 41.0 Lanes,Volumes,Timings 1:Tamarack Ave Lane Confi urations Future Volume vph Lane Width ft Storage Lanes Lane Util.Factor Flt Protected Flt Permitted Right Tum on Red ;a t».~tut Link Speed mph Travel Time (s Adj.Flow (vph Lane Group Flow vph) Protected Phases 3 Detector Phase Minimum Initial (s 1.0 Total Spiit s 37.0 Yellow Time (s 4.0 Lost Time Adjust (s) Lead/Lag Recall Mode None Actuated g/C Ratio Control Delay Total Dela proach Delay Stops (vph) 2021 Future Background 08/01/2019 200 Gateway Boulevard 2021 Future Combined PM Synchro 10,Report Page 2 f_- Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave 2021 Future Combined PM j —»\.(‘—kxTz\»¢J LaneGrou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Fuel Used(gal)4 2 2 1 O 13 19 1 4 28 CO Emissions (g/hr)260 163 123 98 28 921 1349 37 279 1984 NOX Emissions (g/hr)51 32 24 19 5 179 262 7 54 386 VOC Emissions (g/hr)60 38 28 23 6 213 313 9 65 460 Dilemma Vehicles (#)0 0 0 0 0 0 30 0 0 5B Queue Length 50th (ft)74 0 71 61 0 188 310 3 101 421 Queue Length 95th (ft)119 67 133 116 29 #311 497 26 174 #649 internal Link Dist (ft)399 124 617 842 Turn Bay Length (ft)270 420 290 190 Base Capacity (vph)506 856 435 457 516 674 1688 1034 351 1452 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 O 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.45 0.55 0.26 0.21 0.27 0.86 0.71 0.08 0.46 0.92 Intersection Summary Area Type:Other Cycle Length:156 Actuated Cycle Length:101.9 Natural Cycle:150 Control Type:Actuated-Uncoordinated Maximum vlc Ratio:0.92 intersection Signal Delay:34.5 Intersection LOS:C Intersection Capacity Utilization 79.4%ICU Level of Service D Analysis Period (min)15 #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:1:Tamarack Avep 2021 Future Background 08/01/2019 Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave 2021 Future Combined PM g;r k.‘II E gelusidigahCOEmissions (glhr) fiOiEmiséEns (glhr)VOC Emissions (g/hr) WWes (ii) Queue Length 50m (ft @Iéue Length 955m internal Link Dist (ft) EUIn BayLengm ft Base Capacity (vph) Sigwation Cap Redu Spiiiback Cap Reductn ElqegLQ§QBégcmReducedv/c Ratio 2021 Future Background 08/01/2019 Synchro 10 Repon Page 4 Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive 2021 Future Combined PM)—»\(‘—‘\\T/’\vi" “a Lane Conigurations t;1,Mm Vglumg (vph)8 78 9 49 185 1087'so 195 Fuiure Volume (vph)220 ’8 7é 9'49 i’éé'‘1'0i37 so '1’95 idiééi FibitiVéhpIX 1900 o 1900 1900 1900 1900 1900 1900 1960Length(fi)0 0 0 260 '0 $torage Lanes 1 0 1 0 Tawpér Length (ft)25 25 Lane UiiiiFador 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 i095Frt0.855 0.874 0.990 Flt Protected 0.950 0.950 Satd.Flow (prot)1770 1593 0 1770 1628 0 1770 3504 0 FitPermitted 0.526 0.102 Flow(perm)938 1593 o 980 1628 o 190 3504 o‘Tumon Red Yes Yes Yes Yes 266 53 25 25 255 278 922 gTravei Time (s)7.0 7.6 15.7 Pe k‘Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 iAdJ.Flow (vph)239 266 85 53 201 1182 45 212SharedLaneTramc(%) Lane Group Flow (vph)239 275 0 85 201 1269 0 45 Turn 7ype pm+pt NA pm+p1 NA pm+pt prh+91ProtectedPhases74381 5 Permitted Phases 4 8 6 2 Detector Phase 7 3 8 1 5 Switch PhaseMinimuml_nitial (s)5.0 100 5.0 10.0 1.0 10.0 5.0 Minimum Split (s)9.5 15.0 9.5 15,0 5.0 15.0 9J5 {Total spin (s)19.0 16.0 19.0 16.0 17.0 41.0 14.0 Totai Spiit (%)21.1%17.8%21.1%17.8%18.9%45.8%15.6% Yeliow Time (s)3.5 3.0 3.5 3.0 3.0 3.0 3.0 3.0 All-Red Time (s)1.0 2.0 1.0 2.0 1.0 2.0 1.0 2.0 Lost Time Adjust (s)00 0.0 0.0 0.0 00 00 0.0 0.0 Total Lost Time (s)4Z5 5.0 4.5 5.0 4:0 5.0 4.0 5.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes RecallMode None None None None None Min None Min Act Effct Green (s)24.0 13.5 16.3 10.2 47.9 40.9 41.1 33.6 Actuated g/C Ratio 0.30 0.17 0.20 0.13 0.59 050 0.51 0.41 v/cRatio 0.60 0.56 0.30 0.25 0,68 0.72 0.19 0.96 ControlDelay 29.6 103 24.0 16.3 26.9 21.3 10.8 41.3 Queue Delay 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 TotaIDeIay 29.6 10.3 24.0 16.3 26.9 21.3 10.8 41.3 LOS C B C B C C B D Approach Delay 19.3 20.7 22.1 40.4 Approach LOS B C C D Stops(vph)166 40 58 20 101 873 21 1000 Fuei Used(gai)2 1 1 0 3 21 1 28 2021 Future Background 08/01/2019 Synchro 10 Report Page5 Lanes‘Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive 2021 Future Combined PM )—~\.(‘—*~\Tr\ii Lane Grou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR CO Emissions (g/hr)171 86 55 28 221 1464 36 1925 NOX Emissions (g/hr)33 17 11 6 43 285 7 375 VOC Emissions (g/hr)40 20 13 7 51 339 8 446 Diiemma Vehicles (#)0 0 0 0 0 31 0 72 Queue Length 50m (fl)96 4 31 5 54 308 10 ~391 Queue Length 95th (ft)169 74 67 42 125 414 25 #587 Internal Link Dist (ft)175 198 842 732 Turn Bay Length (ft)260 70 Base Capacity (vph)429 491 418 270 370 1773 323 1448 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 O 0 0 0 Reduced v/c Ratio 0‘56 0.56 0.20 0‘23 0.54 0.72 0.14 0.96 intersection Summary Area Type:Other Cycle Length:90 Actuated Cycle Length:81 Natural Cycle:70 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.96 Intersection Signal Delay:28.9 intersection LOS:C intersection Capacity Utilization 82.2%ICU Level of Service E Analysis Period (min)15~Volume exceeds capacity,queue is theoretically inhnite, Queue shown is maximum after two cyclesit95thpercentilevolumeexceedscapacity,dueue may be longer. Queue shown is maximum after two cycles. Splits and Phases:2:Hemlock Drive 2021 Future Background 08/01/2019 Synchro 10 Report Page 6 F Lanes,Volumes,Timings 3:Cedar Ave 2‘ Lane Contiguraiions Future Volume vph Stora e Len th ft TaperLength ft) Fr! Satd Flow prot Said Flow(pem1 Said.Flow RTOR Link Distance f1 Peak Hour Factor Shared Lane Trams %".V i ii -‘wv J Tum Type Permitted Phases Switch Phase Minimum Split s .ii Total Slii % i-l‘ivm 'ii AII Red Time s) Total Lost Time s) vii”, Lead-Lag Optimize? ‘ii l il' Act Effct Green (s) v/c Raio Queue Delay LOS A roach LOS Fuel U$fed(gal) 2021 Future Background 08/01/2019 130 25 ii 'i’iii 1770 1770 278 0.92 H1 Prot 15.0 38.9% :i i} 2.0 I:ii 5‘0 ‘liiii‘ 11 2 ii in 051 B 2 W F 170 i iii. 0850 1583 1583 185 15.0 '.i§'i.ll 5.0 Mimi: 11.2 (i iii 0.46 0.0 A G\ ‘i 160 220 0.92 Mi pm+P1 Tl" M 1191 3539 3539 812 092 l.£i. NA 150 w i, 61 1% 20 liCl 5.0 i‘ihlfx 50.0 {I i'li 0.52 0.0 13 H 1134 3539 3539 489 0.92 iijii. NA 15.0 44.4%4% 20 ‘ii 5.0 ‘ L L ig’i Yes ‘li 396 0.63 0.0 14 145 200 0.850 1583 1583 143 0.92 15.0 2.0 5.0 L:‘i5’i Yes lulu ~. 39.6 0.17 0.0 200 Gateway Boulevard 2021 Future Combined PM 7.1 16.7% i i 01 Synohro 1'0 Report-Page I Penn . t Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave 2021 Future Combined PM 2»«HJ N0x Emissions 177 Dilemma Vehicies #:i ..:-. Queue Lenth 95thgi Intersection Ca aci Utilization 60.2%ICU Level of SerVIce B Slits and Phases:3:CedarAvep 2021F1m1re’-Baskgmund Win/mite Synchro '10 Remit Page K ‘ii :)E Li i ‘iilii HLi Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Background SAT J‘—»\(‘—K\T#\>¢J ControiDelay 527 115 67.2 52.8 1.8 59.1 28.9 4.1 63.7 77.8 TotalDela 52.7 115 67.2 52.8 1.8 59.1 28.9 4.1 63.7 77.8 A roachDelay 23.6 53.3 38.2 76.1 Stops (vph)203 136 135 92 3 580 872 14 163 1119 ‘2021 Future Background 08/13/2019 Synchro 10 Report Page-1 Lane Contigurations "‘H ':[‘‘L :‘i ' Future Volume vph 125 HML‘ 95 :‘Ju‘i‘ 530 150 100 40 645 1110 90 175 1220 80 1;}.1‘w ’1‘;:m‘=H m,'.....'~‘‘...1 Lane Width ft 12 12 12 12 12 12 12 12 12 11 12 12 Storage Lanes Lane Utll.Factor 0 0.95 0.95 1 1.00 1 1.00 1.00 1 1.00 2 0.97 0.95 1 1 1.00 0.95 0 FltProtec1ed £1 0 972 139:, 0950 121:2}1.1:}? 0.950‘:"-:I:‘V 5:151 x 0950 FItPennmed 0 972 0950 1:v:~;:‘: 0.950'A “H liézxr:0 950ns,l»zinc:'i"z;:s,.:r.I Right Tum on Red h s '1.r1 ;:_ Yes Yescu.Yes wt: Yes Link Speed (mph 25:r/z‘l 25 QM 40 35>} 40 mu wg I TravelTIme s .HW 1 v.1 mih''Ckr‘i,."r 5.6 (Cfl?V’Er.’“'1‘” 11.9 331'.‘.,5!';‘..C.Z‘ 15.75.:I ."Lb Ad Flow(vph Hm»:mu:I 1 (”.11. 136 103 576 163 109 43 701 1207 98 -190 1326 87 Lane Group Flow (vph)0 239 NS‘576 163 109 Ha 43 701”'m 1207 98 190 1413 0 :Sgzhi fu’r‘r:\v :y‘niii :n’ah.PM 1f‘:x‘u “‘1 1'‘1”. Protected Phases 8 8 5 7 7 5 2 7 1 6 0;.m rm Detec10r Phase 8 8 5 7 7 5 2 1 6 Minimum Initial (s H1 17 1 n r 1- 8.5 8.5 5.1‘9.0 HE 1; 9.0 (‘1 6.0 5'‘1 5.1-5i ‘1 15.0‘ist r1 90 1"-t‘: 6.0 ‘1'1 15.0 L"... 18.0 18.0 29.0 29.0 470 180 290 47.0TotalSpIIts ‘33”...1.!5 i.‘.r,Mu ..":‘:t"' Yellow Tme (s):‘al if;15' 3.0 1:1 3.0 wi; 3.0 I;l 3.0l r: 3 0 l. 3 0ll 3.0 1.1 3.0.'<1 LostTImeAd ust s)1 l V 7:.'V 0.0 Mi! 0 0l l 0.0 1.61 0.0u f:0.0~!0.0l!(‘1 0 0 -‘v ll 0 O Ht Fl 0.0:1 l 0.0 {1 Lead/Lag Vtau.:;‘:lm ll Lag‘w‘:1: Lead'7 :1,» Lead ‘7 :15 Lead 7 :1:I Lead Yep Lead ‘11:; Lag ‘19». Lead L RecallMode None None None None None None None Min None None Min 1:1:!.i.‘n :l ‘l Actuated gIC Ratio £2}1 038 M n 0.13 0.13 0.28 0.23 aim; 046 N1, 0.63 {Fla 0.15 O38 Lanes,Volumes,Timings 1:Tamarack Ave Lane Confi urations Future Volume vph Lane VWdth ft Stora e Lanes Lane Util.Factor Flt Protected Flt Pemitted Ri ht Tum on Red Link S d m h Travel Time s Adj.Flow(h Lane Group Flow (vph Protected Phases 3 Detector Phase Minimum Initial s 1.0 TotaISpIit s 37.0 Yellow Time s)4.0 Lost Time Adjust s) Lead/Lag ' Recall Mode None Actuated gIC Ratio Control Delay Total Dela roach Delay Stops (vph) 2021 Future Background 08/13/2019 200 Gateway Boulevard Future Background SAT Synchro 10 Report Page 2 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Background SAT )Tf\$J Lane Group EBL WBL WBT WBR NBL NBR SBL SBT SBR Fuel Used(gal)4 4 3 2 0 17 20 1 5 40 CO Emissions (g/hr)282 275 198 112 7 1154 1422 45 347 2776 NOX Emissions (glhr)55 53 38 22 1 225 277 9 68 540 VOC Emissions (g/hr)65 64 46 26 2 267 330 10 80 643 Dilemma Vehicles (ii)0 0 0 0 0 0 28 0 0 53 Queue Length 50th (ft)86 80 114 73 O 252 357 7 132 ~586 Queue Length 95th (f1)128 206 #222 135 8 #376 518 33 204 #761 Internai Link Dist (ft)399 124 617 842 Turn Bay Length (f1)270 420 290 190 Base Capacity (vph)681 860 223 234 496 772 1640 1030 398 1328 Starvation Cap Reducin 0 0 0 0 0 O 0 0 0 0 Spillback Cap Reductn O 0 0 0 0 0 O 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 O 0 Reduced v/c Ratio 0‘35 0,67 0.73 0.47 0.09 0.91 0.74 0.10 0.48 1.06 Intersection Summary Area Type:Other Cycle Length:157 Actuated Cycle Length:111.1 Natural Cycle:150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:1.06 intersection Signal Delay:49.5 Intersection LOS:D lntersection Capacity Utilization 88.2%ICU Level of Service E Analysis Period (min)15~Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:1:Tamarack Ave 1 2021 Future Background 08/13/2019 Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Fu‘ure Background SAT @ Egg!llama! CO Emissions (g/hrNEEmiisiiérmiVOCEmissions(g/hr) Ma \{giiicies (i?)Queue Length 50th (ti) §ueue Length 95th (ft)Iniernai Link Dist (ft) igm Bax/Leggxh.(ft)Base Capacity (vph) Eiarvaiion Cap Reduc Spillback Cap Reductn Storage’Cap Réductn Reduced vlc Ratio 2021 Future Background 08/13/2019 Synchro 10 Report Page 4 Lanes,Volumes,Timings 200 Gateway Boulevard 7V 2:Hemlock Drive Future Background SAT )axr"‘\‘\if‘>i¥ i Lane Conti -uratlons 'i 1.'i ‘F.'i 1‘ ”2021 Future Backgraund 08/1312019 Synchro 10 Report Page 5 .‘i..v We :~;£‘’AH TF1:;i$.,‘,‘i‘w J,‘" ,.Future Volume vph 205 5 305 30 5 20 260 990 35 240 1135 .fi‘lir,‘tiri"iij'h'5,“t‘n.‘‘EH‘i‘:.".‘l ni-‘i:”i;:I a Storage Length (ft 0 0 0 O 260 0 70 0 Taper Length (ft);iii in,Em 25iii-Zi 1 iii 2 iii: 25 Lili:i Li‘?‘‘iriil' 25 HK'(Lib as}? 25 'iiw Frt ”(V ii3}§£i 0.852 (Lair-:1 0.878 ci H,r-0.995 0.998 Said Flow(prct)1770 y :v‘w 1587 0 1770 1635 0 1770 w i 3522 0 1770 3532 0 Satd Flow perm)v inn .ix w 1008 1587 0 1863 1635 0 229 3522 0 237 3532 0 Satd Flow RTOR 332 22 5 2 Link Distance ft .Ht; 255 141 922 812 Peak Hour Factor 0.92-‘0.92 ~.0.92 0.92 wt:0.92 7 0.92 0.92 ‘14 0.92'tt,’0.92 '4:=0.92 0.92v 0.92 x,w z Shared Lane Traftic % 7;..‘ynfw’ii‘:13?«i 1:1 2H L H:13 :’:‘.‘1;:n Turn Type NA pm+t NA NA pm+pt NA Permrtted Phases 4.'J .t 8 6 2 ‘v it iii-z!1v it.t":1 :‘i ii‘:a 9‘5 15.0 9.5 150 9.0 1:4. 150 9.5 15.0‘.L‘i i I iv t: 18.9% Li :1 18.7% ii i‘ 189% 2;:1 167%-w 17.8%tar;48 9%'5 c:15.6%46.7% 2.0 1.0 2.0 1.0 2.0 1.0 2.0 i:i:L {i ti t'i ri L1.-m} 5.0 4.0 5.0 4.0 5.0 4.0 5.0{iii Yes t mitt Yes ::ig‘; Yes 1151210 Yes .Lew Yes .tmai Yes Lag: Yes N's‘nm m New mn’ee 3pm...mu 19.2 122 10.7 10.5 44.9 32.5 429 31.5 £2 in ‘.45;i}:it t 313:9)511:9 0.56 0.63 0.13 0 11 0.77 0.76 0.85imrm“Wm 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0QueueDelay i i LOS C B C B C C C C Approach LOS Fuel Used(gal)2 B 1 0 C 0 5 C 19 4 C 22 Lanes,Volumes,Timings 2:Hemlock Drive ’a‘vv’kkN T #95th percentile volume exceeds capacity,queue may be loner. Queue shown is maximum after two cycles. 2:Hemlock DriveSlitsandPhases: 2021 Future Background 08/13/2019 Synchro 10 Report Page 6 200 Gateway Boulevard Future Background SAT w\lJ g p fane Grou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL K SBT F z ISBR CO Emissions (g/hr)163 104 20 12 322 1309 283 1546 NOx Emissions (g/hr)32 20 4 2 63 255 55 3b1 VOC Emissions (g/hr)38 24 5 3 75 303 66 358 Dilemma Vehicles (#)0 0 0 O 0 38 0 46 Queue Lengih 50th (f!)99 2 17 2 79 231 71 290 Queue Length 95th (ft)164 79 34 27 #229 343 #224 #426 Intemal Link Dist (ft)175 61 842 732 Turn Bay Length (ft)260 70 Base Capacity (vph)423 534 409 245 395 1904 346 1810 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.53 0.63 0.08 0.11 0.72 0.59 0.75 0.69 EEectlon Summary .TWZWW Area Type:Other Cycle Length:90 Actuated Cycle Length:75.7 Natural Cycle:75 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.85 Intersection Signal Delay:25.1 Intersection LOS:C Intersection Capacity Utilization 82.9%ICU Level of Service E Analysis Period (min)15 Lanes,Volumes,Timings 3:Cedar Ave 200 Gateway Boulevard Future Background SAT )\‘\T¢J ‘~‘i Fuel Used(gal)2 2021 Fu‘ure Background 08/13/2019 Synchro 10 Report Page 7 V ‘ Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave Future Background SAT )\*\T¢J Natural Cycl so Intersection Capa tion 63 8%ICU Level of Serw B Splits and Phases:3:CedarAve \m 4 a2 ms b,u‘_ 2021 FutureBackground 08/131’2019'Synchro 1O Report Page 8 Q—‘I Lanes,Volumes,Timings 1:Tamarack Ave J —>wr‘F‘x T 200 Gateway Boulevard Future Combined SAT \¢./f Future 2021 Combined 08/01/2019 Synchro 10 ReportPage 1 Lane Conti urations Future Volume vph1 125 95 530 150 100 40"645 1162 90 175"‘1269 80.‘ Lane Width fl 12 12 '12 12 2M 12 S1 12 151W, 12 ‘Ii‘ 12 L1. 12 11 . 12 12 Storage Lanes 0 1 1 1 2 1 1 0 Lane Util Factor 0.95 0.95 1.00 1.00 0.97 0.95 1.00 0.95 0.95 Fl1Protec1ed 0972 0950‘0950 0.950rhu‘may '5‘.1 k“-‘ FltPermmed 0972 0950 0950 0.9509:1 :11:wag,1y Au li'a”.:us'h 1:).2’1 }:v;::‘‘ Right Tum on Red Yes Yes Yes Yes Link Speed mh)25 25 40 40,rm ”151’. TraveITIme s 13.1 5.6 119 15.7 ,v:>:i l 1 um.“2",....‘1; Ad Flow vph 136 103 576 163 109 43 701 1263 98 190 1379 1 87 w r M Lane Group Flow vh 0 239 576 163 109 43 701 1263 98 190 1466 0 hl‘lll:l‘w wr iav 3:111:mu slyniuv ”m 1":-m‘lrnr :v‘w Protected Phases 8 8 5 7 7 1 5 2 7 1 6 Detector Phase 8 8 5 7 7 5 2 1 6 Minimumlnitial s 8.5 r,8.5 5 1 t i 9.0 ritt: 9.0‘.ll 6.0 :E! 5.1 El 6.0 15.0 TotalSpIIt s l rl :w. 26.0 290 18.0‘;:y‘fa 18.0l:;"«i' 0 29.0 47.0 Yellow Trme (s)3.0 1'11 3.0‘;3 0 l 3.0 1 H 3.0l (l 3.0 l,t 3.0 l 11 .1 ll ll 3.0 l 3.0,’ LostTrme Ad ust s 0.0 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11rl v'-‘111»V:1‘.tvr'l A (‘1'1!.{'1 21 t‘;':1 v It 1:t.1‘‘'‘.' Lead/Lag Lag Lag Lead Lead Lead Lead Lead Lag Lead Lead Lag 1 ;1 1111 1 I RecaIIMode -"1’:::. None $1215, None ma None "1: None 11k; None 7:1; None 11. None 'm: Min 1 2 None None Min 111 1 r1 1 1:111 ,1 11 211,51 ’1r1 9}. Actuated gIC Ratio 012 0.38 013 013 0.28 023 0.46 0.63 0.15 0.38 .‘l 11 tltj‘n ControlDeIa 52.7 11 5 672 52.8 1.8 591 30.1 4.2 63.7 91.9 TotalDela 52.7 11 5 672 52.8 1.8 59.1 30.1 4.2 63.7 91.9 A proach Delay 23.6 53.3 38.7 88.6 Stops(vph)203 136 135 92 3 580 919 15 163 1151 Lanes,Volumes,Timings 1:Tamarack Ave Lane Cona urations Future Volume vph Lane Width 11 Storage Lanes Lane Util.Facior Flt Protected Flt Pemitted Ri htTum on Red Link S ed mph Travel 'nme s) Ad'.Flow vph Lane Group Flow (vph) Protected Phases 3 Detector Phase Minimum Initial (s 1.0 Total S iit s)37.0 Yellow Time (s 4.0 Lost Time Adjust (s Lead/La Recall Mode None Actuated g/C Ratio Control Deta Total Delay roach Dela Stops (vph) Future 2021 Combined 08/01/2019 200 Gateway Boulevard Future Combined SAT Synchro 10 Report Page 2, Lanes,Volumes,Timings 1:Tamarack Ave ’tx’\>i«"x‘—»w r ‘—‘x ‘x LaneGrou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Fuel Used(gal)4 CO Emissions (g/hr)282 NOx Emissions (glhr)55 VOC Emissions (g/hr)65 Dilemma Vehicles (ii)0 Queue Length 50th (ft)86 Queue Length 95th (ft)128 lnternal Link Dist (ft)399 Turn Bay Length (ft) Base Capacity (vph)681 Starvation Cap Reductn 0 Spillback Cap Reductn 0 Storage Cap Reductn 0 Reduced v/c Ratio 0.35 i'ntersebtion summary Area Type:Other Cycle Length:157 Actuated Cycle Length:111.1 Natural Cycle:150 Control Type:Actuated-Uncoordlnated Maximum v/c Ratio:1.10 Intersection Signal Delay:54.2 intersection Capacity Utilization 89.6% Analysis Period (min)15~Volume exceeds capacity,queue is theoretically inhnite. Queue shown is maximum after two cycles. #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:1:Tamarack Avep 4 275 53 64 0 80 206 270 860 0 0 0 0.67 3 198 38 46 0 114 #222 2 112 22 26 0 73 135 124 234 0 0 0 0.47 223 0 0 0 0.73 496 0 0 0 0.09 17 1154 225 267 420 772 0 0 0 0.91 22 151 3 294 351 29 384 #590 61 7 1640 0 0 0 0.77 1 45 9 11 0 8 34 290 1029 0 0 0 0.10 200 Gateway Boulevard Future Combined SAT 5 347 68 80 0 132 204 190 398 0 0 0 0.48 45 3144 612 729 53~628 #804 842 1328 0 0 0 1.10 intersection LOS:D ICU Levei of Service E Future 2021 Combined 08/01/2019 Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Combined SAT ane Grou *%&%réwi“~as ’Mlwxéafw Lg]Used(gJ CO Emlsslons (glhr) NOX Emlssm_(glhr) VOC Emlssmns (g/hr) Wehlcles (#)Queue Lengrh 50th ft §_eue Length 95th Internet Lrnk Dlst( ium BaLLength (Base Capacrty (vph) SgrlaltgmCap Redu mm Spillback Cap Reductn Etyragéicean Réetptn Reduced vlc Ratio Future 2021 Combined 08/01/2019 Synchro 10 Report Page 4 () (ft) Lanes,Volumes,Timings 2:Hemlock Drive ) Lane Confl uratons Future Volume vph Stora eLeng‘h ft Taper Length ft) Said Flow perm Satd Flow RTOR Lmk Dlstance ft Peak Hour Fador Shared Lane Tramc % Lq‘;rrn :yy¢JV TumT e Permmed Phases Switch Phase Mrmmum Spht s) U r V \:‘ TotalSpllt %)‘2‘ AlIRedTme(s r.:vw t .M Total Lost Time (s ead-Lag Optimize? xiii ii; Act Effct Green (s) :Mii mhw v/c Ratio 9.5‘l l [l 18.9% 1.0 ;i; 4.0 Lirilll Yes'i‘li‘liléi 22.9 0.62 Queue Dela LOS Approach LOS Fuel Used(gal) Future 2021 Combined 08/01/2019 205 25 EUH 1770 :tdyw 868 1591 1591 328 33 255i u 0.92 NA mil 150 16.7% 2.0 5.0 1.2151 Yes 010:1? 12.3 r}0:: 0.67 0.0 :xiii v.m; 0.92 ll i0 pm+pt 9.5 18.9% 1.0 4.0'Lez‘ul Yes'l‘lgiilx 17.3 0,11% 0.33 .1»..m 0.0 :I:E,z» 0.871 1 622 1 622 60 141 15.0 16.7% 2.0 5.0 l ilgl Yes W :i 10 1 n 1'» 0 29 0.0 7( ; <3 ‘ 55 260 0 260 25 0 1770 010K 0 173 0.92 l a; 17.8% 1.0 11L 4.0 Lmil Yes Ng‘iili‘r 53 7 ‘li ?1" 0.89 0.0 1 11» 977 0.986 3490 3490 15 15.0 48.9% 2.0 5.0 L z lEl Yes Mm 46.4 ll v:‘: 0.62 200 Gateway Boulevard Future Combined SAT /’ 0 0 \1J 'i 11’ 4s 1128 24o 7o o 25 ml 0.974 3447 01770 339 812 0.92 0.92 pm+pt NA 9.5 15.0 il'Afx 15 6%46.7% 1 0 2.0v 4.0 5.0-L;:.>:ul l :151 Yes Yes Mane Ii li l 45.0 37 4 (i :lg‘[1 l 0.17 0 98 0.0 0.0 A D D 1 30 S'ynchro 10 Raped Page 5* r w w$n Lanes,Volumes,Timings 200 Gateway Boulevard 2:Hemlock Drive Future Combined SAT Ji —»\.(‘—‘~‘\T/’\¢J LaneGrou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR CO Emissions (glhr)171 118 57 26 406 1239 39 2132 NOx Emissions (g/hr)33 23 11 5 79 241 8 415 VOC Emissions (g/hr)40 27 13 6 94 267 9 494 Diiemma Vehicies (it)0 0 0 0 0 27 0 74 Queue Length 501h (ft)99 7 38 5 108 263 11 ~477 Queue Length 95m (ft)164 #92 75 44 #255 350 25 #613 Intemal Link Dist (f1)175 B1 842 732 Turn Bay Length (ft)260 70 Base Capacity (vph)376 509 368 244 334 1896 360 1525 Starvation Cap Reductn 0 0 0 0 O 0 0 0 Spiiiback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.59 0.67 0.25 0.29 0.85 0.62 0.14 0.98 Intersection Summary Area Type:Other Cycie Length:90 Actuated Cycle Length:85.6 Naturai Cycie:90 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:0.98 Intersection Signai Deiay:31.2 intersection LOS:C intersection Capacity Utiiization 92.4%ICU Levei of Service F Anaiysis Period (min)15~Voiume exceeds capacity,queue is theoreticaiiy inhnite. Queue shown is maximum after two cycies. #951h percentiie voiume exceeds capacity.queue may be longer. Queue shown is maximum after two cycles. Slits and Phases:2:Hemlock Drivep Future 2021 Combined 08/01/2019 Synchro 10 Report Page 6 Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave Future Combined SAT JxxuJ i Lane Conaguratlons 'i F ‘i M +F f .Future Volume vph 140 190 185 990 1239 160 K‘Stora e Len th ft 0 0 220 200 l TaperLength f1 25 25 v UH 111:5 'i:1:51‘;:isit;‘GaFn0.850 01850 Satd.Flow rot 1770 1583 1770 3539 3539 1583 Satd.Flow perm 1770 1583 218 3539 3539 1583 Said.Flow RTOR 207 150 Link Distance ft 278 812 489 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92mg1;;1 w 1;mm,‘.»',1 Shared Lane Traffc % w./A Li}?ilqr.mt 0:17;}115:5!5119‘, TumT pe Prot Prot pm+pt NA NA Penn Pennrtted Phases 6 2 ,I .i 1 Swrtch Phase ::.:in;11.1 v"H‘i g. Mmrmum Spllt s)15.0 15.0 71 15.0 150 15.0 Hat JELt‘:'1 §.‘1‘Li TotaISpllt(%32.2%32 2%21 1%67.8%46 7%46.7%1 :1 r1 ,’.v All Red Time s 2.0 20 0.1 2.0 20 2.0t(UH :5 E‘1.1."i:C‘’r -..{1.1! Total Lost Trme (s 5.0 5.0 3.1 5.0 5 0 5.0‘t'wk my.gm Lead Lag Otrmrze'I Yes Yes Yes 11 \.ri 1",1":V 'New 1",{:17 Act Effct Green (s 12.0 120 58.0 561 44.4 44.4 R 1 .\H \n 1;,LH EJ‘M ..1’:L,r-u-‘f v/c Ratio 0.56 050 0.61 0.42 0.67 0 18 Queue Delay .0.0 0 0 0.0 0.0 0.0 0.0 LOS D A B A B A ApproachLOS C A B 1 .Fuel Used(gal)2 1 2 10 16 1 Future 2021 Combined 08l01/2019 Synchro '10 Report‘Page7 Lanes,Volumes,Timings 200 Gateway Boulevard 3:Cedar Ave Future Combined SAT mtersechon Ca aCI Utl||zatlon 64 5%ICU Level of Serwce C Slits and Phases:3:CedarAvep Future 2021 Combined 08/01/2019 Synchro 10 Report Page B ‘Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Combined SAT f—vwr‘—K‘\Tw¥$«’ Future‘2021 Combined with Improvements 08/01/2019 synchro 10 Report Page1 Lane Com -uratlons 4+i"‘i +f' 1.Future Volume vph 125 95 530 150 100 40 845 1162 90 175 1269 80 LaneWdth(f1 12 12 12 12 12 12 12 12 12 11 12 12 V Storage Lanes 0 1 1 1 2 1 1 0 Lane Util Factor 0.95 0.95 1.00 1.00 1.00 1.00 0.97 0.95 1.00 1.00 0.95 0.95 FI1Protec1ed 0.972 0950 0950 0.950 1.1 21.54:,1w..."v:1.;:4::1. Fl1Perml11ed 0.972 {zz‘t'v 0950 11.0.11 ':~:1 0950 2101:?43:11 0.950 'r;MA,“1 .11 :r‘ RrghtTum on Red Yes ,Im Yes Yes Yes LInkSeed mph 25 25'm1 40 40 Travel Time (s 13.1 5.6 11.9 15.7 Adj Flow vph I}5‘; 136 I‘3'1. 103 i‘:l’.’ 576 1.5;. 163 ’:.‘:Z 109 1'.“J 43 Hir‘.‘ 701 1.3]. 1263 !;5:. 98 I E1. 190 . 1379 ..‘1 87 11:1;1...." Lane Group Flow vph 0 239 576 163 109 43 701 1263 98 190 1466 0 gmln 11:31 rm‘xv.v1.11,;-1;-”ya-m.:1111 Protected Phases 8 8 5 5 2 7 1 6 Detector Phase 8 8 5 7 7 5 2 1 6 Minimum Inltlal s 8.5 8.5 5.1 90 9.0 6.0 5.1 15.0 9.0 6.0 15.0 111 24.0 «w :11 1.1 TotaISpht s)24.0 27.0 200 20.0 290 27.0 47.0 20.0 29.0 49.0 YellowTme s 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lost Time Ad ust s 0.0 1.1: 0.0 ‘1 0.0 .111 0.0 :11 0.0 .111 0.0 0.0 :11 0.0'0.0:1 Lead/Lag 5:511 x11 i Lag Vii Lag 7:15 Lead 1’35; Lead Lead Lead Lead Lag Lead Vii: Lead 1 La . RecallMode None NoneMy None x3117 None None None 1 V1 None 13.1.1 Min*1 :1 None1'17 None1':1 Min z l Actuated IC Ratio 0.12 0.36 0.14 0.14 0.29 0.20 046 064 0.15v 0.39 1:1:L i ControlDelay TotalDeIay 53.6 53.6 12.8 12.8 61.6 61.6 50.9 50.9 1.7 1.7 79.6 79.6 317 31.7 4.2 4.2 64.5 64.5 78.6 78.6 l l. proachDeIa $tops(vph) 24.8 203 144 138 49.7 89 3 566 46.7 926 14 163 77,0 1153 Lanes,Volumes,Timings 1:Tamarack Ave Lane Conti urations Future Volume vph Lane VWdth ft Stora e Lanes Lane Util.Factor Flt Protec1ed Flt Permitted Ri hr Tum on Red Link Speed mph Travel Time s Ad'.Flow vph Lane Group Flow vph Protecled Phases 3 Detector Phase Minimum Initial s 1.0 Total S Iit s 37.0 Yellow Time (s 4.0 LostTIme Ad'ust s Lead/Lag r y WW; Recall Mode None Actuated gIC Ratio Control Dela Total Dela proach Delay Stops (vph) Future 2021 Combined with Improvements 08/01I2019 200 Gateway Boulevard Future Combined SAT Synchro 10 Report Page 2‘to. Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Combined SAT ;awr‘—k\T#\»iJ Lane Grou EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Fuel Used(gal)4 4 3 2 0 19 22 1 5 41 CO Emissions (g/hr)285 287 187 108 7 1332 1544 45 349 2890 NOx Emissions (g/hr)55 56 36 21 1 259 300 9 68 562 VOC Emissions (g/hr)66 66 43 25 2 309 358 1O 81 670 Dilemma Vehicles (#)0 0 0 0 0 0 28 0 0 54 Queue Lenglh 50lh (fl)88 87 114 73 0 ~267 401 7 135 ~625 Queue Length 95th (ft)130 221 #204 134 8 #411 #614 33 207 #803 Internal Link Dist (ft)399 124 617 842 Turn Bay Length (ft)270 420 290 190 Base Capacity (vph)611 834 251 264 511 701 1612 1032 393 1373 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.39 0.69 0.65 0.41 0,08 1.00 0.78 0,09 0‘48 1.07 intersection Summary Area Type:Other Cycle Length:157 Actuated Cycle Length:112.6 Natural Cycle:150 Control Type:Actuated-Uncoordinated Maximum v/c Ratio:1.07 Intersection Signal Delay:53.5 Intersection LOS:D Intersection Capacity Utilization 89.6%ICU Level of Service E Analysis Period (min)15~Volume exceeds capacity,queue is theoretically in0nite. Queue shown is maximum after two cycles. #95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Splits and Phases:1:Tamarack Ave Future 2021 Combined with improvements 08/01/2019 Synchro 10 Report Page 3 Lanes,Volumes,Timings 200 Gateway Boulevard 1:Tamarack Ave Future Combined SAT ane rou 63 Fuel Usedigaj CO Emissions (g/hr) ELOX Eiiiésionzigl’flr)‘ VOC Emissions (g/hr)nemwwiclegiii Queue Length 50th (ft) hueue LengtW§§ih Intemal Link Dist (ft) ium Bay Length (f1)Base Capacity (vph) SELVation C3ILR§dii§ Spillback Cap Reductn EggshCapRgy u Reduced v/c Ratio Future 2021 Combined with Improvements 08/01/2019 Synchro 10 Report Page 4 47.575' wIIIIII m PMS I75“"Li HS“m5 Hui}PMS III!P$’19!SUIE EMV NWGENERALDDUELE-5lDzEDNOTE5 ILLUMINATED 5IGN CABINET: >LED LIGHTING>JE'ALUMINUM 51ENCIL~CUT PUSH-THRU FACE‘LOGO AND LEFTERS TO ILLUMINATE‘BORDER STRIPES NOT ILLUMINATED >(2)warm.mm Gamma -ooucaammcx FauNDAmN,BAsE DETAIL5 To 5E DETERMINED ‘10-0?m Might-ALLoNANCE-1s aw”'PROPOSED 5IGNAGE 15 oqfF. PWER KERWKEMENTS:‘(1)20 AMP-l2!)VOLT CIRCUITE ()m 100-— OAH wrnouumuc 5am mar 'CONCRETE FOUNDATION,EASE.AND POLE COVER DETAIL5 TO BE DETERMINED HMIOW www.nmimltlnn.eom mm)mm‘CORPORAT‘ONNATIONAL s'GN mrwndm,[IA&,@UmhWlnor.cTSodu M a !IEPmoa)m4“ ALLEGHENY BLEND ‘NATURAL NEWPORT BLEND ‘SANDSTONE SARATOGA BLEND SIERRA ELEND ‘SLAIE BLEND ‘WILLIAMSBURG BLEND PLANNING DEPAMVIENT IN-HOUSE REFERRAL FORM DATE:Aug 19,2019 TO:Michael Maniscalco,Michael Gantick,Walter Summers,Jeff Doolittle Ray Favreau,Chris Dougan,Heather Oatis,Kevin Cooney,Tony Manfre, John Caldwell,Andrea Confrancesco,Chris Duchesne,Vincent Stetson FROM:Michele Lipe,AICP,Director of Planning The Flaming &Engineering Departments have received plans for the following projects: Appl l9-39P,Aldi Site Plan Location:200 Gateway Boulevard (formerly 190 Buckland Road) Future Town—owned property involved?E Yes %No B new street(s)D new detention area B new open space/recreation area D active Dpassive Flaming Department notes: Please comment by 9/2/1 9 and return to the Flaming Department. &Site Plan E Subdivision No.Acres 12.9 Zone Buckland Gateway B Industrial %Commercial E Residential No.Lots/Units Water:%Public E Private Well Sewerage:@ Public B Septic System Project Description:19,209 sf grocery store Hi Vincent, Your comment has been added to the application fite. Thank you, Lauren Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 860.644.2511 ext 253 From:Stetson,Vincent <Vincent.Stetson@southwindsor.org> Sent:Tuesday,August 20,2019 7:12 AM To:Zarambo,Lauren L.<Lauren.Zarambo@southwindsor.org> Cc:Doolittle,Jeffrey <Jeffrey.Doolittle@southwindsor.org> Subject:RE:in House Referral Good Morning Lauren, if I could please request that when they tie into the existing utilities in Buckiand Road,that once the utilities are tied in- they have to come back a year later and fuii depth reconstruct 50’in either direction of the utility cuts.The reason being,is that a lot of the settlement from construction activities takes a whiie to be realized,and i’m finding that no matter our approach and spec writing,that once the work has been completed the ’ridabiility’of the road is no longer near as good as it was,it’s either wavy,has evidence of settling,and really impacts the entire road for the rest of its lifetime until it’s all rebuilt again at a later date.What this will also do will allow some over lap of other construction that we anticipate to be occurring here in the future as well.Also good to note,is that we’re planning on milling and repaying aii of Buckland Road—the construction from development wili certainly stick out iike a sore thumb with the road being freshly repaved‘Waiting to repave this road until ail the construction is completed isn’t really feasible either, because we will continue to have to pot hole patch and maintain the deteriorating matt,and the road could potentially cost more to repave the more it breaks down.Also,there’s no guarantee that if we wait until all the construction is done that another big box player doesn’t engage the Town to set up shop off Buckland~further pushing off the paving of Bucwand. Take a ride down Main Street,or demming to see what l’m taiklng about. From:Zarambo,Lauren L.<Lauren.Zarambo@southwindsor.org> Sent:Monday,August 19,2019 4:07 PM To:Caldwell,John <iohn.CaEdweil@southwindsortorgx Cofrancesco,Andrea <andrea.cofrancesco@southwindsor.org>; Cooney,Kevin <l<evin.Coonev@southwindsormgz Doolittle,Jeffrey <Jeffrev.Doolittle@southwindsor.org>;Dougan, Christopher <Christopher.Dougan@southwindsor,org>;Duchesne,Christopher 1 Lipe,Michele From:Zarambo,Lauren L. Sent:Tuesday,August 20,2019 8:04 AM To:Stetson,Vincent Cc:Lipe,Michele Subject:RE:in House Referral <ChristopherDuchesne@southwindsor‘orp;Favreau,Raymond <Ravmond.Favreau@southwéndsor.org>;Galligan, Matthew <Matthew.GaHigan@southwindsor.org>;Gantick,Michael <Michaei.Gantick@southwindsor.org>;Manfre, Anthony <Anthonv.Manfre@southwindsor.org>;Oatis,Heather <Heather.Oatis@southwindsor.org>;Stetson,Vincent <Vincent.Stetson@southwindsor.org>;Summers,Walter <Walter.Summers@southwindsor,org> Subject:in House Referral Please find attached in House Referral form for Appl.19-39P,Aldi Site Plan of Development at 190 Buckland Road to be known as 200 Gateway Boulevard. Please forward any comments or questions to the Planning Department. Thank you, Lauren Zarambo Planning Department Secretary Town of South Windsor 1540 Sullivan Avenue South Windsor,CT 06074 860.644.2511 ext 253 MEMORANDUM To:Michele Lipe,Director of Plannning From:Jeff Doolittle,P‘E.,Town Engineer (50 Date:SeptemberS,2019 Re:App 19—39P —Aldi SP,200 Gateway Blvd I have reviewed the above site plan and have the following engineering comments 1.The 9 parking spaces on the south side of the driveway by the entrance from Gateway Blvd should be relocated or limited to employee only parking as they will be difficult to get into and out of. 2.Why is the aisle south west ofthe building 36 feet wide?If this is narrowed to 24feettherewouldberoomfor2moreparkingspacesonthewestside. 3.Label the existing contours 4.The slope east of the building on top of the retaining wall is 2H:1V which is very steep and will be difficult to stabilize and maintain,It will also support the existing pond.The top of wall should be raised to about elevation 167 which would allow for a 3H:1V slope that would be easier to stabilize and maintain and would better support the existing pond.5,lam not sure how all 4 pipes will fit into YD4 as shown. 8.Why is WQU—1A needed?Only 2 CB flow into this and those could be re-piped as noted below. 7.lsuggest CB 4A and CB—5A be installed over/in the 18"storm drain pipe paralleltoGatewayBlvd. 8.i am still reviewing the Drainage study and may have more comments on that. 9.WPCA review and approval of this plan is needed. i would be glad to discuss these comments with the applicant and their Engineer. Please let me know if there are any questions. 1540 SULLIVAN AVENUE c SOUTH WINDSOR,CT 06074 TELEPHONE (860)644—25l1 September 12,20 1 9 Design Professionals,Inc. Benjamin Wheeler 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.Wheeler: RE:Appl,19—3913,Aldi —request for a site plan of development for the construction of a 19,209 sf grocery store,on property located at 200 Gateway Boulevard (formerly190BucklandRoad),Buckland Gateway Development zone Please be advised that the Public Hearing of the Planning 8a Zoning Commission in the above referenced matter has been scheduled for Tuesday,September 24,2019 at 7:00 p.rn.in the Council Chambers of the South Windsor Town Hall,1540 Sullivan Avenue.Someone must be present at the meeting to represent the application. One sign advertising the hearing must be posted on the property for ten (10)consecutive days prior to the hearing and must be clearly visible from a town street. The sign must be posted on Buckland Road by Friday,September 13,2019. Signs can be obtained in the Planning Department.If you have any questions,feel free to call 860—644~2511 Ext 253,Monday —Friday,8:00 a.m.v 4:30 pim. Lauren Zarambo Planning Department Secretary k‘as. Sveda By bhdmweei ?“I Sdave a/za/209 AM xas. Hedlta E/MQOH/ “27 AM DTAE o/E/W NO40 SP1— Lmayo r SITE PLAN SCALE f JO'- MEI;190 m ROAD LLC BUWLAm EAST.LLC Fm“0-674-562‘ C-SP1FIE E5\\\m\33nm{/M\3Cmum« ALU 3w Hdmwg g SE4OFE REFERENCE$i :g \ Eg h I;SURVEY.19a a:24a BUCKLAND ROAD, ‘scUtH E Y E g3 12g : \\I V 1.-:‘L:o:::c:'u:'UTILlTlE5:ULL:N:cjr:‘::‘:o::::::;::l::::::::v:m Q wugKéé Nr D gg'E',;.-'/I \v/\A1 m NEAR PUHJC EH AT LEAST 72 HwRS PR1“?TO BEGNMNG BUVATVW.§$&§’—;i;gfa2THISPLANSHALLBEUSEDFORSITELAYOUTONLYJIREFERm~orzs sHEEr For?srrz wow Nam1'/\\‘‘‘:UV 1 WA 7F?CQMFANV (/m wys PC J05) "( ¥ L f ./ / \\/‘V/IL \\\ l \\ VA \ 1 1 §_u 5:14vL\E O C a;:=L \Rg E EEWm» I ,’= ///-x ”S é /R:/ ‘/ I \,\1 W;\ l AFPROXVIIMKFE LIMIT OF ‘\ mNSrRucnoN Acnvrrv gf§€35m2‘:i Y i;B E‘54! gg E §£§F::§i 25E; E Egyg;?:g?32%gig;gg’iig‘g g Ii5E :§E §E§£.i gmggiggig CUNCREI'E é9 Nsmswu e L 3 :'—EM. g § :7'U w< VAN ACC&IBLEmaxim;SPACE (SEE DmIL)cg E g Q 3 § 1oé§ g 5ZE R1Q'm §LLI E cL,g DUNL SHED C—D$/()/ gEGMWN. / I g 5$g“§ I ;>-<g iI CONCREIE J EWALL{DE§GN sHOPPmc mmOONTAINMENT E F<i w E'BEGI <a § MONUUTHIC I- w \STRIPE PARKING 1 SPAcE 9 xw ccNc cuRs ([4,. '., V D§3 1/ E § APPROXIMATE UM”OF FILLING IN O 5KENDBCLCEXISTINGDITCHSEEDITCHFILLING aEcm Mon DETAIL SHEET CID5 >a ‘‘Lu E SEGMENTALCONCRETEmu.(DESIGN z }$I ‘I BEGIN BCLc 3*mas)T 1540 SULLIVAN AVENUE 0 SOUTH WINDSOR.CT 06074 TELEPHONE (860)644-2511 September 16.2019 Certified #7017 1450 0001 3280 6942 Benjamin Wheeler Design Professionais 21 Jeffrey Drive South Windsor,CT 06074 RE:Appi.#19—39P —Aidi,200 Gateway Bivd DearMr.Wheeler: At the September 4,2019 meeting of the South Windsor Inland Wetland Agency/Conservation Commission the Commission voted to approve Appi.19-39P —Aldi Supermarket,190 Buckland Road — IWA/CC application for the construction of a commercial building,parking,stormwater management structures and associated utilities on a portion of land east of Buckland Rd.Gateway Development (GD) Zone,with the following conditions: 1.The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department.This must be completed within 65 days of approval prior to any construction activity on the site.Plans submitted to Planning &Zoning Commission shall be considered having'met this requirement. The applicant shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. The permit is valid for five years and shall expire on September 4,2024.lt is the vlandowner(s)/applicant(s)responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. Bonds shall be collected in the amount of $20,000 to ensure establishment and maintenance of erosion and sediment control measures on the site;$15,000 to ensure proper installation of the stormwater system on the site;$50,000 to ensure the installation and establishment of the mitigation area on the site,with five growing seasons of monitoring. Gabion baskets must be installed at the outer outlet of the retention pond. Removal of the invasive plants along the pond perimeter is required. Shade trees must be included in the landscape plan to be planted at the south and east portion of the pond.8.A conservation easement must be established over the proposed mitigation area. 9.All approvals required must be obtained and submitted prior to any activity on the site. 10.A contact person shall be identified on the plans. M Very truly yours, INLAND WETLANDS AGENCY/CONSERVATION COMMISSION rbaxtsapm goat Cc? Barbara Kelly,Chairperson CC:Town Planner/ Chief Building Official k P.O.BOX 1 167 2]JEFFREY DRIVE SOUTH WINDSOR.CT 06074 PHONE:860.291 .8755 I Ionals.FAX:860.29].8757 www.designprofessionalsinc.com CIVIL&TRAFFIC ENGINEERS I LAND SURVEYORS l PLANNERS I LANDSCAPEARCHITECTS 5crwng Connect/cut,Massachu5ctt5,t Rhoda ls/and September 17,20 1 9 Jaff Doolittle,Town Engineer Town of South Windsor 1540 Sullivan Avenue South Windsor CT 06074 Re:Response to Town Engineer’s Review Comments Dated:September 5,2019 App 19—39P Aldi SP,200 Gateway Blvd Dear Mr.Doolittle: The submitted plans include changes made to satisfy review comments dated September 5,201 9. For ease of your review,your initial comment is in italics,followed by our comment in bold. l The 9parking spaces 0n the south side 0fl‘he driveway by the enlrancehom Gateway Blvd should be relocated 0r limited to employee onlyparking as they will be dwicult t0 get into and out of Per further discussion between DPI &town staff,spaces to remain. 2 Why is the aisle south west ofthe building 36feet wide?[fthis is narrowed to 24feet there would be roomfor 2 more parking spaces on the west side.Per further discussion between DPI &town staff,parking aisle to remain. OJ Label the existing contours.Plans have been revised. 4 The slope east ofthe building on top ofthe retaining wall is 2H.'I Vwhich is very steep andwillbedifficulttostabilizeandsmaintain.It will also support the existingpond.The top ofwallshouldberaisedtoaboutelevation167whichwouldallowfora3H:J Vslope thatwouldbeeasiertostabilizeandmaintainandwouldbettersupporttheexistingpond.Plans have been revised. 5 I am not sure how all 4 pipes willfit into YD4 as shown.Plans have been revised. 6 Why is WQU-IA needed?Only 2 CBflow into this and those could be re-piped as noted below.Plans have been revised and WQU-IA has been removed.The required 610 cft of water quality volume required for CB-4A &CB-5A is compensated for by the additional 1,638 cft provided in the water quality basin. 7 I suggest CB 4A and CB-5A be installed over/in the 18"storm drain pipe parallel to Gateway Blvd Plans have been revised. I am still reviewing the Drainage study and may have more comments on that.We have addressed all comments to date. 9 WPCA review and approval ofthis plan is needed.0k G:\jobs\3530\D0cs\Correspondencc\Aldi's\Engineering (J.Doolittle)\Sent\3530 Response to Comments Town Engineer.docx Ms.Lipe DPI #3530.M September 17,2019 Page Two Additional modifications to be noted based on further discussion between DPI &town staff: o Stop sign and stop bar have been added to the western entrance from Gateway Boulevard. o Crosswalk and sidewalk crossing Gateway Boulevard at the northern parkingentrancehavebeenadded. Please contact us with any questions. Sincerely, Seni r Project Manager G:\jobs\3530\Docs\Correspondence\Aldi‘s\Engineering (J.Doo|ittle)\Sent\3530 Response to Comments Town Engineer.docx SOUTH WINDSOR DIVISION 295 RYE STREET P:860.290.2900 SOUTH WINDSOR,CT 06074 F:860,291,0263 '3 Proposed Aidi Siore 200 Gateway Boulevard South Wlndsor,Connecticut Application #19—39P Operationai Narrative September 17,2019 STORE HOURS The proposed store hours forthis Iocation are 9:00 am —8:00 pm,seven days a week,which is consistent with stores in the state At a recent pubiic hearing,it was rumored that Aidi stores would soon be operating 24 hours a day,7 days a week,There are no pians to make that change,as it does not m the Aidi business modei to provide an emcient grocery experience during the busiest times for our customers. TRUCK DELIVERIES Aidi stores typicaiiy receive product once a day on tractor-trailers from the distribution center Iocated on Rye Street.At most,a second truck making a special milk delivery will occur,but this is typically not a daily occurrence.There are direct delivery items,such as Coke products,typically once a week during normal business hours.Store deliveries originate at the Aidi Distribution Center on Rye Street on trucks operated by our delivery contractor.Aidi is aware of Section 4.2.11 F.2.ofthe Zoning Regulations restricting the operations of truck deliveries and trash removal in the Gateway Development Zone,and intends to comply with the regulation. wwwnuwuzm mswwmmmy wwmw avon mu n. cxmvuwmnxmm w cm. 9.“... - wymmmym wws/wmnunm s-n¢aLmv.v Lmu a: cu— nus PIM Kin-s ‘ID “ILmummmmason.mwmms.m mksy m m w mum. 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I;k V$1E1mar 52aSI:i: a:§au 170’f—‘3/f “'0‘a“3{§[J f0 5a 4 lxlr w Irv j 1:431:E H'JIII‘:1 ALDI inc.Store #:XXSouthWindsor,CT 190 Bucklund Rood Souih Windsor,CT 06074 Homord Coumy Ploiecf Name 5 Location: Q a cum ”,a, § 3k PROHEE E Km I_, § 7w E i Iv ‘noowovmm w M /m.SVANLESIERAI§§ Concept Floor Plan Dluwing Name:Iwcm I aw 12W mamHmFEMI’m/3mv ”—1 ,x 5"x 5" ]]]]]]]]]]]] D016:05/07/19 Project No.]‘]I]]]]]]]]]]]]I I a a a p 19—0220A o TypetRHRDV7ER Drawn By:ARCConce1FloorPlanmm Llawomnmmam ;2*mM.m‘:sp“;,,CFP-2 Diawinq No. WV!V Scab:As No1ed Gaspaxe Accordo, AIA,NCARB mm.NYH5£4mmmmuux [L H lnc. ALDI Inc.Sio!e #:XX Sou1h Windsor,CT P'ec {Name a.Locmion: Concept Exterior Dr'n Ncwg ame: Daie:05/07]1 9 V CEE-2 Dvawing No. mum”1 9—O220A T ezRHRD7R Drawn 8w ARC ale:As NoteSc dFLOITED: E/2l/2019 10161 AM an)mna o¢<nu¢;u~— PKOIEG m 15 G su m MMI #1 3571—4101 Milone &MacBroom,Inc.(MMI)has prepared this addendum to our Traffic Study,dated August 13,2019, for the proposed 20,000—square-foot supermarket to be located at 200 Gateway Boulevard in South Windsor,Connecticut.Specificaiiy,this addendum serves to provide insight as to our recommendation to lengthen the storage on the existing dedicated southbound left-turn lane at the intersection of Buckland Road at Hemlock Avenue/site driveway from 65 feet to 150 feet.As presented in our August 2019 Traffic Study,the subject southbound left—turn lane will experience a 95‘“percentile queue length of 25 feet (equivalent to one car length)under future conditions with the proposed supermarket in place. As you will recall,MMI previously conducted for your office a traffic evaluation of a maximum site buildout scenario comprising 150,000 square feet of retail and 100,000 square feet of medical office for the entire 190 Buckland Road site.The maximum buildout analysis indicated a 95‘“percentile queue of 94 feet on the subject Buckland Road southbound left-turn lane. While the existing storage will be adequate for the projected queues resulting from the proposed supermarket development,we recommended that the existing storage on the southbound left-turn lane be proactively lengthened to 150 feet in consideration of the potential maximum site buildout queues as well as any future traffic growth within the corridor. We hope this memorandum has provided necessary insight as to our recommendation for a 150-foot southbound left-turn lane. 3571-41-01 -si719-memo.docx 99 Realty Drive.Cheshire.CT 06410 i 203.271.1773 i www.MMlnc.com CTIMAI MEINHJNYIVT /’§v \MILONEMACBROOM &MEMORANDUM T0:Ben Tripp —Metro Realty Group,Ltd. FROM:Kwesi Brown,PE,PTOE —Milone 8L MacBroom,Inc‘ RE:Buckland Road Southbound Left-Turn Storage Length 200 Gateway Boulevard Project DATE:September 17,2019 Lipe,Michele As we discussed,here is some clarification on the direct delivery items to the proposed Aldi store as described in the Operational Narrative dated September 17,2019‘There are only two suppliers that provide direct deliveryto Aldi store locations,one for soda products,and one for beer products.The soda products are typically delivered once a week while the beer products are delivered less frequently.Both of these products are delivered in box trucks,not tractor- trailers.All remaining products are delivered from the Rye Street Distribution Center by the delivery contractor as described in the narrative.in total,on a typical day there will be one truck delivery,sometimes two,but there will also be some daysthat do not have any truck deliveries. Let me know if you have any further questions. Regards, Ben Benjamin P.Wheeler,PLA Director of Operations Design Professionals,Inc. CIVIL &TRAFFIC ENGINEERS l SURVEYORS /PLANNERS /LANDSCAPE ARCHITECTS Serving Connecticut,Massachusefts,&Rhoda Island P.O.Box 1187 860,291 .8755 phone21JeffreyDrive86D291.8757 fax South Windsor,CT 06074 www.desiqnprofessionalsmc com CONFlDENTlALlTY NOTICE‘This e-mail message is intended only for the person or entity to which it 1s addressed and may cuniatn conBdential and/or pnvtleged matenal Any unauthonzed rewew, use,disclosure ordislnbuhon is prohibited lfyou are notitie intended recipient,please contact the sender by reply email and destroy all copies of the original message From:Ben Wheeier <Ben‘Whee|er@designprofessiona|sinc.com Sent:Friday,September 20,2019 8:1 7 AM To:Lipe,Michele Subject:Aldi truck clarification Michele, Appl #19—39P,Aldi Site Plan September 24,2019 Planning Department Report .Request for a modification to a site plan approval to construct a 19,209 sf grocery store on property on the easterly side of Buckland Road,to be known as 206 Gateway Boulevard, Buckland Road Gateway Development zone. .This proposal is the second building on the 12 +acres where the Chase Bank was previouslyapproved.Construction of the road network has been started. .Maximum impervious coverage allowed is 60%.Frontage is 270 feet;minimum required is 200 feet.Front yard setback is over 1000 feet from Buckland Road.The parking area is in the front and side ofthe building. .The applicant has provided a narrative for the Shopping Cart Management on site.The purpose ofthe plan is to prevent the accumulation of carts around the site.The applicant is providing two storage areas outside,screened by a concrete masonry wall that has carts stored and require a quarter deposit for each use.This has been proven to be an effective strategy for keeping carts out of the parking areas. .The loading dock area is located to the rear of the building.The applicant has indicated there will be very few trucks visiting the site on a daily basis two Aldi vehicles and maybe one other vendor The egulations restrlct loadmg,trash removal truck deliverles between 10PMand7AM t5 W 79M 41"a1 WW twat/$7 ¢n .The required parking spaces for this use are %spaces;%are provided. .Pedestrian access is provided with the inclusion of a sidewalk along the Gateway Boulevard frontage connecting up to the building with a crosswalk across the shared driveway.There is a four foot sidewalk shown along the new roadway.Staff would recommend that a stamped concrete or other treatment be added to crosswalks throughout the development (similar to what we see in Evergreen Walk).Also,Section 6.7.3 requires that a bike rack be added with new retail establishments in excess of 15,000 sf. .A traffic study has been submitted with the application.The applicant is proposing to extend the southbound left—tum lane at the intersection of Hemlock and Buckland Road for 65 feet to 150 feet.Although this extension is not required to accommodate anticipated traffrc for this application,it is anticipated to be needed with the full build out of the site. .Access management provisions are being handled in several ways.The drive for this building will be coming offthe new street,Gateway Boulevard,currently under construction This will create a three way stop controlled intersection The applicant is leavrng access easements that Will allow the roadway to extend the south when/1f future srtes are developed '"‘ 10.The Architectural and Design Review Committee reviewed this application on September 5. They requested additional landscaping be added to the northern building elevation to providesomebreakupoftheblankfaeade;otherwise they provided a favorable recommendation on the site. l l There is no rooftop mechanlcal equlpment showmg above the roofl1ne on the architectural elevations submitted With the application Staff want to be sure the applicant understands that rooftop units need to be screened so they are not ViSible from the roam/v? 12.All lighting has full cutoff fixtures.The light poles are 14’poles with house shields on fixtures at the back ofthe site;and the same design as previously approved. 13 Parking landscaping lot landscapin Mm) requirementsW w/Uw have Wbeen cwaddressedAw With W a minimum of 10%interior w l4.There is a required buffer along the east property boundary where the site abuts residentially-zoned land.The buffer has been shown on the landscaping plan for the propertytotheeastandacrosssectionofthebufferatplanting,5-years and maturity has been provided. 15.There is a free standing sign proposed;both a free standing and building signage is allowed and subj ect to PZC approval.Com a1 W ”éWbj 4'9 Md l6.There are regulated wetlands on the site.TWA/CC approved this application on September 6. A bond shall be collected in the amount of $20,000 for the erosion and sediment controls $15,000 to ensure proper installation of the stormwater system;$50,000 to ensure the installation and establishment of the mitigation area on the site to be held for five growingseasonsduringwhichtimetheareawillbemonitored. l7.Public water and sewer are available.Water Pollution Control Authority approval is required. wroposeddumw .. 3 O ne . l9.If this application is approved,Flaming Dept requests no additional approval modifications except as already noted. $‘>----:-- Appl #19-39P Aldi Food Store 1 inch =125 feet 1540 SULLIVAN AVENUE O SOUTH WINDSOR,CT 06074 TELEPHONE (860)644-2511 CERTIFIED MAIL 7017 1450 0001 3280 5754 September 30,2019 Buckland East,LLC C/O Design Professionals,Inc. Benjamin Wheeler 21 Jeffrey Drive South Windsor,CT 06074 Dear Mr.Wheeler: Re:Appl.l9-39P,Aldi Supermarket Site Plan of Development,200 Gateway Boulevard We are pleased to advise you that the Planning &Zoning Commission voted on September 27,2019 to approvewithmodificationstheabovereferencedapplicationforaSitePlanofDevelopment. This approval is for Buckland East LLC for a site plan of development to construct a 19,209 sf grocery store,on property located at 200 Gateway Boulevard (formally 190 Buckland Road),Buckland Road GatewayDevelopmentzone,as shown on plans prepared by Design Professionals,lnc.,Project No.3530,dated July ll,201 9 as revised.This approval is subject to the following modifications: 1.Prior to commencement of any site work,a meeting must be held with Town Staff. 2.No building permit will be issued until the final mylars have been filed in the Town Clerk’s office. 3.A bond shall be collected in the amount of $20,000 for the erosion and sediment control;$15,000 to ensure proper installation of the stonnwater system;$50,000 to ensure the installation and establishment of themitigationareaonthesitetobeheldforfivegrowingseasonsduringwhichtimetheareawillbemonitored. 4.A landscape bond in the amount of $5,000 is required and must be submitted prior to the issuance of theCertificateofOccupancy. 5.All bonds must be in one of the forms described in the enclosed Bond Policy. 6.An as-built plan is required prior to issuance 0f a Certificate of Occupancy per Section 8.1.11 of the ZoningRegulations. 7.All plans used in the field by the developer must bear the stamp and authorized signature of the Town ofSouthWindsor. 8.This approval does not constitute approval of the sanitary sewer,which can only be granted by the WaterPollutionControlAuthority. 9.No building permits will be issued until the State Traffic Commission certificate has been issued (per CGS §14—3 1 1). 10.The building street number must be included on the final plan. ll.Pavement markings must be maintained in good condition throughout the site drives and parking areas. 12.All free standing signs and/or building signs require the issuance of a sign pennit before they are erected. l3.Engineering comments dated 9/5/l 9 must be incorporated into the final plans. 14.A bicycle rack,as required in Section 6.7.3 ofthe zoning regulations,shall be included on the plans. 15.The Shopping Cart management plan is approved as submitted. 16.Sidewalks on the southern side of Enterprise Drive up to the proposed store shall be 5 feet wide. l7.Rooftop screening shall be required in accordance with Section 4.2.lO.C.5 of the zoning regulations. Black and White transparent mylars of Sheets #CEM-l and SP-l with the above modifications,together withthreeprintcopiesoftheentiresetofplanswithlivesignaturesandraisedseals(including architecturalelevationsandlandscapingplans)must be submitted to this Commission to be stamped and signed.The lettersofapprovalofthisCommissionaswellastheInlandWetlandsAgency/Conservation Commission and theWaterPollutionControlAuthoritymustbereproducedonthemylars. After the mylars have been signed by the Commission,they will be returned to you for filing in the Office of theTownClerk.Aner filing these plans,a copy of the receipt must be submitted to the Planning Department. Sincerely, Frank Bonzani,Acting Chairman Flaming and Zoning Commission FB/llz cc:Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal 1540 SULLIVAN AVENUE 0 SOUTH WINDSOR,CT 06074 TELEPHONE (860)644-2511 October 4,2019 John J.Mills,IV,P.E. Design Professionals,Inc. 21 Jeffrey Drive South Windsor,CT 06074 RE:Aldi,200 Gateway B1Vd.,South Windsor,CT WPCA Approval —Appl.19-39P Dear Mr.Mills: The South Windsor Water Pollution Control Authority,at its Regular Meeting on October 1,2019,gaveapprovalforconnectiontotheTown’s sewerage system for a proposed 19,209 sf +/—commercial building at 200 Gateway Boulevard,South Windsor,CT as more specifically shown on plans entitled “Aldi,200 Gateway B1Vd.,South Windsor,CT Site Plan”Prepared by Design Professionals,South Windsor,CT; Project No.3530M,Sheet 6 of 8-C—UTI “Utility Plan”,Dated:7/1 1/19,Revisions:8/15/19,9/3/19,and 9/17/19..This approval is subject to the following conditions: 1.Payment ofthe following charges will be due at the time of connection,the rates for which will he in effect until June 30,2020: a.Connection Charge'in the amount of $21,011.20 for 5.36 buildable acres; b.Capacity Charge in the amount of $8,124.00 for a proposed 1.5”water meter;and c.Drain Layer Permit fee in the amount of $80.00. 6.Technical approval of the Town of South Windsor Engineering Department;and 7.Final Authority approval and acceptance of the sanitary sewerage connection is conditioned upon the installed sewer line having been inspected by the Town staff,and upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority,and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed into the final approval plans. Very truly yours, t‘LaJ- ard Aries,Chairman Water Pollution Control Authority Benjamin Wheeler,Design Professionals,Inc. Michael J.Gantick,Director of Public Works eff Doolittle,Assistant Director of Public Works/Town Engineer Michele Lipe,Director of Flaming Chris Dougan,Chief Building Inspector 1540 SULLIVAN AVENUE 0 SOUTH WINDSOR,CT 06074 TELEPHONE (860)644-2511March12,2020 Metro Construction Eddy Majewski 6 Executive Drive,Suite 100 Farmington,CT 06032 Dear Mr.Majewski: Re:Preconstruction Meeting for Appl.19-39P,Aldi Supermarket,200 Gateway Boulevard The following is a brief summary of points discussed during the meeting: Erosion and Sedimentation Control l.All erosion and sedimentation control measures are to be inplace prior to earth moving operations ineachareaandmaintained/cleaned out during construction.Call Jeffrey Folger,Senior Environmental Planner for inspection when measures are in place,prior to commencement of site work or if any problems/concerns arise during construction at 860-644-2511 Ext.229, 2.All topsoil stockpile areas to be protected (ringed with haybales or equal). 3.During construction,a crushed stone tracking pad may need to be installed and maintained tominimizetrackingofdirt/gravel on to Buckland Road.Calcium chloride or water is to be used for dust control as required. 4.Install and stabilize the detention basin and swale on site first. Public Works l.Three complete sets of approved/revised plans to be provided to Town prior to start of construction.They will be stamped by the Planning Department along with plans developer needs.Only approved plans are to be used on the job site. Name Company E-MAIL Phone numberJeffreyFolgerSWPlanningieffrev.folger@southwindsor.org 644-2511 x229BernieDrabekSWEngineeringbernard.drabek@southwindsor.org 644-2511 x241WalterSummersSWFireMarshalwalter.surruners@southwirrdsororg 644-2511 x217ChristopherDuchesneSWPoliceDept.christopher.drrchesne@southwindsor.org 860-648—6273TonyManfreSWPollutionCtrlanthonv.manfre@southwindsor.org 644—2511 x247MikeChaffrnYankeeHeritageestimatesfcbvankeeheritageinc.com 860-347-8142BrunoLourencoAldibruno.lourenco@aldi.us 290-2900 xl 16EddyMajewskiMetroConstructionemaiewski@metro-realtv.com 860-250—2977 u) The Engineering Depanment is to be notified forty—eight (48)hours prior to the start of majorconstructionworkin(Road Name)with inspections and testing per Developers Checklist for thefollowing: a After site is staked out b.All drainage work c Preparation of subgrade)compaction tests as per Developer’s checklist d Placement of bituminous concrete,two (2)inch layers maximum Drain layers permits must be taken out from the South Windsor Engineering Department with therequiredconnectionandcapacitychargeand$80 permit fee prior to connecting the building tosewer. Certification of gravel used as subbase and processed stone for base will be required from anapprovedtestingcompany Certification of all products used --storm pipe,structures,pavement,oil/grit separator and sewer grinder pump system shall be presented to the Town Engineer prior to installation. NO subgrade formation/base in frozen ground/snow.Same for pipe/structure installation. Progress As Built Plans are to be submitted to the Town Engineer for approval prior to pavingandaftersubgradeformation.Show elevations and location of all storm drainage and sanitary SGWCI‘. An as built plan will be required for the improvements to the site.A separate as built plan will berequired. As built plans are to include horizontal and vertical location of all underdrains,footing drains,and sanitary sewers and house service laterals located as per revised as—built checklist. lO.All pipe and structures to be backfilled with free draining material compacted in maximum onefootliftswithapprovedcompactionequipmentorapprovedequalifdeeptrenchisencountered.Any pipe or structure work requires inspection prior to backfilling. 11 .Any problems and/or questions regarding construction of this project will be directed to EddyMajewskiinthefieldatcellphone860—250—2977. l2.All filling to be done in accordance with Department of Transportation specifications.To becompactedinmaximumliftsandtestedasnecessary .Job meetings will be held as needed,and can be called by the developer or Town. l4.Seventy-two (72)hours’notice needed for a certificate of occupancy inspection.An EngineeringCO.inspection fee of $60 and a Zoning Compliance C.O.inspection fee of $30 are due at thattime. 15.Any proposed changes are to be presented to the Engineering or Planning Department prior toimplementationonchangeorderforminquadruplicatewith4copiesofthedrawing.Town willattempttotumaroundwithin24hours. l6.Normal hours of operation 7:00 am.—5:00 p.m.,no work on Sunday. l7.The sanitary sewer lateral needs to be tested with an air and mandrel test per TOSW standardregulations. No paving after October 15 or before April 15 without written approval from Director of PublicWorks. 19.Extra care must be taken when compacting around structures such as catch basins and manholesThesespotsoftenbecomeproblemareasinthefutureduetosettling,therefore,the townstaff/inspectors will be requesting additional compaction tests in these areas. 20.Sanitary lateral locations should be tied down to existing structures and shown on the progress asbuilt. 21.During construction of individual sanitary sewer house laterals,the contractor shall prepare an as-built sketch on standard form provided by the Engineering Department.This form should besubmittedtothedesignengineer/surveyor for their use in preparing the as—built plan.TheEngineeringDepartmentsuggeststhatthecontractoralsoshowlocationsoffoundationdrainsandwaterlateralsonthisform. 22.Any unfinished site work will be bonded prior to Engineering and Flaming Department sign—offsforaCertificateofOccupancy. Planning Department l8. 1.Landscaping is to be installed in accordance with the approved landscaping plan.lf there arechangesrequired.contact the Planning Department.Additional landscaping installed on one panofasitewillnotprecludeplantingalloftheremainingitemsshownonthelandscapingplan.2.Sign pennits are required for all temporary and permanent signs. Utilities 1.Contact utilities for coordination of utilities connection. Fire Marshal (Commercial Facilities)—see enclosed Police Services —see enclosed Building Department 1.Plan review with Building Official/Fire Marshal required prior to application for building pennit.Coordinate with Chief Building Official. Very truly yours, Jeffrey Folger Senior Environmental Planner Enclosures JF/llz CC:Michele Lipe,Director of Planning Jeffrey Doolittle)Town Engineer Bernie Drabek,Engineering Inspector Michael Gantick,Public Works Christopher Dougan,Chief Building Official Tony Manfre,Superintendent of Pollution ControlWalterSummers,Fire Marshal Utilities W STATE OF CONNECTICUT OFFICE OF THE STATE TRAFFIC ADMINISTRATION DEPARTMENT OF TRANSPORTATIONr:/“5;2800 BERLIN NEWINGTON. TURNPIKE. CT 06I3l-7546 P.O.BOX 317546 Phone:(860)594-3020 April 27,2020 Mr.Kwesi Brown,P.E,,PTOE Milone and MacBroom,Inc‘ 99 Realty Drive Cheshire,CT 06410 OSTA #132-2002-01 Dear Mr‘Brown: Subject Town of South Windsor Previously Issued:N/A Current Proposal:The Gateway Mixed~Use Development (Retail and Office) Street Address:218<274 Buckland Road Current Owner:Buckland Gateway LLC Administrative Decision No.694 A review of your request received January 31,2020 for an Administrative Decision regarding the subject development,including the latest follow-up information received on April 15,2020 has been completed It was determined that the proposed development consisting of 38,636 square feet of retail building space,85,703 square feet of office building space and 643 parking spaces will not substantially affect state highway traffic operations in the area.Sergeant Christopher Duchesne,the Local Traffic Authority representative for the Town of South Windsor,concurred with these findings on April 14,2020.Consequently,on April 27,2020,an Administrative Decision was rendered that formal action by the Office ofthe State Traffic Administration (OSTA)under Section l4-3ll of the General Statutes of Connecticut regarding the proposed development is not required.The decision was based,in part,on the enclosed plan prepared by Milone &MacBroom titled “OSTA Site Plan;The Gateway General Plan of Development;218,240 and 274 Buckland Road,South Windsor,Connecticut”,Sheet Name OSTA,dated January l6,2020,and last revised March 4,2020, The decision shall not be effective until a copy of this letter has been filed on the municipal land records,in accordance with the enclosed procedures,and this office has received a copy of the recorded letter.Upon filing of the letter,this office would have no objection to the issuance of any building or foundation permitsassociatedwiththedevelopment, The allowable overall development within the OSTA certifiable area will consist of 38,636 square feet of retail building space,and 85,703 square feet of office building space;for a total development of 124,339 square feet of mixed»use building space with 643 parking spaces.Any future expansion or proposed land use changes shall only be allowed subject to review by this office and,if necessary,formal OSTA action, Sincerely, Davtd A Sawmki Qua ,L 3;_\2020 o4 27 David A,Sawicki ll 54:00704‘00' Executive Director Office ofthe State Traffic Administration Enclosures Copy to:Sergeant Christopher Duchesne i cliristopheroduchesne d‘southw inclsororg i plan attached Christopher Dougan —christopherdouganQisouthwindsororg —plan attached Benjamin Tripp i BTrippvZv‘Metro-Realu .com i plan attached Kwesi Brown,P.E.,PTOE i kbrown/(Tmminccom —original to be mailed An Equul 0pportunil_r Emp/ql'er Pruitetl un Rt‘ru‘lcd ur Recuwn‘d Paper FROM:Kwesi Brown,PE,PTOE —Milone &MacBroom,Inc. RE:Traffic Review —The Gateway North Site Plan —South Windsor,Connecticut DATE:May 21,2020 MMI #:3571-47-01 Milone &MacBroom,Inca (MMI)has prepared this traffic memorandum with respect to the proposed North Site plan appiication for The Gateway project in South Windsor,Connecticut Based on information provided by your office,it is our understanding that the North Site plan deveiopment wili consist of 38,400 square feet of retail and 50,400 square feet of medical office MMI previously conducted a traffic study (dated November 11,2019)for a master plan full buildout of The Gateway site,comprising 38,800 square feet of retail and 85,700 square feet of medical office.This North Site plan is about 35,000 square feet smaller in sizes The master plan development,which received both local and Office of the State Traffic Administration (OSTA)approvals,proposed off-site improvements at the intersection of Buckland Road and Cedar Avenue/site driveway as follows: Upgrade the existing traffic signal at this location,including new equipment and timing/phasing changes to accommodate the new site driveway. Provide a dedicated left—turn lane and a shared through/right—turn lane arrangement on the new site driveway approach o Restripe the Cedar Avenue approach to provide a dedicated left—turn lane and shared through/right—turn lane. Based on its smaller development size,it is expected that the proposed North Site plan development would generate approximately 75 to 125 fewer vehicular trips (depending on the time of day)in comparison to the full master plan buildout.Therefore,it is our opinion that the proposed North Site plan development can be accommodated within the previously recommended off—site signalization and geometric improvements from the master plan traffic study.No further mitigation will be necessary, 357147-01 em21 20-memo.docx 99 Realty Drive,Cheshire,CT 06410 i 203.271.1773 [www.MMlnccom CTIMAIMEINHINYIVT MILONE &ii V 2 2 ZOZUé“‘~MACBROOM MEMORANDUM SOUTH W1NDSOR PLANN!NG DEPT. TO:Ben Tripp —Metro Realty Group,Ltd. MEMORANDUM To:Michele Lipe,Director of Plannning R hFrom:Jeff Doolittle,P.E.,Town Engineer )fx/ Date:July 1,2020 Re:App 20—27P —The Gateway Site Plan;220—270 Gateway Boulevard i have reviewed the above Site Plan and have the following comments '.The parking calculations show 91 excess parking spaces being provided.Why are so many excess parking spaces needed and can these be instaHed on grass pavers or pervious pavement to reduce the amount of paved impervious surface. 2'.”All sidewalks on site should be at least 5 feet wide,especially where they are right up against a curb. ,The sidewalks need to comply with ADA guidelines (PROWAG)with appropriate landings and ramps with detectable warning strips at intersections. 4.The intersection of Buckland Rd and Gateway Boulevard needs to have pedestrian crosswalks and signals across Buckland Road on both the north and south sides of the intersection. 5.Show 5 foot concrete sidewalks along Buckland Road north of Gateway Boulevard to the property line and up the north side of Gateway Boulevard for future development. .The proposed sidewalk easement to the Town along Buckland Road will need to be extended north to the property line.On the existing sidewalk easement,what does the note that says “hatched portion to be extinguished”mean? .The second entrance to the parking lot offthe north part of Gateway Boulevard (just east of the retail shops)is too close to the 3 way Gateway Boulevard intersection and there may be traffic conflicts there.This parking lot entrance should be reconfigured to be a one way entrance only offthe northern part of Gateway Boulevard.Vehicles exiting the parking lot east of the retail shops will need to use the other entrance/exit to Gateway Boulevard. ,8.Consider installing a small round—about or traffic circle at the 4 way intersection of Gateway Boulevard and the driveway past M&R Liquors,instead of a 4—way stop. A circle would work well here because of the curves going into this intersection and the offset streets on both sides ofthis intersection. /,.9.i did not see any details for the decorative crosswalks across Gateway Boulevard and the parking lots. 10:The parking spaces marked “compact cars only”need to be made standard size parking spaces 1,1'i’Label the slope down into the detention basin between Buckland Rd and the parking lot.This should be no steeper than 3H:1V. 1 g i //127A guiderail is needed along the parking Iot and west end of Gateway Boulevard where the slope into the detention basin is close and steeper than 4H:1V. 13.There are several areas along Gateway Boulevard where there is a low point 53- J//8O feet from a nearby high point These changes in grade should be spread out more so there is at least 100 feet between low and high points and this road does not feel like a roller coaster. 14.There is a spot elevation of 158.55 at a low point on the northern section of Gateway Boulevard by the entrance to the parking lot east of the retail buildings that does not appear to be correct.Check this and other spot elevations. 157The Drainage Plan shows a 30”to 36”pipe exiting the detention basin and g;//connecting to a CB in Buckland Rd with a 24"RCP crossing this roadi Drainage pipes should not be larger than the ones in the downstream system they are connecting to.Either the drainage pipes from the detention basin need to be smaller or the existing drainage pipe across Buckland Road and to the west needs to be replaced with a larger pipe.Provide an analysis of the drainage system downstream ofthe tie in point on Buckland Road. 16.Include pipe sizing calculations and a gutter flow report for the proposeddrainagesystemonthissite. 17.l am still reviewing the drainage report and will have additional comments on it. 8.l concurwith the sanitary sewerextension proposed and analysis provided.This site will be served by a privately owned and maintained sewer system shown. This site plan requires review and approval from the WPCA. 19(The main part ofthe sanitary sewer heading north through the site and to the two ,office buildings to the east should all be 8”diameter pipe.20.Provide the expected sanitary sewer flows from each building connection shown.‘Clarify the sanitary sewer connections shown to the retail buildings.Not all units are shown with a sewer connection and there are two connections in the middle ofthese buildings. ZJzWhy do the sanitary manholes have a 6"outside drop?These should not be /necessary and are not recommended as they make it difficult to maintain the sewers. 22.For any utility and lane extensions or widening in Buckland Road,there is about 3 inches of Class 1 surface pavement over about 4-5 inches of Class 4 binder pavement in this road and all pavement patches or additions will have to match the existing pavement thicknesses. 23.We are still reviewing the Traffic Memo provided and associated master plan andaarecoordinatingthetrafficneedswithotherdevelopmentsproposednearbyand a study ofthe Buckland Road traffic signals that was recently completed by the Town and our Traffic Engineer. Please let me know if there are any questions, to 1 P.o‘sox 1 1 67 21 JEFFREY DRIVE.SOUTH WINDSOR.cr oso 74eslgnPHONE:860.291 .875 5rofessionalswww.designprofessionalsinc.com FAX:860.291 .8757 CIVIL &TRAFFIC ENGINEERS I LAND SURVEYORS l PLANNERS l LANDSCAPE ARCHITECTS Ezrvmg Coimect/cut,Massachusgtts,t Riyade Is/and July 28,2020 Jeff Doolittle.P.E.,Town Engineer 1540 Sullivan Ave. South Windsor,CT 06074 Re:Stormwater Management Report Supplemental Post—Devel.Site Conditions,Analysis of Results,&Storm Sewer Analysis App 21—27P The Gateway Site Plan,220—270 Gateway Boulevard Dear Mr.Doolittle: This letter is intended to serve as a supplemental to the Post-Development Site Conditions,Analysis of Results,and Storm Sewer Analysis sections of our previouslysubmittedStormwaterManagementReportfor220-270 Gateway Boulevard entitled”Stormwater Management Report ~The Gateway ~220,245,265,&270 Gateway Boulevard ~South Windsor,Connecticut”.Results of peak flows to Design Point #l and storm sewer results considering changes to site grading and layout are discussed.The conditions at all other design point remained the same.For more information,please refer to the plans entitled “The Gateway ~Site Plan ~220,245,265,&270 Gateway Boulevard~South Windsor,CT”prepared by Design Professionals,Inc.,and dated May l3,2020,as amended. Post-Development Site Conditions The subject project proposes the construction of 89,280i sf of retail and office buildings.All runoff generated from the parking and landscaped areas will be collected in an underground storm water catchment system and be conveyed to a multiple tiered pond system for water quality and detention. The first of the three ponds proposed,is an underground detention system.All detained runoff will be treated in the isolator rows within this system,before flowing on to the downstream pond,The second and third ponds are both surface basins designed to be dry between storm events.The underground chamber system (UGCI)and first surface basin (P1P)are responsible for detaining the 2—&lO-yr storm events.The lower pond (P2P)will provide storage for larger events and will convey stormwater flows directly to the existing CB in Buckland Road (DPI)via a 24"RCP pipe. The proposed location for the southern office building will intercept a portion of the sheet flow from the watershed upland of the approved pond for the Aldi Site at 205 Gateway Boulevard. Additional modifications to the ponds grading was also proposed to accommodate new walkways and common drives of the subject site.An analysis of the proposed impacts on the Aldi pond was done to evaluate the subject sites impact to the pond for the Aldi site.Analysis results are included in the next section of this report. In the event of a storm larger than the IOO—yr storm,an emergency outlet control structure is proposed to relieve peak flows.A standard Type C—L catch basin grate is proposed just above the IOO—yr storm elevation to accomplish this.In addition to the emergency outlet grate,both surface ponds were designed with an additional 1.0’free board to provide additional storage volume for anemergencyscenarro. See Attachment B for the Post Development Condition HydroCAD report.Existing condition HydroCAD reports are included in Attachment A for reference.The Proposed Conditions Drainage Map for the site can be found in Attachment D. Analysis of Results The pre—development and post—development conditions were analyzed using HydroCAD consistent with National Resource Conservation Service (NRCS)hydrology methods.The discharge location (Design Point #1)was identified as a point of interest for assessing downstream effects.The following table contains the data generated from the HydroCAD software: As seen in the table above,the subject project will result in peak runoff rates in the proposedconditionthatarelessthanthepeakrunoffratesoftheexistingconditionfor2—,10—,25—and 100— year design storms. Storm Sewer Collection System The proposed subsurface stormwater collection and conveyance system was designed to adequately convey proposed runoff under 10—year storm event conditions.The design of the storm sewers followed the guidelines set forth in the Connecticut Department of Transportation’s Drainage Manual.It is estimated that during a 10-year storm event,all proposed subsurface culverts will convey storm runoff without resulting in any unacceptable flooding conditions.The computations are included as Attachment C. Please contact us with any questions. Sincerely,\\\\ \HHHHI’U0E__C_O_N¢’0, 31v ‘LH‘igno/Zé“/DESIGN PROFESSIONALS,INC.X ?,f‘.\{/CEN5E9a ’gf’ONAL ~ 33459 E‘QN‘\ IQ Q,\ I’IHmH"Project Manager C:\j0b5\3530\Stormwaler\General Plan —Nonh Eldgs\$ubmlssion 5 —Suppkmemal (2020-07-23)\3530.N i Drainage Supplememd Repor t , xé M Reach 2 year 10 year 25 year 50 year 100 yearDP#1 —Existing Catch Basin in Buckland Road (South of Cedar Ave) Pre 6.80 19.77 29.06 36.68 44.54 Post 6.62 17.91 26.16 29.93 33.47 Attachment A Existing Conditions HydroCAD cmohsusaoxswrmwa‘ermeneral Han —Nunh aldgs\submission 5 -Supplememal (2020-07-23}\3530.N —Drainage supplememal Repon 08Mvofmlonah iReach 'o Routing Diagram for 3530 -Drainage -North Buildings Prepared by Design Professionals incl ,Printed 5/22/2020 HydroCAD®10.0025 s/n 09320 ©2019 HydroCAD Software Solutions LLC The Gateway Existing Condition Existing to DP1 (To Existing to DP2 (To Existing t0 DP3 (ToBucklandRoad)Buckland Road)M&R) Original Approved Aldi Pond Aldl Parking an reas Aldi Roof Extsting W tiands Pond to Pond —Catch ent Area Existing Wetlands (With ALDI POND Overfiow Pipe) 3530 -Drainage -North Buildings Type III 24—hr 2—yr Rainfall=3.1 1" Prepared by Design Professionais Inc.Printed 5/22/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Paue 2 Time span=0.00—60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR—2O method,UH=SCS,Weighted-CN Reach routing by Dyn—Stor-lnd method -Pond routing by Dyn-Stor-Ind method Subcatchment AE1 :Aldi Parking and Areas Runoff Area=2.673 ac 35.35%Impervious Runoff Depth=1 .61" Tc=8.0 min CN=84 Runoff=4.69 cfs 15,595 cf Subcatchment AE2:Aldi (Roof)Runoff Area=0.684 ac 88.30%impervious Runoff Depth=2.56" Tc=7.0 min CN=95 Runoff=1.87 cfs 6,349 cf Subcatchment AE3:Existing Wetlands Runoff Area=1 4.784 ac 4.29%impervious Runoff Depth=o.48" Flow Length=1,685'Tc=16t6 min CN=63 Runoff=4.16 cfs 25,744 cf Subcatchment E1:Existing to DP1 (To Runoff Area=727,394 sf 5.84%impervious Runoff Depth=0.73" Flow Length=2,111'Tc=32.0 min CN=69 Runoff=6.80 cfs 44,218 cl Subcatchment E2:Existing to DP2 (To RunoffArea=462,141 sf 3.32%impervious Runoff Depth:0.82" Flow Length:1,161'Tc=25.1 min CN:71 Runoff:5.64 cfs 31,753 cf Subcatchment E3:Existing to DP3 (To M&R)Runoff Area=8,338 sf 46.51%impervious Runoff Depth=1 .61" Flow Length=146'Tc=17.5 min CN=84 Runoff=0.26 cfs 1,117 cf Pond AEP1:ALDI POND Peak Elev=151 .66'Storage=9,708 cf lnflow=6.53 cfs 21 ,944 cf Outfiow=3.38 cfs 21 ,943 cf Pond AEP2:Existing Wetlands (With Peak Elev=169.30'Storage=1 ,329 cf lnflow=4.1 6 cfs 25,744 cf Primary=4,1 4 cfs 24,719 cf Secondary=0.00 cfs O cf Outflow=4.14 cfs 24,71 9 ct Total Runoff Area =1,988,095 st Runoff Volume =124,775 cf Average Runoff Depth =0.75" 92.11%Pervious =1,831,322 sf 7.89%impervious =156,772 sf 3530 -Drainage -North Buildings Type ll/24—hr 10-yr Rainfall=4.91 " Prepared by Design Professionals Inc.Printed 5/22/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Paqe 3 Time span=0.00-60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted-ON Reach routing by Dyn-Stor-Ind method -Pond routing by Dyn-Stor-Ind method Subcatchment AE1:Aldi Parking and Areas Runoff Area:2.673 ac 35.35%Impervious Runoff Depth:3.19" Tc=8.0 min CN:84 Runoff=9.25 cfs 30,935 cf Subcatchment AE2:Aldi (Roof)Runoff Area=0.684 ac 88.30%Impervious Runoff Depth=4.33" Tc=7.0 min CN=95 Runoff:3.08 cfs 10,752 cf Subcatchment AE3:Existing Wetlands Runoff Area=14.784 ac 4.29%impen/ious Runoff Depth=1 .45" Fiow Length=1,685'Tc=16.6 min CN=63 Runoff=16.83 cfs 77,933 cf Subcatchment E1:Existing to DP1 (To Runoff Area=727,394 sf 5.84%Impervious Runoff Depth=1 .89" Flow Length=2,111'Tc=32.0 min CN=69 Runoff=19.77 cfs 114,698 cf Subcatchment E2:Existing to DP2 (To RunoffArea=462,141 sf 3.32%Impervious Runoff Depth=2.05" Fiow Length:1,161'Tc:25.1 min CN=71 Runoff=15.31 cfs 78,899 cf Subcatchment E3:Existing to DP3 (To M&R)Runoff Area=8,338 sf 46.51%Impervious Runoff Depth=3.19" Flow Length=f46‘Tc=17.5 min CN=84 Runoff=0.51 cfs 2,215cf Pond AEP1:ALDI POND Peak Elev=152.16'Storage=13,140 cf lnflow=1 2.30 ofs 41 ,687 cf Outflow=7.26 ofs 41 ,687 cf Pond AEP2:Existing Wetlands (With Peak Elev=1 69.75'Storage=2,174 cf lnflow=1 6.83 cfs 77,933 cf Primary=1 6.69 cfs 76,908 cf Secondary=0.00 cfs 0 cf Outflow=1 6.69 cfs 76,908 cf Total Runoff Area =1,988,095 sf Runoff Volume =315,433 cf Average Runoff Depth =1.90" 92.11%Pervious =1,831 ,322 sf 7.89%Impervious =156,772 sf 3530 -Drainage -North Buildings Type /ll 24-hr 25—yr Hainfa/I=6.03” Prepared by Design Professionals Inc.Printed 5/22/2020 HvdroCAD®10.0025 s/n 09320 ©2019 HvdroCAD Software Solutions LLC Pace 4 Time span=0.00—60.00 hrs,dt=0,02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted-(3N Reach routing by Dyn-Stor—Ind method —Pond routing by Dyn-Stor-Ind method Subcatchment AE1:Aidi Parking and Areas Runoff Area=2.673 ac 35.35%Impen/ious Runoff Depth=4.22" Tc=8.0 min CN=84 Runoff=12t15 cfs 40,991 cf Subcatchment AE2:Aidi (Roof)Runoff Area=0.684 ac 88.30%Impervious Runoff Depth=5.44" Tc=7.0 min CN=95 Runoff=3.82 Cfs 13,510 cf Subcatchment AE3:Existing Wetiands Runoff Area=14.784 ac 4.29%Impervious Runoff Depth=2.2o" Flow Length=1,685'Tc=16.6 min CN=63 Runoff=26.61 cfs 117,927 cf Subcatchment E1:Existing to DP1 (To Runoff Area=727,394 sf 5.84%Impervious Runoff Depth=2.74" Flow Length=2,111'Tc=32.0 min CN=69 Runoff=29.06 cfs 165,846 cf SubcatchmentE2:Existingto DP2(To RunoffArea=462,141 sf 3.32%Impervious Runoff Depfh=2.92“ Fiow Length=1,161‘Tc:25.1 min CN=71 Runoff=22.15cfs 112,568 cf Subcatchment E3:Existing to DP3 (To M&R)Runoff Area=8,338 sf 46.51%impen/ious Runoff Depth=4.22" Flow Length=146'Tc=17.5 min CN:84 Runoff=o.67 cfs 2,935 cf Pond AEP1 :ALDI POND Peak Eiev=152.40'Storage=14,911 cf inflow=15.94 cfs 54,502 cf Outflow=10.09 cfs 54,501 cf Pond AEP2:Existing Wetlands (With Peak Elev=170.14'Storage=3,370 cf lnflow=26.61 cfs 117,927 cf Primary=25.24 cfs 116,902 cf Secondary=0.00 cfs 0 cf Outflow=25.24 cfs 116,902 cf Total Runoff Area =1,988,095 sf Runoff Volume =453,777 cf Average Runoff Depth =2.7 " 92.11%Pervious =1,831 ,322 sf 7.89%impervious =156,772 sf .3530 -Drainage -North Buildings Type III 24-hr 50—yr Hainfa/l=6.90" Prepared by Design Professionals inc.Printed 5/22/2020 HvdroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Paae 5 Time span=0.00-60.00 hrs,dt=0,02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted-ON Reach routing by Dyn-Stor—Ind method —Pond routing by Dyn-Stor-lnd method Subcatchment AE1 :Aidi Parking and Areas Runoff Area:2.673 ac 35‘35%impervious Runoff Depth=5.04" Tc=8.0 min CN=84 Runoff=14.41 cfs 48,951 cf Subcatchment AE2:Aidi (Roof)Runoff Area=0.684 ac 88.30%Impervious Runoff Depfh=6.31" Tc=7.0 min CN=95 Runoff=4.40 cfs 15,658 cf Subcatchment AE3:Existing Wetiands Runoff Area=14.784 ac 4.29%Impervious Runoff Depth=2.83“ Flow Lengih=1,685'Tc=16.6 min CN=63 Runoff=34.82 cfs 151,674 cf Subcatchment E1:Existing to DP1 (To Runoff Area=727,394 sf 5.84%impervious Runoff Depth=3.43" Flow Length=2,111'Tc=32.0 min CN=69 Runoff=36.68 cfs 208,042 cf Subcatchment E2:Existing to DP2 (To Runoff Area=462,141 sf 3.32%Impervious Runoff Depth:3.64" Flow Length:1,161'Tc=25.1 min CN=71 Runoff=27.69 cfs 140,160 cf Subcatchment E3:Existing to DP3 (To M&R)Runoff Area=8,338 sf 46.51 %impervious Runoff Depth=5.04" Flow Length=146'Tc=17.5 min CN=84 Runoff=0.79 cfs 3,505 cf Pond AEP1 :ALDI POND Peak Eiev=152.66‘Storage=16,912 cf lnfiow=18.77 cfs 65,201 cf Outfl0w=10.46 cfs 65,201 cf Pond AEP2:Existing Wetlands (With Peak Eiev=1 70.66'Storage=5,697 of lnflow=34.82 cfs 151 ,674 cf Primary=30.46 cfs 150,057 cf Secondary=1 .54 cfs 592 cf Outfiow=32.00 cfs 150,649 cf Total Runoff Area =1,988,095 sf Runoff Volume =567,991 cf Average Runoff Depth =3.43" 92.11%Pervious =1,831,322 sf 7.89%impervious =156,772 sf 3530 -Drainage -North Buildings Type lll 24-hr 100—yr Rainfall=7.77" Prepared by Design Professionais Inc.Printed 5/22/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Paqe 6 Time span=0.00—60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR»20 method,UH=SCS,Weighted-ON Reach routing by Dyn»Stor—lnd method -Pond routing by Dyn-Stor-Ind method Subcatchment AE1:Aldi Parking and Areas Runoff Area=2.673 ac 35.35%Impervious Runoff Depth:5.87" Tc:8.0 min CN=84 Runoff=16i66 cfs 57,002 cf Subcatchment AE2:Aldi (Roof)Runoff Area=0.684 ac 88.30%Impervious Runoff Depth=7.17" Tc=7.0 min CN=95 Runoff=4.97 cfs 17,808 cf Subcatchment AE3:Existing Wetlands Runoff Area=14.784 ac 4.29%Impervious Runoff Depth=3.49" Flow Length=1,685'Tc=16.6 min CN=63 Runoff=43.42 cfs 187,227 cf Subcatchment E1:Existing to DP1 (To Runoff Area=727,394 sf 5.84%Impervious Runoff Depth=4.15" Flow Length=2,111'Tc=32.0 min CN=69 Runoff=44.54 cfs 251,852 cf Subcatchment E2:Existing to DP2 (To Runoff Area:462,141 sf 3.32%Impervious Runoff Depth=4.38" Flow Length=1,161'Tc=25.1 min CN=71 Runoff=33.36 cfs 168,684 cf Subcatchment E3:Existing to DP3 (To M&R)Runoff Area=8,338 sf 46.51%Impewious Runoff Depth=5.87" Flow Length=146‘Tc=17.5 min CN:84 Runoff=0.92 cfs 4,082 cf Pond AEP1:ALDI POND Peak Elev=153.38'Storage=22,819 cf lnflow=21.59 cfs 80,231 cf Outfiow=11.41 cfs 80,231 of Pond AEP2:Existing Wetlands (With Peak Elev=170.96'Storage=7,428 cf lnflow:43.42 cfs 187,227 cf Primary=33.05 cfs 180,781 cf Secondary=7.94 cfs 5,421 cf Outfiow=40.99 cfs 186,202 cf Total Runoff Area =1,988,095 sf Runoff Volume =686,656 cf Average Runoff Depth =4.14" 92.11%Pervious =1,831,322 sf 7.89%Impervious =156,772 sf Attachment B Proposed Conditions HydroCAD C:\iob5\3530\Slormwaler\ceneral Plan -Nonh Eldgs\5ubmlsslun 5 -Supplemennl (2020-07-28H1530N i Drainzge Supplememal Repor !, The Gateway Proposed Condition Main Site (EXCLUDING:CB6~8,CB1 1 -15, CB38-39,C841, R2A-E) Cultec R 902HD DIRECT TO P1P Upper Pond DB O1 C86 8 CB11 15 C838 39 CB41 R2A E Lower Po d (DB-02) DIRECT TO P2P O0E1 0 Proposed (EXIstIng to proposed Exmmg toProposedROWtoDP1DP2)DP3) Reach 'o Routing Diagram for 3530 -Drainage -North Buildings Prepared by Design Professionals Inc.,Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Soitware Solulions LLC Proposed Conditions 3530 -Drainage -North Buildings Type III 24—hr 2-yr Hainfa/l:3.1 1 " Prepared by Design Professionals Inc.Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HvdroCAD Software Soiutions LLC Paqe 2 Time span=0.00-60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-ind method ~Pond routing by Dyn-Stor-Ind method Subcatchment P1:Main Site Runoff Area=782,523 sf 36.36%Impervious Runoff Depth=1 .09" Flow Length=1,865'Tc=26.0 min CN=76 Runoff=13.24 cfs 71,067 of Subcatchment P2:Proposed ROWto DP1 Runoff Area=19,637 st 70.97%impervious Runoff Depth=2.17" Tc=6.0 min CN=91 Runoff=f.13 cfs 3,557 cf Subcatchment P3:Proposed (Existing to Runoff Area=286,108 sf 4.77%Impervious Runoff Depth=0.87" Flow Length=1,161'Tc=25.1 min CN=72 Runoff=3.76 cfs 20,846 cf Subcatchment P4:Proposed(Existingto RunoffArea=2,875 st 74.02%Impervious RunoffDepth=2.27“ Tc=7.0 min CN=92 Runoff=0t17 cfs 543 cf Subcatchment P5:CB6-8,CB11-1 5,Runoff Area=91,366 sf 88.11%impervious Runoff Depth=2.56" Tc=6.0 min CN=95 Runoff=5.95 cfs 19,468 cf Subcatchment P6:DIRECT TO P1P Runoff Area=18,173 sf 0.00%Impervious Runoff Depth=0.98" Tc=10.0 min CN=74 Runoff=0.39 cfs 1,482 cf Subcatchment P7:DIRECT TO P2P Runoff Area=16,729 sf 0.00%lmpen/ious Runoff Depth=0.98" Tc=8.0 min CN=74 Runoff=0.39 cfs 1,364 of Pond P1 P:Upper Pond (DB-01)Peak Elev=149,46'Storage=2,990 cf Inflow=4.10 cfs 72,255 cf Outflow=3.71 cfs 72,226 cf Pond P2P:Lower Pond (DB-02)Peak Elev=146.95'Storage=1,650 cf lnflow:6.50 cfs 93,058 cf Outfiow:5.64 cfs 93,037 cf Pond UGC1:Cultec R-902HD Peak Elev=150.15'Storage=26,727 cf lnflow=13.24 cfs 71,067 cf Outfiow=4.04 cfs 70,773 cf Link L1:DP1 Inflow=6.62 cfs 96,594 cf Primary=6.62 cfs 96,594 oi Total Runoff Area =1,217,411 sf Runoff Volume =118,328 cf Average Runoff Depth =1.17" 67.58%Pervious =822,670 sf 32.42%lmpervious =394,741 sf Proposed Conditions-North Buildings Type l/I 24—hr 10—yr Rainfall=4.91 ”3530 -Drainage Prepared by Design Professionals inc.Printed 7/28/2020 HygroCAD®10.00—25 s/n 09320 ©2019 HvdroCAD Sofiware Solutions LLC Paue 3 Time span=0.00-60.00 hrs,di=0.02 hrs,3001 pointsRunoffbySCSTR-2O method,UH=SCS,Weighted-ON Reach routing by Dyn-Sior—[nd method -Pond routing by Dyn—Stor-Ind method Subcatchment P1: Subcatchment P2: Subcatchment P3: Subcatchment P4: Subcatchment P5: Subcatchment P6: Subcatchment P7: Main Site Runoff Area=782,523 sf 36.36%Impervious Runoff Depth=2.46" Fiow Length=1,865'Tc=26.0 min CN=76 Runoff=31.10(:fs 160,518cf Proposed ROW to DP1 Runoff Area=19,637 sf 70.97%Impervious Runoff Depth=3.89" Tc=6.0 min CN=91 Runoff=1.97 cfs 6,373 cf Proposed(Existing to RunoffArea=286,108 sf 4.77%impen/ious RunoffDepth=2.13“ Fiow Lengfh=1,161'Tc=25.1 min CN=72 Runoff=9.89 cfs 50,755 cf Proposed (Existing to RunoffArea=2,875 sf 74.02%Impervious Runoff Depth=4.00" Tc=7.0 min CN=92 Runoff=0.28 cfs 959 cf CBB-B,CB11-15,RunoffArea=91,366 sf 88.11%Impervious RunoffDepth:4.33" Tc=6.0 min CN:95 Runoff=9.78 cfs 32,971 ci DIRECT TO P1P Runoff Area=18,173 sf 0.00%Impen/ious Runoff Depth=2.29" Tc=10.0 min CN:74 Runoff=0.97 cfs 8,472 cf DIRECT TO P2P Runoff Area=16,729 sf 0.00%Impervious Runoff Depth=2.29" Tc=8‘0 min CN=74 Runoff=Os96 cfs 3,196 cf Pond P1P:Upper Pond (DB-01)Peak Eiev=151 .15'Storage:9,449 cf lnflow=18.49 cfs 163,682 cf Outfl0w=16.76 cfs 163,651 cf Pond P2P:Lower Pond (DB-02)Peak Eiev:147.83'Storage:4,370 cf lnflow=1 7.98 cfs 199,81 8 cf Outflow:1 7.70 cfs 199,796 cf Pond UGC1:Cuitec R-902HD Peak Elev=151 .39'Storage=47,634 cf lnflow=31.10 cfs 160,518 cf Outfiow=1 8.10 cfs 160,21 0 cf Link L1 :DP1 lnflow=17.91 cfs 206,169 cf Primary=17.91 cfs 206,169 cf Totai Runoff Area =1,21 7,411 sf Runoff Volume =258,245 cf Average Runoff Depth =2.55" 67.58%Pervious =822,670 sf 32.42%impervious =394,741 sf Proposed Conditions 3530 -Drainage -North Buildings Type III 24—hr 25—yr Rainfall=6.03" Prepared by Design Professionals Inc.Printed 7/28/2020 HvdroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Pane 4 Time span=0.00-60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR-2O method,UH=SCS,Weighted-ON Reach routing by Dyn-Stor-lnd method —Pond routing by Dyn-Stor-lnd method Subcatchment P1:Main Site Runoff Area=782,523 sf 36.36%lmpervious Runoff Depth:3.41" Flow Length=1,865'Tc=26t0 min CN=76 Runoff=43.20 cfs 222,107 cf Subcatchment P2:Proposed ROW to DP1 Runoff Area=19,637 sf 70.97%Impervious Runoff Depth=4.99" Tc=6.0 min CN=91 Runoff=2t49 cfs 8,160 of Subcatchment P3:Proposed(Existingto RunoffArea=286,108 sf 4.77%Impervious RunoftDepth=3.02" Fiow Length=1,161‘Tc=25.1 min CN=72 Runoff=14.18cfs 71,951 cf Subcatchment P4:Proposed(Existingto RunoffArea=2,875 sf 74.02%Impervious RunoffDepth=5.10“ Tc=7.0 min CN=92 Runoff=0.36 cfs 1,222 of Subcatchment P5:CB6—8,CB11-1 5,Runoff Area=91,366 sf 88.11%Impervious Runoff Depth:5.44" Tc=6.0 min CN=95 Runoff=12.13 cfs 41,430 cf Subcatchment P6:DIRECT TO P1 P Runoff Area=18,173 sf 0.00%Impervious Runoff Depth=3.21" Tc=10.0 min CN=74 Runoff=1.37 cfs 4,861 of Subcatchment P7:DIRECT TO P2P Runoff Area=1 6,729 sf 0.00%Impervious Runoff Depth=3.21 " Tc=8.0 min CN=74 Runoff=1.35 cts 4,475 cf Pond P1P:Upper Pond (DB-01)Peak Elev:151.91‘Storage=13,483 cf lnflow=27.31 cfs 226,656 cf Outfiow=25.31 cfs 226,624 cf Pond P2P:Lower Pond (DB-02)Peak Elev:148.53'Storage=7,405 cf lnflow=26.91 cfs 272,529 cf Outfiow:25.90 cfs 272,507 cf Pond UGC1:Cultec R-902HD Peak Elev=152.12'Storage=58,951 cf lnflow=43.20 cfs 222,107 cf Outfl0w=26.87 cfs 221 .794 cf Link L1:DP1 infiow=26.1 6 cfs 280,667 cf Primary=26.1 6 cfs 280,667 cf Total Runoff Area =1,21 7,411 sf Runoff Volume =354,206 cf Average Runoff Depth =3.49" 67.58%Pervious =822,670 sf 32.42%Impervious =394,741 sf Proposed Conditions 3530 -Drainage -North Buildings Type l/I 24—hr 50—yr Rainfall=6.90" Prepared by Design Professionals Inc.Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HvdroCAD Software Solutions LLC Paqe 5 Time span=0.00-60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted-ON Reach routing by Dyn-Stor-tnd method —Pond routing by Dyn-Stor-ind method Subcatchment P1:Main Site Runoff Area=782,523 sf 36.36%Impervious Runoff Depth=4.1 7" Flow Length=1,865'Tc=26.0 min CN=76 Runoff=52.85 cfs 271,826 cf Subcatchment P2:Proposed ROW to DP1 Runoff Area=19,637 sf 70.97%Impervious Runoff Depth=5.84" Tc=6.0 min CN=91 Runoff=2.89 cfs 9,557 cf Subcatchment P3:Proposed(Existingto RunoffArea=286,108 sf 4.77%Impervious RunoffDepth=3.74" Flow Length=1,161'Tc=25.1 min CN=72 Runoff:17.65 cfs 89,266 cf Subcatchment P4:Proposed (Existing to Runoff Area=2,875 sf 74.02%Impervious Runoff Depth=5.96" Tc=7.0 min CN=92 Runoff=0.41 cfs 1,427 cf Subcatchment P5:CB6—8,CB11-15,Runoff Area:91 ,366 sf 88,11%Impervious Runoff Depth=6.31" Tc=6.0 min CN=95 Runoff=13.96 cfs 48,015 of Subcatchment P6:DIRECT TO P1P Runoff Area=18,173 sf 0.00%Impervious Runoff Depth=3.96" Tc=10.0 min CN=74 Runoff=1.69 cfs 5,990 cf Subcatchment P7:DIRECT TO P2P Runoff Area=16,729 sf 0.00%impervious Runoff Depth=3.96" Tc=8.0 min CN=74 Runoff=1.66 cfs 5,514 cf Pond P1 P:Upper Pond (DB-01)Peak Elev=152.62‘Storage=17,921 cf lnflow=34.59 cfs 277,500 cf Outflow=30.23 cfs 277,468 cl Pond P2P:Lower Pond (DB-02)Peak Elev=149.44'Storage:12,517 cf inflow=32.12 cfs 330,996 cf Outflow=29.65 cfs 330,974 cf Pond UGC1:Cultec R-902HD Peak Elev=152f86‘Storage=68,1 17 cf Inflow=52.85 cfs 271,826 cf Outflow=38.94 cfs 271 ,510 cf Link L1:DP1 lnflow=29.93 cfs 340,531 cf Primary=29.93 cfs 340,531 cf Total Runoff Area =1,21 7,411 sf Runoff Volume =431,593 cf Average Runoff Depth =4.25" 67.58%Pervious =822,670 sf 32.42%Impervious =394,741 sf Proposed Conditions 3530 -Drainage -North Buildings Type Ill 24—hr 100-yr Hainfal/=7.77" Prepared by Design Professionals Inc.Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Pace 6 Time span=0.00»60.00 hrs,dt=0.02 hrs,3001 pointsRunoffbySCSTR-20 method,UH=SCS,Weighted—CN Reach routing by Dyn—Stor—lnd method -Pond routing by Dyn—Stor—Ind method vSubcatchment P1:Main Site Runoff Area=782,523 sf 36.36%Impervious Runoff Depth=4.95" Flow Length=1,865'Tc=26.0 min CN=76 Runoff=62.68 cfs 322,729 cf Subcatchment P2:Proposed ROW to DP1 Runoff Area=19,637 sf 70.97%impervious Runoff Depth=6.70" Tc=6.0 min CN=91 Runoff=3.29 cfs 10,960 cf Subcatchment P3:Proposed(Existingto RunoffArea=286,108 sf 4.77%Impen/ious RunoffDepth=4.49" Flow Lengfh=1,161'Tc=25.1 min CN=72 Runoff=21.19cfs 107,129 cf Subcatchment P4:Proposed (Existing to Runoff Area=2,875 sf 74.02%impervious Runoff Depth=6.82" Tc:7.0 min CN=92 Runoff=0.47 cfs 1,633 cf Subcafchment P5:CB6-8,CB11-1 5,Runoff Area=91,366 sf 88.1 1%impervious Runoff Depth:7.17" Tc=6.0 min CN=95 Runoff=15.77 cfs 54,608 cf .Subcatchment P6:DIRECT TO P1P Runoff Area=18,173 sf 0.00%Impervious Runoff Depth:4.72" Tc=10.0 min CN=74 Runoff=2.01 cfs 7,149 cf ,Subcatchment P7:DIRECT TO P2P Runoff Area=16,729 sf 0.00%Impervious Runoff Depth=4.72" Tc=8.0 min CN=74 Runoff=1.98 cfs 6,581 cf Pond P1P:Upper Pond (DB-01).Peak Elev=153.48'Storage=24,181 cf lnflow=43.14cis 329,561 cf Outflow=35.1 5 cfs 329,529 cf Pond P2P:Lower Pond (DB-02)Peak Elev=150.41'Storage:19,441 cf lnflow=37.29 cfs 390,718 cf Outfiow=33.1 8 cfs 390,695 cf Pond UGC1:Cultec R-902HD Peak Elev=153.81'Storage=76,204 cf Inflow=62.68 cfs 322,729 cf Outfiow=42.39 cfs 322,412 cf Lin L1:DP1 Inflow=33.47 cfs 401 ,655 cf Primary=33.47 cfs 401 ,655 cf Total Runoff Area =1,21 7,411 sf Runoff Volume =51 0,789 cf Average Runoff Depth =5.03" 67.58%Pervious =822,670 sf 32.42%Impervious =394,741 sf k Proposed Conditions 3530 -Drainage -North Buildings Type Ill 24-hr 100-yr Rainfall=7.77" Prepared by Design Professionals Inc.Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC ,Paqe 1 Summary for Pond P1 P:Upper Pond (DB-01) Routing by Dyn‘Stor-lnd method,ime Span:000-6000 hrs,dt:0.02 hrs Peak Elev:153.48‘@ 12.71 hrs Surt.Area:7,849 sf Storage:24,181 cf Plug-Flow detention time:12.3 min calculated for 329,529 cf (1 00%of inflow) Center-of—Mass det.time:12.1 min (930.8 -918.7) Volume Invert Avail.Storage Storage Description #1 148.00'28,432 cf Custom Stage Data (Prismatic)Listed below (Recalc) Primary OutFlow Max:35.09 cfs @ 12.69 hrs HW:153.48'TW=150.01‘(Dynamic Taiiwater) 1=Cuivert (Outlet Controls 6.99 cfs @ 8.90 fps) 2=Cuivert (inlet Controls 28.09 cfs @ 7.95 fps) T Infiow Area =800,696 sf,35.54%impervious,inflow Depth:4.94"for 100-yreventInfiow=43.14 cfs @ 12.47 hrs,Volume:329,561 cfOutflow=35.15 cfs @ 12.69 hrs,Volume:329,529 cf,Atten:19%,Lag:13.1 minPrimary=35.15 cfs @ 12.69 hrs,Volume:329,529 cf Elevation Surf.Area lnc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic—feet) 148.00 1,254 0 0 149.00 2,329 1,792 1,792 150.00 3,461 2,895 4,687 151.00 4,649 4,055 8,742 152.00 5,894 5,272 14,013 153.00 7,195 6,545 20,558 154.00 8,553 7,874 28,432 Device Routing invert Outlet Devices #1 Primary 148.00'12.0"Round Culvert L:42.0'CPP,square edge headwali,Ke:0.500 Inlet /Outlet invert:148.00'/147.00'S:0.0238 ‘/‘Cc:0.900n:0.013,Flow Area:0.79 sf #2 Primary 150.00'18.0"Round Culvert X 2.00 L:33.0'CPP,square edge headwaii,Ke:0,500 Inlet /Outlet Invert:150.00'/149.00'S:0.0303 '/'Cc:0.900 n:0.013,Flow Area:1.77 sf Proposed Conditions 3530 -Drainage -North Buildings Type III 24-hr 100—yr Hainfal/=7.77" Prepared by Design Professionals inc.Printed 7/28/2020HdroCAD®10.0025 s/n 09320 ©2019 H droCAD Software Solutions LLC Pa e 2 I lnilow I Primary Time (hours) Proposed Conditions3530-Drainage -North Buildings Type //I 24-hr 100-yr Rainfa//:7.77"Prepared by Design Professionais Inc.Printed 7/28/2020HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Soiutions LLC Page 3 Summary for Pond P2P:Lower Pond (DB-02) Routing by Dyn-Stor-lnd method,Time Span:0.00-60.00 hrs,dt:0.02 hrsPeakElev:150.41'@ 12.97 hrs Surf.Area:7,967 sf Storage:19,441 cf Plug-Flow detention time:6.8 min calculated for 390,565 cf (1 00%of inllow)Center-of—Mass det.time:6.7 min (911.4 -904.8) Volume invert Avail.Storage Storage Description #1 146.00‘24,426 cf Custom Stage Data (Prismatic)Listed below (Recalc) Primary OutFlow Max:33.18 cfs @ 12.97 hrs HW=150.41'TW:0.00'(Dynamic Tailwater)=Culvert (Passes 33.1 8 cfs of 36.09 cfs potential flow)2=Culvert (inlet Controls 33.18 cfs @ 10.56 fps)3:0rifice/Grate (Passes 33.1 8 cfs of 42.02 cfs potential flow) Infiow Area =908,791 sf,40.17%Impervious,inflow Depth =5.16"for 100-yr eventinflow=37.29 cfs @ 12.66 hrs,Volume:390,718 cfOutflow=33.18 cfs @ 12.97 hrs,Volume:390,695 cf,11%,Lag:18.8Primary=33.18 cfs @ 12.97 hrs,Volume:390,695 cf Lag: Elevation Surf.Area lnc.Store Cum.Storefeets-lt cubic-feet cubic-feet146.00 1,073 0 0147.00 2,492 1,783 1,783148.00 4,027 3,260 5,042149.00 5,619 4,823 9,865150.00 7,266 6,443 16,308151.00 8,971 8,1 19 24,426 Device Routing invert Outlet Devices #1 Primary 143.72‘24.0"Round CulvertL:58.0'CPP,square edge headwall,Ke:0.500Inlet/Outlet Invert:143.72'/142.97'S:0.0129 '/‘Cc:n:0.013,Flow Area:3.14 sf#2 Device 1 144.60'24.0"Round CulvertL:29.0‘CPP,square edge headwall,Ke:0.500Inlet/Outlet Invert:144.60'/143.72‘S:0.0303 '/'Cc:n:0.013,Flow Area:3.14 sf Cc: #3 Device 146.00'30.0"Vert.Orifice/Grate C: Proposed Conditions 3530 -Drainage -North Buildings Type III 24-hr 1 00—yr Rainfall=7.77" Prepared by Design Professionals Inc.Printed 7/28/2020 HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Soiutions LLC Pace 4 Pond P2P:Lower Pond (DB-02) Hydrograph I infiuw I Primary Time (hours) 3530 -Drainage -North Buildings Prepared by Design Professionals Inc. HydroCAD®10.00-25 s/n 09320 ©2019 HydroCAD Software Solutions LLC Summary for Pond UGC1:Cultec R-902HD Proposed Conditions Type III 24-hr 100-yr Rainfa//=7.77" Printed 7/28/2020Paqe 5 Routing by Dyn-Stor—lnd method,Time Span:0.00-60.00 hrs,dt=0.02 hrs Peak Elev=153.81'@ 12.69 hrs Surf.Area=21 ,1 10 sf Storage:76,204 ct Plug-Flow detention time:89.3 min caicuiated for 322,305 ct (1 00%of infiow) Center-of-Mass det.time:89.2 min (920.9 -831.7) Volume invert #1A 148.25‘ #2A 1 49.00‘ Avail.Storage Storage Description 29,021 cf 363.75'W x 58.03'L x 5.75‘H Field A 121 ,380 of Overall -48,827 cf Embedded =72,553 cf x 40.0%Voids 48,827 cf Cultec R-902HD x 750 Inside #1 Effective Size=69.8"W x 48.0"H =>1 7.65 sf x 3.67'L =64.7 cf Overall Size:78.0"W ><48.0"H x 4.1 O'L with 0.44'Overlap 750 Chambers in 50 Rows Cap Storage:+2.8 of x 2 x 50 rows =276.0 cf 77,848 cf Total Available Storage Storage Group A created with Chamber Wizard Primary OutFlow Max:36.60 cfs @ 12.47 hrs HW=153.19‘TW=152.83'(Dynamic Tailwater) 1=Culvert (Outlet Controls 0.42 cts @ 2.13 fps) 2=Culvert (inlet Controls 9.04 cfs @ 2.88 fps) 3=Culvert (inlet Controls 27.13 cfs @ 2.88 fps) lnflow Area =782,523 sf,36.36%Impen/ious,lnflow Depth =4.95"for 100—yr event lnflow =62.68 cfs @ 12.35 hrs,Volume:322,729 cfOutfiow=42.39 cfs @ 12.47 hrs,Volume:322,412 of,Atten:32%,Lag:7.2 minPrimary=42.39 cis @ 12.47 hrs,Volume:322,41 2 cf Device Routinq Invert Outlet Devices #1 Primary 148.25'6.0"Round Culvert L=45.0‘CPP,square edge headwall,Ke:0.500 Inlet /Outlet invert:148.25'/148.00'S:0.0056 ‘/'Cc:0.900 n=0.013,Flow Area:0.20 sf #2 Primary 1 49.25'24.0"Round Culvert L=43.0'CPP,square edge headwall,Ke:0.500 lnlet /Outlet lnvert=149.25'/149.00'S:0.0058 '/'Cc:0.900 n=0.013,Flow Area:3.14 sf #3 Primary 150.37'24.0"Round Culvert X 3.00 L:40.0'CPP,square edge headwall,Ke:0.500 Inlet /Outlet lnvert=150.37'/150.00'S:0.0093 ‘/'Cc:0.900 n:0.013,Flow Area:3.14 sf Proposed Conditions 3530 -Drainage -North Buildings Type /I/24-hr 100~yr Rainfall=7.77" Prepared by Design Professionals Inc.Printed 7/28/2020Hdr0CAD®10.00-25 s/n 09320 ©2019 H droCAD Software Solutions LLC Pa e 6 Pond UGC1:Cultec R-902HD Hydrograph I Inflow I Plimary o.2 4 é'8'10'12 14 is 1s éo 22 2i:ée 23-30 32‘34'35 .3'8 4o 42 44715 4é 5o 52 §4‘5s K 58 60Time(hows) Attachment C Storm Sewers Analysis c:\jobs\3530\smnnwaurmeneral Plan -Nonh Bldgs\submission s -Supplememal (2020-07-2s)\1530.N i Draimgz Supmemgnm Regan ”IonMI: storm and Sanitary Analym 202a sxcrm SewerAna‘ym The GatewayHymauncGradeLmeAnalysusResuusDPINo3530 N Subbasin Summary Subbasin Area Welghled Total Tolai TDlal Peak Time D! ID Rune"Raima’l Runoff Runn"Rune”Concentrahon Cvemaenl Volume ac m m Sub-CB-m 0.13 D.$500 0.68 O 57 0 U7 0.75 Sub-CE-U2 0,27 0,7700 D 73 U 56 0.15 1.29 Sub»CBr03 D 24 O 6800 0.63 0 46 0,11 1 1D SubvCB-DA D 32 0 5800 0 65 D 59 0 1g 1 90 Suh-CE»05 D 38 0 B700 0.68 D 59 U 22 2 23 $ub-CBVDS 0 38 D B700 D 63 0.59 0 22 2 23 Sub-C807 0.33 0.8600 0.58 0 50 D 19 1 92 Sub-CBaDE 0 14 D 3600 D SE 0.50 0.03 D 81 SubrCB-OQ l]31 D 5000 0.53 0 54 0 17 1 67 Sub-C540 0 29 0.8400 0,58 0 57 0.16 1.84 Sub-C941 0 11 0 7900 O 68 0 53 0 06 0 59 SubrCB-12 0 03 0 7000 0 73 0 51 0 02 O 13 Suh-CB-13 018 07300 073 D53 0 1O 052 Sub-C844 O 07 0 6400 0 77 0.49 0.03 0 26 SubrCB~15 O 15 0 H200 0.63 0.55 D 08 D ES Sub-C846 0.03 0.9000 0,68 0 61 0 02 0.18 Sub-CE-17 0,12 0,7500 O 73 0.54 0.07 0 56 Sub-CBJB D 30 O 8400 0 68 0 57 0 17 1 70 Suh-CE-19 0 31 0 3000 0 68 0 54 G 17 1,57 Sub-C320 0.14 0 7700 D 6B D 52 0 07 0,73 SubaCBr21 0 O5 U 9000 0.68 0.61 D 03 0 30 Sub-CB-ZZ 0,11 0 8500 0 58 0 57 0.06 0 63 Sub‘CEVZS 0 38 0 7900 0.68 0,53 0 20 2.03 Sub-C544 0.14 0.7700 0.68 0,52 D 07 0.73 Sun-C545 0 05 0 9000 0,68 0 61 0.03 0 30 Sub-C3726 0 07 0 9000 0.68 0 61 0 04 D 43 Sub»CB-27 0.14 0 7300 0 73 0 53 0 07 0.64 Sub-CB-ZB 0.21 0.0400 0 63 0.57 0 12 1,19 Sub-(2029 0 21 0 0400 0.68 0.57 0.12 1 19 Sub»CB-30 0.12 0.7500 0.73 0 54 0.07 0 56 Sub-CE-31 0.09 0.8300 0 53 O 56 0.05 0.50 Sub-CB4?0,11 0 6300 0 77 0.49 0 05 0 40 Sub-C543 0 02 0 9000 0,63 0,61 O 01 0.12 Sub-CE-CM 0.07 0 7300 0 73 0 53 0.04 0.32 Sub-0505 0.35 0.7600 0 73 0 55 0 19 1 65 SubrCB-36 O 12 0 7000 0 73 0 51 0.06 0.52 Sub-CE-37 0,09 0.8300 0 GE 0.56 0 05 0 50 500C338 0 06 0 6000 0.77 0.46 0 03 0 21 Sub-CB-39 0 13 0.7500 0.73 0 55 D 07 0 61 $006540 0 09 0,9000 O 53 0.61 0.05 0.55 Sub-CB-41 0 01 0 9000 0.63 0.61 D 01 0 06 SubvEX-CB-m 0 45 0.7300 0 68 0 49 0 22 2.22 SUD-EX-CE-02 0.37 0 7900 0 6B 0 53 0 19 1.95 Sub-M»1A 0 13 0.9000 0 65 0 61 0,08 0 79 SubrMr1 E O 33 0 9000 0.68 0.51 0 20 2.00 Sub-M40 0.12 0.9000 0.68 0 61 0 07 0,73 Sub»M-2A 0,13 0.9000 0 60 0.61 0.08 0 79 Sub-M723 0 33 0 9000 0.63 0.61 0 2O 2 00 Sub-M-2C 0 12 0.9000 0.68 0 61 0.07 0 73 0.09 0,9000 0 69 0.61 0.05 0 55 010 09000 068 061 006 061 0.06 0,9000 0 68 0 61 0,04 D 36 010 09000 06B 061 006 061 0.09 0 9000 0 GE 0 61 0.05 0.55 0.09 0.9000 0 69 0.61 0 05 0 55 0,10 09000 0.68 0.61 0 06 061 0 06 0.9000 0.68 0 61 0 04 0,36 0 10 09000 060 0.61 006 061 SubaRVZE 0 09 0 9000 0.68 0,61 0 05 0 55 Sub-YD-01 0.03 0.5000 0,77 0 39 0.01 0 09 SUb-YD-02 0 07 0,3000 0 77 0 23 0 02 0 12 SubrYD-03 0 23 0.21 00 1 07 0 22 0 05 0.19 Sub-YD-04 1.51 0 2300 1 01 0 23 0.35 1.45 Sub»YD-05 0,49 0 2200 0 90 0 20 0 10 0 52 Sub-YD-06 4 5B 0.3000 1 20 0 33 1.76 4.28 SLIh-YD-07 1,82 0.2200 1 13 0.25 0,45 1 47 Sub-YD-08 0 57 0.2000 1.12 0 23 0 13 0,42 Sub-YD-09 1.72 0 1700 1 12 0.19 0 33 1 09 SubaYDr10 0 01 0 3000 0.77 0.23 0.00 0 02 Sub-YD-11 0.05 0,3000 0,77 0 23 0.01 0 09 Sub-YD»12 0 05 0 7800 0 SB 0.53 0.03 0 26 SubvYD-13 0 04 0 7500 0 6B 0,51 0 02 0 20 Sub-YD-14 0.01 0 3000 0 6B 0 20 0.00 0 02 d5 da s hh m s 00 06 00 0007:00 00:06:00 00'06 00 00 06 00 0006 00 00.06 00 00 06 00 00.06‘00 00 06.00 0 6'00 00'07'00 00 07 00 00 06 00 00:06 00 00 06.00 00 07:00 00.06'00 00:07.00 00:06:00 00:05 00 0007.00 00.06 00 00.03200 00:06.00 00 07:00 00.07'00 00‘07 00 00:06:00 00'03 00 00.07‘00 00:06 00 0006:00 00 06‘00 00 06.00 00.06'00 00‘06’00 00.0600 00.06100 00'06 00 00.06 00 00:06.00 00’06‘00 00 06:00 00,06‘00 00 06.00 00:06:00 00‘06’00 00.06.00 00:06.00 00'06 00 00.0800 00:08.00 0016123 0014:06 00.11'12 0024.42 00.18:30 00.15.06 00:18:00 00'03’00 00.08 00 00'06 00 00 06.00 00:06:00aooccaccaoaoaaoco¢oaooaoaaooaacoconaaoaooooooaaoccooccoaoasoaoocuoauooosa Page 1 a Storm and Sannary Ana‘ysvs 2020 Link Summary ll 4 00 244,00 234 DD 29 OD 55 OD 15 00 102 DD 24 00 5 00 5.00 143 00 53.00 24 OD 104 00 50 00 21.00 42.00 53.00 88 00 169 00 45 00 37 00 42.00 3 00 23.00 8,00 50 00 25.00 76.00 77 00 72.00 8.00 26 00 27 00 11,00 34.00 68 00 29 00 65.00 109 DD 101 DO 100 00 89 00 26 00 53.00 54 00 101 00 B9 00 132 00 52 00 54 00 41 00 15 00 25 00 Z1 00 100 00 131 00 57 00 32 00 20 00 29 00 23 00 65 00 23 00 Dune:Average Duameteror lnverl Heygm Roughness Flow lnlElLengm Inven Elevahun Elevallon 1t 149.27 155,90 155 62 144.60 143,72 142 97 152 36 145 70 149 22 149 22 153 20 150 89 154 58 153.00 152.39 152 04 151.03 151.52 154 17 154.00 155 1D 154.70 150,52 156 12 155.50 157,59 157 09 156 14 160 90 157.17 15S 69 157 69 157.10 155 24 156.22 155 55 159.92 161.25 157.51 158.27 160 AA 152.19 159.83 158 51 161.18 160.81 160 43 159.82 159.28 161 1a 160.01 157.10 151.58 155 04 150 21 151.92 151 31 159.48 150.50 152 50 150.46 148 90 155.19 154 80 11 149,25 154 45 153.24 143 72 142 97 142 78 150.72 140 00 149.20 14g 20 152.49 150 E2 154 30 153.40 152 14 151 93 151.52 151 25 152.72 153,93 154.00 154 45 150 31 155 70 155 47 157 19 155 70 154.90 150 00 156 79 153 49 157 2s 157.04 154.90 155 75 155.37 159 58 150.95 157 27 157 71 159.93 151 68 159 30 150.37 160,91 160 53 159.92 159 38 150 61 160 91 160 54 155 90 151,48 154 30 15011 151 41 150 65 159 19 149 B7 15245 160 02 146 7D 154 30 154 68 srope “A 0 5000 D 5900 1.0200 3 0300 1 2900 1.2700 1 6100 2,9200 0,4000 0 4000 0,5000 0 5100 1.1700 0 4600 0 5000 0 5200 0 5000 0 5100 1 6500 0 5100 0.4900 0 8900 l)5000 5.2500 0 5700 5 0000 0.7800 4,9600 3 6000 0.4900 4 4400 5.0000 0.5800 4 9500 4.2700 0 B200 0 5000 1 0300 0 5000 0 5100 0 5000 0 5100 D 511m 0 5400 0 5100 u 52m) 0 5000 0 4900 D 5100 0 5200 D 5000 0 4900 0 5600 2.9600 0.4800 0 5100 0.5000 0 51 00 1 9700 0.5000 1 5200 0.0700 1.3700 O 5200 In 35 000 12 ouu 12,000 24 000 24.000 24 000 15.000 24 000 15 000 15 000 18 000 12 000 18 000 18 000 30 000 36.000 36 000 36 000 15 000 15.000 12.000 12 000 12.000 12.000 12 000 12 ouu 12.000 12 000 12.000 24 000 24 000 12.000 12 000 12 000 12 000 12 000 12 000 12 000 24 000 24.000 15 000 12 000 15 uoo 24 000 12 000 12.000 15 000 15 000 10.000 12.000 12.000 12 000 15 000 12.000 15.000 12 000 15.000 12 000 w Duo 12.000 12 000 24.000 12 000 12 000 Manning's Peak Design Fmw peak Flaw Peak How mamme Depm Surmarged C15 30.62 2 54 2.57 17 7o 19 91 21:54 5 54 10.55 2 92 4 01 s 97 1.09 o ac 4.04 27 a4 3025 so 42 aoaz 4.91 3,33 0.31 1,35 2 25 2,25 2 57 1 19 1 72 2 13 u 50 15,41 15 9o 1.70 2 17 2 35 o a3 1 02 2.1a 0.72 13 ao 11.33 3.51 1 as 4 46 1o 74 o as o 79 3.09 3,95 5 12 0.12 1193 o 21 4 o2 2.57 2,92 2 1s 3.99 2 45 9 96 o e1 o 54 111.66 o 09 0 40 0 0130 0 01 30 0.01 30 0.01 30 0 01 30 0 01 30 D D130 0.01 30 0 0130 c D130 0 0130 0,0130 u man 0 0130 0 0130 u 013D 0 0130 0 0130 0.0130 0 01 30 0.01 30 0 01 30 0 01 30 0.01 30 0 01 30 0 01 30 0.01 3D 0,01 30 0 0130 0.0130 0,0130 0 0130 0.0130 0,0130 u D131) 0 0130 0 0130 0 0130 0 0130 0 0130 0 0130 0 01 30 0 0130 0 0130 0 01 30 0 0130 0.01 30 0.01 30 0 01 3D 0.01 30 0 01 30 0.01 30 0.01 30 0 01 30 0:01 30 0 01 30 0 01 30 0.01 30 D 01 30 0.01 30 0 01 30 0 01 30 0,01 30 0 0130 Capacuy Velocuy ds a7 1e 2 75 a 59 29 41 25.72 2545 5.15 3a 54 4 09 4.09 7.40 2 54 11 35 7 14 29 00 45.27 47 1e 47.51 a 29 4 e3 2 49 a as 2 52 a 1s 2 ea 7 97 3.15 7 93 5.54 1599 47 59 7.97 2.71 7 94 10.59 3 23 2,52 a e2 1a no 15.22 4 59 2 54 4 59 15,60 2 54 2 57 4 59 4 54 7 4a 2 57 2 52 2.49 4 01 5.13 4 4e 2.54 4.59 2 54 14 74 2 52 4.39 21 1a 4 17 2.57 Wsec 7 10 7 27 8 46 12 21 9 05 9 11 7.19 10 50 3 52 3 80 4 86 4 20 3 71 4 20 6 75 7 21 7 09 7 15 7 05 4 33 3.53 4 40 3.56 8 89 3 90 7.29 4 10 0.57 5,55 5 00 13.66 8 07 3 B4 0 00 8 04 3 65 3.56 4 06 5 74 5.60 4 15 5 39 4.31 5 52 2.22 2.90 4 05 4.21 4.60 2 39 2,98 2 52 4.39 7 54 3 87 5.50 4 30 3.74 8.95 2 84 4.21 6 73 3.03 2,61 1 76 0.75 0 62 O 94 1.32 1 43 0.75 0 72 D 70 1 01 1 16 D 45 0 27 0 01 1 97 1.72 1 75 1.75 0.59 0 07 0 39 0 53 0 74 0,36 0 79 0 26 0 53 0 35 0 18 1 59 0 OD 0.31 0 68 0.37 0.19 0.33 0.72 0 30 1.43 1.23 0 B2 0.53 0,99 1 17 0.12 0,38 0,75 U99 0,91 0 15 0,42 0 19 0 37 0 46 0 74 0 71 0,90 0 79 0 90 0 34 0 Z4 1 01 D 1U 0 27 mm 0 00 0.00 0,00 0 00 0 00 0 00 0 00 0 00 D 00 0 00 0.00 D 00 0 00 0 00 0.00 0,00 0 00 0 00 0,00 O 00 0.00 0 00 0 00 0 00 0 00 0 00 0 00 u 00 0 00 0 00 11 00 0.00 0 00 0.00 0.00 0.00 0.00 0 00 o Du 0.00 0 00 o Du 0.00 0 00 c Du 0.00 0 00 0 Du 0 00 0 00 0,00 0 00 0.00 0,00 0 00 0.00 0,00 a Du 0:00 0 00 0.00 0,00 u OD 000 The Gateway DPI No 3530 N 51mm Sewer Ana1ysus Hyurauhc Grade Lme Analysus Resuus From Tu (cunet)(mien Node Nude DMH-m uGc-IN1 R2 cam R1 v0.14ocsEx-cm EX‘cm exrcaz EX-CB?EX»FE1 caamTYPEI)carsea'YPEI)wou.‘FE-H DMH-oa uGc-ma DMHroz UGCV‘N2caqgavpgmca-oguvPEn)ca-na CB-o2 c3731 caraoca—ao ca-zgn’YpEn) CB-ogmrPEu)YD-u YDVM YD-n v9.13 YD-12 Yin-12 DMH‘mcamcmu‘rvpa)ca—wmrPEn)CE-uwYPEH) ca-13aYPE1)ca42mPEn CB-1zmrPE1)ca-11 c5702 c3701ca-as ca—34 ca—34 CB-aacavzsc5727c347ca—zaca—zs ca-zsmrPEu) c5737 ca-35c343ca—22caqzca-omTYPEmca-m 95-17 ca-17 08-16 (28-16 CB-1o(TYPEII) c345 ca-14 (2314 CB-12(TVPEI) c349 ca-21 CE-2H VD-U7 CE25 CB—za c324 c325 YD-m VD-uscemavpau)CB-oswvpgn) v0.05 vn-oe yD—os ca—24 YD41 Yum YD-w YD-og vo—og vD-us VDaa mm VDvm mos VD»U2 YD-O3mmVD-mca—sa ca—asca-oamrPEn)DMHrozca-za ca-auCE-m DMH-oacaroemmemcaronwpen)ca-omYPEn)ca-aso‘vpa) 03-21 c325cavzemrpa)camawa) ca»39(TYPEI)ca—mTvpEI) c3740 c3719ca-oau’vpa)wou-1 YDm CE-aoca-az cam Page2 51mm and Sanaary AnauySIs 2020 Junction Input Elemem ID CEmc3702ca-nacs-omweu)carosmPEIuca-osmpEu)caron‘rYPEn)ca-osmpsnca—osmPEn)carwmPEu)(ta-11 ca—12(TYPEn ca-uqwaj c344 c545 CB-1e c547 c5-1a c349 csVzo ca-21 c5722 c 3.23 93-24 c3725 ca-za ca»27cavzs ca-zgmpgn)ca—aoc5731 05.32 c Baa c3454 c M5 c MSUYPEJ} cam ems cwgmpa) cur: caumpa) DMH-m DMH-oz nMHm Ex-c E1 Ex-c 32 ocs R1 R2 wouv1 mm Ynez Yum mm mos Yuma VD-m vnoa YD-ug vn-1 o v0.1 1 v0.1 2 Yo-1 a v0.14 Invert (Emma/Run (Max)Elevauan E1Evallon (n)154,40 153,53 153 OS 154 4O 154.40 154 40 153.90 152 2S 155.83 157,29 155 68 157 66 157 37 15E OB 160.72 159.72 159 54 160.17 152.23 163,50 163.55 161,90 162.23 163 50 163 66 15E 95 159 49 161.29 157 22 156.63 157 09 157 D9 156.02 15B 02 160 37 153 31 163 11 159.40 154.77 162 73 155.29 157.30 155,09 155 1E 140.53 148.12 150 30 150.40 153 40 152,50 157 49 163 50 163.50 163 00 163.00 163 30 153:30 1E3 00 163.00 163.50 163 5D 156.00 157,98 157 41 (n)150.21 150,52 150 69 152.19 151,58 151 92 151 31 148 9O 152 39 154.80 154 17 154.7& 155.10 155 65 156.72 156,24 157,19 157 69 159 92 1S1 25 159 48 155.59 157 17 153.27 157 51 156 14 157.09 157,59 153 20 153 B2 154 58 .15480 155.04 155.50 156 12 150.50 160 ED 157.10 152.55 150 46 152,35 149 27 149 22 149 22 143 20 142.97 144.60 155.20 155.20 148.70 155 19 161 18 760 a1 150.44 159,83 15B 51 159.23 159,82 160.43 160 B1 1S1 1B 151 52 151 53 152 04 Page 3 Storm SewerAnalys1s Hydrauhc Grade Line Analysxs Resuns The Gamay DPI NO 3530 N 5mm and Sanuary Analysls 2020 smrm Sewer Analym The Gaieway Hymunc Grace Lme Analysys Resuns DP!Na 35:0 N Junction Results Elemem Peak Peak Max HGL Mm Tmem ID Innaw La‘elai EIevaIIDn Freebuard Max HGL Innow Anamea Anamed Occurrence (as)(as)(t1)(n)(days rm mm)ca-m 2 92 0.75 151 05 3.35 o no o7ca-cz 2 25 1 29 151 25 2 27 u uu o7cam11o11o15135174o0006camavpau)1 90 1.90 152 a:1 57 0 00 06 ca-051TYPE11)4 02 2 23 152 45 1 95 0 00 05ca-oeaYPEu)2 23 2 23 152 e5 1.75 0 00 oecamrwpgu)4 04 1 91 152 22 1 sa 0 00 oe CB»031TYFE1)10 65 o a1 15o 77 1149 0 00 o7ca-osrTVPEm 27 04 1 s7 154 00 2 03 0 00 05 CE-1U(TYPE1IJ 3 96 154 155 59 160 0 DO 06 00211 4 91 0 59 155121 147 0 00 06 00.121TYP511 185 0 13 155 70 150 0 00:05 CB-13(TYPEI)o 82 0 52 155 49 1 30 o m1 07 05-14 1 02 0725 155 04 2 04 0 00 00 00.15 0 03 0 s3 155,91 3 31 0 00:05 C546 2 35 0 1B 157 72 2 DD O 00.05 00717 2.10 0 55 157.07 157 0 0005 00.10 1 70 170 15a 00 2 17 0 0005 c019 221 157 15055 15a 0 0005 00720 0,73 0 73 151 55 195 0 00:05 0321 2 40 0 30 150 30 3 35 0 00 05 00422 15 90 0 53 155 30 3.52 0 00:07 c0-23 15 43 2 03 15a 75 3 47 0 00 07 00-24 11 35 0 73 159 54 3.95 0 00 07 00.25 13 a1 0.30 159 93 355 0 0005 0025 2 13 0 43 157 23 175 0 00 05 00727 1 73 0 53 157.52 1.07 0 00 05 00-25 1:19 1.19 157 05 344 0 0005 CE»29(TVPEII)6 93 1 19 155 25 1 97 D DD 06 00730 4 05 0 55 154 75 1.57 0 00 07 00-31 0 00 0.50 154.95 2 14 0 00 ca CB»3Z U 40 0 40 155 07 2.02 0 DD 05 00733 2 57 0 12 155 25 1 75 0 00.07 00.34 2 5s 0.32 155.39 1,53 0 00 07 0035 225 105 1501a 210 0 0005 00.35(TYPE1)9 95 0.52 151.55 1,75 0 00 05 00.37 0 50 0 50 150 9a 2 13 0 00 05 05730 0 21 0 21 157 30 2 10 0 00100 00391710151)051 0,51 152.90 1 07 0 00-07 0040 0 55 0 55 150 70 2 03 0 00 05 0041(TYFE1)5 55 0.05 153 41 1 50 0 00.05 0111-1—01 30,52 0 00 153.00 4 30 0 00 07 0101-1-02 4 02 0 00 152 35 2 74 0 00 05 01011703 2.92 0 00 150 55 4 33 0 00 00 Ex-ca1 19,92 2 22 145.04 3 54 0 00:05Ex-caz 21 04 1 95 144 40 3 72 0 00 05 005 17 70 17.70 145 54 4 75 0 00.00 R1 2 57 2 57 155.25 2 14 0 0005 R2 207 257 15570 170 0 0005 woua 10 55 0 00 149 71 2 79 0 00,07 YD-01 0 O9 D 09 155 29 2 20 U 00 D5 1002 012 012 151 33 217 0 00.00 70.03 0 94 0,05 151.23 2 27 0 00 05 7004 354 253 151 25 1.74 0 00.05 “2.05 4.49 1 01 150.03 2 17 0 0005 Y0-05 10 74 4 20 150 37 2 93 0 00:05 7007 5 15 1.47 151 25 205 0 0005 70.00 3.90 0 93 150,73 2.27 0 00:05 VD-Og 3 14 2,37 151 19 181 U 00 US 70710 0.50 0 74 151 19 2 31 0 00.05 70.11 009 009 151,31 219 0 0000 v0-12 3o 53 0 25 153 37 4 53 0 00 07 70-13 30 42 0 20 153 55 4 33 0 00-07 YD»14 30 25 U 02 154 11 3 30 D GO D7 Page 4 storm and Samtary Analysus 2020 smrm sewer Analysis wet Resuus Roadway &Gutter Input SN Elemem Roadway Raamay Roadway Gutter Gutter Guuer Anawame ID Longuumnau Crass Mannmg's Crass wmm Depressmn Spread The Gamay 001 No.3530.11 srope s e Roughness suapeumm n m n N/A o 0260 0.0130 o ozsu 12 oo o 0323 7 oo N/A o 0310 o man o mm 1200 u oaze 7.00 a c5703 N/A a 03w a man o 0310 12 on 0.032s 7 oo A ca-uuTvPEu)N/A o 0200 o 0130 0:0200 12.00 0 032s 7 00 5 ca»05(TYPEn)NIA o 0200 0 0130 c 0200 12 00 0 032s 7 00 s carosmpau)N/A 0.0200 0 0130 0 0200 12.00 0.0323 7:00 7 cs-omwEn)NIA 0 0200 0 0130 0 0200 12 00 0 0325 7 00 a 0000(TYFEI)0.0500 0.0500 0 0130 0 0500 12 00 0:0325 7:00 9 00.0011YPEII)N/A 0 0250 0 0130 0 0250 12:00 0 032a 7 0010cs-1ompEn)NIA 0.0250 0 0130 0 0250 12 00 0 032a 7 00 11 00211 N/A 0 0200 0 0130 0 0200 12 00 0 0320 7 00 12 00.121TYPEI)00240 00310 0.0130 0.0310 12:00 0.0320 7 00 13 ca—131TVPEI)0 0450 0 0310 0 0130 0 0310 12 00 0 032a 7 00 14 00514 MIA 0.0300 0 0130 0 0300 12.00 0.0320 7 00 15 0545 N/A 0 0250 0 0130 0.0250 12 00 0 0320 7.00 1s 00.15 0 0303 0.0310 0 0137 0 0303 12 00 0 032s 7 00 17 c017 0.0137 00310 00130 00310 12 00 00320 700 13 00.13 NIA 0 0300 0.0130 0 0300 12.00 0 0320 7 00 19 C849 NIA 0 0250 0 0130 0 0250 12 00 0 032s 7 00 20 0020 N/A 0.0250 0 0130 0 0250 12 00 0 0320 7.00 21 00.21 N/A 0 0250 0.0130 0 0250 12.00 0.0320 7 00 22 00-22 N/A 0.0250 0 0130 0 0250 12 00 0 0323 7.00 23 0323 N/A 0 0250 0 01 30 0 0250 12.00 0.0323 7 00 24 00.24 NIA 0 0250 0.0130 0 0250 12 00 0 0320 7 00 25 00-25 N/A 0.0250 0 01 30 0 0250 12.00 0 0320 7 00 25 0525 0 0200 0 0250 0 01 30 0 0250 12 00 0.0323 7 00 27 00-27 0 0102 0 0310 0.0130 0.0310 12:00 0 032a 7 00 23 00-20 N/A 0:0250 0 0130 0 0250 12 00 0.0320 7 00 25 0029(TVPE11)N/A 0 0250 0.0130 0 0250 12 00 0 0323 7.00 30 00.30 NIA 0 0250 0 0130 0.0250 12 00 0.0320 7 00 31 c031 NIA 0 0310 0:0130 0 0310 12:00 0 0320 7.00 32 00732 N/A 00310 00130 00310 12 00 00320 700 33 00.33 00350 00310 00130 00310 12.00 00320 700 34 00-34 N/A 0.0310 0.0130 0 0310 12 00 0.032s 7.00 35 00235 N/A 0 0250 0 0130 0 0250 12 00 0 0320 7 00 35 00351711051)0 0300 0 0310 0 0130 0 0310 12.00 0.0320 7:00 37 0037 N/A 0.0250 0 0130 0 0250 12 00 0 0320 7 00 30 0038 0 0310 0 0500 0 0130 0 0500 12.00 0.0320 7:00 39 00.301TVPE1)0 0200 0 0310 0.0130 0.0310 12 00 0 0320 7 00 40 0040 0.0150 0.0310 0 0130 0 0310 12.00 0 0320 7 00 41 00410011201)0.0200 0 0310 0 0130 0 0310 12 00 0.0320 7 00 42 Y001 NIA 0 1000 0 0250 0:1000 12,00 0 0320 7 00 43 YD—OZ NIA 0 2000 0:0250 0 2000 12 00 0 0320 7 00 44 v003 N/A 0 2000 0 0250 0 2000 12 00 0 0320 7 00 45 Y004 N/A 0 2000 0 0130 0.2000 12 00 0:0320 7.00 40 170.05 NIA 0 2000 0.0250 0 2000 12 00 0 0320 7 00 47 1/000 N/A 0 2000 0 0250 0 2000 12 00 0.0320 7‘00 40 YD07 N/A 0 2000 0 0250 0.2000 12.00 0 0320 7.00 40 70.00 NIA 0 2000 0 0250 0 2000 12 00 0 0320 7 00 50 YD09 N/A 0 2000 0 0250 0:2000 12 00 0 0320 7.00 51 170710 N/A 0 2000 0 0250 0 2000 12.00 0 0320 7 00 52 YD-11 1 N/A 0.2000 0 0250 0 2000 12 00 0 0320 7.00 53 Y0V12 N/A 0 0150 0.0250 0 0150 12.00 0 0320 7 00 54 170-13 NIA 00150 00250 00150 12 00 00320 700 55 vo-14 N/A 0.0250 0 0250 0 0250 12 00 0 0320 7.00 Page 1 smrm and Sanuary Analys1s zuzu Inlet Results SN Elemenl ID 1ds;0 75 1 29 1'10 1 90 2 23 2 23 1191 0,81 1,67 1 64 0 59 0 13 0 B2 0 26 D 83 0 1B 0.56 1.70 1.57 0 73 0.30 O 63 2 U3 0.73 0 30 0.43 0,63 1 19 1 19 0 56 D 5U 0 40 0.12 D 32 1 55 D 52 0.50 0 21 D 81 0 55 0 06 0 09 0.12 0 BE 2 63 1.01 4 28 1 A7 0.93 2,37 0 74 0 09 O 26 0 20 0 02 1 ca-m2ca—oz3ca-oa A ca-omYPEu) 5 CE-omvpeu) a ca-osn'wEu) 7 camnvFEn) a ca-osmPa)9 ca—omTYPEn) 1o CB»10(TYPEII) 11 ca-H 12 CB-12(TYPEI) 13 carwmPEI) 14 05-14 15 c345 1s c5715 17 c547 15 c545 19 c5719 20 ca-zu 21 ca.21 22 03-22 23 CB-23 24 (23.24 25 ca—zs 25 c3725 27 ca-27 ze ca-zs29cmsaYPEm3acmn 31 CE-31 32 ca-az 33 cam 34 c334 35 caVas :15 cmawpa) 37 c57373sca—aa 4o c540 42 vnm43vnozMvo—oa 45 Yum4svnro547v0.05 45 Yam49mos 5o v0.09 51 V040 52 va-11 53 YD-1254v0.13 55 vo-14 39 CB-agmpEI) 41 cammPEI) page 2 Peak lnTlow (as)0 75 1 29 1 ‘10 1 9D 2 23 2 23 1 91 0 51 1 57 1.65 0.59 0 13 l)82 0,32 0 B3 D 1B 0,55 1 75 1 67 0 73 O 3D O 63 2 03 0 73 0 30 U 43 0 53 1 19 1.25 0.56 D 51 0.40 0.12 O 33 1.65 0 52 0 50 0 21 061 0155 0,06 O Dg 0112 O 85 2 63 1 01 4 25 1 ¢7 0 93 2 37 0 74 0 09 D 26 0 ZU 0 O2 peak Peak How Peak Flow Haw La1era1 1n1erwp1ed aypassmg bY lnlel (d5)N/A N/A N/A NM N/A N/A N/A 0 S1 NIA NIA NIA 0 13 0 81 NIA NIA 0.16 0 49 N/A NIA N/A N/A NIA NIA NIA NIA 0 35 D 54 NIA NIA NIA NIA NIA D 11 N/A NIA 0.52 N/A 0 ZU O 61 0.48 0 06 N/A NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA NIA Max Guitar Max Gutter Spread wmeraev 1n1e1 dunng Peak aunng Peak aunng Peak (C's)NIA NIA NIA NIA NIA N/A NIA D DD N/A NIA NIA 0.00 0 00 NIA NIA 0 02 0.07 NIA NIA NIA NIA NIA NIA NIA NIA 0 05 0.1 0 NIA NIA NIA NIA NIA 0.01 NIA NIA 0 00 NIA 0.00 0 00 0 07 0 00 N/A NIA NIA NIA N/A NIA NIA NIA NIA NIA NIA NIA NIA NIA In1e1 Emaency 51mm SewerAnalys1s 1n1e1 Resuns Max euner Waler Depm dunng Peak Haw «1 o 1s u 27 o 25 o 25 0 25 n 25 0.26 0.13 o 25 O 25 0.14 o as 11.11 0,05 a 20 o o4 o 12 a 31 o 29 0.17 0.07 0.15 0.32 0.17 0 07 0.08 0.13 0 25 0.23 0 13 0 13 0 10 0 02 0 09 0.29 0 10 0.12 0.05 0 11 0.12 0.01 0 03 O 06 0.39 0 $3 (l 45 0.75 0 51 0.42 0.59 0 34 0 04 0 05 0 o5 0 01 Time af Max Deum Hooded Occurrance Vc1ume (days mmm; 0 00:07 0 00 07 0 00 as 0 00 00 0 on 05 0 00 05 0 00 D6 0 00.07 0 00:00 0 00 as 0 00.06 0 00-06 o 00 07 0 00:05 0 00-05 0 00.06 0 00:05 0 00 as 0 00 05 0 00 00 0 00 05 0 00 07 0 00 o7 0 00.07 0 00:05 o 00.06 0 00:06 0 00105 0 00.06 0 00:07 0 00:05 0 00 oa 0 00:07 0 00 07 0 00.06 0 00 05 o 00 us 0 00 03 0 00 07 o 00 05 0 00 05 0 00.00 u 00:03 0 00:03 0 00.05 0 00106 0 00.00 0 00:06 0 00:06 0 00:06 o 00.06 0 00:03 0 00-07 0 00.07 0 00:07 Tolal TOIEI Tlme Flaoded (awn)0 00 0 00 0 00 0 00 0 00 0 00 o 00 0.00 0 00 o 00 0.00 0 00 0.00 0,00 0 00 0 00 0 00 0 00 0 00 0.00 0.00 0 00 o 00 0.00 0 00 0.00 0.00 o 00 0.00 0,00 0 00 0.00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0.00 0.00 0 00 0.00 0.00 0 00 0.00 0.00 o 00 0.00 0.00 0.00 0.00 0 00 0.00 0,00 (mm)0 00 0.00 0,00 0 00 0 00 0 00 0 00 0 00 0.00 0.00 0 00 0.00 0.00 c 00 0.00 0,00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0.00 0 00 0.00 0 00 0.00 0.00 0 00 0.00 0.00 0 00 0.00 0 00 0.00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0.00 0 00 0:00 0.00 0 00 0:00 0 00 0.00 0 00 0.00 0.00 0 00 The Ga1eway DP1 Na 3530 N Flaw Flaw FIDW 1%)(‘0 ("1N/A 4 54 154 5B NIA 6.00 153:50 NIA 5 51 153 34 NIA 8 89 154 66 NIA 9:79 154:68 NIA 9.79 154 58 NIA 8 93 154 16 100 00 2 67 152 39 NIA 6 73 157 08 NIA 5 70 157.54 NIA 4 49 156 32 100 00 0.88 157 59 99 79 3 54 157 48 NIA 1 74 155 16 NIA 5.23 150.92 90 50 1 22 159 76 57.05 3 54 159 55 NIA 7.40 160.48 NIA 9 44 152 52 NIA 4 51 153 67 NIA 1 91 1S3 73 NIA 3 97 152 05 NIA 9:55 162 55 NIA 4 61 163 67 NIA 1 91 163 73 85 59 3 36 159106 H4 55 4 23 159 62 NIA 5 91 161:55 NIA 5 68 157 45 NIA 3 52 156.75 NIA 2 70 157.22 NIA 2 11 157 19 91 73 0 77 15E 04 NIA 2 01 158.11 NIA 8:38 150 $6 99.93 3 27 153,41 NIA 3:18 163 23 97 63 1 04 159.45 99 38 3.70 154 88 87,62 3 76 152 B5 100 00 0 42 155.30 NIA 0 21 157 52 NIA 0:23 163 55 NIA 1 64 163.59 NIA 2 73 163 53 NIA 1:89 163 46 NIA 3 32 164:05 NIA 2 12 153 81 NIA 1,75 163 42 NIA 2 $163:59 NIA 1 40 163 34 NIA 0 16 163 54 NIA 2.74 158:06 NIA 2 11 158 03 N/A 0 13 157.42 Attachment D Drainage Maps G:\jobs\3530\Stormwaur\5enera|Plan »Norlh Bldgs\Subml$siun 5 -Suppltmenlal (2020i07-28)\3530.N —Drainage Supplemmxal Report SERVICE -DESIGN -INSTALLATION SINCE 1926 CTLICV :7123564 1/21/2021 Eddie Majewski190Buckland Road,LLC6ExecutiveDrive,Suite 100Farmington,CT.06032 Re:Aldi200 Gateway BoulevardSouthWindsor,CT 06074 Please except this correspondence as notification that the site lightin installation at the 200 GatewayBoulevardprojecthasbeeninstalledpertheapprovedlightingplan-LT1 dated 3/5/2020 created by DesignProfessionalsofSouthWindsor,CT.consisting of [4]type A and [1]type B luminaires. Thank You, Nathan RogersProjectmanagerBloomfield Electric Company182OakwoodDriveGlastonburyCt.06033 182 Oakwood Drive -Glastonbury.CT 06033 Tel.:(860 )430-5588 -Fax:(860)430-5589 www.bloomtield-clectric.com PLANNINB DEPARTMENT Janualy 14,2022 Rebecca Pachaco Buckland East LLC 6 Executive Dlive,Suite 100Fannington,CT 06032 Dear Ms.Pacheco: Re:Appl.19-39P,Aldi Erosion &Sedimentation and Stormwater Bonds I am pleased to advise you that the South Windsor Planning and Zoning Commission,atitsReguiarMeetingonJanuary11,2022,voted t0 release the following bonds: Appl.19—39P Aldi E &S Bond in the amount of $20,000 reduced by $20,000 to leave abalanceof-0-. Appl.19—39P Aldi Stormwater Bond in the amount of$l5,000 reduced by $15,000 to leaveabalanceof—0—. A check in the amount of $35,000 plus any interest accrued will be mailed to you. Very truly yours,‘dmW Bart Pacekonis,ChainnanPLANNING&ZONING COMMISSIONBP/cgo 154B Sullivan Avenue,Snuth Windsor,CT UBDM l lel (BBU)6444511 Ext 329 l Planning@SuuthWindsnr»CT.gnv PLANNINE DEPARTMENT August 22,2022 Rebecca Pacheco Buckland East LLC 6 Executive Drive,Suite 100 Falmington,CT 06032 Deal Ms.Pacheco: Re:App].19-39P Aldi Wetlands Plantings Bond I am pleased to advise you that the South Windsor Flaming and Zoning Commission,at its Regular Meeting on August l6,2022,voted to reduce the following bond: A991.19—39P Aldi Wetlands Plantings Bond in the amount of $50,000 reduced by $45,000 to leave a balance of $5,000. A check in the amount of $45,000 plus any interest accrued will be mailed to you. Very truly yours, %mW Bart Pacekonis,Chairman PLANNING &ZONING COMMISSION BP/cgo 1540 Sullivan Avenue,Suuth Windsar,CT [161174 §Tel (860)5444511 Ext 329 l Planning@8uuthWindsnr-Cl.gnv PLANNING DEPARTMENT September 30,2022 Rebecca Pacheco Buckland East LLC 6 Executive Drive,Suite 100 Fannington,CT 06032 Dear Ms.Pacheco: Re:Appl.19-39P Aldi Landscape Bond I am pleased to advise you that the South Windsor Planning and Zoning Commission,atitsRegulalMeetingonSeptember27,2022,voted to reduce the following bond: Appl.19—3 9P Aldi Landscape Bond in the amount of $5,000 reduced by $5,000 to leave abalanceof—0-. A check in the amount of $5,000 plus any interest accrued will be mailed to youi Very truly yours,‘dm W Bart Pacekonis,ChairmanPLANNING&ZONING COMMISSIONBP/cgo 151M]Sullivan Avenue.Snuth Windsur,ET [15074 3 Tel (BEE)644-2511 Ext 329 I Planning@SuuthWindsaI-CT.guv PLANNINE DEPARTMENT January 11,2024 Rebecca Pacheco Buckland East LLC6ExecutiveDrive,Suite 100 Farmington,CT 06032 Dear Ms.Pacheco: Re:App].19-39P Aldi Supermarket Site Plan of Development I am pleased to advise you that the South Windsor Flaming and Zoning Commission,at its Regular Meeting on January 9,2024,voted to release the following bonds: _Appl.19-39P Aldi Wetland Plantings Bond in the amount of$5,000 reduced by $5,000 to leave a balance of -0—. A check will be mailed to you from the Town of South Windsor.If you have any further questions,please contact the Planning Department at 860-644-251 1,ext.2329. Thank you. Very truly yours, a/ Stephen Wagner,Chairman PLANNING &ZONING COMMISSION SW/js 15w Sullivan Avenue,South Windsor,EI [l5074 I Tel (860)644-2511 Ext 2329 i Planning@SnulhWindsnr-Cl.qnv