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HomeMy WebLinkAboutZMA201600016 Study 2016-12-08 (2)PRPc Traffic • Transportation • Stormwater • Civil TECHNICAL APPENDICES WOOLEN MILLS Charlottesville, VA Prepared for: Brian H Roy BR Real Estate Development & Management PO Box 1099 Charlottesville, VA 22902 By: Jeanie Alexander, P.E. EPR, P.C. 637 Berkmar Circle Charlottesville, Virginia 22901 November 2016 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix A VDOT Scoping Form VDOT Virginia Departrncnt of Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Jeanie Alexander, P.E., Bill Wuensch, P.E., PTOE Consultant Name: EPR, P.C. Tele: E-mail: 434.989.7681 (Jeanie) 804.647.7700 (Bill) j.alexander@epr-pc.com, w.wuensch@epr-pc.com Developer/Owner Name: Brian Roy, BR Real Estate Development & Management Tele: 434.996.3904 E-mail: brianhroy@gmail.com Project Information Project Name: Woolen Mills Locality/County: Albemarle Project Location: (Attach regional and site 2100 East Market Street - see attached maps specific location ma Submission Type Comp Plan ❑ Rezoning ❑ Site Plan ❑ Subd Plat ❑ Project Description: It is proposed to renovate the existing Woolen Mills buildings to accommodate a (Including details on the land combination of residential, restaurant, and office uses. In additon, a new building is use, acreage, phasing, access proposed and will house a light industrial use. The primary access will be provided location, etc. Attach additional sheet if necessary) via Broadway Street. It is anticipated that the project will not be phased. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ❑ Mixed Use ® Other ❑ additional pages as necessary) Residential Uses(s) 10,673 sf rest Number of Units: 100 16,519 sf off ITE LU Code(s): 220 apartments Other Use(s) ITE LU Code(s): 110 Commercial Use(s) light indus ITE LU Code(s): 932 high turn- over sit down 710 gen office Independent Variable(s): 40,000 sf Square Ft or Other Variable: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Total Peak Hour Trip Less than 100 El100 — 499 ® 500-999 ❑ 1,000 or more El Projection: Traffic Impact Analysis Assumptions Study Period Existing Year: 2016 Build -out Year: 2018 Design Year: 2024 North: East Market Street South: Carlton Avenue Study Area Boundaries East: Rivanna River West: Carlton Road/Meade Avenue (Attach map) External Factors That Could Affect Project None known (Planned road improvements, other nearby developments) Consistency With In 2015 the Comprehensive Plan was amended to specifically allow for this project. Comprehensive Plan Thus, this project is consistent with the Comprehensive Plan. (Land use, transportation plan) Available Traffic Data VDOT Historical ADTs. (Historical, forecasts) Trip Distribution Road Name: Broadway - 85% Road Name: East Market 15% Road Name: see map for more Road Name: (Attach sketch) info Annual Vehicle Trip Peak Period for Study ® AM ® PM ❑ SAT 0.5% (check all that apply) Peak Hour of the Generator Growth Rate: 1.Site Access/Broadway Street 6. Study Intersections 2.13roadway Street/Franklin Street 7. 3.E Market Street/Franklin Street 8. and/or Road Segments (Attach additional sheets as 4.Carlton Ave/Carlton Rd 9. necessary) 5.Meade Ave/E Market 10. Trip Adjustment Factors Internal allowance: ❑ Yes ❑ No Pass -by allowance: El Yes ® No Reduction: 15% trips Reduction: /o trips ® Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ® Other simtraffic Software Methodology for queuing (average of 10 runs - following TOSAM) Traffic Signal Proposed N/A or Affected It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. (Analysis software to be used, progression speed, cycle length) Improvement(s) Assumed or to be N/A Considered Background Traffic Studies Considered N/A ❑ Master Development Plan (MDP) ❑ Generalized Development Plan (GDP) Plan Submission ❑ Preliminary/Sketch Plan ® Other Plan type (Final Site, Subd. Plan) ® Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis Additional Issues to be ❑ Merge analysis ❑ Bike/Ped Accommodations ® Intersection(s) Addressed ❑ TDM Measures ❑ Other Access Configuration NOTES on ASSUMPTIONS: SIGNED: PRINT NAME: Applicant or Consultant Applicant or Consultant DATE: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Regional Map 5 svv o� `sP F/{pr Search Google Maps C� 5 T. Kp—� -- TPS y •Osr a�Psro� Srte�a �fl79 4e` 0 FONTANA P �y�° �4 2w q pap/ �`�dQ S ell, 4 ASHCROFT University a as OIYnl4'aul of Virginia V} o' o� ti° N P jr,t095 rn n � aQ wM4in51 J h Charlottesville ve c� r SAS zs° SHADWELL M 0*q, `y2 I� COTTAGES/ e��oN FIFEVILLE Da rho JEFFERSON MOUNTAIN �e zBfiS�� o 9P e y a`kPr� h"SopPa �8rh HTS, CONDOS i 1 og 6 Carl? �qyP gr �esy Sentara Martha 799 G, Jefferson Hospital ae `gyp M p 2 N zs° 1777 1777 U e hw rn° y FAY P'�erspP ��a����/iF/gip Fy.QP o w� ¢qi a�� WOOLEN MILLS Fc ,107 °e y � HUNTER'S HALL 780 qO 5 Qua 11A6 ti h 11 °T o .� WILLOUGHBY �a Q � ® s3 Monticello 317 O - � 338 MILL CREEK 338 z° 0INDUSTRIAL PARK LAKESIDE a" 53 GO gle ,4o • P� Rivart� Dl1il' 1 � Site Map Search Google Maps nos 1115 n rf4 9�� ij L.A. Lacy, Inc ■ p euS �pW d����� ®I �G mw 41 • GN RO�v + Google Map data ®2016 Google Terms Send feedback 100 ft Trip Distribution/Study Intersections a 0 159/0 20% o JQ' Christ Community '�' v m� FM �r Church lie 4 ���r a 5% to./from residential ao� P/ ri The Local Ju�� Bee�Ri}� °l tS`� Harry A Wright's fio�r��P r s cheSa�P�k Pantheon Ice Pops�. Brunton &Hicks Inc Riverview e Park Sr 15% 20%Woo�� F MakPSt ` • lls 10% Nz C;1.SelflSto Sen torage IT 15% °j�;n ' 60 % 2S �c11''t1 10% a�� „fly e176. 'Lio°rPs `�Q�e Carlton �d ° 5/ to/from residential �5 CIA Roadway vpd Segment Carlton Road 7900 Monticello Avenue to Meade Avenue Ridgecrestpr Meade Avenue 9900 Carlton Road to East Market Street Meade Avenue 10000 East Market Street to High Street yy'�� star Goc>gle East Market Street 55009th Street to Meade Avenue --- --- — �� i.A''7 f'd,... LA.. ri.r. in,?n1F f_—i. T.— Cunrl fcc. Woolen Mills Trip Generation item lu code unit qty Daily in AM out total in PM out total notes apartments 220 du 100 730 11 42 53 47 26 73 light industrial (brewery) 110 ksf 40 197 34 3 37 5 34 39 rate used for peak hours - equations negative #'s high turnover sitdown restaurant 932 ksf 10.673 1357 0 0 0 63 42 105 rate used - no equations, not open in the morning general office 710 ksf 16.519 182 23 3 26 4 21 25 rate used - equations illogical for small size totals passby internal capture otal new external trips 2466 68 47 115 119 122 241 0 0 0 0 0 0 0 109 2 6 8 7 4 11 15% of residential 2356 i 66 41 107 112 118 230 j.alexander@epr-pc.com From: Proctor, Charles C. (VDOT) <Charles.Proctor@VDOT.Virginia.gov> Sent: Tuesday, October 18, 2016 8:40 AM To: j.alexander@epr-pc.com Cc: Moore, Adam PE (VDOT) Subject: RE: Woolen Mills Traffic Study Assumptions Jeanie, VDOT concurs with the changes to the TIA Scoping Assumptions. Let me know if you have any other questions. Thanks, Chuck Charles C. Proctor III Culpeper District Planning and Land Development Section Phone 540-829-7558 charles.proctor(a�vdot.virginia.gov From: j.alexander@epr-pc.com [mailto:j.alexander@epr-pc.com] Sent: Monday, October 17, 2016 3:36 PM To: Proctor, Charles C. (VDOT) Subject: FW: Woolen Mills Traffic Study Assumptions Hi Chuck, I'm tying up loose ends on the Woolen Mills project. Could I get a copy of the scoping form with your signature? A scanned version is just fine. Thanks! Jeanie Alexander, P.E. EPR, P.C. From: j.alexander@epr-pc.com [mailto:i.alexander@epr-pc.com] Sent: Tuesday, October 4, 2016 4:27 PM To: 'Proctor, Charles C. (VDOT)' <Charles.Proctor@VDOT.Virginia.gov> Cc:'w.wuensch@epr-pc.com' <w.wuensch@epr-pc.com>;'Brian Roy' <brianhroy@gmail.com>;'bfritz@albemarle.org' <bfritz@albemarle.org>; 'Edwards, Tony' <Edwardst@charlottesville.org>; 'Hanbali, Rashad' <hanbalir@charlottesville.org> Subject: RE: Woolen Mills Traffic Study Assumptions Chuck, Having heard no objections to the assumptions outlined below, I've attached the revised scoping form and attachments consistent with these assumptions. Thanks for getting a signed copy back to me! Jeanie Alexander, P.E. EPR, P.C. From: I.alexander@epr-pc.com [mailto:l.alexander@epr-pc.com] Sent: Monday, September 26, 2016 10:59 AM To: 'Proctor, Charles C. (VDOT)' <Charles.Proctor@VDOT.Virginia.gov>;'bfritz@albemarle.org' <bfritz@albemarle.org>; 'Edwards, Tony' <Edwardst@charlottesville.org>; 'Hanbali, Rashad' <hanbalir@charlottesville.org> Cc:'w.wuensch@epr-pc.com' <w.wuensch@epr-pc.com>;'Brian Roy' <brianhroy@gmail.com> Subject: Woolen Mills Traffic Study Assumptions Hi! Thank you again for taking the time to meet week before last. Based on our discussion at that meeting I've done some additional research and propose the following trip generation, distribution, study area, and growth rate. Trip Generation The trip generation table is attached and is based on 100 apartments, 40K sf light industrial (brewery), 10,673 sf restaurant (the basement has been excluded), and 16,519 sf office. I've also attached the table of uses from the rezoning application and added information correlating that information to the ITE land uses. Hopefully that table will clarify where the square footage of office space comes from — the combination of live/work and straight office. Based on ITE, and assuming a 15% reduction for internal capture, the site is expected to generate 2,356 trips per day, 107 trips during the morning peak, and 230 trips during the afternoon peak. Trip Distribution The attached distribution figure is based on the proposed parking configuration, VDOT's 2015 Traffic Data available, knowledge of the area, and discussions with Chuck. Of the 231 parking spaces proposed, 31 are located on the East Market side of the site. This is approximately 13%. For simplification, 15% of the site trips are assumed to use East Market Street. Thus, 85% are assumed to use Broadway. From there the distribution assumptions are shown on the figure as are the VDOT 2015 counts. The percentages are also summarized below: • 20% to/from the north via Meade Avenue • 15% to/from the west via Market Street • 5% to/from the west via Water Street • 15% to/from the west via Carlton Avenue • 25% to/from the south via Carlton Road • 10% to/from the south via Franklin Street • 5% to/from the residential area north of East Market Street • 5% to/from the residential area south of Carlton Avenue Study Area Per VDOT's Administrative Guidelines the required study area is "Within 2,000 feet of site and any roadway on which 50 or more of the new peak hour vehicle trips generated by the proposal are distributed — not to exceed one mile." Measured from the proposed site access points, 2,000 feet includes the intersections of Franklin Street/Broadway Street and Franklin Street/E Market Street. Within one mile of the site assuming the distribution and trip generation above, the intersections of Carlton Road/Carlton Avenue and Meade Avenue/Market Street should also be included. Growth Rate Based on the nature of the study area, largely built out, the 0.5% growth rate discussed at the meeting seems reasonable. Thank you for taking the time to review this information. I would like to finalize the scoping form in the next few days so that we can move ahead with the study. Please let me know if you have any questions. Thanks! Jeanie Alexander, P.E. EPR, P.C. "Engineering & Planning Resources" 637 Berkmar Circle Charlottesville, VA 22901 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix B Traffic Counts Turn Count Summary Location: Franklin at East Market, Charlottesville Va GPS Coordinates: Lat=38.023488, Lon— 78.461007 Date: 2016-10-04 Day of week: Tuesday Weather: Analyst: Eric Total vehicle traffic Car traffic Interval starts 0000000000©0� 000©000000©0� 0000000000000 �000000�00000� �0000v0000000® �0000v00000000 000©v0�000©�� 000©v0�000©0� 00©0000000000 X000©00®000©�� X000©v0�0000�� �0000v0000©0©© : 000©v0�0000�� 000000©00000© : 000000000©0©© X000©©000000®� X000©©000000®® �0000v0000000© : 000©©0000©0� 000©©0®00000 0000000000000 X0000©000©oOoQ X0000©000©oOoQ �0©©Ov000000oQ Car traffic Interval starts 000©000000©0� 0000000000000 �0000v0000000® �0000v00000000 000©v0�000©0� 00©0000000000 X000©v0�0000�� �0000v0000©0©© : 000000©00000© : 000000000©0©© X000©©000000®® �0000v0000000© : 000©©0®00000 0000000000000 X0000©000©oOoQ �0©©Ov000000oQ Truck traffic Interval starts 0000000000©0© 0000000000000 �0000v0©00000© �0000v00000000 0000000000000 00©0000000000 �0000v0000000© �0000v0000©0©© : 000000©00000© : 000000000©0©© �0000v0©000000. �0000v0000000© : 000000©000000 0000000000000 �o000v000000oQ �0©©Ov000000oQ Pedestrian volumes 0000000000000 �0000v00000000 00©0000000000 �0000v0000©0©© : 000000000©0©© �0000v0000000© 0000000000000 �0©©Ov000000oQ Intersection Peak Hour ft will I o011WO Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 12 19 0 51 0 10 0 21 62 175 Factor 0.00 0.00 0.00 0.60 0.79 0.00 0.67 1 0.00 0.62 0.00 0.75 0.77 0.93 pproach Factor 0.00 0.86 0.66 0.83 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 0 0 0 1218 0 46 0 10 0 18 58 162 Truck 0 0 0 0 1 1 0 5 1 0 0 0 3 4 13 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 2 1 3 2 0 2 0 1 1 6 0 1 6 12 Intersection Peak Hour Location: Franklin at East Market, Charlottesville Va GPS Coordinates: Lat=38.023488, Lon— 78.461007 Date: 2016-10-04 Day of week: Tuesday Weather: Analyst: Eric Intersection Peak Hour 07:30 - 08:30 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 12 19 0 51 0 10 0 21 62 175 Factor 0.00 0.00 0.00 0.60 0.79 0.00 0.67 1 0.00 0.62 0.00 0.75 0.77 0.93 pproach Factor 0.00 0.86 0.66 0.83 Turn Count Summary Location: Franklin at East Market, Charlottesville Va GPS Coordinates: Date: 2016-10-04 Day of week: Tuesday Weather: Analyst: Eric Total vehicle traffic Car traffic Interval starts . 000000000000© . 0000000000000 �000000�0©00®� �0000v0000000© �00000v0000000 X000©v0®000��® . 000000000000© �0000v0000000© X000©©0®0©0©0� �0000v00000©0© �0v00v0000000© 000©v0®0©0��� 000©0000000©© 0000000©©000© ®000©00®000�0� ®0000000000000. ®0000000000000. X0000©0®0000�� �0000v000000©© �0000v00000000 X000©©000©000® �0000v00000000 �0v000v0©©0000. 0000v0000000� 0000v0000000� 0000v0000000� Car traffic Interval starts . 000000000000© . 0000000000000 �0000v0®0©00®� �0000v0000000© �00000v0000000 X000©v0�000�0® . 000000000000© �0000v0000000© X000©©0�0©0©0� �0000v00000©0© �0v00v0000000© 000©v0®0©0�0� 000©0000000©© 0000000©©000© ®000©v0®000®0� ®0000000000000. ®0000000000000. X0000©0®00000® �0000v000000©© �0000v00000000 X000©©000©000® �0000v00000000 �0v000v0©©0000. 0000v0000000� 0000v0000000� 0000v0000000� Truck traffic Interval starts . 000000000000© . 0000000000000 �0000v0000000© �00000v0000000 . 000000000000© �0000v0000000© �0000v00000©0© �0v00v0000000© 000©0000000©© 0000000©©000© ®0000000000000. ®0000000000000. �0000v000000©© �0000v00000000 �0000v00000000 �0v000v0©©0000. 0000v0000000� 0000v0000000� Pedestrian volumes . 0000000000000 �00000v0000000 �0000v0000000© �0v00v0000000© 0000000©©000© ®0000000000000. �0000v00000000 �0v000v0©©0000. 0000v0000000� Intersection Peak Hour 16:30 - 17:30 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 11 19 0 81 0 21 1 43 36 212 Factor 0.00 0.00 0.00 0.55 0.59 0.00 0.88 1 0.00 0.75 0.25 0.67 0.90 0.90 pproach Factor 0.00 0.58 0.88 0.83 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 0 0 0 9 19 0 78 0 21 1 40 33 201 Truck 0 0 1 0 2 0 1 0 3 1 0 0 0 3 3 11 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 2 2 1 0 1 0 4 4 1 0 1 8 Intersection Peak Hour Location: Franklin at East Market, Charlottesville Va GPS Coordinates: Date: 2016-10-04 Day of week: Tuesday Weather: Vehicle Total Analyst: Eric Intersection Peak Hour 16:30 - 17:30 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 11 19 0 81 0 21 1 43 36 212 Factor 0.00 0.00 0.00 0.55 0.59 0.00 0.88 1 0.00 0.75 0.25 0.67 0.90 0.90 pproach Factor 0.00 0.58 0.88 0.83 Turn Count Summary Location: Franklin St at Broadway St, Charlottesville Va GPS Coordinates: Lat=38.021844, Lon— 78.462702 Date: 2016-10-05 Day of week: Wednesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 07:00 3 9 3 1 1 2 1 6 6 1 4 1 38 07:15 1 6 3 4 2 0 0 8 0 1 0 0 25 07:30 1 7 1 4 2 0 1 10 6 2 3 2 39 07:45 13 5 3 2 0 1 4 12 18 4 2 2 66 08:00 12 3 1 0 2 2 1 7 10 3 3 0 44 08:15 3 6 8 1 3 0 0 6 5 5 4 1 42 08:30 2 5 3 1 2 6 0 13 4 5 1 2 44 08:45 1 2 3 4 1 1 2 5 2 5 2 1 3 0 30 Car traffic Interval starts SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 3 9 2 1 1 2 1 6 6 1 3 1 36 07:15 1 6 2 2 1 0 0 7 0 1 0 0 20 07:30 1 7 1 4 2 0 1 10 6 2 3 1 38 07:45 13 5 3 2 0 1 4 11 18 4 2 2 65 08:00 12 3 1 0 1 2 1 7 10 1 2 0 40 08:15 3 6 8 1 2 0 0 6 5 4 3 1 39 08:30 2 5 3 1 1 5 0 13 3 5 0 1 39 08:45 2 3 2 1 1 3 1 5 2 1 2 0 23 Truck traffic Pedestrian volumes 000000000000© 0000000000000 X000©00000000© �0000v00000000 0000000000000 0000000000000 �0000v00000000 �0000v00©©000© : 000000000©000 000000000000© �0000v0000000© �0000v00000000 : 000000000000© : 0000000000000 X00©00©000000 �0000v0000000� Pedestrian volumes 0000000000000 �0000v00000000 0000000000000 �0000v00©©000© 000000000000© �0000v00000000 : 0000000000000 �0000v0000000� Intersection Peak Hour 07:45 - 08:45 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 30 19 15 4 7 9 5 38 37 17 10 5 196 Factor 0.58 0.79 0.47 0.50 0.58 0.38 0.31 1 0.73 0.51 0.85 0.62 0.62 0.74 pproach Factor 0.76 0.56 0.59 0.80 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 30 19 15 4 4 8 5 37 36 14 7 4 183 Truck 0 0 0 0 3 1 1 0 1 1 1 3 3 1 13 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 0 1 0 1 2 2 4 0 0 1 0 5 Intersection Peak Hour Location: Franklin St at Broadway St, Charlottesville Va GPS Coordinates: Lat=38.021844, Lon— 78.462702 Date: 2016-10-05 Day of week: Wednesday Weather: Analyst: Eric Intersection Peak Hour 07:45 - 08:45 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 30 19 15 4 7 9 5 38 37 17 10 5 196 Factor 0.58 0.79 0.47 0.50 0.58 0.38 0.31 1 0.73 0.51 0.85 0.62 0.62 0.74 pproach Factor 0.76 0.56 0.59 0.80 Turn Count Summary Location: Franklin St at Broadway St, Charlottesville Va GPS Coordinates: Lat=38.021844, Lon— 78.462701 Date: 2016-10-05 Day of week: Wednesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 16:00 0 13 0 6 3 6 4 14 1 4 0 1 52 16:15 4 10 4 9 3 5 1 9 2 5 7 1 60 16:30 1 10 6 11 2 8 4 13 0 6 1 1 63 16:45 2 7 6 7 5 3 0 13 1 14 2 2 62 17:00 2 22 16 8 8 10 5 17 1 17 1 4 111 17:15 0 5 1 3 1 5 0 8 1 6 0 2 32 17:30 0 10 3 1 1 2 3 4 0 5 1 0 30 17:45 1 7 1 0 0 1 0 4 0 2PO+ 0 18 18:00 0 0 0 0 0 1 0 0 0 00 0 0 1 Car traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 16:00 0 12 0 6 3 6 3 14 1 4 0 1 50 16:15 4 9 4 9 3 5 1 9 2 5 7 1 59 16:30 1 9 5 11 2 8 4 12 0 5 0 0 57 16:45 2 7 6 6 4 3 0 12 1 13 1 2 57 17:00 2 21 13 8 8 10 5 17 1 17 1 2 105 17:15 0 5 1 3 1 5 0 8 1 6 0 2 32 17:30 0 10 3 1 1 2 3 4 0 5 1 0 30 17:45 0 7 1 0 0 1 0 4 0 22 0 17 18:00 0 0 0 0 0 1 0 0 0 0 0 0 1 Truck traffic Interval starts . 000000000000© . 000000000©0©© �0v00v00000000 �00000v0000000 �00v0v00000000 �0000v00000000 �0000v0000000© �00000v0000000 00©00000000©0 0000000000000 ®0000000000000 ®0000000000000 �0v00v00000000 �0000v00000000 �v000000000000 �00000v0©©000© 0000000000000 ::: 0000v0000000� Pedestrian volumes . 000000000©0©© �00000v0000000 �0000v00000000 �00000v0000000 0000000000000 ®0000000000000 �0000v00000000 �00000v0©©000© ::: 0000v0000000� Intersection Peak Hour 16:15-17:15 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 9 49 32 35 18 26 10 52 4 42 11 8 296 Factor 0.56 0.56 0.50 0.80 0.56 0.65 0.50 1 0.76 0.50 0.62 0.39 0.50 0.67 pproach Factor 0.56 0.76 0.72 0.69 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 9 46 28 34 17 26 10 50 4 40 9 5 278 Truck 0 3 1 4 ___] 1 1 1 0 0 1 2 0 2 2 3 18 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 0 0 1 1 0 0 0 0 0 0 1 Intersection Peak Hour Location: Franklin St at Broadway St, Charlottesville Va GPS Coordinates: Lat=38.021844, Lon— 78.462701 Date: 2016-10-05 Day of week: Wednesday Weather: Analyst: Eric Intersection Peak Hour 16:15-17:15 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 9 49 32 35 18 26 10 52 4 42 11 8 296 Factor 0.56 0.56 0.50 0.80 0.56 0.65 0.50 1 0.76 0.50 0.62 0.39 0.50 0.67 pproach Factor 0.56 0.76 0.72 0.69 Turn Count Summary Location: Carlton Ave at Carlton Rd, Charlottesville Va GPS Coordinates: Lat=38.022496, Lon— 78.469340 Date: 2016-10-11 Day of week: Tuesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Westbound Left Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 07:00 4 30 5 5 3 13 1 59 8 3 3 0 134 07:15 8 32 4 5 4 17 1 87 13 5 3 1 180 07:30 6 34 5 7 3 15 3 110 13 9 1 2 208 07:45 19 48 6 5 3 27 2 123 11 6 5 1 256 08:00 14 53 11 10 5 13 3 131 13 14 3 2 272 08:15 14 50 11 10 2 19 0 100 14 7 1 1 229 08:30 15 42 13 8 6 21 0 102 9 7 5 1 229 08:45 13 T -55 T8 1 8 5 21 2 108 11 6 3 0 240 Car traffic Interval starts Left SouthBound Westbound Westbound Thru Right Northbound Northbound Thru Right Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 4 29 4 3 3 13 1 53 7 2 2 0 121 07:15 8 30 4 3 4 14 1 83 11 5 3 1 167 07:30 6 33 5 4 2 15 3 98 13 9 1 2 191 07:45 19 45 6 4 3 25 2 122 8 6 4 1 245 08:00 13 44 9 9 5 12 3 127 12 13 2 1 250 08:15 13 41 11 10 1 18 0 99 13 7 1 1 215 08:30 13 40 13 7 6 21 0 100 9 7 4 1 221 08:45 10 52 8 1 5 4 18 2 104 10 5 2 0 220 Truck traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 07:00 0 1 1 2 0 0 0 6 1 1 1 0 13 07:15 0 2 0 2 0 3 0 4 2 0 0 0 13 07:30 0 1 0 3 1 0 0 12 0 0 0 0 17 07:45 0 3 0 1 0 2 0 1 3 0 1 0 11 08:00 1 9 2 1 0 1 0 4 1 1 1 1 22 08:15 1 9 0 0 1 1 0 1 1 0 0 0 14 08:30 2 2 0 1 0 0 0 2 0 0 1 0 8 08:45 3 3 1 0 3 1 3 0 4 1 1 1 0 20 Pedestrian volumes 0000000000000 X000000000000© 0000000000000 �0000v0000©0©© 000000000000© �0000v00000000 : 0000000©©0©©0 �0000v0000000� Intersection Peak Hour 07:45 - 08:45 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 62 193 41 33 16 80 5 456 47 34 14 5 986 Factor 0.82 0.91 0.79 0.82 0.67 0.74 0.42 1 0.87 0.84 0.61 0.70 0.62 0.91 pproach Factor 0.95 0.92 0.86 0.70 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 58 170 39 30 15 76 5 448 42 33 11 4 931 Truck 4 23 2 3 1 1 4 0 1 8 5 1 3 1 55 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 1 0 0 0 0 1 2 1 3 2 4 6 9 Intersection Peak Hour Location: Carlton Ave at Carlton Rd, Charlottesville Va GPS Coordinates: Lat=38.022496, Lon— 78.469340 Date: 2016-10-11 Day of week: Tuesday Weather: Analyst: Eric Intersection Peak Hour 07:45 - 08:45 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 62 193 41 33 16 80 5 456 47 34 14 5 986 Factor 0.82 0.91 0.79 0.82 0.67 0.74 0.42 1 0.87 0.84 0.61 0.70 0.62 0.91 pproach Factor 0.95 0.92 0.86 0.70 Turn Count Summary Location: Carlton Rd at Carlton Ave, Charlottesville Va GPS Coordinates: Lat=38.016612, Lon— 78.501158 Date: 2016-10-11 Day of week: Tuesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Westbound Left Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 16:00 16 89 12 10 8 24 0 57 4 2 4 4 230 16:15 23 85 12 8 6 22 1 68 2 6 3 2 238 16:30 18 82 10 9 5 29 3 68 5 5 4 4 242 16:45 20 108 10 11 3 24 2 64 2 10 4 0 258 17:00 18 144 13 19 3 16 1 73 2 9 5 0 303 17:15 8 110 14 16 4 24 2 71 6 8 7 3 273 17:30 14 109 16 13 5 28 0 71 4 10 5 3 278 17:45 12 86 7 9 3 16 1 77 3 5 0 3 222 18:00 0 0 0 0 0 0 1 0 0 0 0 0 1 Car traffic Interval starts Left SouthBound Thru Right Westbound Left Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 16:00 15 87 12 9 8 24 0 56 2 2 3 4 222 16:15 22 84 12 8 6 22 1 67 2 6 3 2 235 16:30 17 75 10 8 5 28 3 67 4 5 3 4 229 16:45 19 105 10 11 3 23 2 62 2 10 4 0 251 17:00 16 142 13 16 3 15 1 70 2 9 4 0 291 17:15 8 108 14 15 4 24 2 70 4 8 6 3 266 17:30 13 107 16 13 5 28 0 69 4 10 4 3 272 17:45 11 85 7 8 3 16 1 77 3 5 0 3 219 18:00 0 0 0 0 0 0 1 0 0 0 0 0 1 Truck traffic Interval starts . 0©000000©0000 . 0©©0000000000 �0v00v0000000© �00000v0000000 �v0000v000000® �0000v00©©000© �0©00000©00000 X00000©0000000 ©©0©000©0000® 0©©0©©©0©0000 ®0©000000©0000 ®000©0©000000© �0©00000©00000 X00000©000©0©0 �0v0000000000© �00v00v0000000 0000000000000 ::: 0000v0000000� Pedestrian volumes . 0©©0000000000 �00000v0000000 �0000v00©©000© X00000©0000000 0©©0©©©0©0000 ®000©0©000000© X00000©000©0©0 �00v00v0000000 ::: 0000v0000000� Intersection Peak Hour 16:45 - 17:45 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 60 471 53 59 15 92 5 279 14 37 21 6 1112 Factor 0.75 0.82 0.83 0.78 0.75 0.82 0.62 1 0.96 0.58 0.93 0.75 0.50 0.92 pproach Factor 0.83 0.90 0.94 0.89 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 56 462 53 55 90 5 271 12 37 18 6 1080 Truck 4 9 1 0 115 4 0 1 2 0 1 8 2 0 3 0 32 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 2 2 4 6 10 3 0 3 2 1 1 3 18 Intersection Peak Hour Location: Carlton Rd at Carlton Ave, Charlottesville Va GPS Coordinates: Lat=38.016612, Lon— 78.501158 Date: 2016-10-11 Day of week: Tuesday Weather: Analyst: Eric Intersection Peak Hour 16:45 - 17:45 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 60 471 53 59 15 92 5 279 14 37 21 6 1112 Factor 0.75 0.82 0.83 0.78 0.75 0.82 0.62 1 0.96 0.58 0.93 0.75 0.50 0.92 pproach Factor 0.83 0.90 0.94 0.89 Turn Count Summary Location: Meade Ave at Market St, Charlottesville Va GPS Coordinates: Lat=38.026229, Lon— 78.467020 Date: 2016-10-12 Day of week: Wednesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Northbound Left Thru Right Left Eastbound Thru Right Total 07:00 4 35 7 1 5 6 12 52 7 2 4 8 143 07:15 10 33 5 4 7 6 15 67 2 4 5 2 160 07:30 8 34 6 3 11 7 28 94 5 6 7 5 214 07:45 14 48 19 5 9 15 36 93 8 19 9 6 281 08:00 15 49 16 1 18 10 38 118 2 10 4 10 291 08:15 10 55 17 7 13 11 36 76 2 15 7 6 255 08:30 10 76 20 4 15 5 30 84 2 13 7 7 273 08:45 1 8 72 1 9 1 6 14 12 25 84 8 9 6 15 268 Car traffic Interval starts SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 07:00 4 33 7 1 5 3 12 47 4 2 4 7 129 07:15 7 31 5 3 7 6 15 64 2 4 5 2 151 07:30 8 33 6 2 10 5 27 91 4 6 7 4 203 07:45 11 45 19 5 8 11 34 85 7 17 8 6 256 08:00 15 42 16 1 18 4 38 117 2 8 4 7 272 08:15 10 53 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Left Thru Right Car 43 211 69 1654 27 136 345 13 50 26 25 1015 Truck 6 17 3 1 1 1 14 4 1 26 1 7 1 4 85 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 3 2 5 0 1 1 1 3 4 2 1 1 3 13 Intersection Peak Hour Location: Meade Ave at Market St, Charlottesville Va GPS Coordinates: Lat=38.026229, Lon— 78.467020 Date: 2016-10-12 Day of week: Wednesday Weather: Analyst: Eric Intersection Peak Hour 07:45 - 08:45 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 49 228 72 17 55 41 140 371 14 57 27 29 1100 Factor 0.82 0.75 0.90 0.61 0.76 0.68 0.92 1 0.79 0.44 0.75 0.75 0.73 0.95 pproach Factor 0.82 0.91 0.83 0.83 Turn Count Summary Location: Meade Ave at Market St, Charlottesville Va GPS Coordinates: Lat=38.026300, Lon— 78.467243 Date: 2016-10-12 Day of week: Wednesday Weather: Analyst: Eric Total vehicle traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Northbound Left Thru Right Left Eastbound Thru Right Total 16:00 12 74 11 6 16 13 13 75 4 16 16 19 275 16:15 8 65 15 6 6 12 16 75 4 15 17 15 254 16:30 13 80 11 3 14 11 16 74 4 12 18 17 273 16:45 12 75 4 3 6 16 11 104 5 26 8 16 286 17:00 17 86 11 9 11 21 12 93 1 17 14 34 326 17:15 9 78 9 6 7 10 11 86 2 20 13 35 286 17:30 7 93 14 2 12 7 12 88 4 23 11 35P267] 35 17:45 9 75 12 5 5 11 7 87 3 18 15 20 20 Car traffic Interval starts Left SouthBound Left Westbound Northbound Northbound Thru Right Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right 16:00 11 68 10 5 16 12 12 72 3 14 14 19 256 16:15 7 60 15 6 6 11 16 72 4 14 16 12 239 16:30 11 78 11 3 14 10 15 72 4 12 17 17 264 16:45 9 70 4 3 6 15 10 100 4 24 8 16 269 17:00 14 84 11 8 9 21 12 91 1 16 14 33 314 17:15 9 76 9 6 7 9 11 85 2 20 12 33 279 17:30 6 90 14 2 12 7 12 85 4 23 10 35 300 17:45 9 73 12 5 5 11 7 86 3 18 14 20 263 Truck traffic Interval starts Left SouthBound Thru Right Left Westbound Thru Right Left Northbound Thru Right Left Eastbound Thru Right Total 16:00 1 6 1 1 0 1 1 3 1 2 2 0 19 16:15 1 5 0 0 0 1 0 3 0 1 1 3 15 16:30 2 2 0 0 0 1 1 2 0 0 1 0 9 16:45 3 5 0 0 0 1 1 4 1 20 0 17 17:00 3 2 0 1 2 0 0 2 0 1 0 1 12 17:15 0 2 0 0 0 1 0 1 0 0 1 2 7 17:30 1 3 0 0 0 0 0 3 0 0 1 0 8 17:45 0 2 0 1 0 0 0 0 1 0 0 1 0 4 Pedestrian volumes . 0000000©©000© �0000v00000000 �v0v00v0000©©0 �0000v00©©0©©0 00©0000©0000 ®0000000©©0000 �v0v00v0©©00©� X00©00000©000 Intersection Peak Hour 16:45 - 17:45 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 45 332 38 20 36 54 46 371 12 86 46 120 1206 Factor 0.66 0.89 0.68 0.56 0.75 0.64 0.96 1 0.89 0.60 0.83 0.82 0.86 0.92 pproach Factor 0.91 0.67 0.89 0.91 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 38 320 38 19 34 52 45 361 11 83 44 117 1162 Truck 7 12 1 0 1 2 1 2 1 1 10 1 3 2 3 44 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 2 6 8 1 2 3 1 11 12 8 3 1 11 34 Intersection Peak Hour Location: Meade Ave at Market St, Charlottesville Va GPS Coordinates: Lat=38.026300, Lon— 78.467243 Date: 2016-10-12 Day of week: Wednesday Weather: Analyst: Eric Intersection Peak Hour 16:45 - 17:45 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 45 332 38 20 36 54 46 371 12 86 46 120 1206 Factor 0.66 0.89 0.68 0.56 0.75 0.64 0.96 1 0.89 0.60 0.83 0.82 0.86 0.92 pproach Factor 0.91 0.67 0.89 0.91 Turn Count Summary Location: at Broadway St, Piraeus Row GPS Coordinates: Lat=38.020741, Lon— 78.458274 Date: 2016-10-13 Day of week: Thursday Weather: Analyst: Eric Total vehicle traffic Car traffic Interval starts 0000000000000 0000000000000 0000000000000 X0000©0000000© X0000©0000000© �0000v00000000 0000000000000 0000000000000 0000000000000 X0000000000000 �0000v00000000 �0000v00000000 000000000000© 000000000000© 0000000000000 X000000000000© �0000v0000000© �0000v00000000 0000000000000 0000000000000 0000000000000 X000000©00000 �0000v0©00000 �0000v0000000� Car traffic Interval starts 0000000000000 0000000000000 0000000000000 �0000v00000000 X0000©0000000© �0000v00000000 0000000000000 0000000000000 0000000000000 �0000v00000000 �0000v00000000 �0000v00000000 0000000000000 000000000000© 0000000000000 �0000v00000000 �0000v0000000© �0000v00000000 0000000000000 0000000000000 0000000000000 �o000v000000oQ �0000v0©00000 �0000v0000000� Truck traffic Interval starts 0000000000000 0000000000000 �0000v00000000 �0000v00000000 0000000000000 0000000000000 �0000v00000000 �0000v00000000 0000000000000 0000000000000 �0000v00000000 �0000v00000000 0000000000000 0000000000000 �o000v000000oQ �0000v0000000� Pedestrian volumes 0000000000000 �0000v00000000 0000000000000 �0000v00000000 0000000000000 �0000v00000000 0000000000000 �0000v0000000� Intersection Peak Hour eI M: S0 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 0 4 0 1 0 0 0 1 6 12 Factor 0.00 0.00 0.00 0.00 0.33 0.00 0.25 1 0.00 0.00 0.00 0.25 0.38 0.50 pproach Factor 0.00 0.33 0.25 0.35 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 0 0 0 0 4 0 1 0 0 0 1 5 11 Truck 0 0 0 0 0 1 0 0 1 0 0 0 0 1 1 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 0 0 0 0 0 1 1 0 0 0 1 Intersection Peak Hour Location: at Broadway St, Piraeus Row GPS Coordinates: Lat=38.020741, Lon— 78.458274 Date: 2016-10-13 Day of week: Thursday Weather: Vehicle Total Analyst: Eric Intersection Peak Hour 07:00 - 08:00 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 0 4 0 1 0 0 0 1 6 12 Factor 0.00 0.00 0.00 0.00 0.33 0.00 0.25 1 0.00 0.00 0.00 0.25 0.38 0.50 pproach Factor 0.00 0.33 0.25 0.35 Turn Count Summary Location: at Broadway St, GPS Coordinates: Lat=38.020735, Lon— 78.457843 Date: 2016-10-13 Day of week: Thursday Weather: Analyst: Eric Total vehicle traffic Car traffic Interval starts �0000v00000000 0000000000000 �0000v00000000 X0000©00000000. �0000v00000000 �0000v00000©0� 0000000000000 �0000v00000000 X000000©00000© �0000v00000000 0000000000000 0000000000000 ®0000000000000. ®0000000000000. �0000v00000©0© �0000v00000000 �00000v0000©0© �0000v00000000 000000©00000 0000v0000000� Car traffic Interval starts �0000v00000000 0000000000000 �0000v00000000 X0000©00000000 �0000v00000000 �0000v00000©0� 0000000000000 �0000v00000000 �0000v0©00000© �0000v00000000 0000000000000. 0000000000000 ®0000000000000 ®0000000000000. �0000v00000©0© �0000v00000000 �0000v00000©00 �0000v00000000 000000©00000 0000v0000000� Truck traffic Interval starts . - 0000000000000 �0000v00000000 �0000v00000000 �0000v00000000 . 0000000000000 �0000v00000000 �0000v00000000 �0000v00000000 0000000000000 0000000000000 ®0000000000000. ®0000000000000. �0000v00000000 �0000v00000000 �0000v00000000 �0000v00000000 0000v0000000� 0000v0000000� Pedestrian volumes �0000v00000000 �0000v00000000 �0000v00000000 �0000v00000000 0000000000000 ®0000000000000. �0000v00000000 �0000v00000000 0000v0000000� Intersection Peak Hour 16:00 - 17:00 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 0 7 0 11 0 0 0 3 0 21 Factor 0.00 0.00 0.00 0.00 0.44 0.00 0.34 1 0.00 0.00 0.00 0.38 0.00 0.38 pproach Factor 0.00 0.44 0.34 0.38 Peak Hour Vehicle Summary Vehicle SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Car 0 0 0 0 7 0 11 0 0 0 3 0 21 Truck 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 Peak Hour Pedestrians NE NW SW SE Total Left Right Total Left Right Total Left Right Total Left Right Total Pedestrians 0 0 0 0 0 0 0 0 0 0 0 0 0 Intersection Peak Hour Location: at Broadway St, GPS Coordinates: Lat=38.020735, Lon— 78.457843 Date: 2016-10-13 Day of week: Thursday Weather: Vehicle Total Analyst: Eric Intersection Peak Hour 16:00 - 17:00 SouthBound Westbound Northbound Eastbound Total Left Thru Right Left Thru Right Left Thru Right Left Thru Right Vehicle Total 0 0 0 0 7 0 11 0 0 0 3 0 21 Factor 0.00 0.00 0.00 0.00 0.44 0.00 0.34 1 0.00 0.00 0.00 0.38 0.00 0.38 pproach Factor 0.00 0.44 0.34 0.38 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix C Existing Synchro Printouts HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR V\BL VbBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 8.5 1� 6.9 8.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 57 27 29 17 55 41 140 371 14 49 228 72 Future Volume (veh/h) 57 27 29 17 55 41 140 371 14 49 228 72 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1696 1739 1900 1792 1643 1900 1882 1811 1938 1713 1806 1919 Adj Row Rate, veh/h 60 28 10 18 58 14 147 391 13 52 240 59 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 12 4 4 6 2 2 3 7 7 12 7 7 Cap, veh/h 344 164 59 346 122 29 515 581 19 398 402 99 Arrive On Green 0.06 0.13 0.13 0.02 0.10 0.10 0.10 0.33 0.33 0.06 0.29 0.29 Sat Row, veh/h 1616 1225 437 1707 1280 309 1792 1743 58 1632 1401 344 Grp Vdume(v), veh/h 60 0 38 18 0 72 147 0 404 52 0 299 Grp Sat R*s),veh/h/In 1616 0 1662 1707 0 1589 1792 0 1801 1632 0 1745 Q Serve(g_s), s 1.3 0.0 0.8 0.4 0.0 1.7 2.2 0.0 7.6 0.9 0.0 5.8 Cyde Q Clear(g_c), s 1.3 0.0 0.8 0.4 0.0 1.7 2.2 0.0 7.6 0.9 0.0 5.8 Prop In Lane 1.00 0.26 1.00 0.19 1.00 0.03 1.00 0.20 Lane Grp Cap(c), veh/h 344 0 222 346 0 152 515 0 600 398 0 501 V/C Ratio(X) 0.17 0.00 0.17 0.05 0.00 0.47 0.29 0.00 0.67 0.13 0.00 0.60 Avail Cap(c a), veh/h 450 0 757 523 0 723 565 0 866 515 0 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.6 0.0 15.2 15.5 0.0 16.9 8.6 0.0 11.3 9.3 0.0 12.1 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.1 0.0 2.3 0.3 0.0 1.3 0.1 0.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.6 0.0 0.4 0.2 0.0 0.8 1.1 0.0 3.9 0.4 0.0 2.9 Ln&p Delay(d),s/veh 14.9 0.0 15.5 15.6 0.0 19.2 8.9 0.0 12.7 9.4 0.0 13.3 Lnap LOS B B B B A B A B Approach Vol, veh/h 98 90 551 351 Approach Delay, s/veh 15.1 18.5 11.6 12.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 17.7 5.4 9.8 8.5 15.8 6.9 8.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.9 9.6 2.4 2.8 4.2 7.8 3.3 3.7 Green Ext Time (p c), s 0.0 3.2 0.0 0.4 0.0 3.5 0.0 0.4 Intersection Surnmary HCM 2010 Ctrl Delay 12.9 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 Existing AM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),(; 13.6 Traffic Vdume(veh/h) 34 14 5 33 16 80 5 456 47 62 193 41 Future Volume (veh/h) 34 14 5 33 16 80 5 456 47 62 193 41 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1739 1900 1743 1807 1900 1862 1810 1862 1810 1732 1919 Adj Row Rate, veh/h 37 15 1 36 18 15 5 501 48 68 212 36 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 21 21 21 9 6 6 0 2 2 6 12 12 Cap, veh/h 63 26 2 107 59 49 605 680 65 402 686 116 Arrive On Green 0.05 0.05 0.05 0.06 0.06 0.06 0.01 0.42 0.42 0.06 0.47 0.47 Sat Row, veh/h 1170 474 32 1660 912 760 1773 1627 156 1724 1444 245 Grp Volume(v), veh/h 53 0 0 36 0 33 5 0 549 68 0 248 Grp Sat R*s),veh/h/I n1 675 0 0 1660 0 1672 1773 0 1783 1724 0 1689 Q Serve(g_s), s 1.4 0.0 0.0 0.9 0.0 0.8 0.1 0.0 11.6 1.0 0.0 4.1 Cyde Q Clear(g_c), s 1.4 0.0 0.0 0.9 0.0 0.8 0.1 0.0 11.6 1.0 0.0 4.1 Prop In Lane 0.70 0.02 1.00 0.45 1.00 0.09 1.00 0.15 Lane Grp Cap(c), veh/h 90 0 0 107 0 107 605 0 745 402 0 802 V/C Ratio(X) 0.59 0.00 0.00 0.34 0.00 0.31 0.01 0.00 0.74 0.17 0.00 0.31 Avail Cap(c a), veh/h 674 0 0 668 0 673 795 0 1217 488 0 1153 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.8 0.0 0.0 20.1 0.0 20.1 7.5 0.0 11.0 7.9 0.0 7.3 Incr Delay (d2), s/veh 6.0 0.0 0.0 1.8 0.0 1.6 0.0 0.0 1.4 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir0.8 0.0 0.0 0.5 0.0 0.4 0.0 0.0 5.9 0.5 0.0 1.9 Ln&p Delay(d),s/veh 26.7 0.0 0.0 22.0 0.0 21.7 7.5 0.0 12.4 8.1 0.0 7.5 Lnap LOS C Cr C A B A A Approach Vol, veh/h 53 69 554 316 Approach Delay, s/veh 26.7 21.8 12.4 7.6 Approach LOS Cr C B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.4 23.3 6.9 4.8 25.9 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),(; 13.6 3.4 2.1 6.1 2.9 Green Ext Time (p c), s 0.0 5.1 0.2 0.0 5.9 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 12.3 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 Existing AM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 7.5 EB WS Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 7.9 7.3 7.4 7.6 HCM LOS A A A A 4.575 4.038 4.057 Yes Yes Movement EBU EBL EBT EBR V\BU WBL VMST VMBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.2 0.1 0.3 Traffic Vol, veh/h 0 17 10 5 0 4 7 9 0 5 38 37 0 30 19 15 Future Vol, veh/h 0 17 10 5 0 4 7 9 0 5 38 37 0 30 19 15 Peak Hour Factor 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 Heavy Vehicles, % 2 18 30 20 2 0 43 11 2 0 3 3 2 0 0 0 Mvrnt Flow 0 23 14 7 0 5 9 12 0 7 51 50 0 41 26 20 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WS Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 7.9 7.3 7.4 7.6 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 6% 53% 20% 47% 47% 31% 35% 30% 46% 16% 45% 23% Stop Stop Stop Stop 80 32 20 64 5 17 4 30 38 10 7 19 37 5 9 15 108 43 27 86 1 1 1 1 0.115 0.055 0.03 0.097 3.822 4.575 4.038 4.057 Yes Yes Yes Yes 929 774 872 875 1.884 2.656 2.128 2.119 0.116 0.056 0.031 0.098 7.4 7.9 7.3 7.6 A A A A 0.4 0.2 0.1 0.3 Woolen Hills Traffic Impact Study 10/20/2016 Existing AM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 0.7 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir 8 Stage 1 *' - - 8 Traffic Vol, veh/h 1 6 0 4 1 0 Future Vol, veh/h 1 6 0 4 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 50 50 50 50 50 50 Heavy Vehicles, % 0 20 2 0 0 0 MvrTt Flow 2 12 0 8 2 0 Major/Mnor Majorl Major2 Mnorl 0.002 - Conflicting How All 0 0 14 0 16 8 Stage 1 - - - - 8 - Stage 2 - - - - 8 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap -1 Maneuver - - 1604 - 1008 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1604 - 1008 1080 Mov Cap -2 Maneuver - - - - 1008 - Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Approach EB WB NB HCM Control Delay, s 0 0 8.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 1008 - - 1604 - HCM Lane V/C Ratio 0.002 - - - - HCM Control Delay (s) 8.6 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 Existing AM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Intersection Int Delay, s/veh 3.8 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir HCM Lane LOS A - *' HCM 95th °/utile Q(veh) 0.2 - Traffic Vol, veh/h 21 62 12 19 51 10 Future Vol, veh/h 21 62 12 19 51 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 14 6 0 5 10 0 MvrTt Flow 23 67 13 20 55 11 Major/Mnor Majorl Major2 Mnorl Conflicting How All 0 0 89 0 102 56 Stage 1 - - - - 56 - Stage 2 - - - - 46 - Q itical Hdwy - - 4.1 - 6.5 6.2 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - - 2.2 - 3.59 3.3 Pot Cap -1 Maneuver - - 1519 - 877 1016 Stage 1 - - - - 947 - Stage 2 - - - - 956 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1519 - 869 1016 Mov Cap -2 Maneuver - - - - 869 - Stage 1 - - - - 947 - Stage 2 - - - - 947 - Approach EB WB NB HCM Control Delay, s 0 2.9 9.4 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 890 - - 1519 - HCM Lane V/C Ratio 0.074 - - 0.008 - HCM Control Delay (s) 9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.2 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 Existing AM Synchro 9 Report V\H Page 5 HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR VM3L VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 6.7 1� 7.8 8.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 86 46 120 20 36 54 46 371 12 45 332 38 Future Volume (veh/h) 86 46 120 20 36 54 46 371 12 45 332 38 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1845 1840 1900 1810 1813 1900 1900 1879 1938 1654 1852 1919 Adj Row Rate, veh/h 93 50 38 22 39 17 50 403 11 49 361 34 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 3 4 4 5 6 6 2 3 3 16 4 4 Cap, veh/h 412 151 115 353 124 54 411 595 16 374 544 51 Arrive On Green 0.08 0.16 0.16 0.03 0.10 0.10 0.05 0.33 0.33 0.05 0.33 0.33 Sat Row, veh/h 1757 971 738 1723 1198 522 1810 1820 50 1576 1668 157 Grp Vdume(v), veh/h 93 0 88 22 0 56 50 0 414 49 0 395 Grp Sat R*s),veh/h/In 1757 0 1709 1723 0 1721 1810 0 1870 1576 0 1825 Q Serve(g_s), s 1.9 0.0 1.9 0.5 0.0 1.2 0.7 0.0 7.9 0.8 0.0 7.7 Cyde Q Clear(g_c), s 1.9 0.0 1.9 0.5 0.0 1.2 0.7 0.0 7.9 0.8 0.0 7.7 Prop In Lane 1.00 0.43 1.00 0.30 1.00 0.03 1.00 0.09 Lane Grp Cap(c), veh/h 412 0 267 353 0 178 411 0 611 374 0 595 V/C Ratio(X) 0.23 0.00 0.33 0.06 0.00 0.31 0.12 0.00 0.68 0.13 0.00 0.66 Avail Cap(c a), veh/h 491 0 753 516 0 754 536 0 860 483 0 839 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.5 0.0 15.4 15.7 0.0 17.1 8.9 0.0 12.0 9.0 0.0 11.9 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.1 0.0 1.0 0.1 0.0 1.3 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.9 0.0 0.9 0.2 0.0 0.6 0.4 0.0 4.2 0.4 0.0 4.1 Ln&p Delay(d),s/veh 14.8 0.0 16.1 15.8 0.0 18.1 9.0 0.0 13.3 9.1 0.0 13.2 Lnap LOS B B B B A B A B Approach Vol, veh/h 181 78 464 444 Approach Delay, s/veh 15.4 17.4 12.8 12.7 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.6 17.9 5.6 10.9 6.7 17.9 7.8 8.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 18.9 5.0 18.1 5.0 18.9 5.1 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.8 9.9 2.5 3.9 2.7 9.7 3.9 3.2 Green Ext Time (p c), s 0.0 3.6 0.0 0.6 0.0 3.6 0.0 0.6 Intersection Surnmary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 Existing PM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 NIax Green Setting (GrTa,4.0 30.2 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 7.8 Traffic Vdume(veh/h) 37 21 6 59 15 92 5 279 14 60 471 53 Future Volume (veh/h) 37 21 6 59 15 92 5 279 14 60 471 53 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1816 1900 1776 1868 1900 1862 1799 1862 1793 1885 1919 Adj Row Rate, veh/h 40 23 3 64 16 18 5 303 13 65 512 54 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 14 14 14 7 0 0 0 3 3 7 2 2 Cap, veh/h 67 39 5 136 64 72 332 644 28 521 724 76 Arrive On Green 0.06 0.06 0.06 0.08 0.08 0.08 0.01 0.38 0.38 0.06 0.43 0.43 Sat Row, veh/h 1060 610 80 1691 804 904 1773 1712 73 1708 1677 177 Grp Vdume(v), veh/h 66 0 0 64 0 34 5 0 316 65 0 566 Grp Sat R*s),veh/h/I n1 749 0 0 1691 0 1708 1773 0 1786 1708 0 1854 Q Serve(g_s), s 1.6 0.0 0.0 1.6 0.0 0.8 0.1 0.0 5.8 1.0 0.0 10.8 Cyde Q Clear(g_c), s 1.6 0.0 0.0 1.6 0.0 0.8 0.1 0.0 5.8 1.0 0.0 10.8 Prop In Lane 0.61 0.05 1.00 0.53 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 111 0 0 136 0 137 332 0 671 521 0 801 V/C Ratio(X) 0.60 0.00 0.00 0.47 0.00 0.25 0.02 0.00 0.47 0.12 0.00 0.71 Avail Cap(c a), veh/h 735 0 0 711 0 718 530 0 1252 636 0 1321 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.6 0.0 0.0 18.9 0.0 18.6 9.0 0.0 10.2 7.5 0.0 10.0 Incr Delay (d2), s/veh 5.0 0.0 0.0 2.5 0.0 0.9 0.0 0.0 0.5 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir0.9 0.0 0.0 0.8 0.0 0.4 0.0 0.0 2.9 0.4 0.0 5.6 Ln&p Delay(d),s/veh 24.7 0.0 0.0 21.5 0.0 19.5 9.1 0.0 10.7 7.6 0.0 11.2 Lnap LOS C Cr B A B A B Approach Vol, veh/h 66 98 321 631 Approach Delay, s/veh 24.7 20.8 10.7 10.8 Approach LOS Cr C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.2 20.7 7.2 4.8 23.1 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 NIax Green Setting (GrTa,4.0 30.2 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 7.8 3.6 2.1 12.8 3.6 Green Ext Time (p c), s 0.0 6.4 0.2 0.0 5.9 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 Existing PM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBU EBL EBT EBR V\BU WBL VMBT VMBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 4 NB SB WB 35 Traffic Vol, veh/h 0 42 11 8 0 Future Vol, veh/h 0 42 11 8 0 Peak Hour Factor 0.92 0.67 0.67 0.67 0.92 Heavy Vehicles, % 2 5 18 38 2 Mvrnt Flow 0 63 16 12 0 Number of Lanes 0 0 1 0 0 Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Fight HCM Control Delay HCM LOS Lane Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 52 4 0 52 4 0 0.67 0.67 0.92 4 0 2 78 6 0 1 0 0 4 9 49 32 9 49 32 0.67 0.67 0.67 0 6 13 13 73 48 0 1 0 EB 4 NB SB WB 35 18 26 0 10 35 18 26 0 10 0.67 0.67 0.67 0.92 0.67 3 6 0 2 0 52 27 39 0 15 0 1 0 0 0 52 4 0 52 4 0 0.67 0.67 0.92 4 0 2 78 6 0 1 0 0 4 9 49 32 9 49 32 0.67 0.67 0.67 0 6 13 13 73 48 0 1 0 EB WB NB SB WB EB SB NB 1 1 1 1 SB NB EB WS 1 1 1 1 NB SB WB EB 1 1 1 1 8.4 8.3 8.2 8.2 A A A A NBLn1 EBLn1W3Lnl SBLn1 15% 69% 44% 10% 79% 18% 23% 54% 6% 13% 33% 36% Stop Stop Stop Stop 66 61 79 90 10 42 35 9 52 11 18 49 4 8 26 32 99 91 118 134 1 1 1 1 0.124 0.119 0.147 0.161 4.533 4.706 4.478 4.31 Yes Yes Yes Yes 791 762 802 833 2.559 2.733 2.503 2.335 0.125 0.119 0.147 0.161 8.2 8.4 8.3 8.2 A A A A 0.4 0.4 0.5 0.6 V\bden Hills Traffic Impact Study 10/20/2016 Existing PM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 4.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 8 *' Stage 2 - - - - Traffic Vol, veh/h 3 0 0 7 11 0 Future Vol, veh/h 3 0 0 7 11 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 38 38 38 38 Heavy Vehicles, % 0 0 0 0 0 0 MvrTt Flow 8 0 0 18 29 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting Row All 0 0 8 0 26 8 Stage 1 - - - - 8 - Stage 2 - - - - 18 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1625 - 995 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1625 - 995 1080 Mov Cap -2 Maneuver - - - - 995 - Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Approach EB WB NB HCM Control Delay, s 0 0 8.7 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 995 - - 1625 - HCM Lane V/C Ratio 0.029 - - - - HCM Control Delay (s) 8.7 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.1 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 Existing PM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Int Delay, s/veh 5 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir 68 Stage 1 *' - - 68 Traffic Vol, veh/h 43 36 11 19 81 21 Future Vol, veh/h 43 36 11 19 81 21 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 7 8 18 0 4 0 MvrTt Flow 48 40 12 21 90 23 Major/Mnor Majorl Major2 Mnorl 0.127 - Conflicting How All 0 0 88 0 114 68 Stage 1 - - - - 68 - Stage 2 - - - - 46 - Critical Hdwy - - 4.28 - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.362 - 3.536 3.3 Pot Cap -1 Maneuver - - 1413 - 878 1001 Stage 1 - - - - 950 - Stage 2 - - - - 971 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1413 - 870 1001 Mov Cap -2 Maneuver - - - - 870 - Stage 1 - - - - 950 - Stage 2 - - - - 962 - Approach EB WB NB HCM Control Delay, s 0 2.8 9.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 894 - - 1413 - HCM Lane V/C Ratio 0.127 - - 0.009 - HCM Control Delay (s) 9.6 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.4 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 Existing PM Synchro 9 Report V\H Page 5 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix D Existing SimTraffic Printouts Queuing and Blocking Report Existing AM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 90 97 61 122 139 238 91 168 Average Queue (ft) 35 31 11 50 51 93 27 72 95th Queue (ft) 70 68 38 91 106 177 67 132 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 0 1 0 6 0 1 Storage Bay Dist (ft) 100 0 75 0 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 0 0 2 0 1 0 2 Queuing Penalty (veh) 0 0 0 0 0 2 0 1 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB VSB NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 98 66 103 46 288 101 158 Average Queue (ft) 32 23 39 3 114 28 55 95th Queue (ft) 69 55 75 21 210 63 116 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 0 1 0 6 0 1 Queuing Penalty (veh) 0 0 0 0 0 0 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 60 64 39 42 Average Queue (ft) 20 17 11 15 95th Queue (ft) 50 49 26 31 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report Existing AM 10/20/2016 Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 18 Average Queue (ft) 1 95th Queue (ft) 8 Link Distance (ft) 354 Upstream Blk Time (%) 51 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 25 59 Average Queue (ft) 2 26 95th Queue (ft) 14 51 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 5 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 Queuing and Blocking Report Existing PM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 90 142 60 93 115 233 101 227 Average Queue (ft) 38 53 13 39 26 92 31 92 95th Queue (ft) 70 101 41 74 67 172 78 169 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Time (%) 1 1 1 0 5 Storage Bay Dist (ft) 100 1 75 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 1 0 1 0 2 0 3 Queuing Penalty (veh) 0 1 0 0 0 1 0 2 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 80 66 109 31 174 119 267 Average Queue (ft) 34 32 41 4 71 31 120 95th Queue (ft) 66 65 80 20 132 84 218 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Time (%) 1 1 1 0 5 Queuing Penalty (veh) 1 1 0 0 3 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 65 62 39 63 Average Queue (ft) 27 28 9 24 95th Queue (ft) 55 49 24 49 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report Existing PM 10/20/2016 Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 30 Average Queue (ft) 9 95th Queue (ft) 31 Link Distance (ft) 354 Upstream Blk Time (%) 51 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 30 66 Average Queue (ft) 1 30 95th Queue (ft) 11 51 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 9 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 EPRPc EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix E 2018 No Build Synchro Printouts HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 8.5 1� 6.9 8.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 58 27 29 17 56 41 141 375 14 49 230 73 Future Volume (veh/h) 58 27 29 17 56 41 141 375 14 49 230 73 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1696 1739 1900 1792 1645 1900 1882 1811 1938 1713 1806 1919 Adj Row Rate, veh/h 61 28 10 18 59 14 148 395 13 52 242 60 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 12 4 4 6 2 2 3 7 7 12 7 7 Cap, veh/h 344 165 59 345 123 29 514 583 19 396 403 100 Arrive On Green 0.06 0.13 0.13 0.02 0.10 0.10 0.10 0.33 0.33 0.05 0.29 0.29 Sat Row, veh/h 1616 1225 437 1707 1286 305 1792 1744 57 1632 1398 347 Grp Vdume(v), veh/h 61 0 38 18 0 73 148 0 408 52 0 302 Grp Sat R*s),veh/h/In 1616 0 1662 1707 0 1591 1792 0 1801 1632 0 1745 Q Serve(g_s), s 1.3 0.0 0.8 0.4 0.0 1.7 2.2 0.0 7.7 0.9 0.0 5.9 Cyde Q Clear(g_c), s 1.3 0.0 0.8 0.4 0.0 1.7 2.2 0.0 7.7 0.9 0.0 5.9 Prop In Lane 1.00 0.26 1.00 0.19 1.00 0.03 1.00 0.20 Lane Grp Cap(c), veh/h 344 0 224 345 0 152 514 0 603 396 0 503 V/C Ratio(X) 0.18 0.00 0.17 0.05 0.00 0.48 0.29 0.00 0.68 0.13 0.00 0.60 Avail Cap(c a), veh/h 447 0 753 522 0 721 562 0 862 512 0 830 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.7 0.0 15.2 15.6 0.0 17.0 8.6 0.0 11.4 9.3 0.0 12.2 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.1 0.0 2.3 0.3 0.0 1.3 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.6 0.0 0.4 0.2 0.0 0.8 1.1 0.0 4.0 0.4 0.0 3.0 Ln&p Delay(d),s/veh 14.9 0.0 15.6 15.7 0.0 19.4 8.9 0.0 12.7 9.5 0.0 13.3 Lnap LOS B B B B A B A B Approach Vol, veh/h 99 91 556 354 Approach Delay, s/veh 15.2 18.6 11.7 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 17.8 5.4 9.8 8.5 15.9 6.9 8.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.9 9.7 2.4 2.8 4.2 7.9 3.3 3.7 Green Ext Time (p c), s 0.0 3.2 0.0 0.4 0.0 3.5 0.0 0.4 Intersection Surnmary HCM 2010 Ctrl Delay 12.9 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 No Build AM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR CBL CBT CBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 NIax Green Setti ng (GrTa,4. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 13.9 Traffic Vdume(veh/h) 34 14 5 33 16 81 5 461 47 63 195 41 Future Volume (veh/h) 34 14 5 33 16 81 5 461 47 63 195 41 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1739 1900 1743 1807 1900 1862 1811 1862 1810 1732 1919 Adj Row Rate, veh/h 37 15 1 36 18 15 5 507 48 69 214 36 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 21 21 21 9 6 6 0 2 2 6 12 12 Cap, veh/h 63 25 2 106 58 49 606 685 65 401 691 116 Arrive On Green 0.05 0.05 0.05 0.06 0.06 0.06 0.01 0.42 0.42 0.06 0.48 0.48 Sat Row, veh/h 1170 474 32 1660 912 760 1773 1629 154 1724 1446 243 Grp Volume(v), veh/h 53 0 0 36 0 33 5 0 555 69 0 250 Grp Sat R*s),veh/h/I n1 675 0 0 1660 0 1672 1773 0 1783 1724 0 1689 Q Serve(g_s), s 1.4 0.0 0.0 0.9 0.0 0.9 0.1 0.0 11.9 1.0 0.0 4.1 Cyde Q Clear(g_c), s 1.4 0.0 0.0 0.9 0.0 0.9 0.1 0.0 11.9 1.0 0.0 4.1 Prop In Lane 0.70 0.02 1.00 0.45 1.00 0.09 1.00 0.14 Lane Grp Cap(c), veh/h 90 0 0 106 0 107 606 0 750 401 0 807 V/C Ratio(X) 0.59 0.00 0.00 0.34 0.00 0.31 0.01 0.00 0.74 0.17 0.00 0.31 Avail Cap(c a), veh/h 670 0 0 664 0 669 794 0 1209 484 0 1146 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.9 0.0 0.0 20.3 0.0 20.2 7.5 0.0 11.0 7.9 0.0 7.2 Incr Delay (d2), s/veh 6.0 0.0 0.0 1.9 0.0 1.6 0.0 0.0 1.5 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir0.8 0.0 0.0 0.5 0.0 0.4 0.0 0.0 6.0 0.5 0.0 1.9 Ln&p Delay(d),s/veh 26.9 0.0 0.0 22.1 0.0 21.8 7.5 0.0 12.5 8.1 0.0 7.5 Lnap LOS C Cr C A B A A Approach Vol, veh/h 53 69 560 319 Approach Delay, s/veh 26.9 22.0 12.4 7.6 Approach LOS Cr C B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.4 23.5 6.9 4.8 26.1 7.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 NIax Green Setti ng (GrTa,4. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 13.9 3.4 2.1 6.1 2.9 Green Ext Time (p c), s 0.0 5.2 0.2 0.0 6.0 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 12.3 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 No Build AM Synchro 9 Report CH Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 7.5 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 7.9 7.3 7.4 7.6 HCM LOS A A A A 4.575 4.038 4.057 Yes Yes Movement EBU EBL EBT EBR WBU WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.2 0.1 0.3 Traffic Vol, veh/h 0 17 10 5 0 4 7 9 0 5 38 37 0 30 19 15 Future Vol, veh/h 0 17 10 5 0 4 7 9 0 5 38 37 0 30 19 15 Peak Hour Factor 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 Heavy Vehicles, % 2 18 30 20 2 0 43 11 2 0 3 3 2 0 0 0 Mvrnt Flow 0 23 14 7 0 5 9 12 0 7 51 50 0 41 26 20 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 7.9 7.3 7.4 7.6 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 6% 53% 20% 47% 47% 31% 35% 30% 46% 16% 45% 23% Stop Stop Stop Stop 80 32 20 64 5 17 4 30 38 10 7 19 37 5 9 15 108 43 27 86 1 1 1 1 0.115 0.055 0.03 0.097 3.822 4.575 4.038 4.057 Yes Yes Yes Yes 929 774 872 875 1.884 2.656 2.128 2.119 0.116 0.056 0.031 0.098 7.4 7.9 7.3 7.6 A A A A 0.4 0.2 0.1 0.3 Woolen Hills Traffic Impact Study 10/20/2016 201 8 No Build AM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 0.7 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir 8 Stage 1 *' - - 8 Traffic Vol, veh/h 1 6 0 4 1 0 Future Vol, veh/h 1 6 0 4 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 50 50 50 50 50 50 Heavy Vehicles, % 0 20 2 0 0 0 MvrTt Flow 2 12 0 8 2 0 Major/Mnor Majorl Major2 Mnorl 0.002 - Conflicting How All 0 0 14 0 16 8 Stage 1 - - - - 8 - Stage 2 - - - - 8 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap -1 Maneuver - - 1604 - 1008 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1604 - 1008 1080 Mov Cap -2 Maneuver - - - - 1008 - Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Approach EB WB NB HCM Control Delay, s 0 0 8.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 1008 - - 1604 - HCM Lane V/C Ratio 0.002 - - - - HCM Control Delay (s) 8.6 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 No Build AM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Intersection Int Delay, s/veh 3.8 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir HCM Lane LOS A - *' HCM 95th °/utile Q(veh) 0.2 - Traffic Vol, veh/h 21 63 12 19 52 10 Future Vol, veh/h 21 63 12 19 52 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 14 6 0 5 10 0 MvrTt Flow 23 68 13 20 56 11 Major/Mnor Majorl Major2 Mnorl Conflicting Row All 0 0 90 0 102 56 Stage 1 - - - - 56 - Stage 2 - - - - 46 - Critical Hdwy - - 4.1 - 6.5 6.2 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - - 2.2 - 3.59 3.3 Pot Cap -1 Maneuver - - 1518 - 877 1016 Stage 1 - - - - 947 - Stage 2 - - - - 956 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1518 - 869 1016 Mov Cap -2 Maneuver - - - - 869 - Stage 1 - - - - 947 - Stage 2 - - - - 947 - Approach EB WB NB HCM Control Delay, s 0 2.9 9.4 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 890 - - 1518 - HCM Lane V/C Ratio 0.075 - - 0.009 - HCM Control Delay (s) 9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.2 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 No Build AM Synchro 9 Report V\H Page 5 HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR VVBL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 6.7 1� 7.8 8.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 87 46 121 20 36 55 46 375 12 45 335 38 Future Volume (veh/h) 87 46 121 20 36 55 46 375 12 45 335 38 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1845 1840 1900 1810 1813 1900 1900 1879 1938 1654 1852 1919 Adj Row Rate, veh/h 95 50 39 22 39 18 50 408 12 49 364 34 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 3 4 4 5 6 6 2 3 3 16 4 4 Cap, veh/h 412 150 117 352 121 56 411 597 18 371 548 51 Arrive On Green 0.08 0.16 0.16 0.03 0.10 0.10 0.05 0.33 0.33 0.05 0.33 0.33 Sat Row, veh/h 1757 959 748 1723 1175 542 1810 1816 53 1576 1669 156 Grp Vdume(v), veh/h 95 0 89 22 0 57 50 0 420 49 0 398 Grp Sat R*s),veh/h/In 1757 0 1708 1723 0 1717 1810 0 1869 1576 0 1825 Q Serve(g_s), s 1.9 0.0 1.9 0.5 0.0 1.3 0.7 0.0 8.0 0.8 0.0 7.7 Cyde Q Clear(g_c), s 1.9 0.0 1.9 0.5 0.0 1.3 0.7 0.0 8.0 0.8 0.0 7.7 Prop In Lane 1.00 0.44 1.00 0.32 1.00 0.03 1.00 0.09 Lane Grp Cap(c), veh/h 412 0 268 352 0 178 411 0 615 371 0 599 V/C Ratio(X) 0.23 0.00 0.33 0.06 0.00 0.32 0.12 0.00 0.68 0.13 0.00 0.66 Avail Cap(c a), veh/h 487 0 748 513 0 748 534 0 855 480 0 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.6 0.0 15.5 15.8 0.0 17.2 8.9 0.0 12.0 9.0 0.0 11.9 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.1 0.0 1.0 0.1 0.0 1.4 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.9 0.0 0.9 0.2 0.0 0.7 0.4 0.0 4.3 0.4 0.0 4.1 Ln&p Delay(d),s/veh 14.9 0.0 16.2 15.9 0.0 18.2 9.0 0.0 13.4 9.2 0.0 13.2 Lnap LOS B B B B A B A B Approach Vol, veh/h 184 79 470 447 Approach Delay, s/veh 15.5 17.6 12.9 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 18.1 5.6 11.0 6.7 18.1 7.8 8.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 18.9 5.0 18.1 5.0 18.9 5.1 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.8 10.0 2.5 3.9 2.7 9.7 3.9 3.3 Green Ext Time (p c), s 0.0 3.6 0.0 0.6 0.0 3.6 0.0 0.6 Intersection Surnmary HCM 2010 Ctrl Delay 13.6 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 No Build PM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR CBL CBT CBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 NIax Green Setting (GrTa,4.0 30.2 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 7.9 Traffic Vdume(veh/h) 37 21 6 60 15 93 5 282 14 61 476 54 Future Volume (veh/h) 37 21 6 60 15 93 5 282 14 61 476 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1816 1900 1776 1868 1900 1862 1799 1862 1793 1885 1919 Adj Row Rate, veh/h 40 23 3 65 16 18 5 307 13 66 517 55 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 14 14 14 7 0 0 0 3 3 7 2 2 Cap, veh/h 67 39 5 136 65 73 330 648 27 520 728 77 Arrive On Green 0.06 0.06 0.06 0.08 0.08 0.08 0.01 0.38 0.38 0.06 0.43 0.43 Sat Row, veh/h 1060 610 80 1691 804 904 1773 1713 73 1708 1675 178 Grp Vdume(v), veh/h 66 0 0 65 0 34 5 0 320 66 0 572 Grp Sat R*s),veh/h/I n1 749 0 0 1691 0 1708 1773 0 1786 1708 0 1854 Q Serve(g_s), s 1.6 0.0 0.0 1.6 0.0 0.8 0.1 0.0 5.9 1.0 0.0 10.9 Cyde Q Clear(g_c), s 1.6 0.0 0.0 1.6 0.0 0.8 0.1 0.0 5.9 1.0 0.0 10.9 Prop In Lane 0.61 0.05 1.00 0.53 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 111 0 0 136 0 137 330 0 675 520 0 806 V/C Ratio(X) 0.60 0.00 0.00 0.48 0.00 0.25 0.02 0.00 0.47 0.13 0.00 0.71 Avail Cap(c a), veh/h 730 0 0 706 0 713 527 0 1244 633 0 1312 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 0.0 19.1 0.0 18.7 9.1 0.0 10.2 7.5 0.0 10.0 Incr Delay (d2), s/veh 5.1 0.0 0.0 2.6 0.0 0.9 0.0 0.0 0.5 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir0.9 0.0 0.0 0.8 0.0 0.4 0.0 0.0 2.9 0.5 0.0 5.8 Ln&p Delay(d),s/veh 24.8 0.0 0.0 21.7 0.0 19.6 9.1 0.0 10.7 7.6 0.0 11.2 Lnap LOS C Cr B A B A B Approach Vol, veh/h 66 99 325 638 Approach Delay, s/veh 24.8 21.0 10.7 10.8 Approach LOS Cr C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.2 20.9 7.2 4.8 23.3 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 NIax Green Setting (GrTa,4.0 30.2 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 7.9 3.6 2.1 12.9 3.6 Green Ext Time (p c), s 0.0 6.5 0.2 0.0 5.9 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 No Build PM Synchro 9 Report CH Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 4 NB SB WB 35 Traffic Vol, veh/h 0 42 11 8 0 Future Vol, veh/h 0 42 11 8 0 Peak Hour Factor 0.92 0.67 0.67 0.67 0.92 Heavy Vehicles, % 2 5 18 38 2 Mvrnt Flow 0 63 16 12 0 Number of Lanes 0 0 1 0 0 Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Fight HCM Control Delay HCM LOS Lane Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 53 4 0 53 4 0 0.67 0.67 0.92 4 0 2 79 6 0 1 0 0 4 9 49 32 9 49 32 0.67 0.67 0.67 0 6 13 13 73 48 0 1 0 EB 4 NB SB WB 35 18 26 0 10 35 18 26 0 10 0.67 0.67 0.67 0.92 0.67 3 6 0 2 0 52 27 39 0 15 0 1 0 0 0 53 4 0 53 4 0 0.67 0.67 0.92 4 0 2 79 6 0 1 0 0 4 9 49 32 9 49 32 0.67 0.67 0.67 0 6 13 13 73 48 0 1 0 EB WB NB SB WB EB SB NB 1 1 1 1 SB NB EB WB 1 1 1 1 NB SB WB EB 1 1 1 1 8.4 8.3 8.2 8.2 A A A A NBLn1 EBLn1W3Lnl SBLn1 15% 69% 44% 10% 79% 18% 23% 54% 6% 13% 33% 36% Stop Stop Stop Stop 67 61 79 90 10 42 35 9 53 11 18 49 4 8 26 32 100 91 118 134 1 1 1 1 0.126 0.119 0.147 0.161 4.533 4.71 4.481 4.312 Yes Yes Yes Yes 791 761 801 833 2.559 2.737 2.507 2.336 0.126 0.12 0.147 0.161 8.2 8.4 8.3 8.2 A A A A 0.4 0.4 0.5 0.6 V\bden Hills Traffic Impact Study 10/20/2016 201 8 No Build PM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 4.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 8 *' Stage 2 - - - - Traffic Vol, veh/h 3 0 0 7 11 0 Future Vol, veh/h 3 0 0 7 11 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 38 38 38 38 Heavy Vehicles, % 0 0 0 0 0 0 MvrTt Flow 8 0 0 18 29 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting Row All 0 0 8 0 26 8 Stage 1 - - - - 8 - Stage 2 - - - - 18 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1625 - 995 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1625 - 995 1080 Mov Cap -2 Maneuver - - - - 995 - Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Approach EB WB NB HCM Control Delay, s 0 0 8.7 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 995 - - 1625 - HCM Lane V/C Ratio 0.029 - - - - HCM Control Delay (s) 8.7 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.1 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 No Build PM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Int Delay, s/veh 5.1 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir 68 Stage 1 *' - - 68 Traffic Vol, veh/h 43 36 11 19 82 21 Future Vol, veh/h 43 36 11 19 82 21 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 7 8 18 0 4 0 MvrTt Flow 48 40 12 21 91 23 Major/Mnor Majorl Major2 Mnorl 0.128 - Conflicting How All 0 0 88 0 114 68 Stage 1 - - - - 68 - Stage 2 - - - - 46 - Critical Hdwy - - 4.28 - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.362 - 3.536 3.3 Pot Cap -1 Maneuver - - 1413 - 878 1001 Stage 1 - - - - 950 - Stage 2 - - - - 971 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1413 - 870 1001 Mov Cap -2 Maneuver - - - - 870 - Stage 1 - - - - 950 - Stage 2 - - - - 962 - Approach EB WB NB HCM Control Delay, s 0 2.8 9.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 894 - - 1413 - HCM Lane V/C Ratio 0.128 - - 0.009 - HCM Control Delay (s) 9.6 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.4 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 No Build PM Synchro 9 Report V\H Page 5 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix F 2018 No Build SimTraffic Printouts Queuing and Blocking Report 2018 No Build AM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 88 84 66 127 139 237 105 207 Average Queue (ft) 37 29 12 52 54 92 28 78 95th Queue (ft) 73 64 42 101 110 177 68 146 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 0 1 0 5 0 0 Storage Bay Dist (ft) 100 0 75 0 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 0 0 3 0 1 0 2 Queuing Penalty (veh) 0 0 0 1 0 2 0 1 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 82 66 97 37 251 97 136 Average Queue (ft) 30 22 39 3 111 28 54 95th Queue (ft) 63 55 73 20 197 67 113 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 0 1 0 5 0 0 Queuing Penalty (veh) 0 0 0 0 0 0 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR Max rr um Queue (ft) 72 66 44 40 Average Queue (ft) 19 17 12 15 95th Queue (ft) 49 48 30 31 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2018 No Build AM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 24 Average Queue (ft) 1 95th Queue (ft) 9 Link Distance (ft) 354 Upstream Blk Time (%) 51 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 21 64 Average Queue (ft) 1 27 95th Queue (ft) 9 51 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 5 10/20/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 Queuing and Blocking Report 2018 No Build PM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 90 149 56 99 108 234 107 226 Average Queue (ft) 39 52 13 40 25 97 31 91 95th Queue (ft) 71 100 41 78 67 180 77 167 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Time (%) 1 1 2 0 5 Storage Bay Dist (ft) 100 1 75 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 1 0 1 0 2 0 4 Queuing Penalty (veh) 0 0 0 0 0 1 0 2 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 94 65 115 31 182 120 263 Average Queue (ft) 36 33 41 3 75 31 117 95th Queue (ft) 71 64 82 19 139 84 217 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Time (%) 1 1 2 0 5 Queuing Penalty (veh) 1 1 0 0 3 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 67 58 37 68 Average Queue (ft) 26 28 9 24 95th Queue (ft) 54 48 23 49 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2018 No Build PM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 30 Average Queue (ft) 8 95th Queue (ft) 30 Link Distance (ft) 354 Upstream Blk Time (%) 51 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 32 67 Average Queue (ft) 2 30 95th Queue (ft) 15 51 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 9 10/20/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix G 2024 No Build Synchro Printouts HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR VVBL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 8.6 1� 7.0 8.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 59 28 30 18 57 43 146 386 15 51 237 75 Future Volume (veh/h) 59 28 30 18 57 43 146 386 15 51 237 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1696 1739 1900 1792 1642 1900 1882 1811 1938 1713 1806 1919 Adj Row Rate, veh/h 62 29 10 19 60 14 154 406 14 54 249 62 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 12 4 4 6 2 2 3 7 7 12 7 7 Cap, veh/h 341 166 57 345 123 29 511 589 20 392 409 102 Arrive On Green 0.06 0.13 0.13 0.02 0.10 0.10 0.10 0.34 0.34 0.06 0.29 0.29 Sat Row, veh/h 1616 1237 427 1707 1288 301 1792 1741 60 1632 1397 348 Grp Vdume(v), veh/h 62 0 39 19 0 74 154 0 420 54 0 311 Grp Sat R*s),veh/h/In 1616 0 1664 1707 0 1589 1792 0 1801 1632 0 1744 Q Serve(g_s), s 1.4 0.0 0.8 0.4 0.0 1.8 2.3 0.0 8.1 0.9 0.0 6.2 Cyde Q Clear(g_c), s 1.4 0.0 0.8 0.4 0.0 1.8 2.3 0.0 8.1 0.9 0.0 6.2 Prop In Lane 1.00 0.26 1.00 0.19 1.00 0.03 1.00 0.20 Lane Grp Cap(c), veh/h 341 0 223 345 0 152 511 0 609 392 0 510 V/C Ratio(X) 0.18 0.00 0.17 0.06 0.00 0.49 0.30 0.00 0.69 0.14 0.00 0.61 Avail Cap(c a), veh/h 442 0 744 517 0 711 556 0 850 503 0 819 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.9 0.0 15.4 15.8 0.0 17.2 8.6 0.0 11.5 9.3 0.0 12.3 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.1 0.0 2.4 0.3 0.0 1.4 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.6 0.0 0.4 0.2 0.0 0.9 1.2 0.0 4.2 0.4 0.0 3.1 Ln&p Delay(d),s/veh 15.1 0.0 15.8 15.8 0.0 19.6 8.9 0.0 12.9 9.5 0.0 13.4 Lnap LOS B B B B A B A B Approach Vol, veh/h 101 93 574 365 Approach Delay, s/veh 15.4 18.9 11.8 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.8 18.1 5.5 9.9 8.6 16.3 7.0 8.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.9 10.1 2.4 2.8 4.3 8.2 3.4 3.8 Green Ext Time (p c), s 0.0 3.2 0.0 0.5 0.0 3.6 0.0 0.4 Intersection Surnmary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 No Build AM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 NIax Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 14.5 Traffic Vdume(veh/h) 35 15 5 34 17 83 5 475 49 65 201 43 Future Volume (veh/h) 35 15 5 34 17 83 5 475 49 65 201 43 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1738 1900 1743 1807 1900 1862 1811 1862 1810 1732 1919 Adj Row Rate, veh/h 38 16 1 37 19 16 5 522 50 71 221 38 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 21 21 21 9 6 6 0 2 2 6 12 12 Cap, veh/h 63 27 2 108 59 50 604 695 67 394 699 120 Arrive On Green 0.05 0.05 0.05 0.07 0.07 0.07 0.01 0.43 0.43 0.06 0.49 0.49 Sat Row, veh/h 1157 487 30 1660 907 764 1773 1627 156 1724 1441 248 Grp Volume(v), veh/h 55 0 0 37 0 35 5 0 572 71 0 259 Grp Sat R*s),veh/h/I n1 675 0 0 1660 0 1672 1773 0 1783 1724 0 1689 Q Serve(g_s), s 1.5 0.0 0.0 1.0 0.0 0.9 0.1 0.0 12.5 1.0 0.0 4.3 Cyde Q Clear(g_c), s 1.5 0.0 0.0 1.0 0.0 0.9 0.1 0.0 12.5 1.0 0.0 4.3 Prop In Lane 0.69 0.02 1.00 0.46 1.00 0.09 1.00 0.15 Lane Grp Cap(c), veh/h 92 0 0 108 0 109 604 0 762 394 0 819 V/C Ratio(X) 0.60 0.00 0.00 0.34 0.00 0.32 0.01 0.00 0.75 0.18 0.00 0.32 Avail Cap(c a), veh/h 654 0 0 648 0 652 788 0 1180 472 0 1118 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.4 0.0 0.0 20.7 0.0 20.7 7.5 0.0 11.2 8.1 0.0 7.3 Incr Delay (d2), s/veh 6.2 0.0 0.0 1.9 0.0 1.7 0.0 0.0 1.5 0.2 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir0.8 0.0 0.0 0.5 0.0 0.5 0.0 0.0 6.4 0.5 0.0 2.1 Ln&p Delay(d),s/veh 27.6 0.0 0.0 22.6 0.0 22.4 7.5 0.0 12.7 8.3 0.0 7.5 Lnap LOS C Cr C A B A A Approach Vol, veh/h 55 72 577 330 Approach Delay, s/veh 27.6 22.5 12.7 7.6 Approach LOS Cr C B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.5 24.3 7.0 4.8 27.0 7.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 NIax Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),(; 14.5 3.5 2.1 6.3 3.0 Green Ext Time (p c), s 0.0 5.3 0.2 0.0 6.2 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 12.5 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 No Build AM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 7.6 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 8 7.3 7.4 7.6 HCM LOS A A A A 4.596 4.055 4.061 Yes Yes Movement EBU EBL EBT EBR V\6U WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.2 0.1 0.3 Traffic Vol, veh/h 0 18 10 5 0 4 7 9 0 5 40 39 0 31 20 16 Future Vol, veh/h 0 18 10 5 0 4 7 9 0 5 40 39 0 31 20 16 Peak Hour Factor 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 0.92 0.74 0.74 0.74 Heavy Vehicles, % 2 18 30 20 2 0 43 11 2 0 3 3 2 0 0 0 Mvrnt Flow 0 24 14 7 0 5 9 12 0 7 54 53 0 42 27 22 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 8 7.3 7.4 7.6 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 6% 55% 20% 46% 48% 30% 35% 30% 46% 15% 45% 24% Stop Stop Stop Stop 84 33 20 67 5 18 4 31 40 10 7 20 39 5 9 16 114 45 27 91 1 1 1 1 0.121 0.057 0.03 0.102 3.827 4.596 4.055 4.061 Yes Yes Yes Yes 927 770 868 875 1.891 2.682 2.151 2.124 0.123 0.058 0.031 0.104 7.4 8 7.3 7.6 A A A A 0.4 0.2 0.1 0.3 Woolen Hills Traffic Impact Study 10/20/2016 2024 No Build AM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 0.7 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir 8 Stage 1 *' - - 8 Traffic Vol, veh/h 1 6 0 4 1 0 Future Vol, veh/h 1 6 0 4 1 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 50 50 50 50 50 50 Heavy Vehicles, % 0 20 2 0 0 0 MvrTt Flow 2 12 0 8 2 0 Major/Mnor Majorl Major2 Mnorl 0.002 - Conflicting How All 0 0 14 0 16 8 Stage 1 - - - - 8 - Stage 2 - - - - 8 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap -1 Maneuver - - 1604 - 1008 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1604 - 1008 1080 Mov Cap -2 Maneuver - - - - 1008 - Stage 1 - - - - 1020 - Stage 2 - - - - 1020 - Approach EB WB NB HCM Control Delay, s 0 0 8.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 1008 - - 1604 - HCM Lane V/C Ratio 0.002 - - - - HCM Control Delay (s) 8.6 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 No Build AM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Int Delay, s/veh 3.7 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 59 *' Stage 2 - - - - Traffic Vol, veh/h 22 65 12 20 53 10 Future Vol, veh/h 22 65 12 20 53 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 14 6 0 5 10 0 MvrTt Flow 24 70 13 22 57 11 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 94 0 106 59 Stage 1 - - - - 59 - Stage 2 - - - - 47 - Critical Hdwy - - 4.1 - 6.5 6.2 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - - 2.2 - 3.59 3.3 Pot Cap -1 Maneuver - - 1513 - 873 1012 Stage 1 - - - - 944 - Stage 2 - - - - 955 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1513 - 865 1012 Mov Cap -2 Maneuver - - - - 865 - Stage 1 - - - - 944 - Stage 2 - - - - 946 - Approach EB WB NB HCM Control Delay, s 0 2.8 9.4 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 885 - - 1513 - HCM Lane V/C Ratio 0.077 - - 0.009 - HCM Control Delay (s) 9.4 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.2 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 No Build AM Synchro 9 Report V\H Page 5 HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/20/2016 Nbvement EBL EBT EBR VVBL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 6.8 1� 7.9 8.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 90 48 125 21 37 56 48 386 12 47 346 40 Future Volume (veh/h) 90 48 125 21 37 56 48 386 12 47 346 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1845 1840 1900 1810 1813 1900 1900 1879 1938 1654 1853 1919 Adj Row Rate, veh/h 98 52 39 23 40 18 52 420 12 51 376 36 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 3 4 4 5 6 6 2 3 3 16 4 4 Cap, veh/h 410 153 115 350 122 55 406 606 17 368 553 53 Arrive On Green 0.08 0.16 0.16 0.03 0.10 0.10 0.05 0.33 0.33 0.05 0.33 0.33 Sat Row, veh/h 1757 977 733 1723 1185 533 1810 1818 52 1576 1665 159 Grp Vdume(v), veh/h 98 0 91 23 0 58 52 0 432 51 0 412 Grp Sat R*s),veh/h/In 1757 0 1710 1723 0 1719 1810 0 1870 1576 0 1824 Q Serve(g_s), s 2.0 0.0 2.0 0.5 0.0 1.3 0.8 0.0 8.4 0.9 0.0 8.2 Cyde Q Clear(g_c), s 2.0 0.0 2.0 0.5 0.0 1.3 0.8 0.0 8.4 0.9 0.0 8.2 Prop In Lane 1.00 0.43 1.00 0.31 1.00 0.03 1.00 0.09 Lane Grp Cap(c), veh/h 410 0 267 350 0 177 406 0 623 368 0 606 V/C Ratio(X) 0.24 0.00 0.34 0.07 0.00 0.33 0.13 0.00 0.69 0.14 0.00 0.68 Avail Cap(c a), veh/h 481 0 738 507 0 738 524 0 842 472 0 822 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.8 0.0 15.8 16.0 0.0 17.5 9.0 0.0 12.1 9.1 0.0 12.1 Incr Delay (d2), s/veh 0.3 0.0 0.7 0.1 0.0 1.1 0.1 0.0 1.5 0.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 1.0 0.0 1.0 0.2 0.0 0.7 0.4 0.0 4.6 0.4 0.0 4.3 Ln&p Delay(d),s/veh 15.1 0.0 16.5 16.1 0.0 18.5 9.1 0.0 13.7 9.2 0.0 13.4 Lnap LOS B B B B A B A B Approach Vol, veh/h 189 81 484 463 Approach Delay, s/veh 15.8 17.8 13.2 13.0 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.7 18.5 5.7 11.1 6.8 18.4 7.9 8.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 18.9 5.0 18.1 5.0 18.9 5.1 18.0 Nbx Q Clear Ti me (g_c+l 1), s 2.9 10.4 2.5 4.0 2.8 10.2 4.0 3.3 Green Ext Time (p c), s 0.0 3.6 0.0 0.6 0.0 3.6 0.0 0.7 Intersection Surnmary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 No Build PM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/20/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�.Z 30.1 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),(; 8.2 Traffic Vdume(veh/h) 39 22 6 61 16 96 5 290 15 62 490 55 Future Volume (veh/h) 39 22 6 61 16 96 5 290 15 62 490 55 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1816 1900 1776 1868 1900 1862 1798 1862 1793 1885 1919 Adj Row Rate, veh/h 42 24 3 66 17 19 5 315 14 67 533 56 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 14 14 14 7 0 0 0 3 3 7 2 2 Cap, veh/h 69 39 5 137 65 73 324 657 29 518 740 78 Arrive On Green 0.06 0.06 0.06 0.08 0.08 0.08 0.01 0.38 0.38 0.06 0.44 0.44 Sat Row, veh/h 1065 609 76 1691 807 902 1773 1709 76 1708 1678 176 Grp Vdume(v), veh/h 69 0 0 66 0 36 5 0 329 67 0 589 Grp Sat R*s),veh/h/I n1 750 0 0 1691 0 1709 1773 0 1785 1708 0 1854 Q Serve(g_s), s 1.7 0.0 0.0 1.7 0.0 0.9 0.1 0.0 6.2 1.0 0.0 11.5 Cyde Q Clear(g_c), s 1.7 0.0 0.0 1.7 0.0 0.9 0.1 0.0 6.2 1.0 0.0 11.5 Prop In Lane 0.61 0.04 1.00 0.53 1.00 0.04 1.00 0.10 Lane Grp Cap(c), veh/h 113 0 0 137 0 138 324 0 687 518 0 818 V/C Ratio(X) 0.61 0.00 0.00 0.48 0.00 0.26 0.02 0.00 0.48 0.13 0.00 0.72 Avail Cap(c a), veh/h 715 0 0 692 0 699 516 0 1214 630 0 1286 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.2 0.0 0.0 19.5 0.0 19.1 9.1 0.0 10.3 7.5 0.0 10.1 Incr Delay (d2), s/veh 5.2 0.0 0.0 2.6 0.0 1.0 0.0 0.0 0.5 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir9.0 0.0 0.0 0.9 0.0 0.4 0.0 0.0 3.1 0.5 0.0 6.0 Ln&p Delay(d),s/veh 25.4 0.0 0.0 22.1 0.0 20.1 9.2 0.0 10.8 7.6 0.0 11.3 Lnap LOS C Cr C A B A B Approach Vol, veh/h 69 102 334 656 Approach Delay, s/veh 25.4 21.4 10.8 11.0 Approach LOS Cr C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.3 21.5 7.4 4.8 24.0 8.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�.Z 30.1 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),(; 8.2 3.7 2.1 13.5 3.7 Green Ext Time (p c), s 0.0 6.7 0.2 0.0 6.0 0.3 Intersection Surnmary HCM 2010 Ctrl Delay 12.7 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 No Build PM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/20/2016 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBU EBL EBT EBR WBU WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations 4 NB SB WB 36 Traffic Vol, veh/h 0 44 11 8 0 Future Vol, veh/h 0 44 11 8 0 Peak Hour Factor 0.92 0.67 0.67 0.67 0.92 Heavy Vehicles, % 2 5 18 38 2 Mvrnt Flow 0 66 16 12 0 Number of Lanes 0 0 1 0 0 Opposing Approach Opposing Lanes Conflicting Approach Left Conflicting Lanes Left Conflicting Approach Right Conflicting Lanes Fight HCM Control Delay HCM LOS Lane Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 54 4 0 54 4 0 0.67 0.67 0.92 4 0 2 81 6 0 1 0 0 4 9 51 33 9 51 33 0.67 0.67 0.67 0 6 13 13 76 49 0 1 0 EB 4 NB SB WB 36 19 27 0 10 36 19 27 0 10 0.67 0.67 0.67 0.92 0.67 3 6 0 2 0 54 28 40 0 15 0 1 0 0 0 54 4 0 54 4 0 0.67 0.67 0.92 4 0 2 81 6 0 1 0 0 4 9 51 33 9 51 33 0.67 0.67 0.67 0 6 13 13 76 49 0 1 0 EB WB NB SB WB EB SB NB 1 1 1 1 SB NB EB WB 1 1 1 1 NB SB WB EB 1 1 1 1 8.4 8.3 8.3 8.2 A A A A NBLn1 EBLn1W3Lnl SBLn1 15% 70% 44% 10% 79% 17% 23% 55% 6% 13% 33% 35% Stop Stop Stop Stop 68 63 82 93 10 44 36 9 54 11 19 51 4 8 27 33 101 94 122 139 1 1 1 1 0.129 0.124 0.153 0.167 4.558 4.734 4.498 4.333 Yes Yes Yes Yes 787 757 797 827 2.586 2.765 2.528 2.36 0.128 0.124 0.153 0.168 8.3 8.4 8.3 8.2 A A A A 0.4 0.4 0.5 0.6 V\bden Hills Traffic Impact Study 10/20/2016 2024 No Build PM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/20/2016 Int Delay, s/veh 4.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 8 *' Stage 2 - - - - Traffic Vol, veh/h 3 0 0 7 11 0 Future Vol, veh/h 3 0 0 7 11 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 38 38 38 38 38 38 Heavy Vehicles, % 0 0 0 0 0 0 MvrTt Flow 8 0 0 18 29 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting Row All 0 0 8 0 26 8 Stage 1 - - - - 8 - Stage 2 - - - - 18 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1625 - 995 1080 Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1625 - 995 1080 Mov Cap -2 Maneuver - - - - 995 - Stage 1 - - - - 1020 - Stage 2 - - - - 1010 - Approach EB WB NB HCM Control Delay, s 0 0 8.7 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 995 - - 1625 - HCM Lane V/C Ratio 0.029 - - - - HCM Control Delay (s) 8.7 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.1 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 No Build PM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/20/2016 Int Delay, s/veh 5.1 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 71 *' Stage 2 - - - - Traffic Vol, veh/h 45 37 11 20 84 22 Future Vol, veh/h 45 37 11 20 84 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 7 8 18 0 4 0 MvrTt Flow 50 41 12 22 93 24 Major/Mnor Majorl Major2 Ninorl HCM Lane V/C Ratio Conflicting How All 0 0 91 0 118 71 Stage 1 - - - - 71 - Stage 2 - - - - 47 - Critical Hdwy - - 4.28 - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.362 - 3.536 3.3 Pot Cap -1 Maneuver - - 1409 - 873 997 Stage 1 - - - - 947 - Stage 2 - - - - 970 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1409 - 865 997 Mov Cap -2 Maneuver - - - - 865 - Stage 1 - - - - 947 - Stage 2 - - - - 961 - Approach EB WB NB HCM Control Delay, s 0 2.7 9.7 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 889 - - 1409 - HCM Lane V/C Ratio 0.132 - - 0.009 - HCM Control Delay (s) 9.7 - - 7.6 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.5 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 No Build PM Synchro 9 Report V\H Page 5 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix H 2024 No Build SimTraffic Printouts Queuing and Blocking Report 2024 No Build AM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 81 77 60 136 139 250 102 200 Average Queue (ft) 36 30 13 52 55 100 30 84 95th Queue (ft) 69 63 42 98 112 190 71 156 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Time (%) 0 2 6 0 1 Storage Bay Dist (ft) 100 0 75 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 0 0 3 0 2 0 3 Queuing Penalty (veh) 0 0 0 0 0 3 0 1 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 90 66 103 29 257 101 175 Average Queue (ft) 33 21 41 3 117 29 57 95th Queue (ft) 68 53 79 16 209 67 123 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Time (%) 0 2 6 0 1 Queuing Penalty (veh) 0 1 0 0 1 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 63 62 46 43 Average Queue (ft) 19 16 12 17 95th Queue (ft) 49 47 31 34 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2024 No Build AM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 15 Average Queue (ft) 0 95th Queue (ft) 7 Link Distance (ft) 354 Upstream Blk Time (%) 28 Queuing Penalty (veh) 12 Storage Bay Dist (ft) 1903 Storage BI k Ti me (%) 443 Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) EB WB NB TR LT LR 2 25 64 0 2 28 2 12 51 1903 1099 443 Network Summary Network wide Queuing Penalty: 7 10/20/2016 Woolen Hills Traffic Impact Study SimTraffic Report WN Page 2 Queuing and Blocking Report 2024 No Build PM 10/20/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 93 139 57 99 130 257 105 214 Average Queue (ft) 41 54 14 40 29 101 31 94 95th Queue (ft) 76 100 43 76 80 184 77 168 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 1 1 2 0 5 Storage Bay Dist (ft) 100 2 75 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 1 0 1 0 2 0 3 Queuing Penalty (veh) 0 1 0 0 0 1 0 2 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB VSB NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 88 66 118 31 184 119 272 Average Queue (ft) 37 33 44 4 78 29 118 95th Queue (ft) 70 66 85 20 143 78 218 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 1 1 2 0 5 Queuing Penalty (veh) 2 1 0 0 3 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 65 64 43 72 Average Queue (ft) 26 29 10 25 95th Queue (ft) 53 50 25 50 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2024 No Build PM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 32 Average Queue (ft) 9 95th Queue (ft) 31 Link Distance (ft) 354 Upstream Blk Time (%) 52 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 26 68 Average Queue (ft) 1 31 95th Queue (ft) 10 52 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 10 10/20/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix I Rezoning Use Table Table from Rezoning Application Light Industrial (New Building) 40,000 Live Work (Existing 1 Story East ) - 50% 3,071 Live Work (Existing 1 Story Loft) - 50% 1,300 Live Work (Existing 1 Story West) - 50% 3,616 Live Work (Existing 1 Story Loft) - 50% 1,300 Non Residential (Existing 1 Story West) 7,232 Restaurant (Existing 4 Story - 1st Floor) 10,673 Restaurant (Existing 4 Story - basement) 4,538 Non Residential Total 71,730 Residential (Existing 1 Story East) 6,143 Residential (Existing 1 Story Loft) 2,600 Live Work (Existing 1 Story East ) - 50% 3,071 Live Work (Existing 1 Story Loft) - 50% 1,300 Live Work (Existing 1 Story West) - 50% 3,616 Live Work (Existing 1 Story Loft) - 50% 1,300 Residential (Existing 4 Story - 1st Floor) 5,914 Residential (Existing 4 Story - 1st Floor) 8,357 Residential (Existing 4 Story - 2nd Floor) 17,246 Residential (Existing 4 Story - 3rd Floor) 17,228 Residential (Existing 4 Story - 4th Floor) 17,246 Residetial (Furniture Shop) 2,008 Residential Total 86,029 Total 157,759 Apartments 220 Apartments 100 du 100 du Translated for Trip Generation ITE Use Code ITE LU Name Size Units Totals Brewery 110 Light Industrial 40,000 sf 40,000 sf Office 710 General Office 3,071 sf Office 710 General Office 1,300 sf Office 710 General Office 3,616 sf Office 710 General Office 1,300 sf Office 710 General Office 7,232 sf 16,519 sf Restaurant 932 High Turnover Sit Down Restaurant 10,673 sf 10,673 sf Basement Storage - not included in trip generation Apartments 220 Apartments 100 du 100 du EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix J 2018 Build Synchro Printouts HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/28/2016 Nbvement EBL EBT EBR V\BL VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 8.6 1� 7.0 8.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 58 33 34 17 59 46 144 378 14 57 236 73 Future Volume (veh/h) 58 33 34 17 59 46 144 378 14 57 236 73 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1696 1742 1900 1792 1638 1900 1882 1811 1938 1713 1805 1919 Adj Row Rate, veh/h 61 35 11 18 62 15 152 398 13 60 248 61 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 12 4 4 6 2 2 3 7 7 12 7 7 Cap, veh/h 341 175 55 346 126 30 510 578 19 398 407 100 Arrive On Green 0.06 0.14 0.14 0.02 0.10 0.10 0.10 0.33 0.33 0.06 0.29 0.29 Sat Row, veh/h 1616 1272 400 1707 1275 309 1792 1744 57 1632 1400 344 Grp Vdume(v), veh/h 61 0 46 18 0 77 152 0 411 60 0 309 Grp Sat R*s),veh/h/In 1616 0 1671 1707 0 1584 1792 0 1801 1632 0 1745 Q Serve(g_s), s 1.3 0.0 1.0 0.4 0.0 1.9 2.3 0.0 7.9 1.0 0.0 6.1 Cyde Q Clear(g_c), s 1.3 0.0 1.0 0.4 0.0 1.9 2.3 0.0 7.9 1.0 0.0 6.1 Prop In Lane 1.00 0.24 1.00 0.19 1.00 0.03 1.00 0.20 Lane Grp Cap(c), veh/h 341 0 230 346 0 156 510 0 597 398 0 507 V/C Ratio(X) 0.18 0.00 0.20 0.05 0.00 0.49 0.30 0.00 0.69 0.15 0.00 0.61 Avail Cap(c a), veh/h 443 0 748 520 0 709 555 0 851 502 0 820 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.8 0.0 15.4 15.7 0.0 17.2 8.7 0.0 11.6 9.3 0.0 12.3 Incr Delay (d2), s/veh 0.2 0.0 0.4 0.1 0.0 2.4 0.3 0.0 1.4 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.6 0.0 0.5 0.2 0.0 0.9 1.1 0.0 4.1 0.5 0.0 3.1 Ln&p Delay(d),s/veh 15.0 0.0 15.8 15.7 0.0 19.6 9.0 0.0 13.1 9.5 0.0 13.5 Lnap LOS B B B B A B A B Approach Vol, veh/h 107 95 563 369 Approach Delay, s/veh 15.4 18.8 12.0 12.8 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.9 17.8 5.4 10.0 8.6 16.2 7.0 8.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Nbx Q Clear Ti me (g_c+l 1), s 3.0 9.9 2.4 3.0 4.3 8.1 3.3 3.9 Green Ext Time (p c), s 0.0 3.2 0.0 0.5 0.0 3.5 0.0 0.5 Intersection Surnmary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build AM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/28/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 NIax Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),a 15.0 Traffic Vdume(veh/h) 34 24 5 44 22 89 5 461 64 76 195 41 Future Volume (veh/h) 34 24 5 44 22 89 5 461 64 76 195 41 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1710 1900 1743 1806 1900 1862 1806 1862 1810 1732 1919 Adj Row Rate, veh/h 37 26 2 48 24 18 5 501 65 83 212 36 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 21 21 21 9 6 6 0 2 2 6 12 12 Cap, veh/h 57 40 3 121 70 52 607 659 85 392 698 119 Arrive On Green 0.06 0.06 0.06 0.07 0.07 0.07 0.01 0.42 0.42 0.07 0.48 0.48 Sat Row, veh/h 941 661 51 1660 959 720 1773 1567 203 1724 1444 245 Grp Volume(v), veh/h 65 0 0 48 0 42 5 0 566 83 0 248 Grp Sat R*s),veh/h/I n1 654 0 0 1660 0 1679 1773 0 1770 1724 0 1689 Q Serve(g_s), s 1.8 0.0 0.0 1.3 0.0 1.1 0.1 0.0 13.0 1.2 0.0 4.3 Cyde Q Clear(g_c), s 1.8 0.0 0.0 1.3 0.0 1.1 0.1 0.0 13.0 1.2 0.0 4.3 Prop In Lane 0.57 0.03 1.00 0.43 1.00 0.11 1.00 0.15 Lane Grp Cap(c), veh/h 100 0 0 121 0 122 607 0 744 392 0 817 V/C Ratio(X) 0.65 0.00 0.00 0.40 0.00 0.34 0.01 0.00 0.76 0.21 0.00 0.30 Avail Cap(c a), veh/h 626 0 0 628 0 635 784 0 1136 456 0 1084 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 0.0 0.0 21.2 0.0 21.1 7.9 0.0 11.8 8.4 0.0 7.5 Incr Delay (d2), s/veh 6.9 0.0 0.0 2.1 0.0 1.6 0.0 0.0 1.6 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir9.0 0.0 0.0 0.7 0.0 0.6 0.0 0.0 6.6 0.6 0.0 2.0 Ln&p Delay(d),s/veh 28.9 0.0 0.0 23.3 0.0 22.7 7.9 0.0 13.4 8.7 0.0 7.7 Lnap LOS C Cr C A B A A Approach Vol, veh/h 65 90 571 331 Approach Delay, s/veh 28.9 23.0 13.4 7.9 Approach LOS Cr C B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.8 24.6 7.4 4.8 27.6 8.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 NIax Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 max Q Clear Time (g_c+l1),a 15.0 3.8 2.1 6.3 3.3 Green Ext Time (p c), s 0.0 5.1 0.2 0.0 6.1 0.2 Intersection Surnmary HCM 2010 Ctrl Delay 13.5 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build AM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/28/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 7.8 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 8.2 7.6 7.5 7.8 HCM LOS A A A A 4.66 4.254 4.304 Yes Yes Movement EBU EBL EBT EBR V\6U WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.4 0.2 0.3 Traffic Vol, veh/h 0 17 53 5 0 8 34 13 0 5 38 44 0 37 19 15 Future Vol, veh/h 0 17 53 5 0 8 34 13 0 5 38 44 0 37 19 15 Peak 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 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 18 30 20 2 0 43 11 2 0 3 3 2 0 0 0 Mvrnt Flow 0 18 58 5 0 9 37 14 0 5 41 48 0 40 21 16 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 8.2 7.6 7.5 7.8 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 6% 23% 15% 52% 44% 71% 62% 27% 51% 7% 24% 21% Stop Stop Stop Stop 87 75 55 71 5 17 8 37 38 53 34 19 44 5 13 15 95 82 60 77 1 1 1 1 0.106 0.106 0.071 0.092 4.021 4.66 4.254 4.304 Yes Yes Yes Yes 894 774 845 835 2.033 2.66 2.266 2.316 0.106 0.106 0.071 0.092 7.5 8.2 7.6 7.8 A A A A 0.4 0.4 0.2 0.3 Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build AM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/28/2016 Int Delay, s/veh 3.1 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 35 *' Stage 2 - - - - Traffic Vol, veh/h 1 62 0 4 36 0 Future Vol, veh/h 1 62 0 4 36 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 20 2 0 0 0 MvrTt Flow 1 67 0 4 39 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting Row All 0 0 68 0 39 35 Stage 1 - - - - 35 - Stage 2 - - - - 4 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap -1 Maneuver - - 1533 - 978 1044 Stage 1 - - - - 993 - Stage 2 - - - - 1024 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1533 - 978 1044 Mov Cap -2 Maneuver - - - - 978 - Stage 1 - - - - 993 - Stage 2 - - - - 1024 - Approach EB WB NB HCM Control Delay, s 0 0 8.8 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 978 - - 1533 - HCM Lane V/C Ratio 0.04 - - - - HCM Control Delay (s) 8.8 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.1 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 Build AM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/28/2016 Int Delay, s/veh 3.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 70 *' Stage 2 - - - - Traffic Vol, veh/h 31 69 12 25 56 10 Future Vol, veh/h 31 69 12 25 56 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 14 6 0 5 10 0 MvrTt Flow 33 74 13 27 60 11 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 108 0 123 70 Stage 1 - - - - 70 - Stage 2 - - - - 53 - Critical Hdwy - - 4.1 - 7.2 6.2 Critical Hdwy Stg 1 - - - - 6.2 - Critical Hdwy Stg 2 - - - - 6.2 - Follow-up Hdwy - - 2.2 - 3.59 3.3 Pot Cap -1 Maneuver - - 1495 - 833 998 Stage 1 - - - - 920 - Stage 2 - - - - 940 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1495 - 827 998 Mov Cap -2 Maneuver - - - - 827 - Stage 1 - - - - 920 - Stage 2 - - - - 932 - Approach EB WB NB HCM Control Delay, s 0 2.4 9.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 849 - - 1495 - HCM Lane V/C Ratio 0.084 - - 0.009 - HCM Control Delay (s) 9.6 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.3 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 Build AM Synchro 9 Report V\H Page 5 HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/28/2016 Nbvement EBL EBT EBR VM3L VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 7.0 1� 7.9 9.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 87 55 129 20 46 69 55 384 12 59 344 38 Future Volume (veh/h) 87 55 129 20 46 69 55 384 12 59 344 38 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1845 1839 1900 1810 1813 1900 1900 1879 1938 1654 1852 1919 Adj Row Rate, veh/h 95 60 41 22 50 22 60 417 12 64 374 34 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 3 4 4 5 6 6 2 3 3 16 4 4 Cap, veh/h 396 161 110 348 126 56 416 598 17 377 555 50 Arrive On Green 0.08 0.16 0.16 0.03 0.11 0.11 0.06 0.33 0.33 0.06 0.33 0.33 Sat Row, veh/h 1757 1020 697 1723 1195 526 1810 1817 52 1576 1673 152 Grp Vdume(v), veh/h 95 0 101 22 0 72 60 0 429 64 0 408 Grp Sat R*s),veh/h/In 1757 0 1716 1723 0 1720 1810 0 1870 1576 0 1825 Q Serve(g_s), s 2.0 0.0 2.2 0.5 0.0 1.7 0.9 0.0 8.5 1.1 0.0 8.2 Cyde Q Clear(g_c), s 2.0 0.0 2.2 0.5 0.0 1.7 0.9 0.0 8.5 1.1 0.0 8.2 Prop In Lane 1.00 0.41 1.00 0.31 1.00 0.03 1.00 0.08 Lane Grp Cap(c), veh/h 396 0 272 348 0 182 416 0 615 377 0 605 V/C Ratio(X) 0.24 0.00 0.37 0.06 0.00 0.40 0.14 0.00 0.70 0.17 0.00 0.67 Avail Cap(c a), veh/h 468 0 731 504 0 729 525 0 827 468 0 807 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.9 0.0 16.0 16.2 0.0 17.7 9.0 0.0 12.4 9.1 0.0 12.2 Incr Delay (d2), s/veh 0.3 0.0 0.8 0.1 0.0 1.4 0.2 0.0 1.6 0.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 1.0 0.0 1.1 0.2 0.0 0.9 0.4 0.0 4.6 0.5 0.0 4.3 Ln&p Delay(d),s/veh 15.3 0.0 16.8 16.3 0.0 19.1 9.2 0.0 14.1 9.3 0.0 13.6 Lnap LOS B B B B A B A B Approach Vol, veh/h 196 94 489 472 Approach Delay, s/veh 16.1 18.5 13.5 13.0 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 18.5 5.6 11.2 7.0 18.6 7.9 9.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nhx Green Setting (Gmax), s 5.1 18.8 5.0 18.1 5.1 18.8 5.1 18.0 max Q Clear Ti me (g_c+l 1), s 3.1 10.5 2.5 4.2 2.9 10.2 4.0 3.7 Green Ext Time (p c), s 0.0 3.5 0.0 0.8 0.0 3.6 0.0 0.8 Intersection Surnmary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build PM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/28/2016 -11 --1. i Nbvement EBL EBT EBR CBL CBT CBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�.a 29.5 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),4; 9.2 Traffic Vdume(veh/h) 37 38 6 89 33 117 5 282 42 83 476 54 Future Volume (veh/h) 37 38 6 89 33 117 5 282 42 83 476 54 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1784 1900 1776 1871 1900 1862 1783 1862 1793 1885 1919 Adj Row Rate, veh/h 40 41 4 97 36 24 5 307 39 90 517 55 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 14 14 14 7 0 0 0 3 3 7 2 2 Cap, veh/h 59 60 6 160 99 66 317 562 71 489 721 77 Arrive On Green 0.07 0.07 0.07 0.09 0.09 0.09 0.01 0.36 0.36 0.07 0.43 0.43 Sat Row, veh/h 813 834 81 1691 1048 699 1773 1551 197 1708 1675 178 Grp Vdume(v), veh/h 85 0 0 97 0 60 5 0 346 90 0 572 Grp Sat R*s),veh/h/I n1 729 0 0 1691 0 1747 1773 0 1748 1708 0 1854 Q Serve(g_s), s 2.2 0.0 0.0 2.5 0.0 1.5 0.1 0.0 7.2 1.4 0.0 11.6 Cyde Q Clear(g_c), s 2.2 0.0 0.0 2.5 0.0 1.5 0.1 0.0 7.2 1.4 0.0 11.6 Prop In Lane 0.47 0.05 1.00 0.40 1.00 0.11 1.00 0.10 Lane Grp Cap(c), veh/h 125 0 0 160 0 166 317 0 633 489 0 798 V/C Ratio(X) 0.68 0.00 0.00 0.60 0.00 0.36 0.02 0.00 0.55 0.18 0.00 0.72 Avail Cap(c a), veh/h 688 0 0 673 0 696 504 0 1134 598 0 1251 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 20.6 0.0 0.0 19.8 0.0 19.3 9.9 0.0 11.5 8.0 0.0 10.7 Incr Delay (d2), s/veh 6.3 0.0 0.0 3.6 0.0 1.3 0.0 0.0 0.7 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir9.3 0.0 0.0 1.3 0.0 0.8 0.0 0.0 3.5 0.6 0.0 6.2 Ln&p Delay(d),s/veh 26.9 0.0 0.0 23.4 0.0 20.6 9.9 0.0 12.3 8.2 0.0 11.9 LnGrp LOS C Cr C A B A B Approach Vol, veh/h 85 157 351 662 Approach Delay, s/veh 26.9 22.3 12.2 11.4 Approach LOS Cr C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.9 21.0 7.8 4.8 24.1 8.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�.a 29.5 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),4; 9.2 4.2 2.1 13.6 4.5 Green Ext Time (p c), s 0.0 6.5 0.3 0.0 6.0 0.5 Intersection Surnmary HCM 2010 Ctrl Delay 14.0 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build PM Synchro 9 Report CH Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/28/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 8.7 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 8.8 9 8.4 8.5 HCM LOS A A A A 4.697 4.51 4.648 Yes Yes Movement EBU EBL EBT EBR WBU WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.7 1 0.5 Traffic Vol, veh/h 0 42 84 8 0 47 95 38 0 10 53 15 0 20 49 32 Future Vol, veh/h 0 42 84 8 0 47 95 38 0 10 53 15 0 20 49 32 Peak 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 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 5 18 38 2 3 6 0 2 0 4 0 2 0 6 13 Mvrnt Flow 0 46 91 9 0 51 103 41 0 11 58 16 0 22 53 35 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 8.8 9 8.4 8.5 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 13% 31% 26% 20% 68% 63% 53% 49% 19% 6% 21% 32% Stop Stop Stop Stop 78 134 180 101 10 42 47 20 53 84 95 49 15 8 38 32 85 146 196 110 1 1 1 1 0.112 0.19 0.245 0.142 4.739 4.697 4.51 4.648 Yes Yes Yes Yes 755 763 794 770 2.781 2.734 2.545 2.688 0.113 0.191 0.247 0.143 8.4 8.8 9 8.5 A A A A 0.4 0.7 1 0.5 Woolen Hills Traffic Impact Study 10/20/2016 201 8 Build PM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/28/2016 Int Delay, s/veh 4.8 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 55 *' Stage 2 - - - - Traffic Vol, veh/h 3 95 0 7 111 0 Future Vol, veh/h 3 95 0 7 111 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 MvrTt Flow 3 103 0 8 121 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 107 0 63 55 Stage 1 - - - - 55 - Stage 2 - - - - 8 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1497 - 948 1018 Stage 1 - - - - 973 - Stage 2 - - - - 1020 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1497 - 948 1018 Mov Cap -2 Maneuver - - - - 948 - Stage 1 - - - - 973 - Stage 2 - - - - 1020 - Approach EB WB NB HCM Control Delay, s 0 0 9.4 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLnl EBT EBR V\BL WBT Capacity (veh/h) 948 - - 1497 - HCM Lane V/C Ratio 0.127 - - - - HCM Control Delay (s) 9.4 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.4 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 Build PM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/28/2016 Int Delay, s/veh 4.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 91 *' Stage 2 - - - - Traffic Vol, veh/h 60 48 11 37 94 21 Future Vol, veh/h 60 48 11 37 94 21 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 7 8 18 0 4 0 MvrTt Flow 65 52 12 40 102 23 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 117 0 155 91 Stage 1 - - - - 91 - Stage 2 - - - - 64 - Critical Hdwy - - 4.28 - 7.14 6.2 Critical Hdwy Stg 1 - - - - 6.14 - Critical Hdwy Stg 2 - - - - 6.14 - Follow-up Hdwy - - 2.362 - 3.536 3.3 Pot Cap -1 Maneuver - - 1378 - 807 972 Stage 1 - - - - 911 - Stage 2 - - - - 942 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1378 - 801 972 Mov Cap -2 Maneuver - - - - 801 - Stage 1 - - - - 911 - Stage 2 - - - - 934 - Approach EB WB NB HCM Control Delay, s 0 1.7 10.1 HCM LOS B Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 828 - - 1378 - HCM Lane V/C Ratio 0.151 - - 0.009 - HCM Control Delay (s) 10.1 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th °/utile Q(veh) 0.5 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 201 8 Build PM Synchro 9 Report V\H Page 5 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix K 2018 Build SimTraffic Printouts Queuing and Blocking Report 2018 Build AM 10/28/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 86 86 64 138 139 278 88 211 Average Queue (ft) 35 32 15 52 53 101 30 83 95th Queue (ft) 73 68 45 99 110 199 72 153 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Time (%) 1 3 0 7 0 1 Storage Bay Dist (ft) 100 1 75 0 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 0 0 3 0 2 0 2 Queuing Penalty (veh) 0 0 0 0 0 3 0 1 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 101 68 119 54 267 105 179 Average Queue (ft) 37 26 46 3 119 35 61 95th Queue (ft) 75 60 91 24 209 77 132 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Time (%) 1 3 0 7 0 1 Queuing Penalty (veh) 1 1 0 0 0 1 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 83 86 50 38 Average Queue (ft) 37 34 13 17 95th Queue (ft) 70 68 32 32 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2018 Build AM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 36 Average Queue (ft) 21 95th Queue (ft) 44 Link Distance (ft) 354 Upstream Blk Time (%) 52 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 28 67 Average Queue (ft) 1 29 95th Queue (ft) 12 52 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 9 10/28/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 Queuing and Blocking Report 2018 Build P M 10/28/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 87 139 59 114 115 265 109 261 Average Queue (ft) 40 57 13 50 31 106 39 102 95th Queue (ft) 71 100 41 92 81 197 91 192 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 2 4 0 4 0 8 Storage Bay Dist (ft) 100 3 75 0 140 1 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 1 0 2 0 3 0 5 Queuing Penalty (veh) 0 1 0 1 0 2 0 3 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 112 67 152 65 219 119 331 Average Queue (ft) 45 42 58 5 95 45 139 95th Queue (ft) 83 74 113 29 167 105 259 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 2 4 0 4 0 8 Queuing Penalty (veh) 3 4 0 0 1 7 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 98 82 47 76 Average Queue (ft) 45 42 12 26 95th Queue (ft) 78 68 31 53 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2018 Build PM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 60 Average Queue (ft) 34 95th Queue (ft) 52 Link Distance (ft) 354 Upstream Blk Time (%) 54 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 32 62 Average Queue (ft) 2 33 95th Queue (ft) 16 54 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 21 10/28/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix L 2024 Build Synchro Printouts HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/28/2016 Nbvement EBL EBT EBR VM3L VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 8.7 1� 7.0 8.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 59 33 35 18 61 48 149 389 15 59 243 75 Future Volume (veh/h) 59 33 35 18 61 48 149 389 15 59 243 75 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1696 1741 1900 1792 1635 1900 1882 1811 1938 1713 1805 1919 Adj Row Rate, veh/h 62 35 12 19 64 16 157 409 14 62 256 63 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 12 4 4 6 2 2 3 7 7 12 7 7 Cap, veh/h 338 170 58 346 125 31 506 584 20 394 413 102 Arrive On Green 0.06 0.14 0.14 0.02 0.10 0.10 0.10 0.34 0.34 0.06 0.30 0.30 Sat Row, veh/h 1616 1241 425 1707 1264 316 1792 1741 60 1632 1400 345 Grp Vdume(v), veh/h 62 0 47 19 0 80 157 0 423 62 0 319 Grp Sat R*s),veh/h/In 1616 0 1666 1707 0 1579 1792 0 1801 1632 0 1745 Q Serve(g_s), s 1.4 0.0 1.0 0.4 0.0 2.0 2.4 0.0 8.3 1.0 0.0 6.4 Cyde Q Clear(g_c), s 1.4 0.0 1.0 0.4 0.0 2.0 2.4 0.0 8.3 1.0 0.0 6.4 Prop In Lane 1.00 0.26 1.00 0.20 1.00 0.03 1.00 0.20 Lane Grp Cap(c), veh/h 338 0 229 346 0 157 506 0 604 394 0 515 V/C Ratio(X) 0.18 0.00 0.21 0.05 0.00 0.51 0.31 0.00 0.70 0.16 0.00 0.62 Avail Cap(c a), veh/h 436 0 736 515 0 698 548 0 840 493 0 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.0 0.0 15.6 15.8 0.0 17.4 8.7 0.0 11.8 9.3 0.0 12.4 Incr Delay (d2), s/veh 0.3 0.0 0.4 0.1 0.0 2.6 0.3 0.0 1.5 0.2 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 0.6 0.0 0.5 0.2 0.0 1.0 1.1 0.0 4.4 0.5 0.0 3.3 Ln&p Delay(d),s/veh 15.2 0.0 16.0 15.9 0.0 20.0 9.1 0.0 13.3 9.5 0.0 13.6 Lnap LOS B B B B A B A B Approach Vol, veh/h 109 99 580 381 Approach Delay, s/veh 15.6 19.2 12.1 12.9 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.0 18.2 5.5 10.1 8.7 16.5 7.0 8.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.1 18.9 5.0 18.0 Nbx Q Clear Ti me (g_c+l 1), s 3.0 10.3 2.4 3.0 4.4 8.4 3.4 4.0 Green Ext Time (p c), s 0.0 3.2 0.0 0.5 0.0 3.6 0.0 0.5 Intersection Surnmary HCM 2010 Ctrl Delay 13.3 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 Build AM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/28/2016 -11 --1. i Nbvement EBL EBT EBR WBL V\BT V\SR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),a 15.7 Traffic Vdume(veh/h) 35 24 5 45 23 91 5 475 65 78 201 43 Future Volume (veh/h) 35 24 5 45 23 91 5 475 65 78 201 43 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1711 1900 1743 1806 1900 1862 1806 1862 1810 1733 1919 Adj Row Rate, veh/h 38 26 2 49 25 19 5 516 66 85 218 38 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 21 21 21 9 6 6 0 2 2 6 12 12 Cap, veh/h 58 39 3 122 70 53 606 671 86 387 705 123 Arrive On Green 0.06 0.06 0.06 0.07 0.07 0.07 0.01 0.43 0.43 0.07 0.49 0.49 Sat Row, veh/h 953 652 50 1660 954 725 1773 1570 201 1724 1438 251 Grp Volume(v), veh/h 66 0 0 49 0 44 5 0 582 85 0 256 Grp Sat R*s),veh/h/I n1 655 0 0 1660 0 1678 1773 0 1771 1724 0 1688 Q Serve(g_s), s 1.9 0.0 0.0 1.4 0.0 1.2 0.1 0.0 13.7 1.2 0.0 4.4 Cyde Q Clear(g_c), s 1.9 0.0 0.0 1.4 0.0 1.2 0.1 0.0 13.7 1.2 0.0 4.4 Prop In Lane 0.58 0.03 1.00 0.43 1.00 0.11 1.00 0.15 Lane Grp Cap(c), veh/h 100 0 0 122 0 123 606 0 756 387 0 828 V/C Ratio(X) 0.66 0.00 0.00 0.40 0.00 0.36 0.01 0.00 0.77 0.22 0.00 0.31 Avail Cap(c a), veh/h 614 0 0 616 0 622 780 0 1114 446 0 1062 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.4 0.0 0.0 21.6 0.0 21.5 7.9 0.0 11.9 8.5 0.0 7.5 Incr Delay (d2), s/veh 7.1 0.0 0.0 2.1 0.0 1.7 0.0 0.0 2.0 0.3 0.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir9.1 0.0 0.0 0.7 0.0 0.6 0.0 0.0 7.0 0.6 0.0 2.1 Ln&p Delay(d),s/veh 29.6 0.0 0.0 23.7 0.0 23.3 7.9 0.0 13.9 8.8 0.0 7.7 Lnap LOS C Cr C A B A A Approach Vol, veh/h 66 93 587 341 Approach Delay, s/veh 29.6 23.5 13.8 8.0 Approach LOS Cr C B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s7.9 25.3 7.5 4.8 28.4 8.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�. t 30.7 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),a 15.7 3.9 2.1 6.4 3.4 Green Ext Time (p c), s 0.0 5.2 0.2 0.0 6.3 0.3 Intersection Surnmary HCM 2010 Ctrl Delay 13.8 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 Build AM Synchro 9 Report V\H Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/28/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 7.8 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 8.2 7.6 7.5 7.8 HCM LOS A A A A 4.678 4.269 4.306 Yes Yes Movement EBU EBL EBT EBR V\6U WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.4 0.2 0.3 Traffic Vol, veh/h 0 18 53 5 0 8 34 13 0 5 40 45 0 38 20 16 Future Vol, veh/h 0 18 53 5 0 8 34 13 0 5 40 45 0 38 20 16 Peak 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 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 18 30 20 2 0 43 11 2 0 3 3 2 0 0 0 Mvrnt Flow 0 20 58 5 0 9 37 14 0 5 43 49 0 41 22 17 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 8.2 7.6 7.5 7.8 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 6% 24% 15% 51% 44% 70% 62% 27% 50% 7% 24% 22% Stop Stop Stop Stop 90 76 55 74 5 18 8 38 40 53 34 20 45 5 13 16 98 83 60 80 1 1 1 1 0.11 0.107 0.071 0.096 4.032 4.678 4.269 4.306 Yes Yes Yes Yes 892 771 841 835 2.042 2.678 2.283 2.317 0.11 0.108 0.071 0.096 7.5 8.2 7.6 7.8 A A A A 0.4 0.4 0.2 0.3 Woolen Hills Traffic Impact Study 10/20/2016 2024 Build AM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/28/2016 Int Delay, s/veh 3.1 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 35 *' Stage 2 - - - - Traffic Vol, veh/h 1 62 0 4 36 0 Future Vol, veh/h 1 62 0 4 36 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 20 2 0 0 0 MvrTt Flow 1 67 0 4 39 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting Row All 0 0 68 0 39 35 Stage 1 - - - - 35 - Stage 2 - - - - 4 - Critical Hdwy - - 4.12 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.218 - 3.5 3.3 Pot Cap -1 Maneuver - - 1533 - 978 1044 Stage 1 - - - - 993 - Stage 2 - - - - 1024 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1533 - 978 1044 Mov Cap -2 Maneuver - - - - 978 - Stage 1 - - - - 993 - Stage 2 - - - - 1024 - Approach EB WB NB HCM Control Delay, s 0 0 8.8 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 978 - - 1533 - HCM Lane V/C Ratio 0.04 - - - - HCM Control Delay (s) 8.8 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.1 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 Build AM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/28/2016 Int Delay, s/veh 3.5 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 73 *' Stage 2 - - - - Traffic Vol, veh/h 32 71 12 26 57 10 Future Vol, veh/h 32 71 12 26 57 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles, % 14 6 0 5 10 0 MvrTt Flow 34 76 13 28 61 11 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 111 0 127 73 Stage 1 - - - - 73 - Stage 2 - - - - 54 - Critical Hdwy - - 4.1 - 6.5 6.2 Critical Hdwy Stg 1 - - - - 5.5 - Critical Hdwy Stg 2 - - - - 5.5 - Follow-up Hdwy - - 2.2 - 3.59 3.3 Pot Cap -1 Maneuver - - 1492 - 849 995 Stage 1 - - - - 930 - Stage 2 - - - - 948 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1492 - 841 995 Mov Cap -2 Maneuver - - - - 841 - Stage 1 - - - - 930 - Stage 2 - - - - 939 - Approach EB WB NB HCM Control Delay, s 0 2.3 9.6 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLnl EBT EBR V\BL WBT Capacity (veh/h) 861 - - 1492 - HCM Lane V/C Ratio 0.084 - - 0.009 - HCM Control Delay (s) 9.6 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th °/utile Q(veh) 0.3 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 Build AM Synchro 9 Report V\H Page 5 HCM 2010 Signalized Intersection Summary 3: Meade Ave & E Market St 10/28/2016 Nbvement EBL EBT EBR VM3L VVBT V\BR NBL NBT NBR SBL SBT SBR Lane Configurations 7.1 1� 8.0 9.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Traffic Vdume(veh/h) 90 57 133 21 47 70 56 396 12 60 354 40 Future Volume (veh/h) 90 57 133 21 47 70 56 396 12 60 354 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1845 1839 1900 1810 1813 1900 1900 1879 1938 1654 1852 1919 Adj Row Rate, veh/h 98 62 42 23 51 22 61 430 12 65 385 36 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 3 4 4 5 6 6 2 3 3 16 4 4 Cap, veh/h 394 161 109 344 127 55 411 608 17 373 562 53 Arrive On Green 0.08 0.16 0.16 0.03 0.11 0.11 0.06 0.33 0.33 0.06 0.34 0.34 Sat Row, veh/h 1757 1024 693 1723 1203 519 1810 1819 51 1576 1669 156 Grp Vdume(v), veh/h 98 0 104 23 0 73 61 0 442 65 0 421 Grp Sat R*s),veh/h/In 1757 0 1717 1723 0 1721 1810 0 1870 1576 0 1825 Q Serve(g_s), s 2.1 0.0 2.3 0.5 0.0 1.7 0.9 0.0 8.9 1.1 0.0 8.6 Cyde Q Clear(g_c), s 2.1 0.0 2.3 0.5 0.0 1.7 0.9 0.0 8.9 1.1 0.0 8.6 Prop In Lane 1.00 0.40 1.00 0.30 1.00 0.03 1.00 0.09 Lane Grp Cap(c), veh/h 394 0 271 344 0 182 411 0 624 373 0 614 V/C Ratio(X) 0.25 0.00 0.38 0.07 0.00 0.40 0.15 0.00 0.71 0.17 0.00 0.69 Avail Cap(c a), veh/h 461 0 721 496 0 719 512 0 820 457 0 800 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.2 0.0 16.3 16.4 0.0 18.0 9.1 0.0 12.5 9.2 0.0 12.3 Incr Delay (d2), s/veh 0.3 0.0 0.9 0.1 0.0 1.4 0.2 0.0 1.9 0.2 0.0 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BaccOFQ(50°/o),veh/In 1.0 0.0 1.2 0.2 0.0 0.9 0.5 0.0 4.9 0.5 0.0 4.5 Ln&p Delay(d),s/veh 15.5 0.0 17.2 16.5 0.0 19.4 9.2 0.0 14.4 9.4 0.0 13.9 Lnap LOS B B B B A B A B Approach Vol, veh/h 202 96 503 486 Approach Delay, s/veh 16.4 18.7 13.8 13.3 Approach LOS B B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.2 18.9 5.7 11.3 7.1 19.0 8.0 9.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Gmax), s 5.0 18.9 5.0 18.1 5.0 18.9 5.1 18.0 Nbx Q Clear Ti me (g_c+l 1), s 3.1 10.9 2.5 4.3 2.9 10.6 4.1 3.7 Green Ext Time (p c), s 0.0 3.5 0.0 0.8 0.0 3.6 0.0 0.8 Intersection Surnmary HCM 2010 Ctrl Delay 14.4 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 Build PM Synchro 9 Report V\H Page 1 HCM 2010 Signalized Intersection Summary 6: Carlton Rd & Carlton Ave 10/28/2016 -11 --1. i Nbvement EBL EBT EBR CBL CBT CBR NBL NBT NBR SBL SBT SBR Lane Configurations 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�..% 29.6 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),4; 9.5 Traffic Vdume(veh/h) 39 39 6 91 33 119 5 290 43 85 490 55 Future Volume (veh/h) 39 39 6 91 33 119 5 290 43 85 490 55 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A p T) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Row, veh/h/In 1900 1785 1900 1776 1871 1900 1862 1783 1862 1793 1885 1919 Adj Row Rate, veh/h 42 42 4 99 36 24 5 315 40 92 533 56 Adj No. of Lanes 0 1 0 1 1 0 1 1 0 1 1 0 Peak 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 Percent Heavy Veh, % 14 14 14 7 0 0 0 3 3 7 2 2 Cap, veh/h 60 60 6 161 100 66 311 572 73 488 733 77 Arrive On Green 0.07 0.07 0.07 0.10 0.10 0.10 0.01 0.37 0.37 0.07 0.44 0.44 Sat Row, veh/h 825 825 79 1691 1048 699 1773 1551 197 1708 1678 176 Grp Vdume(v), veh/h 88 0 0 99 0 60 5 0 355 92 0 589 Grp Sat R*s),veh/h/I n1 730 0 0 1691 0 1747 1773 0 1748 1708 0 1854 Q Serve(g_s), s 2.3 0.0 0.0 2.6 0.0 1.5 0.1 0.0 7.5 1.4 0.0 12.2 Cyde Q Clear(g_c), s 2.3 0.0 0.0 2.6 0.0 1.5 0.1 0.0 7.5 1.4 0.0 12.2 Prop In Lane 0.48 0.05 1.00 0.40 1.00 0.11 1.00 0.10 Lane Grp Cap(c), veh/h 126 0 0 161 0 166 311 0 645 488 0 810 V/C Ratio(X) 0.70 0.00 0.00 0.62 0.00 0.36 0.02 0.00 0.55 0.19 0.00 0.73 Avail Cap(c a), veh/h 675 0 0 660 0 682 494 0 1116 588 0 1227 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(l) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.0 0.0 0.0 20.2 0.0 19.7 9.9 0.0 11.6 8.0 0.0 10.8 Incr Delay (d2), s/veh 6.7 0.0 0.0 3.8 0.0 1.3 0.0 0.0 0.7 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 °/dle BackOFQ(50°/o),veh/Ir9.3 0.0 0.0 1.4 0.0 0.8 0.0 0.0 3.7 0.7 0.0 6.3 Ln&p Delay(d),s/veh 27.7 0.0 0.0 24.0 0.0 21.0 10.0 0.0 12.3 8.2 0.0 12.0 Lnap LOS C Cr C A B A B Approach Vol, veh/h 88 159 360 681 Approach Delay, s/veh 27.7 22.8 12.3 11.5 Approach LOS Cr C B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s8.0 21.6 7.9 4.8 24.8 8.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Nbx Green Setting (Grr�..% 29.6 18.1 5.1 30.7 18.1 Nbx Q Clear Time (g_c+l1),4; 9.5 4.3 2.1 14.2 4.6 Green Ext Time (p c), s 0.0 6.7 0.3 0.0 6.1 0.5 Intersection Surnmary HCM 2010 Ctrl Delay 14.2 HCM 2010 LOS B Woolen Hills Traffic Impact Study 10/20/2016 2024 Build PM Synchro 9 Report CH Page 2 HCM 2010 AWSC 10: Franklin St & Carlton Ave/Broadway St 10/28/2016 Intersection EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, s/veh 8.8 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 Intersection LOS A HCM Control Delay 8.9 9.1 8.4 8.5 HCM LOS A A A A 4.716 4.526 4.664 Yes Yes Movement EBU EBL EBT EBR WBU WBL VVBT VVBR NBU NBL NBT NBR SBU SBL SBT SBR Lane Configurations A A A A 0.4 0.7 1 0.5 Traffic Vol, veh/h 0 44 84 8 0 48 95 39 0 10 54 15 0 21 51 33 Future Vol, veh/h 0 44 84 8 0 48 95 39 0 10 54 15 0 21 51 33 Peak 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 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 5 18 38 2 3 6 0 2 0 4 0 2 0 6 13 Mvrnt Flow 0 48 91 9 0 52 103 42 0 11 59 16 0 23 55 36 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Fight 1 1 1 1 HCM Control Delay 8.9 9.1 8.4 8.5 HCM LOS A A A A Lane NBLn1 EBLn1W3Lnl SBLn1 Vd Left, % Vol Thru, % Vol Right, % Sign Control Traffic Vd by Lane LT Vd Through Vd RT Vol Lane Flow Rate Geornetry Grp Degree of Util (X) Departure Headway (Hol) Convergence, Y/N Cap Service Time HCM Lane V/C Ratio HCM Control Delay HCM Lane LOS HCM 95th -tile Q 13% 32% 26% 20% 68% 62% 52% 49% 19% 6% 21% 31% Stop Stop Stop Stop 79 136 182 105 10 44 48 21 54 84 95 51 15 8 39 33 86 148 198 114 1 1 1 1 0.114 0.194 0.249 0.148 4.759 4.716 4.526 4.664 Yes Yes Yes Yes 750 758 791 767 2.804 2.757 2.564 2.707 0.115 0.195 0.25 0.149 8.4 8.9 9.1 8.5 A A A A 0.4 0.7 1 0.5 Woolen Hills Traffic Impact Study 10/20/2016 2024 Build PM Synchro 9 Report V\H Page 3 HCM 2010 TWSC 11: Site & Broadway St 10/28/2016 Int Delay, s/veh 4.9 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 55 *' Stage 2 - - - - Traffic Vol, veh/h 3 95 0 7 112 0 Future Vol, veh/h 3 95 0 7 112 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 0 0 0 0 0 MvrTt Flow 3 103 0 8 122 0 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 107 0 63 55 Stage 1 - - - - 55 - Stage 2 - - - - 8 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap -1 Maneuver - - 1497 - 948 1018 Stage 1 - - - - 973 - Stage 2 - - - - 1020 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1497 - 948 1018 Mov Cap -2 Maneuver - - - - 948 - Stage 1 - - - - 973 - Stage 2 - - - - 1020 - Approach EB WB NB HCM Control Delay, s 0 0 9.4 HCM LOS A Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 948 - - 1497 - HCM Lane V/C Ratio 0.128 - - - - HCM Control Delay (s) 9.4 - - 0 - HCM Lane LOS A - - A - HCM 95th °/utile Q(veh) 0.4 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 Build PM Synchro 9 Report V\H Page 4 HCM 2010 TWSC 16: Franklin St & E Market St 10/28/2016 Int Delay, s/veh 4.6 IVbvement EBT EBR WBL V\BT NBL NBR Lane Configurations 'fir - - - - 94 *' Stage 2 - - - - Traffic Vol, veh/h 62 49 11 37 96 22 Future Vol, veh/h 62 49 11 37 96 22 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 7 8 18 0 4 0 MvrTt Flow 67 53 12 40 104 24 Major/Mnor Majorl Major2 Mnorl HCM Lane V/C Ratio Conflicting How All 0 0 121 0 158 94 Stage 1 - - - - 94 - Stage 2 - - - - 64 - Critical Hdwy - - 4.28 - 6.44 6.2 Critical Hdwy Stg 1 - - - - 5.44 - Critical Hdwy Stg 2 - - - - 5.44 - Follow-up Hdwy - - 2.362 - 3.536 3.3 Pot Cap -1 Maneuver - - 1373 - 829 968 Stage 1 - - - - 925 - Stage 2 - - - - 954 - Ratoon blocked, % - - - Mov Cap -1 Maneuver - - 1373 - 822 968 Mov Cap -2 Maneuver - - - - 822 - Stage 1 - - - - 925 - Stage 2 - - - - 945 - Approach EB WB NB HCM Control Delay, s 0 1.8 10 HCM LOS B Mnor Lane [Vbjor Mvrrt NBLn1 EBT EBR V\BL WBT Capacity (veh/h) 846 - - 1373 - HCM Lane V/C Ratio 0.152 - - 0.009 - HCM Control Delay (s) 10 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th °/utile Q(veh) 0.5 - - 0 - V\bolen Mlls Traffic Impact Study 10/20/2016 2024 Build PM Synchro 9 Report V\H Page 5 EP10c EPR, P,C. "ENGINEERING & PLANNING RESOURCES" 637 BERKMAR CIRCLE, CHARLOTTESVILLE, VA 22901 Appendix M 2024 Build SimTraffic Printouts Queuing and Blocking Report 2024 Build AM 10/28/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 87 104 66 128 139 259 105 222 Average Queue (ft) 36 34 15 53 57 100 32 89 95th Queue (ft) 72 71 46 98 116 195 74 168 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 1 3 0 9 0 1 Storage Bay Dist (ft) 100 1 75 0 140 0 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 0 0 3 0 3 0 3 Queuing Penalty (veh) 0 0 0 0 0 4 0 2 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB VSB NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 93 68 133 42 325 115 186 Average Queue (ft) 36 28 48 3 135 36 62 95th Queue (ft) 73 64 94 21 253 77 131 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 1 3 0 9 0 1 Queuing Penalty (veh) 1 1 0 0 0 1 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 80 83 48 40 Average Queue (ft) 36 34 12 17 95th Queue (ft) 68 70 30 32 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2024 Build AM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 39 Average Queue (ft) 21 95th Queue (ft) 44 Link Distance (ft) 354 Upstream Blk Time (%) 51 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 27 65 Average Queue (ft) 2 28 95th Queue (ft) 14 51 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 11 10/28/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2 Queuing and Blocking Report 2024 Build PM 10/28/2016 Intersection: 3: Meade Ave & E Market St IVbvement EB EB VSB V\B NB NB SB SB Directions Served L TR L TR L TR L TR MaximumQueue (ft) 92 142 55 122 132 261 109 233 Average Queue (ft) 40 57 14 50 31 107 39 104 95th Queue (ft) 74 102 43 94 83 202 90 189 Link Distance (ft) 703 Queuing Penalty (veh) 1903 916 499 Upstream Blk Time (%) Storage Bay Dist (ft) 65 115 120 Queuing Penalty (veh) Storage BI k Ti me (%) 2 5 0 5 0 9 Storage Bay Dist (ft) 100 4 75 0 140 1 110 Intersection: 10: Franklin St & Carlton Ave/Broadway St Storage BI k Ti me (%) 0 1 0 2 0 3 0 5 Queuing Penalty (veh) 0 1 0 1 0 2 1 3 Intersection: 6: Carlton Rd & Carlton Ave IVbvement EB WB V\B NB NB SB SB Directions Served LTR L TR L TR L TR MaximumQueue (ft) 114 65 162 54 215 120 323 Average Queue (ft) 44 44 61 5 97 49 145 95th Queue (ft) 86 73 118 28 173 109 268 Link Distance (ft) 547 1239 739 550 Upstream Blk Time (%) Queuing Penalty (veh) Queuing Penalty (veh) Storage Bay Dist (ft) 65 115 120 Storage BI k Ti me (%) 2 5 0 5 0 9 Queuing Penalty (veh) 4 4 0 0 1 8 Intersection: 10: Franklin St & Carlton Ave/Broadway St IVbvement EB WB NB SB Directions Served LTR LTR LTR LTR MaximumQueue (ft) 96 92 48 76 Average Queue (ft) 45 44 12 26 95th Queue (ft) 78 74 31 53 Link Distance (ft) 1054 1421 452 252 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 1 Queuing and Blocking Report 2024 Build PM Intersection: 11: Site & Broadway St IVbvement NB Directions Served LR MaximumQueue (ft) 58 Average Queue (ft) 34 95th Queue (ft) 50 Link Distance (ft) 354 Upstream Blk Time (%) 53 Queuing Penalty (veh) 1099 Storage Bay Dist (ft) Upstream Blk Time (%) Storage BI k Ti me (%) Queuing Penalty (veh) Intersection: 16: Franklin St & E Market St IVbvement V\B NB Directions Served LT LR MaximumQueue (ft) 37 68 Average Queue (ft) 2 32 95th Queue (ft) 17 53 Link Distance (ft) 1099 443 Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage BI k Ti me (%) Queuing Penalty (veh) Network Summary Network wide Queuing Penalty: 24 10/28/2016 Woolen Hills Traffic Impact Study SimTraffic Report V\H Page 2