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HomeMy WebLinkAboutSUB201400066 Study Road Plan and Comps. 2014-03-07 TRANSPORTATION IMPACT ANALYSIS Prepared for United Land Corporation of America BRIARWOOD COMMERCIAL DEVELOPMENT Albemarle County, VA Project Number: 13-338 Revised: 3/7/2014 Original Submittal : 11/20/2013 (17!--) DAV ENORT www.davenportworld.com DAVENPORT Transportation Impact Analysis Briarwood Commercial Development Albemarle County, VA Prepared for United Land Corporation of America Revised: March 7, 2014 Original Submittal: November 20, 2013 Analysis by: Frank Amenya.P.E.,PTOE Nick Liguori.E.I. S F A l. Drafting/Graphics by: Nick Liguori,E.I.. O a . ! 'lA� gFRANxhiAMEHYA Reviewed by:Joseph Wallace No. 046200 VD3�� I � 1 i •:, Sealed by: Frank Amenya. P.E.,PTOE ` /O L �! This document, together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of,or improper reliance on,this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. ❑ 'IL ❑ - Home Office Richmond Office: Serving the Southeast since 2002 305 West Fourth Street,Suite 2A 224 North Main Street,Suite 310 Winston-Salem,NC 27101 Hopewell,VA 23860 Main:336.744.1636;Fax: 336.458.9377 Main:804.381.0581 to DAVENPORT Briarwood Commercial Development—Transportation Impact Analysis Table of Contents 1.0 INTRODUCTION 2 Figure 1 —Site Plan 3 Figure 2A—Site Location Map 4 Figure 2B—Vicinity Map 5 2.0 EXISTING CONDITIONS 6 2.1 Street Inventory 6 2.2 Base Traffic Volumes 6 Figure 3 —Existing Lane Geometry 7 Figure 4—2013 Existing Traffic Volumes 8 3.0 APPROVED DEVELOPMENTS AND COMMITTED IMPROVEMENTS 9 3.1 Approved Developments 9 3.2 Committed Improvements 9 4.0 METHODOLOGY 9 4.1 Base Assumptions and Standards 9 4.2 Trip Generation 10 4.3 Trip Distribution 11 4.4 Future No-Build Traffic 11 4.5 Total Traffic 11 Figure 5A—Primary Trip Distribution 12 Figure 5B —Pass-by Trip Distribution (AM Peak) 13 Figure 5C—Pass-by Trip Distribution (PM Peak) 14 Figure 5D —Internal Capture Trip Distribution 15 Figure 6—Future No Build Volumes 16 Figure 7A—Primary Site Trips 17 Figure 7B —Pass-by Site Trips 18 Figure 7C— Internal Site Trips 19 Figure 8—2020 Future Build Volumes 20 5.0 CAPACITY ANALYSIS 21 5.1 Level of Service Criteria 21 5.2 Level of Service Analysis 21 6.0 QUEUING ANALYSIS 24 7.0 SUMMARY AND CONCLUSION 26 Figure 9 —Recommended Improvements 27 APPENDIX 28 Level of Service Analysis 29 Queuing Analysis 33 Trip Generation 34 Traffic Volume Data 35 Supporting Documentation 36 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 1 DAVENPORT BRIARWOOD COMMERCIAL DEVELOPMENT,ALBEMARLE COUNTY,VA — TRANSPORTATION IMPACT ANALYSIS Prepared for United Land Corporation of America March 7, 2014 1.0 Introduction The proposed Briarwood Commercial Development is located the western side of Seminole Trail (US Route 29) at Briarwood Drive and Boulders Road. As currently planned, the site will consist of a total of 110,000 square feet of specialty retail space and two (2) convenience markets with 16 fueling positions each. Access to the site will be provided by Briarwood Drive off US 29,and at two (2) right in right out driveways on US 29: one to the north of Briarwood Drive and one to the south. The site plan is shown in Figure 1. DAVENPORT was retained to determine the potential traffic impacts and to identify transportation improvements that may be required to accommodate the impacts of both background traffic and new development traffic. Per VDOT, the scope of study was determined to be analysis of the following intersections: • Seminole Trail (US Route 29) and Briarwood Drive/Boulders Road • Briarwood Drive at Southern Commercial Access Road • Briarwood Drive at Elm Tree Court/Northern Commercial Access Road These intersections were analyzed for the following conditions: • 2013 Existing Conditions • 2020 Future Build Conditions • 2020 Future Build Conditions with Improvements The analysis year for this project was 2020. Traffic was analyzed for both the AM (6-9 am) and PM (4-7 pm) peaks. VDOT Culpeper District was contacted to obtain background information and to ascertain the elements to be covered in this Transportation Impact Analysis (TIA). Information regarding the property was provided by the developer,United Land Corporation of America. 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 2 Z' .. 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Table 2.1- Street Inventory Facility Route Typical Cross Pavement Maintained Name # Section Width Speed Limit By Seminole 4-lane divided w/ Approx. Trail US 29 grass median 100' 55 MPH VDOT Briarwood SR 1576 2-lane undivided Approx. 34' Not Posted VDOT Drive Boulders 4-lane divided w/ Drive N/A grass median Approx. 72' Not Posted VDOT 22 Base Traffic Volumes Existing traffic volumes for this project were provided by Timmons Group. Table 2.2 contains the dates these counts were conducted. School was in session at the time of traffic counts. Figure 4 shows existing AM and PM peak hour volumes. More information can be found in the Traffic Volume Data section of the appendix. Table 2.2 - Traffic Volume Data Count Location: Date Taken: Seminole Trail (US 29) at Briarwood 04/30/2013 Timmons Group Drive/Boulders Road 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 6 LEGEND 0 SIGNALIZED 0 O INTERSECTION SPEED NLIMIT — 55 . UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY ■y• TRAFFIC MOVEMENT BLACK = EXISTING ° b b L 200' 4 j'FULL d 11 kk 1/41 `FULL Briarwood Drive 0 Boulders Drive 0 100' 1 co co (NI O c) U N C) (1) F E FIGURE 3 EXISTING LANE GEOMETRY BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between ) I 1 V E 1\{)d"1 f `T` DAVENPORT and the client. Ir yr I v \J 1'\1 *** NOT TO SCALE*** �" LEGEND SIGNALIZED N Q INTERSECTION UNSIGNALIZED INTERSECTION - RIGHT IN/ RIGHT OUT ROADWAY TRAFFIC MOVEMENT BLACK= EXISTING GREY= UNANAL'YZ, BLUE= PROPOSED AM/PM PEAKS r) M O O r_ , L6/226 a�7/15 v N N ��0/0 r 0/0 ,) j r 22/390 Briarwood Drive • O Boulders Drive 12/7■1 4.1 r 1/11 O ii r 0/0'1 0 0 2/0,mm► M M 0 0 9/6."‘ e o M N N 0 u) u) O CD t O O) V N F- E W FIGURE 4 2013 EXISTING TRAFFIC VOLUMES BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between C�A 1/[_ 1\I')t""1 f7 DAVENPORT and the client. �✓l 1 V L I V �.JI\ """ NOT TO SCALE""" 0 DAV EFFORT 3.0 Approved Developments and Committed Improvements 3.1 Approved Developments Approved developments are developments that have been recently approved in the area, but not yet constructed. Based on discussions with VDOT and the Timmons Group report dated June 19, 2013, there is one (1) approved development in the study area. The Briarwood residential development is located along Briarwood Drive to the west of the proposed site. This development is currently partially built. Per the scoping process, the remaining development consists of 67 townhouses along Elm Tree Court, 130 single family homes along Briarwood Drive, and 76 townhouses along Briarwood Drive. Trips for this development were generated using ITE Trip Generation Version 6 software, and were distributed at the study intersections based on expected traffic patterns, which were confirmed in the scoping process. Trips associated with this approved residential development were assumed to be in place in 2020 future no build conditions. More information can be found in the Traffic Volume Data section of the appendix. 3.2 Committed Improvements Committed Improvements are improvements that are planned by VDOT, a local municipality, or a developer in the area, but are not yet constructed. Per the developer, the following are roadway improvements which are expected to be complete by the 2020 analysis year. • Addition of a second northbound left turn lane on US 29 • A cross section on Briarwood Drive varying from 5 lanes at North Commercial Access/Elm Tree Court to 7 lanes at the intersection with US 29 • Modification of traffic signal to accommodate roadway improvements at intersection of US 29 and Briarwood Drive/Boulders Road 4.0 Methodology 4.1 Base Assumptions and Standards In general, the analysis for this project was conducted utilizing typical standards. The following table contains a summary of the base assumptions. Table 4.1- Assumptions Existing: Field-observed values per turning Peak Hour Factor movement Future: 0.92 on all movements Background Traffic Annual Growth Rate 2% Analysis Software Synchro/SimTraffic Version 7.0 Trip Generation ITE Trip Generation Manual (8th Edition) Field-observed values per turning movement. Heavy Vehicle Percentage 2% for new turning movements or left and right turns affected by site traffic Lane widths 12-feet 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 9 DAV EMORT 4.2 Trip Generation The Institute of Transportation Engineers (ITE) Trip generation software was used to develop the projected trips created by this development, which were calculated based on rates. Table 4.2 contains the results. Table 4.2 - ITE Trip Generation Briarwood Commercial Development 24 Hour AM Peak PM Peak Average Weekday Driveway Volumes Two-Way Hour Hour Land Use ITE Land Size Volume Enter Exit Enter Exit Code Specialty Retail (Area A) 814 30 Th.Sq.Ft. GLA 1,321 0 0 41 52 Specialty Retail (Area B) 814 20 Th.Sq.Ft. GLA 893 0 0 31 39 Convenience Market w/ 853 16 Fueling 8,682 133 133 153 153 Gas (Area C) Positions Convenience Market w/ 853 16 Fueling 8,682 133 133 153 153 Gas (Area D) Positions Specialty Retail(Area E) 814 25 Th.Sq.Ft. GLA 1,107 0 0 36 46 Specialty Retail (Area F) 814 35 Th.Sq.Ft. GLA 1,535 0 0 46 59 Commercial Development Unadjusted Trips 22,220 266 266 460 502 Internal Capture Reduction(15%) -3,333 0 0 -69 -75 Subtotal with Internal Capture 18,887 266 266 391 427 Convenience Market/Gas Station Pass-by Reduction (66%) -9,741 -149 -149 -172 -172 Total Pass-by Trips -9,741 -149 -149 -172 -172 Commercial Development Adjusted Trips 9,146 117 117 219 255 This development functions as a mixed-use development due to the adjacent residential development. Mixed-Use developments are designed to combine a number of uses into one site, allowing people to live, work and shop in the same area and without dependence on a vehicle. This proposed development meets the criteria as defined in the ITE Trip Generation Handbook for a "multi-use" development. Therefore, the trips for this development were reduced using the method prescribed in Chapter 7 of the ITE handbook. An internal capture rate of 15%was applied to the site trips,based on the scoping meeting with VDOT. Developments of this type also generate what are called "pass-by" trips. The ITE Trip Generation Manual defines "pass-by" trips as trips that are generated by the development, but are already on the adjacent roadway. These trips are not new trips, but are a part of the existing background traffic on Seminole Trail (US 29). A "pass by" reduction of 66% was applied to convenience market/gas station trips per the scoping meeting. 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 10 0 DAV EFFORT 4.3 Trip Distribution Site trips for this proposed development were distributed based on the existing traffic patterns and engineering judgment. The site trip distribution was based on existing traffic data and engineering judgment, and was confirmed by VDOT. The directional distributions for primary site trips are listed below and were confirmed by VDOT. • 45% to and from the south on US 29 • 45% to and from the north on US 29 • 5%to and from the south on Camelot Drive • 5% to and from the north on Austin Drive Pass-by trips were distributed based on the existing traffic patterns at the intersection of US 29 and Briarwood Drive / Boulders Road, and are shown in Figure 5B for the AM peak and Figure 5C for the PM peak. The AM peak pass-by distribution includes 66% of pass-by trips originating from the north on US 29, and 34% from the south on US 29. 22% of these pass- by trips were assumed to be headed to the National Ground Intelligence Center (NGIC) on Boulders Road, and would make a pass-by trip before reaching their destination. In the PM peak, 56% of pass-by trips originate from the south on US 29, 28% from the north on US 29, and 16% from the NGIC on Boulders Road. Finally, the internal capture trip distribution as a result of the adjacent residential development is shown in Figure 5D. 4.4 Future No-Build Traffic The 2020 future no build traffic volumes were computed by applying a 2.0% compounded annual growth rate to the 2013 existing traffic volumes and adding approved development trips. Figure 6 shows the 2020 future no build traffic volumes for AM and PM peaks. More information can be found in the Traffic Volume Data section of the appendix. 4.5 Total Traffic The 2020 build-out traffic volume was obtained by summing the 2020 future no build volumes and site trips due to this project. Primary site trips are shown in Figure 7A, pass-by site trips are shown in Figure 7B, and internal site trips are shown in Figure 7C. The resulting build volume totals for AM and PM peaks are shown in Figure 8. More information can be found in the Traffic Volume Data section of the appendix. 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 11 A 0 LEGEND o SIGNALIZED 5% 45% 0 INTERSECTION N z ? ? UNSIGNALIZED 0 0 too INTERSECTION u7 M • RIGHT IN/ RIGHT OUT 1 15%OUT 1 ROADWAY 1 H D ... ■ TRAFFIC MOVEMENT 0 To 0 V •° Lo ORIGIN m co v E y NODE O V)Lw 1- BLACK= EXISTING • v Z BLUE= PROPOSED I— m + O z O 0 0 O O O M 30%IN N te t.30%IN r 35%IN si 1 Briarwood Drive • • 00 Boulders Drive 30%OUT- r 45%OUT 1 0 20%OUT'Z ? 0 o 0 v I) M t 7 0 U CD £ 1 N i E E y 0 m W t o = Q 0 I- I— D D ? 0 O 0 0 0 O u7 Lo j 4J I 1 10%OUT I Z z a to r 5%OUT / 11 H Z FIGURE 5A 0 e PRIMARY TRIP DISTRIBUTION t► L5%IN Camelot 5% 4500 BRIARWOOD COMMERCIAL Drive DEVELOPMENT, ALBEMARGLE COUNTY, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written 1 L�A\!C tO I]!`\t"]"T authorization and adaptation by DAVENPORT shall be without liability to 1 r1Y LI `�7 �JI\ 1 ,, ,,, DAVENPORT and shall be a violation of the agreement between -- NOT TO SCALE DAVENPORT and the client. • LEGEND 0 SIGNALIZED 66% 0 INTERSECTION N ? ? UNSIGNALIZED O■ INTERSECTION ! • RIGHT IN/ RIGHT OUT 16%OUT"Pt, ROADWAY ■410- TRAFFIC MOVEMENT m ORIGIN E tY % NODE O• W BLACK= EXISTING Q I Z O zzz j o a o W N M V N •— ■34%IN 4 is 34%IN r 40%IN Briarwood Drive • • 00 Boulders Drive 34%OUT 24%OUT-I 0 22%OUT I'' O 28%OUT"V ? z z 0 ro N ° 22%pass-by to NGIC �o U £ N O V d W t u Q 0 t� z z 0 *I 1 10%OUT FIGURE 5B AM PASS-BY TRIP DISTRIBUTION Camelot 34% BRIARWOOD COMMERCIAL Drive DEVELOPMENT, ALBEMARLE COUNTY, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein,is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written ( A\f L A�7r`�I7�` authorization and adaptation by DAVENPORT shall be without liability to vr"'1.V E I V_\..11\ ,,, DAVENPORT and shall be a violation of the agreement between """ NOT TO SCALE DAVENPORT and the client. LEGEND O SIGNALIZED 28% Q INTERSECTION N z ? • UNSIGNALIZED o0 INTERSECTION RIGHT IN/ RIGHT OUT 8%OUT"v ROADWAY ...um- TRAFFIC MOVEMENT Ta ORIGIN E � % NODE O N t a) BLACK= EXISTING c Q GREY = UNANALYZED I— z BLUE=PROPOSED D O z ? 0 t..-6%IN v •••••• ��40%IN 16%IN 0 L40%IN r 46%IN /J j r'-1O%IN Briarwood Drive • • 00 Boulders Drive 16% 40%OUT r- 62%OUT 1 a t 24%OUT z z 0 o 0 CO Lf? m co a 0 U V 'a N E N ►- E E O O CNi t Q O rn z ? co '9 4) l 6%OUT FIGURE 5C PM PASS-BY TRIP DISTRIBUTION Camelot 56% BRIARWOOD COMMERCIAL Drive DEVELOPMENT, ALBEMARLE COUNTY, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written �"'lY A</E P\, f�I"'""1U"T authorization and adaptation by DAVENPORT shall be without liability to v!"`1V f 1 Y. \...J�l 1 "" NOT TO SCALE` ' DAVENPORT and shall be a violation of the agreement between --— DAVENPORT and the client. O LEGEND SIGNALIZED •O 0 INTERSECTION N • UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY �► TRAFFIC MOVEMENT 2 13 ORIGIN ccs E � NODE o o u BLACK= EXISTING C Q 6'NE Y = UNANALYZED F Z BLUE= PROPOSED O O o 0 co N I 4■■•5%OUT 65% 1 • Briarwood Drive O Boulders Drive 0 30%IN h 35%IN 35%IN z 0 o 0 ° o o M To O o U v E N £ O w U L V 7 U Q O to I- D O u7 •4-I H 0 30%OUT r 15%OUT t FIGURE 5D ( INTERNAL CAPTURE z z TRIP DISTRIBUTION 0 0 ° (PM PEAK) 35% BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written DAV r/[_NPO[�r authorization and adaptation by DAVENPORT shall be without liability to L..1/"�V LI V��J�\ "*" NOT TO SCALE " DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. LEGEND SIGNALIZED O 0 INTERSECTION N • UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY �► TRAFFIC MOVEMENT BLACK=EXISTING Uc PROPOSE AM/PM PEAKS N- co rn Al. 9/260 m o 1∎33/111 vN Co HNN 0/0 r 4/15 t r 25/448 Briarwood Drive . 00 Boulders Drive 105/59∎/ r 36/21 1 O j r 0/0 o w 2/1■■ CO CI o v 81/46'1 — M N N r- N I,- 00 in W r` t O p, U N N C/) W FIGURE 6 2020 FUTURE NO BUILD VOLUMES BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between / DAVENPORT DAVENPORT and the client. ***NOT TO SCALE*** LEGEND A 0 SIGNALIZED O 0 INTERSECTION N • UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT • ROADWAY ■ - TRAFFIC MOVEMENT o m c BLACK= EXISTING E 12 E u, O 0 BLUE PROPOSE ii s V o a AM/PM PEAKS z 0 0 N. v o j ,♦1 ' L 35/66 0 L 0/0 4/ ��0/0 ��35/66 N a, o 4-0/0 r 0/0 r 41/77 r 0/0 Briarwood Drive • • O Boulders Drive 0/0 .) ' f ( 35/774 ( 53/115 , O *It f 010. 0 0 0 0/0 0 0/0 0) 0 0 0/0 o 0 0 23/51 0 % m o 0 v ,!, N t j 6 O 0 O E N O a i n H 0 w p Q Cl) FIGURE 7A PRIMARY SITE TRIPS BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written _ authorization and adaptation by DAVENPORT shall be without liability to f DAVENPORT and shall be a violation of the agreement between ( ) D A' /E 1\130'\ O F f DAVENPORT and the client. !\Y *** NOT TO SCALE*** `` LEGEND A . SIGNALIZED O INTERSECTION N 0 • UNSIGNALIZED INTERSECTION - RIGHT IN/ RIGHT OUT ROADWAY ■► TRAFFIC MOVEMENT m c BLACK= EXISTING E ,2 E o m BLUE= PROPOSED r V o a AM/PM PEAKS z cn co 0 0 v ? N O ✓ 1U L51/69 `�' N L0/-10 t..0/0 a.m.51/69 o q 4■.0/27 r r' 0/0 ' 60/79 r O/-17 Briarwood Drive • • 00 Boulders Drive 0/01 11 1 r 51/69�• % e 36/1061 O 4,11 e 0/0■■■ 0 0 0 0/0 o_ 0) 33/0 rn CD 0 co 0/0'Z o 0 0 0 0 42/41 ,,n CO 7) rM a t o 'O 7 o E r2 N Cl.) E H O m E t v W p Q N FIGURE 7B PASS-BY SITE TRIPS BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between 1 D A /E r f'7f"'1[7 DAVENPORT and the client. v!',Y l l Y \.J�\ '"" NOT TO SCALE`*' LEGEND A 0 SIGNALIZED 0 INTERSECTION N • UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY — TRAFFIC MOVEMENT To m c BLACK= EXISTING E E DLt . PROPOSED r• V o a AM/PM PEAKS z , CO .- 0 0 0 O t, o/o L O/O 4) I 000 �.o/a f—o/o 0 0 0 �o/o r 0/0 r 0/0 r 0/0 Briarwood Drive • • O Boulders Drive 0/2 1 J 4 1 j r o/o. «I e o/o J *l j r 0/24 cm . 0 0/24'N V 0 0/0OM.. 0 0 0 1 i N 0/0 0 O O O/0 O O O 0 0 R ✓ 0 .o o d r0 U E �° N E E U o F V E t u W = Q co 0 FIGURE 7C INTERNAL SITE TRIPS BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between oA Y 11 O T :DAVENPORT and the client. ti ***NOT TO SCALE*** LEGEND A . SIGNALIZED O INTERSECTION N ° . UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY ■1110- TRAFFIC MOVEMENT a m o BLACK= EXISTING E re c REi- - UNANALY . E to o BLUE= PROPOSED r• a o a AM/PM PEAKS z co(0 CO u) e- N Ol N e- v v OD \ ! L 9/250 4) l L 86/135 N■33/115 F� 123/261 N. CO M M�0/27 r 4/15 r 101/156 4) r 25/431 Briarwood Drive • • O Boulders Drive 4/21 J. 4)t ( 206/213 4) 1 125/242 1 1, 110 105/838 N v w 4/24 ", v o 35/1 N CO V 4/4 ", 0 146/138 N N V' 'Cr (N N N E. N N i) - t0 N- 10 1r (j a O 0 as U E c2 N E.' tu V d co H V IL 0 Q U) FIGURE 8 . 2020 FUTURE BUILD VOLUMES BRIARWOOD COMMERCIAL DEVELOPMENT, ALBEMARLE COUNTY, VA This document,together with the concepts and designs presented herein,is PROJECT NUMBER 13-338 intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to DAVENPORT and shall be a violation of the agreement between } ®A\/L h f�f ti�7'T DAVENPORT and the client. J t 1 Y E I Y`\ / \ 1 """NOT TO SCALE""" CI) DAV ENDORT 5.0 Capacity Analysis 5.1 Level of Service Criteria The Transportation Research Board's Highway Capacity Manual (HCM) utilizes a term "level of service" to measure how traffic operates in intersections and on roadway segments. There are currently six levels of service ranging from A to F. Level of service "A" represents the best conditions and Level of Service "F" represents the worst. Synchro Traffic Modeling software was used to determine the level of service for studied intersections. Note for unsignalized intersection analysis, the level of service noted is for the worst approach of the intersection. This is typically the left turn movement for the side street approach, due to the number of opposing movements. All worksheet reports from the analyses can be found in the Appendix. Table 5.1- Highway Capacity Manual Levels of Service and Control Delay Criteria Signalized Intersection Unsignalized Intersection Level of Control Delay Per vehicle Level of Delay Range Service (sec) Service (sec) A < 10 A < 10 B > 10 and 5__20 B > 10 and_< 15 C >20 and 5__35 C > 15 and<_25 D >35 and S 55 D >25 and<_35 E >55 and<-80 E >35 and 5__50 F >80 F >50 5.2 Level of Service Analysis This section presents capacity analyses for the following conditions during AM and PM peaks: • 2013 Existing Conditions • 2020 Future Build Conditions • 2020 Future Build Conditions with Improvements Levels of service summaries for each scenario are provided in the following tables. Efforts were made to improve the level of service for each lane group at each intersection to a LOS C or better. While some approaches remained below LOS C, attention was given in these cases to ensuring that queue lengths remained within acceptable levels. The locations where the LOS was worse than LOS C have been highlighted in the tables below. The Synchro output is included in the Appendix. 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 21 DAV EN'ORT Table 5. 2- Seminole Trail (US Route 29) and Briarwood Drive/Boulders Road AM Peak PM Peak Signalized 2013 Existing 2020 Future 2013 Existing 2020 Future Build Build EB L D(52.4) D(48.4) E(59.6) E(69.8) EB LT D(52.7) D(53.2) E(58.7) D(52.2) EB R D(52.7) D(43.4) E(58.7) D(53.1) EB Overall D(52.7) D(46.6) E(58.8) E(63.7) WB L D(52.4) D(49.0) E(59.7) F(145.2) WB LT F(52.4) D(46.2) E(60.1) F(145.2) WB R F(50.7) D(38.8) D(42.5) F(246.9) WB Overall D(52.0) D(45.2) D(53.5) F(185.0) NB L E(57.7) D(53.4) E(59.9) E(68.2) NB T D(35.9) B(18.7) E(63.7) F(120.5) NB R C(29.0) B(15.1) B(11.1) A(5.8) NB Overall C(33.1) C(20.3) E(63.3) F(113.7) SB L C(25.7) D(50.8) E(58.0) E(58.6) SB T E(56.6) F(174.5) B(19.7) C(32.4) SB R A(5.6) A(6.4) B(11.9) B(11.2) SB Overall D(52.8) F(155.1) C(20.1) C(31.0) Intersection D(46.2) F(104.1) D(49.4) F(97.7) Overall • Provide two(2)left turn lanes and one through lane on EB direction of Briarwood Drive • Provide second northbound left turn lane on US 29 • Additionally,we recommend providing an eastbound right Recommendations: turn lane on Briarwood Drive with 100 feet of storage and appropriate taper • Restripe westbound approach of Boulders Road as two(2)left turn lanes and one through/right lane in order to operate protected left turn phasing on side street • 0•timize si•nal timin• to accommodate future traffic LOS(delay in seconds) Table 5. 3- Briarwood Drive at Southern Commercial Access Road AM Peak PM Peak Unsignalized 2013 Existing 2020 Future 2013 Existing 2020 Future Build Build EB TR - A(0.0) - A(0.0) WB L - A(7.9) - A(8.2) WB T - A(0.0) - A(0.0) NB Approach - A(9.7) - B(10.3) Recommendations: • Provide westbound left turn lane on Briarwood Drive LOS(delay in seconds) 3/7/2014 13-338 Briarwood Commercial Development-Transportation Impact Analysis 22 QDAVENORT Table 5.4- Briarwood Drive at Elm Tree Court/North Commercial Access Road AM Peak PM Peak Unsignalized 2013 Existing 2020 Future Build 2013 Existing 2020 Future Build EB Approach - A(0.3) - A(1.6) WB L - A(7.5) - A(7.4) WB T - A(0.0) - A(0.0) WB R - A(0.0) - A(0.0) NB Overall - A(9.4) - B(11.6) SB Overall - B(10.5) - B(13.3) • Provide westbound left turn lane and westbound right turn lane on Improvements: Briarwood Drive LOS(delay in seconds) Site Access We concur with the recommendation shown in Exhibit A below providing auxiliary turn lanes along westbound Briarwood Drive at both the South Commercial Access and North Commercial Access. A westbound left turn lane is shown on Briarwood Drive which continues past the South Commercial Access to Elm Tree Court. This left turn lane could potentially be used as a through lane to travel past the South Commercial Access toward Elm Tree Court, which could result in rear-end collisions and safety issues. We recommend providing the appropriate signage and pavement markings to prevent through travel in the westbound left turn lane. We also recommend providing regulatory "Do Not Block Intersection" signing for eastbound Briarwood west of the South Commercial Access. Z. 1 • �1�''� Provide regulatory"Do Not 4 , ! Block Intersection"signing on eastbound Briarwood Drive west ,, / of South Commercial Access v. 1 Provide appropriate signage and pavement markings to ' prevent through travel in WB left turn lane \ ''''.N.,:::.;,,,.... ... .. „, l - -_ • /IN '',•!'.i'• N'•'-'1^.-N,.••• •••--...._... 7."•■•:,% ' �.: ` f \ �''_ k ! Exhibit A. Briarwood Drive Recommended Improvements 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 23 e DAVENPORT 6.0 Queuing Analysis A queuing analysis for the intersections was conducted based on max queuing results from Sim Traffic software for the study intersections. Existing storage bays at the study intersections were compared to future storage requirements to determine if any additional storage would be required. The results of the queuing analysis for future no build and build out conditions are summarized in the tables below. The queuing analysis using Sim Traffic software shows a maximum queue of 115 feet is expected on the westbound left turn movement on Briarwood Drive into the South Commercial Access during the future build PM peak. Per the site plan, approximately 240 feet of queue storage will be provided on this westbound left turn lane on Briarwood Drive, which will be adequate to contain expected queues. Table 6.1 - US 29 at Briarwood Drive/Boulder Road - Queue Analysis Max Queue Length(ft) Available Queue AM Existing AM Future PM PM Future Storage Exceeds Build Existing Build Storage? EB L 25 65 25 149 375 No EB LT/EBL - 106 - 148 Full N/A EB TR/ EB T 46 115 69 13 225 No EBR - 124 - 102 100 Yes WB L 20 42 214 513 Full N/A WB LT/ WB L 39 17 231 578 Full N/A WB R/ WB TR 15 14 230 584 200 Yes NB L - 102 - 212 340 No NB L 20 130 56 440 340 Yes NB T 291 236 422 1827 Full N/A NB T 328 201 445 1809 Full N/A NB R 325 250 25 325 250 Yes SB L 159 130 25 14 300 No SB L 155 500 28 43 300 Yes SB T 246 1032 220 326 Full N/A SB T 387 1021 263 312 Full N/A SB R 24 440 25 53 340 Yes We recommend optimization of signal timing to accommodate future traffic Recommendations: Provide separate eastbound right turn lane with 100 feet of storage and appropriate taper Table 6.2 - Briarwood Drive at South Commercial Access Road - Queue Analysis Max Queue Length(ft) Queue AM Future PM PM Future Available Exceeds AM Existing Build Existing Build Storage Storage? EB T - 30 - 0 Full N/A EB TR - 0 - 20 100 No WB L - 99 - 115 240 N/A WB T - 0 - 0 Full N/A WB T - 0 - 0 Full N/A NB Approach - 49 - 72 Full N/A Recommendations: Provide sufficient queue storage distance on Briarwood Drive between South Commercial Access and US 29 to contain expected WB left turn queues 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 24 0 DAVENPORT Table 6.3 - Briarwood Drive at North Commercial Access/Elm Tree Court - Queue Analysis Max Queue Length(ft) Available Queue AM Existing AM Future PM Existing PM Future Storage Exceeds Build Build Storage? EB Approach - 0 - 31 350 No WB L - 23 - 24 450 No WB T - 0 - 0 Full N/A WB R - 22 - 0 Full N/A NB Approach - 28 - 53 225 No SB Approach - 51 - 133 Full N/A Recommendations: We recommend the separate westbound left turn and westbound right turn lanes on Briarwood Drive as shown m Exhibit A ...\. cl 0 \ ; , c iS ' r 13. 3" '6jr:arv� ,/ ••.a. / "° 3-338 Briarwood Drnv U.S.. i 1 '' i *,,,,, ,, ' CgNo, Y M Im R4 ® WU FrIUI.Yn ." cf WI WOO* * .fi - b ` �, . . r a if F+ ) 1.., / ,e_1; ..‘. . 9 . .. rlarw ..4, yr1 .3 338 Briarwood / ryb n L..ydn Cob QNw',rye MI .rn4 S V Eli NP Port... - I: Nk. Sim Traffic Queues during AM Future Build (top) and PM Future Build (bottom) 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 25 • DAVENPORT 7.0 Summary and Conclusion DAVENPORT was retained to determine the potential traffic impacts of the proposed Briarwood Commercial Development and the transportation improvements that may be required to accommodate these impacts. The site is located on the west side of US 29 at the intersection with Briarwood Drive. As currently planned, the site will consist of a total of 110,000 square feet of specialty retail space and two (2) convenience markets with 16 fueling positions each. Access to the site will be provided by Briarwood Drive off US 29, and at two (2) right in right out driveways on US 29: one to the north of Briarwood Drive and one to the south. Based on trip generation equations published in Trip Generation (Institute of Transportation Engineers, 8th Edition, 2008), this development has a trip generation potential of 234 net trips in the AM peak and 475 net trips in the PM peak. The analysis of 2020 future build conditions assumed the roadway improvements shown in Exhibit A to be in place. These include a cross section on Briarwood Drive varying from 5 lanes at the North Commercial Access/Elm Tree Court to 7 lanes at the intersection with US 29. The traffic signal at the intersection of US 29 and Briarwood Drive would also be modified based on roadway improvements. Additionally, a second northbound left turn lane on US 29 was assumed to be in place. We concur with the auxiliary turn lanes along westbound Briarwood Drive at both the South Commercial Access and North Commercial Access, as shown in Exhibit A. Based on the analysis,we recommend providing an eastbound right turn lane on Briarwood Drive, and restriping the westbound approach of Boulders Drive as two (2) left turn lanes and a through/right lane in order to utilize protected left turn phasing on the side street. We recommend the optimization of signal timing at the intersection of US 29 and Briarwood Drive/Boulders Road to accommodate future traffic. The queuing analysis using Sim Traffic software shows a maximum queue of 115 feet is expected on the westbound left turn movement on Briarwood Drive into the South Commercial Access during the future build PM peak. Per the site plan, approximately 240 feet of queue storage will be provided on this westbound left turn lane on Briarwood Drive,which will be adequate to contain expected queues. As shown in Exhibit A, the westbound left turn lane on Briarwood Drive could potentially be used as a through lane to travel past the South Commercial Access toward Elm Tree Court. We recommend providing the appropriate signage and pavement markings to prevent through travel in the westbound left turn lane. We also recommend providing regulatory "Do Not Block Intersection" signing for eastbound Briarwood Drive west of the South Commercial Access. The recommended improvements at the study intersections are illustrated in Figure 9. The developer will need to coordinate with the VDOT Culpeper District to determine which improvements will be required and the schedule for their implementation. 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 26 LEGEND SPEED LIMIT O 55 O SIGNALIZED 0 INTERSECTION N • UNSIGNALIZED INTERSECTION • RIGHT IN/ RIGHT OUT ROADWAY TRAFFIC MOVEMENT CI) m BLACK= EXISTING E � Provide appropriate signage and N E m pavement markings to prevent ✓c t through travel in WB left turn lane o Q z Restripe westbound approach in oo 200 order to operate protected left FFULL I I ', r FULL turn phasing on side street r 100' r FULL r FULL Briarwood Drive • 0 Boulders Drive f. FULLJ FULL) 0 h 1 1 1 e 0 b b 225'■Nol■ M M N 100'' Provide regulatory"Do Not Block Intersection"signage A on eastbound Briarwood °f o Drive E Optimize signal timing to E � C.) accommodate future traffic L 3 Q O rn O U m d F- W FIGURE 9 RECOMMENDED IMPROVEMENTS Camelot BRIARWOOD COMMERCIAL Drive DEVELOPMENT, ALBEMARGLE COUNTY, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written DAV/l_ A f?!"'��� authorization and adaptation by DAVENPORT shall be without liability to J L.J!'1 V L 1 Y_l...J " NOT TO SCALE ` DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. 0 DAVENPORT APP Ir:N DIX 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 28 DAVENPORT Level of Service Analysis 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 29 DAVENPORT Seminole Trail (US Route 29) & Briarwood Drive/Boulders Road 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 30 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 11/15/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'Pi 1. al 4 r tit l rii ++ r Volume(vph) 1 2 9 22 0 8 3 695 502 279 2074 4 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 11 11 12 Total Lost time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.0 6.4 6.0 6.0 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frt 1.00 0.87 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1805 1659 1715 1715 1615 1805 3252 1615 3385 3355 1292 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 1805 1659 1715 1715 1615 1805 3252 1615 3385 3355 1292 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow(vph) 1 2 11 26 0 9 4 818 591 328 2440 5 RTOR Reduction(vph) 0 11 0 0 0 9 0 0 388 0 0 2 Lane Group Flow(vph) 1 2 0 13 13 0 4 818 203 328 2440 3 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 11% 0% 0% 4% 25% Turn Type Split NA Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 6 2 Actuated Green, G(s) 2.9 2.9 4.4 4.4 4.4 1.4 37.8 37.8 38.7 75.1 75.1 Effective Green,g(s) 2.9 2.9 4.4 4.4 4.4 1.4 37.8 37.8 38.7 75.1 75.1 Actuated g/C Ratio 0.03 0.03 0.04 0.04 0.04 0.01 0.34 0.34 0.35 0.68 0.68 Clearance Time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.0 6.4 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 47 43 68 68 64 22 1117 554 1190 2290 882 v/s Ratio Prot 0.00 c0.00 c0.01 0.01 0.00 c0.25 0.10 c0.73 v/s Ratio Perm 0.00 0.13 0.00 v/c Ratio 0.02 0.05 0.19 0.19 0.01 0.18 0.73 0.37 0.28 1.07 0.00 Uniform Delay,dl 52.2 52.2 51.1 51.1 50.7 53.7 31.7 27.1 25.6 17.5 5.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.5 1.4 1.4 0.0 4.0 4.3 1.9 0.1 39.1 0.0 Delay(s) 52.4 52.7 52.4 52.4 50.7 57.7 35.9 29.0 25.7 56.6 5.6 Level of Service D D D D D E D C C E A Approach Delay(s) 52.7 52.0 33.1 52.8 Approach LOS D D C D Intersection Summary HCM 2000 Control Delay 46.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 26.2 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Briarwood Commercial Development 2013 AM Existing Frank Amenya, PE; Nick Liguori, El Page 1 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 2/5/2014 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vivi 4, r ) 4 r vivi 44 r livi +4 r Volume(vph) 125 35 146 25 0 9 126 762 562 302 2369 97 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 11 11 12 Total Lost time(s) 6.9 6.9 6.4 6.9 6.9 6.4 6.4 6.0 6.9 6.4 6.0 6.9 Lane Util. Factor 0.97 1.00 1.00 0.95 0.95 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3433 1900 1583 1715 1715 1615 3433 3252 1615 3385 3355 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3433 1900 1583 1715 1805 1615 3433 3252 1615 3385 3355 1583 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 136 38 159 27 0 10 137 828 611 328 2575 105 RTOR Reduction(vph) 0 0 140 0 0 8 0 0 104 0 0 35 Lane Group Flow(vph) 136 38 19 13 14 2 137 828 507 328 2575 70 Heavy Vehicles(%) 2% 0% 2% 0% 0% 0% 2% 11% 0% 0% 4% 2% Turn Type Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Prot NA pm+ov Protected Phases 3 8 1 7 4 5 1 6 7 5 2 3 Permitted Phases 8 4 6 2 Actuated Green, G(s) 9.9 5.6 13.1 7.1 9.9 17.7 7.5 56.2 63.3 14.9 63.6 73.5 Effective Green,g(s) 9.9 5.6 13.1 7.1 9.9 17.7 7.5 56.2 63.3 14.9 63.6 73.5 Actuated g/C Ratio 0.09 0.05 0.12 0.06 0.09 0.16 0.07 0.51 0.58 0.14 0.58 0.67 Clearance Time(s) 6.9 6.9 6.4 6.9 6.9 6.4 6.4 6.0 6.9 6.4 6.0 6.9 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 308 96 188 110 156 259 234 1661 929 458 1939 1057 v/s Ratio Prot c0.04 c0.02 0.01 0.01 0.01 0.00 0.04 0.25 0.04 c0.10 c0.77 0.01 v/s Ratio Perm 0.01 0.00 0.00 0.28 0.04 v/c Ratio 0.44 0.40 0.10 0.12 0.09 0.01 0.59 0.50 0.55 0.72 1.33 0.07 Uniform Delay,dl 47.4 50.6 43.2 48.5 45.9 38.8 49.7 17.7 14.5 45.5 23.2 6.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.0 2.7 0.2 0.5 0.3 0.0 3.7 1.1 0.7 5.3 151.3 0.0 Delay(s) 48.4 53.2 43.4 49.0 46.2 38.8 53.4 18.7 15.1 50.8 174.5 6.4 Level of Service D D D D D D D B B D F A Approach Delay(s) 46.6 45.2 20.3 155.1 Approach LOS D D C F Intersection Summary HCM 2000 Control Delay 104.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.18 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 26.2 Intersection Capacity Utilization 97.6% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Briarwood Commercial Development 2020 AM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 11/15/2013 i' ---► -t c 4-- 4 it 4\ t t L4 Movement EBL EBT EBR WBL WBT WBR NBU NEIL NBT NBR SBU SBL Lane Configurations 1+ 'I 4 r t ++ r tii Volume(vph) 1 0 6 390 0 226 15 13 2033 12 2 10 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 12 11 11 Total Lost time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.0 6.4 Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 1.00 0.95 1.00 0.97 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow(prot) 1805 1380 1698 1698 1615 1805 3539 1495 3385 Flt Permitted 0.95 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow(perm) 1805 1380 1698 1698 1615 1805 3539 1495 3385 Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.95 0.95 0.95 0.95 0.92 0.92 Adj. Flow(vph) 1 0 7 459 0 266 16 14 2140 13 2 11 RTOR Reduction (vph) 0 7 0 0 0 220 0 0 0 6 0 0 Lane Group Flow(vph) 1 0 0 229 230 46 0 30 2140 7 0 13 Heavy Vehicles(%) 0% 0% 17% 1% 0% 0% 0% 0% 2% 8% 0% 0% Turn Type Split NA Split NA Perm Prot Prot NA Perm Prot Prot Protected Phases 3 3 4 4 1 1 6 5 5 Permitted Phases 4 6 Actuated Green, G(s) 1.4 1.4 20,8 20.8 20.8 4.9 68.5 68.5 3.1 Effective Green,g(s) 1.4 1.4 20.8 20.8 20.8 4.9 68.5 68.5 3.1 Actuated g/C Ratio 0.01 0.01 0.17 0.17 0.17 0.04 0.57 0.57 0.03 Clearance Time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.0 6.4 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 21 16 294 294 279 73 2020 853 87 v/s Ratio Prot c0.00 0.00 0.13 c0.14 0.02 c0.60 0.00 v/s Ratio Perm 0.03 0.00 v/c Ratio 0.05 0.01 0.78 0.78 0.17 0.41 1.06 0.01 0.15 Uniform Delay,dl 58.6 58.6 47.4 47.4 42.2 56.1 25.8 11.1 57.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.1 12.3 12.7 0.3 3.7 37.9 0.0 0.8 Delay(s) 59.6 58.7 59.7 60.1 42.5 59.9 63.7 11.1 58.0 Level of Service E E E E D E E B E Approach Delay(s) 58.8 53.5 63.3 Approach LOS E D E Intersection Summary HCM 2000 Control Delay 49.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.99 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 26.2 Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Briarwood Commercial Development 2013 PM Existing Frank Amenya, PE; Nick Liguori, El Page 1 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 11/15/2013 Movement SBT SBR Laronfigurations r Volume(vph) 1033 2 Ideal Flow(vphpl) 1900 1900 Lane Width 11 12 Total Lost time(s) 6.0 6.0 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow(prot) 3261 1077 Flt Permitted 1.00 1.00 Satd. Flow(perm) 3261 1077 Peak-hour factor, PHF 0.92 0.92 Adj. Flow(vph) 1123 2 RTOR Reduction (vph) 0 1 Lane Group Flow(vph) 1123 1 Heavy Vehicles(%) 7% 50% Turn Type NA Perm Protected Phases 2 Permitted Phases 2 Actuated Green, G(s) 66.7 66.7 Effective Green,g(s) 66.7 66.7 Actuated g/C Ratio 0.56 0.56 Clearance Time(s) 6.0 6.0 Vehicle Extension (s) 3.0 3.0 Lane Grp Cap(vph) 1812 598 v/s Ratio Prot c0.34 v/s Ratio Perm 0.00 v/c Ratio 0.62 0.00 Uniform Delay,dl 18.1 11.8 Progression Factor 1.00 1.00 Incremental Delay, d2 1.6 0.0 Delay(s) 19.7 11.9 Level of Service B B Approach Delay(s) 20.1 Approach LOS C Briarwood Commercial Development 2013 PM Existing Frank Amenya, PE; Nick Liguori, El Page 2 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 3/7/2014 li-c 4.' it 4\ I P 1 Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBU SBL Lane Configurations vill + r vivi 1 M ft r rli Volume(vph) 242 1 138 431 27 250 17 282 2239 14 2 11 Ideal Flow(vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 12 12 12 12 12 12 12 12 12 12 11 11 Total Lost time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.9 6.4 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 0.97 0.95 1.00 0.97 Frt 1.00 1.00 0.85 1.00 0.86 1.00 1.00 0.85 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow(prot) 3433 1900 1583 3467 1642 3437 3539 1495 3385 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 0.95 Satd. Flow(perm) 3433 1900 1583 3467 1642 3437 3539 1495 3385 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 263 1 150 468 29 272 18 307 2434 15 2 12 RTOR Reduction (vph) 0 0 138 0 98 0 0 0 0 5 0 0 Lane Group Flow(vph) 263 1 12 468 203 0 0 325 2434 10 0 14 Heavy Vehicles(%) 2% 0% 2% 1% 0% 0% 0% 2% 2% 8% 0% 0% Turn Type Prot NA Perm Prot NA Prot Prot NA pm+ov Prot Prot Protected Phases 3 8 7 4 1 1 6 7 5 5 Permitted Phases 8 6 Actuated Green, G(s) 11.1 8.1 8.1 14.1 11.1 13.4 68.8 82.9 2.8 Effective Green,g(s) 11.1 8.1 8.1 14.1 11.1 13.4 68.8 82.9 2.8 Actuated g/C Ratio 0.09 0.07 0.07 0.12 0.09 0.11 0.57 0.69 0.02 Clearance Time(s) 6.9 6.9 6.9 6.9 6.9 6.4 6.0 6.9 6.4 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 317 128 106 407 151 383 2029 1032 78 v/s Ratio Prot 0.08 0.00 c0.13 c0.12 c0.09 c0.69 0.00 0.00 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.83 0.01 0.11 1.15 1.34 0.85 1.20 0.01 0.18 Uniform Delay,dl 53.5 52.2 52.6 53.0 54.5 52.3 25.6 5.8 57.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 16.2 0.0 0.5 92.3 192.4 15.9 94.9 0.0 1.1 Delay(s) 69.8 52.2 53.1 145.2 246.9 68.2 120.5 5.8 58.6 Level of Service E D D F F E F A E Approach Delay(s) 63.7 185.0 113.7 Approach LOS E F F Intersection Summary HCM 2000 Control Delay 97.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.27 Actuated Cycle Length (s) 120.0 Sum of lost time(s) 26.2 Intersection Capacity Utilization 113.3% ICU Level of Service H Analysis Period(min) 15 c Critical Lane Group Briarwood Commercial Development 2020 PM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 HCM Signalized Intersection Capacity Analysis 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road 3/7/2014 TIT 4/ Movement SBT SBR Laronfigurations 44 r Volume(vph) 1223 107 Ideal Flow(vphpl) 1900 1900 Lane Width 11 12 Total Lost time(s) 6.0 6.9 Lane Util. Factor 0.95 1.00 Frt 1.00 0.85 Flt Protected 1.00 1.00 Satd. Flow(prot) 3261 1583 Flt Permitted 1.00 1.00 Satd. Flow(perm) 3261 1583 Peak-hour factor, PHF 0.92 0.92 Adj. Flow(vph) 1329 116 RTOR Reduction (vph) 0 49 Lane Group Flow(vph) 1329 67 Heavy Vehicles(%) 7% 2% Turn Type NA pm+ov Protected Phases 2 3 Permitted Phases 2 Actuated Green, G(s) 58.2 69.3 Effective Green,g(s) 58.2 69.3 Actuated g/C Ratio 0.49 0.58 Clearance Time(s) 6.0 6.9 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 1581 914 v/s Ratio Prot 0.41 0.01 v/s Ratio Perm 0.04 v/c Ratio 0.84 0.07 Uniform Delay,dl 26.9 11.2 Progression Factor 1.00 1.00 Incremental Delay,d2 5.6 0.0 Delay(s) 32.4 11.2 Level of Service C B Approach Delay(s) 31.0 Approach LOS C Intersection Summary Briarwood Commercial Development 2020 PM Future Build Frank Amenya, PE; Nick Liguori, El Page 2 DAVENPORT Briarwood Drive at South Commercial Access Road 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 31 HCM Unsignalized Intersection Capacity Analysis 200: South Commercial Access Road & Briarwood Drive 11/15/2013 --. c 4- 4\ Movement EBT EBR WBL WBT NBL NBR Lane Configurations ve Volume(veh/h) 206 4 101 123 0 101 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 224 4 110 134 0 110 Pedestrians Lane Width (ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 293 pX, platoon unblocked vC,conflicting volume 228 512 114 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 228 512 114 tC,single(s) 4.1 6.8 6.9 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 92 100 88 cM capacity(veh/h) 1337 451 917 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 149 79 110 67 67 110 Volume Left 0 0 110 0 0 0 Volume Right 0 4 0 0 0 110 cSH 1700 1700 1337 1700 1700 917 Volume to Capacity 0.09 0.05 0.08 0.04 0.04 0.12 Queue Length 95th (ft) 0 0 7 0 0 10 Control Delay(s) 0.0 0.0 7.9 0.0 0.0 9.5 Lane LOS A A Approach Delay(s) 0.0 3.6 9.5 Approach LOS A Average Delay 3,3 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period(min) 15 Briarwood Commercial Development 2020 AM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 HCM Unsignalized Intersection Capacity Analysis 200: South Commercial Access Road & Briarwood Drive 3/7/2014 --► "Ntr c '— Movement EBT EBR WBL WBT NBL NBR Lane Configurations t'o '1 ft 'V Volume(veh/h) 213 24 156 261 4 168 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 232 26 170 284 4 183 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) 293 pX, platoon unblocked vC,conflicting volume 258 726 129 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 258 726 129 tC,single(s) 4.1 6.8 6.9 tC, 2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 87 99 80 cM capacity(veh/h) 1304 313 897 Direction, Lane# EB 1 EB 2 WB 1 WB 2 WB 3 NB 1 Volume Total 154 103 170 142 142 187 Volume Left 0 0 170 0 0 4 Volume Right 0 26 0 0 0 183 cSH 1700 1700 1304 1700 1700 860 Volume to Capacity 0.09 0.06 0.13 0.08 0.08 0.22 Queue Length 95th (ft) 0 0 11 0 0 21 Control Delay(s) 0.0 0.0 8.2 0.0 0.0 10.3 Lane LOS A B Approach Delay(s) 0.0 3.1 10.3 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 35.9% ICU Level of Service A Analysis Period(min) 15 Briarwood Commercial Development 2020 PM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 DAVENPORT Briarwood Drive at Elm Tree Court/North Commercial Access Road 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 32 HCM Unsignalized Intersection Capacity Analysis 300: Elm Tree Court/North Commercial Access Road & Briarwood Drive 11/22/2013 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4, 'I 4 iv 4. 4 Volume(veh/h) 4 105 4 4 33 86 4 4 14 86 4 4 Sign Control Free Free Stop Stop Grade 0% 0% 0% 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 Hourly flow rate(vph) 4 114 4 4 36 93 4 4 15 93 4 4 Pedestrians Lane Width(ft) Walking Speed (ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal (ft) 456 pX, platoon unblocked vC,conflicting volume 129 118 176 263 116 187 172 36 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 129 118 176 263 116 187 172 36 tC, single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage(s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 100 100 99 99 98 88 99 100 cM capacity(veh/h) 1456 1470 776 638 936 754 717 1037 Direction, Lane# EB 1 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 123 4 36 93 24 102 Volume Left 4 4 0 0 4 93 Volume Right 4 0 0 93 15 4 cSH 1456 1470 1700 1700 834 761 Volume to Capacity 0.00 0.00 0.02 0.05 0.03 0.13 Queue Length 95th (ft) 0 0 0 0 2 12 Control Delay(s) 0.3 7.5 0.0 0.0 9.4 10.5 Lane LOS A A A B Approach Delay(s) 0.3 0.2 9.4 10.5 Approach LOS A B Intersection Summary Average Delay 3.6 Intersection Capacity Utilization 27.6% ICU Level of Service A Analysis Period(min) 15 Briarwood Commercial Development 2020 AM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 HCM Unsignalized Intersection Capacity Analysis 300: Elm Tree Court/North Commercial Access Road & Briarwood Drive 3/7/2014 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ r 4+ 4+ Volume(veh/h) 21 83 4 15 115 135 23 14 8 146 15 23 Sign Control Free Free Stop Stop Grade 0% 0% 0% 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 Hourly flow rate(vph) 23 90 4 16 125 147 25 15 9 159 16 25 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 456 pX, platoon unblocked vC,conflicting volume 272 95 329 442 92 312 298 125 vC1, stage 1 conf vol vC2,stage 2 conf vol vCu, unblocked vol 272 95 329 442 92 312 298 125 tC,single(s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage(s) tF(s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free% 98 99 96 97 99 74 97 97 cM capacity(veh/h) 1292 1499 582 495 965 607 597 926 Direction,Lane# EB 1 WB 1 WB 2 WB 3 NB 1 SB 1 Volume Total 117 16 125 147 49 200 Volume Left 23 16 0 0 25 159 Volume Right 4 0 0 147 9 25 cSH 1292 1499 1700 1700 591 633 Volume to Capacity 0.02 0.01 0.07 0.09 0.08 0.32 Queue Length 95th (ft) 1 1 0 0 7 34 Control Delay(s) 1.6 7.4 0.0 0.0 11.6 13.3 Lane LOS A A B B Approach Delay(s) 1.6 0.4 11.6 13.3 Approach LOS B B Intersection Summary Average Delay 5.4 Intersection Capacity Utilization 34.7% ICU Level of Service A Analysis Period(min) 15 Briarwood Commercial Development 2020 PM Future Build Frank Amenya, PE; Nick Liguori, El Page 1 ei DAVENPORT Queuing Analysis 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 33 Queuing and Blocking Report 2013 AM Existing 11/14/2013 Intersection: 100: Briarwood Drive & Seminole Trail (US 29) Movement EB EB WB WB WB NB NB NB NB SB SB SB Directions Served L TR L LT R UL T T R UL L T Maximum Queue(ft) 25 46 20 39 15 20 291 328 325 159 155 246 Average Queue(ft) 1 12 3 8 4 2 118 139 108 80 83 62 95th Queue(ft) 8 36 14 24 14 11 221 248 209 127 127 161 Link Distance(ft) 178 514 514 350 350 940 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 100 200 340 250 300 300 Storage Blk Time(%) 0 Queuing Penalty(veh) 2 Intersection: 100: Briarwood Drive & Seminole Trail (US 29) Movement SB SB Directions Served T R Maximum Queue(ft) 387 24 Average Queue(ft) 106 1 95th Queue(ft) 255 8 Link Distance(ft) 940 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 340 Storage Blk Time(%) 0 Queuing Penalty(veh) 0 Network Summary Network wide Queuing Penalty: 2 Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 1 Queuing and Blocking Report 2020 AM Future Build 2/5/2014 Intersection: 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road Movement EB EB EB EB WB WB WB NB NB NB NB NB Directions Served L L T R L LT R L L T T R Maximum Queue(ft) 65 106 115 124 42 17 14 102 130 236 201 250 Average Queue(ft) 41 37 35 61 15 3 4 43 56 137 104 109 95th Queue(ft) 71 76 101 113 38 14 15 83 103 219 177 193 Link Distance(ft) 137 137 137 513 513 1065 1065 Upstream Blk Time(%) 0 Queuing Penalty(veh) 0 Storage Bay Dist(ft) 100 200 340 340 250 Storage Blk Time(%) 3 3 0 Queuing Penalty(veh) 4 1 0 Intersection: 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road Movement SB SB SB SB SB B4 B4 Directions Served L L T T R T T Maximum Queue(ft) 130 500 1032 1021 440 1077 1064 Average Queue(ft) 83 428 925 938 186 678 710 95th Queue(ft) 126 689 1168 1183 526 1393 1396 Link Distance(ft) 912 912 1025 1025 Upstream Blk Time(%) 24 28 19 14 Queuing Penalty(veh) 0 0 0 0 Storage Bay Dist(ft) 300 300 340 Storage Blk Time(%) 33 34 Queuing Penalty(veh) 100 33 Intersection: 200: South Commercial Access Road & Briarwood Drive Movement EB WB "14 4' Directions Served T L LR Maximum Queue(ft) 30 99 49 Average Queue(ft) 1 26 27 95th Queue(ft) 10 66 46 Link Distance(ft) 108 137 560 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 1 Queuing and Blocking Report 2020 AM Future Build 2/5/2014 Intersection: 300: Elm Tree Court/North Commercial Access Road & Briarwood Drive Movement WB WB NB SB Directions Served L R LTR LTR Maximum Queue(ft) 23 22 28 51 Average Queue(ft) 1 1 15 26 95th Queue(ft) 8 7 37 43 Link Distance(ft) 108 678 558 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 75 Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty: 139 Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 2 Queuing and Blocking Report 2013 PM Existing 11/14/2013 Intersection: 100: Briarwood Drive & Seminole Trail (US 29) Movement EB EB WB WB WB NB NB NB NB B2 B2 SB Directions Served L TR L LT R UL T T R T T UL Maximum Queue(ft) 25 69 214 231 230 56 422 445 25 390 404 25 Average Queue(ft) 1 7 119 127 109 18 318 354 1 56 80 2 95th Queue(ft) 8 32 202 213 199 47 455 468 8 237 296 13 Link Distance(ft) 178 514 514 350 350 1222 1222 Upstream Blk Time(%) 6 8 Queuing Penalty(veh) 0 0 Storage Bay Dist(ft) 100 200 340 250 300 Storage Blk Time(%) 2 1 7 14 Queuing Penalty(veh) 5 1 2 2 Intersection: 100: Briarwood Drive & Seminole Trail (US 29) Movement SB SB SB SB Directions Served L T T R Maximum Queue(ft) 28 220 263 25 Average Queue(ft) 9 123 151 1 95th Queue(ft) 27 201 258 8 Link Distance(ft) 940 940 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 300 340 Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty:9 Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 1 Queuing and Blocking Report 2020 PM Future Build 3/7/2014 Intersection: 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road Movement EB EB EB EB WB WB WB B6 B6 B6 NB NB Directions Served L L T R L L TR T T T UL L Maximum Queue(ft) 149 148 13 102 513 578 584 515 604 606 212 440 Average Queue(ft) 99 111 0 47 252 412 584 135 367 420 102 371 95th Queue(ft) 147 163 4 87 438 652 584 442 631 657 191 598 Link Distance(ft) 136 136 136 514 514 514 591 591 591 Upstream Blk Time(%) 1 4 0 14 99 2 5 Queuing Penalty(veh) 1 5 0 0 0 0 0 Storage Bay Dist(ft) 100 340 340 Storage Blk Time(%) 1 0 Queuing Penalty(veh) 0 0 Intersection: 100: Seminole Trail (US 29) & Briarwood Drive/Boulders Road Movement NB NB NB SB SB SB SB SB Directions Served T T R UL L T T R Maximum Queue(ft) 1827 1809 325 14 43 326 312 53 Average Queue(ft) 1445 1425 32 1 6 236 223 20 95th Queue(ft) 2196 2180 193 6 26 316 309 47 Link Distance(ft) 1775 1775 909 909 Upstream Blk Time(%) 26 16 Queuing Penalty(veh) 0 0 Storage Bay Dist(ft) 250 300 300 340 Storage Blk Time(%) 36 37 1 Queuing Penalty(veh) 107 5 0 Intersection: 200: South Commercial Access Road & Briarwood Drive Movement EB WB NB Directions Served TR L LR Maximum Queue(ft) 20 115 72 Average Queue(ft) 1 43 39 95th Queue(ft) 7 103 62 Link Distance(ft) 108 136 560 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) Storage Blk Time(%) Queuing Penalty(veh) Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 1 Queuing and Blocking Report 2020 PM Future Build 3/7/2014 Intersection: 300: Elm Tree Court/North Commercial Access Road & Briarwood Drive Movement EB WB NB SB Directions Served LTR L LTR LTR Maximum Queue(ft) 31 24 53 133 Average Queue(ft) 3 1 20 47 95th Queue(ft) 18 8 45 86 Link Distance(ft) 1023 678 558 Upstream Blk Time(%) Queuing Penalty(veh) Storage Bay Dist(ft) 75 Storage Blk Time(%) Queuing Penalty(veh) Network Summary Network wide Queuing Penalty: 119 Briarwood Commercial Development SimTraffic Report Frank Amenya, PE; Nick Liguori, El Page 2 0 DAVENPORT Trip Generation 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 34 Summary of Multi-Use Trip Generation Average Weekday Driveway Volumes November 14, 2013 24 Hour AM Pk Hour PM Pk Hour Two-Way Land Use Size Volume Enter Exit Enter Exit Specialty Retail Center 30 Th.Sq.Ft. GLA 1321 0 0 41 52 Specialty Retail Center 20 Th.Sq.Ft. GLA 893 0 0 31 39 Specialty Retail Center 25 Th.Sq.Ft. GLA 1107 0 0 36 46 Specialty Retail Center 35 Th.Sq.Ft. GLA 1535 0 0 46 59 Convenience Market with Gasoline Pumps 16 Vehicle Fueling Positions 8682 133 133 153 153 Convenience Market with Gasoline Pumps 16 Vehicle Fueling Positions 8682 133 133 153 153 Total Driveway Volume 22220 266 266 460 502 Total Peak Hour Pass-By Trips 168 168 202 202 Total Peak Hour Vol. Added to Adjacent Streets 98 98 258 300 Note: A zero indicates no data available. TRIP GENERATION BY MICROTRANS DAVENPORT Traffic Volume Data 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 35 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Table A-1 Directional Turning Movement Counts-Tota I Vehicles Bri a rwood Development-Albemarle County,Vi rgi n i a Start Date 4/30/2013 Start Ti me 06:00 Street Name Seminole Trail(US 29)NB Seminole Trail(US 29)SB Briarwood Drive EB Boulders Road WB Total Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total Left Thru Right Total 6:00 AM 0 0 66 36 102 0 28 233 0 261 0 0 0 0 4 0 4 8 371 6:15 AM 1 0 84 39 124 0 47 251 0 298 0 0 1 1 2 0 0 2 425 6:30 AM 0 1 91 51 143 0 41 324 0 365 0 0 1 1 3 0 2 5 514 6:45 AM 0 1 145 124 270 0 87 354 0 441 0 2 0 2 2 0 5 7 720 7:00 AM 0 0 135 101 236 1 75 439 1 516 0 2 2 4 5 0 3 8 764 7:15 AM 0 1 162 133 296 0 85 508 2 595 1 0 1 2 4 0 2 6 899 7:30 AM 0 0 160 114 274 0 86 605 1 692 0 0 5 5 5 0 2 7 978 7:45 AM 0 1 204 156 361 0 66 515 1 582 0 1 2 3 3 0 1 4 950 8:00 AM 0 1 169 99 269 0 42 , 446 0 488 0 1 1 2 10 0 3 13 772 8:15 AM 0 2 171 71 244 0 49 473 2 524 0 0 3 3 5 0 1 6 777 8:30 AM 1 0 166 57 224 0 31 443 3 477 1 0 3 4 6 0 3 9 714 8:45 AM 2 1 190 55 248 0 25 _ 353 0 378 0 1 1 2 7 0 2 9 637 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 1 3 382 3 389 0 1 226 2 229 1 0 3 4 130 0 73 203 825 4:15 PM 1 0 420 4 425 0 4 200 1 205 0 0 4 4 92 2 67 161 795 4:30 PM 3 1 510 4 518 0 2 242 0 244 0 0 2 2 115 0 75 190 954 4:45 PM 1 3 478 3 485 0 2 251 1 254 0 0 3 3 98 0 66 164 906 5:00 PM 6 3 511 2 522 1 4 257 1 263 1 0 1 2 110 0 51 161 948 5:15 PM 5 6 534 3 548 1 2 283 0 286 0 0 0 0 67 0 34 101 935 5:30 PM 1 1 543 3 548 0 1 243 1 245 0 0 1 1 44 0 38 82 876 5:45 PM 1 1 458 2 462 0 1 227 1 229 0 0 1 1 40 2 22 64 756 6:00 PM 3 1 416 3 423 0 4 225 1 230 1 0 3 4 26 0 16 42 699 6:15 PM 2 0 391 3 396 0 0 198 1 199 1 0 2 3 18 0 16 34 632 6:30 PM 1 0 333 2 336 0 0 201 1 202 2 0 1 3 15 0 8 23 564 6:45 PM 0 1 274 4 279 0 2 156 2 160 0 0 3 3 8 0 7 15 457 Street Name Seminole Trail(US 29)NB Seminole Trail(US 29)SB Bri a rwood Drive EB Boulders Road WB Peak Hour AM U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total Left Thru Right Total Total 7:15-8:15 AM 0 3 695 502 1,200 0 279 2,074 4 2,357 1 2 9 12 22 0 8 30 3,599 PHF 0.00 0.75 0.85 0.80 0.83 0.00 0.81 0.86 0.50 0.85 0.25 0.50 0.45 0.60 0.55 0.00 0.67 0.58 0.92 %HV 0.0% 0.0% 10.9% 0.0% 6.3% 0.0% 0.0% 4.0% 25.0% 3.6% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 4.4% Peak Hour Mid U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total , Left Thru Right Total Total 4:30-5:30 PM 15 13 2,033 12 2,073 2 10 1,033, 2 1,047 1 0 6 7 390 0 226 616 3,743 PHF 0.63 0.54 0.95 0.75 0.95 0.50 0.63 0.91 0.50 0.92 0.25 0.00 0.50 0.58 0.85 0.00 0.75 0.81 0.98 %HV 0.0% 0.0% 1.8% 8.3% 1.8% 0.0% 0.0% 6.9% 50.0% 6.9% 0.0% 0.0% 16.7% 14.3% 0.5% 0.0% 0.0% 0.3% 3.0% A-1 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Ta bI e A-2 Directional Turning Movement Counts-Heavy Vehicles Briarwood Development-Albemarle County,Virginia Start Date 4/30/2013 Start Time 06:00 Street Name Seminole Trail(US 29)NB Seminole Trail(US 29)SB Briarwood Drive EB Boulders Road WB Total Start Time U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total left Thru Right Total 6:00 AM 0 0 7 1 8 0 0 22 0 22 0 0 0 0 0 0 1 1 31 6:15 AM 0 0 10 0 10 0 0 10 0 10 0 0 1 1 0 0 0 0 21 6:30 AM 0 0 13 1 14 0 0 16 0 16 0 0 0 0 0 0 0 0 30 6:45 AM 0 0 14 1 15 0 0 11 0 11 0 0 0 0 0 0 0 0 26 7:00 AM 0 0 18 2 20 0 0 22 0 22 0 0 0 0 0 0 1 1 43 7:15 AM 0 0 19 0 19 0 0 15 1 16 0 0 0 0 0 0 0 0 35 7:30 AM 0 0 16 0 16 0 0 22 0 22 0 0 0 0 0 0 0 0 38 7:45 AM 0 0 24 0 24 0 0 14 0 14 0 0 0 0 0 0 0 0 38 8:00 AM 0 0 17 0 17 0 0 32 0 32 0 0 0 0 0 0 0 0 49 8:15 AM 0 0 27 0 27 0 0 28 0 28 0 0 0 0 0 0 0 0 55 8:30 AM 0 0 18 0 18 0 0 33 2 35 0 0 0 0 0 0 0 0 i 53 8:45 AM 0 0 25 1 26 0 0 24 0 24 0 0 0 0 0 0 0 0 50 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 PM 0 1 17 0 18 0 0 21 0 21 0 0 1 1 1 0 0 1 41 4:15 PM 0 0 18 0 18 0 0 9 0 9 0 0 0 0 0 0 1 1 28 4:30 PM 0 0 16 0 16 0 0 20 0 20 0 0 0 0 0 0 0 0 36 4:45 PM 0 0 9 0 9 0 0 15 1 16 0 0 1 1 0 0 0 0 26 5:00 PM 0 0 5 0 5 0 0 23 0 23 0 0 0 0 1 0 0 1 29 5:15 PM 0 0 7 1 8 0 0 13 0 13 0 0 0 0 1 0 0 1 22 5:30 PM 0 0 9 0 9 0 0 13 0 13 0 0 0 0 0 0 0 0 22 5:45 PM 0 0 16 0 16 0 0 15 0 15 0 0 0 0 0 0 0 0 31 6:00 PM 0 0 10 0 10 0 0 4 0 4 0 0 0 0 0 0 0 0 14 6:15 PM 0 0 13 0 13 0 0 4 0 4 0 0 0 0 0 0 0 0 17 6:30 PM 0 0 11 0 11 0 0 11 0 11 0 0 0 0 0 0 0 0 22 6:45 PM 0 0 6 0 6 0 0 4 0 4 0 0 0 0 0 0 0 0 10 Street Name Seminole Trail(US 29)NB Seminole Trail(US 29)SB Briarwood Drive EB Boulders Road WB Peak Hour AM U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total Left Thru Right Total Total 7:15-8:15 AM 0 0 76 0 76 0 0 83 1 84 0 0 0 0 0 0 0 0 160 PHF 0.00 0.00 0.79 0.00 i 0.79 0.00 0.00 0.65 0.25 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 Peak Hour Mid U-Turn Left Thru Right Total U-Turn Left Thru i Right Total Left Thru i Right Total Left Thru Right Total Total 4:30-5:30 PM 0 0 37 1 38 0 0 71 i 1 72 0 0 1 1 2 0 0 2 113 PHF 0.00 0.00 0.58 i 0.25 0.59 i 0.00 0.00 0.77 i 0.25 0.78 0.00 0.00 . 0.25 0.25 0.50 0.00 0.00 0.50 0.78 A-2 Z,) ar O �" m. 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Z 822 in N H en CD 0Ri .-7 H R: .-7 F NNE .-] F .-7 F R. ya o aa, ..j F g .] F L. .-] F W .-7 F g 7c, o 0. o0 L0 on En on on p] cn on o] on pc O O 0. m on on �o �a on on on on on CO 2 w w w SZ ZZcncncnzcnH N ww :4 zZZcncnV) H 0. o. N :� in ,O N N N L� Lan O �" 'O ' N M e•. lf) O p N M N O T N .0 .O O C O O 2 Na '. O O eM O N O O O O O O O M N 7 a0 `� .-. eti n M N d� N O 0.c N .•+ .-. .-+ Nn P., L.e N LZ O N E •� O O co © c 0 o OO ooOOOO F. •p oo000OOOOOOOO z F - F , A. ,O en co 00 N O •r". Q M M O O O M H H 0 0 RO R •F Q O M O S O O O O O O N Ln ., o. F C p, F O v, ' N C R y U f y G O N O O O O O O N N O O 0,7') , •Q' O M O 4 M 0 0 0 V~j O O O en ti ".7 e-+ F-' N A .V O 'd T1 a.m 0 7 OO O N 00 E © c0. '� C/ N .E M N 0~O N O aT k M M rte-. O O N = NN .0 00 O N O O m 0 0 0 0 0 0 0 N �. N w 0 N d, O N w O r. c z z J C Q If) © © © © c © © © © © e NO Q Q o 0 0 0 N 0 0 0 0 0 0 0 b a, b O N O '-. Ni o N O Cr, M n NtNN'1 M c.,.,°° Le) O O en �y. N y 0 7 0 0 OO o 0 0 0 0 0 0 N a N O N C g p J' e)M a1 O ; M a1 p R ' N O, N O 00 M 0'n O N N. N y. O O N ~ R O O N O OS. C./ C.) 0 0 0 0 C N 1. 00 '0 in N N M r, N 00 •a 10 00 0 b0 7 5 o R .5 o L' o 5• c-+ N N O 00 M 0' N N N d O O M N 2 1N'. h N NI F < 0.,, w w w 5 ZZZcncncnZU�OiH N dp°J, www3 $ ZZ2 � Q (J) °• NO O N o0 ,.. N N N —, `y 1..i N 5p on w A N .Q' N N O O O 0 0 N N C. F .O A •¢' 0 0 0 0 0 ,I 0 0 0 I 0 0 M oo 1 - i - . . . . . 1 0 0 0 k o o Nw 4 P-, EL '-+ — . . ✓ a, v a CL 0 0 0 , 0 0 0 CO 0 0 0 - 0 N O V• z i a O1.Q o 0 rn o 0 0 00 0 0 0 e. Z y Q y O co O O o 0 0 0 0 0 o N Q N O ,a O . O M GJ 3 0 r, ot� 00 000000 N CO n` '^ V p m bD 7 o W N▪ N N N eo M°o °~ PO ZZZccnnccnncooF°, c. o W O h Q" O O O O O O O O 0 O 0 O O G1 i. C H 'C ? /-. C H Q 0 0 0 0 0 0 0 0 0 0 0 N v L V Q H . . . . . ,.,-2, 0 0 0 m0 0 R A v y I= CD_^ o a c„ . . . , m 0 0 0 74 0 0 0 Ln ON z O H H U w z Al b z a Q O O N 0 0 0 0 0 0 r. 74 Id v f NO y 0 0 0 QO 0 0 0 0 0 0 0 N 1-4 u (NI O Z 4' ~o 4 0 o O N 0 0 0 0 0 0 0 N PO b0 2 .5 O Q7 V Nti N F o w c )<4 , W c.I zzzcncncr DAVENPORT Supporting Documentation 3/7/2014 13-338 Briarwood Commercial Development—Transportation Impact Analysis 36 Summary of Multi-Use Trip Generation Average Weekday Driveway Volumes September 30, 2013 24 Hour AM Pk Hour PM Pk Hour Two-Way Land Use Size Volume Enter Exit Enter Exit Residential Condominium / Townhouse 67 Dwelling Units 454 6 31 29 14 Single Family Detached Housing 130 Dwelling Units 1324 25 76 84 49 Residential Condominium / Townhouse 76 Dwelling Units 507 7 34 32 16 Total Driveway Volume 2285 38 141 145 79 Total Peak Hour Pass-By Trips 0 0 0 0 Total Peak Hour Vol. Added to Adjacent Streets 38 141 145 79 Note: A zero indicates no data available. TRIP GENERATION BY MICROTRANS LEGEND SIGNALIZED 10% 25% 0 INTERSECTION N Z • UNSIGNALIZED INTERSECTION N - RIGHT IN/ RIGHT OUT z 0 ROADWAY o mm ■ TRAFFIC MOVEMENT R ORIGIN E o° % NODE O O N 0 o a BLACK=EXISTING o s u Z r Q :. 0 z BLUE= PROPOSED 3 , Q z I; O 0 LO F∎65%IN N r 10%IN �••75%IN I) • • Briarwood 0 Boulders Drive 75%OUTS Drive 0 41 65%OUT S 25%OUT 1 F- Z F 0 50%OUT 1 0 D 0 0 Lo O o 0 r I 0 r0 O o u -0 1 m E c N 1 ` F E N E o �' D Z W U t U o j Q 0 0 V) o E- a.) 3 N > o 0 0 0 E o 0 I � i I —.-----) Z 0 0 APPROVED D DEVELOPMENT 0 L 5%IN TRIP DISTRIBUTION 4 10%IN Camelot 15% 50°0 BRIARWOOD COMMERCIAL Drive DEVELOPMENT, 10%OUT�► CHARLOTTESVILLE, VA PROJECT NUMBER 13-338 This document,together with the concepts and designs presented herein, is intended only for the specific purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others without written authorization and adaptation by DAVENPORT shall be without liability to - DAV "-���� ` NOT TO SCALE' " DAVENPORT and shall be a violation of the agreement between DAVENPORT and the client. Programmed EPAC Data 5/22/2013 11:15:57AM Intersection Name: 29/1510 Boulders RD Intersection Alias: 02160 Access Code:9999 Channel: 1 Address:0 Revision:3.33e Access Data Port 2 Comm:9600 Baud Phase Data Port 3 Comm:9600 Baud Vehical Basic Timings Vehical Density Timings Time B4 Cars Before Time To Phase Min_Grn Passage Max! Max2 Yellow All Red Added Initial Max_Initial Reduction Reduction Reduce Min_Gap 1 7 3.0 30 30 4.0 2.4 0.0 0 0 0 0 0.0 2 15 3.0 55 55 4.0 2.2 0.0 0 0 0 0 0.0 3 7 3.0 20 20 4.0 2.9 0.0 0 0 0 0 0.0 4 7 3.0 20 20 4.0 2.9 0.0 0 0 0 0 0.0 5 7 3.0 30 30 3.5 2.4 0.0 0 0 0 0 0.0 6 15 3.0 55 55 4.0 2.0 0.0 0 0 0 0 0.0 Pedestrian Timing Extended Actuated General Control Miscellaneous No Ped Flashing Ped Rest Non-Act Veh Ped Recall Non Dual Last Car Conditional Simultaneous Phase Walk Clear Walk Clear in Walk Initialize Response Recall Recall Delay Lock Entry Passage Service Gap Out I 0 0 No 0 No Inactive None None None 0 Yes No No No No 2 0 0 No 0 No Green None Min None 0 No No No No No 3 0 0 No 0 No Inactive None None None 0 Yes No No No No 4 0 0 No 0 No Inactive None None None 0 Yes No No No No 5 0 0 No 0 No Inactive None None None 0 Yes No No No No 6 0 0 No 0 No Green None Min None 0 No No No No No Special Sequence Vehical Detector Phase Assignment Default Data Assigned Switched Phase Mode Phase Extend Delay Default Data Pedestrian Detector Special Detector Phase Assignment Default Data Assign Switched Phase Mode Phase Extend Delay Default Data Unit Data General Control Remote Flash Flash Flash Startup Time:Osec Startup State:Flash Red Revert:4sec Test A=Flash Channel Color Alternat Auto Ped Clear:No Stop Time Reset:No Alternate Sequence:0 Flash Flash Entry Exit Default Data-No Flash ABC connector Input Modes:0 Input Output Phase Phase Phase ABC connector Output Modes:0 Ring Respons Selection 1 Ring 1 Ring 1 D connector Input Modes:2 2 Ring 2 Ring 2 Default Data-No Flash D connector Output Modes:0 3 None None 4 None None Overlaps I Overlaps I A B C D E F G H I J K L M N O P Phase(s) A B C D E F G H I J K L M N O P Trail Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Trail Yellow 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Trail Red 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Plus Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minus Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 1 of 6 Ring Phase(s) Next 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Phase Ring Phase 1 2 3 4 1 1 3 3 9 10 11 12 13 14 15 16 2 1 2 a 6 5 5 7 7 2 2 4 4 3 3 1 4 c 0 ',. 6 6 8 8 5 6 7 8 U 4 1 1 5 2 6 6 2 7 Alternate Sequences Port 1 Data Alternate Sequences BIU Port Message Addr Status 40 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Phase 1 1 3 1 5 1 3 1 7 1 3 1 5 1 3 1 Default Data Pair(s) 2 4 2 6 2 4 2 8 2 4 2 6 2 4 2 2 0 0 3 0 5 5 3 0 7 7 3 7 5 5 3 0 0 4 0 6 6 4 0 8 8 4 8 6 6 4 3 0 0 0 0 0 0 5 0 0 0 7 0 7 7 5 0 0 0 0 0 0 6 0 0 0 8 0 8 8 6 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 Channel Assignment Control Channel Hardware Pin Set Control Channel Hardware Pin Set Control Channel Hardware Pin Set Ph.1 Veh 1 1 -Ph.1 RYG 1 Ph.2 Veh 2 2-Ph.2 RYG 2 Ph.3 Veh 3 3-Ph.3 RYG 3 Ph.4 Veh 4 4-Ph.4 RYG 4 Ph.5 Veh 5 5-Ph.5 RYG 5 Ph.6 Veh 6 6-Ph.6 RYG 6 Ph.7 Veh 7 7-Ph.7 RYG 7 Ph.8 Veh 8 8-Ph.8 RYG 8 Ph.1 OLP 9 17-Ph.1 RYG 17 Ph.2 OLP 10 18-Ph.2 RYG 18 Ph.3 OLP 11 19-Ph.3 RYG 19 Ph.4 OLP 12 20-Ph.4 RYG 20 Ph.2 Ped 13 10-Ph.2 DPW 10 Ph.4 Ped 14 12-Ph.4 DPW 12 Ph.6 Ped 15 14-Ph.6 DPW 14 Ph.8 Ped 16 16-Ph.8 DPW 16 Ph.1 Ped 17 9-Ph.1 DPW 9 Ph.3 Ped 18 11 -Ph.3 DPW 11 Ph.5 Ped 19 13-Ph.5 DPW 13 Ph.7 Ped 20 15-Ph.7 DPW 15 Coordination Data Dial/Split Cycle General Coordination Data 1/1 110 Operation Mode: 1=Auto Offset Mode: 1=End Gm Manual Dial: 1 2/1 80 Coordination Mode: 1=Yield Force Mode:O=Plan Manual Split: 1 3/1 120 Maximun Mode:O=Inhibit Max Dwell Time:0 Manual Offset: 1 Correction Mode:2=Short Way Yield Period:0 Split Times and Phase Modes Dial 1/ Split I Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode 1 15 O=Actuated 2 65 1=Coordinate 3 15 0=Actuated 4 15 O=Actuated 5 20 0=Actuated 6 60 1=Coordinate Dial 2/ Split 1 Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode 1 15 O=Actuated 2 25 1=Coordinate 3 15 O=Actuated 4 25 O=Actuated 5 15 O=Actuated 6 25 1=Coordinate Dial 3/ Split 1 Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode Ph. Splits Ph.Mode 1 15 O=Actuated 2 60 1=Coordinate 3 15 0=Actuated 4 30 0=Actuated 5 15 0=Actuated 6 60 1=Coordinate Page 2 of 6 Traffic Plan Data Plan: 1/1/1 Offset Time:83 Alt. Sequence:4 Mode:O=Normal Rg 2 Lag Time:0 Rg 3 Lag Time:0 Rg 4 Lag Time:0 Plan:2/1/1 Offset Time:46 Alt. Sequence:4 Mode:0=Normal Rg 2 Lag Time:0 Rg 3 Lag Time:0 Rg 4 Lag Time:0 Plan:3/1/1 Offset Time:79 Alt. Sequence:4 Mode:O=Normal Rg 2 Lag Time:0 Rg 3 Lag Time:0 Rg 4 Lag Time:0 Local TBC Data Equate Days Source Start of Daylight Saving Month:3 Week:2 Cycle Zero Reference Hours: I Min:0 Day 1 2 3 4 5 6 7 End of Daylight Saving Month: 11 Week: 1 2 3 4 5 0 0 0 0 Traffic Data PHASE FUNCTION Event Day Time D/S/O flash 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 1 0:0 0/0/4 F ❑ ❑ _❑ El ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 2 1 9:0 2/1/1 ❑ f ❑ ❑ ❑ I-1 ❑ 3 I 22:0 0/0/4 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 4 2 0:0 0/0/4 ❑ ❑ ❑ LI f ❑ H ❑ 5 2 6:0 1/1/1 ❑ E n E❑ n n ❑ ❑ n ❑ ❑ _- 0017 6 2 9:15 2/1/1 ❑ ❑ ❑ ❑ n ❑ n 7 2 15:30 3/1/1 ❑ n ❑ n ❑ 1 n El 8 2 18:45 2/1/1 ❑ ❑ ❑ ❑ ❑ ❑ L� ❑ U ❑ 9 2 22:0 0/0/4 n ❑ ❑ E n ❑ ❑ ❑ ❑ ❑ ❑ E ❑ ❑ E ❑ 10 6 0:0 0/0/4 ❑ ❑ ❑ n ❑ ❑ ❑ 11 6 6:0 1/1/1 n n ❑ ❑ n ❑ n ❑ 12 6 9:15 2/1/1 n ❑ L11-1_ ❑ ❑ ❑ ❑ ❑ _ C ❑ ❑ 13 6 14:0 3/1/1 fl ❑ ❑ ❑_ CIE ❑ ❑ ❑ ❑ ❑ _ ❑ ❑ ❑ 14 6 20:0 2/1/1 ❑ ❑ ❑ ❑ ❑ 15 6 22:0 0/0/4 fl ❑ El fl El I-I ❑ f 16 7 0:0 0/0/4 ❑ H fl ❑ fl LJ ❑ ❑ ❑ fl 17 7 7:30 2/1/1 ❑ ❑ ❑ n❑ ❑ ❑ ❑ ❑ ❑ [I [I 00C1-1 18 7 22:0 0/0/4 I-1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ n AUX. Events Det. Det. Det. Program Aux Ouputs Diag. Rpt. Mult100 Special Function Outputs Event Day Hour Min. 1 2 3 Dl D2 D3 Dimming 1 2 3 4 5 6 7 8 ❑ n❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Default Data-No Special Day(s)or Week(s)Programmed Special Functions Function SF1 SF2 SF3 SF4 SF5 SF6 SF7 SF8 Special Function 1 X Special Function 2 X Special Function 3 X Special Function 4 X Special Function 5 X Special Function 6 X Special Function 7 X Special Function 8 X Page 3 of 6 Phase Function Phase Function Map PE'1 11'2 P1'3 PF4 PF5 PF6 PF7 PF8 PF9 PF 10 PF 1 1 P1'12 PF 13 PF 14 PF 15 PF 16 Phase 1 Max2 X Phase 2 Max2 X Phase 3 Max2 X Phase 4 Max2 X Phase 5 Max2 X Phase 6 Max2 X Phase 7 Max2 X Phase 8 Max2 X Phase 1 Phase Omit X Phase 2 Phase Omit X Phase 3 Phase Omit X Phase 4 Phase Omit X Phase 5 Phase Omit X Phase 6 Phase Omit X Phase 7 Phase Omit X Phase 8 Phase Omit X Dimming Data Channel Red Yellow Green Alternate Default Data-No Dimming Programmed Preemption Data General Preemption Data Ring Min Grn/Walk Time 1 5 2 5 3 5 4 5 Flash>Preepmt 1 Preepmt 2=Preempt 3 Preepmt 4=Preempt 5 Preepmt 1 >Preempt 2 Preepmt 3=Preempt 4 Preepmt 5=Preempt 6 Page 4 of 6 Preempt Timers Select Track Return � Non- Link to Ped Dwell Ped °: Locking Preemot Delay Extend Duration MaxCall Lock-Out Clear Yel Red Gm Ped Yel Red Green Clear Yel Red 1 No 0 0 0 0 0 0 0 4.0 2.0 0 0 4.0 2.0 0 0 4.0 2.0 2 Yes 0 0 0 0 0 0 0 4.0 2.0 0 0 4.0 2.0 5 0 4.0 2.0 3 Yes 0 0 0 0 0 0 0 4.0 2.0 0 0 4.0 2.0 5 0 4.0 2.0 4 Yes 0 0 0 0 0 0 0 4.0 2.0 0 0 4.0 2.0 5 0 4.0 2.0 5 Yes 0 0 0 0 0 0 0 4.0 2.0 0 0 4.0 2.0 5 0 4.0 2.0 6 No 0 0 0 0 0 0 8 4.0 2.0 10 8 4.0 2.0 10 8 4.0 2.0 Preempt 1 Preempt 2 Preempt 3 Preempt 4 Preempt 5 Preempt 6 Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Priority Timers Priority Non-Locking Delay Extend Duration Dwell Max Call Lock-Out Skip Phases 1 No 0 0 0 0 0 0 0=Do not Skip Phases 2 No 0 0 0 0 0 0 0=Do not Skip Phases 3 No 0 0 0 0 0 0 0=Do not Skip Phases 4 No 0 0 0 0 0 0 O=Do not Skip Phases 5 No 0 0 0 0 0 0 0=Do not Skip Phases 6 No 0 0 0 0 0 0 0=Do not Skip Phases Priority 1 Priority 2 Priority 3 Priority 4 Priority 5 Priority 6 Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Exit Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Phase Phase Calls Preempt 1 Vehical Phases Pedestrian Phases Overlaps Ph. Track .Dwell Cycle Ph Track Dwell Cycle Ovlo Track Dwell Cycle Default Data Default Data Default Data Preempt 2 Pedestrian Phases Overlaps Vehical Phases Ph Track Dwell Cycle Ovlo.Track Dwell Cycle Ph. Track Dwell Cycle 2 Red Green No 5 Red Green No Default Data Default Data Preempt 3 Pedestrian Phases Overlaps Vehical Phases ph Track Dwell Cycle Ovlo. Track Dwell Cycle Ph. Track Dwell Cycle Default Data Default Data Default Data Preempt 4 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle Ovin. Track Dwell Cycle 4 Red Green No Default Data Default Data Preempt 5 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle ph. Track Dwell Cycle Ovlo. Track Dwell Cycle 6 Red Green No Default Data Default Data Page 5 of 6 Preempt 6 Vehical Phases Pedestrian Phases Overlaps Ph. Track Dwell Cycle Ph. Track Dwell Cycle °vin. Track Dwell Cycle Default Data Default Data Default Data System/Detectors Data Local Critical Alarms Revert to Backup: 15 1st Phone: Local Free:No Cycle Failure:No Coord Failure:No Conflict Flash:No Remote Flash:No 2nd Phone: Local Fash:No Cycle Fault:No Coord Fault:No Premption:No Voltage Monitor:No Special Status 1:No Special Status 2:No Special Status 3:No Special Status 4:No Special Status 5:No Special Status 6:No Traffic Responsive System Detector Average Occupancy Min Queue 1 System Weight Queue 2 System Weight Detector Channel Veh/Hr Time(mins) Correction/10 Volume% Detectors Detectors Factor Detectors Detectors Factor Default Data Default Data Default Data Sample Interval: Queue: 1 Input Selection:O=Average Queue: Detector Failed Level:0 Level Enter Leave Dial/Split/Offset Queue: 2 Input Selection:0=Average / / Detector Failed Level:0 Default Data Vehical Detector Vehical Detector Special Detector Diagnostic Value 0 Diagnostic Value 1 Diagnostic Value 0 Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity Count Detector Presence Activity Count Detector Presence Activity Count Default Data-Diag 0 Values Default Data-No Diag 1 Values Default Data-No Diag 0 Values Pedestrian Detector Pedestrian Detector Special Detector Diagnostic Value 0 Diagnostic Value 1 Diagnostic Value 1 Max No Erratic Max No Erratic Max No Erratic Detector Presence Activity Count Detector Presence Activity Count Detector Presence Activity Count Default Data-No Diag 0 Values Default Data-No Diag 1 Values Default Data-No Diag 1 Values Speed Trap Data Speed Trap Speed Trap S peed Trap: Dial/Split/Offset Low Treshold Hiatt Treshold p p: Measurement: // Detector I Detector_2 Distance: Default Data Default Data Volume Detector Data Report Interval Volume Controller Detector Detector Number Channel Default Data Page 6 of 6