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Home My WebLink AboutSUB201300043 Study Traffic Study 2013-06-19 No- Briarwood Development Traffic Operations Assessment Albemarle County, Virginia June 19, 2013 Prepared For: Woodbriar Associates, LP T I M M O N S GROUP � ••••• Contact: Jennifer D. De Vaughn, PE YOUR VISION ACHIEVED THROUGH OURS. • - = - -' "'x'" Nemo 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County TABLE OF CONTENTS TABLE OF CONTENTS APPENDICES LIST OF TABLES Ii LIST OF FIGURES ii 1 INTRODUCTION 1-1 2 BACKGROUND INFORMATION 2-1 2.1 STUDY LIMITS 2-1 2.2 EXISTING ROADWAYS AND TRAFFIC VOLUMES 2-1 3 2013 EXISTING CONDITIONS AND ANALYSIS 3-1 3.1 CAPACITY ANALYSES 3-1 3.2 2013 EXISTING TRAFFIC VOLUMES 3-3 4 SITE TRIP GENERATION AND DISTRIBUTION 4-1 4.1 TRIP GENERATION 4-1 4.2 TRIP DISTRIBUTIONS 4-2 4.3 SITE TRIPS 4-2 5 ANALYSIS OF 2013 CONDITIONS WITH DEVELOPMENT 5-1 5.1 EXISTING PLUS SITE TRAFFIC VOLUMES 5-1 5.2 CAPACITY ANALYSES 5-1 5.3 2013 TOTAL VOLUMES ANALYSIS 5-2 6 CONCLUSIONS AND RECOMMENDATIONS 6-1 APPENDICES Appendix A—Traffic Counts Appendix B—VDOT Signal Timings Appendix C— SYNCHRO Analysis of 2013 Existing Conditions Appendix D —SYNCHRO Analysis of 2013 Total Conditions rwf 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County LIST OF TABLES TABLE 3-1: LEVEL OF SERVICE DEFINITIONS 3-1 TABLE 3-2: SIGNALIZED AND UNSIGNALIZED INTERSECTION LEVEL OF SERVICE CRITERIA 3-2 TABLE 3-3: INTERSECTION LEVEL OF SERVICE, DELAY AND 95- PERCENTILE QUEUE SUMMARY 2013 EXISTING CONDITIONS 3-3 TABLE 4-1:TRIP GENERATION SUMMARY 4-1 TABLE 4-2:TRIP GENERATION SUMMARY WITH PASS-BY 4-1 TABLE 5-1: INTERSECTION LEVEL OF SERVICE, DELAY AND 95TH PERCENTILE QUEUE SUMMARY 2 013 TOTAL CONDITIONS(EXISTING PLUS SITE) 5-3 TABLE 5-2: INTERSECTION LEVEL OF SERVICE, DELAY AND 95TH PERCENTILE QUEUE SUMMARY 2013 TOTAL CONDITIONS(EXISTING PLUS SITE)WITH MODIFIED SPLIT TIMES 5-5 TABLE 5-3: INTERSECTION LEVEL OF SERVICE, DELAY AND 95TH PERCENTILE QUEUE SUMMARY 2013 TOTAL CONDITIONS(EXISTING PLUS SITE)WITH MODIFIED CYCLE LENGTHS 5-7 LIST OF FIGURES FIGURE 1-1: SURROUNDING ROADWAY NETWORK AND SITE LOCATION FIGURE 2-1: SITE LOCATION AND STUDY AREA FIGURE 2-2: 2013 EXISTING GEOMETRY FIGURE 2-3: 2013 EXISTING VOLUMES FIGURE 3-1: 2013 EXISTING VOLUMES LEVELS OF SERVICE FIGURE 4-1: TRIP DISTRIBUTION PERCENTAGES NEW SITE TRIPS FIGURE 4-2: NEW SITE TRIPS FIGURE 4-3: TRIP DISTRIBUTION PERCENTAGES PASS-BY TRIPS FIGURE 4-4: PASS-BY TRIPS FIGURE 5-1: 2013 TOTAL VOLUMES(EXISTING PLUS SITE) FIGURE 5-2: PROPOSED 2013 TOTAL GEOMETRY FIGURE 5-3: 2013 TOTAL VOLUMES LEVELS OF SERVICE FIGURE 5-4: 2013 TOTAL VOLUMES LEVELS OF SERVICE WITH MODIFIED SPLIT TIMES FIGURE 5-5: 2013 TOTAL VOLUMES LEVELS OF SERVICE WITH MODIFIED CYCLE LENGTHS I I Nee 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 1 INTRODUCTION This report presents the findings of the traffic operations assessment for the proposed Briarwood development located in the southwest corner of the intersection of Seminole Trail (US Route 29) and Briarwood Drive/Boulders Road in Albemarle County (see Figure 1-1 located at the end of the chapter after page 1-2). Analyses were completed for the 2013 existing volumes and the 2013 total volumes (existing plus site trips). The purpose of this assessment is as follows: 1. Verify the existing left turn lane storage on northbound Seminole Trail at Briarwood Drive is sufficient to accommodate the queues generated by the proposed development; and 2. Determine how the left turn lane storage on Briarwood Drive should be allocated between the eastbound left turn lane at Seminole Trail and the westbound left turn lane at the proposed site access. The following steps were taken to determine the potential traffic impacts associated with this project: 1. Data Collection — On April 30, 2013 AM (6:00 a.m. — 9:00 a.m.) and PM (4:00 p.m. — 7:00 p.m.) peak hour turning movement counts were obtained at the signalized intersection of Seminole Trail (US Route 29) and Briarwood Drive/Boulders Road. 2. Trip Generation — Traffic generated by the proposed development was estimated using the 9th edition of the Institute of Transportation Engineers' Trip Generation Manual Trip generation was calculated using the number of fueling positions as the independent variable for the convenience store with gas station use. 3. Traffic Distribution and Projections — The distribution of site-generated traffic was based on the existing distribution from the traffic counts and the proposed land uses and their location within the region. 4. Traffic Capacity Analysis — Level of service calculations were performed using SYNCHRO Version 7 (Build 773, Revision 8). The following intersections were analyzed: • • Seminole Trail (US Route 29) at Briarwood Drive/Boulders Road; • US Route 29 at proposed site access #1 (2013 total volume only); and • Briarwood Drive at proposed site access #2 (2013 total volume only). 5. Queuing Analysis — The 95th percentile queue lengths from the capacity analyses were reviewed at the intersections listed above. 6. Review of Proposed Improvements — Roadway improvements proposed to accommodate projected site-generated traffic were evaluated 1-1 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County PAGE INTENTIONALLY BLANK 1-2 'Sile- Nos. F ots•P— bg* 0 d .47 North Pines 0 ....e , NtxtOr"en of . .4 1.,von tick it ,4CP6*.e d• 4' (4° . 3 9 . q ,., , fon Rd .4. ..... Whit4 „ 0 T . ‘ -2 Briarwood , C,1 co. , - 'ez 0 41. , a 3 i C3 6 VI'' Ca tnekA4- - g, SOBoadem i:0 kv"3 ci..,. - g 3 8 .2..* 0 F.... 0 it1:4'r,,,4e '''''' ., ''':i ,, CarnCIGIM !.: ! ! -':• e. !, ..;. : . --, Cinesini:, 1 '%:•'''''.'Por'iCC LEGEND: Proposed Road (J' * 94 ., .. Proposed Site I( 4' :-, NOT TO SCALE e••• .. e --. • 0 • Surrounding Roadway Network Figure TIMMONS GROUP and Site Location 1.-1 YOUR VISION ACHIEVED THROUGH OURS. PAGE INTENTIONALLY BLANK 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County 2 BACKGROUND INFORMATION The planned commercial development is located between Camelot Drive and Briarwood Drive in the southwest corner of the intersection of Seminole Trail (US Route 29) and Briarwood Drive/Boulders Road in Albemarle County, Virginia as shown on Figure 1-1. 2.1 STUDY LIMITS The study limits include the intersection of Seminole Trail and Briarwood Drive/Boulders Road, the proposed right-in/right-out site access along Seminole Trail, and the intersection of Briarwood Drive and the proposed site access #2. Access to the proposed site will be provided via one entrance from Seminole Trail and one entrance from Briarwood Drive as shown on Figure 2-1 (all figures are located at the end of the chapter after page 2-2). 2.2 EXISTING ROADWAYS AND TRAFFIC VOLUMES Timmons Group conducted a review of the adjacent roadways that will be directly impacted by site- generated traffic. The existing intersection geometry within the study area is summarized on Figure 2-2. Seminole Trail (US Route 29) serves as the main access to the site. Within the study area, Seminole Trail is a 4-lane, divided facility with a posted speed limit of 55 MPH. Existing AM (6:00 a.m. — 9:00a.m.) and PM (4:00 p.m. — 7:00 p.m.) peak hour turning movement counts were obtained at the signalized intersection of Seminole Trail and Briarwood Drive/Boulders Road. The AM (7:15 — 8:15) and PM (4:30 — 5:30) peak hour volumes are summarized on Figure 2-3. The complete traffic data can be found in Appendix A. 2-1 Now, 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County PAGE INTENTIONALLY BLANK 2-2 t ii. fon Rd F.. c, ii. VI411.4 cir 0 0 t ' 29 S �e�► • CM of R ''9�y }.s,(k any R Stj Bidets tkd iird tJ o 3 f Gl 't';. ,. ) 29 ,f , ...,..,,,,:: LEGEND: ^ -` Proposed Road :''"- .4''''';',,- Proposed Site • Study Intersection •;z ..� NOT TO SCALE •`"• Figure �` Site Location and Study Area TIMMONS GROUP 2-1 YOUR VISION ACHIEVED THROUGH OURS. SPEED LIMIT d-o 55 0 d,( rr 1 fel 0�0 i� ,i// o �,/'/'`" F/ /C5'tv iQ�°�°yQ`�� (MT ,�. rMT 0 '4)0 0 0 / Prr* ,, X mho , O h/ O R S/te'O-0/20 q�,e ea . rRI�R SSI 0� eO0 ROa a d/ 77 LEGEND: SPEED Existing Road ItSignalized Intersection LIMIT 55 ---- Proposed Access 1— Lane Configuration S Storage Length(in feet) © Stop Controlled Intersection T Taper Length(in feet) f Stop Sign Location NOT TO SCALE LMT Lane Must Turn • ,...`41ii, Figure 2013 Existing Geometry TIMMONS GROUP 2-2 YOUR VISION ACHIEVED THROUGH OURS. AM PEAK H( 7:15-8:15 AM) • ;4. Seminole Trail(US 29) r -. 14 3,061 8 t. * 7 .- j 2,35 0 0f ^ •) j c. 22 r r0i 12 ... en s co cc 7NOO N .2 j "1 Il— O- , 7 .- w..- H m ^N (.' 0--4 1 0 11 t (` 12 0 0 1 .-1- 2ry 200 t -. -4 0 0 14 9 3,305 14 1 - - 0 r Proposed Site Access#2 ;4,; 14 3,305 j -j 4. 2,105 0 tCI ,) 0 .— o in O N t 2 j N d O 0 .y iim 8 0 in O 2 0 I`i 1,200 t -+ 7 0 3,305 tj in 1 ' i i Seminole Trail(US 29) it „v2 � � PM PEAK HOUR(4:30-5:30 PM) 9y 5.0 0 oo L¢ S� Pp Q. Q Seminole Trail(US 29) S r4,0 eAooes ep4/a�'/3 2 11 ` ` Rpda '- : 4 3,309 226 t .- 15 t-- j 1,047 N 0 w 0 i- .�., .) j (. ry 390 22 m g ♦ 3 j o o r., 0 1 2 j "'. ,Mi , L^ N 15 . _ N 15 r. el .c 11 P ^ _.4, 1x ') t (' -' 7 0 0 t -. 0 2,073 t 0 0 11 � -. -i--„, 6 3,517 t4.1 15 ,p A.Z.`o Proposed Site Access#2 14 3,517 7 4 ii- j 1,444 a�c iO 2 j a� N oN0 co LEGEND: 2 1 Existing Road , 2,073 1 --. Z 0 3,517 11 Proposed Road 1 Intersection Number NOT TO SCALE Seminole Trail(US 29) • •less` 2013 ExistingVolumes Figure TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. 2-3 PAGE INTENTIONALLY BLANK 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County 3 2013 EXISTING CONDITIONS AND ANALYSIS Using field data, traffic count data, and signal timings provided by VDOT, the existing traffic operations were analyzed. 3.1 CAPACITY ANALYSES Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway network. The Transportation Research Board's (TRB) Highway Capacity Manual(HCM) methodologies govern how the capacity analyses are conducted and how the results are interpreted. There are six letter grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and LOS F the worst operating conditions. Table 3-1 shows in detail how each of these levels of service are interpreted. Table 3-1: Level of Service Definitions Level of Roadway Segments or •• _... Service Controlled Access Highways Intersections .. A Free flow,low traffic No vehicle waits longer than density. one signal indication. >-:.;,, -." . B Delay is not unreasonable, Ona rare occasion motorists 0� stable traffic flow. wait through more than one signal indication. /....„ C Stable condition, Intermittently drivers wait movements somewhat through more than one signal restricted due to higher indication,and occasionally volumes,but not backups may develop behind objectionable for motorists. left turning vehicles,traffic 4i flow still stable and " acceptable. D Movements more restricted, Delays at intersections may 4y queues and delays may become extensive with some,. • occur during short peaks, especially left-turning but lower demands occur vehicles waiting two or more often enough to permit signal indications,but clearing,thus preventing enough cycles with lower excessive backups. demand occur to permit ,--.. periodic clearance,thus - preventing excessive backups. '�� _ar E Actual capacity of the Very long queues may create i'`. '��- roadway invl oves delay to Iengthly delays,especially for ��'� " all motorists due to left-turning vehicles. congestion. F Forced flow with demand Backups from locations volumes greater than downstream restrict or capacity resulting in prevent movement of vehicles •-•: 0 complete congestion. out of approach creating a0 0 �0 Volumes drop to zero in storage ares during part or extreme cases. all of an hour. ��w SOURCE:"A Policy on Design of Design of Urban Highways and Arterial Streets"-AASHT0,1973 based upon material published in"Highway • Capacity Manual",National Academy of Sciences,1965. 3-1 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County For signalized and unsignalized intersections, level of service is defined in terms of delay, a measure of driver discomfort, frustration, fuel consumption and lost travel time. Table 3-2 summarizes the delay associated with each LOS category: Table 3-2: Signalized and Unsignalized Intersection Level of Service Criteria Signalized Intersections Unsignalized Intersections Level of Control Delay per Level of Average Control Service Vehicle (sec/veh) Service Delay (sec/veh) A <- 10 A Oto10 B > 10to520 B > 10to5515 C > 20to535 C > 15to525 D > 35to555 D > 25to5535 E > 55to580 E > 35to550 F > 80 F > 50 Source: Exhibit 16-2 and Exhibit 17-2 from TRB's 'Highway Capacity Manual 2000" Capacity analyses were performed to assess existing 2013 operational conditions. The signalized intersection was analyzed using SYNCHRO Version 7 (Build 773, Rev 8) based on HCM 2000 methodologies with the following assumptions: • Level terrain; • Lane widths as indicated on the Boulders Road & Route 29 Intersections Improvements Final Site Plan provided by VDOT; • No parking activity, bus stops or pedestrians; • Peak hour factor (PHF) by approach from turning movement counts (see Appendix A) with a minimum 0.85 PHF per VDOT's TIA Guidelines; • Heavy vehicle percentages from turning movement counts (see Appendix A); and • Signal timing data provided by VDOT(see Appendix B). 3-2 ',woe .rr 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County 3.2 2013 EXISTING TRAFFIC VOLUMES Table 3-3 summarizes the 2013 existing intersection LOS, delay, and 95th percentile queue lengths based on the 2013 existing traffic volumes shown on Figure 2-3 and the existing geometry shown on Figure 2-2. The 2013 existing AM and PM peak hour intersection LOS is shown on Figure 3-1 (located at the end of the chapter after page 3-4). The corresponding SYNCHRO worksheets are included in Appendix C. As indicated in Table 3-1, the signalized intersection operates at an overall level of service (LOS) D during the AM and PM peak hours with some movements operating at LOS E including the southbound through movement during the AM peak hour and the northbound through movement during the PM peak hour. As indicated on Figure 2-2 and in Table 3-1, the available turn lane storage is sufficient to accommodate the 95th percentile queue lengths during the AM and PM peak hours. During the AM peak hour the southbound through movement queues will block access to the southbound left and right turn lanes and during the PM peak hour the northbound through movement queues will block access to the northbound left and right turn lanes. Table 3-3: Intersection Level of Service, Delay and 95th Percentile Queue Summary 2013 Existing Conditions AM PEAK HOUR PM PEAK HOUR Turn Intersection and Movement and Lane ! 95th E 95th Type of Control Approach Storage Delays LOS'IPercentile Delay' i LOS' Percentile (ft) (sec/veh) 'Length'(ft) (sec/veh) I Queue (ft) Length'(ft) 1. Seminole Trail (N-S) at EB Left 150 52.3 D 6 59.6 E 7 Briarwood Dr/Boulders Rd(E-W) EB Through-Right 52.7 D 20 58.7 I E 0 Signalized(Act-Uncoord) EB Approach 52.7 0 f -- 58.8 1 E -- WB Left 52.4 D__ 28 59.7 ! E 252 WB Through-Left 52.4 D 28 60.1 I E 253 WB Right 200 50.7 D 15 42.5 D 57 • WB Approach 52.0 D -- 53.5 D -- NB Left 340 57.3 E 14 59.7 E 54 NB Through 35.9 D 263 63.7 E #1262 NB Right 250 29.0 C 44 11.2 B 14 NB Approach 33.1 C 63.3 E -- SB Dual Left2 300 25.7 C 144 58.0 E 15 SB Through 56.4 E #1185 19.7 B 455 I SB Right 340 5.6 A 5 11.9 B 5 SB Approach 52.7 D , -- 20.1 f C -- Overall 46.1 DI -- 49.4 I D -- 1 Overall intersection LOS and delay reported for signalized intersections and roundabouts only. 2 Dual left turn lanes;average storage is provided. #-95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 3-3 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County PAGE INTENTIONALLY BLANK 3-4 '.61101, '41.11PIr /1( 11:1 I 4) -1 Overall: D(D) / ro Da(0) ya y,�; IPJ �% Jr" D �FJ Q �'' aa � qt 50os ea �R j/ROS 41 4/47 r� LEGEND: SPEED Existing Road ° Signalized Intersection LIMIT 55 ---- Proposed Access Lane Configuration X AM Peak Hour LOS © Stop Controlled Intersection (X) PM Peak Hour LOS f Stop Sign Location NOT TO SCALE ** LOS not determined by SYNCHRO • `e. % 2013 Existing Volumes Figure TIMMONS GROUP Levels of Service 3-1 YOUR VISION ACHIEVED THROUGH OURS. PAGE INTENTIONALLY BLANK 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 4 SITE TRIP GENERATION AND DISTRIBUTION Site traffic for the Briarwood development was determined based on the proposed use supplied by the developer and subsequently distributed onto the surrounding roadway network. 4.1 TRIP GENERATION The site-generated traffic volumes shown in Table 4-1 are based on trip generation information provided in the 9th edition of the Institute of Transportation Engineer's (ITE's) Trip Generation Manual and the anticipated development of a 16-fueling position convenience store with gas station. The trip generation was calculated using the number of fueling positions as the independent variable. Table 4-1: Trip Generation Summary t!" WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT OUT TOTAL IN OUT TOTAL VC/11,: - Convenience Market w/Gas Pumps 853 16 Fueling Pos. 8,682 133 133 265 153 153 305 SOURCE:Institute of Transportation Engineers' Trip Generation Manual 9th Edition(2012) The projected site traffic volumes from Table 4-1 were divided into new and pass-by trips as indicated in Table 4-2. Table 4-2: Trip Generation Summary with Pass-By WEEKDAY ITE TRIP AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS TYPE % ADT IN OJ] TOTAL IN OUT TOTAI Convenience Market w/Gas Pumps 853 16 Fueling Pos. New 34% 2,952 w 49 49 98 52 52 104 Pass-By 66% 5,730 84 84 167 101 101 201 New Trips: 8,682 133 133 265 153 153 305 t SOURCES: Trip Generation:Institute of Transportation Engineers' Trip Generation Manual 9th Edition(2012) Pass-By Rates:Institute of Transportation Engineers' Trip Generation Handbook 2nd Edition,June 2004 New trips are trip generated by the proposed development and added to the existing traffic volumes. Pass-by trips are trips attracted to the proposed development from the existing traffic volume on the adjacent roadway network. To account for pass-by trips, a reduction is applied to the existing volumes the the Briarwood d developme t, a 66% pass-by- e trip rates as wase applieds are l toeintoverted tconvenience so t e site. For there with gas station use based on information provided in the 2nd edition of ITE's Trip Generation Handbook as specified in VDOT's TIA Guidelines. 4-1 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County 4.2 TRIP DISTRIBUTIONS The estimated site traffic distribution was determined using the peak hour directional turning movement counts along with the location of the proposed site and its relation to the surrounding area.--Ttie' following distributions were applied to the new trips generated by the Briarwood development: • 50% to/from the north via Seminole Trail (US Route 29); and • 50% to/from the south via Seminole Trail (US Route 29). Access to the proposed site will be provided one (1) right-in/right-out access from Seminole Trail located approximately 425 feet south of Briarwood Drive and one (1) full access from Briarwood Drive located approximately 225 feet west of Seminole Trail. The proposed site accesses are shown on Figure 2-1. 4.3 SITE TRIPS The trip distribution percentages for the new site trips are shown on Figure 4-1 (all figures are located at the end of the chapter after page 4-2). The trip distribution percentages from Figure 4-1 were applied to the new site trips from Table 4-2 to generate the new AM and PM peak hour new site trips shown on Figure 4-2. The pass-by trips were applied to the volumes on Seminole Trail and Boulders Road. The trip distribution percentages for the pass-by site trips are shown on Figure 4-3. The distribution percentages were determined from the existing volumes from Figure 3-1 and applied to the pass-by trip volumes from Table 4-2. The AM and PM peak hour pass-by site trips are shown on Figure 4-4. 4-2 °o • OL Q c° I _STOP h / hy 0 31 <;)- / ti 24# / y / #(Soo / (2S%oJ R; 4�°Q / p,.goose e a ss 6,0 STOP aers f 7 ROda o� �o LEGEND: Existing Road Signalized Intersection —- Proposed Access 1- Lane Configuration X Entering % © Stop Controlled Intersection NOT TO SCALE (X) Exiting % f Stop Sign Location • R`f'fFigure Trip Distribution Percentages TIMMONS GROUP New Site Trips 4_1 YOUR VISION ACHIEVED THROUGH OURS. AM PEAK He • (7:15-8:15 AM) Seminole Trail(US 29) J ° 111 I} ' ' tl 49 0 k 0 4- 4, 25 N'.1) .– 43 T. •) j (. 0 L4-- — 38 09 1 B 3o g° 1 �, ' o o ' ' o ° j _03 n o t 1 �a j 43 .– —' m o '1 (• cr8 _f 25 t (' -.. 0 v 38 t -. 1 oN 25 t Z 080 tj 7 1244 tj 1 • ` 0 + Proposed Site Access#2 tj 44 > 20N o .J j v 8 V Q !n 0 h n .Ni t 2 j N co •1:0 v No 7 8 N-, t 2 Nu, 25 t f y 12 49 11 1 i Seminole Trail(US 29) n.. �a * PM PEAK HOUR(4:30-5:30 PM) prpppS Q. Q' Site Seminole Trail(US 29) 4cceS 6p4�ae�s J ° 1 I od tj 520 t f a .6 0 `' 4-- j 26 N 1 .– _ 45 ,-- �. .) j c. 0 r" .. 0�— ~ 40 W ~ 1 N ce o 3 j O W 0, p t 1 j N 0 0• g _ Io 0 ° f _ m 45 m r' a 26 11 t (' -. 0 40 t -• 1 N 26 t –. 7 085 tj .„-- –. 1347 tj 1 ' H0 p �`rp Proposed Site Access#2 � � 47tj821Nt z j NO �,„.....- 0: ,i4T .)j j°� LEGEND: 8 t 2 Existing Road N 26 t –.. 7 13 52 tj Proposed RoadEP Intersection Number NOT TO SCALE Seminole Trail(US 29) Figure - TIMMONS GROUP New Site Trips YOUR VISION ACHIEVED THROUGH ouns. 4-2 'Ire' voilio d oo d ii. ID tm 2. 0) nnq SLOP h 1:712,41:< r'4.`'sP fl{G`L. /'1'.t1 I II/-4, NI Oso � t /0�e�/K.,-) o \ \ 00 / /�0 hPh, f ! /'I V C / h ";PJlL tf ;`t., I) 1 i • .;. / '' /1 / fViti1 iaar {/ Or� (20, \ Di �, / 2S °Jvi � r ,5, °,,,-.4„,,iii (3o °J ' % 00°,-)6,-----c- •4.-, Of; ., ,ii. t % /1//I h ( Li + `� Q QII^h o,e 1 II by/p�� / , / At ` Site 000s _ 41611 Iry 1'('.6 t ril e 4cce ea °�° OF rRriRes 4, h `' 1, (2S o) , ►( 0 STOP ets 'rock., O°'d LEGEND: Existing Road 5 Signalized Intersection ———— Proposed Access r Lane Configuration X(X) AM Entering(Exiting) CD Stop Controlled Intersection NOT TO SCALE X(X) PM Entering (Exiting) f Stop Sign Location '�• Trip Distribution Percentages Figure TIMMONS GROUP Pass-By Trips 4-3 'YOUR VISION ACHIEVED THROUGH OURS. AM PEAK HOUR(7:15-8:15 AM) Seminole Trail(US 29) Jp11 '- .4_ tl 0 0 k_44- -1 •- 4 0o0 76 . 4 L. 0 o a > o r 63ME 0o ce a 0 0 ..- m 75 4-m` o 1) (� 17 11 1 f' -. -1 65 1 -. 21 =71 0 1 Z 1 142 t jw -. -7 25-13 1 j 1 - ' 0 p Proposed Site Access#2 14 0 1 0 o r 4 0 ...— 1 2 4 .E. in ^50 00 w N 8 m N t 2 0 t 21 13 11 Ai i i Seminole Trail(US 29) / DrV PM PEAK HOUR(4:30-5:30 PM) oya �y `oQ`v+ Seminole Trail(US 29) Pt 41. Q 1 S/te 4cposec/ eoL o 1.cess Baer J '#`I ` SR r 11 0-10 t . r .8 oda -1 •-- j 0 0 20 4- 97 f- 4) 1 1. -10 c- o o — 86 °,° -. o o 1 -§~ 3 j N.' RI rc. o t i 0 0 I, - • co 96 8 • m o _A 65 41 1 (• -. 1 88 1 -. 0 0 f 1 185 11 a 20-10 t1 1 • ' 0 i Proposed Site Access#2 A 11 0 1Vt 4 0 0 ill- QV F� V) . N • 1 2 1 O pd oN 5 ` a t LEGEND: 2 o p f Existing Road ; -. --a 15 10 11 Proposed Road 1 Ig Intersection Number NOT TO SCALE Seminole Trail(US 29) •eet 4110 Figure Pass-By Trips TIMMONS GROUP 4-4 YOUR VISION ACHIEVED THROUGH OURS. 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 5 ANALYSIS OF 2013 CONDITIONS WITH DEVELOPMENT To complete the analysis of the 2013 total conditions (with the Briarwood development), the estimated site trips were added to the existing volumes. The projected volumes along with the proposed intersection geometry were used to complete the capacity analyses and turn lane analyses for the study intersections. 5.1 2013 TOTAL TRAFFIC VOLUMES To generate the 2013 total traffic volumes used in the analyses, the existing volumes were added to the site traffic volumes. The existing traffic volumes from Figure 2-3 were added to the Briarwood development new trips and pass-by trips from Figures 4-2 and 4-4 to generate the 2013 total traffic volumes (existing plus site) shown on Figure 5-1 (all figures are located at the end of the chapter after page 5-8). 5.2 CAPACITY ANALYSES Capacity analysis allows traffic engineers to determine the impacts of traffic on the surrounding roadway network. There are six letter grades of Levels of Service (LOS) from A to F, with LOS A representing the best operating conditions and LOS F the worst operating conditions. For detailed information about level of service definitions and criteria for signalized and unsignalized intersections, see Chapter 3.1 Capacity Analyses. Three intersections were analyzed for the 2013 total volumes. These intersections, both signalized and unsignalized, were analyzed using SYNCHRO Version 7 (Build 773, Rev 8) based on HCM 2000 methodologies with the following assumptions: • Level terrain; • Lane widths as indicated on the Boulders Road & Route 29 Intersections Improvements Final Site Plan provided by VDOT; • No parking activity, bus stops or pedestrians; • PHF by approach from turning movement counts (see Appendix A) with a minimum 0.85 PHF per VDOT's TIA Guidelines; • Heavy vehicle percentages from turning movement counts (see Appendix A); and • Signal timing data provided by VDOT (see Appendix B). The 2013 total traffic SYNCHRO runs used the existing cycle lengths from the signal data provided by the VDOT (included in Appendix C) since the intersection of Seminole Trail and Briarwood Drive/Boulders Road is part of a coordinated signal system on US Route 29. The splits and offsets were not optimized for the 2013 total conditions for the initial analysis. 5-1 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 5.3 2013 TOTAL VOLUMES ANALYSIS Table 5-1 summarizes the intersection LOS, delay, and 95th percentile queue lengths based on the 2013 total volumes shown on Figure 5-1 and the proposed geometry shown on Figure 5-2. The 2013 total volumes AM and PM peak hour intersection LOS is shown on Figure 5-3 and the corresponding SYNCHRO worksheets are included in Appendix D. As indicated in Table 5-1, at the unsignalized intersections all movements operate at LOS B or better during the AM and PM peak hours. The signalized intersection operates at an overall LOS E during the AM and PM peak hours with multiple movements operating at LOS E or F including the southbound through movement during the AM peak hour and the northbound through movement during the PM peak hour; both movements operate at LOS F. As indicated on Figure 5-2 and in Table 5-1, the existing/proposed turn lane storage is sufficient to accommodate the 95th percentile queue lengths during the AM and PM peak hours with one exception. For the eastbound left turn movement on Briarwood Drive at the intersection of Seminole Trail the 95th percentile queue length exceeds the turn lane storage during the PM peak hour. During the AM peak hour the southbound through movement queues will block access to the southbound left and right turn lanes and during the PM peak hour the northbound through movement queues will block access to the northbound left and right turn lanes. Under 2013 existing conditions (without the proposed development), the minimal volumes turning onto and off of Briarwood Drive at Seminole Trail do not require all of the green time allocated by the current traffic signal timings and as a result the northbound and southbound through movements on US Route 29 get additional green time (the effective green time is greater than the maximum split time). With the addition of the site traffic, the movements onto and off of Briarwood Drive use a majority of their allotted green time resulting in less realized green time for the northbound and southbound through movements on US Route 29 so that the southbound through movement operates at LOS F during the AM peak hour and the northbound through movement operates at LOS F during the PM peak hour. 5-2 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Table 5-1: Intersection Level of Service, Delay and 95th Percentile Queue Summary 2013 Total Conditions (Existing Plus Site) AM PEAK HOUR PM PEAK HOUR Turn Intersection and Movement and Lane 95th 95th Type of Control Approach Storage Delay' LOS' Percentile Delay1LOS' Percentile (ft) (sec/veh) Queue (sec/veh) Queue Lengths (ft) Length'(ft) 2. Seminole Trail (N-S)at EB Left 100 53.9 D I 69 109.8 F #181 Briarwood Dr/Boulders Rd(E-W) EB Through-Right 51.7 D 1 62 52.5 D 36 Signalized(Act-Uncoord) EB Approach 52.5 D -- 92.4 _ F -- WB Left 52.6 D I 30 61.3 E 262 WB Through-Left 52.4 D 28 59.9 E 258 WB Right 200 50.7 D 15 45.3D 134 WB Approach 52.0 D -- 55.2 I E -- NB Left 340 60.2 E 87 106.9 _ F #205 NB Through 33.5 C 262 101.9 F #1228 NB Right 250 29.6 C 93 14.3 B 15 NB Approach 33.2 C I -- 101.6 F -- SB Dual Le& 300 29.2 C I 140 58.0 E 15 SB Through 112.4 F l #1190 28.9 ! C 455 SB Right 340 9.1 A 25 17.3 B 21 SB Approach 100.0 F -- 28.8 C -- Overall 76.4 E -- 73.4 E -- 2. Seminole Trail(N-S)at EB Right 14.0 B 7 9.8 A 3 Proposed Site Access#1 (E-W) EB Approach 14.0 5 -- 9.8 A -- One-Way Stop NB Through ** ** ** ** --t** ** NB Approach ** **-11- -- ** I ** -- SBThrough-Right ** ** ** ** ** ** SB Approach ** ** -- ** E ** -- 3. Briarwood Drive (E-W)at EB Through-Right - ** ** I ** ** ** ** Proposed Site Access#2(N-S) EB Approach ** ** l -- ** -r** -- - One-Way Stop WB Left 75 7.5 A 7 7.5 A 9 WB Through ** ** ** ** ** ** WB Approach ** ** -- ** ** -- NB Left-Right 8.8 A 10 8.9A 12 NB Approach 8.8 A E -- 8.9 I A -- 1 Overall intersection LOS and delay reported for signalized intersections and roundabouts only. 2 Dual left turn lanes,'average storage is provided. #-95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum atter two cyder **SYNCHRO does not provide LOS, delay, or 95th percentile queue lengths for movements with no conflicting volumes. 5-3 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County The 2013 total volumes were analyzed a second time using the existing cycle lengths (110 seconds during the AM peak hour and 120 seconds during the PM peak hour). In this second iteration, the intersection split times were optimized along with the offsets. During the AM peak hour both the northbound and southbound left turn phases were set to leading (under current conditions the southbound left turn phase is lagging). Table 5-2 summarizes the intersection LOS, delay, and 95th percentile queue lengths based on the 2013 total volumes shown on Figure 5-1 and the proposed geometry shown on Figure 5-2 with modified split times and offsets. The 2013 total volumes AM and PM peak hour intersection LOS with modified split times is shown on Figure 5-4 and the corresponding SYNCHRO worksheets are included in Appendix D. As indicated in Table 5-2, at the unsignalized intersections all movements operate at LOS B or better during the AM and PM peak hours. The signalized intersection operates at an overall LOS E during the AM and PM peak hours with multiple movements operating at LOS E or F including the southbound through movement during the AM peak hour which operates at LOS F. As indicated on Figure 5-2 and in Table 5-2, the existing/proposed turn lane storage is sufficient to accommodate the 95th percentile queue lengths during the AM and PM peak hours with two exceptions: • For the eastbound left turn movement on Briarwood Drive at the intersection of Seminole Trail the 95th percentile queue length exceeds the turn lane storage during the PM peak hour. • For the westbound right turn movement on Boulders Road at the intersection of Seminole Trail the 95th percentile queue length exceeds the turn lane storage during the PM peak hour. During the AM peak hour the southbound through movement queues will block access to the southbound left and right turn lanes and during the PM peak hour the northbound through movement queues will block access to the northbound left and right turn lanes. 5-4 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Table 5-2: Intersection Level of Service, Delay and 95th Percentile Queue Summary 2013 Total Conditions (Existing Plus Site) with Modified Split Times AM PEAK HOUR PM PEAK HOUR Turn Intersection and Movement and Lane 95th i 95th Type of Control Approach Storage Delay' LOS1 Percentile Delays LOS' Percentile (ft) (sec/veh) Queue (sec/veh) Queue Length"(ft) Length'(ft) 2. Seminole Trail(N-S)at EB Left 100 57.5 E 70 152.2 F #193 Briarwood Dr/Boulders Rd(E-W) EB Through-Right 53.0 D 63 53.4 D 36 Signalized (Act-Uncoord) EB Approach 54.7 D -- 122.2 F -- WB Left 53.0 D 30 145.7 F #362 WB Through-Left 52.7 D 29 140.9 F #354 WB Right 200 50.9 D I 15 65.4 E #217 WB Approach 52.4 D 1 -- 116.1 F -- NB Left 340 79.4 E #97 57.8 I E 147 NB Through 16.5 B 233 52.6 I D #1095 NB Right 250 16.1 B 63 11.0 B 12 NB Approach 19.3 B I -- 52.6 D -- SB Dual Left& 300 49.9 D 147 58.4 E 15 SB Through 95.6 F #1146 25.9 C 437 SB Right 340 8.2 A 1 21 15.7 I B 20 SB Approach 8Z9 F I -- 25.9 C -- Overall 64.2 E I -- 58.6 ! E -- 2. Seminole Trail(N-S)at EB Right 14.5 B 7 9.8A 3 Proposed Site Access#1 (E-W) EB Approach 14.5 B -- 9.8 f A -- One-Way Stop NB Through __ ** ** ** A0-7-1-** ** NB Approach ** ** ** I ** -- SBThrough-Right ** ** ** ** ** ** SB Approach ** ** -- ** ' ** -- 3. Briarwood Drive (E-W)at EB Through-Right ** ** ** ** ** ** Proposed Site Access#2(N-S) EB Approach ** ** , ** ** I One-Way Stop WB Left 75 7.5 A I 7 7.5 A 9 WB Through ** ** ** ** ** ** WB Approach ** ** -- ** 1 ** -- NB Left-Right 8.8 A 10 8.9 A 12 NB Approach 8.8 A 1 -- 8.9 A -- 1 Overall intersection LOS and delay reported for signalized intersections and roundabouts only. 2 Dual left turn lanes;average storage is provided. #-95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. **SYNCHRO does not provide LOS, delay, or 95th percentile queue lengths for movements with no conflicting volumes. 5-5 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County The 2013 total volumes were analyzed third time modifying the existing cycle lengths (the AM peak hour was increased from 110 seconds to 136 seconds and the PM peak hour was increased from 120 seconds to 150 seconds) and optimizing the intersection split times and offsets. During the AM peak hour both the northbound and southbound left turn phases were set to leading (under current conditions the southbound left turn phase is lagging). Table 5-3 summarizes the intersection LOS, delay, and 95th percentile queue lengths based on the 2013 total volumes shown on Figure 5-1 and the proposed geometry shown on Figure 5-2 with modified cycle lengths. The 2013 total volumes AM and PM peak hour intersection LOS with modified cycle lengths is shown on Figure 5-5 and the corresponding SYNCHRO worksheets are included in Appendix D. As indicated in Table 5-3, at the unsignalized intersections all movements operate at LOS C or better during the AM and PM peak hours. The signalized intersection operates at an overall LOS D during the AM and PM peak hours with several movements operating at LOS E or F including the southbound through movement during the AM peak hour and the northbound through movement during the PM peak hour which both operate at LOS E. As indicated on Figure 5-2 and in Table 5-3, the existing/proposed turn lane storage is sufficient to accommodate the 95th percentile queue lengths during the AM and PM peak hours with two exceptions: • For the eastbound left turn movement on Briarwood Drive at the intersection of Seminole Trail the 95th percentile queue length exceeds the turn lane storage during the PM peak hour. • For the westbound right turn movement on Boulders Road at the intersection of Seminole Trail the 95th percentile queue length exceeds the turn lane storage during the PM peak hour. During the AM peak hour the southbound through movement queues will block access to the southbound left and right turn lanes and during the PM peak hour the northbound through movement queues will block access to the northbound left and right turn lanes. 5-6 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Table 5-3: Intersection Level of Service, Delay and 95th Percentile Queue Summary 2013 Total Conditions(Existing Plus Site) with Modified Cycle Lengths AM PEAK HOUR PM PEAK HOUR Turn 95th I 95th Intersection and Movement and Lane Type of Control Approach Storage Delays LOS' Percentile Delays LOS' Percentile (ft) (sec/veh) Queue (sec/veh) Queue Length'(ft) Length'(ft) 2. Seminole Trail(N-S)at EB Left 100 62.3 E 82 101.7F #203 Briarwood Dr/Boulders Rd(E-W) EB Through-Right 60.4 E 72 62.7 I E 39 Signalized(Act-Uncoord) EB Approach 61.1 E -- 89.9 F -- WB Left 63.9 E I 35 95.3 F #382 WB Through-Left 63.6 E 33 91.4 F #375 WB Right 200 61.0 E 17 66.6E 235 WB Approach 63.1 E 84.0 E F NB Left 340 79.6 E I 104 73.3 E 176 NB Through 15.4 B 247 56.0 I E #1302 NB Right 250 15.2 B 78 13.1 I B 13 NB Approach 18.3 B -- 56.7 E -- SB Dual Left2 300 61.7 E 179 72.0 E 19 SB Through 75.0 E #1313 28.9E C 525 SB Right 340 8.2 A23 18.6 I B 22 SB Approach 71.6 E 1 -- 29.0 I C -- Overall 53.8 D -- 55.0 D -- 2. Seminole Trail(N-S)at EB Right 15.4 C 1 8 9.9 A 3 Proposed Site Access#1 (E-W) EB Approach 15.4 C 1 -- 9.9 . A -- One-Way Stop NB Through ** ** i ** ** ** ** NB Approach ** *,77-1- ** ! ** -- SBThrough-Right ** ** ** ** 1 ** ** SB Approach ** ** -- ** ** -- 3. Briarwood Drive(E-W)at EB Through-Right ** ** ** ** ** ** Proposed Site Access#2(N-S) EB Approach ** ** ** I ** -- One-Way Stop WB Left 75 7.5 A 7 7.5 ! A 9 WB Through ** ** 1 ** ** ** ** WB Approach ** ** -- ** ** -- NB Left-Right 8.8 A 10 8.9 I A 12 NB Approach 8.8 A -- 8.9 1 A -- 1 Overall intersection LOS and delay reported for signalized intersections and roundabouts only. 2 Dual left turn lanes;average storage is provided. #-95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. **5 YNCHRO does not provide LOS, delay, or 95th percentile queue lengths for movements with no conflicting volumes. 5-7 Nw,,, 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County PAGE INTENTIONALLY BLANK 5-8 AM PEAK HOUf2(7:15-8:15 AM) Seminole Trail(US 29) LI' 0I 14 3,110 8 k_. 4- 6 1- 4 2,382 N u-, 1 f- ^ 119 r- ..) 4 L 22 i- n, o -. I 112 N -. 784 m ce cp °2 7 N 125 .4-- $ `° '1 (` « J 42 N 11 t (.' o -. 11 102 t -. 24 N 1,225 t -: 1 222 11 -. 7 46 3,337 t4 1 0 r Proposed Site Access#2 , 11 3,349 1 2,125 N o r 1 - ¢4—0o n ► N 1 2 1 co 2, c 16 • M m O (`7 NN - t r„- 1,225 1 — 7 33 3,367 11 A V Seminole Trail(US 29) i a �rV PM PEAK HOUR(4:30-5:30 PM) oco by io� A QQ Seminole Trail(US 29) Site Popo r egceSea' eOIa J 2 csS'#I , rSRo -. 11 3,361 216 t f- f 11 11 y� da 14 4- 4 1,073 2'1,.421 4- 1' 142 ,r 4J 4 L N 380 c o . 132 m -. 23 K ~ 3 1 ti N " O N t 1 1 Obi H " B .� N 15 N 156 $ CI — 6 127 t -► 1 `i 2,099 1 -. '. 1 270 11 -. 7 39 3,554 11 1 15 r Proposed Site Access#2 /.m t4 3,564 " Tit4 1,465 0 111- .� `1-4'-- N Q N 22r' i t 2 1 0 in ► - Tr 13 + `" •v a 0 1 LEGEND: 2 co 2,099 t Existing Road -. z 28 3,579 11 Proposed Road 1 Eg Intersection Number NOT TO SCALE Seminole Trail(US 29) • •*••• Figure e •0 2013 Total Volumes (Existing plus Site) TIMMONS GROUP 5-1 YOUR VISION ACHIEVED THROUGH OURS. *tee 'wore d iz-00 ill 77 Q IC �a a •c" I 44 ,--STOP©\ Qo ,O\ S N ti o / ti / J, yo / q / / s F// /E,, r,„ // 7.S 111► / 0S. S. D I/ 10 4, ,�I r<4,7, T OO '1 0 M o t 7 O H / Qo (,)/ NO t / Site pop°S gc,.eea . MTO�Mo viae,. f } Ruda LEGEND: Existing Road 4 Signalized Intersection ill ---' Proposed Access Lane Configuration 77 S Storage Length(in feet) © Stop Controlled Intersection T Taper Length(in feet) f Stop Sign Location NOT TO SCALE LMT Lane Must Turn O Proposed Improvement �``t' ~ % Figure ' Proposed 2013 Total Geometry TIMMONS GROUP 5-2 YOUR VISION ACHIEVED THROUGH OURS. 'd il- oo d e el .C.- di d J * * _STOP 4,.....\\\R `Q' J J CO / Q 4/� Overall: N/'(��c c, • E(E) / , / / (p)O :p,. ,0 (-0 asii (0 co co `�•�-ss . SitepropO, gceed 4'i4 )s I *�*7, ***` * Q :"-V,/* °Qi (Al2,3- floe °ets,. 'I r Oda r * * * * LEGEND: Existing Road 5 Signalized Intersection ---- Proposed Access i— Lane Configuration X AM Peak Hour LOS © Stop Controlled Intersection (X) PM Peak Hour LOS f Stop Sign Location NOT TO SCALE ** LOS not determined by SYNCHRO(no conflicting volume) •• • "o2013 Total Volumes Figure TIMMONS GROUP Levels of Service 5-3 YOUR VISION ACHIEVED THROUGH OURS. Niue' *.isor d�$ o- G Q �F I * * STOP s•-• � overall: i �( �O E(E) (F / �1 az Sit propo e gcce sea (RI:ROjS�r STOP f Rodd ** * LEGEND: Existing Road a Signalized Intersection ——— Proposed Access r Lane Configuration X AM Peak Hour LOS © Stop Controlled Intersection (X) PM Peak Hour LOS E Stop Sign Location NOT TO SCALE ** LOS not determined by SYNCHRO(no conflicting volume) •��••it 2013 Total Volumes Figure • �` Levels of Service MMONS GROUP T with Modified Split Times 5-4 TOUR VISION ACHIEVED THROUGH OURS. il. co CI . ° ,F I 3.* STOP * // Q �",� Overall: / v-/ / '"4,--.z D(D) / / S► / (0F( / (F Q Q/ ��m� / `4m� / / S/(e p`OPos qcee ea (R/2 ss,#, *� R0j r *`` * * STOP aes A / ROda * * * LEGEND: Existing Road a Signalized Intersection ---' Proposed Access Lane Configuration X AM Peak Hour LOS © Stop Controlled Intersection (X) PM Peak Hour LOS f Stop Sign Location NOT TO SCALE ** LOS not determined by SYNCHRO(no conflicting volume) •.•••. 2013 Total Volumes Figure �` Levels of Service TIMMONS GROUP with Modified Cycle Lengths 5-5 YOUR VISION ACHIEVED THROUGH OURS. PAGE INTENTIONALLY BLANK 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 6 CONCLUSIONS AND RECOMMENDATIONS Capacity analyses were performed for the 2013 existing volumes and the 2013 total volumes (existing plus site trips). Based on the analyses of the 2013 total volumes, the existing left turn lane storage on northbound Seminole Trail (US Route 29) of 340 feet is sufficient to accommodate the anticipated 95th percentile left turn queue lengths once the proposed site traffic is added to the existing roadway network. All three iterations of the 2013 total volumes analysis indicated that the northbound left turn movement queues will be less than 225 feet; additional left turn lane storage is not required with the proposed development. It is recommended that the left turn lane storage on Briarwood Drive between Seminole Trail and the proposed site access be allocated as follows: • Provide 100 feet of storage for the eastbound left turn lane at Seminole Trail; • Provide 75 feet of storage for the westbound left turn lane at the proposed site access; and • Provide a 50 foot taper for both turn lanes. The proposed 75 feet of storage is sufficient to accommodate the westbound left turn lane queues on Briarwood Drive at the proposed site access. From the analyses of the 2013 total volumes, the anticipated 95th percentile queue lengths are less than one vehicle; there is little opposing traffic at this time. The longer turn lane storage is recommended since the opposing volumes on eastbound Briarwood Drive are likely to increase with the completion of the planned residential development to the west of the proposed site. Additionally, the planned residential development will increase the advancing volumes; providing additional storage for the westbound left turn movement may prevent queues from extending back to the traffic signal at Seminole Trail. The proposed 100 feet of storage is sufficient to accommodate the eastbound left turn queues on Briarwood Drive at Seminole Trail during the AM peak hour; however, the 95th percentile queue length exceeds the proposed storage during the PM peak hour when queues may extend back to the proposed site access along Briarwood Drive. Queues may occasionally extend past the proposed site access during the PM peak hour; while this situation is not desirable, it is preferable to having the westbound queues at the proposed site access on Briarwood Drive extending back into the signalized intersection at Seminole Trail. Additional capacity could be provided for the eastbound left turn movement from Briarwood Drive onto Seminole Trail by allowing left turns from the through-right lane. By allowing both lanes of eastbound Briarwood Drive to turn left onto Seminole Trail the queue length for the dedicated left turn lane could be minimized. Some modifications to the median on US Route 29 may be necessary in order to accommodate dual left turns from Briarwood Drive. 6-1 Nye 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County PAGE INTENTIONALLY BLANK 6-2 Nwry 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Appendix A Traffic Count Data 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County TableA-1 Directional Turning Movement Counts-Total Vehicles Briarwood 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 ER Boulders Road WB Total Start Time ,U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru , RLght 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 l 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 PM1 1 543 3 548 0 1 243 1 2450 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)NBSeminole Trail(US 29)SB Briarwood Drive EB Boulders Road WB - Total Peak Hour AM U-Turn Left Thru Right Total U-Turn Left Thru Right Total Left Thru Right Total Left Thru Right 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 TableA-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 Ti me 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 11 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 53 8:45 AM 0 0 25 1 26 0 0 24 0 24 0 0 0 0 0 00 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 00 0 0 0 0 0 160 PI-IF 0.00 0.00 0.79 0.00 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 Right Total Left Thru Right Total Left Thru Right Total Total 4:30-5:30 PM 0 0 37 1 38 0 0 71 1 72 0 0 1 1 20 0 2 113 PHI 0.00 0.00 0.58 0.25 0.59 0.00 0.00 0.77 0.25 0.78 0.00 0.00 0.25 0.25 0.50 0,00 0.00 0.50 0.78 A-2 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County Appendix B Existing Traffic Signal Timings provided by VDOT 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County Pro' ammed 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 Max1 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 1 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 Default Data - No Flash Entry Exit ABC connector Input Modes:0 Input Output Phase Phase Phase ABC connector Output Modes:0 Ring Respons Selection I 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 ABCDEF GHI J K L MNOP Phase(s) ABCDEF GHI J K L MNOP 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 I of 6 'verve 'Nal Ring Phase(s) Next 1 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 Phase Ring Phase 1 2 3 4 1 1 3 3 9 10 11 12 13 14 15 16 1 1 2 to h5 5 7 7 2 2 4 4 N 2 1 3 c a 6 46 8 8 5 6 7 8 0 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 Data1/1 110 Operation Mode: 1=Auto Offset Mode: I=End Grn 2/1 80 Manual Dial: I Coordination Mode: 1=Yield Force Mode:O=Plan Manual Split: 1 3/1 120 Maximun Mode:0=Inhibit Max Dwell Time:0 Manual Offset: 1 Correction Mode:2=Short Way Yield Period:0 Split Times and Phase Modes Dial 1/ Split 1 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 O=Actuated 4 15 0=Actuated 5 20 O=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 0=Actuated 2 25 1=Coordinate 3 15 0=Actuated 4 25 O=Actuated 5 15 0=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 O=Actuated 4 30 0=Actuated 5 15 O=Actuated 6 60 1=Coordinate Page 2 of 6 Traffic Plan Data '' °' Nose _ 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 Source Equate Days Start of Daylight Saving Month:3 Week:2 Cycle Zero Reference Hours: 1 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 C ❑ ❑ CID ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ n ❑ 2 1 9:0 2/1/1 ❑ ❑ C Cn ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ C n 3 1 22:0 0/0/4 n C C n❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ n ❑ 4 2 0:0 0/0/4 ❑ ❑ CCIO CIE ❑ ❑ ❑ nn 7 ❑ C7 5 2 6:0 1/1/1 OElCCCC ❑ C ❑ ❑ ❑ ❑ ❑ ❑ 7I 6 2 9:15 2/1/1 ❑ 70 00 ❑ ❑ ❑ n ❑ Cnn ❑ 7 2 15:30 3/1/1 C 0 C Cn 00 C 7 C C C C 7 7 8 2 18:45 2/1/1 CI ❑ 1111=1 ❑ ❑ ❑ ❑ ❑ ❑ ❑ 7 ❑ 9 2 22:0 0/0/4 ❑ C C 70 00 C E 7 7 ❑ ❑ 7 E 10 6 0:0 0/0/4C7 ❑ ❑❑ CID ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ 11 6 6:0 1/1/1 CCC ❑n ❑ n ❑ ❑ ❑ ❑ C ❑ ❑ 7 ❑ 12 6 9:15 2/1/1 CC ❑ CC CC ❑ CC ❑ C ❑ ❑ nn 13 6 14:0 3/1/1 ❑ ❑ ❑ II= ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ n ❑ 14 6 20:0 2/1/1 CI _ Ell LIE C ❑ C ❑ ❑ ❑ ❑ - _ ❑ n 15 6 22:0 0/0/4 ❑ _ ❑ ❑❑ C ❑ ❑ ❑ ❑ ❑ ❑ ❑ n ❑ ❑ 16 7 0:0 0/0/4 ❑ ❑ LIE C 7 n ❑ ❑ ❑ El U n ❑ 7 17 7 7:30 2/1/1 C n C C❑ C CI CI n C ❑ C n 18 7 22:0 0/0/4 ❑ ❑ C C❑ ❑ C ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ AUX.Events Det. Det. Det. Program Aux Ouputs Diag. Rpt. Mult100 Special Function Outputs Event Day Hour Min. 1 2 3 DI D2 D3 Dimming 1 2 3 4 5 6 7 8 ❑ ❑❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ FIEE 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 PF1 PF2 PF3 PF4 PF5 PF6 PF7 PF8 PF9 PF10 PF11 PF12 PF13 PF14 PF15 PF16 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 E Preempt Timers Select Return Track l; Non- Link to Ped I Dwell Ped 2.° Locking Preempt Delay Extend Duration MaxCall Lock-Out Clear Yel Red 1 Grn 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 I 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 I No 0 0 0 0 0 0 O=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 O=Do not Skip Phases Priority I 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 OviD Track Dwell Cycle Default Data • Default Data Default Data Preempt 2 Pedestrian Phases Overlaps Vehical Phases Ph Track Dwell Cycle Ovio.Track Dwell Cycle Ph. Track Dwell Cycle 2 Red Green No Default Data Default Data 5 Red Green No Preempt 3 Pedestrian Phases Overlaps Vehical Phases Ph Track Dwell Cycle Ovlp. 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 ()vim 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 Ovin_ 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: O=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 Speed Trap: Dial/Split/Offset Low Treshold High Treshold // Measurement: Default Data Detector 1 Detector_2 Distance: Default Data Volume Detector Data Report Interval Volume Controller Detector Detector Number Channel Default Data Page 6 of 6 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Appendix C SYNCHRO Analyses 2013 Existing Volumes 6/19/2013 Briarwood Development Traffic Operations Assessment-Albemarle County Queues Briarwood TIA 1: Briarwood Drive&Seminole Trail f_US 29) 5/30/2013 f -► c 4- k 4\ t ,r"" \* iv d :ne"- , K. - 't .,-,YI:I:1-,.. 'f.= r,f "4 , ...,� .. v r; i..k.. it, k; Lane Group Flow(vph) 1 13 13 13 9 4 818 591 328 2440 5 v/c Ratio 0.01 0.11 0.12 0.12 0.08 0.03 0.55 0.56 0.32 0.89 0.00 Control Delay 48.0 28.7 50.7 50.7 27.1 49.0 24.3 3.9 33.1 19.1 6.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 48.0 28.7 50.7 50.7 27.1 49.0 24.3 3.9 33.1 19.1 6.0 Queue Length 50th(ft) 1 1 9 9 0 3 217 0 90 455 0 Queue Length 95th(ft) 6 20 28 28 15 14 263 44 144 #1185 5 Internal Link Dist(ft) 213 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 133 132 126 126 127 141 1606 1097 1033 2732 1053 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.10 0.10 0.10 0.07 0.03 0.51 0.54 0.32 0.89 0.00 ne • .'amu`li .opt. ..... ,-......,., ._...H «_,..k_...,�.,,,.1 > _ , _4 ,u,� .._e.,_ u,-._,. s . w..__$n ..c ..,L.,.--,-. .... _r .u. ,. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 AM Existing Synchro 7- Report Timmons Group(JDD) Page 1 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive&Seminole Trail (US 29) 5/30/2013 i f Lane Configurations 1 1 I li 4 j tat r il ++ 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 1 Lane Group Flow(vph) 1 2 0 13 13 0 4 818 203 328 2440 4 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 11% 0% 0% 4% 25% Turn Type Split Split Perm Prot Perm Prot 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) 48 44 69 69 65 23 1118 555 1191 2291 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 0.17 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 1.3 1.3 0.0 3.6 4.2 1.9 0.1 38.9 0.0 Delay(s) 52.3 52.7 52.4 52.4 50.7 57.3 35.9 29.0 25.7 56.4 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 52.7 Approach LOS D D C D w else i snx 1;.<;:::.a � .,..,,. a:_ «, - , ._; ., .., ." 7 fi , .. s...w.kwk�G6�.-�sstitw..kw-si.•a%e .w»�+. . ae.c...,w«.ef.::�l.wuaw'�k.+�.kew��irwFa#.'ziF..�.+�ti.��W�3d �u4R" �`Y'#.JciA4 HCM Average Control Delay 46.1 HCM Level of Service D HCM Volume to Capacity ratio 1.01 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 25.8 Intersection Capacity Utilization 86.5% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 2013 AM Existing Synchro 7- Report Timmons Group(JDD) Page 2 Queues Briarwood TIA 1: Briarwood Drive &Seminole Trail (US 29) 5/30/2013 mattoirbt10 .. ;u. a, t3L I . 1.t- Y '° .,,y,..•, . ... wC `. ,. Lane Group Flow(vph) 1 7 229 230 266 30 2140 13 13 1123 2 v/c Ratio 0.01 0.04 0.78 0.78 0,53 0.26 0.93 0.01 0.06 0.55 0.00 Control Delay 54.0 0.3 65.6 65.9 9.2 59.0 29.7 9.8 53.4 17.1 11.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 54,0 0.3 65.6 65.9 9.2 59.0 29.7 9.8 53.4 17.1 11.0 Queue Length 50th(ft) 1 0 175 176 0 23 594 1 5 274 0 Queue Length 95th(ft) 7 0 252 253 57 54 #1262 14 15 455 5 Internal Link Dist(ft) 213 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 122 210 327 327 526 129 2297 973 243 2034 673 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.01 0.03 0.70 0.70 0.51 0.23 0.93 0.01 0.05 0.55 0.00 erseca u =ILL, .,..... ._;.-_ ...�,, ._..u...,_ _„�,..,�_._ �_,.p........,„ ",...S.t, ., - �.._.,a�a............... ..s ., .,, _ ..,,., .�- .,. , ,� .:. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 PM Existing Synchro 7- Report Timmons Group(JDD) Page 1 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive& Seminole Trail (US 29) 5/30/2013 # Lane Configurations 'I 1 .' 4t r 4i. r A 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 3 0 0 Lane Group Flow(vph) 1 0 0 229 230 46 0 30 2140 10 0 13 Heavy Vehicles(%) 0% 0% 17% 1% 0% 0% 0% 0% 2% 8% 0% 0% Turn Type Split Split Perm Prot Prot 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 16 294 294 280 74 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 0.01 v/c Ratio 0.05 0.01 0.78 0.78 0.16 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 3.6 37.9 0.0 0.8 Delay(s) 59.6 58.7 59.7 60.1 42.5 59.7 63.7 11.2 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 Grs-u .na 111 a f,.... , ,:"'t, k ._ ,1...; .t V +.,• ibu -4, , ma, v. '� v ...., 'Ft<'a HCM Average Control Delay 49.4 HCM Level of Service D HCM Volume to Capacity ratio 0.92 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 19.8 Intersection Capacity Utilization 92.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group 2013 PM Existing Synchro 7- Report Timmons Group(JDD) Page 2 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 j 4/ 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 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) 1813 599 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 verse on m a �. Fy 2013 PM Existing Synchro 7- Report Timmons Group(JDD) Page 3 PAGE INTENTIONALLY BLANK 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County Appendix D SYNCHRO Analyses 2013 Total Volumes 6/19/2013 Briarwood Development Traffic Operations Assessment—Albemarle County Queues Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 I -• c '- 4\ T , 1 4/ Lane Group Flow(vph) 49 82 14 13 9 67 798 575 319 2405 79 v/c Ratio 0.40 0.49 0.12 0.12 0.08 0,51 0.60 0.61 0.32 1.08 0.07 Control Delay 58.6 31.2 50.8 50.6 27.0 62.9 28.4 7.0 33.7 68.8 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.6 31.2 50.8 50.6 27.0 62.9 28.4 7.0 33.7 68.8 4.3 Queue Length 50th(ft) 34 19 10 9 0 46 254 39 92 -1153 5 Queue Length 95th(ft) 69 62 30 28 15 87 262 93 140 #1190 25 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 130 174 126 127 127 138 1596 1044 1001 2226 1072 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.47 0.11 0.10 0.07 0.49 0.50 0.55 0.32 1.08 0.07 ne-e ls, ma 7,.,,. .. __z,_,x .a. ,_.,, ,_ .,Y, .. _.- „...-, .. .,_.-x..,_ _,.....,-,..-..,...:,,...L.-.. .. _. .,-.. w,= .., Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 AM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Pagel ...✓ HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 ` v. a e: - • ..m " "= _�f, - ..?1,..L,,.. ' - ' �__ Lane Configurations 1 1. 4 . +4' r Yi 44 r Volume(vph) 42 24 46 22 1 8 57 678 489 271 2044 67 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 0.90 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd,Flow(perm) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 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) 49 28 54 26 1 9 67 798 575 319 2405 79 RTOR Reduction(vph) 0 51 0 0 0 9 0 0 318 0 0 25 Lane Group Flow(vph) 49 31 0 14 13 0 67 798 257 319 2405 54 Heavy Vehicles(%) 2% 0% 2% 0% 0% 0% 2% 11% 0% 0% 4% 2% Tum Type Split Split Perm Prot Perm Prot Perm Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 6 2 Actuated Green,G(s) 6.3 6.3 4.4 4.4 4.4 6.8 39.2 39.2 33.9 66.3 66.3 Effective Green,g(s) 6.3 6.3 4.4 4.4 4.4 6.8 39.2 39.2 33.9 66.3 66.3 Actuated g/C Ratio 0.06 0.06 0.04 0.04 0.04 0.06 0.36 0.36 0.31 0.60 0.60 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) 101 97 69 69 65 109 1159 576 1043 2022 954 v/s Ratio Prot c0.03 0.02 c0.01 0.01 0.04 c0.25 0.09 c0.72 v/s Ratio Perm 0.00 0.16 0.03 v/c Ratio 0.49 0.32 0.20 0.19 0.01 0.61 0.69 0.45 0.31 1.19 0.06 Uniform Delay,dl 50.3 49.8 51.1 51.1 50.7 50.3 30.2 27.1 29.1 21.9 9.0 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 3.6 1.9 1.5 1.3 0.0 9.9 3.4 2.5 0.2 90.5 0.1 Delay(s) 53.9 51.7 52.6 52.4 50.7 60.2 33.5 29.6 29.2 112.4 9.1 Level of Service D D D D D E C C C F A Approach Delay(s) 52.5 52.0 33.2 100.0 Approach LOS D D C F ners-: I. ?�.1m' _ u , _, • x <,k7 < .._'''''',,;._..-",:--1'44', HCM Average Control Delay 76.4 HCM Level of Service E HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 25.8 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 2013 AM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 2 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 & Seminole Trail (US 29) 5/30/2013 ♦ Lane Configurations ft, Volume(veh/h) 0 33 0 1225 2109 16 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 0 39 0 1441 2481 19 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.40 0.40 0.40 vC,conflicting volume 3211 1250 2500 vC1,stage 1 conf vol 2491 vC2,stage 2 conf vol 721 vCu,unblocked vol 3523 0 1762 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 91 100 cM capacity(veh/h) 50 438 145 ..:ire on��ane� �„ .A �,� ��:` uBr :�,;. � � . - ; Volume Total 39 721 721 1654 846 Volume Left 0 0 0 0 0 Volume Right 39 0 0 0 19 cSH 438 1700 1700 1700 1700 Volume to Capacity 0.09 0.42 0.42 0.97 0.50 Queue Length 95th(ft) 7 0 0 0 0 Control Delay(s) 14.0 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 14.0 0.0 0.0 Approach LOS B n ers=e a _1 ma ' x. : =k4�, , F.. 3i Average Delay 0.1 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period(min) 15 2013 AM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 3 Nor HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 3: Briarwood Drive &Site Access#2 5/30/2013 em=n 1 - . EB` Frr dig r ° Y=L• ° Lane Configurations Volume(veh/h) 11 1 119 6 1 101 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 13 1 140 7 1 119 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX,platoon unblocked vC,conflicting volume 14 301 14 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 14 301 14 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 91 100 89 cM capacity(veh/h) 1604 631 1067 Direction;; ane ` ` ., --A;»!- Volume Total 14 140 7 120 Volume Left 0 140 0 1 Volume Right 1 0 0 119 cSH 1700 1604 1700 1059 Volume to Capacity 0.01 0.09 0.00 0.11 Queue Length 95th(ft) 0 7 0 10 Control Delay(s) 0.0 7.5 0.0 8.8 Lane LOS A A Approach Delay(s) 0.0 7.1 8.8 Approach LOS A Iri -rse aumm 2.x.1 Yu � .t :a .. Average Delay 7.5 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period(min) 15 2013 AM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 4 Queues Briarwood TIA 1: Briarwood Drive &Seminole Trail (US 29) 5/30/2013 * "ane;roti' .y. , . 1 :_ R.:;YP:i 1'B `yP: ,- ::m .Ld . Aik,xz,Lifif . Lane Group Flow(vph) 108 47 237 235 254 115 2082 13 13 1110 43 v/c Ratio 0.91 0.31 0,80 0.78 0.62 0.91 1.08 0.02 0.06 0.73 0.06 Control Delay 116.6 21.5 67.1 65.7 23.7 113.5 73.2 12.0 53.4 29.8 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 116.6 21.5 67.1 65.7 23.7 113.5 73.2 12.0 53.4 29.8 5.7 Queue Length 50th(ft) 85 1 183 181 64 90 -903 2 5 368 0 Queue Length 95th(ft) #181 36 262 258 134 #205 #1228 15 15 455 21 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 119 150 327 330 439 127 1930 819 243 1525 763 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.91 0.31 0.72 0.71 0.58 0.91 1.08 0.02 0.05 0.73 0.06 � n e',i , m, •- - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 PM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 1 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive &Seminole Trail (US 29) 5/30/2013 .. -0• C 44--- k AFI 4\ t , I! \► V `�•Yeme i'., � =i' : B .d: '. . ra-14 _ vr1:y ).r-. �. 1=C. 2. 1 Lv. 1 ;r I t V A.:t Lane Configurations 1 T '1 4 ? 44 r Volume(vph) 92 1 39 380 21 216 15 94 1978 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 Fit Protected 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(prot) 1770 1590 1698 1712 1615 1774 3539 1495 3385 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(perm) 1770 1590 1698 1712 1615 1774 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) 108 1 46 447 25 254 16 99 2082 13 2 11 RTOR Reduction(vph) 0 43 0 0 0 131 0 0 0 3 0 0 Lane Group Flow(vph) 108 4 0 237 235 123 0 115 2082 10 0 13 Heavy Vehicles(%) 2% 0% 2% 1% 0% 0% 0% 2% 2% 8% 0% 0% Tum Type Split Split Perm Prot Prot Perm Prot Prot Protected Phases 3 3 4 4 1 1 6 5 5 Permitted Phases 4 6 Actuated Green,G(s) 8.1 8.1 21.0 21.0 21.0 8.6 61.6 61.6 3.1 Effective Green,g(s) 8,1 8.1 21.0 21.0 21.0 8.6 61.6 61.6 3.1 Actuated g/C Ratio 0.07 0.07 0.18 0.18 0.18 0.07 0.51 0.51 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) 119 107 297 300 283 127 1817 767 87 v/s Ratio Prot c0.06 0.00 c0.14 0.14 0.06 c0.59 0.00 v/s Ratio Perm 0.08 0.01 v/c Ratio 0.91 0.04 0.80 0.78 0.43 0.91 1.15 0.01 0.15 Uniform Delay,dl 55.6 52.3 47.5 47.3 44.2 55.3 29.2 14.3 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 54.2 0.1 13.8 12.5 1.1 51.6 72.7 0.0 0.8 Delay(s) 109.8 52.5 61.3 59.9 45.3 106.9 101.9 14.3 58.0 Level of Service F D E E D F F B E Approach Delay(s) 92.4 55.2 101.6 Approach LOS F E F n erse r' -umma 14,-.I.1;.;,, =era;;. ; f. } i A n , k,.!,:--0'-:'....!.',, � r'11,�"�MLrus" �a fir w,n:fr+#w.�`aiw'.eirand,r.G�,f}w.� ax.�..r�4;uw,:.a�.ar,:.::tr:'� .�r.� 4;twL.stt •�;�< HCM Average Control Delay 73.4 HCM Level of Service E HCM Volume to Capacity ratio 0.99 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 19.8 Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group 2013 PM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 2 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive &Seminole Trail (US 29) 5/30/2013 t � d0 - ..end. _ xM� i. . .F_m a� a }�m, ., �u sM <� a. _ w a ...r Laronfigurations r Volume(vph) 1021 40 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 1583 Flt Permitted 1.00 1.00 Satd. Flow(perm) 3261 1583 Peak-hour factor,PHF 0.92 0.92 Adj.Flow(vph) 1110 43 RTOR Reduction(vph) 0 23 Lane Group Flow(vph) 1110 20 Heavy Vehicles(%) 7% 2% Turn Type Perm Protected Phases 2 Permitted Phases 2 Actuated Green,G(s) 56.1 56.1 Effective Green,g(s) 56.1 56.1 Actuated g/C Ratio 0.47 0.47 Clearance Time(s) 6.0 6.0 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 1525 740 v/s Ratio Prot c0.34 v/s Ratio Perm 0.01 v/c Ratio 0.73 0.03 Uniform Delay,dl 25.8 17.2 Progression Factor 1.00 1.00 Incremental Delay,d2 3.1 0.1 Delay(s) 28.9 17.3 Level of Service C B Approach Delay(s) 28.8 Approach LOS C nerse • < mm- y-_..g ,, :h 3 �4 « ,..a' „ a;. v a $ .2 '"i"..`':. 6` :%z Vis, •.s.r A v,,. ! ..;' y ' . ., � . r^? 2013 PM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 3 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 &Seminole Trail (US 29) 5/30/2013 4\ T 4/ o eme t L 13"z .., � � At 1 Lane Configurations �` 1ft+ Volume(veh/h) 0 28 0 2099 1452 13 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 33 0 2282 1578 14 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.73 0.73 0.73 vC,conflicting volume 2726 796 1592 vC1,stage 1 conf vol 1585 vC2,stage 2 conf vol 1141 vCu, unblocked vol 2623 0 1064 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 96 100 cM capacity(veh/h) 161 789 482 s r a Biro ane• �? _ � `� �, f �� fl�,:`8 •r s Volume Total 33 1141 1141 1052 540 Volume Left 0 0 0 0 0 Volume Right 33 0 0 0 14 cSH 789 1700 1700 1700 1700 Volume to Capacity 0.04 0.67 0.67 0.62 0.32 Queue Length 95th(ft) 3 0 0 0 0 Control Delay(s) 9.8 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.8 0.0 0.0 Approach LOS A n ersectio '4`t mm a a°,: :7 _ °„ Average Delay 0.1 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period(min) 15 2013 PM Total(Existing+Site) Synchro 7- Report Timmons Group(JDD) Page 4 HCM Unsignalized Intersection Capacity Analysis 3: Briarwood Drive & N-S Access Road Briarwood TIA 5/30/2013 .-4 c 4\ V0 - �e :� . - ,.. f. ry € '," :V 6 'i . ._.`; ., . �.sr _ "' A. .,.tea . .. .. Lane Configurations T 1 + ��` " " Volume(veh/h) 6 1 142 14 1 126 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 7 1 167 16 1 148 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX,platoon unblocked vC,conflicting volume 8 358 8 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 8 358 8 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 90 100 86 cM capacity(veh/h) 1612 574 1075 Dr- on ane ,. �x EB¢_t. _jY: 1 .4rr;s "i 8,. t £ - { +- ,:-,11-4',--:414,),...;•F: f,.F 3 Volume Total .{ 8 167 16 149 Volume Left 0 167 0 1 Volume Right 1 0 0 148 cSH 1700 1612 1700 1067 Volume to Capacity 0.00 0.10 0.01 0.14 Queue Length 95th(ft) 0 9 0 12 Control Delay(s) 0.0 7.5 0.0 8.9 Lane LOS A A Approach Delay(s) 0.0 6.8 8.9 Approach LOS A e e 1.',- mm: ' { Average Delay _ r .. 'p" 7.6 Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period(min) 15 2013 PM Total(Existing+Site) Timmons Group(JDD) Synchro 7- Report Page 5 PAGE INTENTIONALLY BLANK 'ter -.r Queues Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 II Lane Group Flow(vph) 49 82 14 13 9 67 798 575 319 2405 79 v/c Ratio 0.43 0.52 0.13 0.12 0.08 0.59 0.43 0.50 0.69 1.05 0.07 Control Delay 62.0 33.5 51.5 51.2 27.5 71.9 16.5 4.1 53.7 56.9 3.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.0 33.5 51.5 51.2 27.5 71.9 16.5 4.1 53.7 56.9 - 3.4 Queue Length 50th(ft) 34 19 10 9 0 47 192 20 111 -1122 3 Queue Length 95th(ft) 70 63 30 29 15 #97 233 63 147 #1146 21 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 113 158 109 110 111 113 1870 1150 517 2288 1101 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.52 0.13 0,12 0.08 0.59 0.43 0.50 0.62 1.05 0.07 tiers• i m a1- .-a,__:..-„,...., ,,., .._..r ,.. .,... .w_..�..- ..._... ..,. ........ __.1._„„.,.L.e.. ,.-.,.:- ..„-,,, .„.._„.•J-,L.- - _- Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 AM Total(Existing+Site)Modified Splits 110 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 1 Now ,..r HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 # l laarilt ent_ . .:� _' ,„.u; BIMEE3 l=g..., ,' GLIB.74. . NB c , NEit B BL.., BB . BIS . Lane Configurations li '+ ) 4 r ft r ri ft r Volume(vph) 42 24 46 22 1 8 57 678 489 271 2044 67 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 0.90 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 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) 49 28 54 26 1 9 67 798 575 319 2405 79 RTOR Reduction(vph) 0 51 0 0 0 9 0 0 241 0 0 26 Lane Group Flow(vph) 49 31 0 14 13 0 67 798 334 319 2405 53 Heavy Vehicles(%) 2% 0% 2% 0% 0% 0% 2% 11% 0% 0% 4% 2% Turn Type Split Split Perm Prot Perm Prot Perm Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 6 2 Actuated Green,G(s) 5.6 5.6 4.2 4.2 4.2 5.6 59.1 59.1 14.9 68.4 68.4 Effective Green,g(s) 5.6 5.6 4.2 4.2 4.2 5.6 59.1 59.1 14.9 68.4 68.4 Actuated g/C Ratio 0.05 0.05 0.04 0.04 0.04 0.05 0.54 0.54 0.14 0.62 0.62 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) 90 86 65 66 62 90 1747 868 459 2086 984 v/s Ratio Prot c0.03 0.02 c0.01 0.01 0.04 0.25 c0.09 c0.72 v/s Ratio Perm 0.00 0.21 0.03 v/c Ratio 0.54 0.36 0.22 0.20 0.01 0.74 0.46 0.39 0.69 1.15 0.05 Uniform Delay,dl 51.0 50.5 51.3 51,3 50.9 51.5 15.6 14.8 45.4 20.8 8.1 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 6.6 2.5 1.7 1.5 0.0 27.9 0.9 1.3 4.5 74.8 0.1 Delay(s) 57.5 53.0 53.0 52.7 50.9 79.4 16.5 16.1 49.9 95.6 8.2 Level of Service E D DDD EBBD F A Approach Delay(s) 54.7 52.4 19.3 87.9 Approach LOS D D B F rs-ction a ., • , ,,-,t.:.,":::'.:',:.--,,:' HCM Average Control Delay 64.2 HCM Level of Service E HCM Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 110.0 Sum of lost time(s) 26.2 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 2013 AM Total(Existing+Site)Modified Splits 110 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 2 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 & Seminole Trail (US 29) 5/30/2013 ovein=nr .L - f 1 1B :f u ..:_ �r �� Lane Con figurations 44 Volume(veh/h) 0 33 0 1225 2109 16 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 0 39 0 1441 2481 19 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.38 0.38 0.38 vC,conflicting volume 3211 1250 2500 vC1,stage 1 conf vol 2491 vC2,stage 2 conf vol 721 vCu,unblocked vol 3549 0 1700 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 91 100 cM capacity(veh/h) 52 417146 9 :.N S i Y' .1 tion,,tan �.{, . .. � -�, , N=.4 l3'h_` B� � 5 .„ SBk Volume Total 39 721 721 1654 846 Volume Left 0 0 0 0 0 Volume Right 39 0 0 0 19 cSH 417 1700 1700 1700 1700 Volume to Capacity 0.09 0.42 0.42 0.97 0.50 Queue Length 95th(ft) 8 0 0 0 0 Control Delay(s) 14.5 0.0 0.0 0.0 0.0 Lane LOS B Approach Delay(s) 14.5 0.0 0.0 Approach LOS B Jn"tersectiaigSummary Average Delay 0.1 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period(min) 15 2013 AM Total(Existing+Site)Modified Splits 110 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 3 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 3: Briarwood Drive & Site Access#2 5/30/2013 c 4— 4\ vc v _ r . :..r.: ,.... a., ` Lane Configurations Volume(veh/h) 11 1 119 6 1 101 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 13 1 140 7 1 119 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX,platoon unblocked vC,conflicting volume 14 301 14 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 14 301 14 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 91 100 89 cM capacity(veh/h) 1604 631 1067 •*t ar r z a #r v �rvv3 sem; *ire ion; ane 'a< }�� , _ � B;: Volume Total 14 140 7 120 Volume Left 0 140 0 1 Volume Right 1 0 0 119 cSH 1700 1604 1700 1059 Volume to Capacity 0.01 0.09 0.00 0.11 Queue Length 95th(ft) 0 7 0 10 Control Delay(s) 0.0 7.5 0.0 8.8 Lane LOS A A Approach Delay(s) 0.0 7.1 8.8 Approach LOS A nee io` ' teary '` " • a ° . „ • Average Delay 7.5 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period(min) 15 2013 AM Total(Existing+Site)Modified Splits 110 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 4 Queues Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 4 Lane Group Flow(vph) 108 47 237 235 254 115 2082 13 13 1110 43 v/c Ratio 1.03 0.34 1.11 1.09 0.84 0.62 0.97 0.01 0.07 0.69 0.05 Control Delay 151.1 23.1 141.5 137.2 51.4 65.8 37.8 8.1 54.2 26.7 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 151.1 23.1 141.5 137.2 51.4 65.8 37.8 8.1 54.2 26.7 5.3 Queue Length 50th(ft) -90 1 -221 -215 108 86 666 1 5 340 0 Queue Length 95th(ft) #193 36 #362 #354 #217 147 #1095 12 15 437 20 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 105 137 214 215 304 226 2142 909 197 1606 802 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.03 0.34 1.11 1.09 0.84 0.51 0.97 0.01 0.07 0.69 0.05 'I.ii.AI I d 0'� :. _ ........�., v..,.w,,..,. .,�,,,,.,k...«. ...,,..,.�-..�..".,,..ms.,-,..�ax..� ..v�aua,..xi...,�,x.....-., �x.,�:�...rn.._z_.n4.,,..r»_xw,..�.x.a.,�,....w,,.,...u...t,,.�sn.... �'.:;.,��':; ..,.z;� - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 PM Total(Existing+Site)Modified Splits 120 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 1 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 f -- .. C ti fl 4\ t I` lel \* Wo"e en'` _ aL.-AEC-A& , v =3 . AIIM b. 1 _'BR k Lane Configurations 1 '11 it r A ++ fr All Volume(vph) 92 1 39 380 21 216 15 94 1978 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 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(prot) 1770 1590 1698 1712 1615 1774 3539 1495 3385 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(perm) 1770 1590 1698 1712 1615 1774 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) 108 1 46 447 25 254 16 99 2082 13 2 11 RTOR Reduction(vph) 0 43 0 0 0 101 0 0 0 3 0 0 Lane Group Flow(vph) 108 4 0 237 235 153 0 115 2082 10 0 13 Heavy Vehicles(%) 2% 0% 2% 1% 0% 0% 0% 2% 2% 8% 0% 0% Turn Type Split Split Perm Prot Prot Perm Prot Prot Protected Phases 3 3 4 4 1 1 6 5 5 Permitted Phases 4 6 Actuated Green,G(s) 7.1 7.1 15.1 15.1 15.1 12.5 68.8 68.8 2.8 Effective Green,g(s) 7.1 7.1 15.1 15.1 15.1 12.5 68.8 68.8 2.8 Actuated g/C Ratio 0.06 0.06 0.13 0.13 0.13 0.10 0.57 0.57 0.02 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) 105 94 214 215 203 185 2029 857 79 v/s Ratio Prot c0.06 0.00 c0.14 0.14 0.06 c0.59 0.00 v/s Ratio Perm 0.10 0.01 v/c Ratio 1.03 0.04 1.11 1.09 0.76 0.62 1.03 0.01 0.16 Uniform Delay,dl 56.5 53.2 52.5 52.5 50.7 51.5 25.6 11.0 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 95.7 0.2 93.3 88.4 14.8 6.3 27.0 0.0 1.0 Delay(s) 152.2 53.4 145.7 140.9 65.4 57.8 52.6 11.0 58.4 Level of Service F D F F E E D B E Approach Delay(s) 122.2 116.1 52.6 Approach LOS F F D - -c ..,a m .a k.:...... .r ,3 1.,..t,-...„=cm-: :u ;...1;,-.L.:....... - Li,,, ..bra.cv rz,CLi• i• ,,z''.-.1.2,1filic1.14 HCM Average Control Delay 58.6 HCM Level of Service E HCM Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 120.0 Sum of lost time(s) 19.8 Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group 2013 PM Total(Existing+Site)Modified Splits 120 sec Cycle Synchro 7- Report = Timmons Group(JDD) Page 2 Nov, rrr HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 4/ Larjonfigurations 44. r Volume(vph) 1021 40 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 Fit 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) 1110 43 RTOR Reduction(vph) 0 22 Lane Group Flow(vph) 1110 21 Heavy Vehicles(%) 7% 2% Turn Type Perm Protected Phases 2 Permitted Phases 2 Actuated Green,G(s) 59.1 59.1 Effective Green,g(s) 59.1 59.1 Actuated g/C Ratio 0.49 0.49 Clearance Time(s) 6.0 6.0 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 1606 780 v/s Ratio Prot c0.34 v/s Ratio Perm 0.01 v/c Ratio 0.69 0.03 Uniform Delay,dl 23.4 15.7 Progression Factor 1.00 1.00 Incremental Delay,d2 2.5 0.1 Delay(s) 25.9 15.7 Level of Service C B Approach Delay(s) 25.9 Approach LOS C n else 410 dmtpa ... €. trx `t.. r.. �t . , . . f � 9 � .14 2013 PM Total(Existing+Site)Modified Splits 120 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 3 Now HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 &Seminole Trail (US 29) 5/30/2013 - 4\ t ♦ 4/ 'Ioveinen = Y; i s f a M r ` Lane Configurations ft, 44* Volume(veh/h) 0 28 0 2099 1452 13 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 33 0 2282 1578 14 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.74 0.74 0.74 vC,conflicting volume 2726 796 1592 vC1,stage 1 conf vol 1585 vC2,stage 2 conf vol 1141 vCu,unblocked vol 2630 23 1098 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 96 100 cM capacity(veh/h) 159 776 476 x :a Dire 16-;, 31�5 � kS �3 S; n .. -.� _kN.i2i ro sl 3h Volume Total 33 1141 1141 1052 540 Volume Left 0 0 0 0 0 Volume Right 33 0 0 0 14 cSH 776 1700 1700 1700 1700 Volume to Capacity 0.04 0.67 0.67 0.62 0.32 Queue Length 95th(ft) 3 0 0 0 0 Control Delay(s) 9.8 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.8 0.0 0.0 Approach LOS A ntersec on, m a °A j a ..3 Average Delay 0.1 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period(min) 15 2013 PM Total(Existing+Site)Modified Splits 120 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 4 err ,• HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 3: Briarwood Drive & N-S Access Road 5/30/2013 -► t 41-- 4 ,'• rove =n Jr! :r." "`, Lane Configurations I+ Volume(veh/h) 6 1 142 14 1 126 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 7 1 167 16 1 148 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX,platoon unblocked vC,conflicting volume 8 358 8 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 8 358 8 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 90 100 86 cM capacity(veh/h) 1612 574 1075 birection,= an-1 '14:;-TY = 8.2 =jr ^ f.:. .� a.. ° j �. ..x •x Volume Total 8 167 16 149 Volume Left 0 167 0 1 Volume Right 1 0 0 148 cSH 1700 1612 1700 1067 Volume to Capacity 0.00 0.10 0.01 0.14 Queue Length 95th(ft) 0 9 0 12 Control Delay(s) 0.0 7.5 0.0 8.9 Lane LOS A A Approach Delay(s) 0.0 6.8 8.9 Approach LOS A Average Delay 7.6 Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period(min) 15 2013 PM Total(Existing+Site)Modified Splits 120 sec Cycle Synchro 7- Report Timmons Group(JDD) Page 5 PAGE INTENTIONALLY BLANK Queues Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 r•`an : ry"1 0 C t `Fr IV:'L r f!:' .,j0 L -i & : BE I ' Lane Group Flow(vph) 49 82 14 13 9 67 798 575 319 2405 79 v/c Ratio 0.45 0.53 0,14 0.13 0.09 0.54 0.42 0.50 0.72 1.06 0.07 Control Delay 74.2 38.9 63.9 63.6 32.6 76.2 16.3 4.4 63,4 60.9 3.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.2 38.9 63.9 63.6 32.6 76.2 16.3 4.4 63.4 60.9 3.6 Queue Length 50th(ft) 42 24 12 11 0 58 205 33 140 -1302 5 Queue Length 95th(ft) 82 72 35 33 17 104 247 78 179 #1313 23 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 115 160 112 112 113 137 1962 1169 533 2265 1089 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.43 0.51 0.13 0.12 0.08 0.49 0.41 0.49 0.60 1.06 0.07 Citilli, rP� ivA„ -..., -..n u,._.- „„„-_,-,..-..;_,_,...;,........,:_,...1,,,,-.. , ,�.,d. ,_. � ,-. -....LS..,.;-_--,.......-_-_,--- _ ,�. M,��. : ,,,e, -- Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. 2013 AM Total(Existing+Site)Modified Cycle Length 136 Sec. Synchro 7- Report - Timmons Group(JDD) Page 1 *iiise .400 HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 * Lane Configurations T. '1 41' r t 1i r t) tet, r Volume(vph) 42 24 46 22 1 8 57 678 489 271 2044 67 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 0.90 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 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(prot) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd.Flow(perm) 1770 1690 1715 1725 1615 1770 3252 1615 3385 3355 1583 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) 49 28 54 26 1 9 67 798 575 319 2405 79 RTOR Reduction(vph) 0 51 0 0 0 9 0 0 206 0 0 22 Lane Group Flow(vph) 49 31 0 14 13 0 67 798 369 319 2405 57 Heavy Vehicles(%) 2% 0% 2% 0% 0% 0% 2% 11% 0% 0% 4% 2% Turn Type Split Split Perm Prot Perm Prot Perm Protected Phases 3 3 4 4 1 6 5 2 Permitted Phases 4 6 2 Actuated Green,G(s) 7.8 7.8 4.2 4.2 4.2 7.1 75.5 75.5 16.5 84.9 84.9 Effective Green,g(s) 7.8 7.8 4.2 4.2 4.2 7.1 75.5 75.5 16.5 84.9 84.9 Actuated g/C Ratio 0.06 0.06 0.03 0.03 0.03 0.05 0.58 0.58 0.13 0.65 0.65 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) 106 101 55 56 52 97 1886 937 429 2188 1032 v/s Ratio Prot c0.03 0.02 c0.01 0.01 0.04 0.25 c0.09 c0.72 v/s Ratio Perm 0.00 0.23 0.04 v/c Ratio 0.46 0.31 0.25 0.23 0.01 0.69 0.42 0.39 0.74 1.10 0.06 Uniform Delay,dl 59.2 58.6 61.5 61.4 61.0 60.5 15.2 14.9 54.8 22.6 8.2 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 3.2 1.7 2.4 2.1 0.0 19.1 0.2 0.3 6.8 52.4 0.0 Delay(s) 62.3 60.4 63.9 63.6 61.0 79.6 15.4 15.2 61.7 75.0 8.2 Level of Service E E E E EEBB EE A Approach Delay(s) 61.1 63.1 18.3 71.6 Approach LOS E E B E ri e'•- .''4.1 si HCM Average Control Delay 53.8 HCM Level of Service D HCM Volume to Capacity ratio 1.02 Actuated Cycle Length(s) 130.2 Sum of lost time(s) 26.2 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group 2013 AM Total(Existing+Site)Modified Cycle Length 136 Sec. Synchro 7- Report Timmons Group(JDD) Page 2 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 & Seminole Trail (US 29) 5/30/2013 y t ¢.. ;4:,L, r L S:, : ..� Lane Configurations � 414 4 Volume(veh/h) 0 33 0 1225 2109 16 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 0 39 0 1441 2481 19 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.35 0.35 0.35 vC,conflicting volume 3211 1250 2500 vC1,stage 1 conf vol 2491 vC2,stage 2 conf vol 721 vCu,unblocked vol 3597 0 1585 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 90 100 cM capacity(veh/h) 55 383 148Directoti, sal - a:'. `. i, e ;V .%_ 4*'C. • Volume Total 39 721 721 1654 846 Volume Left 0 0 0 0 0 Volume Right 39 0 0 0 19 cSH 383 1700 1700 1700 1700 Volume to Capacity 0,10 0.42 0.42 0.97 0.50 Queue Length 95th(ft) 8 0 0 0 0 Control Delay(s) 15.4 0.0 0.0 0.0 0.0 Lane LOS C Approach Delay(s) 15.4 0.0 0.0 Approach LOS C lnteesecf`on ift h Average Delay 0.2 Intersection Capacity Utilization 68.8% ICU Level of Service C Analysis Period(min) 15 2013 AM Total(Existing+Site)Modified Cycle Length 136 Sec. Synchro 7- Report Timmons Group(JDD) Page 3 itiow HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 3: Briarwood Drive & Site Access#2 5/30/2013 —,. ~r f ■-- 4\ p oYemenr :h wvBL rr �: Lane Configurations 1+ + V Volume(veh/h) 11 1 119 6 1 101 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 13 1 140 7 1 119 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX,platoon unblocked vC,conflicting volume 14 301 14 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 14 301 14 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 91 100 89 cM capacity(veh/h) 1604 631 1067 Direction; ane." �, g �'E:: °' B°1' B 2 �; .N.k .�. ` �: —t;':°'%•`; Volume Total 14 140 7 120 Volume Left 0 140 0 1 Volume Right 1 0 0 119 cSH 1700 1604 1700 1059 Volume to Capacity 0.01 0.09 0.00 0.11 Queue Length 95th(ft) 0 7 0 10 Control Delay(s) 0.0 7.5 0.0 8.8 Lane LOS A A Approach Delay(s) 0.0 7.1 8.8 Approach LOS A e e tom mm. •^„, n3 ', i ' Average Delay 7.5 Intersection Capacity Utilization 26.2% ICU Level of Service A Analysis Period(min) 15 2013 AM Total(Existing+Site)Modified Cycle Length 136 Sec. Synchro 7- Report Timmons Group(JDD) Page 4 Queues Briarwood TIA 1: Briarwood Drive &Seminole Trail (US 29) 513012013 II an- ro . w C ,,IV: VYC VYg 4_x 1 ., E, , Lane Group Flow(vph) 108 47 237 235 254 115 2082 13 13 1110 43 v/c Ratio 0.81 0.29 0.89 0.88 0.76 0.65 0.99 0.01 0.08 0.70 0.05 Control Delay 104.2 22.7 92.3 89.9 50.5 79.4 46.9 9.8 68.2 32.0 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 104.2 22.7 92.3 89.9 50.5 79,4 46,9 9.8 68.2 32.0 5.7 Queue Length 50th(ft) 96 1 217 214 134 99 871 2 5 415 0 Queue Length 95th(ft) #203 39 #382 #375 235 176 #1302 13 19 525 22 Internal Link Dist(ft) 218 545 356 940 Turn Bay Length(ft) 100 200 340 250 300 340 Base Capacity(vph) 134 163 272 274 341 230 2096 888 168 1675 834 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.29 0.87 0.86 0.74 0.50 0.99 0.01 0.08 0.66 0.05 # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. • 2013 PM Total(Existing+Site)Modified Cycle Length 150 Sec. Synchro 7- Report Timmons Group(JDD) Page 1 w ',..rr HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 1'. eke.. EBL , "lir ,„ _, Y d' IP _v , 6G fit"; v it � .. Lane Configurations 11 I '1 4 r 444 r* ri Volume(vph) 92 1 39 380 21 216 15 94 1978 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 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(prot) 1770 1590 1698 1712 1615 1774 3539 1495 3385 Flt Permitted 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 0.95 Satd.Flow(perm) 1770 1590 1698 1712 1615 1774 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) 108 1 46 447 25 254 16 99 2082 13 2 11 RTOR Reduction(vph) 0 43 0 0 0 83 0 0 0 3 0 0 Lane Group Flow(vph) 108 4 0 237 235 171 0 115 2082 10 0 13 Heavy Vehicles(%) 2% 0% 2% 1% 0% 0% 0% 2% 2% 8% 0% 0% Turn Type Split Split Perm Prot Prot Perm Prot Prot Protected Phases 3 3 4 4 1 1 6 5 5 Permitted Phases 4 6 Actuated Green,G(s) 10.6 10.6 22.1 22.1 22.1 14.0 83.7 83.7 2.6 Effective Green,g(s) 10.6 10.6 22.1 22.1 22.1 14.0 83.7 83.7 2.6 Actuated g/C Ratio 0.07 0.07 0.15 0.15 0.15 0.10 0.58 0.58 0.02 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) 129 116 258 261 246 171 2040 862 61 v/s Ratio Prot c0.06 0.00 c0.14 0.14 0.06 c0.59 0.00 v/s Ratio Perm 0.11 0.01 v/c Ratio 0.84 0.04 0.92 0.90 0.69 0.67 1.02 0.01 0.21 Uniform Delay,dl 66.4 62.6 60.7 60.5 58.4 63.4 30.7 13.1 70.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 35.3 0.1 34.6 31.0 8.2 10.0 25.3 0.0 1.7 Delay(s) 101.7 62.7 95.3 91.4 66.6 73.3 56.0 13.1 72.0 Level of Service F E F F E E E B E Approach Delay(s) 89.9 84.0 56.7 Approach LOS F F E • erre ion, um a. .., . .� -,.. ....; , ,.L.,..4m. x,..,,s_, e. ., Ga -; i ai ._. HCM Average Control Delay 55.0 HCM Level of Service D HCM Volume to Capacity ratio 0.94 Actuated Cycle Length(s) 145.2 Sum of lost time(s) 19.8 Intersection Capacity Utilization 101.6% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group 2013 PM Total(Existing+Site)Modified Cycle Length 150 Sec. Synchro 7- Report Timmons Group(JDD) Page 2 `w ,o,r HCM Signalized Intersection Capacity Analysis Briarwood TIA 1: Briarwood Drive & Seminole Trail (US 29) 5/30/2013 LarIonfigurations r Volume(vph) 1021 40 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 1583 Flt Permitted 1.00 1.00 Satd.Flow(perm) 3261 1583 Peak-hour factor,PHF 0.92 0.92 Adj.Flow(vph) 1110 43 RTOR Reduction(vph) 0 22 Lane Group Flow(vph) 1110 21 Heavy Vehicles(%) 7% 2% Turn Type Perm Protected Phases 2 Permitted Phases 2 Actuated Green,G(s) 72.3 72.3 Effective Green,g(s) 72.3 72.3 Actuated g/C Ratio 0.50 0.50 Clearance Time(s) 6.0 6.0 Vehicle Extension(s) 3.0 3.0 Lane Grp Cap(vph) 1624 788 v/s Ratio Prot c0.34 v/s Ratio Perm 0.01 v/c Ratio 0,68 0.03 Uniform Delay,dl 27.7 18.6 Progression Factor 1.00 1.00 Incremental Delay,d2 1.2 0.0 Delay(s) 28.9 18.6 Level of Service C B Approach Delay(s) 29.0 Approach LOS C n ers- io � urnma r 2013 PM Total(Existing+Site)Modified Cycle Length 150 Sec. Synchro 7- Report Timmons Group(JDD) Page 3 „p HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 2: Site Access#1 &Seminole Trail (US 29) 5/30/2013 * foie . _ L, `.EB. ,. r .,'�-- � S Lane Configurations ++ +1+ Volume(veh/h) 0 28 0 2099 1452 13 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.92 0.92 0.92 0.92 Hourly flow rate(vph) 0 33 0 2282 1578 14 Pedestrians Lane Width(ft) Walking Speed(ftls) Percent Blockage Right turn flare(veh) Median type Raised Raised Median storage veh) 2 2 Upstream signal(ft) 436 pX,platoon unblocked 0.74 0.74 0.74 vC,conflicting volume 2726 796 1592 vC1,stage 1 conf vol 1585 vC2,stage 2 conf vol 1141 vCu,unblocked vol 2631 32 1105 tC,single(s) 6.8 6.9 4.1 tC,2 stage(s) 5.8 tF(s) 3.5 3.3 2.2 p0 queue free% 100 96 100 cM capacity(veh/h) 159 768 475 B� i."* "�''.s --A rj Krr::".`�'axYw.�, .+§.. > '°# Bs2� ,SB; :� �,-,.5 .1 � � ... h h -`:.r. 74-'71 Volume Total 33 1141 1141 1052 540 Volume Left 0 0 0 0 0 Volume Right 33 0 0 0 14 cSH 768 1700 1700 1700 1700 Volume to Capacity 0.04 0.67 0.67 0.62 0.32 Queue Length 95th(ft) 3 0 0 0 0 Control Delay(s) 9.9 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay(s) 9.9 0.0 0.0 Approach LOS A n arse ,en. umma a `x Y"c # ° :�¢t i r, s e3xd F y k Average Delay 0.1 Intersection Capacity Utilization 61.4% ICU Level of Service B Analysis Period(min) 15 2013 PM Total(Existing+Site)Modified Cycle Length 150 Sec. Synchro 7- Report Timmons Group(JDD) Page 4 HCM Unsignalized Intersection Capacity Analysis Briarwood TIA 3: Briarwood Drive & N-S Access Road 5/30/2013 —0" 'p c o eme B fv yrt� Bt Lane Configurations 44 'V Volume(veh/h) 6 1 142 14 1 126 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 Hourly flow rate(vph) 7 1 167 16 1 148 Pedestrians Lane Width(ft) Walking Speed(ft/s) Percent Blockage Right turn flare(veh) Median type None None Median storage veh) Upstream signal(ft) 298 pX, platoon unblocked vC,conflicting volume 8 358 8 vC1,stage 1 conf vol vC2,stage 2 conf vol vCu,unblocked vol 8 358 8 tC,single(s) 4.1 6.4 6.2 tC,2 stage(s) tF(s) 2.2 3.5 3.3 p0 queue free% 90 100 86 cM capacity(vehlh) 1612 574 1075 Dire io . ahe 1 ", -: £EBS ' �" Y')1B:2r- y ` 3 , aM$° d � : 4 14, Volume Total 8 167 16 149 Volume Left 0 167 0 1 Volume Right 1 0 0 148 cSH 1700 1612 1700 1067 Volume to Capacity 0.00 0.10 0.01 0.14 Queue Length 95th(ft) 0 9 0 12 Control Delay(s) 0.0 7.5 0.0 8.9 Lane LOS A A Approach Delay(s) 0.0 6.8 8.9 Approach LOS A erse on. urn a� " nr a st"�# .., Average Delay 7.6 Intersection Capacity Utilization 29.1% ICU Level of Service A Analysis Period(min) 15 2013 PM Total(Existing+Site)Modified Cycle Length 150 Sec. Synchro 7- Report Timmons Group(JDD) Page 5 PAGE INTENTIONALLY BLANK