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HomeMy WebLinkAboutSDP201300067 Study Traffic Study 2014-02-25 RAMEY KEMP&ASSOCIATES.iNc f RAMEY KEMP 4343 Cox Road 4 & Glen Allen,VA 23060 ® ASSOCIATES Phone: 804-217.8560 Fax 804-217.8563 TRANSPORTATION ENGINEERS www.rameykemp.com February 25, 2014 Mr. Troy Austin, P.E. Virginia Department of Transportation P.O. Box 1017 Troy, Virginia 22974 Phone: (434) 589-5871 Subject: Route 631 (Rio Road) at Penfield Lane/Pen Park Lane—Traffic Signal Warrant Analysis Albemarle County, Virginia Dear Mr. Austin, This letter report summarizes the traffic signal warrant analysis performed by Ramey Kemp & Associates, Inc. (RKA) for the referenced intersection. The proposed Stonewater neighborhood will consist of 34 single-family homes and 14 townhomes on the west side of Rio Road across from Pen Park Lane. The purpose of this study is to determine if a traffic signal will be warranted at build-out of the Stonewater neighborhood. Existing Conditions Rio Road is a two-lane Urban Collector with an average daily traffic (ADT) volume of approximately 10,000 vehicles per day, and a posted speed limit of 45 mph. Quality Counts, LLC conducted an AM peak hour (7:00 to 9:00 AM) and PM peak hour (4:00 to 6:00 PM) turning movement count at the study intersection on February 18 and 19. The count data are enclosed for reference. Figure 1 shows the existing lane configuration and the existing AM and PM peak hour traffic volumes at the intersection. Background Traffic Growth To be conservative, a 3% growth rate was applied to existing 2014 traffic volumes to estimate 2016 traffic conditions without the proposed neighborhood. Charlotte,NC - Raleigh,NC;- Richmond.VA - Winston-Salem NC • Mr. Troy Austin, P.E. Page 2 of 5 Proposed Development Traffic Table 1 shows the trip generation potential of the proposed neighborhood based on the Institute of Transportation Engineers (ITE) Trip Generation Manual(9th Edition). Table 1 ITE Trip Generation—9th Edition—Weekday Weekday Land Use Daily Traffic AM Peak Hour PM Peak Hour (ITE Land Use Code) Size (vpd) (vph) (vph) Enter Exit Enter Exit Enter Exit Single-Family Homes 34 homes 195 195 8 25 25 15 (210) Townhomes 14 homes 58 58 2 9 8 4 (230) New External Trips 253 253 10 34 33 19 Based on a review of the existing traffic patterns, roadway network, and surrounding land uses, the following directional distribution was applied to the Stonewater trips: • 50%to/from the north on Rio Road • 50%to/from the south on Rio Road Note that the trips to and from Pen Park Lane are distributed 50% in both directions on Rio Road, so it was assumed that the Stonewater trips will follow the same distribution. Figure 2 shows the site traffic distribution and assignment of the Stonewater trips, and Figure 3 shows the projected 2016 AM and PM peak hour traffic volumes at the study intersection with the Stonewater trips included. AMEY KEMP 4 ASSOCIATES Mr. Troy Austin, P.E. Page 3 of 5 In order to estimate the hourly traffic volumes on Penfield Lane, Table 2 shows the hourly distribution that was applied to the daily trip generation potential of the Stonewater neighborhood trips. Table 2 Hourly Distribution of Stonewater Trips Time Hourly Distribution 6:00 to 7:00 AM 6% 7:00 to 8:00 AM 10% 8:00 to 9:00 AM 6% 9:00 to 10:00 AM 5% 10:00 to 11:00 AM 4% 11:00 AM to Noon 6% Noon to 1:00 PM 8% 1:00 to 2:00 PM 6% 2:00 to 3:00 PM 5% 3:00to4:00PM 5% 4:00 to 5:00 PM 6% 5:00to6:00PM 10% 6:00 to 7:00 PM 6% 7:00to8:00PM 4% Total 87% This hourly distribution assumes that 87%of residential trips occur between 6:00 AM and 8:00 PM, and 13%of residential trips occur between 8:00 PM and 6:00 AM. 14,RAMEY KEMP ASSOCIATES Mr. Troy Austin, P.E. Page 4 of 5 Traffic Signal Warrants The existing hourly traffic volumes were compared to the traffic signal volume warrants published by the Federal Highway Administration (FHWA) in the Manual on Uniform Traffic Control Devices (MUTCD). The MUTCD includes five traffic signal warrants based on traffic volumes: • Warrant 1A—Eight-Hour Vehicular Volume—Minimum Vehicular Volume • Warrant IB—Eight-Hour Vehicular Volume—Interruption of Continuous Traffic • Warrant 1C—Eight-Hour Vehicular Volume—Combination Warrant • Warrant 2—Four-Hour Vehicular Volume • Warrant 3 —Peak Hour Vehicular Volume Rio Road has right-turn lanes in both directions, so those right-turn volumes were excluded from the analysis. Penfield Lane has one shared through-left lane and one exclusive right-turn lane, but to be conservative in the signal warrant analysis, this was treated as a single-lane approach. Even with these conservative assumptions, none of the MUTCD traffic signal warrants will be met at build-out of the Stonewater neighborhood. The HCS traffic volume warrant analysis is enclosed for reference. Traffic Capacity Analysis Traffic capacity analysis for the study intersection was performed using Synchro 8, which is a comprehensive software package that allows the user to model and optimize signal timing for signalized intersections to determine levels-of-service (LOS) based on the thresholds specified in the 2010 Highway Capacity Manual (HCM). Table 3 summarizes the capacity analysis results for the intersection of Rio Road at Penfield Lane / Pen Park Lane, and all of the Synchro output is enclosed for reference. Table 3 Rio Road at Penfield Lane/Pen Park Lane AM PEAK HOUR PM PEAK HOUR CONDITION LANE GROUP Lane Lane Overall Lane Overall LOS Queue LOS Lane Queue LOS (ft) (Delay) LOS (ft) (Delay) EBL/T' D 3 D 5 EBR' B 0 B 0 WBL/T/R' C 13 D 8 Existing 2014 NBL A 0 2 A 3 Conditions NBR _ - N/A - - N/A2 SBL A 0 A 0 SBT - _ - - SBR - - - - EBL/T' D 15 E 15 EBR1 B 3 B 3 WBL/T/R' C 15 D 13 Build 2016 Conditions NBL A 3 2 A 3 with Stonewater NBT - - N/A - - N/A2 NBR - - - - SBL A 0 A 0 SBT SBR - - - - 1. Level of service for minor approach. 2. HCM methodology does not provide lane group or overall LOS,delay,and queue lengths for major street through movements or right turns at unsignalized intersections. 4),,,•AMEY KEMP 4 ASSOCIATES Mr. Troy Austin. P.E. Page 5 of 5 Capacity analysis indicates that the minor street left-turn movements currently operate with moderate delays during the AM and PM peak hours. At build-out of the Stonewater neighborhood, the minor street lett-turn movements are expected to continue to operate with moderate delays during the AM and PM peak hour,. with minimal queue lengths. Please contact me at (804) 217-8560 if you have any questions about this report. Sincerely, `) 414--'P.- Ramey Kemp & Associates, Inaz c.) CARL A !+ULTG Lids. Nt.). 0496 > — 3*C —1.i (f." Carl Hultgren, P.1:., PTOE ¢`�S/ONAL �y`•1°� Regional Manager Enclosures: Traffic figures,Traffic count data, HCS signal warrant output, Synchro output Copy to: Ms. Megan Yaniglos, Albemarle County Mr. Hunter Craig, Hunter Craig Company Mr. Scott Collins, P.E., Collins Engineering RAMEY KEMP �4 ASSOCIATES EXISTING 2014 LANE CONFIGURATION # a e 6 42 M Lane I �j e 7517 r Pea Park - Lane 0 EXISTING 2014 TRAFFIC VOLUMES Cc" 00 Penfield �20(6) Lane � 17 02)2) 7(9) 0(o)—.- 7 rflihn Pea Park 6(3) ` °", Lane LEGEND cc-,7 1/42 -i Lane Configuration N,� X' Storage Length(In Feet) o �" � o X(Y) AM(PM)Peak Hour Traffic Volumes a 4 R A M E Y K E M P Stonewater Existing Traffic Conditions i ASSOCIATES Albemarle County, Virginia T ►ORTATION •NOIN!!!! Scale:Not to Scale Figure 1 50 % '1 TRAFFIC DISTRIBUTION N A Penfield Lane (50%)J Pen park (50%) � 0 Lane 0 o 'Cj o 50 % TRAFFIC ASSIGNMENT Penfield Lane 17 0).JPen Park 17 (10)) Lane LEGEND , X% Entering Distribution (X%) Exiting Distribution X% Regional Distribution X(Y) AM(PM)Peak Hour Traffic Volumes Traffic Distribution R A M E Y K E M P Stonewater and Assignment ASSOCIATES Albemarle County, Virginia OOO TATIO '"a' Scale:Not to Scale Figure 2 41. Penfield -21 (6) Lane •- 18(0) 24(19)J (13) 0(0)-1.- r Pen park 23(13)) o o-, Lane Z b o IV LEGEND X(Y) AM(PM)Peak Hour Traffic Volumes 41 R A M E Y K E M P Stonewater Build Traffic Conditions r ASSOCIATES Albemarle County, Virginia TMAN.rO11TA71aN .way Scale:Not to Scale Figure 3 Type of peak hour being reported:Intersection Peak Method for determining peak hour:Total Entering Volume LOCATION: Rio Rd E--Pen Park Ln QC JOB#: 12429601 CITY/STATE: Charlottesville,VA DATE:Wed, Feb 19 2014 442 550 Peak-Hour:7:30 AM--8:30 AM • 0.83 I 1 428 3 I Peak 15-Min:7:45 AM--8:00 AM a f 0.0 3.0 7.7 4 j U .+ j v 11 •7 t 20 4. 37 9.1 ~0.0 1 115.0«10.8 0.88 0 . 0.86 ~ 0 r___0.71 •► s 0.0 * « 0.0 * 13 6 h * 17 26 ...„„,, 7.7 16.77 • �� 5.915.4 523 1* ( Ualtty Counts 100 3.8 231 L01 0.90 546 - 3.3 4.4 I_ I � j :I 0 0 J t 0 0 0 0 '� •« 0 _1„E. «..�► 0 '•, ♦ red 0 0 70 0 0 � ( J NA I I r i s • J 4(01>t F :.mp 41 I I J _ t NA ~ NA NA r ~ NA • 7 4- • - 4. • A N • ', * r' NA [--- 15-Min Count Rio Rd E Rlo Rd E Pen Park Ln Pen Park Ln Total Hourly Period (Northbound) (Southbound) (Eastbound) (Westbound) Totals Beginning At keft Thru Right U Left Tpry Right U , Left ,Jhru Right . Left Thru Right L 7:00 AM 3 50 3 0 1 45 1 0 3 0 0 0 2 0 4 0 112 4 0 241 7:15 AM 2 98 2 0 1 74 1 0 2 0 2 0 3 0 4 0 189 1 1 ,12744,r4;,,,:,4 5 0x 22 w ro C.�? ”z `1"4` "' ''*240.;"-''.. ' ..a ax ;?^ +`i..xxY r^w' i..t ti b m[„ .�,�*`7 ..',:'�� K"1.v'1,�5 ;.:°: >�z„�`' " . ,�.,. , 7 .',� 8:OQ f' 8 12 ! 2 0 4 111 0 0 2 0 2 0 5, 0 . 2 0 ' y 990 8.15AM f 12'0 4 0 5 92 1 0 3 1,i31 1 D 4 0 6 0 237 1038 8:30 AM 2 94 1 0 1 101 0 0 2 0 0 5 0 2 0 208 1005 8:45 AM 2 133 1 0 2 81 1 0 3 0 1 0 11 0 2 0 237 939 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates 41'.11 Ti Right U Left Thru32 0 0 8 0 8 Right. U .4 Leff Thrq_ Right U Deft _MN $tght _U_ Toll! All Vehicles 8 588 8 0 5 0 20 0 32 0 1212 Heavy Trucks 0 20 0 0 12 0 0 0 4 0 0 0 36 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Report generated on 2/24/2014 7:24 AM SOURCE:Quality Counts,LLC(http://www.qualitycounts.net)1-877-580-2212 Type of peak hour being reported:Intersection Peak Method for determining peak hour:Total Entering Volume LOCATION: Rio Rd E--Pen Park Ln QC JOB#: 12429602 CITY/STATE: Charlottesville,VA DATE:Tue, Feb 18 2014 412 663 Peak-Hour:4:45 PM--5:45 PM 1.0 0.6 • o.90 16 396 11 I Peak 15-Min:5:00 PM--5:15 PM i it 0.0 1.0 0.0 4 i t. 27 4.9 t 6~ 18 r i 4 0.0 •0.0 1 t 0.0~ 0.0 0.60 0 ♦ 0.91 ~ 0 0.79 �► 1 • ilf « 0.0 12 3 ! 12 221111141 0.0 �o0 1.,I ! �� 0.0• 0.0 22 648 11 i ! Quality Counts 0.0 0.6 0.0i 411 0.94 681 - ♦ ! 1.0 0.6 0 L I - I .✓ 0i 4 o 1 J t 0 0I O 0 * 0 J I L 0 ▪.ti • to p li ! I NA _±.. I NA 41 4 to 7 1 I ri---- I t 4 4/>, NA « NA NA • [ii;~ NA 41 * r r____ i NA t h t P 7NA 1 15-Min Count Rio Rd E Rio Rd E Pen Park Ln Pen Park Ln Total Hourly Period (Northbound) (Southbound) (Eastbound) Beginning At Left Thru _Right U (Westbound) Totals Left Thru Right � Left Thru Right _ U _Left zhru Right 4:00 PM 2 150 4 0 3 90 1 0 0 0 2 0 4 0 3 0 259 4:15 PM 4 135 4 0 8 78 0 0 2 0 1 0 2 0 5 0 239 4:30 PM 0 152 2 0 4 81 2 0 0 0 1 0 3 0 4 0 249 , B � � moo„ „�, rr1,�,, ' ,< `;,,, 1s„ „ rz,,, s .- tis y '' 0a rV741, 1000 518 PM 1`51 3 0 2 98 2 0 1 0. 1' 0 3 '. 0 1 0 273 1089 5:30Pf11 , ,`5 - 187 8 0 2 91 0 0 4 0 0 0 5`, 0 2 0 21+1 1123' 5:45 PM 4 161 1 0 2 77 1 0 1 0 0 0 3 0 1 0 251 1116 Peak 15-Min Northbound Southbound Eastbound Westbound Flowrates jaft Ihr4 Bight _.V J,eft Thru sight U Left Thr<{ Right V Left Thrq Right U___ _ Tot$i All Vehicles 20 716 0 0 12 440 4 0 12 0 8 0 12 0 12 0 1236 Heavy Trucks 0 4 0 0 4 0 0 0 0 0 0 0 8 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Report generated on 2/24/2014 7:24 AM SOURCE:Quality Counts,LLC(http://www.qualitycounts.net)1-877-580-2212 Warrants Volume Page 1 of 1 Warrants Volume Information Analyst CRE 'Intersection Rio Road at Pen Park Lane Agency/Co RICA Jurisdiction Albemarle County Date Performed 2-24-14 Units U.S.Customary Project ID 14036-Stonewater Time Period Analyzed Build Conditions East/West Street Pen Park Lane/Penfield Lane North/South Street Rio Road File Name Rio Road at Pen Park Lane Major Street North-South Project Description 14036-Stonewater Warrant 1 Condition A•Minimum Vohicular%fume Condition 8•Interruption of Continuous Traffic Vehicles per hour on higher-wlumle Vehicles per hour on Number of lanes for Vehicles per hour on major street minor-street approach higher—volume moving tr Mc on each approach (total of both approaches) (one direction only) Number of Lancs for Vehicles per hour on major street inner-street approach moving traffic on each approach (total of both approaches) lone diecho n only) Major Street Mier Steet 100W 80% 70%' 100%' 80-'6' 70%' Major Street Minor Steet 100W 86/If 10%' 110%' 80gt` 70%" 1 i . 500 401) 350 150 120 105 , — — ——— 2orrnore... 1 . 600 480 420 150 120 105 L.__ -_. 1... 750 600 525 /5 60 53 2 or more... 2 or more... 600 480 420 200 160 140 2 or lore... 1... 900 720 630 /5 60 53 1 2 or more.... 500 400 350 200 160 140 2 or more... 2 or more.. 900 720 630 100 80 70 t.__.._.._... 2 or mare.... 750 600 525 100 80 70 Warrant 2 Warrant 3 E500 . �21 On MORE UNI S d 2 4 R AMIE LANE' a = 400 Z OR MORE LANES aI 1 LANE = 500 2 OR MORE LINES a 20R MORE LANESIf ¢1 300 40111 1 LANE A 1 I W a 406 2OR LAtEs1 I IANE N� $ 390 11ANE alLANE-- w 200 g gwg M0 111111.116..._ •115 �j Zdb '150 ]O 100 1,— . •60 9 100 •100 2 x 2 U 2 300 400 500 800 700 600 900 1000 1100 1200 1300 1400 430 500 900 700 000 600 1000 1100 1200 1300 1430 1500 1600 1700 (*30 MAJOR STREETtI-TOTALIOF BOTH APPROACHES-VPH MAJOR STREET-TOTAL OF BOTH APPROACHES-VPH 400 1 MOPE LINES dI2 OFl I LMIES I I I I I O 300 l l 6 400 2 OR MORE LANES d 2 OR MORE LANES ¢i'4 20R MORE LANES 8/LANE w . 2 0P MORE LANES 6 I LANE 300I CC a�DO I UNE a/LANE 1 LANE 6 11LANE 2= 2 200 2- g100 iW •loo 60 m -75 200 300 400 500 600 700 600 900 1000 300 400 500 800 700 600 900 1606 1100 1200 1300 MAJOR STREET-TOTAL OF BOTH APPROACHES-VPH MAJOR STREET-TOTAL OF BOTH APPROACHES-VPH Volume Summary Major Street Lanes 2+ Minor Street Lanes 1 Speed 45 Population 10000+ Hours Major Minor Total 1A 1A 1B 1B 2 3A 3B Volume Volume Volume (70%) (56%) (70%) (56%) (70%) (70%) (70%) 07-08 846 38 919 No No No No No No No 08-09 939 40 1009 No No No No No No No 09-10 0 0 0 No No No No No No No 10-11 0 0 0 No No No No No No No 11-12 , 0 0 0 No No No No No No No 12-13 0 0 0 No No No No No No No 13-14 0 0 0 No No No No No No No 14-15 0 0 0 No No No No No No No 15-16 0 0 0 No No No No No No No 16-17 1024 24 1071 No No No No No No No 17-18 1147 38 1207 No No No No No No No 18-19 0 0 0 No No No No No No No Totals 3956 140 4206 0 0 0 0 0 0 0 Copyright®2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 2/25/2014 8:57 AM file:///C:/Users/Cory%20Evans/AppData/Local/Temp/w2k2E39.tmp 2/25/2014 Project: Stonewater Date: 25-Feb-14 Existing 2014 Counts Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 7:00 7 0 5 13 0 20 8 428 12 6 344 2 8:00 10 0 4 25 0 12 11 470 8 12 385 2 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 3 0 4 10 0 12 12 582 12 19 346 5 17:00 9 0 3 14 0 7 20 664 10 9 376 4 18:00 19:00 Total 29 0 16 62 0 51 51 2,144 42 46 1,451 13 1.0609 Projected 2016 Volumes Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 0 0 0 0 0 0 0 0 0 0 0 0 7:00 7 0 5 14 0 21 8 454 13 6 365 2 8:00 11 0 4 27 0 13 12 499 8 13 408 2 9:00 0 0 0 0 0 0 0 0 0 0 0 0 10:00 0 0 0 0 0 0 0 0 0 0 0 0 11:00 0 0 0 0 0 0 0 0 0 0 0 0 12:00 0 0 0 0 0 0 0 0 0 0 0 0 13:00 0 0 0 0 0 0 0 0 0 0 0 0 14:00 0 0 0 0 0 0 0 0 0 0 0 0 15:00 0 0 0 0 0 0 0 0 0 0 0 0 16:00 3 0 4 11 0 13 13 617 13 20 367 5 17:00 10 0 3 15 0 7 21 704 11 10 399 4 18:00 0 0 0 0 0 0 0 0 0 0 0 0 19:00 0 0 0 0 0 0 0 0 0 0 0 0 Total 31 0 17 66 0 54 54 2,275 45 49 1,539 14 Hourly Distribution of Stonewater Traffic Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 7:00 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 8:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 9:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 10:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 11:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 12:00 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 8% 13:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 14:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 15:00 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 5% 16:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 17:00 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 10% 18:00 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 6% 19:00 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% 4% Total 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Stonewater Traffic Distribution Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 50% 50% 50% 50% 7:00 50% 50% 50% 50% 8:00 50% 50% 50% 50% 9:00 50% 50% 50% 50% 10:00 50% 50% 50% 50% 11:00 50% 50% 50% 50% 12:00 50% 50% 50% 50% 13:00 50% 50% 50% 50% 14:00 50% 50% 50% 50% 15:00 50% 50% 50% 50% 16:00 50% 50% 50% 50% 17:00 50% 50% 50% 50% 18:00 50% 50% 50% 50% 19:00 50% 50% 50% 50% Total -- -- -- -- Stonewater Volumes Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 8 0 8 0 0 0 8 0 0 0 0 8 7:00 13 0 13 0 0 0 13 0 0 0 0 13 8:00 8 0 8 0 0 0 8 0 0 0 0 8 9:00 6 0 6 0 0 0 6 0 0 0 0 6 10:00 5 0 5 0 0 0 5 0 0 0 0 5 11:00 8 0 8 0 0 0 8 0 0 0 0 8 12:00 10 0 10 0 0 0 10 0 0 0 0 10 13:00 8 0 8 0 0 0 8 0 0 0 0 8 14:00 6 0 6 0 0 0 6 0 0 0 0 6 15:00 6 0 6 0 0 0 6 0 0 0 0 6 16:00 8 0 8 0 0 0 8 0 0 0 0 8 17:00 13 0 13 0 0 0 13 0 0 0 0 13 18:00 8 0 8 0 0 0 8 0 0 0 0 8 19:00 5 0 5 0 _ 0 0 5 0 0 0 0 5 Total 110 0 110 0 0 0 110 0 0 0 0 110 Total Volumes Eastbound(Penfield Lane) Westbound(Pen Park Lane) Northbound(Rio Road) Southbound(Rio Road) Start Time Left Thru Right Left Thru Right Left Thru Right Left Thru Right 6:00 8 0 8 0 0 0 8 0 0 0 0 8 7:00 20 0 18 14 0 21 21 454 13 6 365 15 8:00 18 0 12 27 0 13 19 499 8 13 408 10 9:00 6 0 6 0 0 0 6 0 0 0 0 6 10:00 5 0 5 0 0 0 5 0 0 0 0 5 11:00 8 0 8 0 0 0 8 0 0 0 0 8 12:00 10 0 10 0 0 0 10 0 0 0 0 10 13:00 8 0 8 0 0 0 8 0 0 0 0 8 14:00 6 0 6 0 0 0 6 0 0 0 0 6 15:00 6 0 6 0 0 0 6 0 0 0 0 6 16:00 11 0 12 11 0 13 20 617 13 20 367 13 17:00 22 0 16 15 0 7 34 704 11 10 399 17 18:00 8 0 8 0 0 0 8 0 0 0 0 8 19:00 5 0 5 0 0 _ 0 5 0 0 0 0 5 Total 141 0 127 66 0 54 164 2,275 45 49 1,539 124 Stonewater Development Existing Conditions 1: Rio Road & Penfield Lane/Pen Park Lane Timing Plan:AM Peak Hour Intersection Int Delay,s/veh 1.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol,veh/h 7 0 6 17 0 20 10 523 13 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free RT Channelized - - None - - None - - None Storage Length - - 75 - - - 75 - 150 Veh in Median Storage,# - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 Mvmt Flow 8 0 7 19 0 22 11 581 14 Major/Minor Minor2 Minor/ Major/ Conflicting Flow All 1118 1107 476 1107 1107 581 476 0 0 Stage 1 504 504 - 603 603 - - - - Stage 2 614 603 - 504 504 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Followup Hdwy 3.518 4,018 3.318 3.518 4.018 3.318 2.218 - - Pot Cap-1 Maneuver 184 210 589 188 210 514 1086 - - Stage1 550 541 - 486 488 - - - - Stage 2 479 488 - 550 541 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 173 205 589 182 205 514 1086 - - Mov Cap-2 Maneuver 173 205 - 182 205 - - - - Stage 1 544 533 - 481 483 - - - - Stage 2 454 483 - 536 533 - - - - Approach EB WB NB HCM Control Delay,s 19.6 20.1 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity(veh/h) 1086 - - 173 589 280 993 - - HCM Lane V/C Ratio 0.01 - - 0.045 0.011 0.147 0.015 - - HCM Control Delay(s) 8.3 - - 26.8 11.2 20.1 8.7 - - HCM Lane LOS A - - D BC A - - HCM 95th%tile Q(veh) 0 - - 0.1 0 0.5 0 - - Stonewater Development 2/24/2014 Existing Conditions Synchro 8 Report RKA Page 1 Stonewater Development Existing Conditions 1: Rio Road & Penfield Lane/Pen Park Lane Timing Plan:PM Peak Hour Intersection Int Delay,s/veh 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol,veh/h 9 0 3 12 0 6 22 648 11 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free RT Channelized - - None - - None - - None Storage Length - - 75 - - - 75 - 150 Veh in Median Storage,# - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 0 3 13 0 7 24 720 12 Major/Minor Minor2 Minor/ Major/ Conflicting Flow All 1236 1233 440 1233 1233 720 440 0 0 Stage 1 464 464 - 769 769 - - - - Stage 2 772 769 - 464 464 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - Pot Cap-1 Maneuver 153 177 617 154 177 428 1120 - - Stage 1 578 564 - 394 411 - - - - Stage 2 392 411 - 578 564 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 147 171 617 149 171 428 1120 - - Mov Cap-2 Maneuver 147 171 - 149 171 - - - - Stage 1 566 556 - 386 402 - - - - Stage 2 378 402 - 567 556 - - - - Approach EB WB NB HCM Control Delay,s 26.2 26.2 0.3 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity(veh/h) 1120 - - 147 617 190 882 - - HCM Lane V/C Ratio 0.022 - - 0.068 0.005 0.105 0.014 - - HCM Control Delay(s) 8.3 - - 31.3 10.9 26.2 9.1 - - HCM Lane LOS A - - D BD A - - HCM 95th%tile Q(veh) 0.1 - - 0.2 0 0.3 0 - - Stonewater Development 2/24/2014 Existing Conditions Synchro 8 Report RKA Page 1 Stonewater Development Build Conditions 1: Rio Road & Penfield Lane/Pen Park Lane Timing Plan:AM Peak Hour Intersection Int Delay,s/veh 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol,veh/h 24 0 23 18 0 21 16 555 14 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free RT Channelized - - None - - None - - None Storage Length - - 75 - - - 75 - 150 Veh in Median Storage,# - 0 - - 0 - - 0 - Grade,% 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 0 26 20 0 23 18 617 16 Major/Minor Minor2 Minorl Majorl Conflicting Flow All 1200 1188 504 1188 1188 617 504 0 0 Stage 1 536 536 - 652 652 - - - - Stage 2 664 652 - 536 536 - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - _ - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - Pot Cap-1 Maneuver 162 188 568 165 188 490 1061 - - - Stage 1 529 523 - 457 464 - - - Stage 2 450 464 - 529 523 - Platoon blocked,% - - Mov Cap-1 Maneuver 150 182 568 154 182 490 1061 Mov Cap-2 Maneuver 150 182 - 154 182 - - - - Stage 1 520 514 - 449 456 - - - - Stage 2 421 456 497 514 - - - - Approach EB WB NB HCM Control Delay,s 23.1 22.9 0.2 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity(veh/h) 1061 - - 150 568 244 963 - - HCM Lane V/C Ratio 0.017 - - 0.178 0.045 0.178 0.016 - HCM Control Delay(s) 8.5 - - 34.1 11.6 22.9 8.8 - HCM Lane LOS A - - D BC A - - HCM 95th%tile Q(veh) 0.1 - - 0.6 0.1 0.6 0 - - Stonewater Development 2/24/2014 Build Conditions Synchro 8 Report RKA Page 1 Stonewater Development Build Conditions 1: Rio Road & Penfield Lane/Pen Park Lane Timing Plan:PM Peak Hour Intersection Int Delay,s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR Vol,veh/h 19 0 13 13 0 6 40 688 12 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free RT Channelized - - None - - None - - None Storage Length - - 75 - - - 75 - 150 Veh in Median Storage,# - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 Mvmt Flow 21 0 14 14 0 7 44 764 13 Major/Minor Minor2 Minorl Majorl Conflicting Flow All 1350 1346 467 1346 1346 764 467 0 0 Stage 1 493 493 - 853 853 - - - - Stage 2 857 853 - 493 493 - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 Pot Cap-1 Maneuver 128 151 596 128 151 404 1094 - Stage 1 558 547 - 354 376 - - - - Stage 2 352 376 - 558 547 - - - - Platoon blocked,% - - Mov Cap-1 Maneuver 121 143 596 120 143 404 1094 Mov Cap-2 Maneuver 121 143 - 120 143 - - - - - Stage 1 536 539 - 340 361 - - - - Stage 2 332 361 - 536 539 - - - - Approach EB WB NB HCM Control Delay,s 28.8 32.1 0.5 HCM LOS D D Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2 WBLn1 SBL SBT SBR Capacity(veh/h) 1094 - - 121 596 154 849 HCM Lane V/C Ratio 0.041 - - 0.174 0.024 0.137 0.016 - - HCM Control Delay(s) 8.4 - - 40.9 11.2 32.1 9.3 - - HCM Lane LOS A - - E BD A - - HCM 95th%tile Q(veh) 0.1 - - 0.6 0.1 0.5 0 - - Stonewater Development 2/24/2014 Build Conditions Synchro 8 Report RKA Page 1