Loading...
HomeMy WebLinkAboutSDP200900009 Calculations (2)TRAFFIC IMPACT ANALYSIS REPORT ARDEN PLACE DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA 1.INTRODUCTION AND SUMMARY 1.1.Purpose and Study Objectives The contents of this report present the findings of a traffic impact analysis (TIA) for the proposed Arden Place Development to be located in Albemarle County, Virginia. The purpose and objective of this study is to determine the impact on the transportation system surrounding the property caused by the traffic attracted to and generated by the development of this property. This study analyzes existing and future weekday AM and PM peak hour traffic conditions and provides conclusions and recommendations of the study findings. A revised addendum has also been provided for this project to assess alternative access plans and a change in density. 1.2.Executive Summary The proposed development will be located on the northwestern frontage of Putt Putt Place and Rio Hill Drive, Albemarle County, Virginia. Per Chapter 527 Traffic Impact Regulations, the scope of the project was developed through coordination with Albemarle County and VDOT. Refer to Appendix A for the Pre Scope form. Access to the development is proposed via one full movement roadway onto Putt Putt Place. It was determined that the study area would consist of the following intersections: 1.Rio Road and Putt Putt Place, 2.Rio Road and Old Brook, 3.Rio Road and Albemarle Square, 4.Rio Road and US 29, 5.US 29 Albemarle Court. It was determined that the following traffic conditions would need to be studied in order to accomplish the objective of determining the site impacts: 1. Existing (2009) traffic conditions, 2. Background (2015) traffic conditions without the site expansion, 3. Combined (2015) Access Plan #1 conditions for the single connection via Putt Putt Place (original density), 4. Combined (2015) Access Plan #2 conditions assuming dual connections via Putt Putt Place and Albemarle Square (original density), 5. Combined (2015) Access Plan #3 conditions for full movement at Putt Putt Place and interconnection to Carmike Cinema (revised density), 6. Combined (2015) Access Plan #4 conditions for left-over access at Putt Putt Place and secondary right - in/right -out access on Rio Road (revised density). Existing traffic counts were performed at each of the existing study intersections during both the AM and PM peak hours of an average weekday. Traffic volumes were projected to the year 2015 by applying an annual growth rate of 1.5% per year. Based on the preliminary site plan, at buildout the site will include an apartment complex with 206 dwelling units. Based on revised densities, the number of dwelling units was increased to 221 units. Under combined (2015) conditions, the development is expected to generate a total of 1,372 total trips (686 entering and 686 exiting) during a typical 24 -hour weekday. Further analysis indicates that the site will generate a total of 105 trips (21 entering and 84 exiting) during the AM peak hour and 131 total trips (85 entering and 46 exiting) during the PM peak hour. Under the revised density, the development is expected to generate a total of 1,462 total trips (731 entering and 731 exiting) during a typical 24 -hour weekday. Further analysis indicates that the site will generate a total of 112 trips (22 entering and 90 exiting) during the AM peak hour and 139 total trips (90 entering and 49 exiting) during the PM peak hour. Site trips generated by the proposed development expansion under combined (2015) conditions, were assigned to study intersections according to the following distribution percentages: 40% to /from the south along US 29, 25% to /from the north on US 29, 30% to /from the east on Rio Road, 5% to /from the west on Rio Road. Analysis indicates that the proposed development expansion will have minimal impact on the study area intersections. All movements at intersections in the study area operating at acceptable levels of service under existing conditions are expected to continue operating at acceptable levels of service under the proposed single traffic access at Putt Putt Place. Analysis results presented in the addendum for the original report indicate that full movement access can be maintained based on operational and safety analysis of the Putt Putt Place and Rio Road intersection. As part of the development infrastructure improvements to account for impacts to the surrounding transportation infrastructure, it is recommended to provide the following improvements as part of the proposed site: 1.Restripe the southbound approach at Rio Road and Putt Putt Place, in order to provide one southbound left turn lane and one southbound right turn lane. 2.Maintain full movement access at Rio Road and Putt Putt Place intersection. APPENDIX I ANALYSIS ADDENDUM ANALYSIS ADDENDUM ADREN PLACE DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA 1.Introduction This analysis addendum is intended to be included as Appendices I through N to the previously submitted Arden Place TIA dated April 2009. This analysis responds to the comments from Albemarle County during a public hearing concerning the previously submitted TIA. It focuses on an additional analysis of US 29 at Albemarle Court assuming an internal connection with the site, a revised site access analysis, and a safety analysis of Putt-Putt Place at Rio Road. Additionally, it provides analysis to determine impacts expected as a result of increasing the site density from 206 to 221 units. 2.Site Trip Generation The average weekday daily AM peak and PM peak hour site trips for this study were calculated utilizing the Institute of Transportation Engineers (ITE) Trip Generation Manual 7 Edition). Based on the preliminary site plan, at buildout the site will include approximately 221 of apartments (ITE Code 220). Analysis indicates that at buildout conditions, the site will generate approximately 1,462 total trips (731 entering and 731 exiting) during a typical 24 weekday. Further analysis indicates that the site will generate a total of 112 trips (22 entering and 90 exiting) during the AM peak hour and 139 total trips (90 entering and 49 exiting) during the PM peak hour. Refer to Table 7 for details on the site trip generation for buildout conditions. 1 TABLE Jl PROPOSED DEVELOPMENT TRIP GENERATION ITE TRIP GENERATION MANUAL DENS r:LAND.I;TS a A1kI Pea N } y Hourk TE CQDT)dweifing. W e d ri Oti P e (uph) da ps'M.P Trips amp: ° =w: y x'p s (V -- ENTER EXIT ENTER:: , EXIT.:..: ENTER _ EXIT:: Apartment 221 731 731 22 90 90 49 220) Total Trips 731 731 22 90 90 49 3.Internal Connection Analysis The original study assumed only one point of access via Putt-Putt Place at Rio Road. According to Albemarle County, internal connection to the existing development Carmike Cinema could provide alternative access to the site via US 29. In order to determine the effects of an internal connection with this development, additional analysis scenarios are required. This analysis studies the following scenarios: Background 2015 conditions (without the site traffic). These traffic conditions act as a base scenario to measure the impact of site traffic. Combined 2015 conditions (with the site traffic). These conditions add the site traffic from the Arden Place Development to the base scenario and show the impacts versus the base scenario. A turning movement traffic count was conducted at the signalized intersection of US 29 at Albemarle Court (Carmike Cinema site access) on a typical weekday during the AM (7:00 AM — 9:00 AM) peak period and the PM (4:00 PM — 6:00 PM) peak period. Each intersection count also included a count of heavy vehicles by approach. Refer to Appendix B for a copy of the raw traffic count data at all locations. All through traffic on US 29 at the intersection of US 29 at Albemarle Court was projected from existing counts at the intersection of US 29 at Rio Road. Traffic volumes were balanced between these intersections, where appropriate. 2 3.1.Traffic Conditions Existing (2009) traffic counts were projected to background (2015) traffic volumes assuming a 1.5% growth rate which is discussed on page 21 of the original TIA. Refer to Figure J1 for the background 2015 traffic volumes. Trip distributions at the site drives were re- determined based on existing overall trip distributions and access scenarios. Refer to Figure J2 for revised trip distributions. Site trips were assigned based on the revised trip distributions in Figure J2 and are shown in Figure J3. Combined (2015) traffic conditions were determined by combining background (2015) traffic volumes (Figure JD with the site traffic volumes (Figure J3). Refer to Figure J4 for the revised combined (2015) traffic volumes. 3.2.Background Analysis The background (2015) traffic conditions were analyzed utilizing Synchro 7.0. Analysis assumed the same lane configuration as seen in Figure 4 of the original TIA. Refer to Table J2 for the background capacity analysis results for the AM and PM peak hours. Refer to Figures J5 and J6 for illustrations of the background capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix J for detailed background intersection capacity analysis results under the internal access scenario. 3 00 Vo 00 k.o o\ 71- en ^ OO N csi 112/185 O cn cn 71- 4iio 12/37N O° ' '" 4 NI -- 3117/2351 j f- 484/573 f- 132/361 138/174 J t i US ROUTE 29 15/74 J t if-1104/2275 --0- N rn Go 1711/3082 --- 0.- kr, o N 101/168 i N °;126/398 -M M M 00 k.O N M V1 kO of M N N d'W 00 00 O N 7 4 22/56 W N N as 39/127 d OALBEMARLESQUARE I 12/109J t I 1/30 ---6- el o,I 2/63 -- d 00 PROPOSED SITE N k - 83/131 I i- 27/48 Q t PUTT PUTT PLACE 0 en c) 00 O N00 00 00 0 00 8 --96/115 N v Ns -- 0/0 i- 76/93 29/45 -t rm.- OLD BROOK ROAD 0 7 0/1 —M to 51 21/17 — i v' o I ` C1 v-) M 00 LEGEND 333/555 -- .Weekday AM/PM Peak Hour Traffic PROPOSED DEVELOPMENT Existing Traffic Signal ALBEMARLE COUNTY, VIRGINIA O BACKGROUND (2015) Unsignalized Intersection PEAK HOUR TRAFFIC Existing Roadway SCALE: Not to Scale F JI Proposed Entrance 4 I ria i— 5%r 20% t r ... US ROUTE 29 A t r" 25% 40%5 %) 0 40%0-o 0 o W o H O O L.- V ALBEMARLE SQUARE d v t r'I trl PROPOSED SITEo 50 %)I Li.... i — (30 %)I q f -PUTT PUTT PLACE a M O k_0 O M A 1 t r OLD BROOK ROAD M ee.vil #LEGEND 30 %/(50 %) —Entering/Exiting Primary Distribution Existing Traffic Signal PROPOSED DEVELOPMENT 0 ALBEMARLE COUNTY, VIRGINIA Unsignalized Intersection PRIMARY DISTRIBUTION Existing Roadway INTERNAL ACCESS SCENARIO Proposed Entrance SCALE. Not to Scale Figure J2 5 o kn o 0/0 0 0 0 0/0 0 /0 000 I---/5 L. i i-- 4/18 US ROUTE 29 o-520/0 -s- 9/36 v 0/0 --i, o o W o 0 C- 0/0 E-y 0 0 010 f=1 OJr0/0 ALBEMARLE SQUARE dc) 0/0 A f r --1 N . SITE o -k-- 45/25 L... i - 27/15 D tPUTT PUTT PLACE O cv 0 u N n OLD BROOK ROAD ____, l t rr N i t--. afii,64 LEGEND 333/555 --0-Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT OUnsignalized Intersection ALBEMARLE COUNTY, VIRGINIA TOTAL SITE TRIPS Existing Roadway INTERNAL ACCESS SCENARIO Proposed Entrance 6 SCALE: Not to Scale I Figure 13 A e N M,.° N 112/185 0. M M 12/37 co N ^ 2301/1745 ch ° '" 3118/2356 j x485/578 j r 136/379 138/174 ---# 1 f r - US ROUTE 29 15/74 01 t /-1104/2275 ---i 0 1716/3084 -- O 110/204 -1 rr - c N 126/398 -M - M cr N N t W M O in o 4 22/56 w O N as L 39/127 w ALBEMARLE SQUARE N I 12/109 -4 f 1 1 / 3 0 4 PROPOSED 0 SITE N N 128/156 l r 54/63 t rib- PUTT PUTT PLACE Q M p O P4 M 00 4 96/ 115 r 't 0/0 J 1,..., i 76/93 29/45 OLD BROOK ROAD II 21/17 --i M o t LEGEND 00 333/555 -Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA OUnsignalized Intersection COMBINED (2015) INTERNAL ACCESS Existing Roadway PEAK HOUR TRAFFIC Proposed Entrance 7 I SCALE Not to Scale Figure J4 1 TABLE J2 BACKGROUND (2015) CAPACITY ANALYSIS RESULTS - INTERNAL ACCESS SCENARIO 7, '-Ati'1 PEAK116UR PM -PEAK HOUR" 4N!1 RSECTI ©N 'r °Lane Lane" ` overall _ °Lane ""'° `- 'Lane.. Overall RU7 L "Lane _r : - OS Delay Queue " - ,O$Delay Queue _ LOS' s)eft) Delay) LOS ' s)ft) ` :° ' (Delay) " EBL'B 11.3 9 B 14.7 30 Rio Road at Putt-EBT Putt Place WBT Unsignalized]SBR C 19.4 9 D 28.1 24L SBR B 13.8 16 C 17..3 36 EBL E 55.4 94 F 211.1 241 EBT D 46.1 57 D 46.0 194 EBR D 44.8 47 D 40.1 58 WBL D 51.2 153 D 54.3 144 WBT D 44.1 144 C D 40.7 197 Rio Road at US 29 WBR D 43.2 128 F 208.2 665 E Signalized]NBL E 58.9 107 32 D 51.7 105 75.9) NBT C 28.1 265 E 66.3 625 NBR A 0.1 0 A 0.1 0 SBL D 47.8 250 F 147.9 386 SBT C 25.4 527 C 29.6 361 SBR A 0.1 0 A 0.2 0 EBL D 42.1 41 D 52.2 85 EBT B 17.5 231 C 31.3 412 B 13.0 11 C 20.5 WBL F 129.4 29 E 58.9 123 Rio Road at WBT C 21.6 315 C 32.4 458 Albemarle Square WBR B 14.4 36 1 D 42.6 134 [Signalized]NBL C 31.9 26 SBL C 30.3 56 D 48.2 157 1 77 F 225.4 543 Albemarle Court WBR D 46.0 31 F 85.3 468 Carmike Cinema NBL A 4.1 15 F 20 SBT A 4.4 Signalized] B 11.2 314 i' 1. Major street left -turn movement 2. Minor street approach 3. Overall LOS and Delay are not calculated for unsignalized intersections Capacity analysis of the unsignalized intersection of Putt-Putt Place at Rio Road indicates that all lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Note that the original report stated that operation of the southbound left lane group at this intersection was expected to operate at LOS E during the AM peak hour and LOS F during the PM peak hour under background 2015 conditions. When the 8 in v A /0.1/0 4 A/1.9/5 v n C125.4 A/4.4/320 Ca D147.81250 Q F182.41144 E/58.9/107 US ROUTE 29 A/4.1/15 — C/28.1/265 A/2.7/121 0 0 A/0.1/0 v M A/2.1/12 O 66 M [`N Q C/28.7/29 I- C/30.3/56 ALBEMARLE SQUARE w 0 C/31.9126 — tt C/31.1/6 —- NC/31.2/8 M N L) PROPOSED SITE o ti M p r-+ Or-+ 4 — B/13.8/16 L r C/19.4/9 PUTT PUTT PLACE 0 0 0 0 0 0 Air !IA LEGEND Tor --- r X/Y /Z +LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT OUnsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway BACKGROUND (2015) AM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale j Figure JS 9 e , ,,,,„0. c",r- kn o ,"A/0.2/0 A/6.8/15 4' ("C/29.6/361 B/11.2/314 CaCw Q 4l.-l r F/147.9/386 F/Err /710 D/51.7/105 1I Lt US ROUTE 29 F/205.7/127 r"'" E/66.31625 Q,B/14.9/512 A/0.1/0 i o o A/8.2/32 N .1,2 G N Q w w NI 71- 00 w w M N O --- (Ni d NM_/)HUL) C 4-- D/40.6/69 4 L f D/48.2/157 SQUARE 0 dU D/42.6/134 —# 1 f t i.-I D/37.8/49 ---'- v 00 cD/40.2/86 I 7z, 1 rn C7\ ‘I o00NN V M W U U q PROPOSED o SITE M O O d t-- C/17.3/36 4 l.- r D/28.1/24 f t r PUTT PUTT PLACE 0 0 0 0 0 0 LEGEND k xivz 4...LOS /Delay(s) /Queue(ft) II Existing Traffic Signal PROPOSED DEVELOPMENT OUnsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway BACKGROUND (2015) PM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure .16 10 A signalized intersection of Rio Road at Old Brook Road was included, analyses indicate that the southbound left lane group is expected to operate at an acceptable LOS during both the AM and PM peak hours. This improvement in operation is due to platoons that are created from the second signalized intersection providing two stage gap acceptance for the southbound left movements at the intersection of Putt-Putt Place at Rio Road. Note that the intersection of Rio Road at Old Brook Road was only included for analysis of the intersection of Putt -Putt Place at Rio Road and not included for individual analysis. Refer to Appendix J for background capacity analysis results for Rio Road at Old Brook Road. Capacity analysis of the signalized intersection of Rio Road at US 29 indicates that the overall intersection is expected to operate at an acceptable LOS during the AM peak hour and at LOS E during the PM peak hour. The eastbound left lane group is expected to operate at LOS E during the AM peak hour and at LOS F during the PM peak hour. The northbound left lane group is expected to operate at LOS E during the AM peak hour and at an acceptable LOS during the PM peak hour. The westbound right and southbound left lane groups are expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The northbound through lane group is expected to operate at an acceptable LOS during the AM peak hour and at LOS E during the PM peak hour. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road at Albemarle Square indicates that the overall intersection is expected to operate at an acceptable LOS during both the AM and PM peak hours. The westbound left lane group is expected to operate at LOS F during the AM peak hour and at LOS E during the PM peak hour. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of US 29 at Albemarle Court (Carmike Cinema Site Access) indicates that the overall intersection is expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The westbound left/through, westbound right and northbound left lane groups are expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The southbound left lane group is expected to operate at LOS F during both the AM and PM peak hours. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. 11 c 3.3.Combined Analysis The combined (2015) traffic conditions were analyzed utilizing Synchro 7.0. Analysis assumed the same lane configuration as seen in Figure 4 of the original TIA. Refer to Table J3 for the combined capacity analysis results for the AM and PM peak hours. Refer to Figures J7 and J8 for illustrations of the combined capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix K for detailed combined intersection capacity analysis results under the internal access scenario. TABLE J3 COMBINED (2015) CAPACITY ANALYSIS RESULTS - INTERNAL ACCESS SCENARIO ANt.PEAK HOUR'PM PEAT+; HOUR TJON , G 1p, - r iteLitFS. i_ aner , - -' eCan altw Lane Lane . Lane _ - OverallCverall ; Y ,e Delay Queu LOS Delay Queue LOS- s ft ela s ft Del' EBL'B 11.4 11 C 16.6 47 Rio Road at Putt-EBT Putt Place WBT Unsignalized] WBR C 21.5 19 D 34.5 39 SBR B 14.9 28 C 18.5 46 EBL E 59.7 94 F 211.1 241 EBT D 52.6 166 D 46.5 197 EBR D 43.5 47 D 40.2 58 WBL E 59.2 185 E 56.1 154 WBT D 41.5 146 D 40.7 197 Rio Road at US 29 WBR D 41.7 135 D F 210.6 669 E Signalized]NBL E 63.4 107 36.3)D 51.7 105 76.2) NBT C 31.6 265 E 66.3 625 NBR A 0.1 0 A 0.2 0 SBL D 50.0 250 F 151.8 390 SBT C 29.4 527 C 29.6 361 SBR A 0.1 0 A 0.2 0 EBL D 43.2 41 D 53.1 85 EBT B 17.1 234 C 32.1 437 EBR B 12.6 I1 C 20.3 26 WBL F 130.3 30 E 59.7 123 Rio Road at WBT C 21.5 334 C 32.8 473 Albemarle Square WBR B 14.1 36 20 8) C 20.7 90 34.3)Signalized]NBL C 32.9 26 D 43.2 134 NBT C 32.0 6 D 38.2 49 NBR C 32.1 8 D 40.7 86 SBL C 31.2 57 D 48.8 157 SBT/R C 29.6 30 D 41.1 69 EBL/T /R I D 46.4 24 D 49.8 178 WBL/T D 52.0 77 F 225.4 543 Albemarle Court WBR D 47.0 49 F 93.6 487 Carmike Cinema NBL A 4.1 15 F 205.7 127 Site Access) at US NBT A 2.7 121 B 14.9 513 1) F ( 146.4 ) i 29 NBR A 2.1 12 A 8.2 32 Signalized]SBL F 95.0 156 F Err 710 SBT A 4.4 320 B 11.2 314 SBR A 1.9 5 A 6.8 15 1. Major street left -turn movement 2. Minor street approach 3. Overall LOS and Delay are not calculated for unsignalized intersections 12 r_ ,.0 4 A/0.1 /0 A/1 C/29.41527 A/4.4/320 D /50.0/250 F/95.0/156 E/63.4/107 II tt US ROUTE 29 le.00 M A /4.1/15 - C/31.6/265 7,2 A/2.7/121 0 0 A/0.1 /0 71 7r A/2.1/12 -n WQC w a) a) CC -+ N C/29.6/30 a4 r C/31.2/57 ALBEMARLE SQUARE O C/32.9/26 --4 tt 1 C/32.0/6 -- ow - C/32.1/8-1 M M o `r? M wv PROPOSED SITE o o 0 B/14.9/28 1-0.- r C/21.5/19 f f PUTT PUTT PLACE 0 0 0 0 0 0 LEGEND J X/Y /Z -4-LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway COMBINED (2015) INTERNAL ACCESS SCENARIO AM PEAK HOUR ANALYSIS Proposed Entrance SCALE. Not to Scale Figure J8 13 a r 00 00 cr, N N A/0.2/0 k A/6.8/15 C/29.6/361 B/11.2/314r Q z-- F/151.8/390 FJErr /710 US ROUTE 29 r ..-D/51.7/105 f F1205.71127 -4 E/66.3/625 B/14.9/513 cc c D.oA/0.2/0 i o o A/8.2/32 -i N N 000 WQw 44 w M ^ ^' O N M Q E. U v Q 01-DI41.0/69 w J r D/48.8/157 ALBEMARLE SQUARE d O D/43.2/134 7 • • ID-f r I D/38.2/49 D/40.7/86 6 ° l-=0o . O N N W U U PROPOSED o SITE o o ,D C ? C/18.5146 I r D/34.5/39 0 1 f t r PUTT PUTT PLACE O 0 O 0 LEGEND 6., g X/Y /Z +LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway COMBINED (2015) INTERNAL ACCESS SCENARIO PM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale I Figure J9 14 Capacity analysis of the unsignalized intersection of Putt-Putt Place at Rio Road indicates that all lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road at US 29 indicates that the overall intersection is expected to operate at an acceptable LOS during the AM peak hour and at LOS E during the PM peak hour. The eastbound left lane group is expected to operate at LOS E during the AM peak hour and at LOS F during the PM peak hour. The westbound left lane group is expected to operate at LOS E during both the AM and PM peak hours. The northbound left lane group is expected to operate at LOS E during the AM peak hour and at an acceptable LOS during the PM peak hour. The westbound right and southbound left lane groups are expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The northbound through lane group is expected to operate at an acceptable LOS during the AM peak hour and at LOS E during the PM peak hour. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road at Albemarle Square indicates that the overall intersection is expected to operate at an acceptable LOS during both the AM and PM peak hours. The westbound left lane group is expected to operate at LOS F during the AM peak hour and at LOS E during the PM peak hour. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of US 29 at Albemarle Court (Carmike Cinema Site Access) indicates that the overall intersection is expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The westbound left/through, westbound right, and northbound left lane groups are expected to operate at an acceptable LOS during the AM peak hour and at LOS F during the PM peak hour. The southbound left lane group is expected to operate at LOS F during both the AM and PM peak hours. All other lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. 15 4.Revised Site Access Analysis The original study assumed one point of access via Putt-Putt Place at Rio Road. This drive was assumed to operate with full movement access. Upon request by Albemarle County, a revised site access scenario was analyzed with a left-over access only. Changing the site access to left-over only would also create a u -turn movement at the signalized intersection of Rio Road at Albemarle Square. This analysis will also include a right -in right -out site drive between Putt-Put Place and Albemarle Square. In order to determine the effects of a left -over and right -in right -out scenario, additional analysis scenarios are required. This analysis studies the following scenarios: Combined 2015 conditions — revised site access analysis (with the site traffic). These conditions add the site traffic from the Arden Place Development to the base scenario and show the impacts versus the base scenario. 4.1.Traffic Conditions — Revised Site Access Analysis All background traffic utilizing the left turn movement, as seen in the original study, was reassigned to the appropriate movements to provide left over only access. Site trip distributions were revised to provide left-over access at Rio Road and Putt-Putt Place and the associated u -turn movements at Rio Road and Albemarle Square due to the left turn restriction. Site trip distributions also included a right -in right -out access via Site Drive at Rio Road. Refer to Figure J10 for revised site trip distributions. Site traffic volumes from the original study were assigned according to site trip distributions seen in Figure J10 and are shown in Figure J11. Site traffic volumes were then combined with background traffic volumes to determine combined (2015) traffic volumes. Refer to Figure J12 for combined (2015) traffic volumes. 4.2.Combined Analysis — Revised Site Access Analysis The combined (2015) traffic conditions were analyzed utilizing Synchro 7.0. The following improvements are required for analysis to permit left-over only access: 16 25%Nora A i' a US ROUTE 29 40%25/0 0 i —ALBEMARLE SQUARE 0 0 c o l-- 4 (70 %)PROPOSED SITE SITE t O o o 1 — (30 %) PUTT PUTT PLACE o 0 0 0 0 LEGEND 30 %/(50 %) —;Entering /Exiting Primary Distribution Existing Traffic Signal PROPOSED DEVELOPMENT OUnsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway PRIMARY DISTRIBUTION U -TURN SCENARIO Proposed Entrance SCALE: Not to Scale Figure JIO 17 o o 4--- 0/0 o '' 0 0/0 i 410 i 6/23 l r c. 0/0 —f ( US ROUTE 29 0 /0—I.- o N N 9/36 -i M M N o ; o 4-- 0/0 i - 0/0 ALBEMARLE SQUARE 0/0 il f 0/0 — r o - - 0/0 ----N o M o N o 00 r N Cr 4- 63/34 PROPOSED SITE _SITE D E t r' N N 1 N N--+ L.- 27/15 I 0 1 ra-PUTT PUTT PLACE QO Z 00 x N 4- 0 LEGEND 333/555 — .Weekday AM/PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway TOTAL SITE TRIPS U -TURN SCENARIO Proposed Entrance SCALE. Not to Scale Figure JII 18 I / N VD 0 O 7t' M N 7 7- 112/185 oc r 0 2301/1745 416 490/596 A 138/174 -t r US ROUTE 29 1104/2275 -- N- O 110/204 --N ° 00 rnti 0 N N n O 00 \ N- 22/56 O "5/30 f -- 39/127 ALBEMARLE SQUARE 12/109 —J 1 f / 1/30 — u, N M 2/63 N N o lN Cr) O O 00 63/34 PROPOSED 1 SITE _SITEDkJVE t rn M N N n BOO 4 - 137/194 t r*- PUTT PUTT PLACE O N O O O N ` r) 00 rn LEGEND 333/555 --Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA Unsignalized Intersection COMBINED (2015) U -TURN SCENARIO Existing Roadway PEAK HOUR TRAFFIC SCALE: Not to Scale Figure J12 Proposed Entrance 19 Putt -Putt Place at Rio Road Restrict access to left-over only movements Albemarle Square at Rio Road Reconfigure intersection to permit u -turn movements on the westbound approach with an minimum storage of 200 feet and appropriate taper Refer to Table J4 for the combined capacity analysis results for the AM and PM peak hours. Refer to Figures J13 and J14 for illustrations of the combined capacity analysis results for the AM and PM peak hours. Refer to Appendix L for detailed combined intersection capacity analysis results under the revised site access scenario. TABLE J4 COMBINED (2015) CAPACITY ANALYSIS RESULTS - REVISED AM HOt PM: PEAKSITEHOUR ACCESS IN - TERSEC'tON GROUPM P _ ; • IGane::; `.T.ane wera`l1= Lane - vane overall:Lane 3 sane ".c Delay v Y A u ue LO$ LOS .: ': , Delay+° Queue LOS s a..,s)fit) Delay)s).ft) DOIY) EBL'B 11.5 12 C 17.3 54 Rio Road at Putt-EBT Putt Place WBT Unsignalized]WBR SBR C 15.2 30 C 21.1 66 Rio Road at Site EBT Drive WBT /R Unsignalized]SBR B 14.7 14 B 14.8 8 EBL D 43.4 42 D 54.2 85 EBT C 20.1 258 C 33.6 455 EBR B 14.6 12 C 20.8 27 WBU /L D 39.7 61 D 51.0 137 Rio Road at WBT C 21.6 343 C C 29.7 471 C Albemarle Square WBR B 14.0 37 B 19.5 88 Signalized]NBL C 33.4 27 21 D 46.5 135 33.8) NBT C 32.5 6 D 40.5 50 NBR C 32.6 8 D 43.5 87 SBL C 31.7 58 D 50.7 157 SBT/R C 30.1 30 D 42.3 69 1. Major street left-turn movement 2. Minor street approach 3. Overall LOS and Delay are not calculated for unsignalized intersections Improvements are noted in BOLD 20 A10.1/0 i' `r' °,C/29.3/527 f D/50.1 E/64.3/107 I US ROUTE 29 C/31.8/265 00 oo r A/0.1/0 7 0o ri ANN WQQ O ri U Q C/30.1/30 U C/31.7/58 ALBEMARLE SQUARE C/33.4/27—#tt rC/32.5/6 M h C/32.6/8 MM o; t M •" - N O Q U B/14.7/14 PROPOSED SITE — — — Th SITE oa 0o 00 4 — C/15.2/30 o tt PUTT PUTT PLACE o t as LEGEND X/Y/Z - LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA Unsignalized Intersection COMBINED (2015) U -TURN SCENARIO Existing Roadway AM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure J13 21 00 pP N ,:A /0.2/0 i C/29.6/361 L1Qw Alf J L -L F 165.2/404 g D/51.7/105 j Ii) t US ROUTE 29 E/66.3/625 --- O0 r. A/0.2/0 N NWQw co C M U v Q D/42.3/69 L.. r D/50.71157 ALBEMARLE SQUARE D/46.5/135 -4 ttD/40.5/50 D/43.5/87 M r- 0 o v. Q B /14.8/8 PROPOSED SITE SITE DRfVE 00 00 0 0 1 rt o6't . v L"C /21.1 166 t t PUTT PUTT PLACE O --- 0 0 LEGEND xiyiz LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA 0 Unsignalized Intersection COMBINED (2015) U -TURN SCENARIO Existing Roadway PM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure JI a 22 1) Capacity analysis of the unsignalized intersection of Putt-Putt Place at Rio Road indicates that all lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the unsignalized intersection of Rio Road at Site Drive indicates that that the southbound right lane group is expected to operate at an acceptable LOS during both the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road at Albemarle Square indicates that the overall intersection is expected to operate at an acceptable LOS during both the AM and PM peak hours. All lane groups are expected to operate at an acceptable LOS during both the AM and PM peak hours. 5.Safety Analysis A preliminary crash analysis was conducted at the request of the County to determine if there is an existing safety concern along Rio Road between Albemarle Square and Putt-Putt Place. Crash data was collected from VDOT from 2003 to 2008 and included data for the road segment from Putt-Putt Place to Albemarle Square. Refer to Table J5 for the crash history summary of the Rio Road segment from Putt -Putt Place to Albemarle Square. Note that for analysis purposes intersection crash data was not summarized at the Rio Road and Putt-Putt Place intersection or the signalized intersection of Rio Road at Albemarle Square, only segment crash data was included. Refer to Appendix M for detailed information concerning the crash history summary. Over a period of 5 years this segment of Rio Road experienced 7 property damage only crashes, 9 injury crashes, and 0 fatal crashes. To determine if a safety concern exists the crash rate per hundred million vehicle miles (HMVM) traveled was determined for the roadway segment and compared to state and national statistics obtained from VDOT and NHTSA respectively. State and national statistics were compared for the year 2007 only because that was the most recent year of data available at the time of study. Refer to Table J5 for the crash rate comparison. Refer to Appendix N for detailed information concerning the crash rate data and calculations. 23 TABLE J5 CRASH HISTORY SUMMARY Year Fatal Injury Property Total By YearDamageOnly 2003 0 4 1 5 2004 0 0 2 2 2005 0 1 1 2 2006 0 2 0 2 2007 0 2 2 4 2008 0 0 1 1 Total By 0 9 7 16 Type The crash rate analysis revealed a segment total crash rate of 137.33 per HMVM, an injury crash rate of 77.25 per HMVM, and a fatal crash rate of 0.0 per HMVM. Refer to Table J6 for rate comparisons. Virginia state, road type, district, and route crash and injury rates were provided by VDOT through the HSIP. Refer to Table J6 for rate comparisons. A comparison of crash rates indicates that the total crash rate per HMVM for the Rio Road segment under analysis is lower than the Virginia State, road type, district, and route (631) crash rates. The injury rate per HMVM is higher than the Virginia State injury rate; however the injury rate is lower than the road type, district, and route injury rates. Based on the information provided, there where no fatalities on this road segment. It is assumed that there is not a safety concern for the road segment between Putt -Putt Place and Albemarle Square based on the comparisons seen in Table J6. 24 TABLE J6 CRASH RATE COMPARISON Fatal Rate Per Injury Rate Per Total Crash Rate Data Source HMVM HMVM Per HMVM Rio Road Segment 0.00 77.25 137.33 Virginia State 1.15 67.00 177.16 Road Type 1.90 99.00 204.00 secondary) District 3.47 101.00 224.00 Route (631)0.00 298.00 298.00 6.Summary This analysis addendum provides an analysis of the following: Internal connection with existing retail center (Signalized intersection of US 29 at Albermarle Court) Revised Site Access Scenario (Right -in Right -out) Safety Analysis (Rio Road from Putt-Putt Place to Albemarle Square) Analysis indicates that an internal connection to the existing Carmike Cinema development is not expected to create any significant impacts to the existing roadway infrastructure. Based on the findings of this addendum, an internal connection with the existing signalized intersection of US 29 at Albemarle Court would provide some relief to the right turning movement at US 29 and Rio Road. It is recommended to maintain full access at the unsignalized intersection of Putt -Putt Place and Rio Road. Based on the findings of this addendum, left -over access at Putt-Putt Place and Rio Road would eliminate conflicts at the unsignalized intersection; however the southbound lefts are expected to operate in an efficient and safe manner allowing for full movement access. This analysis provides a significant change in results from the original report. This is explained by the direct analysis of the two stage gap acceptance analysis for the southbound left turn movement, which was not included in the original report. Additionally, the HCM model prediction of significant delay in the original report is based 25 on model predictions for normal unsignalized conditions that are defined by typical delay measures between 0 seconds and 90 seconds. When the model predicts excessive delays greater than 90 seconds), the calculation of delay becomes unpredictable and not based on sound theory. Based on the findings of this addendum, there is no significant safety concern for the segment of Rio Road between Putt -Putt Place and Albemarle Square. 26 APPENDIX J BACKGROUND (2015) CAPACITY ANALYSIS RESULTS - INTERNAL ACCESS SCENARIO Arden Place 1: Rio Road & Putt Putt Place Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations j ft tit Volume (vehlh)67 751 980 26 27 83 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)71 799 1043 28 29 88 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh)2 Upstream signal (ft)977 pX, platoon unblocked 0.84 vC, conflicting volume 1070 1585 521 vC1, stage 1 conf vol 1043 vC2, stage 2 conf vol 542 vCu, unblocked vol 1070 1321 521 tC, single (s)4.1 6.9 7.0 tC, 2 stage (s)5.9 tF (s)2.2 3.5 3.3 p0 queue free %89 90 82 cM capacity (veh /h)647 278 497 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 71 399 399 521 521 28 29 88 Volume Left 71 0 0 0 0 0 29 0 Volume Right 0 0 0 0 0 28 0 88 cSH 647 1700 1700 1700 1700 1700 278 497 Volume to Capacity 0.11 0.23 0.23 0.31 0.31 0.02 0.10 0.18 Queue Length 95th (ft)9 0 0 0 0 0 9 16 Control Delay (s)11.3 0.0 0.0 0.0 0.0 0.0 19.4 13.8 Lane LOS B C B Approach Delay (s)0.9 0.0 15.2 Approach LOS C Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 44.1%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) AM Peak Hour With Internal Connection 7/6/2009 4k 4 \r i 1 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ri r I) p4 r vi tttt vivivi" tttt r Volume (vph)125 83 87 258 266 444 138 1104 101 484 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 4 Satd. Flow (prot)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)140 93 98 290 299 499 155 1240 113 544 2585 126 RTOR Reduction (vph)0 0 89 0 0 395 0 0 0 0 0 0 Lane Group Flow (vph)140 93 9 290 299 104 155 1240 113 544 2585 126 Heavy Vehides ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Tum Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)7.0 10.3 10.3 13.0 16.3 16.3 7.0 39.4 108.4 21.7 54.1 108.4 Effective Green, g (s)7.0 10.3 10.3 13.0 16.3 16.3 7.0 39.4 108.4 21.7 54.1 108.4 Actuated g/C Ratio 0.06 0.10 0.10 0.12 0.15 0.15 0.06 0.36 1.00 0.20 0.50 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)220 333 149 412 532 238 222 2329 1583 681 3167 1568 v/s Ratio Prot 0.04 0.03 c0.08 c0.08 0.05 c0.19 0.16 c0.41 v/s Ratio Perm 0.01 0.07 0.07 0.08 v/c Ratio 0.64 0.28 0.06 0.70 0.56 0.44 0.70 0.53 0.07 0.80 0.82 0.08 Uniform Delay, dl 49.5 45.6 44.7 45.8 42.7 41.9 49.7 27.2 0.0 41.3 22.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.9 0.5 0.2 5.4 1.4 1.3 9.2 0.9 0.1 6.5 2.5 0.1 Delay (s)55.4 46.1 44.8 51.2 44.1 43.2 58.9 28.1 0.1 47.8 25.4 0.1 Level of Service E D D D D D E C A DC A Approach Delay (s)49.6 45.6 29.2 28.2 Approach LOS D D C C Intersection Summary HCM Average Control Delay 32.6 HCM Level of Service C HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s)108.4 Sum of lost time (s)18.0 Intersection Capacity Utilization 68.2%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 m Arden Place 2: Rio Road & US 29 Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)140 93 98 290 299 499 155 1240 113 544 2585 126 v/c Ratio 0.64 0.28 0.41 0.71 0.56 0.79 0.70 0.53 0.07 0.80 0.82 0.08 Control Delay 64.2 47.6 14.5 56.4 46.8 15.4 67.7 29.4 0.1 50.9 26.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.2 47.6 14.5 56.4 46.8 15.4 67.7 29.4 0.1 50.9 26.2 0.1 Queue Length 50th (ft)50 32 0 100 102 21 55 196 0 185 424 0 Queue Length 95th (ft)94 57 47 153 144 128 107 265 0 250 527 0 Internal Link Dist (ft)706 745 811 683 Tum Bay Length (ft)250 150 255 135 460 315 288 Base Capacity (vph)220 518 315 444 752 703 222 2329 1583 817 3166 1568 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.18 0.31 0.65 0.40 0.71 0.70 0.53 0.07 0.67 0.82 0.08 Intersection Summary 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 3: Rio Road & Albemarle Square Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ii ft r 1 r vi t r I Volume (vph)24 798 17 14 969 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 858 18 15 1042 84 13 1 2 42 5 24 RTOR Reduction (vph)0 0 10 0 0 32 0 0 0 0 20 0 Lane Group Flow (vph)26 858 8 15 1042 52 13 1 2 42 9 0 Tum Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)2.6 33.1 33.1 0.9 31.4 31.4 8.4 8.4 8.4 11.5 11.5 Effective Green, g (s)2.6 33.1 33.1 0.9 31.4 31.4 8.4 8.4 8.4 11.5 11.5 Actuated g/C Ratio 0.03 0.42 0.42 0.01 0.40 0.40 0.11 0.11 0.11 0.15 0.15 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)59 1504 673 20 1427 638 191 201 171 261 241 v/s Ratio Prot c0.01 0.24 0.01 c0.29 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.00 0.03 0.00 v/c Ratio 0.44 0.57 0.01 0.75 0.73 0.08 0.07 0.00 0.01 0.16 0.04 Uniform Delay, di 36.9 17.0 12.9 38.4 19.7 14.4 31.2 31.0 31.0 29.0 28.4 a 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 5.2 0.5 0.0 91.0 2.0 0.1 0.7 0.0 0.1 1.3 0.3 Delay (s)42.1 17.5 13.0 129.4 21.6 14.4 31.9 31.1 31.2 30.3 28.7 Level of Service D B B F C B C C C C C Approach Delay (s)18.1 22.5 31.8 29.7 Approach LOS B C C C Intersection Summary HCM Average Control Delay 21.0 HCM Level of Service C HCM Volume to Capacity ratio 0.49 Actuated Cycle Length (s)77.9 Sum of lost time (s)24.0 Intersection Capacity Utilization 48.5%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)26 858 18 15 1042 84 13 1 2 42 29 v/c Ratio 016 0.54 0.02 0.10 0.71 0.12 0.06 0.00 0.01 0.15 0.11 Control Delay 39.0 15.6 5.3 40.6 21.2 7.3 38.0 38.0 38.0 34.9 18.4 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 39.0 15.6 5.3 40.6 21.2 7.3 38.0 38.0 38.0 34.9 18.4 Queue Length 50th (ft)10 128 0 6 167 7 5 0 1 15 2 Queue Length 95th (ft)40 231 11 29 315 36 26 6 8 56 29 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)226 3122 1398 151 3044 1369 201 212 180 276 275 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 0.12 0.27 0.01 0.10 0.34 0.06 0.06 0.00 0.01 0.15 0.11 Intersection Summary Queues Synchro 7 - Report RKAR (f)g)Page 3 Arden Place 11: Private Drive & US 29 Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 r 1111 r 1 1111 r Volume (vph)1 0 9 47 3 33 15 1711 126 132 3117 12 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 1.00 0.86 1.00 Frt 0.88 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)1627 1779 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.97 0.73 1.00 0.05 1.00 1.00 0.10 1.00 1.00 Satd. Flow (perm)1581 1360 1583 85 6408 1583 177 6408 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1 0 10 51 3 36 16 1860 137 143 3388 13 RTOR Reduction (vph)0 2 0 0 0 33 0 0 26 0 0 2 Lane Group Flow (vph)0 9 0 0 54 3 16 1860 111 143 3388 11 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Actuated Green, G (s)8.3 8.3 8.3 87.4 87.4 87.4 87.4 87.4 87.4 Effective Green, g (s)8.3 8.3 8.3 87.4 87.4 87.4 87.4 87.4 87.4 Actuated g/C Ratio 0.08 0.08 0.08 0.81 0.81 0.81 0.81 0.81 0.81 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)122 105 122 69 5200 1285 144 5200 1285 v/s Ratio Prot 0.29 0.53 v/s Ratio Perm 0.01 c0.04 0.00 0.19 0.07 c0.81 0.01 vlc Ratio 0.08 0.51 0.02 0.23 0.36 0.09 0.99 0.65 0.01 Uniform Delay, d1 46.1 47.8 46.0 2.4 2.7 2.1 9.9 4.1 1.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 4.2 0.1 1.7 0.0 0.0 72.6 0.3 0.0 Delay (s)46.4 52.0 46.0 4.1 2.7 2.1 82.4 4.4 1.9 Level of Service D DD A A A F A A Approach Delay (s)46.4 49.6 2.7 7.5 Approach LOS D D A A Intersection Summary HCM Average Control Delay 6.5 HCM Level of Service A HCM Volume to Capacity ratio 0.95 Actuated Cycle Length (s)107.7 Sum of lost time (s)12.0 Intersection Capacity Utilization 72.9%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 11: Private Drive & US 29 Background (2015) AM Peak Hour With Internal Connection 7/6/2009 Lane Group EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)11 54 36 16 1860 137 143 3388 13 v/c Ratio 0.08 0.44 0.21 0.22 0.35 0.10 0.97 0.63 0.01 Control Delay 41.0 58.0 17.2 11,7 3.1 0.7 85.3 5.1 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 58.0 17.2 11.7 3.1 0.7 85.3 5.1 1.9 Queue Length 50th (ft)6 36 0 2 82 0 85 227 1 Queue Length 95th (ft)24 77 31 15 121 12 144 320 5 Internal Link Dist (ft)179 491 683 806 Turn Bay Length (ft)100 300 100 Base Capacity (vph)241 205 270 72 5346 1343 148 5346 1322 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.26 0.13 0.22 0.35 0.10 0.97 0.63 0.01 Intersection Summary 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. Queues Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 1: Rio Road & Putt Putt Place Background (2015) PM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 44' 4 r r Volume (vehlh)138 1016 1113 80 48 131 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)152 1116 1223 88 53 144 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh)2 Upstream signal (ft)977 pX, platoon unblocked 0.76 vC, conflicting volume 1311 2085 612 vC1, stage 1 conf vol 1223 vC2, stage 2 conf vol 862 vCu, unblocked vol 1311 1791 612 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free %71 75 67 cM capacity (veh /h)524 208 436 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 152 558 558 612 612 88 53 144 Volume Left 152 0 0 0 0 0 53 0 Volume Right 0 0 0 0 0 88 0 144 cSH 524 1700 1700 1700 1700 1700 208 436 Volume to Capacity 0.29 0.33 0.33 0.36 0.36 0.05 0.25 0.33 Queue Length 95th (ft)30 0 0 0 0 0 24 36 Control Delay (s)14.7 0.0 0.0 0.0 0.0 0.0 28.1 17.3 Lane LOS B D C Approach Delay (s)1.8 0.0 20.2 Approach LOS C Intersection Summary Average Delay 2.2 Intersection Capacity Utilization 51.7%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) PM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI ft r III 1 er III tttt r ttn r Volume (vph)296 368 148 257 399 668 174 2275 168 573 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 383 154 268 416 696 181 2370 175 597 1818 193 RTOR Reduction (vph)0 0 127 0 0 242 0 0 0 0 0 0 Lane Group Flow (vph)308 383 27 268 416 454 181 2370 175 597 1818 193 Tum Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)8.0 20.0 20.0 13.0 25.0 25.0 11.0 41.0 115.0 17,0 47.0 115.0 Effective Green, g (s)8.0 20.0 20.0 13.0 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.11 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)239 615 275 388 769 344 328 2285 1583 507 2619 1583 v/s Ratio Prot c0.09 0.11 0.08 0.12 0.05 c0.37 c0.17 0.28 v/s Ratio Perm 0.02 c0.29 0.11 0.12 v/c Ratio 1.29 0.62 0.10 0.69 0.54 1.32 0.55 1.04 0.11 1.18 0.69 0.12 Uniform Delay, dl 53.5 44.0 39.9 49.1 39.9 45.0 49.6 37.0 0.0 49.0 28.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 2.0 0.2 5.2 0.8 163.2 2.0 29.3 0.1 98.9 1.5 0.2 Delay (s)211.1 46.0 40.1 54.3 40.7 208.2 51.7 66.3 0.1 147.9 29.6 0.2 Level of Service F D D D D F D E A F C A Approach Delay (s)105.1 127.8 61.1 54.5 Approach LOS F F E D Intersection Summary ti HCM Average Control Delay 75.9 HCM Level of Service E HCM Volume to Capacity ratio 1.16 Actuated Cycle Length (s)115.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 97.8%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 2: Rio Road & US 29 Background (2015) PM Peak Hour With Internal Connection 7/6/2009 N V c 41-4 \t t 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph)308 383 154 268 416 696 181 2370 175 597 1818 193 v/c Ratio 1.29 0.62 0.38 0.69 0.54 1.19 0.55 1.04 0.11 1.18 0.69 0.12 Control Delay 200.4 49.4 9.6 58.8 42.9 124.0 56.6 65.9 0.1 142.0 29.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 200.4 49.4 9.6 58.8 42.9 124.0 56.6 65.9 0.1 142.0 29.8 0.2 Queue Length 5CIth (ft)150 141 0 98 144 432 67 550 0 272 318 0 Queue Length 95th (ft)241 194 58 144 197 665 105 625 0 386 361 0 Internal Link Dist (ft)706 745 811 683 Turn Bay Length (ft)250 150 255 135 460 315 288 Base Capacity(vph)239 616 402 418 769 586 328 2285 1583 507 2619 1583 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.62 0.38 0.64 0.54 1.19 0.55 1.04 0.11 1.18 0.69 012 Intersection Summary 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. Queues Synchro 7 - Report RKAR Mg)Page 1 Arden Place 3: Rio Road & Albemarle Square Background (2015) PM Peak Hour With Internal Connection 7/6/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r Volume (vph)57 1018 58 92 1139 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1039 59 94 1162 176 111 31 64 130 31 57 RTOR Reduction (vph)0 0 37 0 0 48 0 0 0 0 49 0 Lane Group Flow (vph)58 1039 22 94 1162 128 111 31 64 130 39 0 Turn Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)6.5 39.9 39.9 8.3 41.7 41.7 17.4 17.4 17.4 15.3 15.3 Effective Green, g (s)6.5 39.9 39.9 8.3 41.7 41.7 17.4 17.4 17.4 15.3 15.3 Actuated gIC Ratio 0.06 0.38 0.38 0.08 0.40 0.40 0.17 0.17 0.17 0.15 0.15 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)110 1346 602 140 1407 629 294 309 263 258 245 v/s Ratio Prot 0.03 0.29 c0.05 c0.33 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.01 0.08 0.04 vlc Ratio 0.53 0.77 0.04 0.67 0.83 0.20 0.38 0.10 0.24 0.50 0.16 Uniform Delay, dl 47.7 28.5 20.4 47.0 28.3 20.7 38.9 37.1 38.0 41.3 39.2 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 4.5 2.8 0.0 12.0 4.1 0.2 3.7 0.6 2.2 6.9 1.4 Delay (s)52.2 31.3 20.5 58.9 32.4 20.9 42.6 37.8 40.2 48.2 40.6 Level of Service D CC E C C D D D D D Approach Delay (s)31.8 32.8 41.1 45.1 Approach LOS C C D D Intersection Summary HCM Average Control Delay 33.9 HCM Level of Service C HCM Volume to Capacity ratio 0.62 Actuated Cycle Length (s)104.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 64.2%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Background (2015) PM Peak Hour With Internal Connection 7/6/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)58 1039 59 94 1162 176 111 31 64 130 88 v/c Ratio 0.43 0.76 0.09 0.55 0.82 0.26 0.37 0.10 0.24 0.50 0.30 Control Delay 59.6 32.4 5.8 60.4 33.2 12.4 46.8 42.6 45.1 51.9 22.7 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 59.6 32.4 5.8 60.4 33.2 12.4 46.8 42.6 45.1 51.9 22.7 Queue Length 50th (ft)40 328 0 64 373 42 72 19 41 87 20 Queue Length 95th (ft)85 412 26 123 458 89 134 49 86 157 69 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)157 1638 765 209 1743 820 297 312 265 262 297 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 0.37 0.63 0.08 0.45 0.67 0.21 0.37 0.10 0.24 0.50 0.30 Intersection Summary Queues Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 14: Private Drive & US 29 Background (2015) PM Peak Hour With Internal Connection 7/6/2009 NV 7( 4_ 4 " - 4 \t P 1,I Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+4 r vi tttt r I tttt r Volume (vph)34 3 84 325 10 337 74 3082 398 361 2351 37 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 1.00 0.86 1.00 Frt 0.91 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)1665 1777 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.47 0.61 1.00 0.05 1.00 1.00 0.05 1.00 1.00 Satd. Flow (perm)795 1144 1583 98 6408 1583 98 6408 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)37 3 91 353 11 366 80 3350 433 392 2555 40 RTOR Reduction (vph)0 4 0 0 0 1 0 0 147 0 0 8 Lane Group Flow (vph)0 127 0 0 364 365 80 3350 286 392 2555 32 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Actuated Green, G (s)27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Effective Green, g (s)27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Actuated gIC Ratio 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)187 269 372 65 4235 1046 65 4235 1046 v/s Ratio Prot 0.52 0.40 Ws Ratio Perm 0.16 c0.32 0.23 0.82 0.18 c4.00 0.02 v/c Ratio 0.68 1.35 0.98 1.23 0.79 0.27 6.03 0.60 0.03 Uniform Delay, d1 40.1 44.0 43.8 19.5 13.9 8.1 19.5 11.0 6,7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.7 181.4 41.6 186.2 1.1 0.1 2296.6 0.2 0.0 Delay (s)49.8 225.4 85.3 205.7 14.9 8.2 2316.1 11.2 6.8 Level of Service D F F F B A F B A Approach Delay (s)49.8 155.2 18.1 313.7 Approach LOS D F B F Intersection Summary HCM Average Control Delay 146.1 HCM Level of Service F HCM Volume to Capacity ratio 4.82 Actuated Cycle Length (s)115.0 Sum of lost time (s)12.0 Intersection Capacity Utilization 104.9%ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 Arden Place 14: Private Drive & US 29 Background (2015) PM Peak Hour With Internal Connection 7/6/2009 4\t P 1 4/ Lane Group EBT WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph)131 364 366 80 3350 433 392 2555 40 vlc Ratio 0.69 1.35 0.98 1.23 0.79 0.36 6.03 0.60 0.04 Control Delay 58.8 217.1 87.2 212.1 15.7 1.6 2305.4 11.7 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Total Delay 58.8 217.1 87.2 212.1 16.1 1.6 2305.4 11.7 3.7 Queue Length 50th (ft)86 354 270 73 468 0 514 283 4 Queue Length 95th (ft)178 543 468 127 512 32 710 314 15 Internal Link Dist (ft)208 486 683 383 Tum Bay Length (ft)100 300 100 Base Capacity (vph)190 269 372 65 4235 1193 65 4235 1055 Starvation Cap Reductn 0 0 0 0 388 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.69 1.35 0.98 1.23 0.87 0.36 6.03 0.60 0.04 Intersection Summary 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. Queues Synchro 7 - Report RKAR (fjg)Page 1 APPENDIX K COMBINED (2015) CAPACITY ANALYSIS RESULTS - INTERNAL ACCESS SCENARIO Arden Place 1: Rio Road & Putt Putt Place Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 44 4 r r Volume (veh/h)78 751 980 33 54 128 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)83 799 1043 35 57 136 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right tum flare (veh) Median type None TWLTL Median storage veh)2 Upstream signal (ft)977 pX, platoon unblocked 0.85 vC, conflicting volume 1078 1608 521 vC1, stage 1 conf vol 1043 vC2, stage 2 conf vol 565 vCu, unblocked vol 1078 1354 521 tC, single (s)4.1 6.9 7.0 tC, 2 stage (s)5.9 tF (s)2,2 3.5 3.3 p0 queue free %87 79 73 cM capacity (veh /h)643 275 497 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 83 399 399 521 521 35 57 136 Volume Left 83 0 0 0 0 0 57 0 Volume Right 0 0 0 0 0 35 0 136 cSH 643 1700 1700 1700 1700 1700 275 497 Volume to Capacity 0.13 0.23 0.23 0.31 0.31 0.02 0.21 0.27 Queue Length 95th (ft)11 0 0 0 0 0 19 28 Control Delay (s)11.4 0.0 0.0 0.0 0.0 0.0 21.5 14.9 Lane LOS B C B Approach Delay (s)1.1 0.0 16.9 Approach LOS C Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 44.7%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI 4 r 14 r vi tttt vivi tin r Volume (vph)125 284 87 294 271 449 138 1104 110 485 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)140 319 98 330 304 504 155 1240 124 545 2585 126 RTOR Reduction (vph)0 0 85 0 0 378 0 0 0 0 0 0 Lane Group Flow (vph)140 319 13 330 304 126 155 1240 124 545 2585 126 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)7.0 14.5 14.5 13.6 21.1 21.1 7.1 38.5 113.2 22.6 54.0 113.2 Effective Green, g (s)7.0 14.5 14.5 13.6 21.1 21.1 7.1 38.5 113.2 22.6 54.0 113.2 Actuated gIC Ratio 0.06 0.13 0.13 0.12 0.19 0.19 0.06 0.34 1.00 0.20 0.48 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)210 449 201 412 660 295 215 2179 1583 679 3027 1568 v/s Ratio Prot 0.04 c0.09 c0.10 0.09 0.05 c0.19 0.16 c0.41 v/s Ratio Perm 0.01 0.08 0.08 0.08 v/c Ratio 0.67 0.71 0.06 0.80 0.46 0.43 0.72 0.57 0.08 0.80 0.85 0.08 Uniform Delay, dl 52.0 47.3 43.4 48.5 41.0 40.7 52.1 30.6 0.0 43.2 26.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.8 5.2 0.1 10.7 0.5 1.0 11.3 1.1 0.1 6.8 3.3 0.1 Delay (s)59.7 52.6 43.5 59.2 41.5 41.7 63.4 31.6 0.1 50.0 29.4 0.1 Level of Service E D D E D D E C A D C A Approach Delay (s)52.8 46.7 32.3 31.7 Approach LOS D D C C Intersection Summary HCM Average Control Delay 36.3 HCM Level of Service D HCM Volume to Capacity ratio 0.76 Actuated Cycle Length (s)113.2 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VS ft r m r vol tilt r'itit r Volume (vph)125 284 87 294 271 449 138 1104 110 485 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 0 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane U61. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0,950 0.950 Satd. Flow (prot)3400 3505 1568 3433 3539 1583 3433 6408. 1583 3400 6346 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)98 465 124 58 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 763 Travel Time (s)13.4 14.1 13.5 11.6 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Adj. Flow (vph)140 319 98 330 304 504 155 1240 124 545 2585 126 Shared Lane Traffic ( %) Lane Group Flow (vph)140 319 98 330 304 504 155 1240 124 545 2585 126 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10,0 Total Split (s)13.0 22.0 22.0 20.0 29.0 29.0 13.0 41.0 0.0 32.0 60.0 0.0 Total Split ( %)11.3% 19.1% 19.1% 17.4% 25.2% 25.2% 11.3% 35.7% 0.0% 27.8% 52.2% 0.0% Maximum Green (s)7.0 16.0 16.0 14.0 23.0 23.0 7.0 35.0 26.0 54.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)7.0 14.5 14.5 13.6 21.0 21.0 7.0 38.5 113.1 22.6 54.0 113.1 Actuated g/C Ratio 0.06 0.13 0.13 0.12 0.19 0.19 0.06 0.34 1.00 0.20 0.48 1.00 v/c Ratio 0.66 0.71 0.34 0.80 0.46 0.75 0.73 0.57 0.08 0.80 0.85 0.08 Control Delay 68.2 56.7 12.3 64.2 43.3 13.3 72.7 32.6 0.1 52.8 29.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 68.2 56.7 12.3 64.2 43.3 13.3 72.7 32.6 0.1 52.8 29.8 0.1 LOS E E B E D B E C A DC A Approach Delay 51.8 36.1 34.1 32.5 Approach LOS D D C C Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 C 4— k- 4 \T P 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)53 119 0 123 104 24 59 220 0 197 480 0 Queue Length 95th (ft)94 166 47 185 146 135 107 265 0 250 527 0 Internal Link Dist (ft)706 745 811 683 Turn Bay Length (ft)250 150 255 135 460 315 288 Base Capacity (vph)211 496 306 425 720 693 213 2179 1583 782 3032 1568 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.64 0.32 0.78 0.42 0.73 0.73 0.57 0.08 0.70 0.85 0.08 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 113.1 Natural Cycle: 80 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 35.2 Intersection LOS: D Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 t01I o2 1 03 04 ft 1 06 y@y@<yW 05 07 08 b s rsu. ., Y i ..i.x fi RAY:M Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 f t 4\it P 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 1 f t r 1 r 1 4 Volume (vph)24 809 17 14 1014 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1,00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 870 18 15 1090 84 13 1 2 42 5 24 RTOR Reduction (vph)0 0 10 0 0 30 0 0 0 0 21 0 Lane Group Flow (vph)26 870 8 15 1090 54 13 1 2 42 8 0 Tum Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)2.6 34.9 34.9 0.9 33.2 33.2 8.3 8.3 8.3 11.5 11.5 Effective Green, g (s)2.6 34.9 34.9 0.9 33.2 33.2 8.3 8.3 8.3 11.5 11.5 Actuated gIC Ratio 0.03 0.44 0.44 0.01 0.42 0.42 0.10 0.10 0.10 0.14 0.14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)58 1552 694 20 1476 660 185 194 165 256 236 v/s Ratio Prot c0.01 0.25 0.01 c0.31 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.00 0.03 0.00 v/c Ratio 0.45 0.56 0.01 0.75 0.74 0.08 0.07 0.01 0.01 0.16 0.04 Uniform Delay, d1 37.8 16.6 12.6 39.2 19.5 14.0 32.2 31.9 32.0 29.8 29.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.4 0.5 0.0 91.0 2.0 0.1 0.7 0.0 0.1 1.4 0.3 Delay (s)43.2 17.1 12.6 130.3 21.5 14.1 32.9 32.0 32.1 31.2 29.6 Level of Service D B 8 F C B C C C C C Approach Delay (s)17.8 22.4 32.7 30.5 Approach LOS B C C C Intersection Summary HCM Average Control Delay 20.8 HCM Level of Service C HCM Volume to Capacity ratio 0.51 Actuated Cycle Length (s)79.6 Sum of lost time (s)24.0 Intersection Capacity Utilization 49.7%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 6 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 C 1 - k - t t' 1 d Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 44 r t 4 r r Volume (vph)24 809 17 14 1014 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.876 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 0 Right Turn on Red Yes Yes No Yes Satd. Flow (RTOR)18 51 24 A Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0,93 0.93 Adj. Flow (vph)26 870 18 15 1090 84 13 1 2 42 5 24 Shared Lane Traffic ( %) Lane Group Flow (vph)26 870 18 15 1090 84 13 1 2 42 29 0 M Turn Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)15.0 72.0 72.0 12.0 69.0 69.0 14.0 14.0 14.0 17.0 17.0 0.0 Total Split ( %)13.0% 62.6% 62.6% 10.4% 60.0% 60.0% 12.2% 12.2% 12.2% 14.8% 14.8% 0.0% Maximum Green (s)9.0 66.0 66.0 6.0 63.0 63.0 8.0 8.0 8.0 11.0 11.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)6.9 34.9 34.9 6.0 32.1 32.1 8.3 8.3 8.3 11.5 11.5 Actuated g/C Ratio 0.09 0.46 0.46 0.08 0.43 0.43 0.11 0.11 0.11 0.15 0.15 v/c Ratio 0.16 0.53 0.02 0.11 0.72 0.12 0.07 0.00 0.01 0.16 0.11 Control Delay 40.0 15.2 5.2 41.7 21.1 7.3 39.0 39.0 39.0 36.0 18.9 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 40.0 15.2 5.2 41.7 21.1 7.3 39.0 39.0 39.0 36.0 18.9 LOS D B A D C A D D D D B Approach Delay 15.7 20.4 39.0 29.0 Approach LOS B C D C Queue Length 50th (ft)11 131 0 6 178 7 5 0 1 16 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)41 234 11 30 334 36 26 6 8 57 30 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity(vph)221 3076 1379 147 3001 1350 196 206 175 270 269 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 0.12 0.28 0.01 0.10 0.36 0.06 0.07 0.00 0.01 0.16 0.11 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 75.3 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 18.9 Intersection LOS: B Intersection Capacity Utilization 49.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 02 06 03 7- 04 07 f-- 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 5 Arden Place 11: Private Drive & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 s k " 4 \T 1 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 r 1 1111 r 1 1111 Volume (vph)1 0 9 47 3 51 15 1716 126 136 3118 12 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6,0 6.0 6.0 6.0 Lane Util. Factor 1,00 1.00 1.00 1.00 0.86 1.00 1.00 0.86 1.00 Frt 0.88 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)1627 1779 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.97 0.73 1.00 0.05 1.00 1.00 0.09 1.00 1.00 Satd. Flow (perm)1581 1360 1583 85 6408 1583 176 6408 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1 0 10 51 3 55 16 1865 137 148 3389 13 RTOR Reduction (vph)0 2 0 0 0 36 0 0 26 0 0 2 Lane Group Flow (vph)0 9 0 0 54 19 16 1865 111 148 3389 11 Tum Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Actuated Green, G (s)8.3 8.3 8.3 87.4 87.4 87.4 87.4 87.4 87.4 Effective Green, g (s)8.3 8.3 8.3 87.4 87.4 87.4 87.4 87.4 87.4 Actuated g/C Ratio 0.08 0.08 0.08 0.81 0.81 0.81 0.81 0.81 0.81 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)122 105 122 69 5200 1285 143 5200 1285 v/s Ratio Prot 0.29 0.53 v/s Ratio Perm 0.01 c0.04 0.01 0.19 0.07 c0.84 0.01 v/c Ratio 0.08 0.51 0.16 0.23 0.36 0.09 1.03 0.65 0.01 Uniform Delay, d1 46.1 47.8 46.4 2.4 2.7 2.1 10.2 4.1 1.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 4.2 0.6 1.7 0.0 0.0 84.8 0.3 0.0 Delay (s)46.4 52.0 47.0 4.1 2.7 2.1 95.0 4.4 1.9 Level of Service D DD A A A F A A Approach Delay (s)46.4 49.5 2.7 8.1 Approach LOS D D A A Intersection Summary HCM Average Control Delay 7.1 HCM Level of Service A HCM Volume to Capacity ratio 0.99 Actuated Cycle Length (s)107.7 Sum of lost time (s)12.0 Intersection Capacity Utilization 72.9%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report M RKAR (fjg)Page 3 Arden Place 11: Private Drive & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 r II tttt r 11 tilt r Volume (vph)1 0 9 47 3 51 15 1716 126 136 3118 12 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 100 0 300 100 Storage Lanes 0 0 0 1 1 1 1 1 Taper Length (ft)25 25 25 25 25 25 200 200 Lane UtiI. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.86 1.00 1.00 0.86 1.00 Ty Frt 0.877 0.850 0.850 0.850 Flt Protected 0.995 0.955 0.950 0.950 Satd. Flow (prot)0 1625 0 0 1779 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.968 0.730 0.046 0.094 Satd. Flow (perm)0 1581 0 0 1360 1583 86 6408 1583 175 6408 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR)2 39 137 8 Link Speed (mph)30 30 45 45 Link Distance (ft)259 571 763 886 Travel Time (s)5.9 13.0 11.6 13.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)1 0 10 51 3 55 16 1865 137 148 3389 13 Shared Lane Traffic ( %) Lane Group Flow (vph)0 11 0 0 54 55 16 1865 137 148 3389 13 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)22.0 22.0 0.0 22.0 22.0 22.0 93.0 93.0 93.0 93.0 93.0 93.0 Total Split ( %)19.1% 19.1% 0.0% 19.1% 19.1% 19.1% 80.9% 80.9% 80.9% 80.9% 80.9% 80.9% Maximum Green (s)16.0 16.0 16.0 16.0 16.0 87.0 87.0 87.0 87.0 87.0 87.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead -Lag Optimize? 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 Recall Mode None None None None None None None None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr)0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s)9.6 9.6 9.6 88.8 88.8 88.8 88.8 88.8 88.8 Actuated gIC Ratio 0.09 0.09 0.09 0.83 0.83 0.83 0.83 0.83 0.83 v/c Ratio 0.08 0.44 0.31 0.22 0.35 0.10 1.01 0.63 0.01 Control Delay 41.0 58.0 25.1 11.7 3.1 0.7 98.1 5.1 1.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.0 58.0 25.1 11.7 3.1 0.7 98.1 5.1 1.9 LOS D E C B A A F A A Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 1 Arden Place 11: Private Drive & US 29 Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 C k " 4 \t 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 41.0 41.4 3.0 8.9 Approach LOS D D A A Queue Length 50th (ft)6 36 10 2 83 0 113 227 1 Queue Length 95th (ft)24 77 49 15 121 12 156 320 5 Internal Link Dist (ft)179 491 683 806 Turn Bay Length (ft)100 300 100 Base Capacity (vph)241 205 272 72 5346 1343 146 5346 1322 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.26 0.20 0.22 0.35 0.10 1.01 0.63 0.01 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 106.4 Natural Cycle: 150 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.01 Intersection Signal Delay: 7.5 Intersection LOS: A Intersection Capacity Utilization 72.9%ICU Level of Service C Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 11: Private Drive & US 29 02 04 06 m8 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 8: Rio Road & Old Brook Road Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 ir 4--4 \t l' ir 4/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations I 1)I 1'1 4 4 r Volume (vph)44 747 14 5 888 43 29 0 17 76 0 96 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.99 0.95 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 0.95 1.00 Satd. Flow (prot)1770 3530 1770 3515 1717 1770 1583 Flt Permitted 0.26 1.00 0.34 1.00 0.76 0.72 1.00 Satd. Flow (perm)485 3530 634 3515 1341 1349 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 812 15 5 965 47 32 0 18 83 0 104 RTOR Reduction (vph)0 1 0 0 4 0 0 15 0 0 0 87 Lane Group Flow (vph)48 826 0 5 1008 0 0 35 0 0 83 17 Tum Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s)22.0 22.0 22.0 22.0 6.5 6.5 6.5 Effective Green, g (s)22.0 22.0 22.0 22.0 6.5 6.5 6.5 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.16 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)263 1918 344 1909 215 217 254 v/s Ratio Prot 0.23 c0.29 v/s Ratio Perm 0.10 0.01 0.03 c0.06 0.01 v/c Ratio 0.18 0.43 0.01 0.53 0.16 0.38 0.07 Uniform Delay, dl 4.7 5.5 4.3 5.9 14.7 15.2 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 0.0 0.3 0.4 1.1 0.1 Delay (s)5.0 5.7 4.3 6.2 15.0 16.3 14.5 Level of Service A A A A B B B Approach Delay (s)5.6 6.2 15.0 15.3 Approach LOS A A B B Intersection Summary HCM Average Control Delay 7.0 HCM Level of Service A HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s)40.5 Sum of lost time (s)12.0 Intersection Capacity Utilization 53.6%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR Mg)Page 3 Arden Place 8: Rio Road & Old Brook Road Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 n li 40 4 r Volume (vph)44 747 14 5 888 43 29 0 17 76 0 96 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 50 0 0 0 0 50 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft)25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.997 0.993 0.951 0.850 Flt Protected 0.950 0.950 0.969 0.950 Satd. Flow (prot)1770 3529 0 1770 3514 0 0 1717 0 0 1770 1583 Flt Permitted 0.260 0.340 0.757 0.724 Satd. Flow (perm)484 3529 0 633 3514 0 0 1341 0 0 1349 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)3 8 18 104 Link Speed (mph)40 30 30 30 Link Distance (ft)1391 438 330 325 Travel Time (s)23.7 10.0 7.5 7.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)48 812 15 5 965 47 32 0 18 83 0 104 Shared Lane Traffic ( %) Lane Group Flow (vph)48 827 0 5 1012 0 0 50 0 0 83 104 Tum Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)80.0 80.0 0,0 80.0 80.0 0.0 35.0 35.0 0.0 35.0 35.0 35.0 Total Split ( %)69.6% 69.6% 0.0% 69.6% 69.6% 0.0% 30.4% 30.4% 0.0% 30.4% 30.4% 30,4% Maximum Green (s)74.0 74.0 74.0 74.0 29.0 29.0 29.0 29.0 29.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 6.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11:0 11.0 11.0 Pedestrian Calls ( #/hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)24.4 24.4 24.4 24.4 8.6 8.8 8.8 Actuated g/C Ratio 0.62 0.62 0.62 0.62 0.22 0.22 0.22 v/c Ratio 0.16 0.38 0.01 0.47 0.16 0.28 0.24 Control Delay 7.5 6.6 5.4 7.2 13.3 18.7 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 6.6 5.4 7.2 13.3 18.7 6.3 LOS A A A A B B A Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 N Arden Place 8: Rio Road & Old Brook Road Combined (2015) AM Peak Hour With Internal Connection 7/10/2009 f Nt c 4- k-I * P 4, Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 6.6 7.2 13.3 11.8 Approach LOS A A B B Queue Length 50th (ft)5 55 1 73 6 16 0 Queue Length 95th (ft)21 102 4 132 31 54 31 Internal Link Dist (ft)1311 358 250 245 Turn Bay Length (ft)100 50 50 Base Capacity (vph)484 3529 633 3514 988 989 1188 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.23 0.01 0.29 0.05 0.08 0.09 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 39.6 Natural Cycle: 45 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.47 Intersection Signal Delay: 7.5 Intersection LOS: A Intersection Capacity Utilization 53.6%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 8: Rio Road & Old Brook Road 4 02 04 T 06 v 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR Mg)Page 2 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft ft r r Volume (veh /h)183 1016 1113 107 63 156 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)201 1116 1223 118 69 171 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None TWLTL Median storage veh)2 Upstream signal (ft)977 pX, platoon unblocked 0.75 vC, conflicting volume 1341 2184 612 vC1, stage 1 conf vol 1223 vC2, stage 2 conf vol 960 vCu, unblocked vol 1341 1910 612 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s)5.8 tF (s)2.2 3.5 3.3 p0 queue free %61 63 61 cM capacity (veh /h)510 190 436 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 201 558 558 612 612 118 69 171 Volume Left 201 0 0 0 0 0 69 0 Volume Right 0 0 0 0 0 118 0 171 cSH 510 1700 1700 1700 1700 1700 190 436 Volume to Capacity 0.39 0.33 0.33 0.36 0.36 0.07 0.37 0.39 Queue Length 95th (ft)47 0 0 0 0 0 39 46 Control Delay (s)16.6 0.0 0.0 0.0 0.0 0.0 34.5 18.5 Lane LOS C D C Approach Delay (s)2.5 0.0 23.1 Approach LOS C Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 54.4%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tttt r tttt r Volume (vph)296 373 148 277 401 670 174 2275 204 578 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 389 154 289 418 698 181 2370 212 602 1818 193 RTOR Reduction (vph)0 0 127 0 0 242 0 0 0 0 0 0 Lane Group Flow (vph)308 389 27 289 418 456 181 2370 212 602 1818 193 Tum Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)8.0 19.8 19.8 13.2 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Effective Green, g (s)8.0 19.8 19.8 13.2 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.11 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)239 609 273 394 769 344 328 2285 1583 507 2619 1583 v/s Ratio Prot c0.09 0.11 0.08 0.12 0.05 c0.37 c0.18 0.28 v/s Ratio Perm 0.02 c0.29 0.13 0.12 v/c Ratio 1.29 0.64 0.10 0.73 0.54 1.33 0.55 1.04 0.13 1.19 0.69 0.12 Uniform Delay, dl 53.5 44.3 40.1 49.2 39.9 45.0 49.6 37.0 0.0 49.0 28.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 2.2 0.2 6.9 0.8 165.6 2.0 29.3 0.2 102.8 1.5 0.2 Delay (s)211.1 46.5 40.2 56.1 40.7 210.6 51.7 66.3 0.2 151.8 29.6 0.2 Level of Service F DD ED F D E A F C A Approach Delay (s)104.9 128.3 60.3 55.6 Approach LOS F F E E Intersection Summary HCM Average Control Delay 76.2 HCM Level of Service E HCM Volume to Capacity ratio 1.17 Actuated Cycle Length (s)115.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 97.9%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR Ng)Page 3 T,Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 f i 4- k- 4 \t 1 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VI ft r tit r vill tin r 1111 r Volume(vph)296 373 148 277 401 670 174 2275 204 578 1745 185 Ideal Flow(vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 0 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR)154 309 131 126 p-Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 763 Travel Time (s)13.4 14.1 13.5 11.6 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 389 154 289 418 698 181 2370 212 602 1818 193 Shared Lane Traffic ( %) Lane Group Flow (vph)308 389 154 289 418 698 181 2370 212 602 1818 193 Tum Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)14.0 25.0 25.0 20.0 31.0 31,0 17.0 47.0 0.0 23.0 53.0 0.0 Total Split ( %)12.2% 21.7% 21.7% 17.4% 27.0% 27.0% 14.8% 40.9% 0.0% 20.0% 46.1% 0.0% Maximum Green (s)8.0 19.0 19.0 14.0 25.0 25.0 11.0 41.0 17.0 47.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)8.0 19.8 19.8 13.2 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.11 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 v/c Ratio 1.29 0.64 0.38 0.73 0.54 1.19 0.55 1.04 0.13 1.19 0,69 0.12 Control Delay 200.4 50.0 9.7 60.6 43.0 125.3 56.6 65.9 0.2 145.6 29.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 200.4 50.0 9.7 60.6 43.0 125.3 56.6 65.9 0.2 145.6 29.8 0.2 LOS F D A E D F E E A F C A Approach Delay 97.1 87.5 60.2 54.3 Approach LOS F F E D n Queue Length 50th (ft)150 143 0 107 145 435 67 550 0 276 318 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 C 4 \t 1 I'd Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)241 197 58 154 197 669 105 625 0 390 361 0 Internal Link Dist (ft)706 745 811 683 Turn Bay Length (ft)250 150 255 135 460 315 288 Base Capacity (vph)239 608 400 418 769 586 328 2285 1583 507 2619 1583 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.64 0.39 0.69 0.54 1.19 0.55 1.04 0.13 1.19 0.69 0.12 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 120 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.29 Intersection Signal Delay: 67.3 Intersection LOS: E Intersection Capacity Utilization 97.9%ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 IIP 01 t o2 C 03 M' 04 1 06 4 \ 05 07 411-- 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r A 11 r r t Volume (vph)57 1063 58 92 1164 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1,00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1085 59 94 1188 176 111 31 64 130 31 57 RTOR Reduction (vph)0 0 36 0 0 47 0 0 0 0 49 0 Lane Group Flow (vph)58 1085 23 94 1188 129 111 31 64 130 39 0 Turn Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)6.5 40.8 40.8 8.3 42.6 42.6 17.4 17.4 17.4 15.3 15.3 Effective Green, g (s)6.5 40.8 40.8 8.3 42.6 42.6 17.4 17.4 17.4 15.3 15.3 Actuated g/C Ratio 0.06 0.39 0.39 0.08 0.40 0.40 0.16 0.16 0.16 0.14 0.14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)109 1365 610 139 1425 637 291 306 260 256 243 v/s Ratio Prot 0.03 0.31 c0.05 c0.34 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.01 0.08 0.04 v/c Ratio 0.53 0.79 0.04 0.68 0.83 0.20 0.38 0.10 0.25 0.51 0.16 Uniform Delay, dl 48.2 28.8 20.3 47.4 28.4 20.6 39.4 37.6 38.5 41.8 39.6 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 4.9 3.3 0.0 12.3 4.4 0.2 3.8 0.7 2.2 7.0 1.4 Delay (s)53.1 32.1 20.3 59.7 32.8 20.7 43.2 38.2 40.7 48.8 41.1 Level of Service D CC E C C D D DD D Approach Delay (s)32.5 33.1 41.7 45.7 Approach LOS C C D D Intersection Summary HCM Average Control Delay 34.3 HCM Level of Service C HCM Volume to Capacity ratio 0.63 Actuated Cycle Length (s)105.8 Sum of lost time (s)18.0 Intersection Capacity Utilization 65.4%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 6 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 44 r 14 r r i i Volume (vph)57 1063 58 92 1164 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 0 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 0 Right Tum on Red Yes Yes No Yes Satd. Flow (RTOR)59 78 57 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1085 59 94 1188 176 111 31 64 130 31 57 Shared Lane Traffic ( %) Lane Group Flow (vph)58 1085 59 94 1188 176 111 31 64 130 88 0 Turn Type Prot Perm Prot Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)15.0 53.0 53.0 18.0 56.0 56.0 23.0 23.0 23.0 21.0 21.0 0.0 Total Split ( %)13.0% 46.1% 46.1% 15.7% 48.7% 48.7% 20.0% 20.0% 20.0% 18.3% 18.3% 0.0% Maximum Green (s)9.0 47.0 47.0 12.0 50.0 50.0 17.0 17.0 17.0 15.0 15.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 z Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)8.0 40.8 40.8 10.1 42.6 42.6 17.4 17.4 17.4 15.3 15.3 Actuated g/C Ratio 0.08 0.39 0.39 0.10 0.41 0.41 0.17 0.17 0.17 0.15 0.15 v/c Ratio 0.43 0.79 0.09 0.55 0.82 0.26 0.38 0.10 0.24 0.50 0.30 Control Delay 60.0 33.3 5.8 60.8 33.5 12.5 47.1 42.8 45.3 52.3 22.8 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 60.0 33.3 5.8 60.8 33.5 12.5 47.1 42.8 45.3 52.3 22.8 LOS EC A E C B D DD DC Approach Delay 33.2 32.7 45.9 40.4 Approach LOS C C D D Queue Length 50th (ft)40 350 0 65 385 43 73 19 41 88 20 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)85 437 26 123 473 90 134 49 86 157 69 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)156 1622 758 207 1726 812 294 309 263 259 295 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 0.37 0.67 0.08 0.45 0.69 0.22 0.38 0.10 0.24 0.50 0.30 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 104.7 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 34.3 Intersection LOS: C Intersection Capacity Utilization 65.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 02 4 06 T;03 04 07 08 imam Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 5 Arden Place 14: Private Drive & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 ih r c 4.-- k- 41 t d Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4 r vi tttt r tttt r Volume (vph)34 3 84 325 10 347 74 3084 398 361 2351 37 IdealFlow(vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.86 1.00 1.00 0.86 1.00 Frt 0.91 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.99 0.95 1.00 0,95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)1665 1777 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.47 0.61 1.00 0.05 1.00 1.00 0.05 1.00 1.00 Satd. Flow (perm)795 1144 1583 98 6408 1583 98 6408 1583 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)37 3 91 353 11 377 80 3352 433 392 2555 40 RTOR Reduction (vph)0 4 0 0 0 1 0 0 147 0 0 8 Lane Group Flow (vph)0 127 0 0 364 376 80 3352 286 392 2555 32 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Actuated Green, G (s)27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Effective Green, g (s)27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Actuated g/C Ratio 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)187 269 372 65 4235 1046 65 4235 1046 v/s Ratio Prot 0.52 0.40 v/s Ratio Perm 0.16 c0.32 0.24 0.82 0.18 c4.00 0.02 v/c Ratio 0.68 1.35 1.01 1.23 0.79 0.27 6.03 0.60 0.03 Uniform Delay, d1 40.1 44.0 44.0 19.5 13.9 8.1 19.5 11.0 6.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.7 181.4 49.6 186.2 1.1 0.1 2296.6 0.2 0.0 Delay (s)49.8 225.4 93.6 205.7 14.9 8.2 2316.1 11.2 6.8 Level of Service D F F F B A F B A Approach Delay (s)49.8 158.3 18.1 313.7 Approach LOS D F B F Intersection Summary HCM Average Control Delay 146.4 HCM Level of Service F HCM Volume to Capacity ratio 4.82 Actuated Cycle Length (s)115.0 Sum of lost time (s)12.0 Intersection Capacity Utilization 104.9%ICU Level of Service G Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 3 Arden Place 14: Private Drive & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 c 4-t P 1 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+4 r 1 tttt r i tttt r Volume (vph)34 3 84 325 10 347 74 3084 398 361 2351 37 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)0 0 0 0 100 0 300 100 Storage Lanes 0 0 0 1 1 1 1 1 Taper Length (ft)25 25 25 25 25 25 200 200 Lane Util. Factor 1.00 1.00 1.00 1,00 1.00 1.00 1,00 0.86 1.00 1.00 0.86 1.00 Frt 0.906 0.850 0.850 0.850 Flt Protected 0.986 0.954 0.950 0.950 Satd. Flow (prot)0 1664 0 0 1777 1583 1770 6408 1583 1770 6408 1583 Flt Permitted 0.471 0.614 0.053 0.053 Satd. Flow (perm)0 795 0 0 1144 1583 99 6408 1583 99 6408 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)5 1 433 25 Link Speed (mph)30 30 45 45 Link Distance (ft)288 566 763 463 Travel Time (s)6.5 12.9 11.6 7.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph)37 3 91 353 11 377 80 3352 433 392 2555 40 Shared Lane Traffic ( %) Lane Group Flow (vph)0 131 0 0 364 377 80 3352 433 392 2555 40 Turn Type Perm Perm Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 8 2 2 6 6 Detector Phase 4 4 8 8 8 2 2 2 6 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)33.0 33.0 0.0 33.0 33.0 33.0 82.0 82.0 82.0 82.0 82.0 82.0 Total Split ( %)28.7% 28.7% 0.0% 28.7% 28.7% 28.7% 71.3% 71.3% 71.3% 71.3% 71.3% 71.3% Maximum Green (s)27.0 27.0 27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead -Lag Optimize? 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 Recall Mode None None None None None None None None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr)0 0 0 0 0 0 0 0 0 0 0 Act Effct Green (s)27.0 27.0 27.0 76.0 76.0 76.0 76.0 76.0 76.0 Actuated g/C Ratio 0.23 0.23 0.23 0.66 0.66 0.66 0.66 0.66 0.66 v/c Ratio 0.69 1.35 1.01 1.23 0.79 0.36 6.03 0.60 0.04 Control Delay 58.8 217.1 94.3 212.1 15.7 1.6 2305.4 11.7 3.7 Queue Delay 0.0 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Total Delay 58.8 217.1 94.3 212.1 16.1 1.6 2305.4 11.7 3.7 LOS E F F F B A F B A Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 1 Arden Place 14: Private Drive & US 29 Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 58.8 154.6 18.6 312.6 Approach LOS E F B F Queue Length 50th (ft)86 354 286 73 468 0 514 283 4 Queue Length 95th (ft)178 543 487 127 513 32 710 314 15 Internal Link Dist (ft)208 486 683 383 Turn Bay Length (ft)100 300 100 Base Capacity (vph)190 269 372 65 4235 1193 65 4235 1055 Starvation Cap Reductn 0 0 0 0 388 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 1.35 1.01 1.23 0.87 0.36 6.03 0.60 0.04 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 6.03 Intersection Signal Delay: 146.0 Intersection LOS: F Intersection Capacity Utilization 104.9%ICU Level of Service G Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 14: Private Drive & US 29 w 02 04 fifG2x ...._... f^` Lc'ikS pM - aw"r' " L' : F,-3: K3F , v,fi .1 °)Atti "JI(i TI'.dTR3Qd,- c. .F'. a an 3L7 SSS'- MYf. „A w 0 .' 1 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 2 Arden Place 8: Rio Road & Old Brook Road Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 41+II 13 4 4 r Volume (vph)150 863 66 34 1060 155 45 1 17 93 0 115 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 0.96 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.97 0.95 1.00 Satd. Flow (prot)1770 3501 1770 3472 1732 1770 1583 Flt Permitted 0.16 1.00 0.26 1.00 0.73 0.71 1.00 Satd. Flow (perm)307 3501 479 3472 1301 1326 1583 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)165 948 73 37 1165 170 49 1 19 102 0 126 RTOR Reduction (vph)0 7 0 0 14 0 0 12 0 0 0 106 Lane Group Flow (vph)165 1014 0 37 1321 0 0 57 0 0 102 20 Turn Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Actuated Green, G (s)44.7 44.7 44.7 44.7 11.0 11.0 11.0 Effective Green, g (s)44.7 44.7 44.7 44.7 11.0 11.0 11.0 Actuated g/C Ratio 0.66 0.66 0.66 0.66 0.16 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)203 2312 316 2292 211 215 257 v/s Ratio Prot 0.29 0.38 v/s Ratio Perm c0.54 0.08 0.04 c0.08 0.01 v/c Ratio 0.81 0.44 0.12 0.58 0.27 0.47 0.08 Uniform Delay, d1 8.4 5.5 4.2 6.3 24.8 25.7 24.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.4 0.1 0.2 0.4 0.7 1.7 0.1 Delay (s)29.8 5.6 4.4 6.7 25.5 27.4 24.2 Level of Service C A A A C C C Approach Delay (s)9.0 6.6 25.5 25.6 Approach LOS A A C C Intersection Summary HCM Average Control Delay 9.6 HCM Level of Service A HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s)67.7 Sum of lost time (s)12.0 Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 8: Rio Road & Old Brook Road Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 41 1 4+4 r Volume (vph)150 863 66 34 1060 155 45 1 17 93 0 115 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)100 0 50 0 0 0 0 50 Storage Lanes 1 0 1 0 0 0 0 1 Taper Length (ft)25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.989 0.981 0.963 0.850 Flt Protected 0.950 0.950 0.966 0.950 Satd. Flow (prot)1770 3500 0 1770 3472 0 0 1733 0 0 1770 1583 Flt Permitted 0.165 0.257 0.725 0.712 Satd. Flow (perm)307 3500 0 479 3472 0 0 1301 0 0 1326 1583 Right Tum on Red Yes Yes Yes Yes Satd. Flow (RTOR)20 41 14 126 Link Speed (mph)40 30 30 30 Link Distance (ft)1407 429 294 336 Travel Time (s)24.0 9.8 6.7 7.6 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph)165 948 73 37 1165 170 49 1 19 102 0 126 Shared Lane Traffic ( %) Lane Group Flow (vph)165 1021 0 37 1335 0 0 69 0 0 102 126 Tum Type Perm Perm Perm Perm Perm Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 6 Detector Phase 4 4 8 8 2 2 6 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0 Total Split (s)93.0 93.0 0.0 93.0 93.0 0.0 22.0 22.0 0.0 22.0 22.0 22.0 Total Split ( %)80.9% 80.9% 0.0% 80.9% 80.9% 0.0% 19.1% 19.1% 0.0% 19.1% 19.1% 19.1% Maximum Green (s)87.0 87.0 87.0 87.0 16.0 16.0 16.0 16.0 16.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 6.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None None None Walk Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s)11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls ( # /hr)0 0 0 0 0 0 0 0 0 Act Effct Green (s)44.7 44.7 44.7 44.7 10.9 10.9 10.9 Actuated g/C Ratio 0.64 0.64 0.64 0.64 0.16 0.16 0.16 v/c Ratio 0.84 0.45 0.12 0.60 0.32 0.49 0.35 Control Delay 45.0 6.0 4.9 7.2 33.5 43.5 11.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.0 6.0 4.9 7.2 33.5 43.5 11.3 LOS D A A A C D B Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 8: Rio Road & Old Brook Road Combined (2015) PM Peak Hour With Internal Connection 7/10/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 11.4 7.1 33.5 25.7 Approach LOS B A C C Queue Length 50th (ft)39 81 4 121 18 35 0 Queue Length 95th (ft)214 141 16 206 83 131 54 Internal Link Dist (ft)1327 349 214 256 Tum Bay Length (ft)100 50 50 Base Capacity (vph)292 3329 455 3303 360 356 517 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.57 0.31 0.08 0.40 0.19 0.29 0.24 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 69.7 Natural Cycle: 80 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 11.0 Intersection LOS: B Intersection Capacity Utilization 67.8%ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Rio Road & Old Brook Road r ,_ E 02 04 t 06 08 s,c t'': s,. d :r v" c A Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 2 APPENDIX L COMBINED (2015) CAPACITY ANALYSIS RESULTS - REVISED SITE ACCESS Arden Place 1: Rio Road & Putt Putt Place Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft r Volume (veh /h)82 778 982 30 0 137 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)87 828 1045 32 0 146 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.84 vC, conflicting volume 1077 1633 522 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1077 1374 522 tC, single (s)4.1 6.9 7.0 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %86 100 71 cM capacity (veh/h)643 98 497 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 87 414 414 522 522 32 146 Volume Left 87 0 0 0 0 0 0 Volume Right 0 0 0 0 0 32 146 cSH 643 1700 1700 1700 1700 1700 497 Volume to Capacity 0.14 0.24 0.24 0.31 0.31 0.02 0.29 Queue Length 95th (ft)12 0 0 0 0 0 30 Control Delay (s)11.5 0.0 0.0 0.0 0.0 0.0 15.2 Lane LOS B C Approach Delay (s)1.1 0.0 15.2 Approach LOS C Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 42.3%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 11: Rio Road & Site Drive Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh /h)0 860 1117 2 0 63 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 935 1214 2 0 68 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)542 pX, platoon unblocked 0.80 vC, conflicting volume 1216 1683 608 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1216 1362 608 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 84 cM capacity (veh /h)569 112 439 Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 467 467 809 407 68 Volume Left 0 0 0 0 0 Volume Right 0 0 0 2 68 cSH 1700 1700 1700 1700 439 Volume to Capacity 0.27 0.27 0.48 0.24 0.16 Queue Length 95th (ft)0 0 0 0 14 Control Delay (s)0.0 0.0 0.0 0.0 14.7 Lane LOS B Approach Delay (s)0.0 0.0 14.7 Approach LOS B Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 41.5%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 1 t Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations 1 ft r ft r vi t r 11 I Volume (vph)24 813 17 27 14 1032 78 12 1 2 39 5 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Peak -hour factor, PHF 0.93 0,93 0.93 0.92 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 874 18 29 15 1110 84 13 1 2 42 5 RTOR Reduction (vph)0 0 11 0 0 0 29 0 0 0 0 21 Lane Group Flow (vph)26 874 7 0 44 1110 55 13 1 2 42 8 Tum Type Prot Perm Prot Prot Perm Split Perm Split Protected Phases 7 4 3 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)2.7 32.2 32.2 4.6 34.1 34.1 8,3 8.3 8.3 11.5 11.5 Effective Green, g (s)2.7 32.2 32.2 4.6 34.1 34.1 8.3 8.3 8.3 11.5 11.5 Actuated g/C Ratio 0.03 0.40 0.40 0.06 0.42 0.42 0.10 0.10 0.10 0.14 0.14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)59 1414 632 101 1497 670 182 192 163 253 233 v/s Ratio Prot 0.01 0.25 c0.02 c0.31 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.00 0.03 0.00 v/c Ratio 0.44 0.62 0.01 0.44 0.74 0.08 0.07 0.01 0.01 0.17 0.04 Uniform Delay, d1 38.2 19.3 14.6 36.7 19.5 13.9 32.7 32.4 32.5 30.3 29.8 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 5.2 0.8 0.0 3.0 2.0 0.1 0.8 0.0 0.1 1.4 0.3 Delay (s)43.4 20.1 14.6 39.7 21.6 14.0 33.4 32.5 32.6 31.7 30.1 Level of Service D C B D C B C C C C C Approach Delay (s)20.7 21.7 33.3 31.1 Approach LOS C C C C Intersection Summary HCM Average Control Delay 21.7 HCM Level of Service C HCM Volume to Capacity ratio 0.48 Actuated Cycle Length (s)80.6 Sum of lost time (s)18.0 Intersection Capacity Utilization 52.9%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 8 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 4, Movement SBR Lanft£onfigurations Volume (vph)22 Ideal Flow (vphpl)1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.93 Adj. Flow (vph)24 RTOR Reduction (vph)0 Lane Group Flow (vph)0 Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 9 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 C I dr-4 \t P 1 Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Ili 44 r r vi r T Volume (vph)24 813 17 27 14 1032 78 12 1 2 39 5 IdealFlow(vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 Storage Lanes 1 1 1 1 1 1 1 Taper Length (ft)50 25 50 50 25 50 50 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.876 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 0 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 3539 1583 0 1770 3539 1583 1770 1863 1583 1770 1632 Right Turn on Red Yes Yes No Satd. Flow (RTOR)18 50 24 Link Speed (mph)40 40 25 25 Link Distance (ft)825 542 656 624 Travel Time (s)14.1 9.2 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.92 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 874 18 29 15 1110 84 13 1 2 42 5 Shared Lane Traffic ( %) Lane Group Flow (vph)26 874 18 0 44 1110 84 13 1 2 42 29 Turn Type Prot Perm Prot Prot Perm Split Perm Split Protected Phases 7 4 3 3 8 2 2 6 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)15.0 67.0 67.0 17.0 17.0 69.0 69.0 14.0 14.0 14.0 17.0 17.0 Total Split ( %)13.0% 58.3% 58.3% 14.8% 14.8% 60.0% 60.0% 12.2% 12.2% 12.2% 14.8% 14.8% Maximum Green (s)9.0 61.0 61.0 11.0 11.0 63.0 63.0 8.0 8.0 8.0 11.0 11.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max Max Max Max Act Effct Green (s)7.0 31.0 31.0 7.7 34.1 34.1 8.3 8.3 8.3 11.5 11.5 Actuated g/C Ratio 0.09 0.40 0.40 0.10 0.44 0.44 0.11 0.11 0.11 0.15 0.15 v/c Ratio 0.16 0.62 0.03 0.25 0.71 0.12 0.07 0.00 0.01 0.16 0.11 Control Delay 41.1 20.9 6.9 41.0 20.6 7.3 40.2 40.0 40.0 37.2 19.1 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 41.1 20.9 6.9 41.0 20.6 7.3 40.2 40.0 40.0 37.2 19.1 LOS D C A D C A D D D D B Approach Delay 21.2 20.5 40.1 29.8 Approach LOS C C D C Queue Length 50th (ft)12 188 0 20 183 8 6 0 1 18 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/10/2009 4, Lane Group SBR Lanonfigurations Volume (vph)22 Ideal Flow (vphpl)1900 Storage Length (ft)0 Storage Lanes 0 Taper Length (ft)25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot)0 Flt Permitted Satd. Flow (perm)0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.93 Adj. Flow (vph)24 Shared Lane Traffic ( %) Lane Group Flow (vph)0 Turn Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s)0.0 Total Split ( %)0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s)0.0 Total Lost Time (s)4.0 Lead/Lag Lead - Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated gIC Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 5 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/1012009 Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Queue Length 95th (ft)42 258 12 61 343 37 27 6 8 58 30 Internal Link Dist (ft)745 462 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)215 2878 1291 263 2941 1324 191 201 171 263 262 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 0.12 0.30 0.01 0.17 0.38 0.06 0.07 0.00 0.01 0.16 0.11 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 77.4 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum vic Ratio: 0.71 Intersection Signal Delay: 21.2 Intersection LOS: C Intersection Capacity Utilization 52.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square f o2 o6 F 03 70 ' 04 07 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 6 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour U -turn Analysis 7/1012009 4, Lane Group SBR Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced vlc Ratio Intersection Summary Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 7 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations ft f'r r Volume (veh /h)201 1031 1122 98 0 194 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)221 1133 1233 108 0 213 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.75 vC, conflicting volume 1341 2241 616 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1341 1986 616 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %57 100 51 cM capacity (veh /h)510 23 433 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 Volume Total 221 566 566 616 616 108 213 Volume Left 221 0 0 0 0 0 0 Volume Right 0 0 0 0 0 108 213 cSH 510 1700 1700 1700 1700 1700 433 Volume to Capacity 0.43 0.33 0.33 0.36 0.36 0.06 0.49 Queue Length 95th (ft)54 0 0 0 0 0 66 Control Delay (s)17.3 0.0 0.0 0.0 0.0 0.0 21.1 Lane LOS C C Approach Delay (s)2.8 0.0 21.1 Approach LOS C Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 49.7%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 11: Rio Road & Site Drive Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4'4 4 Volume ( veh/h)0 1232 1211 9 0 34 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 1339 1316 10 0 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)550 pX, platoon unblocked 0.72 vC, conflicting volume 1326 1991 663 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1326 1589 663 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 91 cM capacity (veh/h)517 70 404 Direction, Lane #EB 1 EB 2 WB 1 WB 2 SB 1 Volume Total 670 670 878 449 37 Volume Left 0 0 0 0 0 Volume Right 0 0 0 10 37 cSH 1700 1700 1700 1700 404 Volume to Capacity 0.39 0.39 0.52 0.26 0.09 Queue Length 95th (ft)0 0 0 0 8 Control Delay (s)0.0 0.0 0.0 0.0 14.8 Lane LOS B Approach Delay (s)0.0 0.0 14.8 Approach LOS B Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 43.8%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 1 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations 5 fat r t ft r vi r 1 Volume (vph)57 1081 58 15 92 1173 172 109 30 63 127 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Peak -hour factor, PHF 0.98 0.98 0.98 0.92 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1103 59 16 94 1197 176 111 31 64 130 31 RTOR Reduction (vph)0 0 36 0 0 0 45 0 0 0 0 49 Lane Group Flow (vph)58 1103 23 0 110 1197 131 111 31 64 130 39 Tum Type Prot Perm Prot Prot Perm Split Perm Split Protected Phases 7 4 3 3 8 2 2 6 6 Permitted Phases 4 8 2 Actuated Green, G (s)6.6 41.3 41.3 11.3 46.0 46.0 16.1 16.1 16.1 15.1 15.1 Effective Green, g (s)6.6 41.3 41.3 11.3 46.0 46.0 16.1 16.1 16.1 15.1 15.1 Actuated g/C Ratio 0.06 0.38 0.38 0.10 0.43 0.43 0.15 0.15 0.15 0.14 0.14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)108 1356 606 186 1510 675 264 278 236 248 236 v/s Ratio Prot 0.03 0.31 c0.06 c0.34 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.01 0.08 0.04 v/c Ratio 0.54 0.81 0.04 0.59 0.79 0.19 0.42 0.11 0.27 0.52 0.17 Uniform Delay, dl 49.1 29.8 20.8 46.0 26.8 19.3 41.6 39.7 40.6 43.0 40.8 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 5.1 3.9 0.0 5.0 2.9 0.1 4.9 0.8 2.8 7.7 1.5 Delay (s)54.2 33.6 20.8 51.0 29.7 19.5 46.5 40.5 43.5 50.7 42.3 Level of Service D C C D C B D D D D D Approach Delay (s)34.0 30.1 44.6 47.3 Approach LOS C C D D Intersection Summary HCM Average Control Delay 33.8 HCM Level of Service C HCM Volume to Capacity ratio 0.68 Actuated Cycle Length (s)107.8 Sum of lost time (s)24.0 Intersection Capacity Utilization 66.7%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 8 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 4/ Movement SBR Land Configurations Volume (vph)56 Ideal Flow (vphpl)1900 Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Peak -hour factor, PHF 0.98 Adj. Flow (vph)57 RTOR Reduction (vph)0 Lane Group Flow (vph)0 Tum Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated gIC Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 9 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 f C k ' t P 1 Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations lii ft r t r vi I r 1 I Volume (vph)57 1081 58 15 92 1173 172 109 30 63 127 30 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 Storage Lanes 1 1 1 1 1 1 1 Taper Length (ft)50 25 50 50 25 50 50 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prof)1770 3539 1583 0 1770 3539 1583 1770 1863 1583 1770 1682 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)1770 3539 1583 0 1770 3539 1583 1770 1863 1583 1770 1682 Right Turn on Red Yes Yes No Satd. Flow (RTOR)58 79 57 Link Speed (mph)40 40 25 25 Link Distance (ft)825 550 656 624 Travel Time (s)14.1 9.4 17.9 17.0 Peak Hour Factor 0.98 0.98 0.98 0.92 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1103 59 16 94 1197 176 111 31 64 130 31 Shared Lane Traffic ( %) Lane Group Flow (vph)58 1103 59 0 110 1197 176 111 31 64 130 88 Turn Type Prot Perm Prot Prot Perm Split Perm Split Protected Phases 7 4 3 3 8 2 2 6 6 Permitted Phases 4 8 2 Detector Phase 7 4 4 3 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)15.0 52.0 52.0 20.0 20.0 57.0 57.0 22.0 22.0 22.0 21.0 21.0 Total Split ( %)13.0% 45.2% 45.2% 17.4% 17.4% 49.6% 49.6% 19.1% 19.1% 19.1% 18.3% 18.3% Maximum Green (s)9.0 46.0 46.0 14.0 14.0 51.0 51.0 16.0 16.0 16.0 15.0 15.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead /Lag Lead Lag Lag Lead Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max Max Max Max Act Effct Green (s)8.0 39.9 39.9 11.3 46.0 46.0 16.1 16.1 16.1 15.1 15.1 Actuated g/C Ratio 0.07 0.37 0.37 0.11 0.43 0.43 0.15 0.15 0.15 0.14 0.14 v/c Ratio 0.44 0.83 0.09 0.59 0.78 0.24 0.41 0.11 0.27 0.52 0.31 Control Delay 60.4 36.7 6.3 60.0 31.0 11.9 48.9 43.6 46.6 52.9 22.7 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 60.4 36.7 6.3 60.0 31.0 11.9 48.9 43.6 46.6 52.9 22.7 LOS E D A E CB D D D D C Approach Delay 36.4 30.9 47.4 40.7 Approach LOS D C D D Queue Length 50th (ft)40 357 0 75 383 42 73 19 41 87 20 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 4, Lane Group SBR Lanonfigurations Volume (vph)56 Ideal Flow (vphpl)1900 Storage Length (ft)0 Storage Lanes 0 Taper Length (ft)25 Lane Util. Factor 1.00 Frt Flt Protected Satd. Flow (prot)0 Fit Permitted Satd. Flow (perm)0 Right Turn on Red Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor 0.98 Adj. Flow (vph)57 Shared Lane Traffic ( %) Lane Group Flow (vph)0 Tum Type Protected Phases Permitted Phases Detector Phase Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s)0.0 Total Split ( %)0.0% Maximum Green (s) Yellow Time (s) All -Red Time (s) Lost Time Adjust (s)0.0 Total Lost Time (s)4.0 Lead /Lag Lead -Lag Optimize? Vehicle Extension (s) Recall Mode Act Effct Green (s) Actuated g/C Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS Approach Delay Approach LOS Queue Length 50th (ft) Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 5 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7/10/2009 Lane Group EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Queue Length 95th (ft)85 455 27 137 471 88 135 50 87 157 69 Internal Link Dist (ft)745 470 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)151 1539 721 234 1706 804 268 282 239 251 288 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 0.72 0.08 0.47 0.70 0.22 0.41 0.11 0.27 0.52 0.31 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 106.7 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 34.8 Intersection LOS: C Intersection Capacity Utilization 66.7%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 02 06 03 04 i- 07 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 6 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour U -turn Analysis 7110/2009 4, Lane Group SBR Queue Length 95th (ft) Internal Link Dist (ft) Tum Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 7 APPENDIX M CRASH HISTORY SUMMARY (VDOT DATA) m NHra HH N> 0x 0 WWW O ( <f rpa Ey O W N V' N Lt) V H O H 10 W N H W H N W Lf) N M m W 0 N 1.. M 0 MO N N NH L() NN IL) NO N S L N O) H r-1 H F" O)a r-1 r-1 H H H H r-1 M R Z0F3E W 0 Z NEE0zs O F 00 F C 0 L y ZZ Z 0 FP4 0 Z E>. 0 E000OWxZWaW HH H Wa0 0(70 0 0 H7+3O a o mHEm0aZWHa0ZaWaH UU v)v)HU 4 Fa W 30 0 S WW EHZ4 0HZH x 7 m yC41:4 ZZW nwaHx OE w m u HZ a 1 , 4 w v-0 HH WWOwWa 0 HO 4 aH a Lmma nn 00HOa0mmH aZ0 w MO 0 ZZOO 0 No HHU ah < < a 0 a W n 33nn H 0 UI:14UUUZHZW0zd EW 4 x W UUa YHHH H mmm H m E aE nnaa W H 4 '0 as x m0WZ4 m Hft 00 Q aaEE+ U' WWW3F4 OH as F aaa •Wwmm H ZzZzZz0m a ax -ma OOEH x x ma Qrt ammwx 1 4Gf E 3 1=1›..w wm 4 xx EHFE PP WW F 000000 A3mH OO Zwm3Z&- wa Z 1 W NOD W r1 4NM .-1 H HW 1 WOOONC 0 O 1M H M M 110 1 NM1O O M O H 00 1H H H H 1 W W N N1N W H Z 1 mwmsVrmH 4 0 1 NSO)riMMV Fx H WW HHH a W F C7U' OH H C4 En> WW Z MW of a 00wH P 00 O op 0 G. H >H 0 U Zz 404Z0EH4 F4 F4 mH G. HZZHHW HM H HE a 3 y Hw0 m H M mm W>-.Em aHa0EwHH 0 a af-1 w HH xfp.am 00WWHWMH 0 W Oz 0 00 E aH HOn h AW <WHUXMw a W 0 x110 Hm naW zazn >WUW 0 HO 1 WO a UP X OmH WHE a zH N 3u n C7 Ft WWWa< a Wu 0 zwF Ona0aw0mEaa a Eu a FwaHam wwwwux 4m-r wr--co HQ EZ3WXW3W 4 Cfl aa>aHE•q 0q up E0000o0 W WOmHOWOxO >EE \ \H - --a4 CFC Em0 0000000 E 40H zaEHaW00 aaaaW[000HF ENNNNNN W 0 x UWEW0000MMZH 0000 >3aaZZ W m 0 GC n z a 0 4P Z NHW.-1M InNM rir M r M H S H H H NM MS HM HMV. H W r-1 OH Z a rt M MM H O 0 a a H 0 aO W0 E H XHC ww OHX00a E E w Eao atA xz ZG+ HHw 0 0 w Uaa w¢H H a W 0 Waa bro HE azoa4411 m X wE wM 0 M 10 io OH 0J))HO ww ° a ` ' o0 w u0aH 0 oH 0o wHx -0 ZD: ll:4 R a 00 a Ha12> aE 04.0 11 a O w H a H w Z 0 0 a7 0 w w 0 a x H Z w 4m w w H 0 NM U HW 0 Haa w xa a Hwm00 r•C XQm W oO HEa40 00 0 EH H H 3O HW H am 0ZZOww OOZ mrj wa >+ a >+CZ Z G.EUXrl W 000zHHWaanzZH E 0 E 04-,0 > +H HOE. WW >0ZZZHHHa00WHH0aam CHWnwi1HWW0 xaa[ 1V)11 WN ZH F r pa4XaZxwmaw0Wwwa <MH rralM. O - 1 O£ fx0ama0 F Xwa0a7F0a0axm0Ohm0000HZZH NH W W NO HN N 0N V'N / / MMH M H H MN V'N 00 to l I . H a N to H Z Z l Ip r r) H 0 OF a a a F.0 o a Han w w w w 1 aaw a 0 a E 0H4 0 a a a a m r W Z N MO a aH 0 U .7 UM WO M Z w a a H xW H H a al. u) w 0 H aZ Ow a x WU 0 W Ea U [ W1YY WHO H m mOH HO 4 OH a00 anti a>Hgl H< 0O 44H H m F0 0 a Pao -.w mm aa<04 XaUZ0 a wwh HI) H Z HWH HWW0 a> +n >+ w---- 1 1 HQ W aO aam s- zHHa xW E OEW 00M E Exxxx0 WHE O OZ ZHHO a0 <C4 0 WOO. MW 0NW > +Z H XwwwwmmmEa4 H UW 03S 0 HQ a >Z0 00aXH4 UWOHU 0>> > , 1 , HHa tQ Wrgtmm0ZUO amW •p W zcuHHOaMUna00 aa0 aGXXXmM4 O Wz1-11-1aOHWFw4HF 4H4Harto >lHOOX 0HzHaaaaaaaaw0H w a as >mEFEOWEEwm0HommmmmEHEEaz a M NH are H H mrt N > mx 0 WMWOW0 1m‹ r a 0 0 WH rt mo aW a H m ti a ism o rM aw0 0 Q O H H H H N 0 Nzz 00 H H HP U0 r - En 0Ll r r, W Ul U)m Ha vaNW WW OM H N H N M M M el N M N W W 0 H H N AA Wm mH el MN m a m ail) WHMCA m ON N H N N N N N r ri ,-r U) 0N HP WW WW Ul 0 0 0 m r NH 0 WV,'0 M.4.,-4 M N O W W OM HN H N M N M N r-1 riHN W Z 0 O N H H H WE aw mr N a NHNH W r4 Ul W HU)Or W0 CO el OW ON ri H N N N N N H N Ut aE mt1 WW N R2HD EE-F U) mm MW HU) N W MN W OW W OHO mWWNNO G+ rl H H ON Hr-1 H H N N N N H H U) OZ W 00 N HW o Z A 0 W H 1 zU N H U O W Na' r U)a'rlOH W mNH W a'U) U) 0 r N NH M NN U) HNW U) NmmmON a i W 0 + A1 i 1 H r-1 N O N N u) r m ,-1, Am .7 x H H 0 0 4M W Z H E zx a H E - 1 H 0 CO H 0 0 H Z 0 W a H z 1 tJ 9 H H> WWWAW NM H W x 000 z 0 W F>+3AH EON mU J 0 WHW 0 WW A 0)o mmEU 4 H Hr-0 0 30 21 10 HHZ AHZ 7 x z mZ W 0o ZZW QWS4H C/E-W HH Cry W.il pC pG 11 WWAWWW HO RSA m00 Z,7.,zz 3NMHAUCQ7a ] zco zzzz a A W U Wrt HA 3AAx 0 UUU£HZr4‹W OF WW 44 W W 004 14HHH H mmm H m HE-. 000)0›H m0) 44 0 W W x mmmz rt m A<00 rt mN WWFE 0 WWWZH.)H4 WW H OH a WWmm H Z H A Z OM.i Wry;W Wx -M4 OOHS x x W4x0000Za4x130Wm0HXXHHEH EMOEHOAA3>+mW f HO E0> axHHAZzEO Wm NH 0<ZW P 0 «ZOE+ WWZ0 HHr 44g0H «-1I4 Oho 0WOH C=H AAAAQA z Amr -1 00 )0) AAZZ z0m ww AA 00 zz N o E0 OH o W o 4., N ry H A H HW 0a W 04 N H V.(L'H F a N >+3 3 00 ce CD f4 wx 7-0 r 0 of0 w Q coQzzQ 00 ZZ H F N cn U U WW a H H Q Q cr W O Q ww Q to D4 o o aa 00 Fi F O F2x Fe POOFQ G4 toco U aU W 000 F N W r- F F R: rn F t HH Cr, ozrla 0 00 W0 0 N 00 - 00 Ln 0 (.1 N d L) rn to crr [ri 0, Ls W to N 0 F era Sri H H N W04 0 XU Q CK Y W mmmrnrnrnmrnm Y W F toNttlNinu nLntn kr)U)it)UlNNInV1N1nInLfl Ft. WU) U) 0 7 orNrlvtnl0r0OloHNr)Vtnl0r0tTOr-1NM 0HH ce G1 0000000000,1,1,1 lHHHHHriNNNN az x KC FW U Q 1 1411111111m z HxQ Z v)w 3 Z H N 000000000000000000000000 0 H U 7 000000000000000000000000 Q F o.- iNr1•a•tolDrcoOlO. -7N r1wIntDrt1Dal a O 00 o 0000 00H Hrl ri.-I H ri H.--1 ri NN N 0 F aW N 01 lOtf) O r1 00o 4 11 N V) cn r1 of WN al tomN W ul H ror) riri W WqQOO >+ Z a o q SO cP N w H Rri w 22N o F4 m CO H 0 0 00 0 0 0 0 0 0 0 0 00r 0 0 0 0 0 0 0 0 0 0 maH 0 0 00 0 0 0 0 0 0 0 0 00L11 0 0 0 0 0 0 0 0 0 0 F Ln 0 0 0 0 0 0 H lD N 0 0 Ln 0 LD 0 m N Ln r- in O H Ln CO M 4 Q 111 m CO d' N m ON r H r r CO H v V' m N N H N N 1D r1 0 H N>4 a r1 H mx 0 w wg owo NWTrpa Qh 0 WZ o 0 0o 0 0 0 0 0 0 0 0 0N 0 0 0 0 0 0 0 0 0 0 1 aH m 4# 0 17 W Z.H 1 H 0 0 H 0 0 H H 0 0 CV N N 0 H 0 0 0 .-I 0 0 0 F H 44 7t Q zz OF 00 W4 0 0 00 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 HH 0.4. pp 00WW as H HH a 0 O 00 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 QC) w W m m m M V V m V' a m m V' V' N m m T m V' d' V' M d' V' V' PP W A H H H H N N H H H H H N N HI H e N N H ri r1 r H H H WW MZ 0 0 00 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 WW a O WW CI0 vv ua Z HO 0 00 44C4 W 1O H m 1D V' LO 10 d• V• 1.0 10 LO 10 1.0 10 tD 01 M M m m m M m H Z C4F 0 0 00 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 4 0 O PEP E-+ U OFUMMO M>-14 WW cn cn uU u H 1-1 H H H H H H H H H 1-4 H H H 1-1 H 1-1 H H H H H H H FM PP WU F H WW 4H(0 M HH OWO o QA Wh PQ 0 CM 0 0 0 0 0 0 0 0 0 0 0 0 0 o O m 0 0 0 0 O 0 0 0 to 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 Z. H A 1 HO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wua N 4. UO 0 W H V' O N W N N V. N N N N CO CV N H V' N N N d• N N N N 1 C4 W 0 >4 0 0 H 0 0 0 0 0 0 0 0 0 0 H-1 0 0 0 0 0 0 0 0 0 0 0 W W F 0 W O F QHZ 0 x H HFQ a Z 4-4 N N Ln n.1 N Ln V' N N N N N NNN N N N N N V' N V' N N z 0 0 0 H U U` Q 0 W N H H N H N H H H H H H H H H N N H H N H H H H H N H H H H N H H H H H H H H H H N H H N N M m IX a W N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1- +0 44> 5F aW NM Cr g g CrMOHSZa4`tea Z Z Z Z F ZZZ Z Z HO 0 00 NM F 0 W 0 00 0 M 0 0 0 0 0 0 N00 .1 r CO Ln Lfl If) L11 CO 0 H ri N m m V' L1110 10 10 WW k1 0 0 0 0 0 H H H . N N N N N N N CO N W u1.-I O 0 00 0 0 0 0 0 0 0 O 000 0 0 NO m HNH WO m m mm m CO m m m CO CO CO mmm m m V• V• V' •d' •• V V' d' O CO CO mm CO CO CO CO CO CO CO CO mmm Co CO 0 0 0 0 0 0 0 0 Z Ln Ln Ln In L11 Ln Ln In Ln in In Ln I41 to to L0 Lf1 N N N N N N N N WW N r N. 0- r r r r r r r r 0Nr r r o1 01 01 m m m m 01 0 A m m mm m M m M m m m m m m m m m .--I H H r1 r1 H H H 00 r N Nr r r r- r r- r r r rrr r r r r r r- r r r r zz Ho O 4 1 OP Q d' In 10 N 10 0 N 0 a' m CO r H m 10 ON H-1 H H-1 m m H m 0 N 0 a H N N H N H 0 m ri N H 0 HHN N N N H H 0 0 0 N N O C4 H 0 M CO CO H N Ln H m In N N H N 0 ON Ln m N N r 0 r1 H H N H 0 0 H 0 0 0 0 H H 0 H H0 0 0 0 0 0 .-1 H H H H 0 F a 4 r m m m c CO 10 N r 10 M V' In r 10 r M m m m m m Cr) m st' 0 0 00 0 0 0 0 0 0 0 0 000 0 0 0 0 0 0 0 0 0 0 O F mw N N NL0 LfN N m m m mLn Lf101m10Ln.- IHm0HHHHO OL1)1010L11L111000 r N N NHH H H Za ww 1010HIn Ln1DwLf1Ln V'wwwNNOOmmwV'mrwV'LnlnmmNNmmw V'NNNNrMIfLfI ri I WW HH co MWHHHHHH MCOWD00ooVVVV' mN V'V'mmrrlmmmV'V'HHNIV1D101D1OMm N F 6M HH 4 HOHHiNNOONNOONNHHHHH ri m OOOH r'4.4.- 1OO.- IriNN00000000 H C4 w d' WW HMMNNMMmmNNMMWWmmLf MNNOOririN NNNNNNrir- 11DlOWWNN m O 0 mm N bt0W'DW'ONNIDLO 1O1000H HNNU1U1m1DN NQOMM1OW0000NNH H H-1 HOO d• a 0 NN N N m m m Hirt 0 0 0 0 H H 0 0 0 0 0 0 m m N N H H H H N N O O N N M m M M m M m M 0 0 0 W 0 rr mm m mmwwmm(010 r r mm rrmmV• V'm r 1010 r r m m mmm mmm mmm Mm MV'V' V' a 00 0000000000000000000000000000000000000000000 0 01 H 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 M R' N 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 O O 0 0 F 0 0 H l0 O 0 Ln O O O O O O O M N In 0 d' 0 0 0 0 014 0 10 In r-I r1 U) H M V' W Cr) 0 0 N N r - I IN 0 .-1 N ri CO H NY O'ri r1 H N co 0 OW0 Cr) rOw C]h o W Z r-4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 041-1 CA0 h W Z r1O N O H r-1 0 0 0 1 M rt N N 0 0 N 0 0 O N N 0 H E+H FC 0 zz CaF 00 Wry o0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H O. W HF k U WWC4C4 F H H 4 0 0 O O O O O O O O O O O O O O O O O O O O 0 0 0 0 W N d' M V M M a V d M M m M M Cr d• M V d' V' M M M F F W 0 H r-1 1 N H N rl ri H r1 ri ri 1-1 r-L H H r1 N 1 H '-4 ri ri 1 W aZ 00 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 WW Q0 WW WU vV Ua Z HO O O O W 0.' m W m M M M m M m M M m W M W M M M M W M W M m H Z G ,F o0 O 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E. °o F£F FU CdWaOFU w> WW Ln cA UU Um RC H H H H H H H H H H H H H H H H H H H H H H H H F ri WW W F M M H H Wi0l o AA Wh HO o CW 00000000000000o000000000000000000000000000000000 ZH Q 1 HO 00 o 0 0 0 0 0 o O H O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W U 04 N EUO 0 E-.4U aW 0.' W a W N N N ri N N N H ri N N H N N N V ri N N ri N N N N IQ ' Ix W 0Y' o 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 al OH IL1 En al QW' 0 U x HxQ Zi H NN m V' N N N N N N N N Ut N N N N N N N N n N N Z U a 0 H U O 64 0 W Nri. - I ri N. - 1NNri N rir l ri rl N ri V'MN'-4N N rl ri ri .i rl ri ri M ri r4 rl H rI rl ri m r Nrl rl ri ri N ri Y. 0 W > t:11 '' 0 0 0 0 N O O N O N 0 0 0 0 0 0 0 0 N O N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 0 N O F NONWN R' 1l 0 H Ho 0 O O 0 rJ • W m W W co N W In .-i 0 r0 M -4 r H W O r w V w w w w V V w a a w w w V w w d' w a d' a O o 0 o O o 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7.N N N N N N N N N N N N N N N N N N N N N N N N WW 01 01 01 01 01 Cl 01 01 01 01 01 01 01 01 01 01 01 CA ON 01 T 01 01 01 00 H .-1 r1 ri H r! ri H r1 r1 ra H r4 ri ri ri H ri H H H H H ri 00 r r r r r r r r r r- r r r r r r N r r N N r r N ri zz 0 E0 I O F 0 V'Ln m W N N ri H 0 r r r co o m OS U) N CO 1 c' d' r 01 O R:O ri r-1 N N 0 N 0 ri 0 0 ri ra M O r-1 O 0 H H N N 0 0 0 W H 0 M E M V' Ul W CO ON H N M V' W 70 W 10 CO 01 ri ri H ri N N M 10 0 0 0 0 0 0 ri 0 0 0 0 0 0 0 0 0 ri 0 0 0 0 0 0 0 F a V' d• V' d' V' Cr 'Cr Ui It/ U) lfl N t11 In L!1 In Ul W W W W W W W 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 F riow030000mrnNNririo ,mHriLnMVVCOmd'dMMC`Nww00 MMNNMMODCOMMr4Hm rINWWMU10101V'V4.00 r-IHWWHH minV'V'V'V'OOV'V'rrWOD NNMMWMWCOV'V'WWM WW NHWWHHMMNNV d'. rACOODUl UlMMNNUIUIUIUIV d'V'd'NNMM 0101UlMCOMV'VHHMMH irArAHNNH ri.'4 r100 N N O 00000 NNO 0000000ri."4NN Hri rlrlri rl N NNN'-I 01 MWCDrrOl01MMMMNNOONNOOW10riri .-1r1V'V'(N004V'V' COWNNNrrrrN4WN O d•mri'-iV'd' co Lnr rd'V'V' V' OD OD riHW W CO OD OD CO O1 OlN NW W M M Hri M M 0 00HHHHrlriNNNNMM 0000rIr1rlrirrlrrr.- INNNNMM 000000000000H W Q V' a d' d' V' V' V' V' d' V' V• V' d' V Ln Ln Ln In Ul Ul LII Ln Ln UI UI UI w w Ln UI Lf Lf 4f UI W W W W W W W W W W W W W o4 0000000000000000000000000000000000 0000000000000 0) 01H 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0000 0 0 00 M44M 0 0 0 0 0 0 CO 0 0 0 0 0 0 0 0 000 0 0 00 E+111 IO 0 r-1 0 0 N M 0 0 0 0 Ul 0 VI I l In '.D rn N 00 01 4 A rn r1 40 N N a 411 M r - 1 0 M 1[1 H In CO H H N CO N f-1 N 0 N H N H H m x 0 WgW WO N5a A 0 Wz 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rlri00 0 0 00 NH 01 0 W Z 1 0 rI 0 0 m 4 O r1 0 0 0 0 N 0 HHO O H 0 00 F H 0 zz OP 00 WIC 0 0 o O o 0 0 0 0 0 0 0 0 0 o 0000 0 0 00 HH N44 PE. 4t 00 WW aa' F HH 4 O O O O O O O 0 0 0 0 0 0 0 0 0000 0 0 00 AA W4t W r, a rn a VV M M a rn a a a a rn a NNaa M a as 0) PP W A H H H ri H H ri H H N H N H H H N H .-4 H r1 N HHH WW aZ o 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0000 0 0 00 WW UO NN 11)U vv va z HO O o O Ng M M M M m in M in rn rn m rn m rn M W W 10 M H LC) H O • I E-ii 0 0 0 0 0 0 0 0 0 0 0 o 0 o 0 0000 0 0 00 4: H g6 E£QQF HU MWOPU aW0 Cn S'a W W 0) v)U U UM 61 H H H H H H H H H H H H H H H H H H H H H HH Y7 a : PM PP NU H H 41)4)) WPM M HH O H I on A 434 o W 47 Ho o xm o000000000000000000000000000000c0000000000000rloo 7. H A i Ho 000000000000000000000000000000000000000000000000 WUIX N W U0 0 P40 OW a W as N ri N N 411 N N N 111 N N N N N N N N O N H H 01N I W W 0›. 0 0 O 0 O 0 0 0 .-1 0 0 0 0 0 0 H . rl O 0 0 00 a F 0 UP 01-4 Z 0 x E-' xW x u x 4ZA 7. H N N N N N N Ill d' N N V' C N V' N NUII!)111 N N NN z u a a H U 0 4 0 W 3' HMHNHHHHNNm. -IN NNN rI NN ri rI rirlNHNri ri NHHHNN ri ri r4 rl rl I.i NN ri rl N rI IX 0 44 01 O O O O N 0 0 0 0 N O o o N N rV N o N N 0 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 N N O O N 0 p c4m NMM W N a 4110 H ZZZ z z ZZ HO 0 004I NW H ,) W 010 s 01 0 o O U)0,-1.--4 H Ln 411111 m'.0 W 000 0 0 00 m N W L11H 0 000 0 0 00 soMHSH WO a a a a a a a a a a a a a a w aaaa a a as O o 0 0 O o 0 0 0 0 0 0 0 0 0 0 0000 0 0 00 7,N N N N N N N N N N N N N N N N N N N N N NN 4444 01 01 04 01 01 01 04 0 01 01 01 01 01 01 01 01010101 01 01 0101 AA H H H H H H H H H H H H H H H H HHH H ri Hr-1 00 N 4- h 4 4- b 4- 4- S 4- 4- 4'- h 4- 4 h 4'- 4- r 4-N SS H 0 O Q i OP 0 o N N a m O m O m 4- 01 01 '.0 0 H m004 rn 01 a 4.10 0 W M H N N H N N M H N 0 O N m H O H O O N N HO 0 W H 0 M a UI m 40 m H M M IO 4` O H ri H N m O m M 0 111 10 H 0 0 0 O 0 H 0 0 0 0 H ri ri H rI O rl O O . 4 0 00 E+N 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0000 0 0 00 O E1 0aaNN4-SSSO04 -r` O101U)Lt)U)1110101 0000MM010HH HW.7.0 0M mm0WW 4-1 Z, p: M MMP 4- mm NN 04014 N Ha a rIHHH m m rl ri as U14114'- 4` 0)0441140400404 aa0Ln411 WW HmmrlHa.4.0M 110aa 0)0)0404 NN mm40w4-r--w4000 NOmHHaa IOIOHmm E.EM 000HHHH000000 Q0HHNNri. -1 Hri000000. -4H Oririr ,-400 r-IrlNOO IX 0 NOOHHmm404000U1U1 aa'riH'.0'.0h4- 00MmO101'.040mm M4)140HHMM 4'-hNaa O 0 r M M411411W 141mmS P a a 010400 4`4-N N 0401 N N M M a aM411 0101m4-4'-HH 4040mNN IN 0 H H H H H H H H H N N M M 00 H H H H N N N N M M M M M M M M O N O O O M M H H H O O W 0 DWWW40'.D4040404040104 4- r-4`4`4`NNN NrNSrr4-NrN m4'-'.ONNU1111 aaaLnLn a 0000000000000 00000000 0000000000 0000000 00000 OH 0 O 00 O O O 0 00 O O O O O O 0 0 O 0 00 O O O a [>+ a o Ln 0 0 O O o 0 0 0 o Ln 0 o O 0 Ul o o Ill O o 0 0 0 F Ul r 0 r O U1 O r 0 0 O H tD O W 0 1D 1 r N N 0 Ln m Hi m a A H rl d' a N N m r) Hi U) m H N 10 1 H M H H N H N H N ).1 P.ri 4}CO 0 1Da 0 ( n rpa fa 1-D 0 WZ o 0 00 0 0 0 0 00 0 0 0 0 0 0 0 o O o 00 0 0 0 H cn xt 0 O O N O O O O U) Hi O 0 O O H O 0 O N O rl O O H O Q A zz AF 00 414 o 0 00 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 00 0 0 0 HH a. C.4 FF Yk UU W a a HH a 0 0 00 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 00 0 0 0 00 w a a r) a a a a r) M a a a a el a a a m C rn a r1 w m n H F w A N N ri r ri r H ri N H ri r rl N N N Hi N H H 4141 Z O 0 00 O O O O 00 O O O O O O O O O O 00 O O 0 GO 44 Ow 00 vv Ua z H 0 O O 0 w fx tD 1D 1D rl lO lD 1D 1D 'D VD 1D l0 1D 1D r r m r) m r) 10 01 rl r) r1 z e H o 0 00 0 o 0 o 00 0 0 0 0 0 0 0 0 0 0 00 0 0 0 HH tL E F HU cxW4 OFUn0 yrynra ww n RZ fY1 •+H H 1-4 1-1 H H HH HH H H H H L,' '.7. Z . `Z FA FF EU H (n wFcn rl HH O W3 o AA I 1 Eq o 4 000000000000000000000000000000000000000m00000000 zHq H0 0000x-+ 0000000000H000000000 WUa N QUO o rF W i- 7 0. r) a m ri N N In a m N a H N .-i Ul Hi H H 1 H m r a ri H a 1 C$ W 0 0 0 0o 0 o 0 0 00 0 0 0 o HI 0 0 0 0 0 00 0 0 0 W CO p cfl U F+ A 0 i F P4 W OS u HF.17. H N N NN N N N N aN C' U) N a N N N N a aN N c Ln z u 1-7 a H U U' a A W ri ri ri N rd HN N ri H CI H N rl N ri r)H PI NNH CD rg rA H O N H ria H rl N N Hri N N ri el NN ri ri ri a r7 5C Ci O O O O o 0 0 0 0 0 0 0 N o N O 0 0 0 0 N N 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ri O O O O H 0 W> E. a D9 N ON Lf1 H Z z ZZ Z Z Z Z Z Z Z z z z Hi0 A O 0 i 1 o 0 W 0 0 0 0 Hi Ul LI1 0 N H ri N Ul U1 n U) Ul U1 U) Ul 111 0 N a a a a a CO 1D w 0 0 0 0 0 0 0 H H r-1 H H H r1 co N w Ul H 0 0 0 0 0 O 0 O 0 0 0 0 0 O O r r) .-1 rH WA v' a a s a a a a a s a a V' a 1D tD 1D 1D 1D 1D lD 1D 10 O CD 0 0 0 00 0 0 0 0 00 0 0 0 0 N N N N N N NN N N N z N N N N N N N N N N N N N N Hi .-1 H H H ri r-1 H H H H WW ON m mm m m m m mm m m m m 0 0 0 0 0 0 00 0 0 0 0 0 H ri H H ri ri r1 ri H H H H rl H H 01 H r1 ri H N H r1 01 01 0 0 r r N N r r r r r r r N r - r H .-+ ri Hi r1 r-1 r-1 H H H zz ri O)O F A 0 0 N 0 H m N UI 1D 0 UI N 01 rl 1D O r1 m 0 N r - r O c0 0 0:N N O N H Cl N ri 1 N 0 0 .-1 N 0 Hi .-1 N rl N N 0 H O 01 O ri O r)Z LO 1D m N CO m 1.0 .-1 0 m O m m r a a Lfl r m m m 0 0 .-1 m 0 0 0 0 0 0 0 0 ri 0 H 0 0 0 0 0 0 0 0 0 0 r1 r1 H 0 F aa Ln 10 N m N a co U) r1 1/40 lO r- a In 01 01 rl r) 01 01 rl rl 01 01 el 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 1 rnr)1D 1D a m O m CO rl r) a a m en r- H OD m as Ul U1 m ON a a H ri m ma a m ma H ri Ul Ul r)r1 R: Ul UI O Oa a a H H a a an m Ui In OD m m N N L0 ID en r) rl el N Nri H r) m 10'.0Ln)n Ulln O l0 1D 1D 1Dm m mm WW rrNN mrl rn M r) N OOr) r1000iD rNN CO m Ul Ulrr rl rn m r)U) U) rN 1D 10 N N H H r) r) f-+A O O H ri 00000 H H Ln U1 H.-1 H NNO O N N00 r1 H H ri H ri H ri ri rl N NNNNrI ri 00 r-i . a HHmm rrt r) N N el r) a a LD VD N O O ri rirl rim m Ul U) a a 1D 1D H H en 0100c0rr H 1D VD rl rl H H-1 ri O U1 to en rl U)Ul LO Ul N N O r m mr r m mri ri O O O O CM V' N CV U11D 10 CO CO m m CM mO C.O Hi ri ri ri N O O N N N N rl on 0 0 rl N N N N o 0 0 0 CV N H ri ri H H H N N N N N N N N N N N m m N N W A Lntn1010NNmrraaco co 10 un m 1D V, V)VDrraaUlU1 elrnrlr) r) rlin Lt'O O O O 0 O 0 O O O O o O 0 o 0 0 O O 0 O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0) H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 aC4 Ln 0 M 0 0 In 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F O N 0 Ln N LID 0 0 0 0 0 N rn 0 0 1D ri r1 U1 ri r1 OD 01 N 4 a r1 H N a N a ri m m N 1 N r- N r4 r') H N H M N N S VD mx 0 to WW 0410 r]a fah 0 W Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a H ON 4t 0 h W Z 0 0 ri 0 ri 0 ri 0 0 0 N 0 0 N 0 0 0 0 0 0 0 0 0 E+H 4:t 0 ZZ OF 00 4112 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H H a w FF U 00 W W fx fx F HH 4: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q [Z1 4t 0*3 a a 01 d• M a 01 a a a 01 a a M a a a a Cl a a Vr a F F [C. 0 ri ri I ri H I ri H H H H i ri ri .i ri ri ri r ri N H W W Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G. W 0 UO Z HO 0 HH Z 00 CLF 0 0 0 0 0 0 0 0 0 0 m o 0 0 0 0 0 rn rn 0 0 0 0 0 0 HH O F£F FU WW< OFU rt. cn0 0?r.7 W •-W W am nl x x x x x x x x x x x x x x x x x x x x FEn F 4, C) F H W U) I M HH wa o Ara w F q 0 C CA 000000000000000000000000000000000000000000000000 Z-40 1 I-40 000000000000000000000000000000000000000000000000 s W U 1x N W S o O O F < W a W ri ri r1 ri Hi H ,- ri H ri 4-1 ri N H ri ri ri ri Hi ri ri ri .-i 1 CY. W 4 0 0 O O 0 O O O O 0 O O 0 0 0 0 0 0 0 0 0 0 0 WmF 0 0 W O F CIHZ 0 x F WW x 0 x HE-. QH Z H N a N N N N N N N N N U) N N N N N N N N N N N z 0 a a H 0 0 4 0 W M H N ri H ri N M N ri H N H N N 04u HI CV CV ri ri N H r1 HI M O H H N ri H N N N ri N N H H N N N Nr4N 0)a x a 0 o 0 0 0 0 0 0 N O 0 N 0 0 N O 0 0 N N O 0 0 N 0 0 0 0 0 0 0 0 0 0 N O N O O N 0 0 N N 0 0 0 0 0 N am NCT V) CV a LC) 0 H ri O 0 0 0 00 W CO 1D W CO N z. Ul ri 0 N O M Hr .-i WCl lD 1D 10 LD 1D lD l0 lD 1D 1D 1D w 1D l0 10 10 lD 10 10 0 10 lD 10 0 N N N N N N N N N N N N N N N N N Cl N N N N N Z ri ri ri ri ri r1 ri r ri H H ri H r1 r H ri 1--I 1 ri ri W W 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hi H H H H ri . ri ri .-i ri ri ri ri i ri ri ri H H H1 ri H 0 0 ri r H1 r-I ri H ri .i .-I 1 1-1 ri ri ri H ri ri H H H ri H zz H O0 ° F 0 H rn 0 N M H 4.0 01 W 01 01 M M N 1.0 N In a N a a Ln Ln O a.r 4 H 1 ri N M N 0 H 0 0 0 0 H N 0 0 0 H 0 0 0 0 O f• H 0 f')Z N N ri ri ri H rn 10 r CO CO ri ri N N rn In a 10 10 r r N H ri 0 0 0 0 0 0 0 0 0 ri ri H 0 0 0 0 0 0 0 0 0 F 0) y1 M rn V. a a a a a a a a a a a Ln In Ln In U1 N In lP U1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 0101 N NU1N CO CO 1D 1D a a 0101 rraa NNN Mtn Hri01 01 000101 rr ri H1010 4 1-1 rl ri Ln U)V' H Z 0) r r OOl) 1D if) In M M Ln In M M 10 10 M M N N r r a Vr 1. ‘r r r MMa a r r Ut1f100 1D1D0101a aV' I WW a a 00 H rl H H 0) co 0 O N N 10 OD CO 0101 rn M NN NNkD N NOD OD r r as 00 OD LA r-4 ri OD CO 121 F 0) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . - 4 . - 4 . - 4 . - 4 0 0 0000NNNNO0 00r4H 00Hri000 0)Z LnU1 in Ln MMM M 0101 H ri CO Wr r rr 1D 10ri Ha a aaNN CO m CO OD l010 ri 4.1 10 aaa 01 O 001010 a a s V' a s 1D 100101 r r ri H M M M M M M M 10 10101D 1010 M M 00 r r 10 10 01 01 01 01 01 a O O M M O 000000000 . H N NNNN N M M MM M 01 0000 H 1 . ri ri ri ri r r ri r . W 0 a a M M a a a a a a a a a a a a a a a a a a a V. a a a a 111 4.1) In u1 1/411 In In In In If) Ln U)Ln In N fx 000000000000000000000000 0000000000 0000 0000000 m H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V' C>; W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 m 0 0 0 Ln 0 0 H 0 N Ln H m 0 N ri 0 In o r o to 0 N 0 Irl 0 m 1.0 V' Ol Q',a 1' ri N r N r-1 1 N N H N ri r-1 ,-i N 4•1 N .-1 m ri HI m N >a 0 Www DM() Imo r.'>a Q1] o WZ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1-4 M 0 I'D W Z o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 0 H H Q Yi 0 xx ME. 00 W4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O o 0 0 0 HH tat f... El PI 4t 00 W W as H H 1-1 4 O O O 0 O O O O O O O O O O O O O O O O O 0 00 Cs, Yk y M to w cr w V' w w w w w V' w w w w a' V' V d• m H f Cs. 0 N ri m ri ri ri H H ri N r-1 N ri N H HI .--I .--I N r1 I ri WW az 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o o O WW 0 WW m 0 vv ua Z HO O oo [ 3 .W m m m m CO m m m m m m m m W m m m m m m 1-1 Z G., H 0 0 0 0 0 0 0 0 O 0 0 0 O 0 0 0 0 o 0 O O O E. °o H£H HU Oku 04(00 m>- ww m U UMU 7 x x x x x X X W X X X X X X X x x x x x x x Fm HH U H ri mm wko m HH wa o q° wh H0 0 xm 000000000000000000000000000000000000000000000000 ZH W U QP' N p--10 000000000000000000000000000000000000000000000000 P. EUO 0 W 140. r1 r1 d• ri ri ri H H H ri r ri H ri ri ri H ri rI rI ri I !x W 0>. 0 0 o 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0. wmE. E. M U H Q04W a 0 x H x • Q H N N N c. N V' N N N N V' N N N N C' N N N N N N Z 0 a a H 0 O 4 0 W r-Iri HMNNHHHNHr-Irir-IHHNNONNri HHNNmriri HHNHHNHNHNHNNrlmrNHN H O W N 0 0 0 N 0 0 0 0 0 0 0 0 0 0 0 0 0 N O O N O O O N N 0 0 0 0 0 N O O N O N O 0 o N N O N O N O N MM N 01 W N Ix IIl 0 H H O 0 00 07 W m COW 1 w CON r+ m H 0 ro VI rI" r-4 W O W W W W W W W W W W W W W W W W W W W W W W O N N N N N N N N N N N N N N N N N N N N N N Z.ri ri H ri H ri .-1 rl .--I r-1 .-I ri ri H ri H ri rI r4 H ri r W W O O 0 O O 0 0 0 O O O 0 O O 0 O O O O O O O 00 ri ri rI ri ri ri rI ri ri ri ri HI r4 ri H ri r .-i ri ri ri r1 00 ri H H ri rt I ri H ri ri ri H H ri H ri H ri ri rt ri H r zz OE. 0 m In W 01 0 ri m ri D1 W 01 In ri CO r V' m W ri W ri V' O K ri N ri 0 rI N 0 0 0 N N 0 ri 0 0 0 N N ri N N N 0 GI. r1 0 M E r CO N H N V' In 1.11 W W CO 01 01 ri m r1 ri m V' V' In to 0 0 ri ri O 0 0 O O 0 O O O I 0 O O O O O O 0 H Ix4 in In U1 LO W W W ID W W W W W W r r r r r r r r O O 0 0 0 0 0 O 0 0 0 O 0 0 0 0 0 0 O 0 0 0 Q F V' V' c• W W NN NNO° Nrmm V' V'OOmm W W .-Iri mmNNrir1 W W In Ln00 V' V'.- ,-4 NNr1 1- i ZW V'W W 0101NN NNNN W W ri ri NNNN V' V'NNO0 V' V'mr W W N NNNNNN Nln Ln Hr W WW mri Im0NN NN310 3'- 3Hrir rm m mm 0)01NNU101N NNN N rmm W W W W00 mrN H CA ONNrir -INN 0000 00 .-ir7.i.i0ONNOOriri.-IriririOO .-I,- 100000000 00H W X 01.-1 HmmV'V' NNNN r4H 00000101 mm 0101WWH r1. -IH0W WWW1/4044Mv1040NS 0010 O U 0 '. 0 0 0 0 m m In In N N m m m m r N 01 01 V' V' Ln m W W m m r r H H m m 01 01 .-i ri N N Ln O to a OZ .-lNNNNO0 mm00 rI Hri, -I riH rl ririHNNNNNN3 m 00 000000Hr1HH HHH W Q mmmmmmm LfLnoW WW WW WWW W W W W W WWW WW Wrr rrrrrrrrrr rrr M 0000000 0000 00000000000000000000 0000000000 000 w N H O 0 O 0 0 0 O 0 0 O 0 0 0 O raN o 0 0 0 0 0 00 0 0 0 0 0 0 H 0 N U) O r Hi 0 0 0 0 0 a1 0 N a1 4 A lD H lD rl to H N in N N a 3 4r CO 0 W R o W Co CO . 0 WZ 0 0 0 0 0 0 00 0 0 0 0 0 0 H m x 0 W Z o H 0 0 Hi 0 0 0 0 H Hi H 0 0 H H a Q zZ QH 00 Wrj 0 0 0 0 0 0 00 0 0 0 0 0 0 H a w EE #UU WW as H H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q A W W tr M err rr M d. cr C sr M M M sr sr E W p H1 H N Hi H Hi H H ri H Ha H W W aZ 0 0 0 0 0 0 00 0 0 0 0 0 0 WW 00 G. W U1 vv Ua z HO O O O Wa M M M M M M 0M M M M M M M Z Cs.E - + 0 o 0 0 0 0 0 0 0 0 o 0 0 0 QHH o 0 E EU 0E0 m0 czn >+a wW m FC C a q x Z Z x x x xx x x x x x x Li)EE C4U E Hi U] c!J C.EUI M HH OZH a 00 0 a 0 w h HA o X 0000000000000m000000000000000 ZHO 1-10 00000000000000000000000000000 r10 a4 N C.. X 0 pFaFCW Hi H1 H H H ON H 1 H H H H1 I C4 W 0y+ 0 0 0 0 0 0 00 0 0 0 0 0 0 wcn q a UE QHZ 0 x F az 41 QEQ a Z 0 N N N N N N N N N N N N N N HZH Z U a a H U J .0 W HH Hi H HNNH -1 N N H N NH NH NriHHH1MNH N H HH H 0 W 0 0 0 0 0 N O O N N O O N O N O N 0 0 0 0 0 0 0 0 0 0 0 0 aaa N m l0 NUlO H H0 0 0 0 00 W Ul m 1p C.. m N W H 0 r O Mr H W Q HD 1D W iD lD lD 1D 10 lD 10 lD l0 1D l0 O N N N N N N N N N N N N N H r1 H-i H H Hi r1 H-i ri H H H H H1 W W 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H1 H Hi Hi H1 H Hi H H H1 H H H 0 0 H ri Hi H1 1 H H1 rl H1 .1 H H H H Z H O E 0 KC O E 0 l0 l0 H H lD M ri r M Ill a1 r r O O a N N Hi O N Hi N ri N H r1 N 0 N 0 0 M W r CO 0 0 H Hi N M W 111 lD r 111 0 0 0 H H 1-1 H H 0 0 0 0 0 0 E r r r r r r r r co w co co co co 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q F 1OOrro000(n MONa\1D001I1111HH 00 Li) r' rnm H Za lorr[a w NNOO In to MM M sr Tr 1D 111111 HHN WW N HI HIMMMM r rd' d'rrMMMr rmM NNMMNNOO E.Y) x1000000000000 r HH00 1/1 '.11 tlt Lt 111 g LI) MM MM N NMM r r in 111NO0 MM •cf.w CO CO CO CNN00 O C) 4 i CO HH MMmOH iNNMlD to a a1 x11 MMl1) rr Hi 0 r1 HNNN NN NMM MMMM M 00.-1H -1 MMMMOOMM Cr]A r rr r rrrr r r co co co co 0 ' co a 00000000000000000000 00000000 CODE LIST FOR BATCH JOBS VEN TYPE (VEHICLE TYPE) 00 NOT STATED 0I PASSENGER CAR 02 PICKUP TRUCK 03 VAN 04 STRAIGHT TRUCK 05 TRACTOR TRAILER 06 DOUBLE TRAILER 07 MOTORHOME /RECREATIONAL VEHICLE 08 OVERSIZED VEHICLE 09 BICYCLE 10 MOPED 11 MOTORCYCLE 12 EMERGENCY VEHICLE 13 SCHOOL BUS 14 CITY TRANSIT BUS 15 INTERCITY BUS 16 OTHER P PEDESTRIAN LIGHT 1 DAWN 2 DAYLIGHT 3 DUSK 4 DARKNESS - STREET LIGHTED 5 DARKNESS - STREET NOT LIGHTED 6 NOT STATED COLL TYPE (COLLISION TYPE) 01 REAR END 02 ANGLE 03 HEAD ON 04 SIDESWIPE SAME DIRECTION 05 SIDESWIPE OPPOSITE DIRECTION 06 FIXED OBJECT IN ROAD 07 TRAIN 08 NON COLLISION 09 FIXED OBJECT OFF ROAD 10 DEER 11 OTHER ANIMAL 12 PEDESTRIAN 15 BACKED INTO 16 MISCELLANEOUS 17 NOT STATED FIXED OBJ (FIXED OBJECT STRUCK) 00 NONE 01 BANK OR LEDGE 02 TREES 03 UTILITY POLE 04 FENCE OR FENCE POST 05 GUARDRAIL OR POST 06 PARKED VEHICLE 07 BRIDGE, UNDERPASS, CULVERT, ETC. 08 SIGN OR TRAFFIC SIGNAL 09 IMPACT CUSHIONING DEVICE 10 OTHER FUNC CLASS (FUNCTIONAL CLASS) RURAL AREAS RURAL PRINCIPAL ARTERIALS 1 INTERSTATE 2 OTHER PRINCIPAL ARTERIAL 3 RURAL MINOR ARTERIAL RURAL COLLECTORS 4 MAJOR COLLECTOR 5 MINOR COLLECTOR 6 LOCAL URBAN AREAS URBAN PRINCIPAL ARTERIALS A INTERSTATE OTHER FREEWAYS AND EXPRESSWAYS B CONNECTING LINKS OF RURAL PRINCIPAL ARTERIALS C CONNECTING LINKS OF RURAL MINOR ARTERIALS D OTHER OTHER URBAN PRINCIPAL ARTERIALS E CONNECTING LINKS OF OTHER RURAL PRINCIPAL ARTERIALS F CONNECTING LINKS OF RURAL MINOR ARTERIALS G OTHER H MINOR ARTERIALS I COLLECTOR J LOCAL TRAFFIC CONTROL 01 NO TRAFFIC CONTROL 02 OFFICER OR WATCHMAN 03 TRAFFIC SIGNAL 04 STOP SIGN 05 SLOW OR WARNING SIGNS 06 TRAFFIC LANES MARKED 07 NO PASSING LINES 08 YIELD SIGN 09 ONE WAY ROAD OR STREET 10 RAILROAD CROSSING WITH MARKINGS AND SIGNS 11 RAILROAD CROSSING WITH SIGNALS 12 RAILROAD CROSSING WITH GATE AND SIGNALS 13 OTHER SURF COND (SURFACE CONDITION) 1 DRY 2 WET 3 SNOWY 4 ICY 5 MUDDY 6 OILY 7 OTHER SEV (SEVERITY) 0 FATAL (PEDESTRIAN) 1 FATAL (VEHICULAR) 2 INJURY (PEDESTRIAN) 3 INJURY (VEHICULAR) 4 PROPERTY DAMAGE ONLY 5 NO INJURIES (PEDESTRIAN) APPENDIX N CRASH RATE DATA AND CALCULATIONS CO r 0 o H a) O N 4 m m H N o at 1` N 0 CO 111 W t` 01 N N 4 a' 1D r4 N N O 01 W ,4 0. 01 W m Rto H t` co O m in W 01 a' ON r1 4 0 d 7 m r m . , m N a W m a v1 m m r1 CO to mm 1 to 1!1 N 1D to p( • C+ N C1 m lD r4 of 14 .4 0 4.0 d' 01 01 01 a m 0 .-1 N r•1 10 CA 1(1 N 0 V• 0 C1 m O Q N N1 b O N co .4 .1 N r1 4 7. H 0 1 10 4 r1 V' in 01 4 H U 4 4 N 0"1 N 01 1 4 W r1 N H to m C4 m w 1 .0 R s r1 ri m i Ca 0 E r, E m 1 Q • a4 0 u1 N a' . 1^ r1 .1 O m 1n W N a0 0 q n 0 M N r1 4/ W 1.0 r1 r 1 a t` a O rl V'In N W V• N 01 r1 1 CO 1-1 4 H 01 4 D r1 01 en t` .-1 N 01 r'1 Z W 4 H N 01 b 01 N 4 H N 01 Al 0 4 X r1 in 4-4 4 N N 41. O m Z 0 CC rl u q to 01 H E'• a} r m co t` in 01 r4 W r1 m 1` 414 111 01 4 1 m 4 1.0 N V• m N O 4 N m m E-. .-1 .1 m N m n 4 r1 o t • to 01 4 10 CO N CO W r-1 a1 OK 44 r4 .4 ar .4 ar W 1 tD r, Z z r1 H N Ch 4:11 N N 1 W g a 10to to of al E to m q .4 14'o b V4) 114 44 r r 01 14 v 14 14 X 01 r-4 HI r4 0 - r1 10 4) H 0 E 4o 4 > W N H 01 CO 0 0 • 11 m Q) 4-4 7 E 4) 11 a. u --to G ri 47 m -n 41 1a .0 a r1 al 0 4) •.1 G b R Ft A 4)C C ri 4) iJ 4l 0 al b4 ) 4 4 0 H • 1 0 W y> b a b u 1 to 11 4 11 u u 0 14 a a - •1 r-1 0 0 4 0 .1.1 14a r l g CO 10 F C 14 .0 0 1a 41 4) m 4) O. a 0 4) a to 0 0 t1 11 V in 11 43 0 u 0 r4 u w a 4-4 a 0 a H w 10 r1 1a 0 01 4) 4) 0 0) 4) u 0 g -r1 0 4 .0 a1 a E u H 0 41 r r r) 01 to ill in N r lfl o r m 0 ON rr1 w to ri o F N 6 Q 0 N M rl N N r1 fl N A p; r M 01 r o U1 o .--I H M h o N' r1 N el el e - 1 0 ri H g ri ri ri ri ri H H xW a N t0 CO r r 1. H M N LO O 4, 01 N rl C1NNNNNelN N N U N N CO rl r V' 0 r In W r1 N v 01 Co r - Ot d' N 0 m 0 o m rl m In a1 m A F a o 01 r CO N r1 CO CO V • V el 01 cr t0 r In In el ri CO el 0 v 1 r 0 N 01 01 In m t0 h 1.11 N r1 10 el N e-1 el el r-I 01 ON el 10 V' e-1 N r1 x el t0 a} ON d' ra N .01 W eO01 ,--1 r O r1 t0 r--1 N E & aD Cl ri r1 ri U1 ri N N N 0 r1 X r rr h 03h r N l N in 00 01 N r t0 V. .r wm ri cr) H H H U U1 0 rn In 41. O al 10 N 1 W Lii r1 ri rn r1 ei W H CO QNO In m r1 N d' U) 0 in O PG h N V' W ref er r) N 01 0 a. a CA Ht0 -i W 0 r1 h rn ON H in rr ri ri N ri H j. t,' 01 r1 r1 h r4 .i U1 N ri UZ l/ 00 N r - r- In m r co W H t v r1 ri W U Oi r1 r1 0 0 ri N H 0 Aa W H ax N 10 CO CO 01 rn V' e-r IX 4 V' N rl r1 V' el V r1 N W H aye N to rl N r- OD 0 Si 0 E+ x V N rl rn a r1 rl rf N I. 0 r1 Cl r e? V' e-1 41 0 U1 H N N rl U1 •10 ON r1 ON 0 E In rl In N rl CO 0 N r ' H r V' e4 rn Ul N W Z in .-4 rl r-1 r U1 Ul 0 N a7H a 10 r 1 t0 r1 V' V ' U1 E1 0 H 0: Ei WH A 0 P4 A ei Cn W b A Id A ul 0 x P2 U 114 el 0 a Q - eel W 0 x 4 E 1 E , a Cr q N H 0 i 0>, --I rd v a u el U A z W rn A a x rs. U m r xW 0 0 o a m o 0 0 0 0 0 0 0 0 0 0 11 0 Nr 0 0 0 N 4 0 0 0 0 0 0 0 0 0 0 0 0 0 N W O O O ri 1'1 O O O O O 0 0 0 0 o 0 O N N r - '-4 .--1 - .v r4 .4 1 0) rt MI ro 1 RS rt 0 1 ri r1 r1 .4 .1 .-1 .i r1 r-4 pp i -.1 •.1 •r1 .1 -0-1 .•1 .4-1 •.1 r 0 0 b r1 N CO r N N N 0 CO 10 0 N 1 ] E• 0) 0) 0) 0) 0) 0) 0) 0) 0) w o ar r o N . rl in m l 1n 7 7 r r- co H N Nsrsr H a a a a a a a a a W a) a) a) a) a) a) d a) 1) 4..1 1) JJ JJ J_i 13 JJ Z W a r4 a a a a a a Gd el r1 In sr Pl N co O N sr co . co N N N f! F O 01 N .') N r r 01 nil 10 O O O1 a O O z z 0 0 0 z z z z ul a ul N sT ri O N c'1 N Ni w N el G..0 0 0 0 0 0 0 0 0 0 0 0 UN 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 0 0 0 0 0 0ti)N• in 0 0 0 0 0 In 0 0 0 0 0 in to o O 1'1 111 N ri N • 0 0 VI 01 N 0 111 1n 0 in r 0 1!1 N in E. I-4 In 10 CO N 0 b 1 ri O r ('t 01 1 N O U1 (') . . - • t' 1 m N ri 1 1n .-1 0' r N r4 N r x E+ ri .1 CO N ri .1 N .i r 01 N H H CO r-1 V f'1 .-1 N 1n .-1 .-1 r1 .-1 r1O1H '-1 r4 0 C ri .i co fd ra 0 N 0 ri ar N ri 10 el 0 1'1 N 0 ri V1 .1 O O ri 01 W GL r1 U O r3 0 0 0 0 o 0 o ra 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O Ul A Q. W x O 0 0 O 0 . - 4 0 N 0 co 0 0 U1 l0 r1 ('1 N r. H 0 H .-1 0 N X W H Z M 1 O . 0 0 0 co ri 0 H O In 0 0 sr sr r1 r1 H T-4 H O r-1 r-4 0 N 0 U Wco 0 .a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 W tY..a o 0 0 0 o 0 , 0 0 0 0 0 0 .1 r 0 o O O O o 0 o O 0 O W H 1 aW Z t!) 0 0 0 0 0 0 0 0 0 0 0 0 r1 ri 0 0 0 0 0 0 0 0 0 0 0 0 7.• • O O O 0 0 O O O O ri in U1 1'1 1D 01 0 01 0 O in in in 0 0 01 E. H 0 0 0 0 0 0 0 0 0 01 01 . in 10 0 -01 r' LC) N U1 O b CO r•4 0 sr 0E Z 0 0 0 0 0 0 0 0 O 01 O O co in 1D N r ri 1'1 1n ri N H V• CO W SL i ri a H F 0 0 0 0 0 0 0 0 0 a r N r 01 N r 1') V' V' CO ON 01 0 1n 01 N 0 H N 01 10 N .1 N Os m ri 1 .-i N 1D r/ 01 ri ill O iD CO 0 el .-1 1D ('f r 01 N in Ul 0 d ri N ri M H V•U7 O 1 r/rl W 0a 4 01 i A 6 H co 01 N 01 Ul ri V Cri N O H N Uf 01 a T O r1 10 CO ri W r co sr U1 10 CO CO O N N P1 O O O O O rl r1 N N N N N M M m M UI W 01 01 01 ON 0• O O O O 1D 4) 10 10 11 10 1D W 10 W W W 10 W 10 10 0 0 0 0 0 H .i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H 00OoOOOo O O O O O O O O O O O O O O O O O O 0) O X X a X X X a a X .i .i H ri H .1 el r1 ri ri H ri ri H .1 ri g ( k. W k. ra . IN r . k. R. k , 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 o n o n m NCO N gm Num m m U u m U m o Q o .- pLNd >N o c cNOO • O it • S V- m- m m N A A m p dNONpWON mL. • m ~ ~E • o 67.Q. a 1 p V c m c n c O A m to d O m 2 c - o n L gd 6 N O m Y ~C e m 2 m v a a ° A 6 m LL VN p m } n mQ N N n m m m O m S V us I z TOdmC n f0 n Q n Q nCif C N _ m Z. n cn m N n : r. O 0 m A 2 m n co m N : 67,m u a a C. m 0 0, 0, n m Iti q N L = L V C N C C C N 7 S O .-g3 ni C 2 N N V 'Sim U- N h N N M.N A2nUnA2AmCom N F.',,,,,2 ` O N O r L U ryON N C F F O O n N N 0 n W y C Ce a m 0.Y LL 2 W m W 6 ii;a m a 4 Cti co 0 N E .. c Z , Z'm o Q N o n m m o 8 0VNCNNNNNNNI-0 li N0 N o A n n O O o O 0 o o N N N N Q r.t7 n O r I': p1 m TOydC N __ N O M d d N r O N ti N m o O1 O d m m O `m 0 N U d 0.N N L Lm ;N > c uKCo m 0 , 9 A . Q O - N N O OI m A t — m m m m m z N E o > U °o .2 8 `0O L° c S o oa ~ a `'0 E o 0 0 0 0 0 0 0"' E 0m m d z 'd cCC L 2'm m O N 2 Q N m n H () a N 0 0 m o 0 0 0 0 0 0 0 m o 0 m W J m r - N N N N N N N N N rU = TRAFFIC IMPACT ANALYSIS FOR ARDEN PLACE DEVELOPMENT LOCATED IN ALBEMARLE COUNTY, VIRGINIA Prepared For Andy McGinty Coleway Development 610 Preston Avenue Charlottesville, Virginia 22903 Prepared ByTN © Ramey Kemp & Associates of Richmond, Inc 4343 Cox Road Glen Allen, Virginia 23060 V ERICH Wu !AM No. woi Lk cti April 2009 0 /0), .. RKA Project #09045 17/°1 TABLE OF CONTENTS LIST OF TABLES ii LIST OF FIGURES ii TECHNICAL APPENDIX iii 1.INTRODUCTION AND SUMMARY 1 1.1. Purpose and Study Objectives 1 1.2. Executive Summary 1 2.BACKGROUND INFORMATION 3 2.1. Existing Land Uses 3 2.2. Existing and Proposed Zoning 3 2.3. Existing Roadways Network 7 2.4. Existing and Proposed Pedestrian, Bicycle, and Transit Facilities 9 2.5. Future Network Roadways and Improvements 9 2.6. Geographic Scope and Limits of Study Area 10 2.7. Study Area ADT Volumes and Percent Growth 12 3.EXISTING TRAFFIC CONDITIONS 13 3.1. Existing Peak Hour Traffic Volumes 13 3.2. Traffic Analysis Procedure 13 3.3. Traffic Analysis Software Inputs and Outputs 15 3.4. Analysis of Existing (2009) Traffic Conditions 16 4.BACKGROUND TRAFFIC CONDITIONS 20 4.1. Approved Development Traffic 20 4.2. Background (2015) Peak Hour Traffic 20 4.3. Analysis of Background (2015) Traffic Conditions 22 5.TRIP GENERATION 27 5.1. Trip Reduction 28 6.SITE TRIP DISTRIBUTION AND ASSIGNMENT 28 7.COMBINED TRAFFIC CONDITIONS 35 7.1. Combined (2015) Peak Hour Traffic Conditions (Access Plan #1)35 7.2. Analysis of Combined (2015) Peak Hour Traffic Conditions (Access Plan #1)35 7.3. Combined (2015) Peak Hour Traffic Conditions (Access Plan #2)40 7.4. Analysis of Combined (2015) Peak Hour Traffic Conditions (Access Plan #2)40 8.SIGNAL WARRANTS 47 8.1. Signal Warrant Analysis 47 8.2. Existing (2009) Traffic Conditions 47 8.3. Background (2015) Traffic Conditions 47 8.4. Trip Generation of the Proposed Development 49 8.5. Traffic Signal Warrant Analysis 51 9.RECOMMENDED IMPROVEMENTS 53 10.CONCLUSIONS 54 LIST OF TABLES Table 1 Study Area ADT Volumes and Percent Growth 12 Table 2 Highway Capacity Manual Levels of Service and Delay 15 Table 3 Analysis of Existing (2009) Peak Hour Conditions 19 Table 4 VDOT AADT Count Data 21 Table 5 Traffic Growth Rates by Link 21 Table 6 Analysis of Background (2015) Peak Hour Conditions 26 Table 7 Trip Generation 28 Table 8 Analysis of Combined (2015) Peak Hour Conditions - Access Plan #1 39 Table 9 Analysis of Combined (2015) Peak Hour Conditions - Access Plan #2 46 Table 10 Signal Warrant Analysis — Existing (2009) Traffic Conditions 48 Table 11 Signal Warrant Analysis — Background (2015) Traffic Conditions 48 Table 12 Signal Warrant Analysis — Trip Generation 49 Table 13 Signal Warrant Analysis — Total Trips 50 Table 14 Signal Warrant Analysis — Combined (2015) Traffic Conditions 51 Table 15 Signal Warrant Analysis Results 53 LIST OF FIGURES Figure 1 Site Location Map 4 Figure 2 Existing Zoning Map 5 Figure 3 Preliminary Site Plan 6 Figure 4 Existing Lane Configuration 8 Figure 5 Study Area Map 11 Figure 6 Existing (2009) Peak Hour Traffic 14 Figure 7 Existing (2009) AM Peak Hour Capacity Analysis Results 17 ii Figure 8 Existing (2009) PM Peak Hour Capacity Analysis Results 18 Figure 9 Background (2015) Peak Hour Traffic 23 Figure 10 Background (2015) AM Peak Hour Capacity Analysis Results 24 Figure 11 Background (2015) PM Peak Hour Capacity Analysis Results 25 Figure 12 Regional Map 29 Figure 13 Primary Site Trip Distribution Percentages — Access Plan #1 31 Figure 14 Primary Site Trip Distribution Percentages — Access Plan #2 32 Figure 15 Total Site Trips — Access Plan #1 33 Figure 16 Total Site Trips — Access Plan #2 34 Figure 17 Combined (2015) Peak Hour Traffic — Access Plan #1 36 Figure 18 Combined (2015) AM Peak Hour Capacity Analysis Results Access Plan #1 ... 37 Figure 19 Combined (2015) PM Peak Hour Capacity Analysis Results Access Plan # 1 .... 38 Figure 20 Diverted Background Peak Hour Traffic 41 Figure 21 Adjusted Background Peak Hour Traffic 42 Figure 22 Combined (2015) Peak Hour Traffic — Access Plan #2 43 Figure 23 Combined (2015) AM Peak Hour Capacity Analysis Results Access Plan #2 ... 44 Figure 24 Combined (2015) PM Peak Hour Capacity Analysis Results Access Plan #2.... 45 Figure 25 Recommended Roadway Improvements 55 TECHNICAL APPENDIX Appendix A Pre -Scope of Work Meeting Form Appendix B 2009 Traffic Counts Appendix C Capacity Calculations — Existing 2009 Conditions Appendix D Capacity Calculations — Background 2015 Conditions Appendix E Primary Site Trip Distribution Analysis Appendix F Capacity Calculations — Combined 2015 Conditions (Access Plan #1) Appendix G Capacity Calculations — Combined 2015 Conditions (Access Plan #2) Appendix H Signal Warrant Analysis iii TRAFFIC IMPACT ANALYSIS REPORT ARDEN PLACE DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA 1.INTRODUCTION AND SUMMARY 1.1.Purpose and Study Objectives The contents of this report present the findings of a traffic impact analysis (TIA) for the proposed Arden Place Development to be located in Albemarle County, Virginia. The purpose and objective of this study is to determine the impact on the transportation system surrounding the property caused by the traffic attracted to and generated by the development of this property. This study analyzes existing and future weekday AM and PM peak hour traffic conditions and provides conclusions and recommendations of the study findings. 1.2.Executive Summary The proposed development will be located on the northwestern frontage of Putt Putt Place and Rio Hill Drive, Albemarle County, Virginia. Per Chapter 527 Traffic Impact Regulations, the scope of the project was developed through coordination with Albemarle County and VDOT. Refer to Appendix A for the Pre Scope form. Access to the development is proposed via one full movement roadway onto Putt Putt Place. It was determined that the study area would consist of the following intersections: 1.Rio Road and Putt Putt Place, 2.Rio Road and Albemarle Square, 3.Rio Road and US 29. It was determined that the following traffic conditions would need to be studied in order to accomplish the objective of determining the site impacts: 1. Existing (2009) traffic conditions, 2. Background (2015) traffic conditions without the site expansion, 3. Combined (2015) Access Plan #1 conditions for the single connection via Putt Putt Place, 1 4. Combined (2015) Access Plan #2 conditions assuming dual connections via Putt Putt Place and Albemarle Square. Existing traffic counts were performed at each of the existing study intersections during both the AM and PM peak hours of an average weekday. Traffic volumes were projected to the year 2015 by applying an annual growth rate of 1.5% per year. Based on the preliminary site plan, at buildout the site will include an apartment complex with 206 dwelling units. Under combined (2015) conditions, the development is expected to generate a total of 1,372 total trips (686 entering and 686 exiting) during a typical 24 -hour weekday. Further analysis indicates that the site will generate a total of 105 trips (21 entering and 84 exiting) during the AM peak hour and 131 total trips (85 entering and 46 exiting) during the PM peak hour. Site trips generated by the proposed development expansion under combined (2015) conditions, were assigned to study intersections according to the following distribution percentages: 40% to /from the south along US 29, 25% to /from the north on US 29, 30% to /from the east on Rio Road, 5% to /from the west on Rio Road. Analysis indicates that the proposed development expansion will have minimal impact on the study area intersections. All movements at intersections in the study area operating at acceptable levels of service under existing conditions are expected to continue operating at acceptable levels of service under the proposed single traffic access at Putt Putt Place. As part of the development infrastructure improvements to account for impacts to the surrounding transportation infrastructure, it is recommended to provide the following improvements as part of the proposed site: 2 1.Restripe the southbound approach at Rio Road and Putt Putt Place, in order to provide one southbound left turn lane and one southbound right turn lane. 2.BACKGROUND INFORMATION The proposed development will be located on the northwestern frontage of Putt Putt Place and Rio Hill Drive. Specifically, the development is comprised of tax parcel 06100- 00 -00- 12400. Access to the development is proposed via one full movement driveway onto Putt Putt Place. Refer to Figure 1 for an illustration of the site location. Refer to Figure 2 for an illustration showing the zoning map with parcel number for the subject property. Refer to Figure 3 for a conceptual sketch of the site layout. 2.1.Existing Land Uses The site is located on the northwestern frontage of Putt Putt Place and Rio Hill Drive. Under existing conditions, the site is an undeveloped parcel. The surrounding area consists of nodes of residential and commercial land uses. 2.2.Existing and Proposed Zoning The developer of the property is proposing to build an apartment complex with 206 dwelling units. Based on discussions with the developer, the site is expected to be fully developed by 2010. The site consists of approximately 19.03 acres and is currently zoned as residential (R -15) and commercial (C -1) as illustrated in Figure 2. 3 r l I iR'. ' i 1 1:o k f e PROPOSED DEVELOPMENT ./ 1/ill j i79. s. _ ///k , 4re/ Q fi kft o III1111 on PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA SITE LOCATION MAP SCALE: Not to Scale Figure 1 I i 4 1 r 7JLOj —„? v Al 9 Q 4,MrY,ERS' p 0eq O o r Q p Rook 6 ' , .y4'? 1,ti'O- t%A,9O4),c" 0D0D.Rp V ® z V PROPOSED sp 11111111i: f , /o DEVELOPMENT o h o ' ID 06100 -00 -00 -12400 m:o 073 s t INT'REE DR O l°J N r cr 4 o Ur AE RS WORI'D CT r F w O,ti 04-0 W o a 2 1 o P,, s, , ,, , ,,..„ 0.1-I /:/- I L1 F r t Jati um, R " xxa29. 781 Feet ZONING LEGEND R -2 Residential R -15 Residential OM PROPOSED DEVELOPMENT Highway Commercial ALBEMARLE COUNTY, VIRGINIA Commercial EXISTING ZONING MAP Planned Development Shopping Center SCALE: Not to Scale Figure 2 SIM 5 1 MI NrId 3.L1S NVld 3.1.IS AVNIWIlglid 3DVld N3C12IV 5 )i kl?, I-, !:11..., 1.% ' fl IP, ILI n,I. 1,-HILL N > 11 11,, DNid33NIDN3 SNIT1OD Eli)SNOISIA3tI k 1 t 7 1,/ : 4 ,. 1 12 ;.'• ' j...7 R.' •'• 'r ':, ''' : • iP - '. •1 - ' ' ''.. '-.7:"..7 p 7 . '. P'' R j1 1- k i 'n ''', ).!! I N :',..';.,:; 1 .1' 44ie,L •--"•, \ ••• v ,-,- -.. ,--, 1, ,:- „g. r,-. -,:: .., -, N 'e" g'..iIS".-- ,',',::",,-----' \ r '- A 0' '-''.;'.--,/ N-'. z , s.:,:: i i 1. 1 i. pj 4,, , ..,,,..., N ' l, • ,: 1 ,,, , , , , 1s,4,..4%., S', • , i ' ,''',,,. „, e4 \ t, .,,,K \,....A I l',C.-.c, ; ,' \ ''''' .' ', t4; , ,/ 3,1 V-t-', . ;',, 1 1 r I I i cg, ::; gt. , ,;,,,' .' I i f. ti ,'''• - L ' 1 r 'n•qt r I 1._. " " ri, :4 • z,„, • _--- 1 ' ' 1 --!"' '' - V1 . ' ; V 4 1, I, l ,.., , ,.„ .-„,. li ,.., ye \/I 7/ 4. , -, 1 4 i I I I . 4‘ 4..ci•-;L , li I I 1 PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA PRELIMINARY SITE PLAN SCALE: Not to Scale Figure 3 6 2.3.Existing Roadways Networks Existing lane configurations (number of traffic lanes on the intersection approach), lane widths, storage capacities, traffic signal data and other intersection and roadway information within the study area was collected through field reconnaissance by RKAR. Refer to Figure 4 for the existing lane configurations and traffic control at study intersections. Existing roadways in the study area include Rio Road, US 29, Putt Putt Place, and Albemarle Square. Rio Road is a five lane major collector type facility with a 40 mph speed limit in the vicinity of the proposed site. This roadway provides access to US 29 to the west, and to the US 250 Bypass to the east. According to the most recent VDOT data, Rio Road had an annual Average Daily Traffic (AADT) volume of approximately 28,000 vehicles per day for the year 2007. US 29 is an eight lane major arterial type facility with a 45mph speed limit in the vicinity of the proposed site. This roadway provides direct access to the City of Charlottesville to the south and to Culpeper to the north. According to the most recent VDOT data, US 29 had an annual Average Daily Traffic (AADT) volume of approximately 57,000 vehicles per day for the year 2007. Putt Putt Place is a two lane local type facility with unposted speed limit in the vicinity of the proposed site. This roadway provides access to residential communities to the north, and to all existing and future development site traffic. Albemarle Square is a two lane site entrance to a commercial development. This roadway provides access to the Albemarle Square development to the north, and to the Fashion Park development to the south. 7 4111,•-i-itt r US ROUTE 29 ALBEMARLE SQUARE 11 11/ PROPOSED SITE 0 t PUTT PUTT PLACE LEGEND Existing Lane Configuration Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway EXISTING LANE CONFIGURATION Proposed Entrance SCALE: Not to Scale Figure 4 8 2.4.Existing and Proposed Pedestrian, Bicycle, and Transit Facilities Currently, there are existing pedestrian facilities along Rio Road, US 29 and Putt Putt Place. These facilities primarily serve residents and customers of the residential and commercial developments located in the vicinity of the site. However, there are no signalized pedestrian crossings at any of the intersections under study. Further, in order to provide a conservative scenario, no trip reductions due to pedestrian users of existing and planned facilities have been taken into account for this analysis. Currently, there are existing bicycle facilities along Rio Road. Also, according to the Jefferson Area Bicycle, Pedestrian, and Greenways Plan, prepared by the Thomas Jefferson Planning District Commission, the US 29 corridor has been identified as a proposed bicycle route. However, at this time we are unaware of any schedule of construction indicating when this improvement will be implemented. Further, in order to provide a conservative scenario, no trip reductions due to bicycle riders have been taken into account for this analysis. Currently, the closest existing transit facility to the development is the Charlottesville Transit Service (CTS) Route 5 which runs along Rio Road in the vicinity of the site. This route serves passengers from the Wal -Mart located at US 29 and Hilton Heights Road to the north of the proposed site, to the Barracks Road Shopping Center, located in the City of Charlottesville. Also, CTS Route 7 provides a stop in the nearby Fashion Square development. This route serves passengers from the Fashion Square to Downtown Charlottesville. At this time we know of no plans by the City of Charlottesville, Albemarle County, the Thomas Jefferson Planning District Commission, or VDOT to construct any additional transit facilities nearby to the development. Further, in order to provide a conservative scenario, no trip reductions due to transit riders have been taken into account for this analysis. 2.5.Future Network Roadways and Improvements It is our understanding that long -term transportation improvements have been identified for US 29 and Rio Road in the US 29 North Corridor Transportation Study, prepared by the Thomas Jefferson Planning District Commission. These improvements include construction 9 r of a grade separated interchange between at the existing intersection of US 29 and Rio Road. However, at this time we are unaware of any schedule of construction indicating when this improvement will be implemented and therefore was not included in the analysis. Other than these proposed improvements, there are no additional future roadways or improvements planned that are expected to have a significant impact on future traffic volumes and patterns in the vicinity of the site. 2.6 Geographic Scope and Limits of Study Area Based on section 5 of this report the proposed development is expected to generate approximately 105 trips during the AM peak hour and 131 during the PM peak hour. Because the volumes are between 100 and 499 trips this development is considered a category 2 study per Chapter 527 Traffic Impact Regulations. The geographic scope of a category 2 study is described as "within 2,000 feet of site and any roadway on which 10% or more of the new vehicle trips generated by the proposal are distributed — not to exceed two miles ". Based on discussion with Albemarle County officials, the intersections of Rio Road and Putt Putt Place, Rio Road and Albemarle Square, and Rio Road and US 29 were included in this analysis. Refer to Figure 5 for an illustration of the study area. The intersection of Rio Road and Putt Putt Place is located within 2000ft of the proposed development and therefore was included in the geographical scope of this report. The intersection of Rio Road and Albemarle Square is located within 2000ft of the proposed development and therefore was included in the geographical scope of this report. The intersection of Rio Road and US 29 is located within 2000ft of the proposed development and therefore was included in the geographical scope of this report. In summary the intersections identified to be studied in this analysis are: 1.Rio Road and Putt Putt Place, 2.Rio Road and Albemarle Square, 3.Rio Road and US 29. 10 r 4,.sr a, 2000 1t 4 PROPOSED p r' DEVELOPMENT Y \t ' tJr 22901 L l I .. 7 F`1 GiJ1 vt G' LLi a ,JO r ' & irri-p ".' SL r E *EEFCT co 4.VA Cc WI rkE 'SP. CI ri 4. PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA STUDY AREA MAP SCALE: Not to Scale Figure 5 l l 2.7 Study Area ADT Volumes and Percent Growth Based on discussions with VDOT, analysis of additional intersections will be determined by percent growth of ADT volumes along road links where site traffic is assigned. If the ADT growth between the background and combined scenarios, and the existing and existing plus site traffic scenarios is less than 10 %, no additional intersections will be added to the analysis. Based on the existing (2009), background (2015), and combined (2015) traffic volumes it is possible to determine the percent change in ADT volumes between traffic scenarios. This percent growth between scenarios shows the relative impact of the traffic growth rate combined with any approved development traffic as well as the impact of the proposed site traffic on ADT volumes in the study area. Refer to Table 1 for a summary of the ADT volumes in the study area as well as the calculated percent change in ADT volumes between traffic scenarios. TABLE 1 STUDY AREA ADT VOLUMES AND PERCENT GROWTH Existing Background Combined Volume Volume Volume ROADWAY 2009)2015)2015)Increase Increase Increase Existing to SEGMENT Estimated Estimated Estimated Existing to Background Existing + ADT ADT ADT Background) to Combined)Site Traffic) US 29 N. of Rio Rd.)52,520 57,428 57,771 9.35%0.60%0.65% US S. of Rio 29 43,600 47,674 48,223 9.35%1.15%1.26% E. R 2D 20,640 22,569 22,981 9.35%1.82%1.99% of RIO ROAD 14,360 15,702 15,771 9.35%0.44%0.48% W. of US 29) According to Table 1 the projected growth rate of traffic increased background (2015) traffic 0.44% to 1.82% to reach combined (2015) traffic volumes. The site traffic volumes increased the existing (2009) traffic 0.48% to 1.99% to reach existing plus site traffic volumes. Since no growth rate at any roadway segment exceeded 10 %, no further intersections were included in the analysis. 12 3.EXISTING TRAFFIC CONDITIONS 3.1.Existing Peak Hour Traffic Volumes Existing peak hour turning movement traffic volumes used in this study were counted by RKAR at the following intersections: 1.Rio Road and Putt Putt Place, 2.Rio Road and Albemarle Square, 3.Rio Road and US 29. These counts were completed during the weekday AM and PM peak periods (7:00 AM — 9:00 AM and 4:00 PM — 6:00 PM). For the intersection of Rio Road and US 29, traffic counts were completed for a l0 -hour period (7:00 AM — 9:00 AM and 11:00 AM — 7:00 PM). Each intersection count also included a count of heavy vehicles by approach. Refer to Appendix B for a copy of the raw traffic count data at all locations. Existing (2009) traffic volumes were balanced between intersections where appropriate. Refer to Figure 6 for the existing (2009) peak hour traffic volumes at study intersections. 3.2.Traffic Analysis Procedure Study intersections were analyzed using the methodology outlined in the 2000 Highway Capacity Manual (HCM) published by the Transportation Research Board. Capacity and level of service are the design criteria for this traffic study. A computer software package, Synchro (version 7), was used to complete the analyses for all of the study area intersections. Synchro 7 was developed by Trafficware Corporation and allows the user to input data into the Synchro software and calculate the output based on methodologies in the 2000 HCM. Therefore, Synchro 7 was used to conduct all capacity analyses at unsignalized and signalized intersections in this study. Please note that the unsignalized capacity analysis does not provide an overall level of service for an intersection; only delay for an approach with a conflicting movement. 13 M M N o °`4 -- 102/ 169 4— 2104/1596 443/524 T US126/159 ROUTE 29 1010/2081 v , 92/154 -i c 0 M O M d O N N r-4- 20/51MO N 4--- 5/27 f 36/116 ALBEMARLE SQUARE 11/100 t raw-1/27 -- 2/58 -M O 00 00 PROPOSED SITE 0 N Q N oc 76/120 25/44 tPUTT PUTT PLACE 00 O N 00 LEGEND 333/555 —Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway EXISTING (2009) PEAK HOUR TRAFFIC Proposed Entrance SCALE: Not to Scale Figure 6 14 The HCM defines capacity as "the maximum hourly rate at which persons or vehicles can reasonably be expected to traverse a point or uniform section of a lane or roadway during a given time period under prevailing roadway, traffic, and control conditions." Level of service (LOS) is a term used to represent different driving conditions, and is defined as a qualitative measure describing operational conditions within a traffic stream, and their perception by motorists and /or passengers." Level of service varies from LOS "A" representing free flow, to LOS "F" where breakdown conditions are evident. Refer to Table 1 for HCM levels of service and related average control delay per vehicle for both signalized and unsignalized Intersections. Control delay as defined by the HCM includes "initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay ". An average control delay of 50 seconds at a signalized intersection results in an LOS D operation at the intersection. TABLE 2 Highway Capacity Manual - Levels of Service and Delay UNSIGNALIZED INTERSECTION SIGNALIZED INTERSECTION AVERAGE CONTROL AVERAGE CONTROL LEVEL DELAY LEVEL DELAY OF SERVICE PER VEHICLE OF SERVICE PER VEHICLE SECONDS)SECONDS) A 0 -10 A 0 -10 B 10 -15 B 10 -20 C 15 -25 C 20 -35 D 25 -35 D 35 -55 E 35 -50 E 55 -80 F 50 F 80 3.3.Traffic Analysis Software Inputs and Outputs For the purposes of this analysis the heavy vehicle percentage and the peak hour factor, obtained from the raw traffic count data, were input into the Synchro software. Additionally all traffic signals timings were assumed to have a cycle Iength of 115 seconds and all red plus yellow time at signalized intersections was assumed to be 6 seconds (4 seconds yellow, 2 seconds red). All other software defaults were unchanged. Detailed Synchro analysis printouts for all studied scenarios are included in the Appendices. For every intersection studied both "HCM signalized intersection capacity 15 analysis" and a "lanes, volumes, timings" printouts are included. The LOS, lane delays, and overall delays presented in this study were retrieved from the "HCM signalized intersection capacity analysis" printouts. The lane queues presented in this study reflect the estimated 95 percentile queue length reported in the "lanes, volumes, timings" printouts. 3.4.Analysis of Existing (2009) Traffic Conditions Existing (2009) conditions were analyzed to determine how the study intersections currently operate. By determining what operations, if any, are currently deficient and comparing those versus future deficiencies, it is possible to estimate the impact of background and combined conditions on the study intersections. All study intersections were analyzed with the lane configurations shown in Figure 4. Refer to Table 3 for a summary of the existing (2009) capacity analysis results. Refer to Figures 7 and 8 for illustrations of the existing (2009) capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix C for detailed capacity analysis of existing (2009) peak hour traffic conditions. 16 V') 711' n c 4 A/0.1 /0 r.N O1 • 2 C/26.0/467 4.1 4L..-L.- I D/49.3/233 AI = v 0 r E `57.7/94 f f (it US ROUTE 29 C/28.8/237:=---‘r-M °i 1 A/0.1/0 -i o °; N N Q Q M 00 t- L ia C/27.3/27 J 4 L c C/28.6/50 ALBEMARLE SQUARE L C/30.3/23 1 tt 1 C/29.7/5 --- 0- v, C., L C/29.6/7 g N I d- N to 1 u PROPOSED Pi 0 SITE o 0 1 o•o° 1c, 4- B/13.0/13 I 4 E/37.8/17 I f f r.PUTT PUTT PLACE imp 00 00 1 I LEGEND X/Y /Z -f-LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway EXISTING (2009) AM PEAK HOUR ANALYSIS Proposed Entrance 17 SCALE. Not to Scale Figure 7 w M 4 A/0.1/0 n N O C/28.3321 r F/91.6/330 Wow— g D/52.6/98 T t r US ROUTE 29 M 00 E/56.7/560 c A/0.1/0 w ct 0.Q Ql rr45 Y` N M N t N O O N D/36.8/64 cD/41.4/141 ALBEMARLE SQUARE D/39.0/124 —#tt D/35.3/45 —1 "- - VC/34.8/38 M w N -- N UU U PROPOSED SITE x M N OO N w C/15.6128 j i F/195.1/94 w tt r PUTT PUTT PLACE 0 0 0 0 0 0 LEGEND X/y /Z LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway PMPEAK EXISTING HOUR ( 2009) ANALYSISANA Proposed Entrance SCALE: Not to Scale Figure 8 18 TABLE 3 ANALYSIS SUMMARY OF EXISTING (2009) PEAK HOUR CONDITIONS WEEKDAY WEEKDAY AM PEAK HOUR PM PEAK HOUR INTERSECTION LANE GROUP Lane Lane Overall Lane Lane Overall Lane Lane LOS Delay Queue LOS* LOS Delay Queue LOS* s)ft) Delay)s)ft) Delay) EBL B 10.7 8 B 13.2 23 EBT A 0.0 0 A 0.0 0 RIORDAND WBT A 0.0 0 A 0.00 0 PUTT PUTT PL WBR A 0.0 0 N/A A 0.0 0 N/A unsignalized) SBL E 37.8 17 F 195.1 94 SBR B 13.0 13 C 15.6 28 EBL B 14.7 16 C 22.7 38 EBT B 18.8 221 C 29.7 349 EBR B 14.3 12 C 20.5 24 WBL B 14.9 11 C 21.9 55 RIO RD AND WBT C 22.5 285 C 31.5 397 ALBEMARLE SQ WBR B 15.5 33 LOS C C 21.3 76 LOS C signalized)NBL C 30.3 23 20.7) D 39.0 124 30.6) NBT C 29.7 5 D 35.3 45 NBR C 29.6 7 C 34.8 38 SBL C 28.6 50 D 41.4 141 SBT /R C 27.3 27 D 36.8 64 EBL E 62.4 93 F 89.2 193 EBT D 49.5 151 D 42.6 174 EBR D 42.7 45 D 38.5 54 WBL D 51.6 140 D 54.6 134 WBT D 40.1 130 D 40.9 182 RIO RD AND WBR D 39.6 98 LOS C F 142.3 553 LOS E US 29 signalized) NBL E 57.7 94 33.4) D 52.6 98 57.0) NBT C 28.8 237 E 56.7 560 NBR A 0.1 0 A 0.1 0 SBL D 49.3 233 F 91.6 330 SBT C 26.0 467 C 28.3 321 SBR A 0.1 0 A 0.1 0 HCS Unsignalized Model does not provide an overall intersection level of service for two -way stopped control Capacity analysis of the unsignalized intersection of Rio Road and Putt Putt Place indicates that all movements and approaches are operating at acceptable levels of service during the AM and PM peak hours, except for the southbound left turn movement during both peak hours. 19 Capacity analysis of the signalized intersection of Rio Road and Albemarle Square indicates that all movements are operating at acceptable levels of service during the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road and US 29 indicates that during the AM peak hour, the eastbound and northbound left turn movements are operating at excessive levels of service. Also, during the PM peak hour, the eastbound and southbound left turn movements, the westbound right turn movement, and the northbound through movement are operating at excessive levels of service. All other movements are operating at acceptable levels of service during the AM and PM peak hours. Further, the southbound left turn 95 percentile queue length of 330 feet is exceeding the current storage length of 288 feet. 4.BACKGROUND TRAFFIC CONDITIONS In order to account for the growth of traffic and subsequent traffic conditions at a future year, background traffic projections are needed. Background traffic is the component of traffic due to the growth of the community and surrounding area that is anticipated to occur regardless of whether the proposed development is constructed. Background traffic is comprised of projected traffic growth within the study area and additional traffic created as a result of adjacent and nearby future developments. 4.1.Approved Development Traffic Discussions with County officials have determined that there are no approved developments adjacent to the proposed site to be considered in this study. 4.2.Background (2015) Peak Hour Traffic To account for the growth of traffic that is anticipated to occur regardless of any future developments, the existing (2009) traffic volumes (Figure 6) were projected to the year 2015 by applying a compound annual growth to traffic volumes at the study intersections. The growth rate used in this study is based on VDOT AADT counts on nearby roadways taken from 2002 to 2007. Refer to Table 4 for a summary of the VDOT AADT volumes. 20 TABLE 4 VDOT AADT COUNT DATA ROADWAY AADT BY YEAR LINK FROM/TO 2002 2003 2004 2005 2006 2007 US 29 Charlottesville 61,000 56,000 57,000 57,000 57,000 57,000NCL /Rio Rd US 29 Rio Rd/ 45,000 44,000 45,000 46,000 51,000 51,000 Hollymead Rd Rio Road Brook 9d/US 27,000 26,000 28,000 29,000 28,000 28,000 Based on the AADT volumes presented in Table 4, average traffic growth rates were calculated by roadway link and by year. Refer to Table 5 for a summary of the average traffic growth rates. TABLE 5 TRAFFIC GROWTH RATES BY LINK 1 Year 2 Year 3 Year 4 Year 5 Year ROADWAY Growth Growth Growth Growth Growth Average LINK FROM /TO Rate Rate Rate Rate Rate Rate by 2006-2005-2004-2003-2002- Segment 2007)2007)2007)2007)2007) US 29 Charlottesville 0.0%0.0%0.0%0.4%o NCL/Rio Rd 1.3/0 0.2/0 Rio Rd/0 5.3%4.3%3.8%2.5%3.2%US 29 Hollymead Rd 0.0 /0 3.2 /o Brook Rd/US Rio Road 79 0.0%0.0%0.0%1.9%0.7%0.5% Average Rate by Year 0.0%1.8%1.4%2.0%0.6%1.2% According to Table 5 from 2002 to 2007 the roadway segments nearby to the site had average growth rates ranging from -0.2% to 3.2% per year. An overall average of all of the growth rates was calculated to be 1.2% per year. Based on discussions with County officials, a growth rate of 1.5% per year was utilized in this study. 21 Background traffic volumes were developed by applying a growth rate of 1.5% per year to the existing (2009) traffic for six years to achieved 2015 volumes. Refer to Figure 9 for an illustration of the 2015 background peak hour traffic volumes. 4.3 Analysis of Background (2015) Peak Hour Traffic Conditions The purpose of the background analysis is to establish a base line impact scenario for a comparative analysis with combined scenario impacts. The relative difference between the two scenarios can be characterized as the site impacts. Refer to Table 6 for a summary of the background capacity analysis results. Refer to Figures 10 and 11 for illustrations of the background (2015) capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix D for detailed capacity analysis of background (2015) peak hour traffic conditions. 22 00 C i N 112/185 2301/1745 484/573 138/174 —J r US ROUTE 29 1104/2275 —rn 101/168 N ° M` 71- N N ct 00 4 — 22/56a, N 5/30 r 39/127 ALBEMARLE SQUARE 12/109 t r 1/30 c , 1 2/63 -- 00 rn PROPOSED SITE M 83/131 27/48 tr•'PUTT PUTT PLACE O 7 -1 00 401 1V9 ftN V 00 LEGEND 11 " 333/555 --- .Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway BACKGROUND (2015)1111 PEAK HOUR TRAFFIC Proposed Entrance 23 SCALE: Not to Scale Figure 9 11 7r M N 4 A /0.1 /0 4 k °C/28.9/527 QQw Al', y (. r D/49.7/250 k 1 E/62.6/107 It ill" US ROUTE 29 C/31.2/265 A/0.1/0 7 NON QQ N, N M in as I k— C/30.3/29 l C132.0156 ALBEMARLE SQUARE • C/30.5/25 tt 1 C/29.9/6 N I 4 01 C/29.9/7 --M am r. kr ? '-• N N 1 u U PROPOSED o SITE 0 O M O , L 13 /13.8/16 II1 -1.-- r E/49.3/24 1CO tt PUTT PUTT PLACE o0 o0 1 1 LEGEND 4 X/y /Z --LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway BACKGROUND (2015) I: AM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure 10 24 co c, N AL A /0.2/0 71 7k N C/29.6/361 AI la L l y L D/51.7/105 tt r --- US ROUTE 29 E /66.3/625 1 , ' A/0.1 /0 -to Q Q t 4. is IS 6..L 7,_ N M M M - - L N N UV J_D/39.1/69 4 L... c D/45.6/156 ALBEMARLE SQUARE L D/42.3/134 —i . -4 - ) D/37.4/49 --•- tt r 1 L D/36.7/40 M I N ',- M N L PROPOSED 1 0 SITE o o O M O • • O _ o 4 -- C/17.3136 I j `•- f - F/439.9/136 I I tt (PUTT PUTT PLACE o 0 0 1 LEGEND li x/Y /Z 4...LOS /Delay(s) /Queue(ft) it Existing Traffic Signal IIP : PROPOSED DEVELOPMENT OUnsignalized Intersection ALBEMARLE COUNTY, VIRGINL4 Existing Roadway BACKGROUND (2015) PM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure 11 25 TABLE 6 ANALYSIS SUMMARY OF BACKGROUND (2015) PEAK HOUR CONDITIONS WEEKDAY WEEKDAY AM PEAK HOUR PM PEAK HOUR INTERSECTION LANE GROUP Lane Lane Overall Lane Lane Overall Lane LOS Delay Queue LOS* LOS Delay Queue LOS* s)ft) Delay)s)ft) Delay) EBL B 11.3 9 B 14.7 30 EBT A 0.0 0 A 0.0 0 RIO RD AND PUTT PUTT PL WBT A 0.0 0 N/A A 0.0 0 N/A unsignalized) WBR A 0.0 0 A 0.0 0 SBL E 49.3 24 F 439.9 136 SBR B 13.8 16 C 17.3 36 EBL B 15.5 17 C 22.1 38 EBT B 19.3 246 C 29.1 385 EBR B 14.2 12 B 19.3 24 WBL B 14.9 12 C 21.4 57 RIO RD AND WBT C 23.0 317 C 31.2 443 ALBEMARLE SQ WBR B 15.3 36 LOS C C 20.3 85 LOS C signalized)NBL C 30.5 25 21.3 D 42.3 134 NBT C 29.9 6 D 37.4 49 NBR C 29.9 7 D 36.7 40 SBL C 32.0 56 D 45.6 156 SBT /R C 30.3 29 D 39.1 69 EBL E 59.3 94 F 211.1 241 EBT D 52.2 166 D 46.0 194 EBR D 43.3 47 D 40.1 58 WBL D 54.5 153 D 54.3 144 WBT D 41.7 144 D 40.7 197 RIO RD AND WBR D 41.7 128 LOS D F 208.2 665 LOS E US 29 signalized)NBL E 62.6 107 35.6) D 51.7 105 75.9) NBT C 31.2 265 E 66.3 625 NBR A 0.1 0 A 0.1 0 SBL D 49.7 250 F 147.9 386 SBT C 28.9 527 C 29.6 361 SBR A 0.1 0 A 0.2 0 HCS Unsignalized Model does not provide an overall intersection level of service for two -way stopped control Capacity analysis of the unsignalized intersection of Rio Road and Putt Putt Place indicates that all movements and approaches are expected to continue operating at acceptable levels of service during the AM and PM peak hours, except for the southbound left turn movement during both peak hours. 26 Capacity analysis of the signalized intersection of Rio Road and Albemarle Square indicates that all movements are expected to continue operating at acceptable levels of service during the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road and US 29 indicates that during the AM peak hour, the eastbound and northbound left turn movements are expected to continue operating at excessive levels of service. Also, during the PM peak hour, the eastbound and southbound left turn movements, the westbound right turn movement, and the northbound through movement are expected to continue operating at excessive levels of service. All other movements are expected to continue operating at acceptable levels of service during the AM and PM peak hours. Further, the southbound Left turn 95 percentile queue length of 386 feet will exceed the current storage length of 288 feet. 5.TRIP GENERATION The average weekday daily AM peak and PM peak hour site trips for this study were calculated utilizing the Institute of Transportation Engineers (ITE) Trip Generation Manual 7 Edition). Based on the preliminary site plan, at buildout the site will include approximately 206 of apartments (ITE Code 220). Analysis indicates that at buildout conditions, the site will generate approximately 1,372 total trips (686 entering and 686 exiting) during a typical 24 weekday. Further analysis indicates that the site will generate a total of 105 trips (21 entering and 84 exiting) during the AM peak hour and 131 total trips (85 entering and 46 exiting) during the PM peak hour. Refer to Table 7 for details on the site trip generation for buildout conditions. 27 TABLE 7 PROPOSED DEVELOPMENT TRIP GENERATION ITE TRIP GENERATION MANUAL LAND USE DENSITY Weekday Trips AM Peak Hour PM Peak Hour Trips ITE CODE)dwelling Vpd)Trips (Vph)Vph) units)ENTER ' EXIT ENTER EXIT ENTER EXIT Apartment 206 686 686 21 84 85 46 220) Total Trips 686 686 21 84 85 46 5.1.Trip Reduction For this study, all trips are assumed to be primary trips. No internal capture, walking, or bicycle trip reduction has been applied to the trip generation. 6.SITE TRIP DISTRIBUTION AND ASSIGNMENT Site trip distribution percentages were determined based on employment centers, existing traffic conditions and engineering judgment. It is anticipated that residents of the proposed development will mainly orient to employment and commercial areas located within a ten mile radius from the center of the development. Zip code divisions located within the ten mile radius and their corresponding employees were analyzed in order to determine the primary trip distribution utilized in this analysis. Refer to Figure 12 for the ten mile radius map and the associated zip code divisions. Refer to Appendix E for the primary trip distribution analysis tables. Distribution percentages indicate that the primary routes for the site are expected to orient from/to surrounding employment and commercial nodes primarily via US 29 and Rio Road. It is anticipated that approximately 40 percent of all site traffic will be oriented to /from the south along US 29, 25 percent will be oriented to /from the north on US 29, 30 percent will be oriented to /from the east on Rio Road, and the remaining 5 percent will be oriented to /from the west on Rio Road. 28 G ti ucfcetstti { {e ti h 1 I- 1 1----,‹ (r,_ J 10 miles r7 "'./Tit L W l Baia EariYsville " ` i Free Option W to Hall f S S th1 f J R PROPOSED R Rtve DEVELOPMENT S Its Il t ti l ofA r. 4 4 _Keswick r_ I S'..7 a„ 4d .0 RD 4 North Garden / I f /i / ill 1 N t. •, .. t 1 1 PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA II REGIONAL MAP I 1 SCALE: Not to Scale Figure 12 29 For site trips orienting to the south on US 29, it is anticipated that their primary destination will be the US 250 Bypass and the City of Charlottesville. For site trips oriented towards the north on US 29, it is anticipated that their primary destination will be employment and commercial areas located along the same route. For the 30 percent of site traffic originated to /from the east on Rio Road, it is anticipated that their primary destination will be the City of Charlottesville. Site traffic oriented to /from the west on Rio Road is expected to orient to employment and commercial nodes located to the west of the development. Based on discussions with the development team and County officials, this report will analyze two access plans. Access plan #1 will provide one point of access along Putt Putt Place. Access Plan #2 will provide two points of access, one along Putt Putt Place and one along Albemarle Square. While regional distributions patters, as described in the previous paragraph, will remain unchanged regardless of the site access plan implemented, site entrance distributions will adjust accordingly. Refer to Figure 13 for an illustration of the proposed development trip distribution percentages under Access plan #1. Refer to Figure 14 for an illustration of the proposed development trip distribution percentages under Access plan #2. Refer to Figure 15 for illustration of total site trips assignments under Access plan #1. Refer to Figure 16 for illustration of total site trips assignments under Access plan #2. 30 0 f_ 25%t 40% US ROUTE 29 40/0 25/0 40% Ct N 4 n f- ALBEMARLE SQUARE 11 t PROPOSED SITE 0 P-4 .- (70 %) 30 %) PUTT PUTT PLACE o M LEGEND 30 % /(50 %)Entering /Eng Primary Distr Existing Traffic Signal PROPOSED DEVELOPMENT 2 )Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway PRIMARY DISTRIBUTION ACCESS PLAN #1 Proposed Entrance SCALE: Not to Scale Figure 13 31 0 J c 25%4:_ r US ROUTE 29 40%25% f 40%a o o F-- O N 00 4 -- (40 %) 25 %)ALBEMARLE SQUARE PROPOSED o SITE 0 o 30 %) PUTT PUTT PLACE o N LEGEND 30 %/(50 %)Entering /Exng Primary Distr Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway PRIMARY DISTRIBUTION ACCESS PLAN #2 1 SCALE: Not to Scale Figure 14ProposedEntrance 32 o : f j c 0/0 41 f US ROUTE 29 0/0 -- oo N N 8/34 N v ,o 0/0 O 11— 0/0 1 L 0/0 ALBEMARLE SQUARE 0/0 —f 0/0 ---- O N O 0/0 —+o o PROPOSED o SITE 0 L 59/32 25/14 n PUTT PUTT PLACE O N LEGEND 333/555 —Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT j Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway TOTAL SITE TRIPS ACCESS PLAN #1 Proposed Entrance SCALE: Not to Scale Figure 15 33 1-o 0/0 0/0 y - 5/21 r 0/0 -f US ROUTE 29 0/0 — oo N N 8/34 M N 34/18 4 21/12 ALBEMARLE SQUARE 0/0 f 0/0 — — 0/0 - N Q PROPOSED o SITE 0 N t— 25/14 4/2 tPUTT PUTT PLACE LEGEND 333/555 ----Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing TOTAL SITE TRIPS xisting Roadway ACCESS PLAN #2 Proposed Entrance SCALE: Not to Scale Figure 16 34 7.COMBINED TRAFFIC CONDITIONS 7.1.Combined (2015) Peak Hour Traffic Conditions (Access Plan #1) In order to determine peak hour traffic volumes for combined (2015) traffic conditions under access plan #1, peak hour site trips in Figure 15 were combined with background 2015) traffic volumes in Figure 9. Refer to Figure 17 for the combined (2015) peak hour traffic volumes under access plan #1. 7.2.Analysis of Combined (2015) Peak Hour Traffic Conditions (Access Plan #1) The analysis of combined traffic conditions allows a determination of impacts created by the site by comparing the analysis results of background traffic conditions (without the site) with the same future traffic conditions including the addition of site traffic. All study intersections were first analyzed with the lane configurations, traffic control conditions, and recommended improvements under background conditions, and were then analyzed with additional improvements as needed. Refer to Table 8 for a summary of the combined 2015) capacity analysis results under access plan #1. Refer to Figures 18 and 19 for illustrations of the combined (2015) capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix F for detailed capacity analysis of combined peak hour traffic conditions under access plan #1. 35 Ili N o ir.dt M N i n t-- 112/185 0O ``' - 2301/1745 i laLjl..l.... . c 489/594 kiw ) y L138/174 —J r• US ROUTE 29 1104/2275 --- 109/202 —i N ° 00 C\ o N N d 00 r I 0. „..., , cn 22/56 0Oc` ' 5/30 Lr 39/127 ALBEMARLE SQUARE 12/109 -J 1 ro-t .1/30 --o- 2/63 4 r,co N a I o PROPOSED SITE 1 4___ 142/163 1 L 52/62 1 Ihr l 1 r PUTT PUTT PLACE M 1/4.0 O M i 00 ir LEGEND 333/555 —Weekday AM/PM Peak Hour Traffic or Existing Traffic Signal PROPOSED DEVELOPMENT i 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA I Existing Roadway COMBINED (2015) ACCESS PLAN #1 PEAK HOUR TRAFFIC Proposed Entrance SCALE: Not to Scale Figure 17 36 hi o 4_ A /0.1/0 i O0 C/31.2/547 L.Q. r D/49.4/253 y4y E/63.1/107 A tt VD et en C/32.9/272 -- 0.- g , II A/0.1/0 -i o 0 n d r NvVD aaA N , O ,.O v', r M N 4 Vr 4- C/30.1/29 j j L. f C/31.8/56 ALBEMARLE SQUARE C/32.3/26 --J 4.1 tt ra- t C/31.5/6 --- co t , L C/31.5/7 o M M 4 r-+ ,--i L Q U PROPOSED L t o SITE N L O i C/15.4/32 111 l f F/80.0/65 t 1 tf r PUTT PUTT PLACE 0 0 0 0 0 0 I LEGEND xiYiz +LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA R'Existing Roadway COMBINED (2015) ACCESS PLAN #1 AM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure 18 37 rn N00T 47 4_ A/0.2/0 C129.6/361 165.2/404r4L-. D /51.7/105 tt US ROUTE 29 1 a\ o0 E/66.31625 1 A/0.2/0 oil N in N oo Ca Q Nd'Mi I I O N as v U L D/39.8/69 11 L r D/46.4/156 ALBEMARLE SQUARE r D/43.0/134 -' tt r 1 D/38.1/49 N r, C D/37.4/40 N 4 N `1 O N ,-1 N 1 U U U Q PROPOSED 1 p4 SITE M O N U 4-- C/18.9149 1 l - c F/1177.1/213 I f f (PUTT PUTT PLACE 0 0 0 0 0 0 NI OP tar 1 1 LEGEND IIX/y /Z +LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA 1 Existing Roadway COMBINED (2015) ACCESS PLAN #1 PM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure 19 p 38 TABLE 8 ANALYSIS SUMMARY OF COMBINED (2015) PEAK HOUR CONDITIONS ACCESS PLAN #1 WEEKDAY WEEKDAY AM PEAK HOUR PM PEAK HOUR INTERSECTION LANE GROUP Lane Lane Lane Overall Lane Lane Lane Overall Delay Queue LOS*Delay Queue LOS* LOS s)ft) Delay) LOS s)ft) Delay) EBL B 11.5 12 C 17.2 53 EBT A 0.0 0 A 0.0 0 RIO RD AND PUTT PUTT PL WBT A 0.0 0 N/A A 0.0 0 N/A unsignalized) WBR A 0.0 0 A 0.0 0 SBL F 80.0 65 F 1177.1 213 SBR C 15.4 32 C 18.9 49 EBL B 14.5 16 C 22.5 38 EBT B 17.6 241 C 30.7 424 EBR B 13.0 12 B 19.4 25 WBL B 13.8 11 C 22.2 57 RIO RD AND WBT C 21.8 328 C 31.5 461 ALBEMARLE SQ WBR B 14.1 35 LOS B C 20.1 86 LOS C 20.0) 31.3) signalized)NBL C 32.3 26 D 43.0 134 NBT C 31.5 6 D 38.1 49 NBR C 31.5 7 D 37.4 40 SBL C 31.8 56 D 46.4 156 SBT /R C 30.1 29 D 39.8 69 EBL E 58.9 94 F 211.1 241 EBT D 52.0 166 D 47.4 199 EBR D 43.1 47 D 40.7 58 WBL D 52.7 168 D 53.6 151 WBT D 40.0 143 D 40.7 197 RIO RD AND WBR D 40.6 136 LOS D F 222.8 686 LOS E US 29 signalized) NBL E 63.1 107 36.7)D 51.7 105 78.7) NBT C 32.9 272 E 66.3 625 NBR A 0.1 0 A 0.2 0 SBL D 49.4 253 F 165.2 404 SBT C 31.2 547 C 29.6 361 SBR A 0.1 0 A 0.2 0 HCS Unsignalized Model does not provide an overall intersection level of service for two -way stopped control Capacity analysis of the unsignalized intersection of Rio Road and Putt Putt Place indicates that all movements and approaches are expected to operate at acceptable levels of service during the AM and PM peak hours, except for the southbound left turn movement during both peak hours. 39 Capacity analysis of the signalized intersection of Rio Road and Albemarle Square indicates that all movements are expected to operate at acceptable levels of service during the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road and US 29 indicates that during the AM peak hour, the eastbound and northbound left turn movements are expected to operate at excessive levels of service. Also, during the PM peak hour, the eastbound and southbound left turn movements, the westbound right turn movement, and the northbound through movement are expected to operate at excessive levels of service. All other movements are expected to operate at acceptable levels of service during the AM and PM peak hours. Further, the southbound left turn 95 percentile queue length of 404 feet will exceed the current storage length of 288 feet. 7.3.Combined (2015) Peak Hour Traffic Conditions (Access Plan #2) If access plan #2 is implemented, it is expected that existing southbound traffic on Putt Putt Place will divert towards the signalized intersection of Rio Road and Albemarle Square. Diverted traffic volumes used in this study were estimated based on existing traffic conditions. Refer to Figure 20 for the diverted (2015) traffic volumes. Refer to Figure 21 for the adjusted background (2015) traffic volumes taking into account the diverted traffic volumes. In order to determine peak hour traffic volumes for combined (2015) traffic conditions under access plan #2, peak hour site trips in Figure 16 were combined with adjusted background (2015) traffic volumes in Figure 21. Refer to Figure 22 for the combined (2015) peak hour traffic volumes under access plan #2. 7.4.Analysis of Combined (2015) Peak Hour Traffic Conditions (Access Plan #2) Refer to Table 9 for a summary of the combined (2015) capacity analysis results under access plan #2. Refer to Figures 23 and 24 for illustrations of the combined (2015) capacity analysis results for the AM and PM peak hours respectively. Refer to Appendix G for detailed capacity analysis of combined peak hour traffic conditions under access plan #2. 40 000 L0 /0 000 a--0 /0 0/0 —t •US ROUTE 29 0/0 0/0 0 0 0 o o o 0/0 0 0 0 0/0 14/24 ALBEMARLE SQUARE I row 0/0 — 0/0 g o 0 0 PROPOSED SITE 0 f,0/0 i 14/ -24 r PUTT PUTT PLACE 00 00 LEGEND 333/555 —0-weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway DIVERTED TRAFFIC Proposed Entrance SCALE: Not to Scale Figure 20 41 00 `o 00 c rn 112/185 M 0,2 C`' ~ a 2301/1745 I` i`ik 484/573 yil (.% I 138/174 f r US ROUTE 29 1104/2275 —Pi- s rn 00 101/168 C ` kn N N 00 L 22/56 NC" ) 4 .. JI1 f_ 53/151 ALBEMARLE SQUARE 12/109 4 f 1 4 t 1/30 -- N o, N 1 2/63 rn I I PROPOSED 0 SITE M co 4- 83/131 0 I 14/24 I 0 1 PUTT PUTT PLACE M O 00 O N 00 a, 1 1 LEGEND 333/555 --Weekday AM /PM Peak Hour Traffic Existing Traffic Signal 1 1 PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINL4 Existing Roadway ADJUSTED BACKGROUND (2015) 1 PEAK HOUR TRAFFIC Proposed Entrance SCALE: Not to Scale Figure 21 42 li o N 112/185 I 2301/1745 J L.. i 489/594 vii k' I138/174 —i f r US ROUTE 29 1104/2275 ---- v , a 109/202 --O o, r--- c, NN 'C M O O I oo Cr O 56/74 4 °° M f— 5/30 c 74/163 ALBEMARLE SQUARE L 1 12/109 --)f ri-1 L 1/30 --.- cA I 2/63 - 7 4 \ g L a , Q, L CD Q PROPOSED SITE L No N O In iL 108/145 1 18/26 I I If r PUTT PUTT PLACE 0 I0 M Q, 1 LEGEND 333/555 --Weekday AM /PM Peak Hour Traffic Existing Traffic Signal PROPOSED DEVELOPMENT 0 Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA 1 Existing Roadway COMBINED (2015) ACCESS PLAN #2 PEAK HOUR TRAFFIC Proposed Entrance SCALE: Not to Scale Figure 22 43 o rn 4 A /0.1/0 C/31.2/547 QQ 641, 1 I (U D/ 49.4/253 k' i 11/41 ty 63.1/107 J r) tf (- US ROUTE 29 1/4.O M C/32.9/272 o III A/0.1/0 - .c,i 8 6 N d Q Q Q N N 00 00'I aa as 1_ C/31.8/42 11 c C/34.8/92 ALBEMARLE SQUARE C/34.5/26 - 40-1 ft r .-1 P C/33.8/6 — i rn O C/33.7/7 c-,, o zi PROPOSED A o SITE x o o 41 IN O M B/14.4/22 1 j l f E/47.1/30 4 r f f ( PUTT PUTT PLACE 0 0 0 0 1 t 11 1 LEGEND 4 I X/yiz - LOS /Delay(s) /Queue(ft) III I Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA 4 R Existing Roadway COMBINED (2015) ACCESS PLAN #2 AM PEAK HOUR ANALYSIS Proposed Entrance SCALE: Not to Scale Figure 23 4 44 00 Ntrid A /0.2/0 C/29.6/361 Olt 1I F/165.2/404 Neii D/51.7/105 j I I US ROUTE 29 E/66.31625 A/0.2 /0 7 o 00 r NON QQ O O00 M N N U D/40.9/72 r D/50.61190 ALBEMARLE SQUARE D/4D/48.11135—#ff D /41.8/50 — oo D/40.8/40 N N M N UUU PROPOSED SITE 0 M O QU C/18.0/41 r F/313.2/77 Ank t f r 'PUTT PUTT PLACE 0 0 0 0 LEGEND Ariz - LOS /Delay(s) /Queue(ft) Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA Existing Roadway COMBINED (2015) ACCESS PLAN #2 PM PEAK HOUR ANALYSIS SCALE: Not to Scale Figure 24ProposedEntrance45 TABLE 9 ANALYSIS SUMMARY OF COMBINED (2015) PEAK HOUR CONDITIONS ACCESS PLAN #2 WEEKDAY WEEKDAY AM PEAK HOUR PM PEAK HOUR INTERSECTION LANE GROUP r Lane Lane Overall Lane Lane Overall Lane Delay Queue LOS* L Delay Queue LOS* LOS s)ft) Delay) LOSs s)ft) Delay) EBL B 11.3 10 C 15.5 36 EBT A 0.0 0 A 0.0 0 RIO RD AND PUTT PUTT PL WBT A 0.0 0 N/A A 0.0 0 N/A unsignalized) WBR A 0.0 0 A 0.0 0 SBL E 47.1 30 F 313.2 77 SBR B 14.4 22 C 18.0 41 EBL B 16.4 24 C 23.5 76 EBT B 19.8 262 C 28.4 408 EBR B 14.7 12 B 19.0 25 WBL B 16.0 13 C 21.2 58 RIO RD AND WBT C 25.0 346 C 33.5 475 ALBEMARLE SQ WBR B 16.5 40 LOS C C LOS C 21.6 94 signalized)NBL C 34.5 26 23.0) D 48.1 135 32.0) NBT C 33.8 6 D 41.8 50 NBR C 33.7 7 D 40.8 40 SBL C 34.8 92 D 50.6 190 SBT /R C 31.8 42 D 40.9 72 EBL E 58.9 94 F 211.1 241 EBT D 52.0 166 D 47.4 199 EBR D 43.1 47 D 40.7 58 WBL D 52.7 168 D 53.6 151 WBT D 40.0 143 D 40.7 197 RIO RD AND WBR D 40.6 136 LOS D F 222.8 686 LOS E US 29 signalized)NBL E 63.1 107 D 51.7 105 78.7) NBT C 32.9 272 E 66.3 625 NBR A 0.1 0 A 0.2 0 SBL D 49.4 253 F 165.2 404 SBT C 31.2 547 C 29.6 361 SBR A 0.1 0 A 0.2 0 HCS Unsignalized Model does not provide an overall intersection level of service for two -way stopped control Capacity analysis of the unsignalized intersection of Rio Road and Putt Putt Place indicates that all movements and approaches are expected to operate at acceptable levels of service during the AM and PM peak hours, except for the southbound left turn movement during both peak hours. 46 Capacity analysis of the signalized intersection of Rio Road and Albemarle Square indicates that all movements are expected to operate at acceptable levels of service during the AM and PM peak hours. Capacity analysis of the signalized intersection of Rio Road and US 29 indicates that during the AM peak hour, the eastbound and northbound left turn movements are expected to operate at excessive levels of service. Also, during the PM peak hour, the eastbound and southbound left turn movements, the westbound right turn movement, and the northbound through movement are expected to operate at excessive levels of service. All other movements are expected to operate at acceptable levels of service during the AM and PM peak hours. Further, the southbound left turn 95 percentile queue length of 404 feet will exceed the current storage length of 288 feet. 8.SIGNAL WARRANTS 8.1 Signal Warrants Analysis The contents of this section present the findings of a Signal Warrant Analysis for the intersection of Rio Road and Putt Putt Place. The subject intersection is expected to carry a significant percentage of site traffic expected as a result of the proposed development to be located at the northwest quadrant of the intersection. 8.2 Existing (2009) Traffic Conditions A ten hour turning movement traffic count was conducted by RKAR to determine the existing (2009) traffic conditions at the subject intersection. The count included all turning movement volumes at the intersection of Rio Road and Putt Putt Place. The traffic count was conducted in 15- minute increments and includes truck traffic. Refer to Table 10 for the existing (2009) traffic conditions at the intersection of Rio Road and Putt Putt Place. Refer to Appendix B for computer printouts of the existing traffic counts. 8.3.Background (2015) Traffic Conditions Background (2015) traffic conditions at Rio Road and Putt Putt Place have been determined utilizing a 1.5 percent annual growth rate for existing traffic conditions. Existing traffic 47 conditions is adjusted to reflect growth in traffic volumes due to normal growth patterns within the study area for this project. Refer to Table 11 for the background (2015) traffic conditions at the intersection of Rio Road and Putt Putt Place. TABLE 10 EXISTING (2009) TRAFFIC RIO ROAD AND PUTT PUTT PLACE Approach Southbound Northbound Eastbound Westbound Time \Movement L T R L T R L T R L T R lam to Sam 21 0 53 0 0 0 36 543 0 0 698 17 8am to 9am 30 0 81 0 0 0 62 692 0 0 829 25 1lam to 12pm 33 0 101 0 0 0 86 693 0 0 741 42 12pm to 1pm 35 0 117 0 0 0 108 824 0 0 870 51 1pm to 2pm 36 0 88 0 0 0 92 828 0 0 776 42 2pm to 3pm 42 0 117 0 0 0 112 836 0 0 839 51 3pm to 4pm 35 0 101 0 0 0 103 844 0 0 925 60 4pm to 5pm 44 0 120 0 0 0 126 929 0 0 1018 73 5pm to 6pm 36 0 83 0 0 0 74 888 0 0 893 49 6pm to 7pm 34 0 80 0 0 0 88 942 0 0 814 33 TABLE 11 BACKGROUND (2015) TRAFFIC RIO ROAD AND PUTT PUTT PLACE Approach Southbound Northbound Eastbound Westbound Time \Movement L T R L T R L T R L T R lam to 8am 23 0 58 0 0 0 39 594 0 0 763 19 8am to 9am 33 0 89 0 0 0 68 757 0 0 906 27 1lam to 12pm 36 0 110 0 0 0 94 758 0 0 810 46 12pm to 1pm 38 0 128 0 0 0 118 901 0 0 951 56 1pm to 2pm 39 0 96 0 0 0 101 905 0 0 849 46 2pm to 3pm 46 0 128 0 0 0 122 914 0 0 917 56 3pm to 4pm 38 0 110 0 0 0 113 923 0 0 1011 66 4pm to 5pm 48 0 131 0 0 0 138 1016 0 0 1113 80 5pm to 6pm 39 0 91 0 0 0 81 971 0 0 976 54 6pm to 7pm 37 0 87 0 0 0 96 1030 0 0 890 36 48 8.4.Trip Generation of the Proposed Development Trip generation results for this report are based on studies provided in the Institute of Transportation Engineers (ITE) Trip Generation manual, 7 Edition. In order to obtain relevant traffic data for a ten hour period of a typical weekday, automated traffic counts have been conducted at existing similar developments to determine the hourly distribution of site traffic. The trip generation densities for the signal warrant analysis are the same as those illustrated in Table 7 of this report. It is expected that this site will generate a total daily traffic volume of 1,372 vpd (686 vpd entering and 686 vpd exiting) on a typical weekday. Refer to Table 12 for a trip generation breakdown of the proposed site. TABLE 12 TRIP GENERATION Time Hourly Percentages ( %)Hourly Traffic (vph) Enter Exit Enter Exit lam to Sam 5.9 10.2 40 70 Sam to 9am 4.7 8.5 32 58 llam to 12pm 3 3.8 21 26 12pm to 1pm 6.7 7.1 46 49 1pm to 2pm 6.7 3.8 46 26 2pm to 3pm 5.2 7.3 36 50 3pm to 4pm 6.7 4.7 46 32 4pm to 5pm 6.2 4.3 43 29 5pm to 6pm 9.9 8.5 68 58 6pm to 7pm 11.6 7.1 80 49 Site trip distribution percentages were determined based on employment centers, existing traffic conditions and engineering judgment. Distribution percentages used for the signal warrants analysis are identical to those utilized for the capacity analysis. Section 6 of this report discusses primary distribution patterns. Refer to Figure 13 for illustration of the primary distribution percentages. Refer to Table 13 for the total site trip assignment of the proposed development. 49 TABLE 13 TRAFFIC ASSIGNMENT TOTAL TRIPS Approach Southbound Northbound Eastbound Westbound Time \Movement L T R L T R L T R L T R lam to 8am 21 0 49 0 0 0 28 0 0 0 0 12 8am to 9am 17 0 41 0 0 0 22 0 0 0 0 10 llam to l2pm 8 0 18 0 0 0 15 0 0 0 0 6 12pm to 1pm 15 0 34 0 0 0 32 0 0 0 0 14 1pm to 2pm 8 0 18 0 0 0 32 0 0 0 0 14 2pm to 3pm 15 0 35 0 0 0 25 0 0 0 0 11 3pm to 4pm 10 0 22 0 0 0 32 0 0 0 0 14 4pm to 5pm 9 0 20 0 0 0 30 0 0 0 0 13 5pm to 6pm 17 0 41 0 0 0 48 0 0 0 0 20 6pm to 7pm 15 0 34 0 0 0 56 0 0 0 0 24 Total trip assignments, illustrated in Table 13, have been combined with the background 2015) traffic conditions illustrated in Table 11 to determine combined (2015) traffic conditions. Refer to Table 14 for the combined (2015) traffic conditions at the intersection of Rio Road and Putt Putt Place. 50 TABLE 14 COMBINED (2015) TRAFFIC RIO ROAD AND PUTT PUTT PLACE Approach Southbound Northbound Eastbound Westbound Time \Movement L T R L L T R L L T R L lam to 8am 44 0 107 0 0 0 67 594 0 0 763 31 8am to 9am 50 0 130 0 0 0 90 757 0 0 906 37 llam to 12pm 44 0 128 0 0 0 109 758 0 0 810 52 12pm to 1pm 53 0 162 0 0 0 150 901 0 0 951 70 1pm to 2pm 47 0 114 0 0 0 133 905 0 0 849 60 2pm to 3pm 61 0 163 0 0 0 147 914 0 0 917 67 3pm to 4pm 48 0 132 0 0 0 145 923 0 0 1011 80 4pm to 5pm 57 0 151 0 0 0 168 1016 0 0 1113 93 5pm to 6pm 56 0 132 0 0 0 129 971 0 0 976 74 6pm to 7pm 52 0 121 0 0 0 152 1030 0 0 890 60 8.5.Traffic Signal Warrants Analysis A traffic signal must be warranted prior to its installation and operation. The Federal Highway Administration's FHWA) Manual on Uniform Traffic Control Devices MUTCD) has nationally standardized criteria for determining the warrants for traffic signals. Some warrants are based on actual or historical data such as accident history, pedestrian activity, or minor street delay. Other warrants compare the major street and minor street traffic volumes to volume thresholds for various lengths of time of an average weekday and can easily be used for this type of analysis. The computer software program WARRANTS /TEAPAC — Signal Warrant Analysis, developed by Strong Concepts and based on the MUTCD warrant criteria, was used for this warrant analysis. Signal warrant criteria are based primarily on traffic volumes. These criteria vary based on the number of travel lanes on both the major and minor streets and the travel speed on the major street. Rio Road has two travel lanes on each of the east and westbound approaches. Putt Putt Place has been analyzed assuming one left turn lane on the southbound approach. For this analysis it has been assumed based on past experience with VDOT that right turn 51 volumes cannot be utilized on the minor street approach. Therefore, the right turn volumes in addition to the right turn lane cannot be used in this analysis. The 85 percentile vehicle speed on Rio Road is 40 mph, but VDOT does not allow for threshold reductions as part of a signal warrant analysis. Therefore, volume threshold reductions have not been accounted I for in this analysis. Based on the results of the traffic signal warrant analysis for combined (2015) traffic conditions Access Plan #1, none of the four volume warrants are met for the intersection of Rio Road and Putt Putt Place. Refer to Table 15 for the results of the traffic signal warrants analysis. Refer to Appendix H for the computer printouts of the signal warrants analysis. 52 TABLE 15 SIGNAL WARRANTS ANALYSIS RESULTS RIO ROAD AND PUTT PUTT PLACE COMBINED (2015) TRAFFIC CONDITIONS — ACCESS PLAN #1 VEHICLE COUNT WARRANTS TIME MAJOR MINOR*1A 1B 2 3B 7 a.m. to 8 a.m.1455 44 N N N N 8 a.m. to 9 a.m.1790 50 N N N N 1 1 a.m. to 12 p.m.1729 44 N N N N 12 p.m. to 1 p.m.2072 53 N N N N 1 p.m. to 2 p.1947 47 N N N N 2 p.m. to 3 p.m.2045 61 N N N N 3 p.m. to 4 p.m.2159 48 N N N N 4 p.m. to 5 p.m.2390 57 N N N N 5 p.m. to 6 p.m.2150 56 N N N N 6 p.m. to 7 p.m.2132 52 N N N N WARRANTS MET N N N N NOTE: Analysis excludes all southbound right turning traffic. 9.RECOMMENDED IMPROVEMENTS As part of the development infrastructure improvements to account for impacts to the surrounding transportation infrastructure, it is recommended to provide the following improvements as part of the proposed site: 53 1. Restripe the southbound approach at Rio Road and Putt Putt Place, in order to provide one southbound left turn lane and one southbound right turn lane. Preliminary cost estimate: $2,500 Refer to Figure 25 for illustration of the proposed improvements at the study area. 10.CONCLUSIONS This report summarizes the findings of the traffic impact analysis report that was performed for the proposed Arden Place development. The purpose of this study was to determine the impact to the surrounding transportation system caused by the traffic generated by the proposed development. Based on the preliminary site plan, the site will include an apartment complex with 206 dwelling units. Under combined (2015) conditions, the site will generate approximately 1,372 total trips (686 entering and 686 exiting) during a typical 24 weekday. Further analysis indicates that the site will generate a total of 105 trips (21 entering and 84 exiting) during the AM peak hour and 131 total trips (85 entering and 46 exiting) during the PM peak hour. Site trips generated by the proposed development expansion were assigned to study intersections according to the following distribution percentages: 40% to /from the south along US 29, 25% to /from the north on US 29, 30% to /from the east on Rio Road, 5% to /from the west on Rio Road. Analysis indicates that the proposed development expansion will have minimal impact on the study area intersections. All movements at intersections in the study area operating at acceptable levels of service under existing conditions are expected to continue operating at acceptable levels of service under background, combined Access Plan #1, and combined 54 7 \ r/J US ROUTE 29 ALBEMARLE SQUARE PROPOSED SITE 0 4 - RESTRIPE ttr-PUTT PUTT PLACE LEGEND Existing Lane Configuration Recommended Lane Configuration Existing Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY VIRGINIA Existing Roadway RECOMMENDED LANE CONFIGURATION Proposed Entrance SCALE: Not to Scale Figure 25 55 Access Plan #2 conditions. All movements at intersections in the study area expected to operate at excessive levels of service under combined Access Plan #1, and combined Access Plan #2 conditions. are operating at excessive levels of service under existing conditions. All approaches and movements at the intersection of Rio Road and Putt Putt Place are expected to operate at acceptable levels of service levels of service under existing, background, combined Access Plan #1, and combined Access Plan #2 conditions, except for the southbound left turn movement under all scenarios. However, if Access Plan #2 is implemented, existing and site traffic at the southbound left turn movement is expected to divert to the signalized intersection of Rio Road and Albemarle Square. Based on the results of the traffic signal warrant analysis for combined (2015) traffic conditions Access Plan #1, none of the four volume warrants are met for the intersection of Rio Road and Putt Putt Place. As part of the development infrastructure improvements to account for impacts to the surrounding transportation infrastructure, it is recommended to restripe the southbound approach at Rio Road and Putt Putt Place, in order to provide one southbound left turn lane and one southbound right turn lane. 56 TECHNICAL APPENDIX APPENDIX A PRE SCOPE FORM 4A/DEIT va,1.3iilt),PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for having this form completed and returned to VDOT and the locality no less than three (3) business days prior to the meeting. If a completed form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name:Ramey Kemp & Associates of Richmond, Inc. / Erich Strohhacker Tele:804) 217-8560 E erich@rameykemp.com Developer/Owner Name: Coleway Development / Andy McGinty Tele:434-242-7412 E-mail:andy@colewaydevelopment.com Proj tnformatio Project Name:Arden Place Project Location:Rio Road & Putt Putt Place Attach regional and site Albemarle County, Virginia (see attached map)specific location map) Project Description:Application Type: Site Plan Including type of application Site Area: 19.03 Acrezoning, subdivision, site plan), acreage, business square Minimum Development Density: 206 Apartment dwelling units ft, number of dwelling units,Access Locations: 1 future site drive onto Putt Putt Place (full movement access location, etc. Attach access), 1 future site drive onto Albemarle Square (full movement access)additional sheet if necessary) Locality/County:Albemarle County, VA Proposed Use: Check all that apply; attach Residential Q Commercial Mixed Use Other additional pages as necessary) Residential # of Units: 206 Mixed Use: Apartments Res. Units: Commercial Uses:ITE LU Code(s): See attached Table Commercial Use Sq Ft: For Trip Generation ITE LU Code(s): Other: Traffic Impact Analysis Assumptions Study Period Existing Year: 2009 Build - out Year: 2010 Design Year: 2015 North: Northern boundary of South: Putt Putt Place and Rio Road Study Area Boundaries development Attach map)East: Eastern boundary of development West: US 29 and Rio Road External Factors That Could Affect Project Planned road improvements, None considered other nearby developments) Consistency With Zoning: R -15, C -1ComprehensivePlan Available Traffic Data See attached Table Historical, forecasts) Trip Distribution Road Name: US 29 N 25% S 40% E W Road Name: Rio Road N S E 30% W 5% See Road Name:N S E W Attached Road Name:N S E W Road Name:N S E W J Annual Vehicle Trip 1.5%Peak Period for Study AM & PM Peak Hours Growth Rate: 1. Putt Putt PI and Rio Rd 5. Study Intersections 2. US 29 and Rio Rd 6. and /or Road Segments 3. Albemarle Square and Rio 7.Rd 4.8. Trip Adjustment Internal allowance: Yes Q No Pass -by allowance: Yes Q No Factors Reduction:trips Reduction: Software Methodology Q Synchro HCS (v.2000 / +) aaSIDRA CORSIM Other Traffic Signal Proposed or Affected Analysis Software = Synchro (version 7) Analysis software to be used, Assumed Progression speed = 45 mph progression speed, cycle Assumed Cycle Length = 120s length) Improvement(s) Assumed or to be No roadway improvement to be considered in the study area Considered Background Traffic No background studies consideredStudiesConsidered Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) CO Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Q Queuing analysis Actuation /Coordination Weaving analysisAdditionalIssuestobe addressed Li Merge analysis Q Bike /Ped Accommodations Intersection(s) TDM Measures Q Other — Signal Warrant NOTES on ASSUMPTIONS: The following conditions will be analyzed within the study: Existing 2009 Conditions Background 2015 Conditions Combined 2015 Conditions (two scenarios) The study will consist of two combined scenarios based on the access plan: Worst case scenario for Putt Putt Place and Rio Rd (only site access via Putt Putt Place) Worst case scenario for Albemarle Square and Rio Rd as access only (shared site access via Albemarle Square and Putt Putt Place) Apartment (ITE LU Code 220) was chosen based on the site plan provided. The site trip distribution was developed based on employee data obtained from the U.S. Census Bureau in the surrounding area, existing counts at Rio Road and Putt Putt Place (see attached counts), and engineering judgment. The influence area for this development was estimated to be approximately a 10 mile radius from the center of the development (see attached figure). The figures and spreadsheets used to develop the census distribution" are included as attachments. Based on discussions with VDOT, analysis of additional intersections beyond this scope will be determined by percent growth of ADT volumes along road links where site traffic is assigned. If the ADT growth is less than 10 %, no additional intersections will be added to the analysis. ADT growth will be tabulated in the traffic impact analysis report. SIGNED: r (> f DATE: 41 C Applicant or Consultant PRINT NAME:o kV Applicant or Consultant e ii ,i, 1,1, 10 MILES 2 i-1 z Best N aE dYsville 1 '1'Free Uviion A I r ' j-.1- y W te Hall /--,, wit 7 Rivarmq Rtvor w PROPOSED f, 1 DEVELOPMENT k 1 i 9 IV I, S, Keswick iti3oria t, t r 1 River kl If v-- z'...i .' 4. .: , RJ.....--: i Ir. v 7 i'r 1 1 ..,N,... . '''"h,x iZNorthGarden ,,,i I r ' c PROPOSED DEVELOPMENT ALBEMARLE COUNTY, VIRGINIA REGIONAL MAP SCALE: Not to Scale Figare I TABLE 1 PROPOSED DEVELOPMENT TRIP GENERATION ITE TRIP GENERATION MANUAL DENSITY Weekday Trips AM Peak Hour PM Peak Hour LAND USE ITE CODE) dwelling Vpd)Trips (Vph)Trips (Vph) units) ENTER EXIT ENTER EXIT ENTER EXIT Apartment 206 686 686 21 84 85 46 Total Trips 686 686 21 84 85 46 2,000 ft Sh a4 .tiJi ,) , , r i7 PROPOSED a DEVELOPMENT 11,0 22911 4 c,ia. C.J 1 ej 4 a r1 r fC3 44 t xilcatir WAlSt) ..E DR t, 'S{l11K'0 t ° ' . EXETER cr ANCAS E'ERCI ld, PROPOSED DEVELOPMENT ALBEMARLE COUNTY VIRGINIA STUDY AREA MAP SCALE.. Not 10 Scale ! Pigun' 2 Project Name Arden Place Project Number, Date March -09 Historic Traffic Growth Rates AADT by Year Link From/To 2002 2003 2004 2005 2006 2007 US 20 Charlotts NC'L /Rio Rd 61,000 56,000 57,000 57,000 57,000 57,000 US 29 Rio Rd /Ilollymcad Rd 45,000 44,000 45,000 46,000 51,000 51,000 Rio Road Brook Rd /US 29 27,000 26 28,000 20,000 28000 28,000 1 Year 2 Year 3 Year 4 Year 5 Year Growth Growth Growth Growth Growth Average Rate (2006- Rate (2005- Rate (2004 - Rate (2003 - Rate (2002- Rate by link From /To 2007) 2007) 2007) 2007) 2007) Segment US 29 Charlotts, NCL. /Rio Rd 0 0% 0 0% 0 0% 0 4% 1 3 °/n 0.2% 1S 29 Rio Rd /1- lollymead Rd 0 0% 5 3% 4,3% 3 8% 2,5% 3.2% Rio Road Brook Rd /US 29 0.0% 0 0% 0 0% 1 9% 0 7% 0.5% Average Rate by Year 0.0% 1.8% 1.4% 2.0% 0.6% 1.2% AnnualGrowth Rate to be used in Study: 1.5% sr sronAr m„.oNsra)000000000000000 el `4, o o o 04 ;1 k OD gD2/ sr a t 3 ^ i c Si j z(6 2 CI k \CV k 2 : Ce o c ) a) 2 0, 0 00 2 ° ; 2.4- G);& „R ;vapr „ m co K {/o _o, o Rear:e 0 010070/010,0000/0 1 CV CV CV CV CV CV CV 01 CV CV CV 10 CV CV 01 CV 01 CV 04 CV CV CV CV c"! J L r 25% i' US ROUTE 29 40% 40% 25% g a° o o rt C J L ALBEMARLE SQUARE PROPOSED 0 SITE x 0 4 70 %) 30 %) PUTT PUTT PLACE esILEGEND 30 %/( 50 %) --Entering /Exiting Primary Distribution Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNT}, VIRGINIA PRIMARY SITE TRIP DISTRIBUTION Existing Roadway ONE ENTRANCE SCENARIO) SCALE: Nol 10 Scale Figure 3 Proposed Entrance 4 25% o 1 r .- US ROUTE 29 40%25% 40% i o° o ' to Y N o o 40 %) n f— 1 I r (25 %)ALBEMARLE SQUARE 0 PROPOSED o SITE x 0 o „ o N 30 %) PUTT PUTT PLACE N° o ^o Ir kn LEGEND 30 %/(50 %) —=Entering /Exiting Primary Distribution Traffic Signal PROPOSED DEVELOPMENT Unsignalized Intersection ALBEMARLE COUNTY, VIRGINIA PRIMARY SITE TRIP DISTRIBUTION Existing Roadway TWO ENTRANCES SCENARIO) SCALE: Not to Scale Figure 4 Proposed Entrance NV1d 311S 77.2 , i 5.. i , 24 ; 1.10.71,M11,11 SNOISIA3b NV1d 311S AIIVNII 30tild N3(11iti 3 b I LP f 62' Pt 7069P VA 1111AS ) ItIVI I P 1.111P.I.,`, NOt)Eittl_ii 1 DNId33NIDN3 SNII' - 7-- 4 i r ' P -g D ' A : '>: ' ''/-1 - 41'C'' 1 iN).' L!„. i' tili s1s-,, •••,•,, 0 ' . s. „,,,, ,,,,, v, • 2 ' - u _1 /1 P et• to t e 1 ,II , , k ,.; , ., , ,,- <8><>,:, ,,..,, 40, I , A,I/ ,i.„ r. q>.• 1 x'•••• A, 1 : n 1tftl' A /ii;T r, r 1Yl 1 ; A ., \ ,'- -1 ii,P.0I 4 i 7 4 ‘ , ' ''(13138 ,9 ,,-,..-, i, , / 1- 9 1-- ' - I I, if ., /,' /i,k1 / , ' "I . ; , ,?..?° - r, , : - ;..;',/,',. ,. ', \, \ V01 ( )'' 1 • • '''',-. ''-,. .. „N. 1 I,' s ' - , , "',.'s, p f A 0 . .. 1 i 9 c . , :i , ,,. „,''' • =1.",' i, ' 1 , !_(, 1 C i8BI1, .:;.,.:., ‘ '.. 4 : 0 1 r] li'‘ '' //4. 2 ' /.. tii ' z /6/ • • ,.;,!,/,...,„:„ ,, - : ' ',. ; e‘ \ ,.t' :1''' - ':'/' / /// "`,../' ' / \ ' :e 41 1 / ,' ''' i w 1 I ',',-, '''il` 7 1 ' , 1 : !', 1/-11 P.:4; ' : e '1 I 1 5 ::.::•, , c1;; '. 9:: , 74- ''' i i 1 r.-1..i-2. f( R 2 - ' ' 9'i p-4.-.1NIPL',., lv,,,;;, - - p 1 ig 99 149 11 ' T, s, ,1 1 1 R r g I i g' t il IV •11 ' z0 i 1 9 i 1 I A 1, V.9.4111i 1 Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4792 Glen Allen, Virginia 23060 File Name : Rio -Putt Putt AM Counted By: J. Lee Site Code : 00004157 Weather: Cloudy Start Date : 03/26/2009 Other:Page No 1 ed1-7 From North East Fro m South Rio om Groups Printed- Unshifted i From Rio om West Putt Putt Place Truc I Truc Truc Int. Start Time I Left I, Thru 1 Right ' ks I Left Thru I Right 1 ks Left Thru Right Peds Left Thru I Right k TotalI Factor 1_.0, 10 10! 1_.0, 1.0 1.0 1.01 1 1_.0 1.0 10 10 1.0, 10' 10, 1.0' 10700AM20141I0 L 115 7 2' 0 0 0 0 9 83 0 4' 237 07:15 AM 9 0 7 1' 0 127 4 3 0 0 0 0 10 111 0 4 1 276 07 30 AM 6 0 22 2' 0 210 2 6 I 0 0 0 0! 8 151 0 1 408 07:45 AM 4 0 10 0 l 0 246 4 0 0 0 0 0 i 9 198 0 3 ' 474 Total 21 0 53 0 698 17 11 0 36 53 12 1395 08:00 AM 4 0 22 0 0 215 9 1 j 0 0 0 0 23 157 0 1 432 08:15 AM 7 0 25 2 I 0 235 9 3 1 0 0 0 0 10 162 0 4 I 457 08:30 AM 10 0 19 1 0 200 2 3 I 0 0 0 0 l 19 170 0 0 424 08:45 AM 9 0 15 0 0 179 5 2, 0 0 0 0' 10 203 0 1 i 424 Total 30 0 81 3; 0 829 25 9 ll 0 0 0 0 r 62 692 0 6 1737 Grand Total 51 0 134 7 I 0 1527 42 20 I 0 0 0 0 98 1235 0 18 ; 3132 Apprch % 26.6 00 69.8 3.61 00 961 26 1.31 0.0 0.0 0.0 00 73 914 0.0 131 Total% 16 0.0 4.3 021 0.0 48.8 1.3 0 6; 0.0 0.0 0.0 0.0' 3.1 394 00 0 6' Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4792 Glen Allen, Virginia 23060 File Name : Rio -Putt Putt PM Counted By: J. Lee Site Code 00004158 Weather: Cloudy Start Date : 03/26/2009 Other:Page No 1 Groups Printed_- 1 - Unshifted Putt Putt Place Rio Road Rio Road From North From East From South From Westst Start Time , Left Thr Rightu ' Rig Truc Left Thru r Right Truc y j Right I j Right Trks i Total Peds Left Thru Ri 11 00 AM 8 1 2F L 0 I 0 L 179 12 1 1 Left Thru Q 0 p 21 148 0 Factors 1.0, 1.0, 101 10, 1.0; 1.0 1.0 1.01 1.O1 101 1.0 1.0 1.0 , L 1.0 - 1 1.0' 10, 0 396 11 AM 9 0 19 0 I 0 189 9 1 1 0 0 0 0 21 174 0 1 1 423 11 AM 9 0 29 1 0 183 12 2 1 0 0 0 0 21 164 0 3 424 11 AM 7 0 27 0! 0 190 9 0 i 0 0 0 0 23 207 0 1! 464 Total 33 1 101 1 0 741 42 4 i 0 0 0 0 ' 86 693 0 5 1707 12 00 PM 6 0 28 0 0 223 15 2! 0 0 0 0 1 26 192 0 0' 492 12 15 PM 7 0 32 0 0 245 15 0 0 0 0 0 1 30 197 0 2 528 1230 PM 13 0 33 0' 0 218 13 2 i 0 0 0 0; 31 184 0 0 1 494 12.45 PM 9 0 24 0 0 184 -__ 8 - -- 0 1 0 0 0 0 21 251 2 F 499 Total 35 0 117 0 0 870 51 4 108 824 0 4 2013 01.00 PM 8 0 19 0 0 173 11 4 0 0 0 0! 28 227 0 2 I 472 01:15 PM 9 0 20 0I 0 224 13 0! 0 0 0 0! 19 184 0 0i 469 01:30 PM 8 0 23 0 I 0 183 8 3 I 0 0 0 0 24 217 0 2 I 468 01.45 PM 1 1 0 26 1; y 0 196 10 1 0 0 0 0 : 21 200 0 0 466 Total 36 0 88 1 0 776 42 8 0 0 0 0 1 92 828 0 4 1875 02:00 PM 15 0 32 0 0 206 13 2 0 0 0 0 I 21 177 0 0 466 02:15 PM 8 0 34 0 0 237 11 1 1 0 0 0 0' 33 211 0 1 536 02:30 PM 7 0 24 0! 0 204 14 4! 0 0 0 0 34 226 0 7 520 02 PM 12 0 27 2 1 0 192 13 6' 0 0 0 0 ! 24 222 0 4 502 Total 42 0 117 2 0 839 51 13 0 0 0 0 112 836 0 12' 2024 03:00 PM 15 0 25 1! 0 206 12 2: 0 0 0 0 I 26 211 0 5 503 03:15 PM 10 0 24 01 0 215 12 31 0 0 0 0 I 32 212 0 51 513 0330 PM 5 0 33 1 I 0 244 15 8 I 0 0 0 0 18 214 0 3 1 541 03:45 PM 5 0 19 0 1 0 260 21 3! 0 0 0 0 I 27 207 0 1 1 543 Total 35 0 101 2 : 0 925 60 16 0 0 0 0 1 103 844 0 14 2100 04:00 PM 11 0 28 1 1 0 240 20 3 0 0 0 0 ! 35 224 0 4' 566 04:15 PM 9 0 24 1 I 0 234 19 1 I 0 0 0 0 26 233 0 0 1 547 04:30 PM 12 1 31 0 1 0 247 17 2 I 0 0 0 0 36 225 0 2 1 573 044 . 5 PM 12 0 37 0 I 0 297 17 0 1 0 0 0 0, 29 247 0 0 639 Total 44 1 120 2' 0 1018 73 6 1 0 0 0 0 I 126 929 0 6 2325 05:00 PM 2 0 17 0 0 102 6 01 0 0 0 0 1 10 109 0 1 I 247 05:15 PM 14 0 27 0 1 0 286 16 0 0 0 0 0 1 22 255 0 0 I 620 0530 PM 11 0 22 0 0 268 19 1 1 0 0 0 0 ' 22 269 0 1 , 613 05 PM 9 0 17 1' 0 237 8 0 0 0 0 0 i 20 255 0 01 547 tTotal360831I 0 893 49 1? 0 0 0 0 74 888 0 2: 2027 06:00 PM 12 0 23 0, 0 225 9 1! 0 0 0 0 1 20 243 0 0 I 533 06 -15 PM 6 0 19 0; 0 207 6 0 1 0 0 0 0 23 244 0 01 505 06130 PM 11 0 20 0 I 0 188 11 1 I 0 0 0 0 24 233 0 1' 489 0645 PM 5 0 18 1 1 0 194 7 0 1 0 0 0 0 ', 21 222 0 0 468 Total 34 0 80 1: 0 814 33 2 0 0 0 0' 88 942 0 1 1995 Grand Total 295 2 807 10 I 0 6876 401 54 ' 0 0 0 0 ! 789 6784 0 48 16066 Apprch % 26.5 0.2 72.4 0.9 I 0.0 93.8 5.5 0.7 ! 0.0 0.0 0.0 0.0 ! 10.4 89 0 0 0 0.6 Total % 1.8 0.0 5.0 01 ! 0.0 428 2.5 0.3 j 00 0.0 00 0 0 : 49 422 00 03, Project Name Arden Place Project Number Date Arail -09 Link Traffic Growth Rates AADT by Scenario increase Link From/To Existing Background Combined Ex. To Back. Back. To Comb. Ex. To Ex + Site US 29 North of Rio Road 52,520 57,428 57,771 9.35%0.60%0.65% US 29 South of Rio Road 43,600 47,674 48,223 9 34%1.15%1.26% Rio Road East of Putt Putt 20,640 22,569 22,981 9.35%1.82%1.99% Rio Road West of US 29 14,360 15,702 15,771 9.35%0.44%0.48% Link Froin/To Dist Assignor US 29 North of Rio Road 0 25 343 US 29 South of Rio Road 0 4 549 Rio Road East of Putt Putt 0 3 412 Rio Road West of US 29 1.05 69 AnnualCrowth Rate to be used in Study: 0.015 Years: 6 Site ADT: 1372 dministraiirc Guideline ;Septcmlkr 2007 SCOPE OF WORK MEETING, ADDITIONS TO THE REQUIRED ELEMENTS, CHANGES TO THE METHODOLOGY OR STANDARD ASSUMPTIONS, AND SIGNATURE PACE Any additions to the Required Elements or changes to the Methodology or Standard Assumptions dice to special circumstances that are approved by VDOT: AGREED:714/ 1 Applicant or Consultant PRINT NAME; C [; t 1 , i Applicant or Consultant SIGNED:DATE: V IXO'1' Representative PRINT NAME: VI)OI Representative SIGNED:NP, 4 DATE: i Government Rei native PRINT NAME: Local Governinent Representative 1 13 APPENDIX B 2009 TRAFFIC COUNTS Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4792 Glen Allen, Virginia 23060 File Name : RIO -PU --2 Counted By: J. Lee Site Code 00004157 Weather: Cloudy Start Date : 03/26/2009 Other:Page No 1 Groups Printed- Unshifted Putt Putt Place Rio Road Rio Road From North From East From South From West Start Time Left Thru Right Truc Left Thru Right Truc Left Thru Right Peds Left Thru Right Truc Ina. ks ks ks Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 2 0 14 1 0 115 7 2 0 0 0 0 9 83 0 4 237 07:15 AM 9 0 7 1 0 127 4 3 0 0 0 0 10 111 0 4 276 07:30 AM 6 0 22 2 0 210 2 6 0 0 0 0 8 151 0 1 408 07:45 AM 4 0 10 0 0 246 4 0 0 0 0 0 I 9 198 0 3 474 Total 21 0 53 4 0 698 17 11 0 0 0 0 36 543 0 12 1395 08:00 AM 4 0 22 0 0 215 9 1 I 0 0 0 0 23 157 0 1 432 08:15 AM 7 0 25 2 0 235 9 3 0 0 0 0 10 162 0 4 457 08:30 AM 10 0 19 1 0 200 2 3 0 0 0 0 19 170 0 0 424 08:45 AM 9 0 15 0 0 179 5 2 0 0 0 0 10 203 0 1 424 Total 30 0 81 3 0 829 25 9 0 0 0 0 62 692 0 6 1737 Grand Total 51 0 134 7 0 1527 42 20 0 0 0 0 98 1235 0 18 3132 Apprch % 26.6 0.0 69.8 3.6 0.0 96.1 2.6 1.3 0.0 0.0 0.0 0.0 7.3 91.4 0.0 1.3 Total % 1.6 0.0 4.3 0.2 ; 0.0 48.8 1.3 0.6 0.0 0.0 0.0 0.0 3.1 39.4 0.0 0.6 Putt Putt Place Rio Road Rio Road From North From East From South From West Start Left Thr I Rig Tru App. Left Thr Rig I Tru App. Left Thr Rig Ped App. Left Thr I Rig Tru I App. Int. Time u ht cks Total u ht I cks Total u ht s Total u 1 htLcks Total Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersecti 07:45 AM on Volume 25 0 76 3 104 0 896 24 7 927 0 0 0 0 0 61 687 0 8 756 1787 Percent 2 4 0.0 7 ' 2.9 0.0 96 2.6 0.8 0.0 0.0 0.0 0.0 8.1 90.0.0 1.1 07:45 4 0 10 0 14 0 246 4 0 250 0 0 0 0 0 9 198 0 3 210 474 Volume Peak 0.943 Factor High Int. 08:15 AM 07:45 AM 6:45:00 AM 07:45 AM Volume 7 0 25 2 34 0 246 4 0 250 0 0 0 0 0 9 198 0 3 210 Peak 0.76 0.92 0.90 Factor 5 7 0 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -PU -2 Site Code 00004157 Start Date : 03/26/2009 Page No 2 Putt Putt Place Out In Total r 8] 1 1041 r 189 76 25] Riight Left Trucks L N N H NJ t N T J North n- t>„) X .71 co 3 o c al — , c, t 26/20097:45:O0AM I P.; m ` o 4 F -26/2009 830 AM 0 F. w w n Y 2 Unshifted C 0 I I —y -.4 W pf C Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4792 Glen Allen, Virginia 23060 File Name : RIO -PU -4 Counted By: J. Lee Site Code 00004158 Weather: Cloudy Start Date : 03/26/2009 Other:Page No 1 Groups Printed- 1 - Unshifted Putt Putt Place Rio Road Rio Road From North From East From South From W est Start Time Left Thru Right Truc Left Thru Right Truc Left Thru Right Peds Left Thru Right 1 Tr Ina ks ks ks Total L Factor 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 , 1.0 1.0 1.0 1.0 , 1.0 1.0 1.0 11:00 AM 8 1 26 0 0 179 12 1 0 0 0 0 21 148 0 0 396 11:15 AM 9 0 19 0 0 189 9 1 0 0 0 0 21 174 0 1 423 11:30 AM 9 0 29 1 0 183 12 2 0 0 0 0 21 164 0 3 424 11:45 AM 7 0 27 0 0 190 9 0 0 0 0 0 23 207 0 1 464 Total 33 1 101 1 0 741 42 4 0 0 0 0 86 693 0 5 1707 12:00 PM 6 0 28 0 0 223 15 2 0 0 0 0 26 192 0 0 1 492 12:15 PM 7 0 32 0 0 245 15 0 0 0 0 0 30 197 0 2 528 12:30 PM 13 0 33 0 0 218 13 2 0 0 0 0 31 184 0 0 494 12:45 PM 9 0 24 0 0 184 8 0 0 0 0 0 21 251 0 2 499 Total 35 0 117 0 0 870 51 4 0 0 0 0 108 824 0 4 2013 01:00 PM 8 0 19 0 1 0 173 11 4 0 0 0 0 28 227 0 21 472 01:15 PM 9 0 20 0 0 224 13 0 0 0 0 0 19 184 0 0 469 01:30 PM 8 0 23 0 0 183 8 3 0 0 0 0 24 217 0 2 468 01:45 PM 11 0 26 1 0 196 10 1 0 0 0 0 21 200 0 0 1 466 Total 36 0 88 1 0 776 42 8 0 0 0 0 92 828 0 4 1 1875 02:00 PM 15 0 32 0 0 206 13 2 0 0 0 0 21 177 0 0 1 466 02:15 PM 8 0 34 0 0 237 11 1 0 0 0 0 33 211 0 1 536 02:30 PM 7 0 24 0 0 204 14 4 0 0 0 0 34 226 0 7 520 02:45 PM 12 0 27 2 0 192 13 6 0 0 0 0 24 222 0 4 502 Total 42 0 117 2 0 839 51 13 0 0 0 0 112 836 0 12 2024 03:00 PM 15 0 25 1 0 206 12 2 0 0 0 0 26 211 0 5 j 503 03:15 PM 10 0 24 0 0 215 12 3 0 0 0 0 32 212 0 5 513 03:30 PM 5 0 33 1 0 244 15 8 0 0 0 0 18 214 0 3 541 03:45 PM 5 0 19 0 0 260 21 3 0 0 0 0 27 207 0 1 543 Total 35 0 101 2 0 925 60 16 0 0 0 0 103 844 0 14 2100 04:00 PM 11 0 28 1 0 240 20 3 0 0 0 0 35 224 0 4 566 04:15 PM 9 0 24 1 0 234 19 1 0 0 0 0 26 233 0 0 1 547 04:30 PM 12 1 31 0 0 247 17 2 0 0 0 0 36 225 0 2 573 04:45 PM 12 0 37 0 0 297 17 0 0 0 0 0 29 247 0 0 639 Total 44 1 120 2 0 1018 73 6 0 0 0 0 126 929 0 6 2325 05:00 PM 2 0 17 0 0 102 6 0 0 0 0 0 j 10 109 0 1 247 05:15 PM 14 0 27 0 0 286 16 0 0 0 0 0 22 255 0 0 620 05:30 PM 11 0 22 0 0 268 19 1 0 0 0 0 22 269 0 1 613 05:45 PM 9 0 17 1 0 237 8 0 0 0 0 0 20 255 0 0 547 Total 36 0 83 1 0 893 49 1 0 0 0 0 74 888 0 2 2027 06:00 PM 12 0 23 0 0 225 9 1 0 0 0 0 20 243 0 0 533 06:15 PM 6 0 19 0 0 207 6 0 0 0 0 0 23 244 0 0 505 06:30 PM 11 0 20 0 0 188 11 1 0 0 0 0 24 233 0 1 489 0 PM 5 0 18 1 0 194 7 0 0 0 0 0 21 222 0 0 468 Total 34 0 80 1 0 814 33 2 0 0 0 0 88 942 0 1 1995 Grand Total 295 2 807 10 0 6876 401 54 0 0 0 0 789 6784 0 48 16066 Apprch % 26.5 0.2 72.4 0.9 0.0 93.8 5.5 0.7 0.0 0.0 0.0 0.0 10.4 89.0 0.0 0.6 Total % 1.8 0.0 5.0 0.1 0.0 42.8 2.5 0.3 0.0 0.0 0.0 0.0 4.9 42.2 0.0 0.3 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -PU --4 Site Code 00004158 Start Date : 03/26/2009 Page No 2 Putt Putt Place Rio Road Rio Road From North From East From South From West Start Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr Rig Ped App. Left Thr Rig Tru App. Int. Time u ht cks Total u ht cks 1 Total u ht s Total 1 u 1 ht cks Total Total Peak Hour From 11:00 AM to 06:45 PM - Peak 1 of 1 Intersecti 04:00 PM on Volume 44 1 120 2 167 0 108 73 6 1097 0 0 0 0 0 126 929 0 6 1061 2325 Percent 2 3 0.6 71. 9 1.2 0.0 92. 6.7 0.5 0.0 0.0 0.0 0.0 11. 87. 0.0 0.6 04:45 12 0 37 0 49 0 297 17 0 314 0 0 0 0 0 29 247 0 0 276 639 Volume Peak 0.910 Factor High Int. 04:45 PM 04:45 PM 10:45:00 AM 04:45 PM Volume 12 0 37 0 49 0 297 17 0 314 0 0 0 0 0 29 247 0 0 276 Peak 0.85 0.87 0.96 Factor 2 3 1 Putt Putt Place Out In Total 1 1991 L 1661 [ 365 120 44 2 Rht Left Trucks m 4o'—O J C. W E- N 3 N JW v iJ co co rn O c ° — - m s - - +26/20094:00:00 PM 1 0 —, O 5 o 26/2009 4:4500 PM 4 °ma r —1 - Unshltted rIIro -1O .-F T, m 0 O 4_5i Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4791 Glen Allen, Virginia 23060 File Name : RIO -AL-1 Counted By: C. Evans Site Code 00000002 Weather: Clear Start Date : 03/24/2009 Other:Page No 1 Groups Printed- Unshifted r Albemarle Square Rio Road Albemarle Square Rio Road From North From East From South From West Start Time Left Thru Right Truc Left Thru Right Truc Left Thru Right Truc Left Thru Right , Truc Int. ks ks ks ks Total Factor] 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I 07:00 AM 10 0 2 0 1 119 8 0 1 3 1 0 1 91 0 0 237 07:15 AM 9 0 6 0 1 133 11 0 2 0 1 0 1 126 7 0 297 07:30 AM 10 0 3 0 1 243 13 0 2 0 0 0 5 189 4 0 470 07:45 AM 9 0 4 0 6 216 24 0 2 0 0 0 6 213 7 0 487 Total 38 0 15 0 9 711 56 0 7 3 2 0 13 619 18 0 1491 08:00 AM 10 0 5 0 4 200 18 0 3 0 0 0 8 155 2 0 li 405 08:15 AM 7 0 8 0 2 227 16 0 4 1 2 0 3 173 3 0 446 08:30 AM 9 0 4 0 8 197 22 0 5 2 2 0 11 199 6 0 465 08:45 AM 14 1 6 0 5 197 32 0 8 0 1 0 5 148 9 0 426 Total 40 1 23 0 19 821 88 0 20 3 5 0 27 675 20 0 1742 Grand Total 78 1 38 0 28 1532 144 0 27 6 7 0 40 1294 38 0 3233 Apprch % 66.7 0.9 32.5 0.0 1.6 89.9 8.5 0.0 67.5 15.0 17.5 0.0 2.9 94.3 2.8 0.0 Total % 2.4 0.0 1.2 0.0 0.9 47.4 4.5 0.0 0.8 0.2 0.2 0.0 1.2 40.0 1.2 0.0 Albemarle Square Rio Road Albemarle Square Rio Road I From North From East From South From West Start Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr Rig TTru J App. Int. Time u ht cks Total u ht cks Total I u ht cks, Total u ht L cks j T otal ; T o tal Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersecti 07:30 AM on Volume 36 0 20 0 56 13 886 71 0 970 11 1 2 0 14 22 730 16 0 768 1808 64.35.91.78.14.95. Percent 3 0.0 7 0.0 1.3 3 7.3 0.0 6 7.1 3 0.0 2.9 1 2.1 0.0 07:45 9 0 4 0 13 6 216 24 0 246 2 0 0 0 2 6 213 7 0 226 487 Volume Peak 0.928 Factor High Int. 08:00 AM 07:30 AM 08:15 AM 07:45 AM Volume 10 0 5 0 15 1 243 13 0 257 4 1 2 0 7 6 213 7 0 226 Peak 0.93 0.94 0.50 0.85 Factor 3 4 0 0 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -AL -1 Site Code 00000002 Start Date : 03/24/2009 Page No 2 Albemarle Square Out In Total 941 j 561 r 150 20 0 36 0 ht Thru Left Trucks A C Il r l6 CO N o°1 A c 0 North ml nF 1— c rn c o r 24/2009 7:3000 AM o 4 2 s 24/2009 8:15'00 AM r Unshifted O Iw_ d H N Left Thru Ri.ht Trucks 11 MI 2 0 291 1 141 1 43) Out In Total Albemarle Square Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4791 Glen Allen, Virginia 23060 File Name : RIO -AL -2 Counted By: C. Evans Site Code 00000002 Weather: Clear Start Date : 03/24/2009 Other:Page No 1 Groups Printed- Unshifted Albemarle Square Rio Road Albemarle Square Rio Road From North From East From South From West Start Time Left Thru Right Truc Left Thru , Right Truc Left Thru Right Truc Left Thru Right Truc Ina. ks ks ks ks Total Factor 1.0 1.0 1.0 ' 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 04:00 PM 23 6 11 0 , 11 216 33 0 15 5 17 0 15 237 17 0 606 04:15 PM 27 3 11 0 19 263 45 0 21 4 13 0 10 224 12 0 652 04:30 PM 27 5 15 0 20 252 36 0 26 5 13 0 18 241 17 0 675 04:45 PM 22 8 9 0 17 265 55 2 23 7 12 0 16 219 6 0 661 Total 99 22 46 0 67 996 169 2 85 21 55 0 59 921 52 0 2594 05:00 PM 31 6 18 0 21 264 25 1 29 8 16 0 10 227 20 0 676 05:15 PM 27 12 14 0 19 263 32 0 23 4 13 0 15 251 14 0 687 05:30 PM 36 1 10 0 27 250 45 0 25 8 17 0 11 234 13 0 677 05:4 PM 32 6 20 0 13 232 31 0 18 3 12 0 7 241 16 0 631 Total 126 25 62 0 80 1009 133 1 95 23 58 0 43 953 63 0 2671 Grand Total 225 47 108 0 147 2005 302 3 180 44 113 0 102 1874 115 0 5265 Apprch % 59.2 12.4 28.4 0.0 6.0 81.6 12.3 0.1 53.4 13.1 33.5 0.0 4.9 89.6 5.5 0.0 Total % 4.3 0.9 2.1 0.0 2.8 38.1 5.7 0.1 3.4 0.8 2.1 0.0 1.9 35.6 2.2 0.0 Albemarle Square Rio Road Albemarle Square Rio Road From North From East From South From West Start Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr 1 Rig Tru App. Left Thr Rig Tru App. Int. Time u ht cks Total u ht cks Total u j ht cks Total u ht cks Total Total] Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti 04:45 PM on Volume 116 27 51 0 194 84 104 157 3 1286 100 27 58 0 185 52 931 53 0 1036 2701 59. 13. 26.81. 12.54. 14. 31.89. Percent 8 9 3 0.0 6.5 0 2 0.2 1 6 4 0.0 5.0 9 5.1 0.0 05:15 27 12 14 0 53 19 263 32 0 314, 23 4 13 0 40 15 251 14 0 280 687 Volume Peak 0.983 Factor High Int. 05:00 PM 04:45 PM 05:00 PM 05:15 PM Volume 31 6 18 0 55 17 265 55 2 339 29 8 16 0 53 15 251 14 0 280 Peak 0.88 0.94 0.87 1 0.92 Factor 2 8 3 5 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -AL --2 Site Code 00000002 Start Date : 03/24/2009 Page No 2 Albemarle Square Out In Total 236] 1941 [301 51 27 116 0 Right Thru Left Trucks Lk w0 N - 4r) 4, T t _ - o N 0) —O F N J v c North 2 M - 7,-; 2E-4 p a 4/2009 4:45:00 PM o u 1 24/2009 5:30:00 PM A aCrCD m u LUnshifted i r Left Thru Right Trucks 100 271 58 0 1641 1 1851 1_3491 Out In Total Albemarle Square Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -3295 Glen Allen, Virginia 23060 File Name : RIO -US -3 Counted By: J. Sherin Site Code 00000055 Weather: Cloudy Start Date : 03/24/2009 Other:Page No 1 Groups P rinted- Unshifted r 1 US 29 Rio Road US 29 F Rio Road From North From East From South From West Start Time Left Thru Right Truc Left Thru Rightht Truc Left Thru Rightht Truc Left Thru Rig ht Truc Ina. g ks ks ks ks Total L Factor 1.0 1.0 1.0 _ 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1.0 1 1.0 07:00 AM 57 304 13 10 19 29 66 2 16 197 8 16 11 21 4 6 779 07:15 AM 77 410 17 16 43 40 59 4 20 184 13 2 25 35 12 5 962 07:30 AM 94 491 22 12 61 54 94 6 32 213 21 1 24 57 13 2 1197 07:45 AM 133 701 11 16 51 75 107 2 32 231 28 3 23 64 22 4 1503 Total 361 1906 63 54, 174 198 326 14 100 825 70 22 83 177 51 17 4441 08:00 AM 115 438 18 11 57 56 101 1 23 228 12 3 23 73 22 5 1186 08:15 AM 83 439 45 12 67 61 109 5 41 248 30 2 33 50 16 3 1244 08:30 AM 112 526 28 27 61 51 89 6 30 303 22 11 35 72 20 3 1396 08:45 AM 109 463 17 13 57 54 71 1 29 266 40 3 52 58 29 7 1269 Total 419 1866 108 63 242 222 370 13 123 1045 104 19 143 253 87 18 5095 Grand Total 780 3772 171 117 416 420 696 27 223 1870 174 41 226 430 138 35 9536 Apprch % 16.1 77.9 3.5 2.4 26.7 26.9 44.6 1.7 9.7 81.0 7.5 1.8 27.3 51.9 16.6 4.2 Total % 8.2 39.6 1.8 1.2 4.4 4.4 7.3 0.3 2.3 19.6 1.8 0.4 j 2.4 4.5 1.4 0.4 US 29 Rio Road US 29 Rio Road From North From East From South From West Start Left Thr Rig Tru App. Left Thr Rig 1 Tru App. Left 1 Thr Rig Tru App. Left Thr Rig Tru App. Int. Time u ht cks Total u ht cks Total u ht cks Total u ht cks Total Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersecti 07:45 AM on Volume 443 214 102 66 2715 236 243 406 14 899 126 1010 92 19 1247 114 259 80 15 468 5329 16. 77.26. 27. 45.10. 81.24. 55. 17. Percent 3 5 3.8 2.4 3 0 2 1.6 1 0 7.4 1.5 4 3 1 3.2 07:45 133 701 11 16 861 51 75 107 2 235 32 231 28 3 294 23 64 22 4 113 1503 Volume Peak 0.886 Factor High Int. 07:45 AM 08:15 AM 08:30 AM 08:30 AM Volume 133 701 11 16 861 67 61 109 5 242 30 303 22 11 366 35 72 20 3 130 Peak 0.78 0.92 0.85 0.90 Factor 8 9 2 0 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -US -3 Site Code 00000055 Start Date : 03/24/2009 Page No 2 US 29 Out In Total j 15301 2715 4245 r 1 1021 21041 4431 661 Right Thru Left Trucks 1'r 1 I--/ J OE ml a , aNorth V CO N L-0,I N x C am — F C G ,6 0 0 0/24/2009 7:45:00 AM 5 a L 24/2009 8:30:00 AM 0 m g l S a S.Y I Unshifted J m QUC8 N H N A F Left Thru Right Trucks 1 1261 10101 921 19 1_ _ 24201 L 1247 1 1 36671 Out In Total US 29 Ramey Kemp & Associates of Richmond 4343 Cox Road Counter: D4 -4233 Glen Allen, Virginia 23060 File Name : RIO -US -1 Counted By: F. Gontaruk Site Code 00001234 Weather: Cloudy Start Date : 03/25/2009 Other:Page No 1 Groups Printed- 1 - Unshifted US 29 Rio Road US 29 j Rio Road From North From East From South From West Start Time Left Thru Right Truc Left Thru Right Truc Left Thru Right Truc Left Thru Right Truc Ina ks ks ks ks Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 121 356 17 9 55 88 107 0 29 468 42 16 73 92 35 7 1515 04:15 PM 124 342 20 15 63 66 136 3 30 521 40 10 49 84 23 4 1530 04:30 PM 133 371 35 10 52 72 131 3 39 371 42 9 52 71 25 0 1416 04:45 PM 138 390 28 6 71 84 137 3 34 407 58 6 46 82 32 4 1526 Total 516 1459 100 40 241 310 511 9 132 1767 182 41 220 329 115 15 5987 05:00 PM 133 381 35 10 74 84 166 3 44 559 37 20 69 102 39 0 1756 05:15 PM 127 432 51 11 61 95 156 2 35 527 46 6 85 82 29 1 1746 05:30 PM 139 383 52 13 48 89 144 2 35 554 37 6 61 86 44 1 1694 05:45 PM 125 400 31 10 52 97 145 2 45 441 34 8 56 67 23 3 1539 Total 524 1596 169 44 235 365 611 9 159 2081 154 40 271 337 135 5 6735 Grand Total 1040 3055 269 84 476 675 1122 18 291 3848 336 81 491 666 250 20 12722 Apprch % 23.4 68.7 6.0 1.9 20.8 29.5 49.0 0.8 6.4 84.5 7.4 1.8 34.4 46.7 17.5 1.4 Total % 8.2 24.0 2.1 0.7 3.7 5.3 8.8 0.1 2.3 30.2 2.6 0.6 3.9 5.2 2.0 0.2 US 29 Rio Road US 29 Rio Road From North From East From South From West Start Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr Rig Tru App. Left Thr Rig 1 Tru App. Int. Time u ht cks Total u ht cks Total 1 u ht cks Total u htl cks , Total Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersecti 05:00 PM on Volume 524 156 169 44 2333 235 365 611 9 1220 159 208 154 40 2434 271 337 135 5 748 6735 22. 68.19. 29. 50.85 36. 45. 18. Percent 5 4 7.2 1.9 3 9 1 0.7 6.5 6 6.3 1.6 2 1 0 0.7 05:00 Volume 133 381 35 10 559 74 84 166 3 327 44 559 37 20 660 69 102 39 0 210 1756 Peak 0.959 Factor High Int. 05:15 PM 05:00 PM 05:00 PM 05:00 PM Volume 127 432 51 11 621 74 84 166 3 327 44 559 37 20 660 69 102 39 0 210 Peak 0.93 0.93 0.92 0.89 Factor 9 3 2 1 0 Ramey Kemp & Associates of Richmond 4343 Cox Road Glen Allen, Virginia 23060 File Name : RIO -US--1 Site Code 00001234 Start Date : 03/25/2009 Page No 2 US 29 Out In Total 29631 1 2333 L 52961 169 1596 5241 Right Thru Left Trucks 1 1 o ct N J 01 o 0 H North r---2 H cn c° F- r—4/25/2009 5:00.00 PM r 5 o0i4/25:45 00 PM or 4 — r N 1 - Unshifted 1..) H O D Lc)2 N O U n w N N T r Left Thru Right Trucks 1591 20811 1541 401 1 19661 F 1 44001 Out In Total US 29 APPENDIX C CAPACITY ANALYSIS CALCULATIONS EXISTING 2009 CONDITIONS Arden Place 1: Rio Road & Putt Putt Place Existing (2009) AM Peak Hour 4/17/2009 Movement EBL EBT WI3T WBR SBL SBR Lane Configurations ft 4 ri r Volume (veh /h)61 687 896 24 25 76 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)65 731 953 26 27 81 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.87 vC, conflicting volume 979 1448 477 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 979 1216 477 tC, single (s)4,1 6,9 7.0 tC, 2 stage (s) tF (s)2.2 3.5 3,3 p0 queue free %91 80 85 cM capacity (veh /h)701 136 532 Direction, Lane #EB1 EB2 = ES 3 WB 1 WB 2 WB 3 SB 1 88 2 Volume Total 65 365 365 477 477 26 27 81 Volume Left 65 0 0 0 0 0 27 0 Volume Right 0 0 0 0 0 26 0 81 cSH 701 1700 1700 1700 1700 1700 136 532 Volume to Capacity 0.09 0.21 0.21 0.28 0.28 0.02 0.20 0.15 Queue Length 95th (ft)8 0 0 0 0 0 17 13 Control Delay (s)107 0.0 0,0 0.0 0.0 0.0 37.8 13,0 Lane LOS B E B Approach Delay (s)0.9 0,0 19,1 Approach LOS 0 Intersection Summary Average Delay 1.5 Intersection Capacity Utilization 41.5%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 1: Rio Road & Putt Putt Place Existing (2009) PM Peak Hour 4/17/2009 Movement EBL EBT WBT " WBR SBL SBR Lane Configurations t4 r 111 r Volume (veh /h)126 929 1018 73 44 120 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)138 1021 1119 80 48 132 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.79 vC, conflicting volume 1199 1906 559 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1199 1618 559 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %76 15 72 cM capacity (veh /h)578 57 472 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 B 1 B 2 Volume Total 138 510 510 559 559 80 48 132 Volume Left 138 0 0 0 0 0 48 0 Volume Right 0 0 0 0 0 80 0 132 cSH 578 1700 1700 1700 1700 1700 57 472 Volume to Capacity 0.24 0.30 0.30 0.33 0.33 0.05 0.85 0.28 Queue Length 95th (ft)23 0 0 0 0 0 94 28 Control Delay (s)13.2 0.0 0.0 0.0 0.0 0.0 195.1 15.6 Lane LOS B F C Approach Delay (s)1,6 0,0 63.7 Approach LOS F Intersection Summary Average Delay 5.2 Intersection Capacity Utilization 48.5%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 3: Rio Road & Albemarle Square Existing (2009) AM Peak Hour 4/17/2009 Movement ESL EST EBR WBL WBT ' WBR NBL NBT NBR SBL SST SBR Lane Configurations li tat r iii 14 r vi r 11 Volume (vph)22 730 16 13 886 71 11 1 2 36 5 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6,0 6.0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1,00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1635 Flt Permitted 0.16 1.00 1.00 0.27 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)301 3539 1583 508 3539 1583 1770 1863 1583 1770 1635 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)24 785 17 14 953 76 12 1 2 39 5 22 RTOR Reduction (vph)0 0 10 0 0 32 0 0 2 0 18 0 Lane Group Flow (vph)24 785 7 14 953 44 12 1 0 39 9 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)32.3 30.0 30.0 29.7 28.7 28,7 9.3 9.3 9.3 12.4 12,4 Effective Green, g (s)32.3 30.0 30.0 29.7 28.7 28.7 9.3 9.3 9.3 12.4 12.4 Actuated g/C Ratio 0.42 0.39 0.39 0.39 0.37 0.37 0.12 0.12 0.12 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)171 1384 619 213 1324 592 215 226 192 286 264 v/s Ratio Prot c0.00 0.22 0.00 c0.27 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.05 0.00 0.02 0.03 0.00 v/c Ratio 0.14 0.57 0.01 0.07 0.72 0.07 0.06 0.00 0.00 0.14 0.03 Uniform Delay, dl 14.3 18.3 14.3 14.8 20.6 15.5 29.8 29.6 29.6 27.6 27.1 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 0.4 0.5 0.0 0.1 1.9 0.1 0.5 0.0 0.0 1.0 0.2 Delay (s)14.7 18.8 14.3 14.9 22,5 15.5 30.3 29.7 29.6 28.6 27.3 Level of Service B B B B C B C C C C C Approach Delay (s)18.6 21.9 30.2 28.0 Approach LOS B C C C Intersection Summary . HCM Average Control Delay 20.7 HCM Level of Service C HCM Volume to Capacity ratio 0.44 Actuated Cycle Length (s)76.7 Sum of lost time (s)24.0 Intersection Capacity Utilization 43.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Existing (2009) PM Peak Hour 4/17/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 15 r 1 r r 1 t Volume (vph)52 931 53 84 1042 157 100 27 58 116 27 51 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6,0 6.0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1,00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1681 Flt Permitted 0.11 1.00 1.00 0.15 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)212 3539 1583 277 3539 1583 1770 1863 1583 1770 1681 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)53 950 54 86 1063 160 102 28 59 118 28 52 RTOR Reduction (vph)0 0 34 0 0 50 0 0 48 0 43 0 Lane Group Flow (vph)53 950 20 86 1063 110 102 28 11 118 37 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)41.5 37.7 37.7 43.1 38.5 38.5 18.3 18.3 18,3 17.3 17.3 Effective Green, g (s)41.5 37.7 37.7 43.1 38.5 38.5 18.3 18.3 18.3 17.3 17.3 Actuated gIC Ratio 0.41 0.37 0.37 0.42 0.38 0.38 0.18 0.18 0.18 0.17 0.17 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)144 1309 586 185 1337 598 318 335 284 301 285 v/s Ratio Prot 0.01 0.27 c0.02 c0.30 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.14 0.01 0.18 0.07 0.01 vlc Ratio 0,37 0.73 0.03 0.46 0.80 0.18 0.32 0.08 0.04 0.39 0.13 Uniform Delay, dl 21.1 27.6 20.5 20.0 28.2 21.2 36.4 34.8 34.5 37.6 35.9 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 1.6 2.0 0.0 1.8 3.4 0.1 2.6 0.5 0.2 3.8 0.9 Delay (s)22.7 29.7 20.5 21.9 31.5 21.3 39.0 35.3 34.8 41.4 36.8 Level of Service C C C C C C D D C D D Approach Delay (s)28.9 29.7 37,2 39.6 Approach LOS C C D D intersection Summary HCM Average Control Delay 30.6 HCM Level of Service C HCM Volume to Capacity ratio 0.54 Actuated Cycle Length (s)101.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 60,2%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 Arden Place 3: Rio Road & Albemarle Square Existing (2009) AM Peak Hour 4/17/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT . SBR Lane Configurations 11 tit r j ti'r 11 1 r I Volume (vph)22 730 16 13 886 71 11 1 2 36 5 20 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.878 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1635 0 Flt Permitted 0.162 0.273 0.950 0.950 Satd. Flow (perm)302 3539 1583 509 3539 1583 1770 1863 1583 1770 1635 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)17 51 2 22 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0,93 Adj. Flow (vph)24 785 17 14 953 76 12 1 2 39 5 22 Shared Lane Traffic (%) Lane Group Flow (vph)24 785 17 14 953 76 12 1 2 39 27 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10,0 10.0 10,0 10,0 10.0 10.0 10.0 10.0 10.0 10,0 Total Split (s)14.0 69.0 69.0 13.0 68.0 68.0 15.0 15.0 15.0 18.0 18.0 0.0 Total Split (%)12,2% 60.0% 60.0% 11.3% 59.1% 59.1% 13.0% 13.0% 13.0% 15.7% 15.7% 0.0% Maximum Green (s)8.0 63.0 63.0 7.0 62.0 62.0 9.0 9.0 9.0 12.0 12.0 Yellow Time (s)4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0,0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)31.2 30.0 30,0 29.8 27,8 27.8 9.3 9.3 9.3 12.4 12.4 Actuated g/C Ratio 0.43 0.41 0.41 0.41 0.38 0.38 0.13 0.13 0.13 0.17 0.17 v/c Ratio 0.09 0.53 0.03 0.04 0.70 0.12 0.05 0.00 0.01 0.13 0.09 Control Delay 10.2 17.1 6.4 9.7 22.2 7.7 35.1 35.0 26.5 32.2 17.5 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 10.2 17.1 6.4 9.7 22.2 7.7 35.1 35.0 26.5 32.2 17.5 LOS BB A A C A D C C C B Approach Delay 16.7 20.9 33.9 26.2 Approach LOS B C C C Queue Length 50th (ft)6 121 0 3 157 6 4 0 0 14 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Existing (2009) AM Peak Hour 4117/2009 Lane Group ESL EBT EBR WBL WBT WBR NBL. NBT NBR SBL SBT SBR Queue Length 95th (ft)16 221 12 11 285 33 23 5 7 50 27 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)299 3089 1384 338 3062 1377 228 240 205 303 299 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 0.08 0.25 0.01 0.04 0.31 0.06 0.05 0.00 0.01 0.13 0.09 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 72.3 Natural Cycle: 55 Control Type: Actuated - Uncoordinated Maximum vie Ratio: 0.70 Intersection Signal Delay: 19.4 Intersection LOS: B Intersection Capacity Utilization 43,2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square o2 06 lr o3 4 MI 10E111 07 4 — 08 a 4r51..._ Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Existing (2009) PM Peak Hour 4/17/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST ' SBR Lane Configurations 44 r 4ij r r 11 I Volume (vph)52 931 53 84 1042 157 100 27 58 116 27 51 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0,850 0.850 0.850 0.902 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1680 0 Flt Permitted 0.114 0.149 0.950 0.950 Satd. Flow (perm)212 3539 1583 278 3539 1583 1770 1863 1583 1770 1680 0 Right Turn on Red Yes Yes Yes Yes Satd, Flow (RTOR)54 81 59 52 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0,98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)53 950 54 86 1063 160 102 28 59 118 28 52 Shared Lane Traffic ( %) Lane Group Flow (vph)53 950 54 86 1063 160 102 28 59 118 80 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10,0 10.0 10.0 10,0 10,0 10.0 10.0 10.0 10,0 10.0 10.0 Total Split (s)11.0 56.0 56.0 12.0 57.0 57.0 24.0 24.0 24.0 23.0 23.0 0.0 Total Split ( %)9.6% 48.7% 48.7% 10.4% 49.6% 49.6% 20.9% 20.9% 20.9% 20.0% 20.0% 0.0% Maximum Green (s)5.0 50.0 50.0 6.0 51.0 51.0 18.0 18.0 18.0 17.0 17.0 Yellow Time (s)4.0 4.0 4.0 4.0 4,0 4.0 4,0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 OA 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)41.5 37.7 37.7 43.0 38,4 38.4 18.3 18.3 18.3 17.3 17.3 Actuated g/C Ratio 0.41 0.37 0.37 0.43 0.38 0.38 0.18 0.18 0.18 0.17 0.17 vfc Ratio 0.32 0.72 0.09 0.41 0,79 0.24 0.32 0.08 0.18 0.39 0.24 Control Delay 18.9 30.3 5.6 20.0 32.1 11.5 42.8 39.8 12.2 45.0 20.7 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 18.9 30.3 5.6 20.0 32.1 11.5 42.8 39.8 12.2 45.0 20.7 LOS BC A CC B D D BD C Approach Delay 28.5 28.8 32.8 35.2 Approach LOS C C C D Queue Length 50th (ft)18 280 0 30 322 34 59 16 0 70 16 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Existing (2009) PM Peak Hour 4/17/2009 Lane Group .EBL EBT EBR WBL WBT WBR NBL NBT NBR BL SBT SBR Queue Length 95th (ft)38 349 24 55 397 76 124 45 38 141 64 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity(vph)166 1787 826 209 1823 855 322 339 336 304 332 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 0.32 0.53 0.07 0.41 0.58 0.19 0.32 0.08 0.18 0.39 0.24 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 100.7 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0,79 Intersection Signal Delay: 29.4 Intersection LOS: C Intersection Capacity Utilization 60.2%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 02 06 03 04 07 4 — 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 2: Rio Road & US 29 Existing (2009) AM Peak Hour 4/17/2009 Movement .EBL EST EBR - WBL WBT WBR NBL NBT NBR SBL SBT BR Lane Configurations VI ft r viiii 41 r vi tttt r vif tttt r Volume (vph)114 259 80 236 243 406 126 1010 92 443 2104 102 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)128 291 90 265 273 456 142 1135 103 498 2364 115 RTOR Reduction (vph)0 0 79 0 0 361 0 0 0 0 0 0 Lane Group Flow (vph)128 291 11 265 273 95 142 1135 103 498 2364 115 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Tum Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)6.0 14.1 14.1 12.7 20.8 20.8 7.0 39.4 110.9 20.7 53.1 110.9 Effective Green, g (s)6.0 14,1 14.1 12.7 20,8 20.8 7.0 39,4 110,9 20.7 53.1 110.9 Actuated g/C Ratio 0.05 0.13 0.13 0.11 0.19 0.19 0.06 0.36 1.00 0.19 0.48 1.00 Clearance Time (s)6.0 6.0 6,0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)184 446 199 393 664 297 217 2277 1583 635 3039 1568 v/s Ratio Prot 0.04 c0.08 c0.08 0.08 0.04 c0.18 0.15 c0.37 v/s Ratio Perm 0.01 0.06 0.07 0.07 v/c Ratio 0.70 0.65 0.06 0.67 0.41 0.32 0.65 0.50 0.07 0.78 0.78 0.07 Uniform Delay, d1 51.6 46.1 42.6 47.1 39.7 38.9 50,8 28.0 0.0 43.0 24.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.9 3.4 0.1 4.5 0,4 0.6 6,9 0.8 0,1 6.3 2.0 0.1 Delay (s)62.4 49.5 42.7 51.6 40.1 39.6 57.7 28.8 0.1 49.3 26.0 0.1 Level of Service E D D D D D EC A D C A Approach Delay (s)51.5 42.9 29.6 28.9 Approach LOS 0 0 C C Intersection Summary HCM Average Control Delay 33.4 HCM Level of Service C HCM Volume to Capacity ratio 0.69 Actuated Cycle Length (s)110.9 Sum of lost time (s)18.0 Intersection Capacity Utilization 68.0%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Existing (2009) PM Peak Hour 4/17/2009 Movement ESL EBT.. EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Vi r 11) r 1111 tttt r vii tttt r Volume (vph)271 337 135 235 365 611 159 2081 154 524 1596 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1,00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Said. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)282 351 141 245 380 636 166 2168 160 546 1662 176 RTOR Reduction (vph)0 0 114 0 0 256 0 0 0 0 0 0 Lane Group Flow (vph)282 351 27 245 380 380 166 2168 160 546 1662 176 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)10.0 21.9 21,9 12.1 24.0 24.0 10.0 39.0 115.0 18.0 47.0 115.0 Effective Green, g (s)10.0 21.9 21.9 12.1 24.0 24.0 10.0 39.0 115.0 18.0 47.0 115.0 Actuated g/C Ratio 0.09 0.19 0.19 0.11 0.21 0.21 0.09 0.34 1.00 0.16 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)299 674 301 361 739 330 299 2173 1583 537 2619 1583 v/s Ratio Prot c0.08 0.10 0.07 0.11 0.05 c0.34 c0.16 0.26 v/s Ratio Perm 0.02 c0.24 0.10 c0.11 vie Ratio 0.94 0.52 0.09 0.68 0.51 1,15 0.56 1.00 0.10 1.02 0.63 0.11 Uniform Delay, d1 52.2 41.8 38.3 49.6 40.3 45.5 50.4 38.0 0.0 48.5 27.1 0.0 Progression Factor 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 36.9 0.7 0.1 5.0 0.6 96.8 2.2 18.8 0.1 43.1 1.2 0.1 Delay (s)89.2 42.6 38.5 54.6 40.9 142.3 52.6 56.7 0.1 91.6 28.3 0.1 Level of Service F D D D D F D E A F C A Approach Delay (s)58.8 94.7 52,8 40.7 Approach LOS E F D D Intersection Summary HCM Average Control Delay 57.0 HCM Level of Service E HCM Volume to Capacity ratio 0.97 Actuated Cycle Length (s)115.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 90.7%ICU Level of Service E Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Existing (2009) AM Peak Hour 4/17/2009 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations I 'M ft r S r 1 tilt r 111 tilt rf Volume (vph)114 259 80 236 243 406 126 1010 92 443 2104 102 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)90 444 103 73 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Adj. Flow (vph)128 291 90 265 273 456 142 1135 103 498 2364 115 Shared Lane Traffic ( %) Lane Group Flow(vph)128 291 90 265 273 456 142 1135 103 498 2364 115 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4,0 4,0 4,0 4.0 4,0 4.0 4,0 4.0 4.0 4,0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)12.0 23,0 23.0 20.0 31,0 31.0 13.0 42.0 0.0 30,0 59.0 0.0 Total Split ( %)10.4% 20.0% 20.0% 17.4% 27.0% 27.0% 11.3% 36.5% 0.0% 26.1% 51.3% 0.0% Maximum Green (s)6,0 17.0 17,0 14.0 25,0 25.0 7,0 36.0 24.0 53.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2,0 2,0 2,0 2.0 2.0 2.0 2.0 2.0 2,0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6,0 6.0 6,0 4.0 6.0 6.0 4,0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)6.0 14.1 14.1 12.7 20.8 20.8 7.0 39.4 111.0 20.7 53.1 111.0 Actuated gIC Ratio 0.05 0.13 0.13 0.11 0.19 0.19 0.06 0.35 1.00 0.19 0.48 1.00 v/c Ratio 0.70 0.65 0.32 0.67 0.41 0.69 0.65 0.50 0.07 0.79 0.78 0.07 Control Delay 72.6 53.6 12.4 56.5 41.3 10.4 66.5 30.0 0.1 52.7 26.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.6 53,6 12.4 56,5 41.3 10.4 66.5 30,0 0,1 52.7 26.8 0,1 LOS E D B E D B EC A D C A Approach Delay 51.1 31,2 31.5 30.1 Approach LOS D C C C Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Existing (2009) AM Peak Hour 4/17/2009 f 0 ' NS C k- 4 \t ir Lane Group EBL EBT EBR WBL. WBT WBR NBL NBT NBR S8L SST SBR Queue Length 50th (ft)47 106 0 95 91 7 52 189 0 177 406 0 Queue Length 95th (ft)93 151 45 140 130 98 94 237 0 233 467 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity(vph)184 538 317 434 798 701 217 2276 1583 737 3035 1568 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced vie Ratio 0.70 0.54 0.28 0.61 0.34 0.65 0.65 0.50 0.07 0.68 0.78 0.07 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 111 Natural Cycle: 65 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.79 Intersection Signal Delay: 32.4 Intersection LOS: C Intersection Capacity Utilization 68.0%ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 tp m t m2 103 7' 1 4. 1 2111%, 13 1 4— m6 o5 o7 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 2: Rio Road & US 29 Existing (2009) PM Peak Hour 4/17/2009 Lane Croup. .BBL EBT EBR WBL WBT WBR NBL NBT, NBR SBL SBT SBR Lane Configurations 11 tt r r 15 tttt r 11) 1111 r Volume (vph)271 337 135 235 365 611 159 2081 154 524 1596 169 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0,850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd, Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)141 324 108 158 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)282 351 141 245 380 636 166 2168 160 546 1662 176 Shared Lane Traffic ( %) Lane Group Flow (vph)282 351 141 245 380 636 166 2168 160 546 1662 176 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)16.0 27.0 27.0 19.0 30.0 30.0 16.0 45.0 0.0 24.0 53.0 0.0 Total Split ( %)13.9% 23.5% 23.5% 16.5% 26.1% 26.1% 13.9% 39.1% 0.0% 20.9% 46.1% 0.0% Maximum Green (s)10.0 21.0 21.0 13.0 24.0 24.0 10.0 39.0 18.0 47.0 Yellow Time (s)4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4.0 4,0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)10.0 21.9 21.9 12.1 24.0 24.0 10.0 39.0 115.0 18.0 47.0 115.0 Actuated g/C Ratio 0.09 0.19 0.19 0.11 0.21 0.21 0.09 0.34 1.00 0.16 0.41 1.00 v/c Ratio 0.94 0.52 0.34 0.68 0.51 1.08 0.56 1.00 0,10 1,02 0.63 0.11 Control Delay 92.1 45.4 9.1 59.3 43.2 83.8 58.0 57.0 0.1 91.4 28.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 92.1 45.4 9.1 59.3 43.2 83.8 58.0 57.0 0.1 91.4 28.5 0.1 LOS F D A ED F EE A F C A Approach Delay 55.8 66.8 53.4 40.8 Approach LOS E E 0 0 Queue Length 50th (ft)108 125 0 90 132 325 61 462 0 215 281 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Existing (2009) PM Peak Hour 4/17/2009 1 Lane Group .EBL EBT EBR WBL . WBT WBR NBL NBT NBR ' SBL SBT SBR Queue Length 95th (ft)193 174 54 134 182 553 98 560 0 330 321 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity(vph)299 673 415 388 739 587 299 2173 1583 537 2619 1583 Starvation Cap Reductn 0 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 0 Storage Capp Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.94 0.52 0.34 0.63 0.51 1.08 0.56 1.00 0.10 1.02 0.63 0.11 InterseCtion Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 120 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 51.8 Intersection LOS: D Intersection Capacity Utilization 90.7%ICU Level of Service E Analysis Period (min) 15 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. Splits and Phases: 2: Rio Road & US 29 01 t 02 1 03 04 lir 4— m6 a5 m7 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 APPENDIX D CAPACITY ANALYSIS CALCULATIONS BACKGROUND 2015 CONDITIONS Arden Place 1: Rio Road & Putt Putt Place Background (2015) AM Peak Hour 4/17/2009 4 / Movement EBL EBT WBT WBR SBL SBR Lane Configurations I 14 44 r r Volume (vehth)67 751 980 26 27 83 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)71 799 1043 28 29 88 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.85 vC, conflicting volume 1070 1585 521 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1070 1328 521 tC, single (s)4.1 6,9 7.0 tC, 2 stage (s) tF (s)2.2 3,5 3.3 p0 queue free %89 74 82 cM capacity (veh /h)647 109 497 Direction, Lane #EB 1 EB 2 EB 3 WB 1 W82 WB 3 SB 1, SB 2 Volume Total 71 399 399 521 521 28 29 88 Volume Left 71 0 0 0 0 0 29 0 Volume Right 0 0 0 0 0 28 0 88 cSH 647 1700 1700 1700 1700 1700 109 497 Volume to Capacity 0.11 0.23 0.23 0.31 0.31 0.02 0.26 0.18 Queue Length 95th (ft)9 0 0 0 0 0 24 16 Control Delay (s)11,3 0.0 0.0 0.0 0.0 0.0 49.3 13,8 Lane LOS B E B Approach Delay (s)0.9 0.0 22.5 Approach LOS C Intersection Summary Average Delay 1.7 Intersection Capacity Utilization 44.1 %ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 1: Rio Road & Putt Putt Place Background (2015) PM Peak Hour 4/17/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations j' r r Volume (veh/h)138 1016 1113 80 48 131 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flaw rate (vph)152 1116 1223 88 53 144 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.77 vC, conflicting volume 1311 2085 612 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1311 1809 612 tC, single (s)4.1 6,8 6.9 tC, 2 stage (s) tF (s)2.2 3,5 3,3 p0 queue free %71 0 67 cM capacity (veh /h)524 38 436 Direction, Lane #EB 1 . ,EB 2 EB 3 WB 1 WB 2 WB 3 SB 1 SB 2 Volume Total 152 558 558 612 612 88 53 144 Volume Left 152 0 0 0 0 0 53 0 Volume Right 0 0 0 0 0 88 0 144 cSH 524 1700 1700 1700 1700 1700 38 436 Volume to Capacity 0.29 0.33 0.33 0.36 0.36 0.05 1.38 0,33 Queue Length 95th (ft)30 0 0 0 0 0 136 36 Control Delay (s)14,7 0.0 0.0 0,0 0.0 0.0 439.9 17.3 Lane LOS B F C Approach Delay (s)1.8 0.0 130.6 Approach LOS F Intersection Summary Average Delay 10.1 Intersection Capacity Utilization 51.7%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 3: Rio Road & Albemarle Square Background (2015) AM Peak Hour 4/17/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r I r vi r I Volume (vph)24 798 17 14 969 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6,0 6.0 6,0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.14 1.00 1.00 0.24 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)259 3539 1583 442 3539 1583 1770 1863 1583 1770 1632 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 858 18 15 1042 84 13 1 2 42 5 24 RTOR Reduction (vph)0 0 11 0 0 32 0 0 2 0 21 0 Lane Group Flow (vph)26 858 7 15 1042 52 13 1 0 42 8 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)35.1 33.1 33.1 33.1 32.1 32.1 11.4 11.4 11.4 11,4 11.4 Effective Green, g (s)35.1 33.1 33.1 33.1 32.1 32.1 11.4 11.4 11.4 11.4 11.4 Actuated gIC Ratio 0.43 0.41 0.41 0.41 0.40 0.40 0.14 0.14 0.14 0.14 0,14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)150 1448 648 197 1404 628 249 263 223 249 230 vis Rath Prot c0.00 0.24 0.00 c0.29 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.07 0.00 0.03 0.03 0.00 vlc Ratio 0.17 0.59 0,01 0.08 0.74 0.08 0.05 0.00 0.00 0.17 0.04 Uniform Delay, d1 14.9 18.6 14.2 14.8 20.9 15.2 30.1 29.9 29.9 30.6 30.0 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 0.6 0.7 0.0 0.2 2.2 0.1 0.4 0.0 0.0 1.5 0.3 Delay (s)15.5 19.3 14.2 14.9 23.0 15.3 30.5 29.9 29.9 32.0 30.3 Level of Service B B B B C B C C C C C Approach Delay (s)19.1 223 30.4 31.3 Approach LOS B C C C Intersection Summary HCM Average Control Delay 21.3 HCM Level of Service C HCM Volume to Capacity ratio 0.47 Actuated Cycle Length (s)80.9 Sum of lost time (s)24.0 Intersection Capacity Utilization 45.6%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 Arden Place 3: Rio Road & Albemarle Square Background (2015) PM Peak Hour 4/17/2009 f T C 4- k-t t 1 4/ Movement EBL , EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11 tat r vi ri 11 it r 1 1 Volume (vph)57 1018 58 92 1139 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6,0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6,0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd, Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Flt Permitted 0.10 1.00 1.00 0.13 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)181 3539 1583 242 3539 1583 1770 1863 1583 1770 1682 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1039 59 94 1162 176 111 31 64 130 31 57 RTOR Reduction (vph)0 0 36 0 0 49 0 0 53 0 48 0 Lane Group Flow (vph)58 1039 23 94 1162 127 111 31 11 130 40 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)45.7 41.2 41.2 47,3 42.0 42,0 17.3 17.3 17.3 16.3 16.3 Effective Green, g (s)45.7 41.2 41.2 47.3 42.0 42.0 17.3 17.3 17.3 16.3 16.3 Actuated g/C Ratio 0.44 0.40 0.40 0.45 0.40 0.40 0.17 0.17 0.17 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)148 1401 627 188 1428 639 294 310 263 277 263 v/s Ratio Prot 0.02 0.29 c0.03 c0.33 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.16 0.01 0.20 0.08 0.01 v/c Ratio 0.39 0.74 0.04 0.50 0.81 0.20 0.38 0.10 0.04 0.47 0.15 Uniform Delay, d1 20.4 26.9 19.3 19.3 27.6 20.1 38.6 36.8 36.4 40.0 37.9 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 1.7 2.2 0.0 2.1 3.7 0.2 3.7 0.6 0.3 5.6 1.2 Delay (s)22.1 29.1 19,3 21.4 31.2 20.3 42.3 37.4 36.7 45.6 39.1 Level of Service C C B C C C D D D D D Approach Delay (s)28.2 29.3 39.8 43.0 Approach LOS C C D D tntersectian Summary HCM Average Control Delay 30.6 HCM Level of Service C I-ICM Volume to Capacity ratio 0.59 Actuated Cycle Length (s)104.1 Sum of lost time (s)18.0 Intersection Capacity Utilization 63.5%ICU Level of Service B Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 Arden Place 3: Rio Road & Albemarle Square Background (2015) AM Peak Hour 1I4/17/2009 C 4-- k ' 4 \t t i 4/ Lane Group ESL EBT EBR WBL WBT WBR NU NBT NBR St3L SST SBR Lane Configurations r 11 r iii t r I+ Volume (vph)24 798 17 14 969 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.876 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 0 Flt Permitted 0.139 0.237 0.950 0.950 Satd, Flow (perm)259 3539 1583 441 3539 1583 1770 1863 1583 1770 1632 0 Right Turn on Red Yes Yes Yes Yes Setd. Flow (RTOR)18 53 2 24 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 858 18 15 1042 84 13 1 2 42 5 24 Shared Lane Traffic (%) Lane Group Flow (vph)26 858 18 15 1042 84 13 1 2 42 29 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10,0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)12.0 69.0 69.0 12.0 69.0 69.0 17.0 17.0 17.0 17.0 17.0 0.0 Total Split (%)10.4% 60.0% 60.0% 10.4% 60.0% 60.0% 14.8% 14.8% 14.8% 14.8% 14.8% 0.0% Maximum Green (s)6.0 63.0 63.0 6.0 63.0 63.0 11.0 11.0 11.0 11.0 11.0 Yellow Time (s)4.0 4.0 4.0 4.0 4,0 4.0 4.0 4,0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)34.0 33.1 33.1 33.0 31,0 31.0 11,4 11.4 11.4 11.4 11.4 Actuated g/C Ratio 0.45 0.43 0.43 0.43 0.41 0.41 0.15 0.15 0.15 0.15 0.15 v/c Ratio 0.11 0.56 0.03 0.05 0.72 0,12 0.05 0.00 0.01 0.16 0,11 Control Delay 10.5 17.4 5.9 9.6 22.4 7.5 35.7 36.0 27.0 35.9 18.6 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 10.5 17.4 5.9 9.6 22.4 7.5 35.7 36.0 27.0 35.9 18.6 LOS BB A A C A D D C D B Approach Delay 17.0 21.1 34.6 28.8 Approach LOS B C C C Queue Length 50th (ft)6 141 0 4 183 8 5 0 0 17 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Background (2015) AM Peak Hour 4/17/2009 Lane, Group-"EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)17 246 12 12 317 36 25 6 7 56 29 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)238 2986 1339 299 2986 1344 264 278 238 264 263 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 0.11 0.29 0.01 0.05 0.35 0.06 0.05 0.00 0.01 0.16 0.11 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 76.3 Natural Cycle: 55 Control Type: Actuated - Uncoordinated Maximum vfc Ratio: 0.72 Intersection Signal Delay: 19.7 Intersection LOS: B Intersection Capacity Utilization 45.6%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square i 02 06 1 i 03 04 07 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Background (2015) PM Peak Hour 4/17/2009 Lane Group.BBL EBT BBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 19 44 r 19 14 r vi t r 1 i Volume (vph)57 1018 58 92 1139 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0,850 0.850 0,903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prof)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 0 Flt Permitted 0.097 0.130 0.950 0.950 Satd. Flow (perm)181 3539 1583 242 3539 1583 1770 1863 1583 1770 1682 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)59 82 64 57 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0,98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1039 59 94 1162 176 111 31 64 130 31 57 Shared Lane Traffic (%) Lane Group Flow (vph)58 1039 59 94 1162 176 111 31 64 130 88 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10,0 10.0 10.0 10,0 10,0 10,0 10,0 10.0 10.0 10.0 10.0 Total Split (s)12.0 57.0 57.0 13.0 58.0 58.0 23.0 23.0 23.0 22.0 22.0 0.0 Total Split (%)10.4% 49.6% 49.6% 11.3% 50.4% 50.4% 20.0% 20.0% 20.0% 19.1% 19.1% 0.0% Maximum Green (s)6.0 51.0 51.0 7.0 52.0 52.0 17.0 17.0 17.0 16.0 16.0 Yellow Time (s)4.0 4.0 4,0 4.0 4,0 4.0 4,0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)45,7 41.2 41.2 47.2 41.9 41.9 17.3 17.3 17.3 16.3 16.3 Actuated g/C Ratio 0.44 0.40 0.40 0.46 0.41 0.41 0.17 0.17 0.17 0.16 0.16 v/c Ratio 0.34 0.73 0.09 0.44 0.81 0.25 0.37 0.10 0.20 0.46 0.28 Control Delay 17.8 29.8 5.2 19.4 31.9 11.6 46.1 42.0 12.5 49.1 21.8 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 17.8 29.8 5.2 19.4 31.9 11.6 46.1 42.0 12.5 49.1 21.8 LOS BC A BC B D D 8 DC Approach Delay 27.9 28.6 35.0 38.1 Approach LOS C C D D Queue Length 50th (ft)19 311 0 31 360 40 70 19 0 83 19 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Background (2015) PM Peak Hour k - Lane'Group BBL EST EBR WSL WBT WBR NBL NBT NBR S8L SST SBR Queue Length 95th (ft)38 385 24 57 443 85 134 49 40 156 69 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)175 1787 829 217 1822 855 298 314 320 280 314 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 0.33 0.58 0.07 0.43 0.64 0.21 0.37 0.10 0.20 0.46 0.28 intersection Sirrnrriary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 103 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 63.5%ICU Level of Service 8 Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 02 08 I ^ a3 o4 1 07 Lanes, Volumes, Timings Synchro 7 - Report RKAR (flg)Page 4 Arden Place 2: Rio Road & US 29 Background (2015) AM Peak Hour 4/17/2009 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations 9 I 44 r 11) t i 9i 1111 r F5 1111 r Volume (vph)125 283 87 258 266 444 138 1104 101 484 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6,0 6.0 4.0 6.0 6.0 4,0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Fit Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Sett!, Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)140 318 98 290 299 499 155 1240 113 544 2585 126 RTOR Reduction (vph)0 0 85 0 0 380 0 0 0 0 0 0 Lane Group Flow (vph)140 318 13 290 299 119 155 1240 113 544 2585 126 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)7.0 14.4 14.4 13.1 20.5 20.5 7.1 38.6 112.6 22.5 54.0 112.6 Effective Green, g (s)7.0 14.4 14,4 13.1 20.5 20.5 7.1 38.6 112.6 22.5 54.0 112.6 Actuated g/C Ratio 0.06 0.13 0.13 0.12 0.18 0.18 0.06 0.34 1.00 0.20 0.48 1.00 Clearance Time (s)6,0 6.0 6.0 6,0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)211 448 201 399 644 288 216 2197 1583 679 3043 1568 v/s Ratio Prot 0.04 c0.09 c0.08 0.08 0.05 c0.19 0.16 c0.41 v/s Ratio Perm 0.01 0.07 0.07 0.08 v/c Ratio 0.66 0.71 0.06 0.73 0.46 0.41 0.72 0.56 0.07 0.80 0.85 0.08 Uniform Delay, d1 51.6 47.1 43,2 48.0 41,1 40.7 51,8 30.1 0.0 42.9 25.7 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 5.1 0.1 6.5 0.5 1,0 10.8 1.1 0.1 6.8 3.2 0.1 Delay (s)59.3 52.2 43.3 54.5 41.7 41.7 62.6 31.2 0.1 49.7 28.9 0.1 Level of Service E D D D D D EC A DC A Approach Delay (s)52.4 45.1 32.1 31.3 Approach LOS D D C C Intersection Summary HCM Average Control Delay 35,6 HCM Level of Service D HCM Volume to Capacity ratio 0.75 Actuated Cycle Length (s)112.6 Sum of lost time (s)18.0 Intersection Capacity Utilization 72.5%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) PM Peak Hour 4/17/2009 Movement ESL EST ' EBR WBL WBT WBR NBL NBT NBR BL SBT SBR Lane Configurations 1 r vil r VI 1111 r vil tttt r Volume (vph)296 368 148 257 399 668 174 2275 168 573 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6,0 6.0 6.0 4.0 6.0 6,0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0,85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 383 154 268 416 696 181 2370 175 597 1818 193 RTOR Reduction (vph)0 0 127 0 0 242 0 0 0 0 0 0 Lane Group Flow (vph)308 383 27 268 416 454 181 2370 175 597 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)8.0 20.0 20.0 13.0 25.0 25.0 11.0 41,0 115.0 17.0 47.0 115.0 Effective Green, g (s)8.0 20.0 20.0 13.0 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.11 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)239 615 275 388 769 344 328 2285 1583 507 2619 1583 v/s Ratio Prot c0.09 0.11 0.08 0.12 0.05 c0.37 c0.17 0.28 v/s Ratio Perm 0.02 c0.29 0.11 0.12 v/c Ratio 1.29 0.62 0.10 0.69 0.54 1.32 0.55 1.04 0.11 1.18 0.69 0.12 Uniform Delay, dl 53.5 44.0 39.9 49.1 39.9 45.0 49.6 37.0 0.0 49.0 28.1 0.0 Progression Factor 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 2.0 0.2 5.2 0.8 163.2 2.0 29.3 0.1 98.9 1.5 0.2 Delay (s)211.1 46.0 40.1 54.3 40.7 208.2 51.7 66.3 0.1 147.9 29.6 0.2 Level of Service F D D D D F DE A F C A Approach Delay (s)105.1 127.8 61.1 54,5 Approach LOS F F E D Intersection Summary HCM Average Control Delay 75.9 HCM Level of Service E HCM Volume to Capacity ratio 1.16 Actuated Cycle Length (s)115.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 97.8%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) AM Peak Hour 4/17/2009 0. C 4- 4 \t P 1 4/ Lane Group ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations VS r Ir it ttit r vi flit r Volume (vph)125 283 87 258 266 444 138 1104 101 484 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Fiow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)98 465 113 73 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.89 0,89 0.89 0.89 0,89 0.89 0.89 0.89 0.89 0.89 0,89 0,89 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Adj. Flow (vph)140 318 98 290 299 499 155 1240 113 544 2585 126 Shared Lane Traffic ( %) Lane Group Flow(vph)140 318 98 290 299 499 155 1240 113 544 2585 126 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)13.0 22.0 22.0 20.0 29.0 29.0 13.0 41.0 0.0 32.0 60.0 0,0 Total Split ( %)11.3% 19.1% 19.1% 17.4% 25.2% 25.2% 11.3% 35.7% 0.0% 27.8% 52.2% 0.0% Maximum Green (s)7.0 16.0 16.0 14,0 23.0 23.0 7.0 35.0 26.0 54.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ali -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4,0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)7.0 14.4 14.4 13.1 20.5 20.5 7.0 38.6 112.6 22.5 54.0 112.6 Actuated g/C Ratio 0.06 0.13 0.13 0.12 0,18 0.18 0.06 0.34 1.00 0.20 0.48 1.00 v/c Ratio 0.66 0.71 0.34 0.73 0.46 0.75 0.72 0.56 0.07 0.80 0.85 0.08 Control Delay 67,9 56.4 12.3 59.5 43.4 13.0 72.2 32.3 0,1 52.6 29.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.9 56.4 12.3 59.5 43.4 13,0 72,2 32,3 0.1 52.6 29.5 0,1 LOS E E B E D B E C A D C A Approach Delay 51.5 33.8 34.0 32.2 Approach LOS D C C C Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) AM Peak Hour 4/17/2009 Lane Gro EBL EBT t_BR. WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)53 118 0 107 102 21 59 220 0 197 480 0 Queue Length 95th (ft)94 166 47 153 144 128 107 265 0 250 527 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity {yob)212 499 307 427 724 694 214 2195 1583 786 3046 1568 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.64 0.32 0.68 0.41 0.72 0.72 0.56 0.07 0,69 0.85 0.08 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 112.6 Natural Cycle: 80 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 34.6 Intersection LOS: C Intersection Capacity Utilization 72.5%ICU Level of Service C Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 01 I 02 M 03 04 4-- 06 05 07 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 2: Rio Road & US 29 Background (2015) PM Peak Hour 4/17/2009 J T 1l a-- 41 I t"`1-d Lane Group ESL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations wil r II) tttt ri 119 Mt r Volume (vph)296 368 148 257 399 668 174 2275 168 573 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd, Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)154 309 108 158 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.96 0.96 0,96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 383 154 268 416 696 181 2370 175 597 1818 193 Shared Lane Traffic (%) Lane Group Flow (vph)308 383 154 268 416 696 181 2370 175 597 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10,0 10.0 10.0 10.0 10.0 10.0 10,0 Total Split (s)14.0 25.0 25.0 20.0 31.0 31.0 17.0 47.0 0.0 23.0 53.0 0.0 Total Split (%)12.2% 21.7% 21.7% 17.4% 27.0% 27.0% 14.8% 40.9% 0.0% 20.0% 46.1% 0.0% Maximum Green (s)8.0 19.0 19.0 14.0 25.0 25.0 11.0 41.0 17.0 47.0 Yellow Time (s)4,0 4.0 4.0 4,0 4.0 4.0 4,0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)8.0 20.0 20.0 13.0 25.0 25.0 11.0 41.0 115,0 17,0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.11 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 vtc Ratio 1.29 0.62 0,38 0.69 0.54 1,19 0.55 1.04 0.11 1,18 0.69 0.12 Control Delay 200.4 49.4 9.6 58.8 42.9 124.0 56.6 65.9 0.1 142.0 29.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 200.4 49.4 9.6 58.8 42.9 124.0 56.6 65.9 0.1 142.0 29.8 0.2 LOS F 0 A ED F E E A F C A Approach Delay 97.2 86.9 61.1 53.3 Approach LOS F F E 0 Queue Length 50th (ft)150 141 0 98 144 432 67 550 0 272 318 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Background (2015) PM Peak Hour 4/17/2009 Lane Grotip EEL EBT" EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Queue Length 95th (ft)241 194 58 144 197 665 105 625 0 386 361 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity(vph)239 616 402 418 769 586 328 2285 1583 507 2619 1583 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.62 0.38 0.64 0.54 1.19 0.55 1.04 0.11 1.18 0.69 0.12 intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 110 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 1.29 Intersection Signal Delay: 67.1 Intersection LOS: E Intersection Capacity Utilization 97.8%ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite, Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 o2@lt 03 04 .k dta W.'v T 06 05 o7 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 APPENDIX E SITE TRIPS DISTRIBUTION ANALYSIS co g cu 3 E 0 6; 6 J7 J22 5 7a I- 99 0 ca o 0 0 k` CO 6 5 Jto Di akkE k t cm J CZ CL \ 7 * + 0 2@@ m tO O 0 f E CO LO LO RIco c 0- z S co 2§ § /§ k 2 *a:*** *zk (GS /SG2) /$miic k J 1 a, \ 4 § £ ''.."m — 0_ 2 lirs APPENDIX F CAPACITY ANALYSIS CALCULATIONS COMBINED 2015 CONDITIONS ACCESS PLAN #1 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Pt r r Volume (veh /h)82 751 980 32 52 142 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)87 799 1043 34 55 151 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.85 vC, conflicting volume 1077 1616 521 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1077 1382 521 tC, single (s)4,1 6.9 7.0 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %86 44 70 cM capacity (veh /h)643 99 497 Direction; Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 SB-1 . SB 2 Volume Total 87 399 399 521 521 34 55 151 Volume Left 87 0 0 0 0 0 55 0 Volume Right 0 0 0 0 0 34 0 151 cSH 643 1700 1700 1700 1700 1700 99 497 Volume to Capacity 0.14 0.23 0.23 0.31 0.31 0.02 0.56 0.30 Queue Length 95th (ft)12 0 0 0 0 0 65 32 Control Delay (s)11.5 0.0 0.0 0.0 0,0 0.0 80,0 15.4 Lane LOS B F C Approach Delay (s)1.1 0.0 32,7 Approach LOS D Intersection Summary . Average Delay 3.6 Intersection Capacity Utilization 45.0%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 4-4/ Movement BBL EST WBT WBR SBL SBR Lane Configurations f4 r r Volume (veh /h)198 1016 1113 106 62 163 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)218 1116 1223 116 68 179 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.76 vC, conflicting volume 1340 2216 612 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1340 1965 612 tC, single (s)4.1 6,8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3,3 p0 queue free %57 0 59 cM capacity (veh /h)511 24 436 Direction; Lane #EBI EB2 EB 3 . WB 1 WB 2 WB 3 B 1 B2 Volume Total 218 558 558 612 612 116 68 179 Volume Left 218 0 0 0 0 0 68 0 Volume Right 0 0 0 0 0 116 0 179 cSH 511 1700 1700 1700 1700 1700 24 436 Volume to Capacity 0.43 0.33 0.33 0.36 0.36 0.07 2.85 0.41 Queue Length 95th (ft)53 0 0 0 0 0 213 49 Control Delay (s)17.2 0.0 0.0 0,0 0.0 0.0 1177.1 18.9 Lane LOS C F C Approach Delay (s)2.8 0.0 338.0 Approach LOS F Intersection Summary Average Delay 29.9 Intersection Capacity Utilization 55.2%ICU Level of Service B Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 1 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 Movement at. EST EBR WBL WST WBR NBL NBT NBR SBL SST SBR Lane Configurations ft r II r il r 1 t+ Volume (vph)24 813 17 14 1028 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6,0 6,0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1,00 0.88 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 Flt Permitted 0.13 1.00 1.00 0.24 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)241 3539 1583 452 3539 1583 1770 1863 1583 1770 1632 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)26 874 18 15 1105 84 13 1 2 42 5 24 RTOR Reduction (vph)0 0 10 0 0 30 0 0 2 0 21 0 Lane Group Flow (vph)26 874 8 15 1105 54 13 1 0 42 8 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)36.9 34.9 34.9 34,7 33,8 33.8 9.3 9.3 9,3 11.4 11,4 Effective Green, g (s)36.9 34.9 34.9 34.7 33.8 33.8 9.3 9.3 9.3 11.4 11.4 Actuated gIC Ratio 0.46 0.43 0.43 0.43 0.42 0.42 0.12 0.12 0.12 0.14 0.14 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)148 1534 686 210 1486 665 204 215 183 251 231 v/s Rath Prot c0.00 0.25 0.00 c0.31 c0.01 0.00 c0.02 0.01 v/s Ratio Perm 0.08 0.00 0.03 0.03 0.00 vie Ratio 0.18 0.57 0.01 0.07 0.74 0.08 0.06 0.00 0.00 0.17 0.04 Uniform Delay, d1 14.0 17.2 13.0 13.6 19.7 14.0 31.7 31.5 31.5 30.4 29.8 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 0.6 0.5 0.0 0.1 2.1 0.1 0.6 0.0 0.0 1.4 0.3 Delay {s)14.5 17.6 13.0 13.8 21,8 14.1 32.3 31.5 31.5 31.8 30.1 Level of Service B B B B C B C C C C C Approach Delay (s)17.5 21.1 32.2 31,1 Approach LOS B C C C Intersection Summary HCM Average Control Delay 20.0 HCM Level of Service B HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s)80.5 Sum of lost time (s)24.0 Intersection Capacity Utilization 47.2%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 Movement EBL EBT ' EBR 1N8L WBT ' WBR NBL NU NBR SBL SBT SBR Lane Configurations 1 ft r vi 14 r vi t r Volume (vph)57 1078 58 92 1171 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6,0 6,0 6,0 6.0 6.0 6.0 6.0 6.0 6,0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1,00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 Flt Permitted 0.10 1.00 1.00 0.11 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)178 3539 1583 199 3539 1583 1770 1863 1583 1770 1682 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1100 59 94 1195 176 111 31 64 130 31 57 RTOR Reduction (vph)0 0 36 0 0 47 0 0 53 0 48 0 Lane Group Flow (vph)58 1100 23 94 1195 129 111 31 11 130 40 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)46,4 41,9 41.9 49.2 43,3 43.3 17.3 17.3 17.3 16.3 16.3 Effective Green, g (s)46.4 41.9 41.9 49.2 43.3 43.3 17.3 17.3 17.3 16.3 16.3 Actuated g/C Ratio 0.44 0.40 0.40 0.47 0.41 0.41 0.16 0.16 0.16 0.15 0.15 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)146 1407 629 181 1454 650 291 306 260 274 260 vis Rath Prot 0.02 0.31 c0.03 c0.34 c0.06 0.02 c0.07 0.02 v/s Ratio Perm 0.16 0.01 0.21 0.08 0.01 v/c Ratio 0.40 0.78 0,04 0.52 0.82 0.20 0,38 0.10 0.04 0.47 0.15 Uniform Delay, dl 20.7 27.8 19.4 19.7 27.6 19.9 39.3 37.4 37.1 40.6 38.6 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 1.8 2.9 0.0 2.5 3.9 0.2 3.8 0.7 0.3 5.8 1.2 Delay (s)22.5 30.7 19,4 22.2 31.5 20.1 43.0 38.1 37.4 46,4 39.8 Level of Service CC B C C C D D D D D Approach Delay (s)29.7 29.5 40.5 43.8 Approach LOS C C D D Intersection Summary Average Control Delay 31.3 HCM Level of Service C HCM Volume to Capacity ratio 0.61 Actuated Cycle Length (s)105.4 Sum of lost time (s)18.0 Intersection Capacity Utilization 64.4%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r 11 r 15 1 Volume (vph)24 813 17 14 1028 78 12 1 2 39 5 22 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0,876 Flt Protected 0.950 0.950 0.950 0.950 Satd, Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1632 0 Flt Permitted 0.129 0.243 0.950 0.950 Satd, Flow (perm)240 3539 1583 453 3539 1583 1770 1863 1583 1770 1632 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)18 52 2 24 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0,93 0.93 0.93 Adj. Flow (vph)26 874 18 15 1105 84 13 1 2 42 5 24 Shared Lane Traffic ( %) Lane Group Flow (vph)26 874 18 15 1105 84 13 1 2 42 29 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10,0 10.0 10.0 10,0 10,0 10,0 10.0 10.0 Total Split (s)12.0 71.0 71.0 12.0 71.0 71.0 15.0 15.0 15.0 17.0 17.0 0.0 Total Split ( %)10.4% 61.7% 61.7% 10.4% 61.7% 61.7% 13.0% 13.0% 13.0% 14.8% 14.8% 0.0% Maximum Green (s)6.0 65.0 65.0 6.0 65.0 65.0 9.0 9.0 9.0 11.0 11.0 Yellow Time (s)4,0 4.0 4.0 4.0 4,0 4.0 4.0 4,0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0,0 0,0 0.0 0,0 0,0 0.0 0.0 0.0 0,0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)35.8 34.9 34.9 34.8 32.8 32.8 9.3 9.3 9.3 11.4 11,4 Actuated g/C Ratio 0.47 0.46 0.46 0.46 0.43 0.43 0.12 0.12 0.12 0.15 0.15 vic Ratio 0.11 0.54 0.02 0.05 0.72 0.12 0.06 0.00 0.01 0.16 0.11 Control Delay 9.6 15.9 5.5 8.7 21.1 7.0 37.7 38.0 28.0 35.9 18.6 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 9.6 15.9 5.5 8.7 21.1 7.0 37.7 38.0 28.0 35.9 18.6 LOS A B A A C A DD CD B Approach Delay 15.5 19.9 36.5 28.8 Approach LOS B B 0 C Queue Length 50th (ft)6 135 0 3 187 7 5 0 0 17 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 f S' k-I *d Lane Group .EBL EBT EBR - WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)16 241 12 11 328 35 26 6 7 56 29 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity(vph)238 3048 1366 315 3048 1370 216 228 196 265 265 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 0.11 0.29 0.01 0.05 0.36 0.06 0.06 0.00 0.01 0.16 0.11 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 76.1 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 47.2%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 1 m2 S 06 Ir m3 0 ` m4 1111 1112,i41 m7 1- m8 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 Lane Group EEL EST EBR W8L WBT WBR NBL NBT NBR. SBL SST SBR Lane Configurations 14 r 1 ft r 1 r i 1 Volume (vph)57 1078 58 92 1171 172 109 30 63 127 30 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0,850 0.850 0.850 0.903 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1682 0 Flt Permitted 0.095 0.107 0.950 0.950 Satd.Flow(perm)177 3539 1583 199 3539 1583 1770 1863 1583 1770 1682 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)59 80 64 57 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)58 1100 59 94 1195 176 111 31 64 130 31 57 Shared Lane Traffic ( %) Lane Group Flow (vph)58 1100 59 94 1195 176 111 31 64 130 88 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)12.0 56.0 56.0 14.0 58.0 58.0 23.0 23.0 23.0 22.0 22.0 0.0 Total Split (10.4% 48.7% 48.7% 12.2% 50.4% 50.4% 20.0% 20.0% 20.0% 19.1% 19.1% 0.0% Maximum Green (s)6.0 50.0 50.0 8.0 52.0 52.0 17.0 17.0 17.0 16.0 16.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)46.4 41.9 41.9 49,2 43,3 43.3 17.3 17.3 17.3 16,3 16.3 Actuated g/C Ratio 0.44 0.40 0.40 0.47 0.42 0.42 0.17 0.17 0.17 0.16 0.16 vie Ratio 0.34 0.77 0.09 0.45 0.81 0.25 0.38 0.10 0.20 0.47 0.28 Control Delay 18.1 31.5 5.3 19.8 32.1 11.7 46.7 42.5 12.5 49.9 22.0 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 18.1 31.5 5.3 19.8 32.1 11.7 46.7 42.5 12.5 49.9 22.0 LOS BC A BC B D D BD C Approach Delay 29.6 28.9 35.5 38.6 Approach LOS C C 0 D Queue Length 50th (ft)19 344 0 31 375 40 71 19 0 85 19 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Queue Length 95th (ft)38 424 25 57 461 86 134 49 40 156 69 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity(vph)172 1728 803 217 1797 843 294 309 316 276 311 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 0.34 0.64 0.07 0.43 0.66 0.21 0.38 0.10 0.20 0.47 0.28 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 104.3 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.81 Intersection Signal Delay: 30.3 Intersection LOS: C Intersection Capacity Utilization 64.4%ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square t 02 4 06 03 0 ' 04 s 1-- 07 08 24=1 I Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 Movement EBL EBT EBR WBL MT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1 1i r lli ft r 11tt r ivi nit r Volume (vph)125 284 87 292 270 465 138 1104 109 489 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4,0 6.0 6,0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1,00 0,85 1.00 1.00 0,85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)140 319 98 328 303 522 155 1240 122 549 2585 126 RTOR Reduction (vph)0 0 85 0 0 385 0 0 0 0 0 0 Lane Group Flow (vph)140 319 13 328 303 137 155 1240 122 549 2585 126 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)7.0 14.4 14.4 14.7 22.1 22.1 7.0 36.5 112.2 22.6 52.1 112.2 Effective Green, g (s)7.0 14.4 14,4 14.7 22.1 22,1 7,0 36.5 112.2 22.6 52.1 112.2 Actuated g/C Ratio 0.06 0.13 0.13 0.13 0.20 0.20 0.06 0.33 1.00 0.20 0.46 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6,0 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 Lane Grp Cap (vph)212 450 201 450 697 312 214 2085 1583 685 2947 1568 v/s Ratio Prot 0.04 c0.09 c0.10 0.09 0.05 c0.19 0.16 c0.41 Ws Ratio Perm 0.01 0.09 0.08 0.08 vlc Ratio 0.66 0.71 0.06 0.73 0.43 0.44 0.72 0.59 0.08 0.80 0.88 0.08 Uniform Delay, d1 51,4 46,9 43.0 46.8 39.6 39.6 51.7 31.7 0.0 42.7 27.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.5 5.1 0.1 5,8 0.4 1,0 11.5 1.3 0.1 6.7 4.1 0,1 Delay (s)58.9 52.0 43.1 52.7 40.0 40.6 63.1 32.9 0.1 49.4 31.2 0.1 Level of Service E D D D D D EC A D C A Approach Delay (s)52.1 43.9 33.4 33.1 Approach LOS D D C C Intersection Summary HCM Average Control Delay 36.7 HCM Level of Service D HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s)112.2 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 Movement EBL EST EBR WBL WBT- WBR NBL NBT NBR SBL SBT SBR Lane Configurations r r tttt tttt r Volume (vph)296 372 148 275 401 680 174 2275 202 594 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1,00 1.00 0.85 1.00 1.00 0.85 1,00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prof)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 RTOR Reduction (vph)0 0 128 0 0 242 0 0 0 0 0 0 Lane Group Flow (vph)308 388 26 286 418 466 181 2370 210 619 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)8,0 19,2 19,2 13.8 25.0 25.0 11.0 41.0 115,0 17.0 47.0 115.0 Effective Green, g (s)8.0 19.2 19.2 13.8 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated gJC Ratio 0.07 0.17 0.17 0,12 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)239 591 264 412 769 344 328 2285 1583 507 2619 1583 v/s Ratio Prot c0.09 0.11 0.08 0.12 0.05 c0.37 c0.18 0.28 v/s Ratio Perm 0.02 c0.29 0.13 0.12 v/c Ratio 1.29 0.66 0.10 0.69 0.54 1.36 0.55 1.04 0.13 1.22 0.69 0.12 Uniform Delay, d1 53.5 44.8 40.6 48.6 39.9 45.0 49.6 37.0 0.0 49.0 28.1 0.0 Progression Factor 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 2.6 0.2 5.0 0.8 177.8 2.0 29.3 0.2 116.2 1.5 0.2 Delay (s)211.1 47.4 40.7 53.6 40.7 222.8 51.7 66.3 0,2 165.2 29.6 0.2 Level of Service F D D D D F D E A F C A Approach Delay (s)105.5 134,6 60.3 59,4 Approach LOS F F E E Intersection Summary HCM Average Control Delay 78.7 HCM Level of Service E HCM Volume to Capacity ratio 1.18 Actuated Cycle Length (s)115.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 98.5%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 f- Nt C k- 4\t i ir 4/ Lane Group EBL EBT EBR WBL ; WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations r VI ft r VI 1111 r jiiS mt r Volume {vph)125 284 87 292 270 465 138 1104 109 489 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)98 480 122 73 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0,89 0.89 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Adj. Flow (vph)140 319 98 328 303 522 155 1240 122 549 2585 126 Shared Lane Traffic ( %) Lane Group Flow (vph)140 319 98 328 303 522 155 1240 122 549 2585 126 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)13.0 22.0 22.0 22.0 31.0 31,0 13.0 39.0 0.0 32,0 58.0 0.0 Total Split ( %)11.3% 19.1% 19.1% 19.1% 27.0% 27.0% 11.3% 33.9% 0.0% 27.8% 50.4% 0.0% Maximum Green (s)7.0 16.0 16.0 16.0 25.0 25.0 7.0 33.0 26.0 52.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2,0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)7.0 14.4 14.4 14.7 22.1 22.1 7.0 36.5 112.2 22.6 52.1 112.2 Actuated gIC Ratio 0.06 0.13 0.13 0.13 0.20 0.20 0.06 0.33 1.00 0.20 0.46 1.00 v/c Ratio 0.66 0.71 0.34 0.73 0.44 0.75 0.72 0.59 0.08 0.80 0.88 0.08 Control Delay 67,5 56.2 12.3 57.4 41.4 12.9 71.8 34.1 0,1 52.4 32.0 0,1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.5 56.2 12.3 57.4 41.4 12.9 71.8 34.1 0.1 52.4 32,0 0.1 LOS E E B E D B E C A D C A Approach Delay 51.4 33.0 35.2 34.2 Approach LOS D C D C Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #1 4/17/2009 Lane Group EBL EBT ERR WBL WBT WBR NBL NBT NBR SBL SBT SBR Queue Length 50th (ft)53 119 0 120 101 25 59 227 0 199 498 0 Queue Length 95th (ft)94 166 47 168 143 136 107 272 0 253 547 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity (vph)213 501 308 490 790 726 215 2086 1583 789 2945 1568 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced vic Ratio 0.66 0.64 0.32 0.67 0.38 0.72 0.72 0.59 0.08 0.70 0.88 0.08 intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 112.2 Natural Cycle: 80 Control Type: Actuated - Uncoordinated Maximum vlc Ratio: 0.88 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 01 t 02 01 ' 04 4 , 06 4 \ 05 f 07 08 I. ... 3 °%4, O 1 . x x ''''' -..., , i. e`1 4f` - ni M-. RIMENSEENEMIN Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 0 C 1-- k-I + P r d Lane Group ESL EST ERR WBL WBT WBR Nit NBT NBR SBL SBT BR Lane Configurations V itt r vil II) 1111 rr iivil tilt r Volume (vph)296 372 148 275 401 680 174 2275 202 594 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0,850 0,850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0950 Satd. Flow (prat)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd, Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Right Turn on Red Yes Yes Yes Yes Satd, Flow (RTOR)154 309 130 158 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 Shared Lane Traffic (%) Lane Group Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10,0 10.0 10.0 10.0 10.0 10,0 10.0 Total Split (s)14.0 24.0 24.0 21.0 31.0 31.0 17.0 47.0 0.0 23.0 53.0 0.0 Total Split (%)12.2% 20.9% 20.9% 18.3% 27.0% 27.0% 14.8% 40.9% 0.0% 20.0% 46.1% 0.0% Maximum Green (s)8.0 18.0 18.0 15.0 25.0 25.0 11.0 41.0 17.0 47.0 Yellow Time (s)4.0 4.0 4,0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0,0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3,0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)8.0 19.2 19.2 13.8 25.0 25.0 11.0 41,0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.12 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Ratio 1.29 0.66 0.39 0.70 0.54 1.21 0.55 1.04 0.13 1.22 0.69 0.12 Control Delay 200.4 51.1 9.9 58.0 43.0 132.2 56.6 65.9 0.2 158.0 29.8 0.2 Queue Delay 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 0.0 Total Delay 200.4 51.1 9.9 58.0 43.0 132.2 56.6 65.9 0.2 158.0 29.8 0.2 LOS F D A E D F E E A F G A Approach Delay 97.7 90.8 60.3 57.8 Approach LOS F F E E Queue Length 50th (ft)150 144 0 105 145 450 67 550 0 290 318 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #1 4/17/2009 Lane Group EBL EBT EBR, - W8L WBT WBR NBL , NBT NBR SBL SBT SBR Queue Length 95th (ft)241 199 58 151 197 686 105 625 0 404 361 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity(vph)239 592 393 448 769 586 328 2285 1583 507 2619 1583 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.66 0.39 0.64 0.54 1.21 0.55 1.04 0.13 1.22 0.69 0.12 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 110 Control Type: Actuated - Uncoordinated Maximum v{c Ratio: 129 Intersection Signal Delay: 69.2 Intersection LOS: E Intersection Capacity Utilization 98.5%ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 ml t m2 03 11 " 04 06 4- m5 07 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 2 APPENDIX G CAPACITY ANALYSIS CALCULATIONS COMBINED 2015 CONDITIONS ACCESS PLAN #2 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 Movement E8L EST WBT WBR SBL BR Lane Configurations 1 1+ 1 tr r Volume (veh /h)71 785 981 31 17 108 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph)76 835 1044 33 18 115 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.85 vC, conflicting volume 1077 1612 522 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1077 1360 522 tC, single (s)4.1 6.9 7.0 tC, 2 stage (s) tF (s)2.2 3.5 3,3 p0 queue free %88 82 77 cM capacity (veh /h)643 103 497 Direction, Lane# `EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 . SB 1 B 2 Volume Total 76 418 418 522 522 33 18 115 Volume Left 76 0 0 0 0 0 18 0 Volume Right 0 0 0 0 0 33 0 115 cSH 643 1700 1700 1700 1700 1700 103 497 Volume to Capacity 0.12 0.25 0.25 0.31 0.31 0.02 0.18 0.23 Queue Length 95th (ft)10 0 0 0 0 0 15 22 Control Delay (s)11.3 0.0 0.0 0.0 0.0 0.0 47.1 14.4 Lane LOS B E B Approach Delay (s)0.9 0.0 18.9 Approach LOS C intersection Summary Average Delay 1.6 Intersection Capacity Utilization 44,4%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 1: Rio Road & Putt Putt Place Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 44 r fr Volume (veh /h)155 1052 1117 101 26 145 Sign Control Free Free Stop Grade 0% 0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph)170 1156 1227 111 29 159 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)977 pX, platoon unblocked 0.77 vC, conflicting volume 1338 2146 614 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1338 1894 614 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %67 10 63 cM capacity (veh /h)511 32 435 Direction, Lane #EB 1 EB 2 EB 3 WB 1 WB 2 WB' 3 SB 1 B 2 Volume Total 170 578 578 614 614 111 29 159 Volume Left 170 0 0 0 0 0 29 0 Volume Right 0 0 0 0 0 111 0 159 cSH 511 1700 1700 1700 1700 1700 32 435 Volume to Capacity 0.33 0.34 0.34 0.36 0.36 0.07 0.90 0.37 Queue Length 95th (ft)36 0 0 0 0 0 77 41 Control Delay (s)15.5 0.0 0.0 0.0 0.0 0.0 313.2 18.0 Lane LOS C F C Approach Delay (s)2,0 0.0 62.9 Approach LOS F Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 52.8%ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations pj r II r vi r 19 Volume (vph)35 802 17 14 994 79 12 1 2 73 5 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.86 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd, Flow (prat)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1605 Flt Permitted 0.12 1.00 1.00 0.25 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm)231 3539 1583 459 3539 1583 1770 1863 1583 1770 1605 Peak -hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)38 862 18 15 1069 85 13 1 2 78 5 60 RTOR Reduction (vph)0 0 10 0 0 29 0 0 2 0 50 0 Lane Group Flow (vph)38 862 8 15 1069 56 13 1 0 78 15 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, 0 (s)41,1 37.9 37,9 36.7 35,7 35,7 11.4 11.4 11.4 14.5 14,5 Effective Green, g (s)41.1 37.9 37.9 36.7 35.7 35.7 11.4 11.4 11.4 14.5 14.5 Actuated g/C Ratio 0.46 0.43 0.43 0.41 0.40 0.40 0.13 0.13 0.13 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)162 1510 676 204 1423 636 227 239 203 289 262 v/s Ratio Prot c0.01 0.24 0.00 c0.30 c0.01 0.00 c0.04 0.01 v/s Ratio Perm 0.10 0.00 0.03 0.04 0.00 v/c Rath 0.23 0.57 0.01 0.07 0.75 0.09 0.06 0.00 0.00 0.27 0.06 Uniform Delay, d1 15.6 19.3 14.7 15.9 22.7 16.5 34.0 33.7 33.7 32.5 31.4 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 0.7 0.5 0.0 0.2 2.3 0.1 0.5 0.0 0.0 2.3 0.4 Delay (s)16.4 19.8 14.7 16.0 25.0 16.5 34.5 33.8 33.7 34.8 31.8 Level of Service B BB BC B C C C C C Approach Delay (s)19.6 24.3 34.3 33.4 Approach LOS B C C C Intersection Summary HCM Average Control Delay 23.0 HCM Level of Service C HCM Volume to Capacity ratio 0.50 Actuated Cycle Length (s)88.8 Sum of lost time (s)24.0 Intersection Capacity Utilization 49.8%ICU Level of Service A Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Movement EBL EST EBR WBL WBT WBR NBL NBT NBR SBL SIB SBR Lane Configurations 11 ft r 14 tr 1 t r I I+ Volume (vph)100 1035 58 92 1153 176 109 30 63 163 30 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6,0 6.0 6.0 6.0 6,0 6,0 6,0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.89 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1664 Flt Permitted 0.09 1.00 1.00 0.14 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Said. Flow (perm)162 3539 1583 265 3539 1583 1770 1863 1583 1770 1664 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)102 1056 59 94 1177 180 111 31 64 166 31 76 RTOR Reduction (vph)0 0 34 0 0 47 0 0 55 0 64 0 Lane Group Flow (vph)102 1056 25 94 1177 133 111 31 9 166 43 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Actuated Green, G (s)53.8 46.1 46.1 50.6 44,5 44.5 16.1 16.1 16.1 18.1 18.1 Effective Green, g (s)53.8 46.1 46.1 50.6 44.5 44.5 16.1 16.1 16.1 18.1 18.1 Actuated gIC Ratio 0.49 0.42 0.42 0.46 0.40 0.40 0.15 0.15 0.15 0.16 0.16 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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)191 1478 661 205 1426 638 258 272 231 290 273 v/s Ratio Prot c0.04 0.30 0.03 c0,33 c0.06 0,02 c0.09 0.03 v/s Ratio Perm 0.22 0.02 0.19 0.08 0.01 v/c Ratio 0.53 0.71 0.04 0.46 0.83 0.21 0.43 0.11 0.04 0.57 0.16 Uniform Delay, d1 20.7 26.7 19.0 19.6 29.5 21.5 43.0 41.0 40.5 42.6 39.6 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 2.9 1.7 0.0 1.6 4.0 0.2 5.2 0.8 0.3 8.0 1.2 Delay (s)23.5 28.4 19.0 21,2 33.5 21.6 48.1 41.8 40.8 50.6 40.9 Level of Service C C B C C C D D D D D Approach Delay (s)27.5 31.2 44,9 46.8 Approach LOS C C D D Intersection Summary HCM Average Control Delay 32.0 HCM Level of Service C HCM Volume to Capacity ratio 0.67 Actuated Cycle Length (s)110.4 Sum of lost time (s)24.0 Intersection Capacity Utilization 68.1 %ICU Level of Service C Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fig)Page 2 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 f c k- 4 \t rA* 1 4/ Lane Group -EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT BR Lane Configurations 1 r il ff r 1 r vi t Volume (vph)35 802 17 14 994 79 12 1 2 73 5 56 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.862 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1606 0 Flt Permitted 0.124 0.246 0.950 0.950 Satd. Flow (perm)231 3539 1583 458 3539 1583 1770 1863 1583 1770 1606 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)18 49 2 60 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0,93 0.93 0.93 0.93 0,93 0.93 Adj. Flow (vph)38 862 18 15 1069 85 13 1 2 78 5 60 Shared Lane Traffic ( %) Lane Group Flow (vph)38 862 18 15 1069 85 13 1 2 78 65 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10,0 10.0 10.0 10.0 10.0 10,0 10.0 10.0 Total Split (s)12.0 66.0 66.0 12.0 66.0 66.0 17.0 17.0 17.0 20.0 20.0 0.0 Total Split ( %)10.4% 57.4% 57.4% 10.4% 57.4% 57.4% 14.8% 14.8% 14.8% 17.4% 17.4% 0.0% Maximum Green (s)6.0 60.0 60.0 6.0 60.0 60.0 11.0 11.0 11.0 14.0 14.0 Yellow Time (s)4,0 4.0 4.0 4,0 4.0 4.0 4,0 4.0 4,0 4.0 4.0 At -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)38,8 37.8 37.8 36.6 33.5 33.5 11.4 11.4 11,4 14.4 14.4 Actuated g/C Ratio 0.46 0.45 0.45 0.43 0.40 0.40 0.14 0.14 0.14 0.17 0.17 v/c Ratio 0.18 0.54 0.02 0.05 0.76 0.13 0.05 0.00 0,01 0.26 0.20 Control Delay 12.0 17.9 6.2 10.2 25.9 8.8 39.6 39.0 29.0 38.2 13.6 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 12.0 17.9 6.2 10.2 25.9 8.8 39.6 39.0 29.0 38.2 13.6 LOS BB A BC A 0 D C D B Approach Delay 17.4 24.5 38.2 27.0 Approach LOS 8 C 0 C Queue Length 50th (ft)10 154 0 4 274 13 7 1 0 40 2 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 Lane Group ESL EBT EBR WSL WEST WBR . NBL NBT . NBR SBL ' SBT. SBR Queue Length 95th (ft)24 262 12 13 346 40 26 6 7 92 42 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)220 2603 1169 296 2603 1177 239 251 216 304 326 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 0.17 0.33 0.02 0.05 0.41 0.07 0.05 0.00 0.01 0.26 0.20 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 84.2 Natural Cycle: 60 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.76 Intersection Signal Delay: 21.8 Intersection LOS: C Intersection Capacity Utilization 49.8%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square 44 02 S 06 i 03 04 17i• , .w'- , "':,:%::'1 I i 07- 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Lane.Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations vi atut r I r I r 11 T Volume (vph)100 1035 58 92 1153 176 109 30 63 163 30 74 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 0 250 100 0 175 200 0 Storage Lanes 1 1 1 1 1 1 1 0 Taper Length (ft)50 25 50 50 25 50 50 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 0.893 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)1770 3539 1583 1770 3539 1583 1770 1863 1583 1770 1663 0 Flt Permitted 0.087 0.142 0.950 0.950 Satd. Flow (perm)162 3539 1583 265 3539 1583 1770 1863 1583 1770 1663 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)59 79 64 76 Link Speed (mph)40 40 25 25 Link Distance (ft)825 977 656 624 Travel Time (s)14.1 16.7 17.9 17.0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph)102 1056 59 94 1177 180 111 31 64 166 31 76 Shared Lane Traffic (%) Lane Group Flow (vph)102 1056 59 94 1177 180 111 31 64 166 107 0 Turn Type pm +pt Perm pm +pt Perm Split Perm Split Protected Phases 7 4 3 8 2 2 6 6 Permitted Phases 4 4 8 8 2 Detector Phase 7 4 4 3 8 8 2 2 2 6 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10,0 10.0 10.0 Total Split (s)14.0 55.0 55.0 14.0 55.0 55.0 22.0 22.0 22.0 24.0 24.0 0.0 Total Split ( %)12.2% 47.8% 47.8% 12.2% 47.8% 47.8% 19.1% 19.1% 19.1% 20.9% 20.9% 0.0% Maximum Green (s)8.0 49.0 49.0 8.0 49.0 49.0 16.0 16.0 16.0 18.0 18.0 Yellow Time (s)4.0 4.0 4,0 4.0 4.0 4.0 4,0 4.0 4,0 4.0 4.0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0,0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes 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 Recall Mode None None None None None None Max Max Max Max Max Act Effct Green (s)52.3 46.1 46.1 50.7 43.2 43.2 16.1 16.1 16.1 18.1 18.1 Actuated g/C Ratio 0.48 0.42 0.42 0.46 0.40 0.40 0.15 0.15 0.15 0.17 0.17 Inc Rath 0.53 0,71 0.08 0.41 0.84 0.27 0.43 0.11 0.22 0.57 0.32 Control Delay 26.4 29.6 5.5 18.7 36.1 12.9 49.8 44.0 13.0 51.9 18.5 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 26.4 29.6 5.5 18.7 36.1 12.9 49.8 44.0 13.0 51.9 18.5 LOS CC A BD B D 0 8 0 8 Approach Delay 28.2 32.1 37.5 38.8 Approach LOS C C 0 0 Queue Length 50th (ft)35 330 0 32 386 45 75 20 0 113 19 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 3 Arden Place 3: Rio Road & Albemarle Square Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Late Group ESL EBT EBR WBL WBT ' WBR NBL NBT NBR SBL SBT SBR Queue Length 95th (ft)76 408 25 58 475 94 135 50 40 190 72 Internal Link Dist (ft)745 897 576 544 Turn Bay Length (ft)250 250 100 175 200 Base Capacity (vph)196 1596 746 235 1596 757 261 274 288 293 339 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 0.52 0.66 0.08 0.40 0.74 0.24 0.43 0.11 0.22 0.57 0.32 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 109.1 Natural Cycle: 65 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 31.5 Intersection LOS: C Intersection Capacity Utilization 68.1 %ICU Level of Service C Analysis Period (min) 15 Splits and Phases: 3: Rio Road & Albemarle Square f 02 08 ir 03 1,1 1 s'. =gin,1 9$ ''` V07 1-- 08 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 4 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #2 4117/2009 Movement 'EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SST SBR Lane Configurations VI j1 r vivi r 111 tilt In tttt r Volume (vph)125 284 87 292 270 465 138 1104 109 489 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 1.00 1.00 0.85 1,00 1.00 0.85 1,00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Fit Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Peak -hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph)140 319 98 328 303 522 155 1240 122 549 2585 126 RTOR Reduction (vph)0 0 85 0 0 385 0 0 0 0 0 0 Lane Group Flow (vph)140 319 13 328 303 137 155 1240 122 549 2585 126 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)7.0 14.4 14.4 14.7 22.1 22.1 7.0 36.5 112.2 22.6 52.1 112.2 Effective Green, g (s)7,0 14,4 14.4 14,7 22.1 22.1 7.0 36.5 112,2 22.6 52,1 1121 Actuated gIC Ratio 0.06 0.13 0.13 0.13 0.20 0.20 0.06 0.33 1.00 0.20 0.46 1.00 Clearance Time (s)6.0 6,0 6,0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)212 450 201 450 697 312 214 2085 1583 685 2947 1568 vls Ratio Prot 0.04 c0.09 c0.10 0.09 0.05 c0.19 0.16 c0.41 v/s Rath Perm 0.01 0.09 0.08 0.08 v/c Ratio 0.66 0.71 0.06 0.73 0.43 0.44 0.72 0.59 0.08 0.80 0.88 0.08 Uniform Delay, d1 51.4 46,9 43.0 46.8 39.6 39.6 51.7 31.7 0.0 42.7 27,2 0,0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.5 5.1 0.1 5.8 0.4 1.0 11.5 1.3 0.1 6,7 4.1 0.1 Delay (s)58.9 52.0 43.1 52.7 40.0 40.6 63.1 32.9 0.1 49.4 31.2 0.1 Level of Service E D D D D D EC A DC A Approach Delay (s)52.1 43.9 33.4 33.1 Approach LOS D D C C Intersection Summary HCM Average Control Delay 36.7 HCM Level of Service D HCM Volume to Capacity ratio 0.77 Actuated Cycle Length (s)112.2 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Movement EBL . EBT EBR W8L WBT WBR NSL NBT NBR SBL SST SBR Lane Configurations VI r 9 r tttt r Pi) tttt r Volume (vph)296 372 148 275 401 680 174 2275 202 594 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Fri 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1,00 0.85 1.00 1.00 0,85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 RTOR Reduction (vph)0 0 128 0 0 242 0 0 0 0 0 0 Lane Group Flow (vph)308 388 26 286 418 466 181 2370 210 619 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Actuated Green, G (s)8.0 19.2 19.2 118 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Effective Green, g (s)8.0 19.2 19.2 13.8 25.0 25.0 11.0 41.0 115.0 17.0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.12 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 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 Lane Grp Cap (vph)239 591 264 412 769 344 328 2285 1583 507 2619 1583 v/s Ratio Prot c0.09 0.11 0.08 0.12 0.05 e0.37 c0.18 0.28 v/s Ratio Perm 0.02 c0.29 0.13 0.12 v/c Ratio 1.29 0.66 0.10 0.69 0.54 1.36 0.55 1.04 0.13 1.22 0.69 0.12 Uniform Delay, d1 53.5 44.8 40.6 48.6 39.9 45.0 49.6 37.0 0.0 49.0 28.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 157.6 2.6 0.2 5.0 0.8 177.8 2.0 29.3 0.2 116.2 1.5 0.2 Delay (s)211.1 47.4 40.7 53.6 40.7 222.8 51.7 663 0.2 165.2 29.6 0.2 Level of Service F D D D D F D E A F C A Approach Delay (s)105.5 134.6 60.3 59.4 Approach LOS F F E E Intersection Summary HCM Average Control Delay 78.7 HCM Level of Service E HCM Volume to Capacity ratio 1.18 Actuated Cycle Length (s)115.0 Sum of lost time (s)24.0 Intersection Capacity Utilization 98.5%ICU Level of Service F Analysis Period (min)15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 I*t` 1-4\t P 4' d Lane Group BBL ' EST EBR WBL WBT WBR NBL NET NBR SBL SBT SBR Lane Configurations V 44 r vivi r Iv1 tttt r iivi tttt r Volume (vph)125 284 87 292 270 465 138 1104 109 489 2301 112 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prat)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3400 3505 1568 3433 3539 1583 3433 6408 1583 3400 6346 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)98 480 122 73 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Heavy Vehicles ( %)3% 3% 3% 2% 2% 2% 2% 2% 2% 3% 3% 3% Adj. Flow (vph)140 319 98 328 303 522 155 1240 122 549 2585 126 Shared Lane Traffic ( %) Lane Group Flow(vph)140 319 98 328 303 522 155 1240 122 549 2585 126 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)13.0 22.0 22.0 22.0 31,0 31.0 13.0 39,0 0,0 32.0 58.0 0.0 Total Split ( %)11.3% 19.1% 19.1% 19.1% 27.0% 27.0% 11.3% 33.9% 0.0% 27.8% 50.4% 0.0% Maximum Green (s)7,0 16,0 16.0 16.0 25.0 25.0 7,0 33.0 26.0 52.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All -Red Time (s)2.0 2.0 2,0 2.0 2.0 2,0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6,0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)7.0 14.4 14.4 14.7 22.1 22.1 7.0 36.5 112.2 22.6 52.1 112.2 Actuated g/C Ratio 0.06 0.13 0.13 0.13 0.20 0.20 0.06 0.33 1.00 0.20 0.46 1.00 v/c Ratio 0.66 0.71 0.34 0.73 0.44 0.75 0.72 0.59 0.08 0.80 0.88 0.08 Control Delay 67.5 56.2 12.3 57,4 41.4 12.9 71.8 34.1 0.1 52.4 32.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 67.5 56.2 12,3 57.4 41.4 12,9 71.8 34.1 0.1 52.4 32,0 0.1 LOS E E B ED BE C A DC A Approach Delay 51.4 33.0 35,2 34,2 Approach LOS D C D C Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) AM Peak Hour Access Plan #2 4/17/2009 C 4 4. 4 \t l'J 4/ Lane: Group „EEL EBT EBR WSL WBT WBR NBL NV NBR SBL SBT SBR Queue Length 50th (ft)53 119 0 120 101 25 59 227 0 199 498 0 Queue Length 95th (ft)94 166 47 168 143 136 107 272 0 253 547 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity (vph)213 501 308 490 790 726 215 2086 1583 789 2945 1568 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Gap Reductn 0 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 0 Reduced vie Ratio 0.66 0.64 0.32 0.67 0.38 0.72 0.72 0.59 0.08 0.70 0.88 0.08 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 112.2 Natural Cycle: 80 Control Type: Actuated - Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 35.7 Intersection LOS: D Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min) 15 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 t01I o2 c 03 0 ' 04 I 4— 06 1 05 07 o8 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fig)Page 2 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 1I Lane Group EBL EST EBR WBL WBT WBR NBL N8T NBR SBL SST SBR Lane Configurations 111 44 r VI ft j 1' Mt r vil tut r Volume (vph)296 372 148 275 401 680 174 2275 202 594 1745 185 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft)250 150 255 135 460 315 288 321 Storage Lanes 2 1 2 1 2 1 2 1 TaperLength(ft)140 100 150 100 145 193 184 100 Lane Util. Factor 0.97 0.95 1.00 0.97 0.95 1.00 0.97 0.86 1.00 0.97 0.86 1.00 Frt 0,850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm)3433 3539 1583 3433 3539 1583 3433 6408 1583 3433 6408 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR)154 309 130 158 Link Speed (mph)40 40 45 45 Link Distance (ft)786 825 891 819 Travel Time (s)13.4 14.1 13.5 12.4 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 Shared Lane Traffic ( %) Lane Group Flow (vph)308 388 154 286 418 708 181 2370 210 619 1818 193 Turn Type Prot Perm Prot Perm Prot Free Prot Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 Free Free Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s)4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)10.0 10.0 10,0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s)14.0 24.0 24.0 21.0 31.0 31.0 17.0 47.0 0.0 23.0 53.0 0.0 Total Sprit (°/a)12.2% 20.9% 20.9% 18.3% 27.0% 27.0% 14.8% 40.9% 0.0% 20.0% 46.1% 0.0% Maximum Green (s)8.0 18.0 18.0 15.0 25.0 25.0 11.0 41.0 17.0 47.0 Yellow Time (s)4.0 4.0 4.0 4.0 4.0 4,0 4.0 4.0 4.0 4,0 All -Red Time (s)2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 Lead /Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead -Lag Optimize?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s)8.0 19.2 19.2 13.8 25.0 25.0 11,0 41.0 115.0 17,0 47.0 115.0 Actuated g/C Ratio 0.07 0.17 0.17 0.12 0.22 0.22 0.10 0.36 1.00 0.15 0.41 1.00 v/c Ratio 129 0,66 0.39 0.70 0.54 1.21 0.55 1.04 0.13 1.22 0.69 0.12 Control Delay 200.4 51.1 9.9 58.0 43.0 132.2 56.6 65.9 0.2 158.0 29.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 200.4 51.1 9.9 58.0 43.0 132.2 56.6 65.9 0.2 158.0 29.8 0.2 LOS F D A E D F E E A F C A Approach Delay 97.7 90.8 60.3 57.8 Approach LOS F F E E Queue Length 50th (ft)150 144 0 105 145 450 67 550 0 290 318 0 Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 1 Arden Place 2: Rio Road & US 29 Combined (2015) PM Peak Hour Access Plan #2 4/17/2009 Lane Group ESL EST EBR WBL WBT ' WBR ' NBL NBT NBR SBL SST SBR Queue Length 95th (ft)241 199 58 151 197 686 105 625 0 404 361 0 Internal Link Dist (ft)706 745 811 739 Turn Bay Length (ft)250 150 255 135 460 315 288 321 Base Capacity (vph)239 592 393 448 769 586 328 2285 1583 507 2619 1583 Starvation Cap Reductn 0 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 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 1.29 0.66 0.39 0.64 0.54 1.21 0.55 1.04 0.13 1.22 0.69 0.12 Intersection Summary Area Type:Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 110 Control Type: Actuated - Uncoordinated Maximum vie Ratio: 1,29 Intersection Signal Delay: 69.2 Intersection LOS: E Intersection Capacity Utilization 98.5%ICU Level of Service F Analysis Period (min) 15 Volume exceeds capacity, queue is theoretically infinite, Queue shown is maximum after two cycles. 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: Rio Road & US 29 1 m6 m5 m7 08sh\ Sat i Lanes, Volumes, Timings Synchro 7 - Report RKAR (fjg)Page 2 APPENDIX H SIGNAL WARRANT ANALYSIS 04/20/09 16:53:36 WARRANTS/TEAPAC[Ver 2.00.10] - Warrant Analysis for Traffic Signal Conditions Used for Warrant Analysis 2000 MUTCD Intersection # 1 RIo Road and Putt Putt Place* Major Street Direction EastWest Number of Lanes in North-South direction 1 Number of Lanes in East-West direction 2 Approach speed on major street is greater than 40 mph No Isolated community has population less than 10,000 No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to improve conditions No Number of accidents correctable by a signal 0 STOP sign delay for minor approach (hours)0 Warrant lA Analysis - 8-Hour Minimum Vehicular Volume Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 150 Major Volume 2045 2390 2150 2072 2132 1790 2159 1947 600 Warrant Met?No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes WARRANT lA IS NOT MET « Warrant 1B Analysis - 8-Hour Interruption of Continuous Traffic Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 75 Major Volume 2045 2390 2150 2072 2132 1790 2159 1947 900 Warrant Met?No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes WARRANT 1B IS NOT MET « Warrant lA Analysis 80%) 8-Hour Minimum Vehicular Volume Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 120 Major Volume 2045 2390 2150 2072 2132 1790 2159 1947 480 Warrant Met?No No No No No No No No 8 Number of 1-hour periods meeting the warrant 0 04/20/09 16:53:36 WARRANTS/TEAPAC[Ver 2.00.10] - Warrant Analysis for Traffic Signal Warrant 1B Analysis 80%) 8-Hour Interruption of Continuous Traf Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 60 Major Volume 2045 2390 2150 2072 2132 1790 2159 1947 720 Warrant Met? Yes No No No No No No No 8 Number of 1-hour periods meeting the warrant 1 Warrant 1C Analysis - 8-Hour Combination of Warrants 80% of Warrants lA and 1B are met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce delays No WARRANT 1C IS NOT MET « Warrant 2 Analysis - 4-Hour Vehicular Volume Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 Minor Reqrmt 80 80 80 80 80 80 80 80 Warrant Met?No No No No No No No No 4 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes WARRANT 2 IS NOT MET « Warrant 3A Analysis - Peak Hour Delay Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 100 Major Volume 2106 2447 2206 2125 2184 1840 2207 1994 650 Warrant Met?No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes STOP sign delay for minor approach (must exceed 4 hours)0 WARRANT 3A IS NOT MET « 04/20/09 16:53:36 WARRANTS/TEAPAC[Ver 2.00.10] Warrant Analysis for Traffic Signal Warrant 3B Analysis - Peak Hour Volume Start Time 1400 1600 1700 1200 1800 800 1500 1300 Req. Minor Volume 61 57 56 53 52 50 48 47 Minor Reqrmt 100 100 100 100 100 101 100 100 Warrant Met?No No No No No No No No 1 Number of 1-hour periods meeting the warrant 0 Signal will not seriously disrupt progressive traffic flow Yes WARRANT 3B IS NOT MET « Warrant 7 Analysis - Crash Experience 80% of Warrant lA or 1B is met No Signal will not seriously disrupt progressive traffic flow Yes Trials of other remedies have failed to reduce accidents No Number of accidents correctable by a signal must exceed 4)0 WARRANT 7 IS NOT MET «