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ZMA201800003 Study 2019-01-07
TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. To: Kevin McDermott (Albemarle County) From: Steve Schmidt, PE, PTOE RE: Southwood Traffic Analysis Date: January 7, 2019 Copy: Craig Kotarski, PE, LEED AP (Timmons Group) 1001 Boulders Parkway P 804.200.6500 Suite 300 F 804.560.1016 Richmond, VA 23225 www.timrtans.aom �Q1ti�'uy OF L r I-3-f1 CZ STLPHEN O. SCIINMT 9 1,ic. No. 0499A5 Timmons Group has performed a revised traffic analysis in support of the rezoning application for the redevelopment of Southwood. The original analysis was submitted on October 24, 2018 and VDOT issued comments on December 20, 2018. This revised analysis incorporates those comments along with a revision to the proposed development. The analysis was completed to determine the impact of the traffic generated by the proposed development on the surrounding roadway network. The site is located south of Route 631(Old Lynchburg Road) and bifurcated by Hickory Street in Albemarle County, Virginia. See Figure 1 for the site location (all Figures are located at the end of the report). The scope of this analysis was developed at two (2) scoping meetings held with Albemarle County and Virginia Department of Transportation (VDOT) representatives. A copy of the original scoping agreement is included in Appendix A. At a subsequent meeting, the Sunset Avenue intersection, the 1-64 interchange ramps and the background developments were added to the scope of the study. As noted above, VDOT issued comments on December 20, 2018 and a response to those comments is included in Appendix A. Background Information The site is currently occupied by 341 existing mobile home units. The proposed development will occur in the following two phases: - Phase 1: o The existing 341 mobile home units will remain 0 300 new dwelling units consisting of: 270 apartments/townhomes 30 single family units 0 50,000 S.F. of commercial space Assumed as 25,000 S.F. of office space and 25,000 S.F. of retail space Phase 2: o The existing 341 mobile home units will be replaced by 500 new dwelling units for a net increase of 159 dwelling units consisting of: 143 apartments/townhomes • 16 single family units Southwood — Traffic Analysis 400064 January 7, 2019 Page 2of18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. As discussed and detailed below, the traffic counts indicate the existing mobile homes generate traffic comparable to typical apartment units and therefore the traffic removed by the removal of the 341 mobile homes was assumed to be equal to the traffic generated by the addition of 341 new apartments units. Primary access to the site will be provided by the existing Route 631/Hickory Street intersection, with no new connections to Route 631. Secondary access would be provided by Hickory Street to Stagecoach Road to Route 631. For purposes of this analysis the completion of Phase 1 was assumed in 2024 and Phase 2 in 2030. In accordance with the scoping meeting, this analysis includes the following intersections: 1. Route 631 (Old Lynchburg Road)/Hickory Street (unsignalized); 2. Route 631 (Old Lynchburg Road)/Sunset Avenue Extended (unsignalized); 3. Route 631 (5th Street Extended)/Old Lynchburg Road (unsignalized); 4. Route 631 (5th Street Extended)/Stagecoach Road (unsignalized); 5. Route 631 (5th Street Extended)/1-64 EB Ramps (signalized); and 6. Route 631 (5th Street Extended)/1-64 WB Ramps (signalized). The analysis looks at the study intersections under 2018 existing conditions, 2024/2030 Background Traffic conditions and 2024/2030 Total Traffic conditions. The 2024/2030 Background Traffic conditions consist of the following: Existing traffic volumes (2018). 1% annual growth in traffic, compounded annually. The traffic growth was applied to the mainline Route 631 movements only. Traffic from other approved developments (all developments are assumed to be completed by 2024): a. Whittington (40 single-family D.U. and 4 multi -family D.U); b. Wintergreen Farms (69 single-family D.U.); c. Timberland Park (80 multi -family D.U.); d. Sunset Overlook (35 single-family D.U.); e. Royal Fern (26 single-family D.U. and 30 multi -family D.U.); f. Fifth Street Place (116 multi -family D.U.); g. Brookdale (96 multi -family D.U.); h. 5th Street Development (27,500 SF commercial retail); and i. Region Ten Women's Shelter (7,900 SF commercial retail). The 2024/2030 Total Traffic conditions includes the 2024/2030 Background Traffic volumes and the traffic that will be generated by the proposed Southwood development. Existin.g Roadway Network Old Lynchburg Road/51h Street Extended (Route 631) is a 4-lane divided major collector at Hickory Street and transitions to a minor arterial roadway east of Country Green Road. Old Lynchburg Road has a posted 45 MPH speed limit. For the purpose of this study, Old Lynchburg Road was assumed to run east -west. Southwood — Traffic Analysis 400064 January 7, 2019 Page 3of18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. A westbound left turn lane is provided at the intersection of Old Lynchburg Road/Hickory Street and extra pavement provides an eastbound de -facto right turn lane. Hickory Street is a 2-lane undivided local roadway with a posted 25 MPH speed limit. The road connects Old Lynchburg Road from the southeast to 5t" Street Extended in the northeast. The existing roadway geometry is shown on Figure 2. Existing Traffic Volumes Existing AM and PM peak hour traffic volumes were collected in February and April 2018. The raw traffic data is included in Appendix B and the peak hours are shown on Figure 3. The counts indicate the AM peak hour occurs from 7:30-8:30 AM, and the PM peak hour occurs from 5:00- 6:00 PM. Existing Traffic Capacity Analysis Capacity analyses were performed to assess traffic conditions for each of the analysis scenarios. The analysis includes delay, level of service, and 95t" percentile queuing. The intersections were analyzed using SYNCHRO Version 9.1 based on HCM 2010 methodologies with the following assumptions: • The peak hour factor (PHF) for the overall intersection was obtained from the turning movement counts (see Appendix B); • Heavy vehicle percentages for each movement based on the collected traffic data; and • All other software defaults remain unchanged. The existing capacity analysis was performed based on the existing lane use shown on Figure 2 and the existing peak hour counts shown on Figure 3. The results of the analysis are summarized in Table 1 and the analysis worksheets are contained in Appendix C. Southwood - Traffic Analysis January 7, 2019 Page 4 of 18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Table 1: Intersection Level of Service, Delay, and Queue Summary for 2018 Existing Traffic Conditions Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay ea y (sec/veh) LOS HCM 2010 95th Percentile Queue Length ft Delay95th (sec/veh) LOS HCM 2010 Percentile Queue Le ft 1. Old Lynchburg Road (EB-WB) at Hickory Street (NB) Unsignalized EB Thru t t -- t t -- EB Right t t -- t t -- EBApproach t t -- t t -- WB Left 300 1 8.3 1 A 3 7.6 A 5 WB Thru t t -- t t -- WBApproach 2.6 A -- 2.0 A -- NB Left -Right 10.9 B 15 9.5 A 8 ABApproach 10.9 B -- 9.5 A -- 2. Old Lynchburg Road (EB-WB) at Church Entrance (NB) Sunset Avenue Ed. (SB) Unsignalized EB Left 275 7.5 A 0 8.0 A 0 EB Thru-Right t t -- t t -- EBApproach 0.3 A -- 0.6 A -- WB Left 300 8.1 A 0 7.6 A 0 WB Thru t t -- t t -- WB Right 363 t t -- t t -- WBApproach 0.7 A -- 0.1 A -- NB L-T-R 12.0 B 0 11.3 B 0 AOApproach 12.0 B -- 11.3 B -- SB L-T-R 21.0 C 103 15.8 C 35 SBApproach 21.0 C -- 15.8 C -- 3. Old Lynchburg Road (EB)/ Sth Street Extended (WB) at County Complex (NB) Old Lynchburg Road (SB) Unsignalized EB Left 300 7.8 A 3 8.3 A 3 EB Thru t t -- t t -- EB Right 115 t t -- t t -- ESApprca h 0.6 A -- 0.7 A -- WB Left 300 9.2 A 8 7.8 A 0 WE Thru t t -- t t -- WB Right 325 t t -- t t -- WBApproach SJ A -- 0.2 A -- NB Thru-Left 24.3 C 0 16.0 C 0 NB Right 250 10.4 B 0 9.3 A 5 ABApproach 16.0 C -- 9.5 A -- SB Left 250 47.7 E 133 28.9 D 73 SB Thru-Right 10.3 B 3 10.2 B 5 SBApproach 45.4 E -- 24.3 C -- 4. 5th Street Extended (EB-WB) at Stagecoach Road (NB) Apartment Complex (SB) Unsignalized EB Left 250 8.1 A 0 9.3 A 0 EB Thru t t -- t t -- EB Right 250 t t -- t t -- ESApproach 8.1 A -- 0.0 A -- WB Left 315 11.3 B 30 9.0 A 15 WE Thru t t -- t t -- WB Right 225 t t -- t t -- WBApproach 4.2 A -- 1.6 A -- NB Thru-Left 59.6 F 3 45.1 E 3 NB Right 125 14.6 B 45 11.3 B 25 A/BApproach 15.0 C I -- I 119 B -- SB L-T-R 62.4 F 8 331.3 F 180 5BApproach 62.4 F -- 331.3 F -- 5. 5th Street Extended (EB-WB) at I-64 EB Off-Ramp(SB) Signalized EB Thru 35.1 D #483 25.0 C 243 EB Thru-Right 35.3 D D C - 25.1 C - EBApproach 351 -- 25.0 C -- WB Left 238 22.4 188 17.1 B 275 WB Thru 11.0 B e F 75 9.1 A 85 WBApproach 14.9 -- 11.1 B -- SB L-T-R 187.6 735 #50.9 3 F #846 5BApproach 187.E F -- 350.9 F -- Overall 74.9 E -- 120.2 F -- 6. Sth Street Extended (EB-WB) at I-64 WB Off-Ramp(NB) Signalized EB Left 138 8.8 A m105 10.5 B m61 EB Thru 0.2 A m141 0.3 A m117 EBApproach 2.5 A -- 2.2 A -- WB Thru 16.6 B 148 15.7 B 231 WB Right 85 23.2 C 63 28.3 C 226 WBApproach 19.6 B -- 21.1 C -- NB Left-Thru 32.8 C 162 31.9 C 150 NB Right LMT 212.5 F #372 67.4 E 140 Af?Alpproachl 159.1 F -- 54.9 D -- Overall 1 42.0 D -- 20.3 C -- t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. HCM 2010 reports queues in number of vehicles. Queues shown are in feet, assuming 25' average vehicle length. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m - Volume for 95th percentile queue is metered by upstream signal. Southwood — Traffic Analysis January 7, 2019 Page 5 of 18 d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. As shown in Table 1, each of the movements at the Old Lynchburg Road/Hickory Street intersection operates at Level of Service (LOS) B or better during both peak hours with minimal to no queueing. With the exception of the southbound left, each of the movements at the 5th Street Extended/Old Lynchburg Road intersection operates at LOS C or better during both peak hours with minimal to no queueing. The southbound left turn operates at LOS E in the AM peak hour and LOS D in the PM peak hour. With the exception of the northbound thrudeft movement and southbound approach, each of the movements at the 51h Street Extended/Stagecoach Road intersection operates at LOS B or better during both peak hours with minimal to no queueing. The northbound thrudeft movement and southbound approach operate at LOS E or F in one or both peak hours. It is important to note that these are very low volume movements; the queues associated with the LOS E and F are a maximum of 28 feet, or just over one car length. The 1-64 EB ramps currently operate at an overall LOS E during the AM peak hour and overall LOS F during the PM peak hour. The 1-64 WB ramps operate at an overall LOS D during the AM peak hour and an overall LOS C during the PM peak hour. 2024 Background Traffic Volumes Nine (9) approved developments were included in the background traffic volumes for 2024. The background site locations, trip generation, and traffic distributions for the nine (9) approved developments are included in Appendix D. The combined, anticipated traffic from all nine (9) approved background developments is shown on Figure 4. A 1% annual growth rate has been applied to all mainline movements only on Old Lynchburg Road/5th Street Extended over a six -year period (2018 to 2024) to account for growth not included in the approved background developments. The resulting 2018 existing + growth traffic volumes are shown on Figure 5. Figure 4 and Figure 5 were then summed to result in the 2024 total background traffic volumes, shown on Figure 6. 2024 Background Traffic Capacity Analysis The capacity of the study intersections under 2024 background traffic conditions was analyzed using the methodologies discussed above, the existing lane geometries shown on Figure 2, the total background volumes shown on Figure 6, the existing PHF, and the existing heavy vehicle percentages. The results of the analysis are summarized in Table 2 and the analysis worksheets are contained in Appendix E. Southwood - Traffic Analysis January 7, 2019 Page 6 of 18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Table 2: Intersection Level of Service, Delay, and Queue Summary for 2024 Background Traffic Conditions Intersection and Type of Control Movement and Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay (sec/veh) LOS HCM 2010 95th Percentile Queue Length ft Delay (sec/veh) LOS HCM 2010 95th Percentile Queue Le ft 1. Old Lynchburg Road (EB-WB) at Hickory Street (NB) Unsignalized EB Thru t t -- t t -- EB Right t t -- t t -- EBApproach t t -- t t WB Left 300 8.4 1 A 1 3 7.7 1 A 5 WB Thru t t -- t t -- WBApproach 2.3 A -- 1.8 A -- NB Left -Right 11.2 B 15 9.7 A 8 ABAppro ch 11.2 B -- 9.7 A -- 2. Old Lynchburg Road (EB-WB) at Church Entrance (NB) Sunset Avenue Ext. (SB) Unsignalized EB Left 275 7.5 A 0 8.1 A 0 EB Thru-Right t t -- t t -- SYAPProach a3 A -- 0.5 A -- WB Left 300 8.1 A 0 7.6 A 0 WB Thru t t -- t t -- WB Right 363 t t -- t t -- WBApproaM 0.6 A -- 0.1 A -- NB L-T-R 12.1 B 0 12.0 B 0 A/BAPProach 12.1 B -- 12.0 B -- SB L-T-R 31.8 D 185 21.0 C 65 SBAppro ch 31.8 D -- 21.0 C -- 3. Old Lynchburg Road (EB)/ Sth Street Extended (WB) at County Complex (NB) Old Lynchburg Road (SB) Unsignalized EB Left 300 9.0 A 5 10.4 B 5 EB Thru t t -- t t -- EB Right 115 t t -- t t -- EBAppro ch 0.7 A -- 0.9 A -- WB Left 300 9.6 A 8 8.0 A 0 WB Thru t t -- t t -- WB Right 325 t t -- t t -- WBApprroach 1.2 A -- 0.1 A NB Thru-Left 38.4 E 3 26.2 D 0 NB Right 250 10.8 B 0 9.5 A 5 AVApproach 18.8 C -- 10.1 B -- SBLeft 250 386.6 F 630 202.4 F 389 SB Thru-Right 10.4 B 3 10.8 B 8 SBApproach 368.4 F -- 166.6 F -- 4. Sth Street Extended (EB-WB) at Stagecoach Road (NB) Apartment Complex (SB) Unsignalized EB Left 250 8.6 A 0 10.6 B 0 EB Thru t t -- t t -- EB Right 250 t It -- t t -- EBAppro ch 0.0 A -- 0.1 A -- WB Left 315 14.1 B 45 10.0 A 1 18 WB Thru t t -- t t -- WB Right 225 t t -- t t -- WBApproach 4.0 A -- 1.3 A NB Thru-Left 133.9 F 5 93.0 F 5 NB Right 125 18.9 C 1 63 12.8 B 30 ABApproaM 20.0 C -- 14.1 B -- SB L-T-R 80.3 F 23 1508.8 F 335 SBAPP1060h 80.3 F -- 1508.8 F -- 5. Sth Street Extended (EB-WB) at I-64 EB Off-Ramp(SB) Signalized EBThru 95.5 F #695 34.9 C #393 EBThru-Right 100.4 F - 35.1 D - EBAppro ch 97.9 F -- 35.0 C -- WB Left 238 32.8 C 216 30.0 C #350 WB Thru 11.7 B 134 10.0 A 233 WBApproaM 18.1 1 B 1 -- 16.7 B -- SB L-T-R 267.1 F #862 474.4 F #1008 SBApproech 267.1 F -- 474.4 F -- Overall 121.7 F -- 152.8 F -- 6. 5th Street Extended (EB-WB) at I-64 WB Off-Ramp(NB) Signalized EB Left 138 10.5 B m129 15.7 B m88 EB Thru 0.1 A m127 0.2 A m123 EBAPProach 2.8 A -- 3.3 A -- WB Thru 20.2 C 215 17.9 B 362 WB Right 85 30.4 1 C 1 147 37.1 D #442 WBAPProach 24.5 C -- 25.6 C -- NB Left-Thru 36.4 D 201 36.0 D 206 NB Right LMT 277.6 F #485 99.7 F #249 ABApproach 200.2 F -- 74.1 E -- Overall 51.1 D -- 26.1 1 C I-- t SYNCHRO does not provide level of service or delay for unsignalized movements with no con0icbng volumes. HCM 2010 reports queues in number of vehicles. Queues shown are in feet, assuming 25' average vehicle length. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m - Volume for 95th percentile queue is metered by upstream signal. Southwood — Traffic Analysis 400064 January 7, 2019 Page 7of18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. As shown in Table 2, each of the movements at the study intersections are expected to operate at similar LOS and queueing to the existing conditions. The 95t" percentile queue for the southbound left at the 5tn Street Extended/Old Lynchburg Road intersection exceeds the extents of the storage length during both the AM and PM peak hours due to the increases in traffic related to the nine (9) approved background developments. The 1-64 ramps will continue to operate at deteriorating levels of service with the addition of the approved background development traffic. The ramp signal timings were held under existing conditions, with no optimizations. The analysis indicates that if the approved background development traffic and 1% annual growth rate occur as forecasted, improvements will be needed along the corridor. Capacity improvements will be required at the majority of study intersections. Phase 1 (2024) - Proposed Development Trip Generation and Distribution As noted above, the proposed Phase 1 development will contain 300 new dwelling units consisting of 270 apartments/townhomes, and 30 single family units. Additionally, Phase 1 will contain 50,000 S.F. of commercial space which was assumed to be split evenly at 25,000 S.F. of office space and 25,000 S.F. of retail space. The trips that will be generated by the proposed Southwood development were estimated using the rates/equations in ITE's Trip Generation Manual, 10th edition and are shown on Table 3. As shown in Table 3, Phase 1 will generate 223 AM peak hour trips (93 in and 130 out), 301 PM peak hour trips (161 in and 140 out), and 3,564 average daily trips. The trips generated by the proposed development were distributed to the roadway network based on the existing travel patterns, the nature of the use, and the previously completed traffic studies. The following residential directional distributions were assumed: - To/From the East on Route 631 (Old Lynchburg Road/5t" Street Extended) — 90% - To/From the North on Old Lynchburg Road —10% The following commercial/retail directional distributions were assumed: - To/From the East on Route 631 (Old Lynchburg Road/5t" Street Extended) — 90% - To/From the North on Old Lynchburg Road — 5% - To/From the West on Old Lynchburg Road — 5% The directional distributions were then applied to the study intersection as shown on Figure 7 for the residential portion and Figure 8 for the commercial portion. The site trip distribution percentages shown on Figures 7 and 8 were applied to the trip generation shown in Table 3 to distribute the Phase 1 new trips to the surrounding roadway network. The resulting Phase 1 site -generated trips are shown in Figure 9. Southwood — Traffic Analysis January 7, 2019 Page 8 of 18 Table 3: Phase 1 Site Trip Generation d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Phase 1 Residential(') Apartments/Townhomes 220(2) 270 D.U. 2,000 28 95 123 90 53 143 Single Family 210 30 D.U. 343 7 19 26 20 12 32 Residential Subtotal 300 D.U. 2,343 35 114 149 110 65 175 Commercial Retail 820 25,000 S.F. 944 15 9 24 46 49 95 Office 710 25,000 S.F. 277 43 7 50 5 26 31 Commercial Subtotal 50,000 S. F. 1,221 58 16 74 51 75 126 Phase 1 Total(3) 3,564 93 130 223 161 140 301 Phase 2 Residential (4) Apa rtme nts/Tow n homes 220(2) 143 D.U. 1,040 15 52 67 51 30 81 Single Family 210 16 D.U. 193 4 12 16 11 6 17 Residential Subtotal 159 D.U. 1,233 19 64 83 62 36 98 Phase 2 Total 1,233 19 64 83 62 36 98 Southwood Total (Phase 1 + Phase 2) 4,797 112 194 306 223 176 399 Source: ITE Trip Generation, 10th Edition. 1. Residential trip generation assumes 10% of the units will be single family dwelling units. All others will be apart ments/townhomes. 2. ITE includes townhomes and apartments in the same category with the 10th edition. 3. The overall development (Phase 1 + Phase 2) is capped at 5,000 daily trips. To ensure maximum flexibility, Phase 1 trips were assumed to be split evenly between residential and commercial uses. 4. Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 units. Southwood — Traffic Analysis January 7, 2019 Page 9 of 18 2024 Total Future Traffic d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. The 2024 total background traffic volumes (Figure 6) were combined with the site -generated trips (Figure 9) to yield the 2024 total traffic future volumes shown on Figure 10. 2024 Total Future Traffic Capacity Analysis The operational capacity of the study intersections under 2024 total future traffic conditions was analyzed using the methodologies discussed prior, the existing lane geometries shown on Figure 2, the future volumes shown on Figure 10, the existing PHF, and the existing heavy vehicle percentages. The results of the analysis are summarized in Table 4 and the analysis worksheets are contained in Appendix F. As shown in Table 4, each of the movements at the study intersections continue to operate at similar LOS and queueing to the background conditions. All movements at the main entrance at the Old Lynchburg Road/Hickory Street intersection will operate at LOS A or B in both peak hours. The existing westbound left turn lane on Old Lynchburg Road will adequately accommodate the 951h percentile queue. Southwood - Traffic Analysis January 7, 2019 Page 10 of 18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Table 4: Intersection Level of Service, Delay, and Queue Summary for 2024 Total Future Traffic Conditions Intersection and Type of Control Movementand Approach Turn Lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay (sec/Veh) LOS HCM 2010 95th Percentile Queue Length ft Delay) (sec/veh LOS HCM 2010 95th Percentile Queue Length ft 1. Old Lynchburg Road (E&WB) at Hickory Street (NB) Unsignalize l EB Thru t t -- t t -- EB Right t t -- t t -- EBApproaM t t -- t t -- W BLeft 300 8.7 A 1 10 8.0 A 1 15 WBThru t t -- t t -- WBApproaM 5.1 A -- 3.6 A -- NBleft-Right 12.9 B 40 11.2 B 28 ABApproach 12.9 B -- 11.2 B -- 2. Old Lynchburg Road (EB-WB) at Church Entrance (NB) Sunset Avenue Ext. (SB) Unsignalized EB Left 275 8.0 A 3 9.7 A 3 EB Thru-Right t t -- t t -- EBAPProach 0.4 A -- 0.7 A -- WB Left 300 8.5 A 1 0 7.9 A 1 0 WBThru t t -- t t -- WB Right 363 t t -- t t -- WBAPProaCh 0.4 A -- 0.1 A -- NB L-T-R LIS C 0 17.6 C 0 ABAppi-c/r 15.5 C -- 17..6 C -- SB L-T-R 104.7 F 378 43.0 E 138 SBApproachl 104.7 F -- 43.0 E -- 3. Old Lynchburg Road (EB)/ 5th Street Extended (WB) at County Complex (NB) Old Lynchburg Road (SB) Unsignalized EB Left 300 9.3 A 8 11.1 B 5 EB Thru t t -- t t -- EB Right 115 t t -- t t -- EBApproac/r 0.8 A -- 1.0 A -- WB Left 300 10.0 B 8 8.2 A 0 WBThru t t -- t t -- WB Right 325 t t -- t t -- WBApproac/r 1.1 A -- 0.1 A NB Thru-Left 50.7 F 3 35.5 E 3 NB Right 250 11.2 B 0 9.9 A 5 ABApp-17 27.0 D -- 10.8 B -- SB Left 250 648.2 F 770 443.0 F 545 SB Thru-Right 10.7 B 3 11.5 B 10 SBApproac/r 605..6 F -- 348.9 F -- 4. 5th Street Extended (EB-WB) at Stagecoach Road (NB) Apartment Complex (SB) Unsignalize l EB Left 250 8.9 A 0 11.4 B 3 EB Thru t t -- t t -- EB Right 250 t t -- t t -- EBApp-17 0.0 A -- 0.1 1 A WB Left 315 16.0 C 55 10.9 B 25 WBThru t t -- t t -- WB Right 225 t t -- t t -- WBApproaCh 4.3 A -- 1.5 A NB Thru-Left 185.3 F 8 161.6 F 10 NB Right 125 22.3 C 83 14.1 B 38 ABApproach 23.7 C -- 16.4 C -- SB L-T-R 144.6 F 35 2785.5 F 368 SBApproac/r 144.6 F -- 2785.5 F -- 5. Sth Street Extended (EB-WB) at I-64 EB Off-Ramp(SB) Signalized EB Thru 127.0 F #766 54.5 D #475 EB Thru-Right 136.4 F - 55.0 D - EBApproac/r 131.7 F -- 54.8 D -- WB Left 238 32.5 C m214 36.0 D #349 WBThru 12.0 B 154 10.4 B 260 WBApproach 17.7 B -- 163 B -- SB L-T-R 283.9 F #887 509.7 F #1049 SBApproach 283.9 F -- 509.7 F -- Overall 139.6 F -- 164.0 F -- 6. Sth Street Extended (EB-WB) at I-64 WB Off-Ramp(NB) Signalized EB Left 138 11.3 B m138 16.2 B m103 EB Thru 0.1 A m122 0.1 A m112 EBApproach 3.1 A -- 35 A -- WBThru 21.8 C 232 19.6 B 391 WB Right 85 32.9 C 164 41.0 D #459 WBApproach 26.3 C -- 17.9 C NB Left-Thru 38.9 D #234 40.9 D #257 NB Right LMT 277.6 F #485 99.7 F #267 ASAppr-17 1966 F -- 73.8 E -- Overall 1 1 50. 1 D 1 27.1 1C -- t SVNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. HCM 2010 reports queues in number of vehicles. Queues shown are in feet assuming 25' average vehicle length. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m - Volume for 95th percentile queue is metered by upstream signal. Southwood — Traffic Analysis January 7, 2019 Page 11 of 18 2030 Background Traffic Volumes d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. To develop 2030 background traffic volumes, as discussed above, in addition to the nine (9) other developments under construction, a 1% annual growth rate has been applied to all through movements on Old Lynchburg Road/5th Street Extended over a twelve-year period (2018 to 2030). The resulting 2018 existing + growth traffic volumes are shown on Figure 11. Figure 4 (approved background development traffic) and Figure 11 were then summed to result in the 2030 total background traffic volumes shown on Figure 12. 2030 Background Traffic Capacity Analysis The capacity of the study intersections under 2030 background traffic conditions was analyzed using the methodologies discussed above, the existing lane use shown on Figure 2, the total background volumes shown on Figure 12, the existing PHF, and the existing heavy vehicle percentages. The results of the analysis are summarized in Table 5 and the analysis worksheets are contained in Appendix G. As shown in Table 5, each of the movements at the study intersections will continue to operate at similar LOS and queuing as in 2024 Background conditions. The 951h percentile queue for the southbound left at the 5th Street Extended/Old Lynchburg Road intersection continues to lengthen and exceeds the extents of the storage length. The 1-64 ramps will continue to operate at deteriorating levels of service with the addition of the approved background development traffic. The ramp signal timings were held under existing conditions, with no optimizations. As noted under 2024 background conditions, the analysis indicates that if the approved background development traffic and 1% annual growth rate occur as forecasted, improvements will be needed along the corridor. Capacity improvements will be required at the majority of study intersections. Southwood - Traffic Analysis January 7, 2019 Page 12 of 18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Table 5: Intersection Level of Service, Delay, and Queue Summary for 2030 Background Traffic Conditions Intersection and Type of Control Movement and Approach Turn lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay (seelay LOS HCM 2010 95th Percentile Queue Len th R Delay (sDelay LOS HCM 2010 95th Percentile Queue Le R 1. Old Lynchburg Road (EB-WB) at Hickory Street (NB) Unsignalized EB Thru t t -- t t -- EB Right t t -- t t -- EBAppraach t t -- t t -- WBLeR 300 8.4 A 3 7.7 A 5 WB Thru t t -- t t -- WBApproaM 11 A -- 1.7 A -- NB LeR-Right 11.4 B 15 9.8 A 8 NBApproach 11.4 B -- 9.8 A -- 2. Old Lynchburg Road (EB-WB) at Church Entrance (NB) Sunset Avenue Ext. (SB) Unsignalized EB Left 275 7.6 A 0 8.2 A 0 EB Thru-Right t t -- t t -- EBApproach 0.3 A -- 0.5 A -- WB Left 300 8.3 A 0 7.7 A 0 WB Thru t t -- t t -- WB Right 363 t t -- t t -- WBApproach 0.5 A -- 0.1 A -- NB L-T-R 12.9 B 0 12.2 B 0 NBApproach 12..9 B -- 12.2 B -- SB 46.7 E 253 23.5 C 80 SBApproach 46.7 E -- 23.5 C -- 3. Old Lynchburg Road (EB)/ Sth Street Extended (WB) at County Complex (NB) Old Lynchburg Road (SB) Unsignalized EB Left 300 9.1 A 5 10.7 B 3 EB Thru t t -- t t -- EB Right 115 t t -- t t -- EBApproach 0.7 A -- 1.0 A -- WB Left 300 9.8 A 8 8.0 A 0 WB Thru t t -- t t -- WB Right 325 t t -- t t -- WBApprozch 1.2 A -- 0.1 A NB Thru-Left 42.2 E 3 28.2 D 0 NB Right 250 11.0 B 0 9.6 A 5 NBApproach 23.5 C -- 10.3 B -- SB Left 250 475.0 F 708 270.0 F 455 SBThru-Right 10.6 B 3 11.0 B 10 SBApproach 453.3 F -- 221.2 F -- 4. Sth Street Extended (EB-WB) at Stagecoach Road (NB) Apartment Complex (SB) Unsignalized EB Left 250 8.7 A 0 10.8 B 0 EB Thru t t -- t t -- EB Right 250 t t -- t t -- EBApproach 0.0 A -- 0.1 A -- WB Left 315 14.9 B 1 48 10.1 B 18 WB Thru t t -- t t -- WB Right 225 t t -- t t -- WBApproach 4.1 A -- 1.3 A -- NBThru-Left 155.3 F 5 108.1 F 5 NB Right 125 19.9 C 65 13.1 B 30 NBApproach 21.1 C -- 14.7 B -- SB 738.9 F 155 1891.4 F 350 SBAppraach 738.9 F -- 1891.4 F -- 5. Sth Street Extended (EB-WB) at I-64 EB Off -Ramp (SB) Signalized EB Thru 127.5 F #740 47.8 D #423 EB Thru-Right 135.5 F - 48.1 D - EBApproach 131.5 F -- 47..9 D -- WB Left 238 34.3 C 228 35.8 D #384 WB Thru 11.8 B 145 10.1 B 244 WBApproach 18.7 B -- 18.8 B -- SB L-T-R 280.8 F #891 474.4 F #1008 SBApprcach 280.8 F -- 474.4 F -- Overall 139.7 F -- 153.2 F -- 6. Sth Street Extended (EB-WB) at I-64 WB Off-Ramp(NB) Signalized EB Left 138 11.3 B m135 16.3 B m97 EB Thru 0.1 A m128 0.2 A m120 EBApprcach 3.1 A -- 3.4 A -- WB Thru 21.5 C 228 18.9 B 389 WB Right 85 35.3 D 173 48.5 D #496 WBApproach 27.4 C -- 30.8 C -- NB Left-Thru 37.7 D #214 37.2 D 216 NB Right UNIT 314.7 F #521 118.8 F #294 NBApprcach 216.3 F -- 81 F -- Overall 57.6 E -- 1 30.7 1 C I-- t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. HCM 2010 reports queues in number of vehicles. Queues shown are in fee4 assuming 25' average vehicle length. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m - Volume for 95th percentile queue is metered by upstream signal. Southwood — Traffic Analysis 400064 January 7, 2019 Page 13of18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Phase 2 (2030) - Proposed Development Trip Generation/Distribution As noted above, the proposed Phase 2 development will replace the existing 341 mobile home units with 500 new apartment/townhomes and single-family dwelling units. The existing traffic counts at the main site entrance (Old Lynchburg Road/Hickory Street) were compared to the ITE Trip Generation Manual data for both mobile home park and apartment/townhomes. It is important to note that existing mobile homes have a secondary access point via Hickory Street to Stagecoach Road to Route 631. As shown in Table 6, at the primary entrance point only, the existing mobile home park generates 61% more trips in the AM peak hour and approximately the same number of PM peak hour trips as compared to ITE mobile home park data. It should be noted that the ITE data for mobile home parks is extremely limited (only 1 study). When compared to ITE apartment/townhome data, at the primary entrance point only, the existing mobile home park generates 7% and 13% fewer trips in the AM and PM peak hours, respectively. As noted above, it assumed that approximately 20% of the site traffic will utilize the secondary access point. As shown in Table 6, the existing mobile home park generates traffic comparable to the ITE data for apartments/townhomes. Therefore, the removal of the 341 mobile homes was assumed to be equal to 341 new apartment/townhomes units from a traffic generation perspective. The existing 341 mobile home units will be replaced by 500 new dwelling units for a net increase of 159 dwelling units. For purposes of the analysis, it was assumed the additional units will consist of 143 apartments/ townhomes, and 16 single family units. The trips that will be generated by Phase 2 of the Southwood development were estimated using the rates/equations in ITE's Trip Generation Manual, 10th edition and are shown on Table 7. As shown in Table 7, Phase 2 of the proposed development will generate 83 AM peak hour trips (19 in and 64 out), 98 PM peak hour trips (62 in and 36 out), and 1,233 average daily trips. The trips generated by the proposed development were distributed to the roadway network according to the directional distributions discussed prior (see Page 8). The site trip distribution percentages shown on Figures 7 and 8 were applied to the trip generation shown in Table 7 to distribute the new trips to the surrounding roadway network. The resulting Phase 2 site - generated trips are shown in Figure 13. Southwood — Traffic Analysis January 7, 2019 Page 14 of 18 Table 6: Mobile Home Park Trip Generation Comparison d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Existing Mobile Home Trip Comparison Existing Traffic Counts at Old Lynchbrug Road/Hickory Street(') 36 107 143 83 70 153 Mobile Home Park 341 D.U. N/A ITE Trip Generation(2) Mobile Home Park(3) 240 341 D.U. 1,705 28 61 89 97 60 157 Apartments/Townhomes 220 341 D.U. 2,537 35 118 153 111 65 176 Comparison Existing Counts vs ITE Mobile Home Difference (Counts - ITE) N/A 8 46 54 (14) 10 (4) Percent Difference N/A 61 % -3% Existing Counts vs ITE Apartments Difference (Counts - ITE) N/A 1 (11) (10) (28) 5 (23) Percent Difference N/A -7% -13% 1. The Old Lynchburg Road/Hickory Street intersection serves as the main entrance to the mobile home park and all traffic in/out at the intersection is generated by the mobile home park. Secondary access provided by Stagecoach Road to Hickory Street. 2. Source: ITE Trip Generation, 10th Edition. 3. The ITE data for mobile home park is extremely limited (only 1 study). Southwood — Traffic Analysis January 7, 2019 Page 15 of 18 Table 7: Phase 2 Site Trip Generation d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Phase 1 Residential(') Apa rtme nts/Tow n homes 220(2) 270 D.U. 2,000 28 95 123 90 53 143 Single Family 210 30 D.U. 343 7 19 26 20 12 32 Residential Subtotal 300 D.U. 2,343 35 114 149 110 65 175 Commercial Retail 820 25,000 S.F. 944 15 9 24 46 49 95 Office 710 25,000 S.F. 277 43 7 50 5 26 31 Commercial Subtotal 50,000 S.F. 1,221 58 16 74 51 75 126 Phase 1 Total(') 3,564 93 130 223 161 140 301 Phase 2 Residential (4) Apa rtme nts/Tow n homes 220(2) 143 D.U. 1,040 15 52 67 51 30 81 Single Family 210 16 D.U. 193 4 12 16 11 6 17 Residential Subtotal 159 D.U. 1,233 19 64 83 62 36 98 Phase 2 Total 1,233 19 64 83 62 36 98 Southwood Total (Phase 1 + Phase 2) 4,797 112 194 306 223 176 399 Source: ITE Trip Generation, 10th Edition. 1. Residential trip generation assumes 10% of the units will be single family dwelling units. All others will be apart ments/townhomes. 2. ITE includes townhomes and apartments in the same category with the 10th edition. 3. The overall development (Phase 1 + Phase 2) is capped at 5,000 daily trips. To ensure maximum flexibility, Phase 1 trips were assumed to be split evenly between residential and commercial uses. 4. Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 units. Southwood — Traffic Analysis January 7, 2019 Page 16 of 18 2030 Total Future Traffic d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. The 2030 total background traffic volumes (Figure 12) were combined with the Phase 1 and 2 site - generated trips (Figure 9 and Figure 13) to yield the 2030 total future traffic volumes shown on Figure 14. 2030 Total Future Traffic Capacity Analysis The capacity of the study intersections under 2030 total future traffic conditions was analyzed using the methodologies discussed above, the existing lane geometries shown on Figure 2, the future volumes shown on Figure 13, the existing PHF, and the existing heavy vehicle percentages. The results of the analysis are summarized in Table 8 and the analysis worksheets are contained in Appendix H. As shown in Table 7, each of the movements at the study intersections would continue to operate at similar LOS and queueing to the background conditions. All movements at the main entrance at the Old Lynchburg Road/Hickory Street intersection will operate at LOS B or better in both peak hours. The existing westbound left turn lane on Old Lynchburg Road will adequately accommodate the 951h percentile queue. Southwood - Traffic Analysis January 7, 2019 Page 17 of 18 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Table 8: Intersection Level of Service, Delay, and Queue Summary for 2030 Total Traffic Conditions Intersection and Type of Control Movement and Approach Turn lane Storage (ft) AM PEAK HOUR PM PEAK HOUR Delay (sedveh) LOS HCM 2010 95th Percentile Queue Length R Delay95th (sec/h) LOS HCM 2010 Percentile Queue Le ft 1. Old Lynchburg Road (EB-WB) at Hickory Street (NB) Unsignalized EB Thru t t -- t t -- EB Right t t -- t t -- EBApproaM t t -- t t -- WB Left 300 8.9 1 A 1 13 8.2 1 A 1 20 WE Thru t t -- t t -- WBApproaM 53 A -- 4.0 A -- NB LeR-Right 14.4 B 58 11.8 B 35 NBApproach 14.4 B -- 11.8 B -- 2. Old Lynchburg Road (EB-WB) at Church Entrance (NB) Sunset Avenue Ext. (SB) Unsignalized EB Left 275 8.1 A 3 10.1 B 3 EB Thru-Right t t -- t t -- EBAppraach 0.5 A -- 0.8 A -- WB Left 300 8.8 A 3 8.0 A 0 WB Thru t t -- t t -- WB Right 363 t t -- t t -- WBApproach 0.4 A -- 0.0 A -- NB L-T-R 17.4 C 0 19.9 C 0 NBAppraach 17.4 C -- 19.9 A -- SB L-T-R 196.6 F 553 79.1 F 213 SBApproach 196.6 F -- 79.1 F -- 3. Old Lynchburg Road (EB)/ Sth Street Extended (WB) at County Complex (NB) Old Lynchburg Road (SB) Unsignalized EB Left 300 9.6 A 8 11.7 B 8 EB Thru t t -- t t -- EB Right 115 t t -- t t -- EBApproach 0.8 A -- 1.1 A -- WB Left 300 10.5 B 8 8.4 A 0 WB Thru t t -- t t -- WB Right 325 t t -- t t - WHApproachl 1.1 A -- 0.1 A -- NBThru-Left 62.3 F 3 42.9 E 3 NB Right 250 11.6 B 0 10.1 B 5 NBApproach 31.9 D -- 11.3 B -- SB Left 250 886.6 F 880 654.5 F 648 SB Thru-Right 11.1 B 3 12.1 B 13 SBApproach 815.6 F -- 506.4 F -- 4. Sth Street Extended (EB-WB) at Stagecoach Road (NB) Apartment Complex (SB) Unsignalized EB Left 250 9.0 A 0 11.9 B 3 EB Thru t t -- t t -- EB Right 250 t t -- t t -- EBApproach 0.0 A -- 0.1 A -- WB Left 315 17.9 C 1 65 11.4 1 B 28 WB Thru t t -- t t -- WB Right 225 t t -- t t -- WBApproach 4.7 A -- 1.6 A -- NBThru-Left 261.5 F 10 215.8 F 13 NB Right 125 26.8 D 105 14.8 B 40 NBApproach 18.7 D -- 17.8 C -- SB L-T-R 1755.5 F 183 4015.0 F 380 SBApproach 1755.5 F -- 4015.0 F S. Sth Street Extended (EB-WB) at I-64 EB Off -Ramp (SB) Signalized EB Thru 179.7 F #847 91.4 F #525 EB Thru-Right 196.9 F - 92.5 F - EBApproach 188.3 F -- 91.9 F -- WB Left 238 33.5 C m223 37.6 D m#352 WB Thru 12.2 B 168 10.7 B 280 WBApproach 18.1 B -- 18.9 B -- SB L-T-R 301.2 F #919 535.8 F #1088 SBApprosch 301.1 F -- 535.8 F -- Overall 169.2 F -- 178.8 F -- 6. Sth Street Extended (EB-WB) at I-64 WB Off-Ramp(NB) Signalized EB Left 138 12.3 B m149 17.6 B m111 EB Thru 0.1 A m119 0.1 A m110 EBAppraach 3.4 A -- 3.8 A -- WB Thou 23.9 C 248 21.8 C #477 WE Right 85 41.5 D 191 58.4 E #518 WBAppraach 31.1 C -- 44.6 D -- NB Left-Thru 41.3 D #255 35.8 D #290 NB Right UM T 314.7 F #521 118.8 F #313 NBApproach 111.8 F -- 86.1 F -- Overall 1 1 17.0 1 E 1 3.2 1 C -- t SYNCHRO does not provide level of service or delay for unsignalized movements with no conflicting volumes. HCM 2010 reports queues in number of vehicles. Queues shown are in fee4 assuming 25' average vehicle length. # - 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. in- Volume for 95th percentile queue is metered by upstream signal. Southwood — Traffic Analysis January 7, 2019 Page 18 of 18 Conclusions d � TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. The analysis indicates that if the approved background development traffic and 1% annual growth rate occur as forecasted, improvements will be needed along the corridor. Capacity improvements will be required at the majority of study intersections. The proposed development of Southwood will add some traffic to the corridor but will not cause any new intersection to fail and/or queues to extend beyond the available storage when compared to background conditions. All movements at the main entrance at the Old Lynchburg Road/Hickory Street intersection will operate at LOS B or better during both peak hours. The existing westbound left turn lane on Old Lynchburg Road will adequately accommodate the projected 951h percentile queue. N Ar 0 iiiiiiF r- aim !• 1 � •� -ate A- . � a1n�r�G e � �. 5�n5ikeet-Ezserrder �� agvx, m a Cr.sl F ' o _ y if oral\ ®• I �� 47 Existing 0 o t + !A � � r 1 rye• �.tyatloX�t` r �� 90; �3 ��o D GS2stPa.,. - / d ; SLR•.. '� �`a• r w c m a E d > O b >, W C X J 3 V) Cn C O _ .a la o 0 325' S X 75' T 205' S X 245' T t 215' S X 160' T 170' S X 250' T T ~ 200' S X 200' T ~ 200' S X 200' T j ~ 200' S X 200' T ~ j- 200' S X 75' T T y i y O ° M 200' S X 150' T - ► 225' S X 175' T � y �* 155' S X 220' T � �* „I 100' S X 75' T J I ► . 60' S X 85' T I 200' S X 200' T O 0 X M b a a E y w C LLI C W n ui O X V f6 i � ° O O 0 3 s U O U c 0 m W m fn — NOT TO SCALE % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OSJRS- �60'SX50'T X W d w LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access o Signalized Intersection S Storage Length (in feet) h Stop Sign Location T Taper Length (in feet) ,` Lane Configuration Southwood Development Figure Existing Lane Use Geometry Albemarle County, Virginia 2 u r� .■ r X W (Q 0 Q r 47 � M � ul N O 69 (227) 4► 65 (215) I �~ 0 `^ 4— 86 (308) 147 (454) 4► 31 (82) T Alk J7- 14 (5) T AL 1- 68 (16) i (12) 13 v M (157) 343 (0) 0 i W i L U 000 O O O (23) 47 (262) 589 (1) 4 i W i 0 U io V y* (0) 0 (481) 760 00 M (16)27 NN0 Lf� i V 0 V a> Im M M CL E NM LL O M W W W 7 � N 7 N 0 7 11 (9) _ 377 (755) 4- 421 (368) 228 (167) j218 O (515) 796 --o. ill, i (139) 213 (180) 334 (777) 926 OOLn .ti f:l N CL Q i w Q O LLJ m m m � m CL I_ O M W 411 (624) K 486 (818) W i > rr L LO ^v O �O LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2018 Existing Peak Hour Volumes g TIMMONS GROUP 3 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia X Lu Q E CL u E w 0 0 m Lu m 7 N o J v v — Ln 4► L 20 (61) F 8 (27) 140 (142) F 24 (76) °' M 4► n 11 (33) N N F 149 (232)+� F 116 (186) L 13 (22) 97 (153) .- L j J- T ` j 13 (22) • • d O O i (27) 17 y (9) 9 51) 64 (9) 2 (171) 226 (128) 185 � (43) 55 �r y O (43) 55 (105) 151 O a*� Y co( N M N LO CL t: C W C LU O Q' R m �+ O L U O U V � Lu m w - 0) - LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration NOT TO SCALE • E R Southwood Development 2024 Approved Background Development Volumes TIMMONS GROUP YOUR WSIOH ACHIEVEP THROUGH OVA$- Albemarle County, Virginia Figure 4 .■ r X LU (Q O Q y O 7 J v _ ul O M 73 (241) 4► 69 (228) I �~ 4— 91 (327) 156 (482) 31 (82) T J7— 14 (5) T 68 (16) 00 00 N O 7 11 (9) 400 (801) 4- 228 (167) 41 CL E NM LL O M W W <D 447 (638) 231 (391) I i (13) 14 M (167) 364 y (24) 50 may* �► (278) 625 (0) 0 (511) 807 i (547) 845 � (148) 226 �r �� O (825) 355 (825) 983 D (0) 0 O O O (1) 4 O O M (16) 27 i0 000 .�.i�uNl � ^ti N N CL vn CL_ W W IL v �+ ci Q O V W m m :a — m to — CL I_ O M W t0 436 (662) K 516 (868) W i > rr L in O �N 7 I� N LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2024 Existing + Growth Peak Hour Volumes g TIMMONS GROUP 5 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia .■ r X W (Q O Q r y O 7 J n N W O� 35 Ln M ID O 81 (268) 4► 89 (289) I �~ M 0 `^ 4- 99 (354) 180 (558) 4► 31 (82) T Alk J7- 14 (5) T AL 1— 68 (16) (13) 14 y (33) 59 may* (9) 2 , M (194) 381 �► (329) 689 (682) 1033 (0)0 000 (1)4 OOM (16)27 O y O N �NyO W W Lf. � r V L i f0 O V U U � O N CL E NM LL O M W W N M lfl N O In 'k- 22 (42) 549 (1033) 4- 563 (824) 228 (167) . 244 (413) O (675)1030 O All i (191) 281 (234) 410 (930) 1134 0 0 lA .ti N N Q Q i w Q O LLJ m m m � m CL I_ O M W 449 (684) K 613 (1021) W i > rr L 0 m LO O �7 N LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2024 Total Background Peak Hour Volumes g TIMMONS GROUP 6 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia w x Lu a E a E w, s O O >, m Lu M 7 N J -0 'a 0 o 0 0 0 — �a 0 F 4► - 70% �/f1 Il o ♦ `► N 60% ► 600/. 60% L 40% K LU 3 j 80% J-- T 20% • • d = V > i 1° �� (70%) �► (10%) �y* i (60%) (60%) (60%) �� (20%) O O O (20%) —1 O a* (40%) y as o LO 0 00 O (d E N CL E d W 0 R W ''Y^^ V/ i+ V O 1 0 v U Lu U m Im m � to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE • E R Southwood Development Figure Site Trip Distributions -Residential TIMMONS GROUP 7 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia w x Lu a E a E w, s O O >, m Lu M 7 N J -0 'a o o 0 o Ufa F 4► 90% �n�/f1 11 CD 85% �► 850/. 65% 45% K LU 3 j 95% T J7- T • • d = J 44 5% M (5%) _4 (90%) y �► o (5%) � y* (6500) 4' (85%) (85%) �� (20/o) O O (20%) a* (45%) y d fn LO —i o O o o _ E N CL W W ''Y^^ i+ V O 1 v U U Lu m 2 tea m — � m to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE • E R Southwood Development Figure Site Trip Distributions - Commercial TiMMONS GROUP 8 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia w w 0 c � .. s d � 7 N J O 4► 77 (123) ~ I �~ ~ 70 (109) j 83 (136) — J T J (3) 3 M (10) 12 _4 (113) 94 - y �► (11) 13 ma (102) 81 y* O 7� W W L � O v 3 t U 7 O U 2 NOT TO SCALE ■■DER TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OVRS- N W F 70 (109) 7 (22) (87) 78 (102) 81 (28) 26 M N Q ti E @ 0 R NN05 O O m V W m � M m CO) o. o, O O m W m> > fD � � r F 59 (99) 40 (67) W � • d O i (28) 26 O co (59) 52 L LO Q ♦: M M O m LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration Southwood Development Figure 2024 Phase 1 Site Trips Albemarle County, Virginia 9 .■ r X LU (Q O Q r y O 7 J N 0 v� 0 p 81 (268) �► 89 (289) I �~ M O `^ 4- 176 (477) 250 (667) 4► 114 (218) T Alk 14 (5) T j- 68 (16) (23) 26 _4 y (44) 72 ma y* (9) 2 , M (307) 475 �► (431) 770 (784) 1114 N N (0) 0 O O O (1) 4 O O M (16) 27 M V O W W N � r LIVE L i f0 O V U U � O N CL E NM LL O M W W CD In N N O In 22 (42) _ 619 (1142) � 622 (923) 235 (189) j244 O (762)1108 O i (219) 307 (262) 436 (� (989) 1186 0000 N N Q Q i w Q O LLJ m m m � m CL I_ O M W 449 (684) K 653 (1088) W i > rr L M m LO O N .�M.. LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2024 Total Future Peak Hour Volumes g TIMMONS GROUP 10 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia u r� .■ r X LU (Q 0 Q y � M N CD 78 (256) 4► 73 (242) I �~ 166 , CD 4— 97 (347) 166 (588) 4► 31 (82) T AAk J7- 14 (5) AL T j— 68 (16) o E "N N 0 In 11 (9) 425 (851) 4- 228 (167) 41 474 (677) 246 (415) I i (14) 15 M (177) 386 - y (26) 53 may* �► (295) 664 (0) 0 (542) 856 i (580) 897 ► (157) 240 �r (203) 376 (876) 1043 (0) 0 0 0 0 (1) 4 CD CDM (16) 27 o 0 N i0 000 .�.i�M ^ti N N 0_ vn Q _ W W M v i+ V O LU U U m :a — m CO) — CL I_ O M W t0 463 (703) K 548 (922) W i > rr L LO Ln zz .n LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2030 Existing + Growth Peak Hour Volumes g TIMMONS GROUP 11 YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia u r� .■ w x w O c � a � s Q d � y O i::� J W N W p0 00 �O 86 (283) 4► 93 (303) I �~ M 0 M 4- 105 (374) 190 (588) 4► 31 (82) T Alk J7- 14 (5) T AL j- 68 (16) (14) 15 y (35) 62 may* (9) 2 M (204) 403 �► (346) 728 (713) 1082 (0)0 000 (1)4 OOM (16)27 V V M �N0O W W Lf. L i f0 O V U U � O N a E M O m W M O0 In M lfl O GO N O l�fl 22 (42) 574 (1083F 590 (863) 228 (167) . 259 (437) O (708)1082 O i (200) 295 � (246) 431 � (981) 1194 0 0 lA .ti y N N Q Q O O LLJ m m m � m a E �a c O m 476 (725) 645 (1075) K W i > rr L " v LO N �C7) O O M LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE • E R Southwood Development Figure TiMMONS GROUP 2030 Total Background Peak Hour Volumes YOUR WSIOH A[NIEVEP TMNOUGH OVA$- Albemarle County, Virginia 12 w W 0 c � .. s d y � O 7 J O IC N �► 14 (44) ~ N I �~ ~ 12 (38) 15 (50) J M (4) 6 _4 (25) 45 y �► (4) 6 ma (21) 39 y* O aL+ W W U � L r � O v 3 t U 7 O U 2 NOT TO SCALE ■■DER TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OURS- C. o, O O m W m> > fD � �► 12 (38) F 12 (38) 8 (25) W 4 (12) • • d (21) 39 �� (21) 39co (7) 13 O O (7) 13 (14) 26 O O a*� Y i L M LO M -- v E Q ♦: N C O w O V m m W m to — co LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration Southwood Development 2030 Phase 2 Site Trips Albemarle County, Virginia Figure 13 u r� .■ w x w O c � a � s Q d � y O � J W 0 N � W W 00 ti O 00 O 86 (283) 4► 93 (303) I �~ M O M 4- 196 (541) 2772 (7355) 4► 129 (268) T Alk J7- 14 (5) T AL j- 68 (16) (28) 33 _4 y (50) 81 ma y* (9) 2 , M (342) 542 �► (469) 848 (836) 1202 N M (0) 0 O O O (1) 4 O O M (16) 27 V M W y O N W W N r U L i f0 O V U U � O N CL E M O m W M lfl N GO N 22 (42) 656 (1230) 4'+* 661 (1000) 239 (201) . 259 (437) O (816)1199 O i (235) 334 (281) 470 (1054) 1272 O O NLn N N Cl.CL a E OLU O m m m � m CL E �a c O m 476 (725) 693 (1167) K W i > rr L M v, N p � ,T .Ni n LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Peak Hour Volume h Stop Sign Location N PM Peak Hour Volume j Lane Configuration NOT TO SCALE -- •�� Southwood Development Figure Fi 2030 Total Future Peak Hour Volumes g TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Albemarle County, Virginia 14 APPENDIX A Scoping Correspondence and Response to Comments VDOT Virginia Department Xof Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Steve Schmidt, PE, PTOE (Timmons Group) Tele: 804-200-6502 E-mail: steve.schmidt timmons.com Developer/Owner Name: Habitat for Humanity Tele: E-mail: Project Information Project Name: Southwood Locality/County: Albemarle County Project Location: The site is located east of Route 631 (Old Lynchburg Road) and south of Hickory (Attach regional and site Street as shown on Figure 1. specific location map Submission Type Comp Plan ❑ Rezoning ❑ Site Plan ❑ Subd Plat ❑ The applicant is seeking to develop the approximately 32.5 acre site in two phases. Project Description: Phase 1 would consist of 350 dwelling units and 80,000 S.F. of commercial space. (Including details on the land Phase 2 would replace the existing 341 mobile home units with 500 new dwelling use, acreage, phasing, access location, etc. Attach additional units for a net increase of 159 units. Primary access to the site would be provided sheet if necessary) by the existing Route 631/Hickory Street intersection. No new connections to Route 631 are proposed. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ❑ Mixed Use ❑ Other ❑ additional pages as necessary) Residential Uses(s) 80,000 S.F. Number of Units: 509 ITE LU Code(s): 220 210 Other Use(s) ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 820 710 Independent Variable(s): Square Ft or Other Variable: Total Peak Hour Trip Less than 100 ❑ 100 — 499 ❑ 500 — 999 ® 1,000 or more ❑ Projection: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Traffic Impact Analysis Assumptions Study Period Existing Year: 2018 Build -out Year: 2024 (Ph 1)/2030 (Ph 2) Design Year: North: Old Lynchburg Road/5th South: Study Area Boundaries St Extended East: Hickory Street West: Stagecoach Road (Attach map) External Factors That No road improvements are planned that we are aware of but there is ongoing Could Affect Project residential development along Route 631. The traffic study assumes Whittington is (Planned road improvements, 50% built out (48 units remaining) and Wintergreen Farms is 25% built out (64 units other nearby developments) remaining). Consistency With Comprehensive Plan The proposed uses are consistent with the surrounding uses. (Land use, transportation plan) Available Traffic Data Historic VDOT Traffic Data (Historical, forecasts) Road Name: 5th St Ext North: Road Name: Old Lynchburg South: (0% Trip Distribution 90% Res/90% Com) Res/5% Com Road Name: Old Lynchburg Road Name: (Attach sketch) North: 10% Res/5% Com Annual Vehicle Trip Peak Period for Study ® AM ® PM ❑ SAT 1% (check all that apply) Peak Hour of the Generator Growth Rate: 1.Old Lynchburg Road/Hickory 6 Street 2.Old Lynchburg Road/5th St 7. Study Intersections Extended and/or Road Segments 3.5th St Extended/Stagecoach Rd 8. (Attach additional sheets as necessary) 4. 9. 5. 10. Trip Adjustment Factors Internal allowance: ❑ Yes ❑ No Pass -by allowance: ❑ Yes ❑ No Reduction: /o trips Reduction: /o trips Software Methodology ❑ Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ❑ Other Traffic Signal Proposed or Affected None (Analysis software to be used, progression speed, cycle length) It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Improvement(s) Assumed or to be Considered Background Traffic Studies Considered Plan Submission Additional Issues to be Addressed NOTES on ASSUMPTIONS: None that we are aware of None. ❑ Master Development Plan (MDP) ® Generalized Development Plan (GDP) ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) ® Queuing analysis ❑ Actuation/Coordination ❑ Weaving analysis ❑ Merge analysis ❑ Bike/Ped Accommodations ❑ Intersection(s) ❑ TDM Measures ® Other Turn Lane Warrants SIGNED: DATE: ;VOOT/ 0 Applicant or Consultant PRINT NAME: 6-11tLr 5'e,#"")T Applicant or Consultant It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. 77 Ti iPa ,. - '•cfG" �� � yQ�[,� tar lP�; �� ®. .. cis ,�- ,,••p.K.w m O err f'. y t :• y ' _ tesf•R'n� ua i � ye __ �� , . -.� •_A off` •� a �r � � � '�.e�r: p �� . -' _ •%."r; _ R�tlIreidsAle. �. le @• :aa\' _ :~i =%f� • `� �5lnstieet•�xren� r q Fm ' " � •�Yo- iT p 't � y4 V V a —�� ol •FIB S u1 e• r: cK.w �. 91 �ti "- I yea yy �� -- -� ' 5,��• J � � 4.1 - � - I v` •r " aQ r � 7w�. ;II ,.gta''�4esf•Rr ^a\�� ti �51ncstiRen t•Exre, • ��� ` 2' o i l r q '" � '�- •�Yo- LT � '` � q4 Vim' -�,At _. '•r � - � ' � � • � ` �, =�� Sim, , �� l a~ r � 7w�. ;II ,.gta''�4es!•Rr ^a\�� ti Table 1: Southwood Trip Generation WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Phase ll Residential Apartments 220"' 310 D.U. 2,303 32 108 140 102 60 162 Single Family 210 40 D.U. 448 8 25 33 26 16 42 Residential Subtotal 350 D.U. 2,751 40 133 173 128 76 204 Commercial Retail 820 40,000 S.F. 1,510 24 14 38 73 79 152 Office 710 40 000 S.F. 436 55 9 64 8 40 48 Commercial Subtotal 80,000 S.F. 1,946 79 23 102 81 119 200 Phase 1 Total 4,697 119 156 275 209 195 404 Phase 2 Residential(Z) Apartments 220(') 103 D.U. 738 11 38 49 38 23 61 Townhomes 220(') 40 D.U. 262 5 15 20 16 10 26 Single Family 210 16 D.U. 193 4 12 16 11 6 17 Residential Subtotal 159 D.U. 1,193 20 65 85 65 39 104 Phase 2 Total 1,193 20 65 85 65 39 104 Southwood Total Phase 1 + Phase 2 5,890 139 221 360 274 234 508 Source: ITE Trip Generation, 10th Edition. 1. ITE includes townhomes and apartments in the same category with the 10th edition. 2. Phase 2 consists of 500 total units but will replace the existing 341 units currently on site for a net increase of 159 units. TIMMON5 GROUP YOUR VISION ACHIEVED THROUGH OURS. To: Kevin McDermott (Albemarle County) From: Steve Schmidt, PE, PTOE RE: Southwood — Response to VDOT Comments Date: January 7, 2019 Copy: Craig Kotarski, PE, LEED AP (Timmons Group) 1001 Boulders Parkway P 804.200.6500 Suite 300 F 804.560.1016 Richmond, VA 23225 www.timmons.com Timmons Group completed a traffic study for the proposed Southwood redevelopment which was submitted on 10/24/18. VDOT issued comments on the TIA on December 20, 2018. We offer the following responses to those comments: VDOT Comment #1: The trip generation accounts forreplacement of500"dwelling units". Tripgeneration is calculated based on the type of dwelling unit (single family detached, low rise apartment, etc.). Please provide a more comprehensive summation of the trip generation based on the type of units that will be removed plus the types of units to be constructed. If typology of units is not yet determined, the most conservative (based on tripgeneration) blend that could fit on the siteshould be used. TG Response: As detailed in the revised study, the existing traffic counts at the Route 631/Hickory Street intersection indicate the existing mobile homes generate more traffic than the ITE data for mobile homes would indicate. When compared to the ITE data, the existing mobile homes are equivalent from a traffic perspective to apartments/townhomes. Therefore, in Phase 2, from a traffic perspective, the proposed 500 new residential units (90% of which will be apartment/townhomes) would replace the existing 341 mobile home units for a net increase of 159 new units. VDOT Comment #2: Table I; the value shown for Intersection 4, SBLTR PM does not match the associated Synchro outputs. TG Response: Noted. This has been corrected. VDOT Comment #3: Tables 2, 4, and 5; while it is acknowledged that the volumes are increasing, some of the delay increases shown between 2018 and 2024 are inconsistent with the volume increase. For instance the intersection of Old Lynchburg Rd. and 5" Street is shown to have an increase in AM southbound volume of 93% but a delay increase of 776%. Similarly, the intersection of 5th Street and Stagecoach Road shows PM southbound volume increasing by 25%, yet the delay increases by 178S%. Please review the Synchro coding and submit a copy of the original files to VDOT for review. TG Response: The discrepancy in the increase in volume to the increase in delay is a result of the roadway (and Synchro model) being above capacity. As an intersection's v/c ratio approaches and exceeds 1.0 (which occurs in the noted examples) the ability of the Highway Capacity Manual methodology to calculate delay breaks down. CIVIL ENGINEERING I ENVIRONMENTAL I SURVEYING I GIS I LANDSCAPE ARCHITECTURE I CONSTRUCTION SERVICES Southwood —Traffic Analysis Response to Comments January 7, 2019 Page 2 of 3 Analysis of intersections with v/c ratios greater than 1.0 will yield analysis results that are not proportional to increases in volume. The intersections are above capacity and improvements are required as noted in the revised TIA. The Synchro files have been submitted to VDOT for review. VDOT Comment #4: Figure 6; some of the 2024 total background volumes are the same as the existing values, which is incorrect. Please review values to ensure accuracy of the analysis. TG Response: Noted. This has been reviewed and corrected where applicable. It is important to note that the 1% annual growth rate was applied to the mainline movements only and therefore some side street volumes (Hickory Street for example) will be the same from existing to background conditions. VDOT Comment #5: Figure 10; some of the total future volumes do not add up correctly from the 2024 total background volume and 2024 phase I site trips. TG Response: Noted. This has been reviewed and corrected where applicable. VDOT Comment #6: The analysis is projecting an increase of left turn traffic at 5th Street and Stagecoach Road of 20%. This traffic will presumably use Hickory Street. Please note that Hickory Street is a private road and this change will represent a significant change in use and may necessitate changes to the school zone as currently the school is the only user of this portion of the road. Does the County know who is responsible for maintenance of Hickory Street and will increasing its use be acceptable? TG Response: The existing traffic from the mobile home park utilizes 5th Street, Stagecoach Road, and Hickory Street as a secondary access point. The TIA assumes the residential traffic only from the proposed development will follow suit. VDOT Comment #7: The conclusions section states that the proposed development will have little or no impact on the study intersections. This is not consistent with the included analysis. Though the development's entrance from Old Lynchburg may show adequate levels of service there are offsite impacts identified in the analysis. TG Response: The conclusions of the TIA have been revised. It is important to note that the increase in traffic from Southwood will not cause any new intersections to fail. The increase in traffic from the approved developments and the 1% annual growth rate are the primary cause of intersection failures. VDOT Comment #8: This study identifies future transportation concerns for this corridor both related to, and independent of the proposed development. For instance, increases in side street delay at Old Lynchburg and Stagecoach Road are shown in the study and appear to be exacerbated by the proposed development. Planning level solutions and mitigation analysis are recommended at this time to identify potential improvement projects and/or mitigating proffers. TG Response: The conclusions of the TIA have been revised. The increase in traffic from the approved developments and the 1% annual growth rate are the primary cause of intersection failures. For example, the side street delay at the Stagecoach Road intersection is greater than 1,500 seconds per vehicle under background 2024 conditions (without the site). Should you have any questions or comments please contact me at (804.200.6502). APPENDIX 6 Raw Traffic Data Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Hickory Site Code : 00271111 Start Date : 2/7/2018 Page No Groups Printed- Passeneer Veh - Trucks - Bikes Old Lynchburg Hickory Old Lynchburg From North From East From South From West St3I t Tlme Right Thru Left Uturns Peds A,,. Total Right Thru Left I Utums Peds ApP, Total Right Thru Left Utums Peds ApP, Total Right 7EThru Left Utums Peds App. Total Int. Total 07:00 AM 0 16 11 0 0 27 20 0 1 0 0 21 1 30 0 0 0 31 0 0 0 0 0 0 79 07:15 AM 0 6 10 0 0 16 38 0 0 0 0 38 0 52 0 0 0 52 0 0 0 0 0 0 106 07:30 AM 0 8 5 0 0 13 34 0 0 0 0 34 0 79 0 0 0 79 0 0 0 0 0 0 126 07:45 AM 0 21 13 0 0 34 36 0 1 0 0 37 1 64 0 0 0 65 0 0 0 0 0 0 136 Total 0 51 39 0 0 90 128 0 2 0 0 130 2 225 0 0 0 227 0 0 0 0 0 0 447 08:00 AM 0 16 6 0 0 22 17 0 0 0 1 18 3 53 0 0 0 56 0 0 0 0 0 0 96 08:15 AM 0 24 7 0 0 31 19 0 0 0 0 19 1 59 0 0 0 60 0 0 0 0 0 0 110 08:30 AM 0 22 8 0 0 30 23 0 0 0 1 24 0 50 0 0 0 50 0 0 0 0 0 0 104 08.45 AM 0 22 4 0 0 26 16 0 0 0 0 16 0 38 0 0 0 38 0 0 0 0 0 0 80 Total 0 84 25 0 0 109 75 0 0 0 2 77 4 200 0 0 0 204 0 0 0 0 0 0 390 *** BREAK *** 04:00 PM 0 36 20 0 0 56 12 0 1 0 0 13 0 19 0 0 0 19 0 0 0 0 0 0 88 04:15 PM 0 39 29 0 0 68 21 0 1 0 0 22 1 17 0 0 0 18 0 0 0 0 0 0 108 04:30 PM 0 40 26 0 0 66 20 0 1 0 0 21 2 31 0 0 0 33 0 0 0 0 0 0 120 04.45 PM 0 50 25 0 0 75 22 0 0 0 0 22 1 16 0 0 0 17 0 0 0 0 0 0 114 Total 0 165 100 0 0 265 75 0 3 0 0 78 4 83 0 0 0 87 0 0 0 0 0 0 430 05:00 PM 0 49 16 0 0 65 14 0 1 0 0 15 0 16 0 0 0 16 0 0 0 0 0 0 96 05:15 PM 0 70 23 0 0 93 12 0 2 0 0 14 1 27 0 0 0 28 0 0 0 0 0 0 135 05:30 PM 0 60 20 0 0 80 18 0 3 0 0 21 0 22 0 0 0 22 0 0 0 0 0 0 123 05.45 PM 0 48 23 0 0 71 20 0 0 0 0 20 0 27 0 0 0 27 0 0 0 0 0 0 118 Total 0 227 82 0 0 309 64 0 6 0 0 70 1 92 0 0 0 93 0 0 0 0 0 0 472 Grand Total 0 527 246 0 0 773 342 0 11 0 2 355 11 600 0 0 0 611 0 0 0 0 0 0 1739 Apprch % 0 68.2 31.8 0 0 96.3 0 3.1 0 0.6 1.8 98.2 0 0 0 0 0 0 0 0 Total % 0 30.3 14.1 0 0 44.5 19.7 0 0.6 0 0.1 20.4 0.6 34.5 0 0 0 35.1 0 0 0 0 0 0 Passenger Veh 0 514 227 0 0 741 318 0 10 0 2 330 10 589 0 0 0 599 0 0 0 0 0 0 1670 Passenger Veh 0 97.5 92.3 0 0 95.9 93 0 90.9 0 100 93 90.9 98.2 0 0 0 98 0 0 0 0 0 0 96 Trucks 0 13 19 0 0 32 24 0 1 0 0 25 1 11 0 0 0 12 0 0 0 0 0 0 69 % Trucks 0 2.5 7.7 0 0 4.1 7 0 9.1 0 0 7 9.1 1.8 0 0 0 2 0 0 0 0 0 0 4 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Hickory Site Code : 00271111 Start Date : 2/7/2018 Page No : 2 Old Lynchburg Hickory Old Lynchburg From North From East From South From West Start Time Right Thru F Left Uturns Peds Au.. Total Right Thru Left I Uturns Peds Am Total Right Thru Left Uturns Peds Am Total Right Thru Left Uturns Peds Am Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak FTnnr fnr Fntire Tntersectinn 11—ins at ()7-10 AM 07:30 AM 0 8 5 0 0 13 34 0 0 0 0 34 0 79 0 0 0 79 0 0 0 0 0 0 126 07:45 AM 0 21 13 0 0 34 36 0 1 0 0 37 1 64 0 0 0 65 0 0 0 0 0 0 136 08:00 AM 0 16 6 0 0 22 17 0 0 0 1 18 3 53 0 0 0 56 0 0 0 0 0 0 96 08.15 AM 0 24 7 0 0 31 19 0 0 0 0 19 1 59 0 0 0 60 0 0 0 0 0 0 110 Total Volume 0 69 31 0 0 100 106 0 1 0 1 108 5 255 0 0 0 260 0 0 0 0 0 0 468 % App. Total 0 69 31 0 0 98.1 0 0.9 0 0.9 1.9 98.1 0 0 0 0 0 0 0 0 PHF .000 .719 .596 .000 .000 .735 .736 .000 .250 .000 .250 .730 .417 .807 .000 .000 .000 .823 .000 .000 .000 .000 .000 .000 .860 Passenger Veh 0 66 24 0 0 90 102 0 1 0 1 104 5 250 0 0 0 255 0 0 0 0 0 0 449 Passenger Veh 0 95.7 77.4 0 0 90.0 96.2 0 100 0 100 96.3 100 98.0 0 0 0 98.1 0 0 0 0 0 0 95.9 Trucks 0 3 7 0 0 10 4 0 0 0 0 4 0 5 0 0 0 5 0 0 0 0 0 0 19 % Trucks 0 4.3 22.6 0 0 10.0 3.8 0 0 0 0 3.7 0 2.0 0 0 0 1.9 0 0 0 0 0 0 4.1 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Hickory Site Code : 00271111 Start Date : 2/7/2018 Page No : 3 Old Lynchburg Out In Total 362 90L 442 9 10 19 0 0 0 361 461 Right Thru Left Peds Peak Hour Data �0000 o� 0000�� O J Z0)C> AN 0000 North4 0 0 0 o F� Peak Hour Begins at 07:30 A 0000 0 0 o r PassengerVeh Trucks �0 FZ�i,2 �� 0000—oo� o000 (D -Bikes � �o L � a N O O F+ Left Thru Ri ht Peds 70 260M322 Out In Total 0 66 24 0 0 3 7 0 0 0 0 0 0 69 31 0 0 260 5 0 0 5 0 0 0 0 0 0 0 265 5 0 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Hickory Site Code : 00271111 Start Date : 2/7/2018 Page No Old Lynchburg From North Hickory From East Old Lynchburg From South From West Start Time Right Thru I Left Uturns Peds App. rota] Right Thru Left I Uturns Peds APP, rota] Right Thru Left Uturns Peds APP, rota] Right Thru Left Utums Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beeins at 05:00 PM Int. Total 05:00 PM 0 49 16 0 0 65 14 0 1 0 0 15 0 16 0 0 0 16 0 0 0 0 0 0 96 05:15 PM 0 70 23 0 0 93 12 0 2 0 0 14 1 27 0 0 0 28 0 0 0 0 0 0 135 05:30 PM 0 60 20 0 0 80 18 0 3 0 0 21 0 22 0 0 0 22 0 0 0 0 0 0 123 05:45 PM 0 48 23 0 0 71 20 0 0 0 0 20 0 27 0 0 0 27 0 0 0 0 0 0 118 Total Volume 0 227 82 0 0 309 64 0 6 0 0 70 1 92 0 0 0 93 0 0 0 0 0 0 472 % App. Total 0 73.5 26.5 0 0 91.4 0 8.6 0 0 1.1 98.9 0 0 0 0 0 0 0 0 PHF .000 .811 .891 .000 .000 .831 .800 .000 .500 .000 .000 .833 .250 .852 .000 .000 .000 .830 .000 .000 .000 .000 .000 .000 .874 Passenger Veh 0 225 80 0 0 305 62 0 6 0 0 68 0 92 0 0 0 92 0 0 0 0 0 0 465 %Passenger Veh 0 99.1 97.6 0 0 98.7 96.9 0 100 0 0 97.1 0 100 0 0 0 98.9 0 0 0 0 0 0 98.5 Trucks 0 2 2 0 0 4 2 0 0 0 0 2 1 0 0 0 0 1 0 0 0 0 0 0 7 % Trucks 0 0.9 2.4 0 0 1.3 3.1 0 0 0 0 2.9 100 0 0 0 0 1.1 0 0 0 0 0 0 1.5 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : Old Lynchburg and Hickory Site Code : 00271111 Start Date : 2/7/2018 Page No : 5 Old Lynchburg Out In Total 305L 459 4 60 L:2 0 465 Right Thru Left Peds Peak Hour Data �0000 o 0000�� J A O T Ao NN 0 0 0 o 0000 F� North4 Peak Hour Begins at 05:00 P wowo o000 0 0 0 o r PassengerVeh Trucks r __�' o o v a °� �� 000o 0 0000� m Bikesrnoorn m a o wocn�° � �' o000 F+ Left Thru Ri ht Peds 233 93 326 Out In Total 0 225 80 0 0 2 2 0 0 0 0 0 0 227 82 0 0 92 0 0 0 0 1 0 0 0 0 0 0 92 1 0 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext AM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Car Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound Start T1TI10 Right Th. Left Pods App. Total Right Th. Left Peds App. Total Right Th. Left Peds App. Total Right Thin Left Peds App. Total Int. Total 06:00 AM 4 3 0 0 7 0 0 0 0 0 0 26 0 0 26 0 0 9 0 9 42 06:15 AM 0 5 0 0 5 0 0 0 0 0 0 51 0 0 51 1 0 14 0 15 71 06:30 AM 6 6 0 0 12 0 0 0 0 0 0 49 1 0 50 1 0 26 0 27 89 06:45 AM 11 12 0 0 23 0 0 0 0 0 0 40 1 0 41 1 0 45 0 46 110 Total 21 26 0 0 47 0 0 0 0 0 0 166 2 0 168 3 0 94 0 97 312 07:00 AM 9 15 1 0 25 0 0 0 0 0 0 51 2 0 53 3 0 32 0 35 113 07:15 AM 8 16 0 0 24 0 0 0 0 0 0 87 1 0 88 0 0 60 0 60 172 07:30 AM 10 16 1 0 27 0 0 0 0 0 0 112 4 0 116 1 0 88 0 89 232 07:45 AM 16 22 6 0 44 0 0 0 0 0 0 90 5 0 95 3 0 57 0 60 199 Total 43 69 8 0 120 0 0 0 0 0 0 340 12 0 352 7 0 237 0 244 716 08:00 AM 15 22 5 0 42 0 0 0 0 0 0 71 2 0 73 0 0 71 0 71 186 08:15 AM 18 18 2 0 38 0 0 0 0 0 0 63 1 0 64 1 0 74 0 75 177 08:30 AM 13 32 1 0 46 0 0 0 0 0 0 71 3 0 74 0 0 72 0 72 192 08:45 AM 15 25 0 0 40 0 0 0 0 0 0 65 1 0 66 2 0 47 0 49 155 Total 61 97 8 0 166 0 0 0 0 0 0 270 7 0 277 3 0 264 0 267 710 Grand Total 125 192 16 0 333 0 0 0 0 0 0 776 21 0 797 13 0 595 0 608 1738 Apprch % 37.5 57.7 4.8 0 0 0 0 0 0 97.4 2.6 0 2.1 0 97.9 0 Total % 7.2 11 0.9 0 19.2 0 0 0 0 0 0 44.6 1.2 0 45.9 0.7 0 34.2 0 35 Old Lynchburg Rd Southbound Start Time I Right I Thru I Left I Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 c Peak Hour for Entire Intersection Begins at 07:30 AM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thru I Left I Ann. Total Right I Thru I Left I Ann. Total I Right I Thru I Left I Arm. Total I Int. Total 07:30 AM 10 16 1 27 0 0 0 0 0 112 4 116 1 0 88 89 232 07:45 AM 16 22 6 44 0 0 0 0 0 90 5 95 3 0 57 60 199 08:00 AM 15 22 5 42 0 0 0 0 0 71 2 73 0 0 71 71 186 08:15 AM 18 18 2 38 0 0 0 0 0 63 1 64 1 0 74 75 177 Total Volume 59 78 14 151 0 0 0 0 0 336 12 348 5 0 290 295 794 % App. Total 39.1 51.7 9.3 0 0 0 0 96.6 3.4 1.7 0 98.3 PHF .819 .886 .583 .858 .000 .000 .000 .000 .000 .750 .600 .750 .417 .000 .824 .829 .856 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext AM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound Start T11110 Right Th. Left Pods App. Total Right Th. Left Peds App. Total Right Th. Left Pods I App. Total Right Thrn Left I Peds App. Total Int Total 06:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 06:45 AM 1 2 0 0 3 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 6 Total 2 2 0 0 4 0 0 0 0 0 0 2 0 0 2 0 0 1 0 1 7 07:00 AM 1 4 0 0 5 0 0 0 0 0 0 1 1 0 2 0 0 3 0 3 10 07:15 AM 1 1 0 0 2 0 0 0 0 0 0 5 1 0 6 0 0 1 0 1 9 07:30 AM 1 2 0 0 3 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 5 07:45 AM 1 1 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3 Total 4 8 0 0 12 0 0 0 0 0 0 7 3 0 10 0 0 5 0 5 27 08:00 AM 2 3 0 0 5 0 0 0 0 0 0 1 0 0 1 0 0 1 0 1 7 08:15 AM 2 2 0 0 4 0 0 0 0 0 0 5 0 0 5 0 0 3 0 3 12 08:30 AM 2 1 0 0 3 0 0 0 0 0 0 5 0 0 5 0 0 2 0 2 10 08:45 AM 1 1 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 2 0 2 5 Total 7 7 0 0 14 0 0 0 0 0 0 12 0 0 12 0 0 8 0 8 34 Grand Total 13 17 0 0 30 0 0 0 0 0 0 21 3 0 24 0 0 14 0 14 68 Apprch % 43.3 56.7 0 0 0 0 0 0 0 87.5 12.5 0 0 0 100 0 Total % 19.1 25 0 0 44.1 0 0 0 0 0 0 30.9 4.4 0 35.3 0 0 20.6 0 20.6 Old Lynchburg Rd Southbound Start Time I Right I Thru I Left I Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 c Peak Hour for Entire Intersection Begins at 08:00 AM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thru I Left I Atm. Total Right I Thru I Left I Arm. Total I Right I Thru I Left I Arm. Total I Int. Total 08:00 AM 2 3 0 5 0 0 0 0 0 1 0 1 0 0 1 1 7 08:15 AM 2 2 0 4 0 0 0 0 0 5 0 5 0 0 3 3 12 08:30 AM 2 1 0 3 0 0 0 0 0 5 0 5 0 0 2 2 10 08:45 AM 1 1 0 2 0 0 0 0 0 1 0 1 0 0 2 2 5 Total Volume 7 7 0 14 0 0 0 0 0 12 0 12 0 0 8 8 34 % App. Total 50 50 0 0 0 0 0 10o 0 0 0 10o PHF .875 .583 .000 .700 .000 .000 .000 .000 .000 .600 .000 .600 .000 .000 .667 .667 .708 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext AM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Combined Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound Start T11110 Right Th. Left Pods App. Total Right Thra Left Peds App. Total Right Thra I Left Pods I App. Total Right Turn Lefr I Peds App. Total Int. Total 06:00 AM 4 3 0 0 7 0 0 0 0 0 0 26 0 0 26 0 0 9 0 9 42 06:15 AM 0 5 0 0 5 0 0 0 0 0 0 51 0 0 51 1 0 14 0 15 71 06:30 AM 7 6 0 0 13 0 0 0 0 0 0 49 1 0 50 1 0 26 0 27 90 06:45 AM 12 14 0 0 26 0 0 0 0 0 0 42 1 0 43 1 0 46 0 47 116 Total 23 28 0 0 51 0 0 0 0 0 0 168 2 0 170 3 0 95 0 98 319 07:00 AM 10 19 1 0 30 0 0 0 0 0 0 52 3 0 55 3 0 35 0 38 123 07:15 AM 9 17 0 0 26 0 0 0 0 0 0 92 2 0 94 0 0 61 0 61 181 07:30 AM 11 18 1 0 30 0 0 0 0 0 0 112 5 0 117 1 0 89 0 90 237 07:45 AM 17 23 6 0 46 0 0 0 0 0 0 91 5 0 96 3 0 57 0 60 202 Total 47 77 8 0 132 0 0 0 0 0 0 347 15 0 362 7 0 242 0 249 743 08:00 AM 17 25 5 0 47 0 0 0 0 0 0 72 2 0 74 0 0 72 0 72 193 08:15 AM 20 20 2 0 42 0 0 0 0 0 0 68 1 0 69 1 0 77 0 78 189 08:30 AM 15 33 1 0 49 0 0 0 0 0 0 76 3 0 79 0 0 74 0 74 202 08:45 AM 16 26 0 0 42 0 0 0 0 0 0 66 1 0 67 2 0 49 0 51 160 Total 68 104 8 0 180 0 0 0 0 0 0 282 7 0 289 3 0 272 0 275 744 Grand Total 138 209 16 0 363 0 0 0 0 0 0 797 24 0 821 13 0 609 0 622 1806 Apprch % 38 57.6 4.4 0 0 0 0 0 0 97.1 2.9 0 2.1 0 97.9 0 Total % 7.6 11.6 0.9 0 20.1 0 0 0 0 0 0 44.1 1.3 0 45.5 0.7 0 33.7 0 34.4 Old Lynchburg Rd Southbound Start Time I Right I Thra I Left I Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 c Peak Hour for Entire Intersection Begins at 07:30 AM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thra I Left I Ann. Total Right I Thru I Left I Ann. Total I Right I Thra I Left I Arm. Total I Int. Total 07:30 AM 11 18 1 30 0 0 0 0 0 112 5 117 1 0 89 90 237 07:45 AM 17 23 6 46 0 0 0 0 0 91 5 96 3 0 57 60 202 08:00 AM 17 25 5 47 0 0 0 0 0 72 2 74 0 0 72 72 193 08:15 AM 20 20 2 42 0 0 0 0 0 68 1 69 1 0 77 78 189 Total Volume 65 86 14 165 0 0 0 0 0 343 13 356 5 0 295 300 821 % App. Total 39.4 52.1 8.5 0 0 0 0 96.3 3.7 1.7 0 98.3 PHF .813 .860 .583 .878 .000 .000 .000 .000 .000 .766 .650 .761 .417 .000 .829 .833 .866 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext PM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Car Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound 3tait Tlllle Right Th. left Peds App. Total Right Th. Left Peds App. Total Right Th. I Left Peds App. Total Right Thin left Peds App. Total Int. Total 04:00 PM 24 75 2 0 101 0 0 0 0 0 0 27 2 0 29 2 0 41 0 43 173 04:15 PM 47 60 3 0 110 0 0 0 0 0 0 39 4 0 43 8 0 16 0 24 177 04:30 PM 32 76 1 0 109 0 0 0 0 0 0 38 5 0 43 4 0 22 0 26 178 04:45 PM 32 64 1 0 97 1 0 1 0 2 0 28 4 0 32 6 0 32 0 38 169 Total 135 275 7 0 417 1 0 1 0 2 0 132 15 0 147 20 0 111 0 131 697 05:00 PM 49 75 4 0 128 0 0 0 0 0 0 27 3 0 30 1 0 29 0 30 188 05:15 PM 59 80 1 0 140 0 0 0 0 0 0 45 4 0 49 6 0 42 0 48 237 05:30 PM 52 72 0 0 124 0 0 0 0 0 0 34 2 0 36 4 0 34 0 38 198 05:45 PM 55 79 0 0 134 0 0 0 0 0 0 49 3 0 52 4 0 27 0 31 217 Total 215 306 5 0 526 0 0 0 0 0 0 155 12 0 167 15 0 132 0 147 840 06:00 PM 37 56 2 0 95 0 0 0 0 0 0 55 1 0 56 4 0 41 0 45 196 06:15 PM 42 47 2 0 91 0 0 1 0 1 0 36 4 0 40 1 0 36 0 37 169 06:30 PM 39 58 1 0 98 0 0 0 0 0 0 33 1 0 34 6 0 30 0 36 168 06:45 PM 42 49 6 0 97 0 0 0 0 0 2 34 1 0 37 4 0 17 0 21 155 Total 160 210 11 0 381 0 0 1 0 1 2 158 7 0 167 15 0 124 0 139 688 Grand Total 510 791 23 0 1324 1 0 2 0 3 2 445 34 0 481 50 0 367 0 417 2225 Apprch % 38.5 59.7 1.7 0 33.3 0 66.7 0 0.4 92.5 7.1 0 12 0 88 0 Total % 22.9 35.6 1 0 59.5 0 0 0.1 0 0.1 0.1 20 1.5 0 21.6 2.2 0 16.5 0 18.7 Old Lynchburg Rd Southbound Start Time I Right I Thm I Left I Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 o Peak Hour for Entire Intersection Begins at 05:15 PM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thm I Left I Ann. Total Right I Thru I Left I Ann. Total I Right I Thm I Left I Arm. Total I Int. Total 05:15 PM 59 80 1 140 0 0 0 0 0 45 4 49 6 0 42 48 237 05:30 PM 52 72 0 124 0 0 0 0 0 34 2 36 4 0 34 38 198 05:45 PM 55 79 0 134 0 0 0 0 0 49 3 52 4 0 27 31 217 06:00 PM 37 56 2 95 0 0 0 0 0 55 1 56 4 0 41 45 196 Total Volume 203 287 3 493 0 0 0 0 0 183 10 193 18 0 144 162 848 % App. Total 41.2 58.2 0.6 0 0 0 0 94.8 5.2 11.1 0 88.9 PHF .860 .897 .375 .880 .000 .000 .000 .000 .000 .832 .625 .862 .750 .000 .857 .844 .895 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext PM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound Start T1111e Right Thru Left Peds App. Total Right Th. Left Peds App. Total Right Th. Left Peds I App. Total Right Thm] Left I Peds App. Total Int Total 04:00 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 3 04:15 PM 1 1 0 0 2 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 6 04:30 PM 1 2 0 0 3 0 0 0 0 0 0 4 0 0 4 1 0 2 0 3 10 04:45 PM 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 2 0 2 4 Total 2 4 0 0 6 0 0 0 0 0 0 11 0 0 11 2 0 4 0 6 23 05:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 05:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 05:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05:45 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 Total 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 06:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 06:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 1 06:30 PM 0 1 0 0 l 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 06:45 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 1 0 0 0 1 3 Total 0 3 0 0 3 0 0 0 0 0 0 2 0 0 2 1 0 1 0 2 7 Grand Total 2 9 0 0 1 1 0 0 0 0 0 0 15 0 0 15 3 0 5 0 8 34 Apprch % 18.2 81.8 0 0 0 0 0 0 0 100 0 0 37.5 0 62.5 0 Total % 5.9 26.5 0 0 32.4 0 0 0 0 0 0 44.1 0 0 44.1 8.8 0 14.7 0 23.5 Old Lynchburg Rd Southbound Start Time I Right I Thm I Left I Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 o Peak Hour for Entire Intersection Begins at 04:00 PM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thm I Left I Atm. Total Right I Thru I Left I Arm. Total I Right I Thm I Left I Arm. Total I Int. Total 04:00 PM 0 1 0 1 0 0 0 0 0 1 0 1 1 0 0 1 3 04:15 PM 1 1 0 2 0 0 0 0 0 4 0 4 0 0 0 0 6 04:30 PM 1 2 0 3 0 0 0 0 0 4 0 4 1 0 2 3 10 04:45 PM 0 0 0 0 0 0 0 0 0 2 0 2 0 0 2 2 4 Total Volume 2 4 0 6 0 0 0 0 0 11 0 11 2 0 4 6 23 % App. Total 33.3 66.7 0 0 0 0 0 10o 0 33.3 0 66.7 PHF .500 .500 .000 .500 .000 .000 .000 .000 .000 .688 .000 .688 .500 .000 .500 .500 .575 Peggy Malone & Associates (800) 247-8602 File Name : 3-Old Lynchburg and Sunset Ave Ext PM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Combined Old Lynchburg Rd Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Southbound Westbound Northbound Eastbound Start T1111e Right Th. Left Peds App. Total Right T1. Left Peds App. Total Right Thra Left Peds I App. Total Right Turn Lefr I Peds App. Total Iat. Total 04:00 PM 24 76 2 0 102 0 0 0 0 0 0 28 2 0 30 3 0 41 0 44 176 04:15 PM 48 61 3 0 112 0 0 0 0 0 0 43 4 0 47 8 0 16 0 24 183 04:30 PM 33 78 1 0 112 0 0 0 0 0 0 42 5 0 47 5 0 24 0 29 188 04:45 PM 32 64 1 0 97 1 0 1 0 2 0 30 4 0 34 6 0 34 0 40 173 Total 137 279 7 0 423 1 0 1 0 2 0 143 15 0 158 22 0 115 0 137 720 05:00 PM 49 76 4 0 129 0 0 0 0 0 0 27 3 0 30 1 0 29 0 30 189 05:15 PM 59 80 1 0 140 0 0 0 0 0 0 46 4 0 50 6 0 42 0 48 238 05:30 PM 52 72 0 0 124 0 0 0 0 0 0 34 2 0 36 4 0 34 0 38 198 05:45 PM 55 80 0 0 135 0 0 0 0 0 0 50 3 0 53 4 0 27 0 31 219 Total 215 308 5 0 528 0 0 0 0 0 0 157 12 0 169 15 0 132 0 147 844 06:00 PM 37 57 2 0 96 0 0 0 0 0 0 55 1 0 56 4 0 41 0 45 197 06:15 PM 42 47 2 0 91 0 0 1 0 1 0 37 4 0 41 1 0 36 0 37 170 06:30 PM 39 59 1 0 99 0 0 0 0 0 0 33 1 0 34 6 0 31 0 37 170 06:45 PM 42 50 6 0 98 0 0 0 0 0 2 35 1 0 38 5 0 17 0 22 158 Total 160 213 11 0 384 0 0 1 0 1 2 160 7 0 169 16 0 125 0 141 695 Grand Total 512 800 23 0 1335 1 0 2 0 3 2 460 34 0 496 53 0 372 0 425 2259 Apprch % 38.4 59.9 1.7 0 33.3 0 66.7 0 0.4 92.7 6.9 0 12.5 0 87.5 0 Total % 22.7 35.4 1 0 59.1 0 0 0.1 0 0.1 0.1 20.4 1.5 0 22 2.3 0 16.5 0 18.8 Old Lynchburg Rd Southbound Start Time I Right I Thm I Left I Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 o Peak Hour for Entire Intersection Begins at 05:15 PM Kingdom Hall Ent/Exit Old Lynchburg Rd Sunset Ave Ext Westbound Northbound Eastbound aht I Thm I Left I Ann. Total Right I Thru I Left I Ann. Total I Right I Thm I Left I Arm. Total I Int. Total 05:15 PM 59 80 1 140 0 0 0 0 0 46 4 50 6 0 42 48 238 05:30 PM 52 72 0 124 0 0 0 0 0 34 2 36 4 0 34 38 198 05:45 PM 55 80 0 135 0 0 0 0 0 50 3 53 4 0 27 31 219 06:00 PM 37 57 2 96 0 0 0 0 0 55 1 56 4 0 41 45 197 Total Volume 203 289 3 495 0 0 0 0 0 185 10 195 18 0 144 162 852 % App. Total 41 58.4 0.6 0 0 0 0 94.9 5.1 11.1 0 88.9 PHF .860 .903 .375 .884 .000 .000 .000 .000 .000 .841 .625 .871 .750 .000 .857 .844 .895 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Old Lynchburg Site Code : 00001111 Start Date : 2/7/2018 Page No : 1 Groups Printed- Passenger Veh - Trucks - Bikes 5th County Complex Entrance Old Lynchburg Old Lynchburg From North From East From South From West St3I t Tlme Right Thm I Left Uturns Peds App. rotas Right Thm Left I Utums Peds ApP, Total Right Thru Left Utums Peds ApP, Total Right Thru Left Utums Peds App. Total Int. Total 07:00 AM 20 33 7 5 0 65 2 0 0 0 0 2 1 75 5 0 0 81 3 0 23 0 0 26 174 07:15 AM 19 27 6 10 0 62 1 0 0 0 0 1 0 130 10 0 0 140 2 0 30 0 0 32 235 07:30 AM 35 18 9 6 0 68 0 0 0 0 0 0 0 191 9 0 0 200 0 0 38 0 1 39 307 07:45 AM 40 51 15 8 0 114 2 0 0 0 1 3 2 149 19 1 0 171 3 1 48 0 0 52 340 Total 114 129 37 29 0 309 5 0 0 0 1 6 3 545 43 1 0 592 8 1 139 0 1 149 1056 08:00 AM 26 36 24 9 0 95 0 0 0 0 0 0 1 123 6 0 0 130 3 0 44 0 0 47 272 08:15 AM 46 42 20 2 0 110 1 0 0 0 0 1 1 126 13 2 0 142 5 0 51 0 1 57 310 08:30 AM 35 37 13 5 0 90 5 0 0 0 0 5 1 134 7 0 0 142 8 0 50 0 1 59 296 08.45 AM 29 34 18 6 1 88 2 0 0 0 1 3 1 110 13 1 0 125 3 0 51 0 0 54 270 Total 136 149 75 22 1 383 8 0 0 0 1 9 4 493 39 3 0 539 19 0 196 0 2 217 1148 *** BREAK *** 04:00 PM 41 76 2 4 0 123 18 0 1 0 0 19 0 45 2 0 0 47 5 0 34 0 0 39 228 04:15 PM 50 83 7 4 0 144 9 0 0 0 0 9 0 52 4 0 0 56 14 2 38 0 0 54 263 04:30 PM 34 78 4 4 0 120 20 1 1 0 0 22 0 58 7 1 0 66 11 0 47 0 1 59 267 04.45 PM 43 87 8 4 0 142 9 0 0 0 0 9 1 57 5 0 0 63 14 0 52 0 1 67 281 Total 168 324 21 16 0 529 56 1 2 0 0 59 1 212 18 1 0 232 44 2 171 0 2 219 1039 05:00 PM 60 107 7 10 0 184 29 0 1 0 0 30 0 58 3 2 0 63 8 1 52 0 0 61 338 05:15 PM 77 121 3 7 0 208 10 0 0 0 0 10 1 55 7 0 0 63 16 0 34 0 0 50 331 05:30 PM 56 107 2 6 0 171 11 0 0 0 0 11 0 71 8 0 0 79 14 0 27 0 0 41 302 05:45 PM 63 119 4 7 0 193 2 0 0 0 0 2 0 78 5 0 0 83 12 0 44 0 1 57 335 Total 256 454 16 30 0 756 52 0 1 0 0 53 1 262 23 2 0 288 50 1 157 0 1 209 1306 Grand Total 674 1056 149 97 1 1977 121 1 3 0 2 127 9 1512 123 7 0 1651 121 4 663 0 6 794 4549 Apprch % 34.1 53.4 7.5 4.9 0.1 95.3 0.8 2.4 0 1.6 0.5 91.6 7.5 0.4 0 15.2 0.5 83.5 0 0.8 Total % 14.8 23.2 3.3 2.1 0 43.5 2.7 0 0.1 0 0 2.8 0.2 33.2 2.7 0.2 0 36.3 2.7 0.1 14.6 0 0.1 17.5 Passenger Veh 658 1017 149 97 1 1922 121 1 3 0 2 127 9 1475 115 7 0 1606 117 3 650 0 6 776 4431 Passenger Veh 97.6 96.3 100 100 100 97.2 100 100 100 0 100 100 100 97.6 93.5 100 0 97.3 96.7 75 98 0 100 97.7 97.4 Trucks 16 39 0 0 0 55 0 0 0 0 0 0 0 37 8 0 0 45 4 1 13 0 0 18 118 % Trucks 2.4 3.7 0 0 0 2.8 0 0 0 0 0 0 0 2.4 6.5 0 0 2.7 3.3 25 2 0 0 2.3 2.6 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Old Lynchburg Site Code : 00001111 Start Date : 2/7/2018 Page No :2 5th From North County Complex Entrance From East Old Lynchburg From South Old Lynchburg From West Start Time Right Thru I Left Uturns L Peds App. Total Right Thru Left I Uturns Peds App. Total Right Thru Left Uturns Peds n . Total Right Thru Left Uturns Peds p To al Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 35 18 9 6 0 68 0 0 0 0 0 0 0 191 9 0 0 200 0 0 38 0 1 39 307 07:45 AM 40 51 15 8 0 114 2 0 0 0 1 3 2 149 19 1 0 171 3 1 48 0 0 52 340 08:00 AM 26 36 24 9 0 95 0 0 0 0 0 0 1 123 6 0 0 130 3 0 44 0 0 47 272 08:15 AM 46 42 20 2 0 110 1 0 0 0 0 1 1 126 13 2 0 142 5 0 51 0 1 57 310 Total Volume 147 147 68 25 0 387 3 0 0 0 1 4 4 589 47 3 0 643 11 1 181 0 2 195 1229 % App. Total 38 38 17.6 6.5 0 75 0 0 0 25 0.6 91.6 7.3 0.5 0 5.6 0.5 92.8 0 1 PHF .799 .721 .708 .694 .000 .849 .375 .000 .000 .000 .250 .333 .500 .771 .618 .375 .000 .804 .550 .250 .887 .000 .500 .855 .904 Passengerveh 141 131 68 25 0 365 3 0 0 0 1 4 4 578 42 3 0 627 9 1 177 0 2 189 1185 Passenger Veh 95.9 89.1 100 100 0 94.3 100 0 0 0 100 100 100 98.1 89.4 100 0 97.5 81.8 100 97.8 0 100 96.9 96.4 Trucks 6 16 0 0 0 22 0 0 0 0 0 0 0 11 5 0 0 16 2 0 4 0 0 6 44 % Trucks 4.1 10.9 0 0 0 5.7 0 0 0 0 0 0 0 1.9 10.6 0 0 2.5 18.2 0 2.2 0 0 3.1 3.6 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Old Lynchburg Site Code : 00001111 Start Date : 2/7/2018 Page No : 3 5th Out In Total 36$ 112 L758 15 22 37 0 0 0 773 116 Right Thru Left Peds Peak Hour Data N I-00 M 1�70 I W J ♦ * 'Z 1. O n O T CO O O CO v v 0 T rn 0 0 �n r� North Peak Hour Begins at 07:30 A � +—; W O O W o L W T ~ O O O O O 3 J 0 N O L Passenger Veh r _ CD A O O A Trucks m O S��o� O NOON ti Bikes o000 � �a ILQ CD 0 0 �O v 0 0 v CD F+ Left Thru Ri ht Peds 18 34 158 643M Out In Total 141 131 68 25 6 16 0 0 0 0 0 0 147 147 68 25 42 578 4 3 5 11 0 0 0 0 0 0 47 589 4 3 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Old Lynchburg Site Code : 00001111 Start Date : 2/7/2018 Page No : 4 5th From North County Complex Entrance From East Old Lynchburg From South Old Lynchburg From West Start Time Right Thru I Left u—s Peds App. Total Right Thru Left FUmms Peds ApP, rota] Right Thru Left Ut—s Peds App. rota] Right Thru Left Ut s Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 60 107 7 10 0 184 29 0 1 0 0 30 0 58 3 2 0 63 8 1 52 0 0 61 338 05:15 PM 77 121 3 7 0 208 10 0 0 0 0 10 1 55 7 0 0 63 16 0 34 0 0 50 331 05:30 PM 56 107 2 6 0 171 11 0 0 0 0 11 0 71 8 0 0 79 14 0 27 0 0 41 302 05:45 PM 63 119 4 7 0 193 2 0 0 0 0 2 0 78 5 0 0 83 12 0 44 0 1 57 335 Total Volume 256 454 16 30 0 756 52 0 1 0 0 53 1 262 23 2 0 288 50 1 157 0 1 209 1306 % App. Total 33.9 60.1 2.1 4 0 98.1 0 1.9 0 0 0.3 91 8 0.7 0 23.9 0.5 75.1 0 0.5 PHF .831 .938 .571 .750 .000 .909 .448 .000 .250 .000 .000 .442 .250 .840 .719 .250 .000 .867 .781 .250 .755 .000 .250 .857 .966 Passenger Veh 256 451 16 30 0 753 52 0 1 0 0 53 1 259 23 2 0 285 50 1 155 0 1 207 1298 Passenger Veh 100 99.3 100 100 0 99.6 100 0 100 0 0 100 100 98.9 100 100 0 99.0 100 100 98.7 0 100 99.0 99.4 Trucks 0 3 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 3 0 0 2 0 0 2 8 % Trucks 0 0.7 0 0 0 0.4 0 0 0 0 0 0 0 1.1 0 0 0 1.0 0 0 1.3 0 0 1.0 0.6 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Old Lynchburg Site Code : 00001111 Start Date : 2/7/2018 Page No : 5 5th Out In Total 466 753 121 5 3 8 0 0 0 471 122 Right Thru Left Peds Peak Hour Data [O NOCO W co u�N OIL !n !n �' J ♦ ? 'Z1. - roT N O O N 0 O � N o rn r� North Peak Hour Begins at 05:00 P +—; O� 000� o 0 0 U N N ~ 0 0 0 0 0 J o 0 0 o r PassengerVeh r a w o o w X �°� Trucks CD 0 p Bikes �00� ��oo� N N 0 0 ti � �? �O N d CD Q N O O O O J O O J N F+ Left Thru Ri ht Peds 105 288M787 Out In Total 256 451 16 30 0 3 0 0 0 0 0 0 256 454 16 30 23 259 1 2 0 3 0 0 0 0 0 0 23 262 1 2 Police directed traffic from 8-830AM Data Collection Group LSmith@DataCollectionGroup.net Groups Printed- Passen er Veh - Trucks - Bikes File Name : 5th and Stagecoach Site Code : 00272225 Start Date : 2/7/2018 Page No : 1 5th Stagecoach 5th Entrance From North From East From South From West Start Time Right Thru Left Uturns Peds App. Total Right Thru Left Uturns Peds App. Total Right Thru Left Uturns Peds App. Total Right ThruT Left Uturns Peds App. Total Int. Total 07:00 AM 9 63 13 0 0 85 18 0 0 0 0 18 2 108 0 0 0 110 0 0 0 0 1 1 214 07:15 AM 3 52 15 2 0 72 19 0 0 0 0 19 0 180 0 0 0 180 1 0 1 0 0 2 273 07:30 AM 2 64 46 1 0 113 35 0 0 0 0 35 10 228 0 0 0 238 1 0 3 0 0 4 390 07:45 AM 2 105 51 0 0 158 39 0 0 0 0 39 7 195 0 0 0 202 0 0 1 0 0 1 400 Total 16 284 125 3 0 428 111 0 0 0 0 111 19 711 0 0 0 730 2 0 5 0 1 8 1277 08:00 AM 3 98 64 1 0 166 72 0 0 0 0 72 2 170 0 0 1 173 0 0 0 0 0 0 411 08:15 AM 4 110 67 2 0 183 69 0 0 0 0 69 8 167 0 0 0 175 0 0 1 0 0 1 428 08:30 AM 1 81 14 0 0 96 28 0 0 0 0 28 3 202 0 0 0 205 0 1 2 0 0 3 332 08:45 AM 2 85 16 0 0 103 22 0 0 0 0 22 0 163 0 0 0 163 0 0 2 0 0 2 290 Total 10 374 161 3 0 548 191 0 0 0 0 191 13 702 0 0 1 716 0 1 5 0 0 6 1461 - BREAK - 04:00 PM 3 128 45 2 0 178 16 0 1 0 0 17 2 100 0 0 0 102 0 0 2 0 0 2 299 04:15 PM 1 149 37 1 0 188 27 0 1 0 0 28 2 98 0 0 0 100 1 1 4 0 0 6 322 04:30 PM 1 122 33 1 0 157 28 0 0 0 0 28 3 126 1 0 0 130 0 0 6 0 0 6 321 04:45 PM 4 150 45 2 1 202 35 0 1 0 0 36 3 122 0 0 0 125 1 0 3 0 1 5 368 Total 9 549 160 6 1 725 106 0 3 0 0 109 10 446 1 0 0 457 2 1 15 0 1 19 1310 05:00 PM 1 175 42 2 0 220 30 0 0 0 0 30 2 144 0 0 0 146 0 0 1 0 0 1 397 05:15 PM 4 211 48 3 0 266 37 0 0 0 0 37 6 93 0 0 0 99 0 0 7 0 0 7 409 05:30 PM 2 182 38 1 0 223 48 2 1 0 0 51 5 115 0 0 0 120 1 0 7 0 0 8 402 05:45 PM 2 187 39 1 0 229 62 0 0 0 0 62 3 129 0 0 0 132 0 0 3 0 0 3 426 Total 9 755 167 7 0 938 177 2 1 0 0 180 16 481 0 0 0 497 1 0 18 0 0 19 1634 Grand Total 44 1962 613 19 1 2639 585 2 4 0 0 591 58 2340 1 0 1 2400 5 2 43 0 2 52 5682 Apprch % 1.7 74.3 23.2 0.7 0 99 0.3 0.7 0 0 2.4 97.5 0 0 0 9.6 3.8 82.7 0 3.8 Total % 0.8 34.5 10.8 0.3 0 46.4 10.3 0 0.1 0 0 10.4 1 41.2 0 0 0 42.2 0.1 0 0.8 0 0 0.9 Passenger Veh 40 1900 596 19 0 2555 571 2 4 0 0 577 54 2288 1 0 1 2344 5 2 41 0 2 50 5526 Passenger Veh 90.9 96.8 97.2 100 0 96.8 97.6 100 100 0 0 97.6 93.1 97.8 100 0 100 97.7 100 100 95.3 0 100 96.2 97.3 Trucks 4 62 17 0 1 84 14 0 0 0 0 14 4 52 0 0 0 56 0 0 2 0 0 2 156 % Trucks 9.1 3.2 2.8 0 100 3.2 2.4 0 0 0 0 2.4 6.9 2.2 0 0 0 2.3 0 0 4.7 0 0 3.8 2.7 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Stagecoach Site Code : 00272225 Start Date : 2/7/2018 Page No : 2 5th Stagecoach 5th Entrance From North From East From South From West Start Time Right I Thru I Left I uturns I Peds I App, Total Right I Thru I Left I uturns Peds I App, Total Right I Thru I Left I uturns I Peds I App, Total Right Thru Left uturnsT Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Paak Hni it fnr Fnfira Intarcacfinn Rarrinc nt n7.3n AKA 07:30 AM 2 64 46 1 0 113 35 0 0 0 0 35 10 228 0 0 0 238 1 0 3 0 0 4 390 07:45 AM 2 105 51 0 0 158 39 0 0 0 0 39 7 195 0 0 0 202 0 0 1 0 0 1 400 08:00 AM 3 98 64 1 0 166 72 0 0 0 0 72 2 170 0 0 1 173 0 0 0 0 0 0 411 08:15 AM 4 110 67 2 0 183 69 0 0 0 0 69 8 167 0 0 0 175 0 0 1 0 0 1 428 Total Volume 11 377 228 4 0 620 215 0 0 0 0 215 27 760 0 0 1 788 1 0 5 0 0 6 1629 % App. Total 1.8 60.8 36.8 0.6 0 100 0 0 0 0 3.4 96.4 0 0 0.1 16.7 0 83.3 0 0 PHF .688 .857 .851 .500 .000 .847 .747 .000 .000 .000 .000 .747 .675 .833 .000 .000 .250 .828 .250 .000 .417 .000 .000 .375 .952 Passenger Veh 8 354 221 4 0 587 211 0 0 0 0 211 26 743 0 0 1 770 1 0 5 0 0 6 1574 Passenger Veh 72.7 93.9 96.9 100 0 94.7 98.1 0 0 0 0 98.1 96.3 97.8 0 0 100 97.7 100 0 100 0 0 100 96.6 Trucks 3 23 7 0 0 33 4 0 0 0 0 4 1 17 0 0 0 18 0 0 0 0 0 0 55 % Trucks 27.3 6.1 3.1 0 0 5.3 1.9 0 0 0 0 1.9 3.7 2.2 0 0 0 2.3 0 0 0 0 0 0 3.4 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Stagecoach Site Code : 00272225 Start Date : 2/7/2018 Page No : 3 5th Out In Total 959 587 154 21 33 54 0 0 0 980 160 8 354 221 4 3 23 7 0 0 743 26 1 0 17 1 0 0 0 0 0 0 760 27 1 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Stagecoach Site Code : 00272225 Start Date : 2/7/2018 Page No : 4 5th From North Stagecoach From East 5th From South Entrance From West Start Time I Right Thru Left Uturns L Peds App. Total Right I Thru Left Uturns Peds App. Total Right Thru Left I Uturns Peds I App. Total Right I Thru Left I Uturns Peds App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 1 175 42 2 0 220 30 0 0 0 0 30 2 144 0 0 0 146 0 0 1 0 0 1 397 05:15 PM 4 211 48 3 0 266 37 0 0 0 0 37 6 93 0 0 0 99 0 0 7 0 0 7 409 05:30 PM 2 182 38 1 0 223 48 2 1 0 0 51 5 115 0 0 0 120 1 0 7 0 0 8 402 05:45 PM 2 187 39 1 0 229 62 0 0 0 0 62 3 129 0 0 0 132 0 0 3 0 0 3 426 Total Volume 9 755 167 7 0 938 177 2 1 0 0 180 16 481 0 0 0 497 1 0 18 0 0 19 1634 % App. Total 1 80.5 17.8 0.7 0 98.3 1.1 0.6 0 0 3.2 96.8 0 0 0 5.3 0 94.7 0 0 PHF .563 .895 .870 .583 .000 .882 .714 .250 .250 .000 .000 .726 .667 .835 .000 .000 .000 .851 .250 .000 .643 .000 .000 .594 .959 Passenger Veh 9 751 167 7 0 934 176 2 1 0 0 179 14 478 0 0 0 492 1 0 17 0 0 18 1623 Passenger Veh 100 99.5 100 100 0 99.6 99.4 100 100 0 0 99.4 87.5 99.4 0 0 0 99.0 100 0 94.4 0 0 94.7 99.3 Trucks 0 4 0 0 0 4 1 0 0 0 0 1 2 3 0 0 0 5 0 0 1 0 0 1 11 % Trucks 0 0.5 0 0 0 0.4 0.6 0 0 0 0 0.6 12.5 0.6 0 0 0 1.0 0 0 5.6 0 0 5.3 0.7 Bikes 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 % Bikes 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 Data Collection Group LSmith@DataCollectionGroup.net File Name : 5th and Stagecoach Site Code : 00272225 Start Date : 2/7/2018 Page No : 5 5th Out In Total 4 L:5L:9 Right Thru Left Peds Peak Hour Data J .�+v O �� O O OTC o O rn 0000 r� North Peak Hour Begins at 05:00 P 9 aor C ~ O N O O N _ w 0 0 L _ Tucks Passenger Veh r m o o, °m CD 0 0000� m Bikes —CD CD a w wo wowo° � �' o000 F+ Left Thru Ri ht Peds �124E �757 497 Out In Total Sth 9 751 167 7 0 4 0 0 0 0 0 0 9 755 167 7 0 478 14 0 0 3 2 0 0 0 0 0 0 481 16 0 Peggy Malone & Associates (800) 247-8602 File Name : 7-5th St and 1-64 EB Ramps AM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Car 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound 3tait T1111e Right Thru I Left Pods App. Total Right Thru Left Peds App. Total Right Thru Left Pods I App. Totat Right Thrn Lefr I Peds App. Total Int. Total 06:00 AM 0 15 11 0 26 0 0 0 0 0 10 37 0 0 47 5 0 36 0 41 114 06:15 AM 0 13 12 0 25 0 0 0 0 0 22 64 0 0 86 6 0 60 0 66 177 06:30 AM 0 25 21 0 46 0 0 0 0 0 26 82 0 0 108 11 0 63 0 74 228 06:45 AM 0 33 34 0 67 0 0 0 0 0 35 97 0 0 132 18 0 87 0 105 304 Total 0 86 78 0 164 0 0 0 0 0 93 280 0 0 373 40 0 246 0 286 823 07:00 AM 0 36 30 0 66 0 0 0 0 0 45 90 0 0 135 21 1 68 0 90 291 07:15 AM 0 49 28 0 77 0 0 0 0 0 48 140 0 0 188 37 0 92 0 129 394 07:30 AM 0 64 42 0 106 0 0 0 0 0 58 200 0 0 258 44 0 127 0 171 535 07:45 AM 0 117 57 0 174 0 0 0 0 0 71 211 0 0 282 54 0 101 0 155 611 Total 0 266 157 0 423 0 0 0 0 0 222 641 0 0 863 156 1 388 0 545 1831 08:00 AM 0 104 50 0 154 0 1 0 0 1 55 177 0 0 232 59 0 124 0 183 570 08:15 AM 0 109 61 0 170 0 0 0 0 0 55 194 0 0 249 66 0 107 0 173 592 08:30 AM 0 73 50 0 123 0 0 0 0 0 69 200 0 0 269 41 0 111 0 152 544 08:45 AM 0 73 30 0 103 0 0 0 0 0 67 145 0 0 212 36 0 101 0 137 452 Total 0 359 191 0 550 0 1 0 0 1 246 716 0 0 962 202 0 443 0 645 2158 Grand Total 0 711 426 0 1137 0 1 0 0 1 561 1637 0 0 2198 398 1 1077 0 1476 4812 Apprch % 0 62.5 37.5 0 0 100 0 0 25.5 74.5 0 0 27 0.1 73 0 Total % 0 14.8 8.9 0 23.6 0 0 0 0 0 11.7 34 0 0 45.7 8.3 0 22.4 0 30.7 L:::::: 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total Right Thru I Left I App. Total Ri ht Thru I Left I _App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Int. Total 07:45 AM 0 117 57 174 0 0 0 0 71 211 0 282 54 0 101 155 611 08:00 AM 0 104 50 154 0 1 0 1 55 177 0 232 59 0 124 183 570 08:15 AM 0 109 61 170 0 0 0 0 55 194 0 249 66 0 107 173 592 08:30 AM 0 73 50 123 0 0 0 0 69 200 0 269 41 0 111 152 544 Total Volume 0 403 218 621 0 1 0 1 250 782 0 1032 220 0 443 663 2317 % App. Total 0 64.9 35.1 0 100 0 24.2 75.8 0 33.2 0 66.8 PHF .000 .861 .893 .892 .000 .250 .000 .250 .880 .927 .000 .915 .833 .000 .893 .906 .948 Peggy Malone & Associates (800) 247-8602 File Name :7-5th St and 1-64 EB Ramps AM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound Start T11110 Right Thru Left Pods App. Total Right Thru Left Peds App. Total Right Thru Left Pods App. Total Right Thrn Left Pods App. Total Int. Total 06:00 AM 0 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 06:15 AM 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 0 0 3 0 3 5 06:30 AM 0 5 1 0 6 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 7 06:45 AM 0 2 0 0 2 0 0 0 0 0 1 5 0 0 6 1 0 2 0 3 11 Total 0 7 3 0 10 0 0 0 0 0 1 6 0 0 7 2 0 5 0 7 24 07:00 AM 0 8 4 0 12 0 0 0 0 0 1 2 0 0 3 1 0 2 0 3 18 07:15 AM 0 3 3 0 6 0 0 0 0 0 5 5 0 0 10 2 0 2 0 4 20 07:30 AM 0 7 1 0 8 0 0 0 0 0 2 4 0 0 6 0 0 0 0 0 14 07:45 AM 0 5 3 0 8 0 0 0 0 0 0 2 0 0 2 2 0 0 0 2 12 Total 0 23 11 0 34 0 0 0 0 0 8 13 0 0 21 5 0 4 0 9 64 08:00 AM 0 6 3 0 9 0 0 0 0 0 1 3 0 0 4 3 0 1 0 4 17 08:15 AM 0 9 1 0 10 0 0 0 0 0 1 5 0 0 6 3 0 3 0 6 22 08:30 AM 0 4 2 0 6 0 0 0 0 0 5 6 0 0 11 3 0 1 0 4 21 08:45 AM 0 4 2 0 6 0 0 0 0 0 1 4 0 0 5 1 0 5 0 6 17 Total 0 23 8 0 31 0 0 0 0 0 8 18 0 0 26 10 0 10 0 20 77 Grand Total 0 53 22 0 75 0 0 0 0 0 17 37 0 0 54 17 0 19 0 36 165 Apprch % 0 70.7 29.3 0 0 0 0 0 31.5 68.5 0 0 47.2 0 52.8 0 Total % 0 32.1 13.3 0 45.5 0 0 0 0 0 10.3 22.4 0 0 32.7 10.3 0 11.5 0 21.8 L:::::: 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total Right Thru I Left I App. Total Ri ht Thru I Left I _App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM Int. Total 08:00 AM 0 6 3 9 0 0 0 0 1 3 0 4 3 0 1 4 17 08:15 AM 0 9 1 10 0 0 0 0 1 5 0 6 3 0 3 6 22 08:30 AM 0 4 2 6 0 0 0 0 5 6 0 11 3 0 1 4 21 08:45 AM 0 4 2 6 0 0 0 0 1 4 0 5 1 0 5 6 17 Total Volume 0 23 8 31 0 0 0 0 8 18 0 26 10 0 10 20 77 % App. Total 0 74.2 25.8 0 0 0 30.8 69.2 0 50 0 50 PHF .000 .639 .667 .775 .000 .000 .000 .000 .400 .750 .000 .591 .833 .000 .500 .833 .875 Peggy Malone & Associates (800) 247-8602 File Name Site Code Start Date Page No Groups Printed- Combined 7-5th St and 1-64 EB Ramps AM 4/24/2018 1 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound 3tait Tlllle Right Thru Left Pods App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Th. I Left Peds App. Total Int. Total 06:00 AM 0 15 12 0 27 0 0 0 0 0 10 37 0 0 47 5 0 36 0 41 115 06:15 AM 0 13 13 0 26 0 0 0 0 0 22 65 0 0 87 6 0 63 0 69 182 06:30 AM 0 30 22 0 52 0 0 0 0 0 26 82 0 0 108 12 0 63 0 75 235 06:45 AM 0 35 34 0 69 0 0 0 0 0 36 102 0 0 138 19 0 89 0 108 315 Total 0 93 81 0 174 0 0 0 0 0 94 286 0 0 380 42 0 251 0 293 847 07:00 AM 0 44 34 0 78 0 0 0 0 0 46 92 0 0 138 22 1 70 0 93 309 07:15 AM 0 52 31 0 83 0 0 0 0 0 53 145 0 0 198 39 0 94 0 133 414 07:30 AM 0 71 43 0 114 0 0 0 0 0 60 204 0 0 264 44 0 127 0 171 549 07:45 AM 0 122 60 0 182 0 0 0 0 0 71 213 0 0 284 56 0 101 0 157 623 Total 0 289 168 0 457 0 0 0 0 0 230 654 0 0 884 161 1 392 0 554 1895 08:00 AM 0 110 53 0 163 0 1 0 0 1 56 180 0 0 236 62 0 125 0 187 587 08:15 AM 0 118 62 0 180 0 0 0 0 0 56 199 0 0 255 69 0 110 0 179 614 08:30 AM 0 77 52 0 129 0 0 0 0 0 74 206 0 0 280 44 0 112 0 156 565 08:45 AM 0 77 32 0 109 0 0 0 0 0 68 149 0 0 217 37 0 106 0 143 469 Total 0 382 199 0 581 0 1 0 0 1 254 734 0 0 988 212 0 453 0 665 2235 Grand Total 0 764 448 0 1212 0 1 0 0 1 578 1674 0 0 2252 415 1 1096 0 1512 4977 Apprch % 0 63 37 0 0 100 0 0 25.7 74.3 0 0 27.4 0.1 72.5 0 Total % 0 15.4 9 0 24.4 0 0 0 0 0 11.6 33.6 0 0 45.2 8.3 0 22 0 30.4 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total Ri ht Thru I Left I App. Total Right I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM Int. Total 07:45 AM 0 122 60 182 0 0 0 0 71 213 0 284 56 0 101 157 623 08:00 AM 0 110 53 163 0 1 0 1 56 180 0 236 62 0 125 187 587 08:15 AM 0 118 62 180 0 0 0 0 56 199 0 255 69 0 110 179 614 08:30 AM 0 77 52 129 0 0 0 0 74 206 0 280 44 0 112 156 565 Total Volume 0 427 227 654 0 1 0 1 257 798 0 1055 231 0 448 679 2389 % App. Total 0 65.3 34.7 0 too 0 24.4 75.6 0 34 0 66 PHF .000 .875 .915 .898 .000 .250 .000 .250 .868 .937 .000 .929 .837 .000 .896 .908 .959 Peggy Malone & Associates (800) 247-8602 File Name : 7-5th St and 1-64 EB Ramps PM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Car 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound 3tait T1111e Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru I Left Peds App. Total Right Thrn Left Peds App. Total Int. Total 04:00 PM 0 125 68 0 193 0 0 0 0 0 32 111 0 0 143 43 0 99 0 142 478 04:15 PM 0 130 87 0 217 0 0 0 0 0 32 111 0 0 143 56 1 100 2 159 519 04:30 PM 0 145 91 0 236 0 0 0 0 0 46 118 0 0 164 49 0 88 0 137 537 04:45 PM 0 131 93 0 224 0 0 0 0 0 31 109 0 0 140 53 0 112 0 165 529 Total 0 531 339 0 870 0 0 0 0 0 141 449 0 0 590 201 1 399 2 603 2063 05:00 PM 0 147 89 0 236 0 0 0 0 0 41 117 0 0 158 63 1 122 0 186 580 05:15 PM 0 154 113 0 267 0 0 0 0 0 40 130 0 0 170 75 0 113 0 188 625 05:30 PM 0 142 89 0 231 0 0 0 0 0 25 129 0 0 154 71 0 105 0 176 561 05:45 PM 0 153 71 0 224 0 0 0 0 0 33 135 0 0 168 59 0 105 0 164 556 Total 0 596 362 0 958 0 0 0 0 0 139 511 0 0 650 268 1 445 0 714 2322 06:00 PM 0 127 76 0 203 0 0 0 0 0 29 139 0 0 168 52 0 88 0 140 511 06:15 PM 0 107 58 0 165 0 0 0 0 0 15 127 0 0 142 47 0 100 0 147 454 06:30 PM 0 140 50 0 190 0 0 0 0 0 21 99 0 0 120 41 0 64 0 105 415 06:45 PM 0 132 61 0 193 0 0 0 0 0 29 73 0 0 102 33 0 80 0 113 408 Total 0 506 245 0 751 0 0 0 0 0 94 438 0 0 532 173 0 332 0 505 1788 Grand Total 0 1633 946 0 2579 0 0 0 0 0 374 1398 0 0 1772 642 2 1176 2 1822 6173 Apprch % 0 63.3 36.7 0 0 0 0 0 21.1 78.9 0 0 35.2 0.1 64.5 0.1 Total % 0 26.5 15.3 0 41.8 0 0 0 0 0 6.1 22.6 0 0 28.7 10.4 0 19.1 0 29.5 L:::::: 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total Right Thru I Left I App. Total Ri ht Thru I Left I _App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 0 147 89 236 0 0 0 0 41 117 0 158 63 1 122 186 580 05:15 PM 0 154 113 267 0 0 0 0 40 130 0 170 75 0 113 188 625 05:30 PM 0 142 89 231 0 0 0 0 25 129 0 154 71 0 105 176 561 05:45 PM 0 153 71 224 0 0 0 0 33 135 0 168 59 0 105 164 556 Total Volume 0 596 362 958 0 0 0 0 139 511 0 650 268 1 445 714 2322 % App. Total 0 62.2 37.8 0 0 0 21.4 78.6 0 37.5 0.1 62.3 PHF .000 .968 .801 .897 .000 .000 .000 .000 .848 .946 .000 .956 .893 .250 .912 .949 .929 Peggy Malone & Associates (800) 247-8602 File Name : 7-5th St and 1-64 EB Ramps PM Site Code Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound Start T1TI10 Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Th. Left Peds I App. Total Right Thru Left I Peds App. Total lntiotal 04:00 PM 0 7 0 0 7 0 0 0 0 0 1 2 0 0 3 0 0 3 0 3 13 04:15 PM 0 8 0 0 8 0 0 0 0 0 2 3 0 0 5 1 0 4 0 5 18 04:30 PM 0 3 1 0 4 0 0 0 0 0 3 2 0 0 5 1 0 3 0 4 13 04:45 PM 0 2 2 0 4 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 10 Total 0 20 3 0 23 0 0 0 0 0 7 10 0 0 17 2 0 12 0 14 54 05:00 PM 0 2 2 0 4 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 5 05:15 PM 0 0 1 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 05:30 PM 0 3 1 0 4 0 0 0 0 0 0 1 0 0 1 0 0 6 0 6 11 05:45 PM 0 0 2 0 2 0 0 0 0 0 0 l 0 0 1 0 0 3 0 3 6 Total 0 5 6 0 11 0 0 0 0 0 0 4 0 0 4 0 0 9 0 9 24 06:00 PM 0 1 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 4 06:15 PM 0 1 0 0 1 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 3 06:30 PM 0 1 1 0 2 0 0 0 0 0 1 0 0 0 1 0 0 1 0 1 4 06:45 PM 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3 Total 0 5 3 0 8 0 0 0 0 0 1 3 0 0 4 0 0 2 0 2 14 Grand Total 0 30 12 0 42 0 0 0 0 0 8 17 0 0 25 2 0 23 0 25 92 Apprch % 0 71.4 28.6 0 0 0 0 0 32 68 0 0 8 0 92 0 Total % 0 32.6 13 0 45.7 0 0 0 0 0 8.7 18.5 0 0 27.2 2.2 0 25 0 27.2 L:::::: 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total --Right Thru I Left I App. Total Ri IA Thru I Left I _App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM Int. Total 04:00 PM 0 7 0 7 0 0 0 0 1 2 0 3 0 0 3 3 13 04:15 PM 0 8 0 8 0 0 0 0 2 3 0 5 1 0 4 5 18 04:30 PM 0 3 1 4 0 0 0 0 3 2 0 5 1 0 3 4 13 04:45 PM 0 2 2 4 0 0 0 0 1 3 0 4 0 0 2 2 10 Total Volume 0 20 3 23 0 0 0 0 7 10 0 17 2 0 12 14 54 % App. otal 0 87 13 0 0 0 41.2 58.8 0 14.3 0 85.7 PHF .000 .625 .375 .719 .000 .000 .000 .000 .583 .833 .000 .850 .500 .000 .750 .700 .750 Peggy Malone & Associates (800) 247-8602 File Name Site Code Start Date Page No Groups Printed- Combined 7-5th St and 1-64 EB Ramps PM 4/24/2018 1 5th St 1-64 EB On Ramp 5th St 1-64 EB Off Ramp Southbound Westbound Northbound Eastbound 3tait T1111e Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Th. I Left Peds App. Total Int Total 04:00 PM 0 132 68 0 200 0 0 0 0 0 33 113 0 0 146 43 0 102 0 145 491 04:15 PM 0 138 87 0 225 0 0 0 0 0 34 114 0 0 148 57 1 104 2 164 537 04:30 PM 0 148 92 0 240 0 0 0 0 0 49 120 0 0 169 50 0 91 0 141 550 04:45 PM 0 133 95 0 228 0 0 0 0 0 32 112 0 0 144 53 0 114 0 167 539 Total 0 551 342 0 893 0 0 0 0 0 148 459 0 0 607 203 1 411 2 617 2117 05:00 PM 0 149 91 0 240 0 0 0 0 0 41 118 0 0 159 63 1 122 0 186 585 05:15 PM 0 154 114 0 268 0 0 0 0 0 40 131 0 0 171 75 0 113 0 188 627 05:30 PM 0 145 90 0 235 0 0 0 0 0 25 130 0 0 155 71 0 111 0 182 572 05:45 PM 0 153 73 0 226 0 0 0 0 0 33 136 0 0 169 59 0 108 0 167 562 Total 0 601 368 0 969 0 0 0 0 0 139 515 0 0 654 268 1 454 0 723 2346 06:00 PM 0 128 78 0 206 0 0 0 0 0 29 139 0 0 168 52 0 89 0 141 515 06:15 PM 0 108 58 0 166 0 0 0 0 0 15 129 0 0 144 47 0 100 0 147 457 06:30 PM 0 141 51 0 192 0 0 0 0 0 22 99 0 0 121 41 0 65 0 106 419 06:45 PM 0 134 61 0 195 0 0 0 0 0 29 74 0 0 103 33 0 80 0 113 411 Total 0 511 248 0 759 0 0 0 0 0 95 441 0 0 536 173 0 334 0 507 1802 Grand Total 0 1663 958 0 2621 0 0 0 0 0 382 1411 0 0 1797 644 2 1199 2 1847 6265 Apprch % 0 63.4 36.6 0 0 0 0 0 21.3 78.7 0 0 34.9 0.1 64.9 0.1 Total % 0 26.5 15.3 0 41.8 0 0 0 0 0 6.1 22.6 0 0 28.7 10.3 0 19.1 0 29.5 L:::::: 5th St Southbound 1-64 EB On Ramp Westbound 5th St Northbound 1-64 EB Off Ramp Eastbound Start Time Right I Thru Left I App. Total Right Thru I Left I App. Total Ri ht Thru I Left I _App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM Int. Total 05:00 PM 0 149 91 240 0 0 0 0 41 118 0 159 63 1 122 186 585 05:15 PM 0 154 114 268 0 0 0 0 40 131 0 171 75 0 113 188 627 05:30 PM 0 145 90 235 0 0 0 0 25 130 0 155 71 0 ill 182 572 05:45 PM 0 153 73 226 0 0 0 0 33 136 0 169 59 0 108 167 562 Total Volume 0 601 368 969 0 0 0 0 139 515 0 654 268 1 454 723 2346 % App. Total 0 62 38 0 0 0 21.3 78.7 0 37.1 0.1 62.8 PHF .000 .976 .807 .904 .000 .000 .000 .000 .848 .947 .000 .956 .893 .250 .930 .961 .935 Peggy Malone & Associates (800) 247-8602 File Name : 8-5th St and 1-64 WB Ramps AM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Car 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T11110 Right Th. Left Peds App. Total Right Th. Left P.& App. Total Right Th. Left Pods App. Total Right Th. Left Peds App. Total Int. Total 06:00 AM 19 22 0 0 41 31 0 3 0 34 0 60 17 0 77 0 0 0 0 0 152 06:15 AM 25 22 0 0 47 58 0 6 0 64 0 93 27 0 120 0 0 0 0 0 231 06:30 AM 45 49 0 0 94 66 0 2 0 68 0 107 40 0 147 0 0 0 0 0 309 06:45 AM 60 51 0 0 111 64 0 13 0 77 0 141 41 0 182 0 0 0 0 0 370 Total 149 144 0 0 293 219 0 24 0 243 0 401 125 0 526 0 0 0 0 0 1062 07:00 AM 66 52 0 0 118 53 0 22 0 75 0 122 34 0 156 0 0 0 0 0 349 07:15 AM 90 49 0 0 139 89 0 23 0 112 0 158 60 0 218 0 0 0 0 0 469 07:30 AM 79 79 0 0 158 111 1 31 0 143 0 235 92 0 327 0 0 0 0 0 628 07:45 AM 99 133 0 0 232 98 0 48 0 146 0 247 76 0 323 0 0 0 0 0 701 Total 334 313 0 0 647 351 1 124 0 476 0 762 262 0 1024 0 0 0 0 0 2147 08:00 AM 96 121 0 0 217 101 0 47 0 148 0 212 76 0 288 0 0 0 0 0 653 08:15 AM 116 130 0 0 246 94 0 41 0 135 0 220 85 0 305 0 0 0 0 0 686 08:30 AM 96 93 0 0 189 85 0 24 0 109 0 232 66 0 298 1 0 0 0 1 597 08:45 AM 56 78 0 0 134 95 6 25 0 126 0 208 54 0 262 0 0 0 0 0 522 Total 364 422 0 0 786 375 6 137 0 518 0 872 281 0 1153 1 0 0 0 1 2458 Grand Total 847 879 0 0 1726 945 7 285 0 1237 0 2035 668 0 2703 1 0 0 0 1 5667 Apprch % 49.1 50.9 0 0 76.4 0.6 23 0 0 75.3 24.7 0 100 0 0 0 Total % 14.9 15.5 0 0 30.5 16.7 0.1 5 0 21.8 0 35.9 11.8 0 47.7 0 0 0 0 0 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thm Left I App. Total --Right Thm I Left I App. Total Right I Thru I Left I App. Total Right I Thm I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 79 79 0 158 111 1 31 143 0 235 92 327 0 0 0 0 628 07:45 AM 99 133 0 232 98 0 48 146 0 247 76 323 0 0 0 0 701 08:00 AM 96 121 0 217 101 0 47 148 0 212 76 288 0 0 0 0 653 08:15 AM 116 130 0 246 94 0 41 135 0 220 85 305 0 0 0 0 686 Total Volume 390 463 0 853 404 1 167 572 0 914 329 1243 0 0 0 0 2668 % App. Total 45.7 54.3 0 70.6 0.2 29.2 0 73.5 26.5 0 0 0 PHF .841 .870 .000 .867 .910 .250 .870 .966 .000 .925 .894 .950 .000 .000 .000 .000 .951 Peggy Malone & Associates (800) 247-8602 File Name :8-5th St and 1-64 WB Ramps AM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T11110 Right Thru Left Pods App. Total Right Thru Left Peds App. Total Right Thru Left Pods App. Total Right Thru Left Peds App. Total Int Total 06:00 AM 2 1 0 0 3 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 5 06:15 AM 1 2 0 0 3 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 7 06:30 AM 1 3 0 0 4 5 0 2 0 7 0 0 0 0 0 0 0 0 0 0 11 06:45 AM 4 1 0 0 5 3 0 1 0 4 0 6 1 0 7 0 0 0 0 0 16 Total 8 7 0 0 15 10 0 3 0 13 0 10 1 0 11 0 0 0 0 0 39 07:00 AM 2 8 0 0 10 2 0 3 0 5 0 3 1 0 4 0 0 0 0 0 19 07:15 AM 4 4 0 0 8 3 0 2 0 5 0 6 1 0 7 0 0 0 0 0 20 07:30 AM 5 6 0 0 11 1 0 3 0 4 0 4 0 0 4 0 0 0 0 0 19 07:45 AM 5 6 0 0 11 7 0 2 0 9 0 1 1 0 2 0 0 0 0 0 22 Total 16 24 0 0 40 13 0 10 0 23 0 14 3 0 17 0 0 0 0 0 80 08:00 AM 5 4 0 0 9 5 0 3 0 8 0 1 3 0 4 0 0 0 0 0 21 08:15 AM 6 7 0 0 13 4 0 2 0 6 0 6 1 0 7 0 0 0 0 0 26 08:30 AM 3 3 0 0 6 1 0 1 0 2 0 7 0 0 7 0 0 0 0 0 15 08:45 AM 11 4 0 0 15 3 1 1 0 5 0 8 1 0 9 0 0 0 0 0 29 Total 25 18 0 0 43 13 1 7 0 21 0 22 5 0 27 0 0 0 0 0 91 Grand Total 49 49 0 0 98 36 1 20 0 57 0 46 9 0 55 0 0 0 0 0 210 Apprch % 50 50 0 0 63.2 1.8 35.1 0 0 83.6 16.4 0 0 0 0 0 Total % 23.3 23.3 0 0 46.7 17.1 0.5 9.5 0 27.1 0 21.9 4.3 0 26.2 0 0 0 0 0 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thru Left I App. Total fU ht Thru I Left I App. Total Right I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM Int. Total 08:00 AM 5 4 0 9 5 0 3 8 0 1 3 4 0 0 0 0 21 08:15 AM 6 7 0 13 4 0 2 6 0 6 1 7 0 0 0 0 26 08:30 AM 3 3 0 6 1 0 1 2 0 7 0 7 0 0 0 0 15 08:45 AM 11 4 0 15 3 1 1 5 0 8 1 9 0 0 0 0 29 Total Volume 25 18 0 43 13 1 7 21 0 22 5 27 0 0 0 0 91 % App. Total 58.1 41.9 0 61.9 4.8 33.3 0 81.5 18.5 0 0 0 PHF .568 .643 .000 .717 .650 .250 .583 .656 .000 .688 .417 .750 .000 .000 .000 .000 .784 Peggy Malone & Associates (800) 247-8602 File Name Site Code Start Date Page No Groups Printed- Combined 8-5th St and 1-64 WB Ramps AM 4/24/2018 1 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T11110 Right Th. Left Peds App. Total Right Th. Left Peds App. Total Right Th. Left Pods App. Total Right Th. Left Peds App. Total Int. Total 06:00 AM 21 23 0 0 44 33 0 3 0 36 0 60 17 0 77 0 0 0 0 0 157 06:15 AM 26 24 0 0 50 58 0 6 0 64 0 97 27 0 124 0 0 0 0 0 238 06:30 AM 46 52 0 0 98 71 0 4 0 75 0 107 40 0 147 0 0 0 0 0 320 06:45 AM 64 52 0 0 116 67 0 14 0 81 0 147 42 0 189 0 0 0 0 0 386 Total 157 151 0 0 308 229 0 27 0 256 0 411 126 0 537 0 0 0 0 0 1101 07:00 AM 68 60 0 0 128 55 0 25 0 80 0 125 35 0 160 0 0 0 0 0 368 07:15 AM 94 53 0 0 147 92 0 25 0 117 0 164 61 0 225 0 0 0 0 0 489 07:30 AM 84 85 0 0 169 112 1 34 0 147 0 239 92 0 331 0 0 0 0 0 647 07:45 AM 104 139 0 0 243 105 0 50 0 155 0 248 77 0 325 0 0 0 0 0 723 Total 350 337 0 0 687 364 1 134 0 499 0 776 265 0 1041 0 0 0 0 0 2227 08:00 AM 101 125 0 0 226 106 0 50 0 156 0 213 79 0 292 0 0 0 0 0 674 08:15 AM 122 137 0 0 259 98 0 43 0 141 0 226 86 0 312 0 0 0 0 0 712 08:30 AM 99 96 0 0 195 86 0 25 0 111 0 239 66 0 305 1 0 0 0 1 612 08:45 AM 67 82 0 0 149 98 7 26 0 131 0 216 55 0 271 0 0 0 0 0 551 Total 389 440 0 0 829 388 7 144 0 539 0 894 286 0 1180 1 0 0 0 1 2549 Grand Total 896 928 0 0 1824 981 8 305 0 1294 0 2081 677 0 2758 1 0 0 0 1 5877 Apprch % 49.1 50.9 0 0 75.8 0.6 23.6 0 0 75.5 24.5 0 100 0 0 0 Total % 15.2 15.8 0 0 31 16.7 0.1 5.2 0 22 0 35.4 11.5 0 46.9 0 0 0 0 0 L:::::: 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thm Left I App. Total --Right Thm I Left I App. Total Ri ht Thru I Left I _App. Total Right I Thm I Left I App. Total Peak Hour Analysis From 06:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 84 85 0 169 112 1 34 147 0 239 92 331 0 0 0 0 647 07:45 AM 104 139 0 243 105 0 50 155 0 248 77 325 0 0 0 0 723 08:00 AM 101 125 0 226 106 0 50 156 0 213 79 292 0 0 0 0 674 08:15 AM 122 137 0 259 98 0 43 141 0 226 86 312 0 0 0 0 712 Total Volume 411 486 0 897 421 1 177 599 0 926 334 1260 0 0 0 0 2756 % App. Total 45.8 54.2 0 70.3 0.2 29.5 0 73.5 26.5 0 0 0 PHF .842 .874 .000 .866 .940 .250 .885 .960 .000 .933 .908 .952 .000 .000 .000 .000 .953 Peggy Malone & Associates (800) 247-8602 File Name : 8-5th St and 1-64 WB Ramps PM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Car 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T1111e Right Th. Left Peds App. Total Right Th. Left Peds App. Total Right Th. I Left Peds App. Total Right Th. Left Peds App. Total Int. Total 04:00 PM 118 164 0 0 282 63 0 25 0 88 0 167 39 0 206 0 0 0 0 0 576 04:15 PM 142 194 0 0 336 58 0 34 0 92 0 151 57 0 208 0 0 0 0 0 636 04:30 PM 144 209 0 0 353 64 0 26 0 90 0 157 53 0 210 0 0 0 0 0 653 04:45 PM 122 181 0 0 303 70 0 49 0 119 0 189 41 0 230 0 0 0 0 0 652 Total 526 748 0 0 1274 255 0 134 0 389 0 664 190 0 854 0 0 0 0 0 2517 05:00 PM 194 199 0 0 393 88 0 45 0 133 0 181 41 0 222 0 0 0 0 0 748 05:15 PM 135 227 0 0 362 87 0 41 0 128 0 213 37 0 250 0 0 0 0 0 740 05:30 PM 158 201 0 0 359 66 0 39 0 105 0 185 49 0 234 0 0 0 0 0 698 05:45 PM 132 182 0 0 314 61 0 38 0 99 0 185 53 0 238 0 0 0 0 0 651 Total 619 809 0 0 1428 302 0 163 0 465 0 764 180 0 944 0 0 0 0 0 2837 06:00 PM 101 171 0 0 272 62 0 39 0 101 0 196 40 0 236 0 0 0 0 0 609 06:15 PM 97 148 0 0 245 48 0 20 0 68 0 180 40 0 220 0 0 0 0 0 533 06:30 PM 85 147 0 0 232 47 0 32 0 79 0 141 23 0 164 0 0 0 0 0 475 06:45 PM 88 168 0 0 256 53 0 22 0 75 0 127 27 0 154 0 0 0 0 0 485 Total 371 634 0 0 1005 210 0 113 0 323 0 644 130 0 774 0 0 0 0 0 2102 Grand Total 1516 2191 0 0 3707 767 0 410 0 1177 0 2072 500 0 2172 0 0 0 0 0 7456 Apprch % 40.9 59.1 0 0 65.2 0 34.8 0 0 80.6 19.4 0 0 0 0 0 Total % 20.3 29.4 0 0 49.7 10.3 0 5.5 0 15.8 0 27.8 6.7 0 3, 0 0 0 0 0 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thm Left I App. Total --Right Thm I Left I App. Total Right I Thru I Left I App. Total Right I Thm I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM 122 181 0 303 70 0 49 119 0 189 41 230 0 0 0 0 652 05:00 PM 194 199 0 393 88 0 45 133 0 181 41 222 0 0 0 0 748 05:15 PM 135 227 0 362 87 0 41 128 0 213 37 250 0 0 0 0 740 05:30 PM 158 201 0 359 66 0 39 105 0 185 49 234 0 0 0 0 698 Total Volume 609 808 0 1417 311 0 174 485 0 768 168 936 0 0 0 0 2838 % App. Total 43 57 0 64.1 0 35.9 0 82.1 17.9 0 0 0 PHF .785 .890 .000 .901 .884 .000 .888 .912 .000 .901 .857 .936 .000 .000 .000 .000 .949 Peggy Malone & Associates (800) 247-8602 File Name :8-5th St and 1-64 WB Ramps PM Site Code : Start Date : 4/24/2018 Page No : 1 Groups Printed- Truck 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T1111e Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int Total 04:00 PM 8 2 0 0 10 2 0 5 0 7 0 4 1 0 5 0 0 0 0 0 22 04:15 PM 2 6 0 0 8 1 0 1 0 2 0 5 1 0 6 0 0 0 0 0 16 04:30 PM 1 3 0 0 4 1 0 0 0 1 0 3 1 0 4 0 0 0 0 0 9 04:45 PM 2 4 0 0 6 0 0 0 0 0 0 4 2 0 6 0 0 0 0 0 12 Total 13 15 0 0 28 4 0 6 0 10 0 16 5 0 21 0 0 0 0 0 59 05:00 PM 1 3 0 0 4 0 0 1 0 1 0 1 0 0 1 0 0 0 0 0 6 05:15 PM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 05:30 PM 0 3 0 0 3 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 10 05:45 PM 1 2 0 0 3 1 0 0 0 1 0 4 0 0 4 0 0 0 0 0 8 Total 2 9 0 0 11 1 0 1 0 2 0 13 0 0 13 0 0 0 0 0 26 06:00 PM 0 3 0 0 3 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 5 06:15 PM 1 1 0 0 2 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 06:30 PM 0 2 0 0 2 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 3 06:45 PM 1 2 0 0 3 1 0 0 0 1 0 1 0 0 1 0 0 0 0 0 5 Total 2 8 0 0 10 2 0 0 0 2 0 5 0 0 5 0 0 0 0 0 17 Grand Total 17 32 0 0 49 7 0 7 0 14 0 34 5 0 39 0 0 0 0 0 102 Apprch % 34.7 65.3 0 0 50 0 50 0 0 87.2 12.8 0 0 0 0 0 Total % 16.7 31.4 0 0 48 6.9 0 6.9 0 13.7 0 33.3 4.9 0 38.2 0 0 0 0 0 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thru Left I App. Total fU ht Thru I Left I App. Total Right I Thru I Left I App. Total Right I Thru I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM Int. Total 04:00 PM 8 2 0 10 2 0 5 7 0 4 1 5 0 0 0 0 22 04:15 PM 2 6 0 8 1 0 1 2 0 5 1 6 0 0 0 0 16 04:30 PM 1 3 0 4 1 0 0 1 0 3 1 4 0 0 0 0 9 04:45 PM 2 4 0 6 0 0 0 0 0 4 2 6 0 0 0 0 12 Total Volume 13 15 0 28 4 0 6 10 0 16 5 21 0 0 0 0 59 % App. Total 46.4 53.6 0 40 0 60 0 76.2 23.8 0 0 0 PHF .406 .625 .000 .700 .500 .000 .300 .357 .000 .800 .625 .875 .000 .000 .000 .000 .670 Peggy Malone & Associates (800) 247-8602 File Name Site Code Start Date Page No Groups Printed- Combined 8-5th St and 1-64 WB Ramps PM 4/24/2018 1 5th St 1-64 WB Off Ramp 5th St 1-64 WB On Ramp Southbound Westbound Northbound Eastbound Start T1111e Right Th. Left Peds App. Total Right Th. Left Peds App. Total Right Th. Left Peds App. Total Right Th. Left Peds App. Total Int. Total 04:00 PM 126 166 0 0 292 65 0 30 0 95 0 171 40 0 211 0 0 0 0 0 598 04:15 PM 144 200 0 0 344 59 0 35 0 94 0 156 58 0 214 0 0 0 0 0 652 04:30 PM 145 212 0 0 357 65 0 26 0 91 0 160 54 0 214 0 0 0 0 0 662 04:45 PM 124 185 0 0 309 70 0 49 0 119 0 193 43 0 236 0 0 0 0 0 664 Total 539 763 0 0 1302 259 0 140 0 399 0 680 195 0 875 0 0 0 0 0 2576 05:00 PM 195 202 0 0 397 88 0 46 0 134 0 182 41 0 223 0 0 0 0 0 754 05:15 PM 135 228 0 0 363 87 0 41 0 128 0 214 37 0 251 0 0 0 0 0 742 05:30 PM 158 204 0 0 362 66 0 39 0 105 0 192 49 0 241 0 0 0 0 0 708 05:45 PM 133 184 0 0 317 62 0 38 0 100 0 189 53 0 242 0 0 0 0 0 659 Total 621 818 0 0 1439 303 0 164 0 467 0 777 180 0 957 0 0 0 0 0 2863 06:00 PM 101 174 0 0 275 63 0 39 0 102 0 197 40 0 237 0 0 0 0 0 614 06:15 PM 98 149 0 0 247 48 0 20 0 68 0 182 40 0 222 0 0 0 0 0 537 06:30 PM 85 149 0 0 234 47 0 32 0 79 0 142 23 0 165 0 0 0 0 0 478 06:45 PM 89 170 0 0 259 54 0 22 0 76 0 128 27 0 155 0 0 0 0 0 490 Total 373 642 0 0 1015 212 0 113 0 325 0 649 130 0 779 0 0 0 0 0 2119 Grand Total 1533 2223 0 0 3716 774 0 417 0 11911 0 2106 505 0 2611 0 0 0 0 0 7558 Apprch % 40.8 59.2 0 0 65 0 35 0 0 80.7 19.3 0 0 0 0 0 Total % 20.3 29.4 0 0 49.7 10.2 0 5.5 0 15.8 0 27.9 6.7 0 34.5 0 0 0 0 0 5th St Southbound 1-64 WB Off Ramp Westbound 5th St Northbound 1-64 WB On Ramp Eastbound Start Time Right I Thm Left I App. Total --Right Thm I Left I App. Total Right I Thru I Left I App. Total Right I Thm I Left I App. Total Peak Hour Analysis From 04:00 PM to 06:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM Int. Total 04:45 PM 124 185 0 309 70 0 49 119 0 193 43 236 0 0 0 0 664 05:00 PM 195 202 0 397 88 0 46 134 0 182 41 223 0 0 0 0 754 05:15 PM 135 228 0 363 87 0 41 128 0 214 37 251 0 0 0 0 742 05.30 PM 158 204 0 362 66 0 39 105 0 192 49 241 0 0 0 0 708 Total Volume 612 819 0 1431 311 0 175 486 0 781 170 951 0 0 0 0 2868 % App. Total 42.8 57.2 0 64 0 36 0 82.1 17.9 0 0 0 PHF .785 .898 .000 .901 .884 .000 .893 .907 .000 .912 .867 .947 .000 .000 .000 .000 .951 APPENDIX C 2018 Existing Traffic Analysis HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 10/23/2018 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 255 5 31 69 1 106 Future Vol, vehlh 255 5 31 69 1 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 0 23 4 0 4 Mvmt Flow 293 6 36 79 1 122 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 293 0 404 293 Stage 1 - - - - 293 - Stage 2 - ill - Critical Hdwy 4.445 6.6 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Sig 2 - 5.8 - Follow-up Hdwy -2.4185 3.5 3.338 Pot Cap-1 Maneuver - 1142 593 740 Stage 1 - 762 - Stage 2 - 907 - Platoon blocked, % Mov Cap-1 Maneuver 1142 574 740 Mov Cap-2 Maneuver - 574 - Stage 1 762 Stage 2 878 EB WB NB HCM Control Delay, s 0 2.6 10.9 HCM LOS B Minor Lane/Maior Mvmt NBLnl EBT EBR WBL WBT Capacity (veh/h) 738 1142 HCM Lane V/C Ratio 0.167 0.031 HCM Control Delay (s) 10.9 8.3 HCM Lane LOS B A HCM 95th %tile Q(veh) 0.6 0.1 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 10/23/2018 Intersection Int Delay, s/veh Movement 8 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 13 343 1 14 86 65 1 1 1 295 1 5 Future Vol, vehlh 13 343 1 14 86 65 1 1 1 295 1 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 8 2 0 0 9 9 0 0 0 2 0 0 Mvmt Flow 15 394 1 16 99 75 1 1 1 339 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 99 0 0 395 0 0 507 556 198 359 556 49 Stage 1 - - - - - - 425 425 - 131 131 - Stage 2 - - 82 131 - 228 425 - Critical Hdwy 4.26 4.1 7.5 6.5 6.9 7.54 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.28 2.2 3.5 4 3.3 3.52 4 3.3 Pot Cap-1 Maneuver 1449 1175 453 442 816 572 442 1016 Stage 1 - - 583 590 - 859 792 - Stage 2 - - 923 792 - 754 590 - Platoon blocked, % Mov Cap-1 Maneuver 1449 1175 441 431 816 560 431 1016 Mov Cap-2 Maneuver - - 441 431 - 560 431 - Stage 1 577 584 850 781 Stage 2 904 781 744 584 Approach EB WB NB SIB HCM Control Delay, s 0.3 0.7 12 21 HCM LOS B C Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 516 1449 1175 564 HCM Lane V/C Ratio 0.007 0.01 0.014 0.613 HCM Control Delay (s) 12 7.5 8.1 21 HCM Lane LOS B A A C HCM 95th %tile Q(veh) 0 0 0 4.1 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 10/23/2018 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 47 589 4 68 147 147 1 1 3 181 1 11 Future Vol, vehlh 47 589 4 68 147 147 1 1 3 181 1 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 52 654 4 76 163 163 1 1 3 201 1 12 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 163 0 0 654 0 0 992 1073 327 746 1073 82 Stage 1 - - - - - - 759 759 - 314 314 - Stage 2 - - 233 314 - 432 759 - Critical Hdwy 4.32 4.1 7.5 6.5 6.9 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 1350 943 203 222 675 302 222 912 Stage 1 - - 369 418 - 671 660 - Stage 2 - - 755 660 - 572 418 - Platoon blocked, % Mov Cap-1 Maneuver 1350 943 182 196 675 273 196 912 Mov Cap-2 Maneuver - - 182 196 - 273 196 - Stage 1 355 402 645 607 Stage 2 684 607 546 402 EB WB NB SB HCM Control Delay, s 0.6 1.7 16 45.4 HCM LOS C E Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 189 675 1350 943 273 699 HCM Lane V/C Ratio 0.012 0.005 0.039 0.08 0.737 0.019 HCM Control Delay (s) 24.3 10.4 7.8 9.2 47.7 10.3 HCM Lane LOS C B A A E B HCM 95th %tile Q(veh) 0 0 0.1 0.3 5.3 0.1 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 10/23/2018 Intersection Int Delay, s/veh Movement 3.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 1 760 27 228 377 11 1 1 215 5 1 1 Future Vol, vehlh 1 760 27 228 377 11 1 1 215 5 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 2 4 3 6 27 0 0 2 0 0 0 Mvmt Flow 1 800 28 240 397 12 1 1 226 5 1 1 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 397 0 0 800 0 0 1481 1679 400 1280 1679 198 Stage 1 - - - - - - 802 802 - 877 877 - Stage 2 - - 679 877 - 403 802 - Critical Hdwy 4.1 4.16 7.5 6.5 6.94 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.23 3.5 4 3.32 3.5 4 3.3 Pot Cap-1 Maneuver 1173 812 89 96 600 125 96 816 Stage 1 - - 348 399 - 314 369 - Stage 2 - - 412 369 - 601 399 - Platoon blocked, % Mov Cap-1 Maneuver 1173 812 68 68 600 59 68 816 Mov Cap-2 Maneuver - - 68 68 - 59 68 - Stage 1 348 399 314 260 Stage 2 289 260 373 399 Approach EB WB NB SIB HCM Control Delay, s 0 4.2 15 62.4 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 68 600 1173 812 70 HCM Lane V/C Ratio 0.031 0.377 0.001 0.296 0.105 HCM Control Delay (s) 59.6 14.6 8.1 11.3 62.4 HCM Lane LOS F B A B F HCM 95th %tile Q(veh) 0.1 1.8 0 1.2 0.3 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1051 227 439 724 v/c Ratio 0.90 0.69 0.24 1.27 Control Delay 40.8 44.4 9.1 161.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 40.8 44.4 9.1 161.3 Queue Length 50th (ft) 283 107 56 —515 Queue Length 95th (ft) #483 188 75 #735 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1166 434 1854 572 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.90 0.52 0.24 1.27 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. Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 796 213 218 421 0 0 0 0 463 1 231 Future Volume (veh/h) 0 796 213 218 421 0 0 0 0 463 1 231 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1859 1900 1827 1792 0 1900 1857 1900 Adj Flow Rate, veh/h 0 829 222 227 439 0 482 1 241 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 4 6 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 1033 277 315 1854 0 365 1 182 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.37 0.37 0.10 0.54 0.00 0.32 0.32 0.32 Ln Grp Delay, s/veh 0.0 35.1 35.3 22.4 11.0 0.0 187.6 0.0 0.0 Ln Grp LOS D D C B F Approach Vol, veh/h 1051 666 724 Approach Delay, s/veh 35.2 14.9 187.6 Approach LOS D B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 15.3 39.7 35.0 55.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 24.0 29.0 49.0 Max Allow Headway (MAH), s 4.2 5.0 5.9 5.0 Max Q Clear (g_c+ll), s 8.8 26.2 31.0 8.1 Green Ext Time (g_e), s 0.6 0.0 0.0 12.1 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.02 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1740 0 1132 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2850 2 3495 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 738 566 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 227 0 0 724 0 0 0 0 Grp Sat Flow (s), veh/h/In 1740 0 0 1700 0 0 0 0 Q Serve Time (g_s), s 6.8 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 6.8 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 524 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 35.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 9.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 9.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 33.7 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.67 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 315 0 0 548 0 0 0 0 V/C Ratio (X) 0.72 0.00 0.00 1.32 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 503 0 0 548 0 0 0 0 Upstream Filter (1) 0.95 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 18.9 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 3.6 0.0 0.0 157.1 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 22.4 0.0 0.0 187.6 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 3.2 0.0 0.0 13.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.3 0.0 0.0 23.9 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 3.5 0.0 0.0 37.5 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.38 0.00 0.00 0.88 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 44.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 531 0 0 0 439 0 0 Grp Sat Flow (s), veh/h/In 0 1766 0 0 0 1703 0 0 Q Serve Time (g_s), s 0.0 24.2 0.0 0.0 0.0 6.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 24.2 0.0 0.0 0.0 6.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 662 0 0 0 1854 0 0 V/C Ratio (X) 0.00 0.80 0.00 0.00 0.00 0.24 0.00 0.00 Avail Cap (c_a), veh/h 0 662 0 0 0 1854 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.95 0.00 0.00 Uniform Delay (dl), slveh 0.0 25.2 0.0 0.0 0.0 10.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 9.9 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.1 0.0 0.0 0.0 11.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 11.8 0.0 0.0 0.0 2.8 0.0 0.0 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 2nd-Term Q (Q2), veh/In 0.0 1.8 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 13.6 0.0 0.0 0.0 2.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.23 0.00 0.00 0.00 0.12 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 520 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1729 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 24.2 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 24.2 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.33 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 648 0 0 0 0 0 0 V/C Ratio (X) 0.00 0.80 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 648 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 25.2 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 10.2 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.3 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 11.6 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 1.8 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 13.4 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.23 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 74.9 HCM 2010 LOS E Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 352 975 512 433 187 443 v/c Ratio 0.57 0.42 0.34 0.48 0.52 0.99 Control Delay 11.1 6.9 17.9 4.2 37.4 64.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 6.9 17.9 4.2 37.4 64.4 Queue Length 50th (ft) 66 98 96 5 95 174 Queue Length 95th (ft) m105 m141 148 63 162 #372 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 742 2342 1515 911 360 449 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.42 0.34 0.48 0.52 0.99 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 334 926 0 0 486 411 177 1 421 0 0 0 Future Volume (veh/h) 334 926 0 0 486 411 177 1 421 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1881 0 0 1810 1810 1900 1793 1827 Adj Flow Rate, veh/h 352 975 0 0 512 433 186 1 443 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 1 0 0 5 5 4 0 4 Opposing Right Turn Influence Yes No Yes Cap, veh/h 535 2343 0 0 1548 692 359 2 328 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.28 1.00 0.00 0.00 0.45 0.45 0.21 0.21 0.21 Ln Grp Delay, s/veh 8.8 0.2 0.0 0.0 16.6 23.2 32.8 0.0 212.5 Ln Grp LOS A A B C C F Approach Vol, veh/h 1327 945 630 Approach Delay, s/veh 2.5 19.6 159.1 Approach LOS A B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 18.5 46.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 24.0 29.0 Max Allow Headway (MAH), s 5.2 4.4 3.7 5.2 Max Q Clear (g_c+ll), s 2.0 21.0 11.7 21.4 Green Ext Time (g_e), s 22.4 0.0 0.8 6.1 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.01 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1699 1774 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3668 9 3529 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1553 1538 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 187 352 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1708 1774 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 8.7 9.7 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 8.7 9.7 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 591 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 42.5 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 31.9 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 10.6 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 40.5 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 0.99 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 361 535 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.52 0.66 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 361 762 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.31 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 31.4 8.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.3 0.4 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 32.8 8.8 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 4.1 4.5 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 4.2 4.5 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.18 0.84 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 975 0 0 0 512 0 0 Grp Sat Flow (s), veh/h/In 0 1787 0 0 0 1719 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 Lane Grp Cap (c), veh/h 0 2343 0 0 0 1548 0 0 V/C Ratio (X) 0.00 0.42 0.00 0.00 0.00 0.33 0.00 0.00 Avail Cap (c_a), veh/h 0 2343 0 0 0 1548 0 0 Upstream Filter (1) 0.00 0.31 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 16.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 0.6 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.2 0.0 0.0 0.0 16.6 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 4.1 0.0 0.0 Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 2nd-Term Q (Q2), veh/In 0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.1 0.0 0.0 0.0 4.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.17 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 443 0 433 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1553 0 1538 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 19.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 19.4 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 328 0 692 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.35 0.00 0.63 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 328 0 692 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 18.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 177.0 0.0 4.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 212.5 0.0 23.2 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.6 0.0 8.2 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 16.1 0.0 0.8 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 30.7 0.0 9.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.33 0.00 2.75 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 28.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 42.0 HCM 2010 LOS D Southwood 02/19/2018 Ex AM Peak Hour Synchro 9 Report Timmons Group SOS Page 12 HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 10/23/2018 Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 92 1 82 227 6 64 Future Vol, vehlh 92 1 82 227 6 64 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 100 2 1 0 3 Mvmt Flow 106 1 94 261 7 74 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 106 0 425 106 Stage 1 - - - - 106 - Stage 2 - 319 - Critical Hdwy 4.13 6.6 6.245 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy 2.219 3.53.3285 Pot Cap-1 Maneuver 1484 576 945 Stage 1 - 923 - Stage 2 - 716 - Platoon blocked, % Mov Cap-1 Maneuver 1484 540 945 Mov Cap-2 Maneuver - 540 - Stage 1 923 Stage 2 671 EB WB NB HCM Control Delay, s 0 2 9.5 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 888 1484 HCM Lane V/C Ratio 0.091 0.064 HCM Control Delay (s) 9.5 7.6 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.3 0.2 Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 10/23/2018 Intersection Int Delay, s/veh Movement 3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 12 157 1 5 308 215 1 1 1 132 1 15 Future Vol, vehlh 12 157 1 5 308 215 1 1 1 132 1 15 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 13 174 1 6 342 239 1 1 1 147 1 17 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 342 0 0 176 0 0 385 555 88 467 555 171 Stage 1 - - - - - - 202 202 - 353 353 - Stage 2 - - 183 353 - 114 202 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 1228 1412 553 443 959 481 443 849 Stage 1 - - 787 738 - 640 634 - Stage 2 - - 807 634 - 882 738 - Platoon blocked, % Mov Cap-1 Maneuver 1228 1412 535 436 959 474 436 849 Mov Cap-2 Maneuver - - 535 436 - 474 436 - Stage 1 779 730 633 631 Stage 2 786 631 870 730 Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 11.3 15.8 HCM LOS B C Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 576 1228 1412 496 HCM Lane V/C Ratio 0.006 0.011 0.004 0.332 HCM Control Delay (s) 11.3 8 7.6 15.8 HCM Lane LOS B A A C HCM 95th %tile Q(veh) 0 0 0 1.4 Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 10/23/2018 Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 23 262 1 16 454 256 1 1 52 157 1 50 Future Vol, vehlh 23 262 1 16 454 256 1 1 52 157 1 50 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 24 270 1 16 468 264 1 1 54 162 1 52 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 468 0 0 270 0 0 586 819 135 684 819 234 Stage 1 - - - - - - 318 318 - 501 501 - Stage 2 - - 268 501 - 183 318 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 1104 1305 398 312 895 337 312 774 Stage 1 - - 673 657 - 523 546 - Stage 2 - - 720 546 - 804 657 - Platoon blocked, % Mov Cap-1 Maneuver 1104 1305 361 301 895 308 301 774 Mov Cap-2 Maneuver - - 361 301 - 308 301 - Stage 1 658 643 512 539 Stage 2 663 539 738 643 EB WB NB SB HCM Control Delay, s 0.7 0.2 9.5 24.3 HCM LOS A C Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 328 895 1104 1305 308 751 HCM Lane V/C Ratio 0.006 0.06 0.021 0.013 0.526 0.07 HCM Control Delay (s) 16 9.3 8.3 7.8 28.9 10.2 HCM Lane LOS C A A A D B HCM 95th %tile Q(veh) 0 0.2 0.1 0 2.9 0.2 Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 10/23/2018 Intersection Int Delay, s/veh Movement 18.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 1 481 16 167 755 9 1 2 177 81 1 1 Future Vol, vehlh 1 481 16 167 755 9 1 2 177 81 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 13 0 1 0 0 0 1 6 0 0 Mvmt Flow 1 501 17 174 786 9 1 2 184 84 1 1 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 786 0 0 501 0 0 1245 1637 251 1388 1637 393 Stage - - - - - - 503 503 - 1134 1134 - Stage 2 - - 742 1134 - 254 503 - Critical Hdwy 4.1 4.1 7.5 6.5 6.92 7.62 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.62 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.62 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.31 3.56 4 3.3 Pot Cap-1 Maneuver 842 1074 133 102 752 98 102 612 Stage 1 - - 524 545 - 209 280 - Stage 2 - - 378 280 - 717 545 - Platoon blocked, % Mov Cap-1 Maneuver 842 1074 115 85 752 - 64 85 612 Mov Cap-2 Maneuver - - 115 85 - - 64 85 - Stage 1 523 544 209 235 Stage 2 315 235 538 544 Approach EB WB NB SB HCM Control Delay, s 0 1.6 11.9 $ 331.3 HCM LOS B F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 93 752 842 1074 65 HCM Lane V/C Ratio 0.034 0.245 0.001 0.162 1.33 HCM Control Delay (s) 45.1 11.3 9.3 9 $ 331.3 HCM Lane LOS E B A A F HCM 95th %tile Q(veh) 0.1 1 0 0.6 7.2 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 696 391 639 769 v/c Ratio 0.59 0.75 0.30 1.59 Control Delay 27.1 37.6 7.2 300.9 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 27.1 37.6 7.2 300.9 Queue Length 50th (ft) 162 163 72 —623 Queue Length 95th (ft) 243 275 85 #846 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1178 610 2144 484 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.59 0.64 0.30 1.59 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. Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 515 139 368 601 0 0 0 0 454 1 268 Future Volume (veh/h) 0 515 139 368 601 0 0 0 0 454 1 268 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1876 1900 Adj Flow Rate, veh/h 0 548 148 391 639 0 483 1 285 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 1041 280 528 2145 0 287 1 169 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.37 0.37 0.16 0.60 0.00 0.27 0.27 0.27 Ln Grp Delay, s/veh 0.0 25.0 25.1 17.1 9.1 0.0 350.9 0.0 0.0 Ln Grp LOS C C B A F Approach Vol, veh/h 696 1030 769 Approach Delay, s/veh 25.0 12.1 350.9 Approach LOS C B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 20.5 39.5 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 24.0 24.0 24.0 54.0 Max Allow Headway (MAH), s 4.2 4.9 5.9 4.9 Max Q Clear (g_c+ll), s 13.3 15.8 26.0 9.8 Green Ext Time (g_e), s 1.2 4.7 0.0 10.2 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.06 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1774 0 1075 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2886 2 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 751 634 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 391 0 0 769 0 0 0 0 Grp Sat Flow (s), veh/h/In 1774 0 0 1711 0 0 0 0 Q Serve Time (g_s), s 11.3 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 11.3 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 746 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 35.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 19.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 17.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 33.5 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.63 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 528 0 0 456 0 0 0 0 V/C Ratio (X) 0.74 0.00 0.00 1.69 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 716 0 0 456 0 0 0 0 Upstream Filter (1) 0.89 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 14.3 0.0 0.0 33.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 2.8 0.0 0.0 317.9 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 17.1 0.0 0.0 350.9 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 5.4 0.0 0.0 11.3 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.4 0.0 0.0 40.3 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 5.8 0.0 0.0 51.6 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.62 0.00 0.00 1.21 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 78.2 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 351 0 0 0 639 0 0 Grp Sat Flow (s), veh/h/In 0 1791 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 13.8 0.0 0.0 0.0 7.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 13.8 0.0 0.0 0.0 7.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 667 0 0 0 2145 0 0 V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.30 0.00 0.00 Avail Cap (c_a), veh/h 0 667 0 0 0 2145 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.89 0.00 0.00 Uniform Delay (dl), slveh 0.0 22.0 0.0 0.0 0.0 8.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.9 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 25.0 0.0 0.0 0.0 9.1 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 6.8 0.0 0.0 0.0 3.8 0.0 0.0 Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 2nd-Term Q (Q2), veh/In 0.0 0.5 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 7.4 0.0 0.0 0.0 3.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.13 0.00 0.00 0.00 0.16 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 345 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1753 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 13.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 13.8 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.37 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 653 0 0 0 0 0 0 V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 653 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 22.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 25.1 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 6.7 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.6 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 7.3 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 120.2 HCM 2010 LOS F Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 HCM 2010 Signalized Intersection Summary 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 10/23/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 515 139 368 601 0 0 0 0 454 1 268 Future Volume (veh/h) 0 515 139 368 601 0 0 0 0 454 1 268 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1876 1900 Adj Flow Rate, veh/h 0 548 148 391 639 0 483 1 285 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Cap, veh/h 0 1041 280 528 2145 0 287 1 169 Arrive On Green 0.00 0.37 0.37 0.16 0.60 0.00 0.27 0.27 0.27 Sat Flow, veh/h 0 2886 751 1774 3668 0 1075 2 634 Grp Volume(v), veh/h 0 351 345 391 639 0 769 0 0 Grp Sat Flow(s),veh/h/In 0 1791 1753 1774 1787 0 1711 0 0 Q Serve(g_s), s 0.0 13.8 13.8 11.3 7.8 0.0 24.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 13.8 13.8 11.3 7.8 0.0 24.0 0.0 0.0 Prop In Lane 0.00 0.43 1.00 0.00 0.63 0.37 Lane Grp Cap(c), veh/h 0 667 653 528 2145 0 456 0 0 V/C Ratio(X) 0.00 0.53 0.53 0.74 0.30 0.00 1.69 0.00 0.00 Avail Cap(c_a), veh/h 0 667 653 716 2145 0 456 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 0.89 0.89 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 22.0 22.1 14.3 8.8 0.0 33.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 2.9 3.0 2.8 0.3 0.0 317.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 7.4 7.3 5.8 3.9 0.0 51.6 0.0 0.0 LnGrp Delay(d),s/veh 0.0 25.0 25.1 17.1 9.1 0.0 350.9 0.0 0.0 LnGrp LOS C C B A F Approach Vol, veh/h 696 1030 769 Approach Delay, s/veh 25.0 12.1 350.9 Approach LOS C B F Timer Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 20.5 39.5 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 24.0 24.0 24.0 54.0 Max Q Clear Time (g_c+l1), s 13.3 15.8 26.0 9.8 Green Ext Time (p-c), s 1.2 4.7 0.0 10.2 Intersection Summary HCM 2010 Ctrl Delay 120.2 HCM 2010 LOS F Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 189 818 861 657 174 319 v/c Ratio 0.41 0.33 0.45 0.63 0.61 0.73 Control Delay 8.2 6.4 14.5 8.8 44.0 22.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.2 6.4 14.5 8.8 44.0 22.6 Queue Length 50th (ft) 41 123 147 75 93 54 Queue Length 95th (ft) m61 m117 231 226 150 140 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 606 2505 1925 1050 378 508 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.33 0.45 0.63 0.46 0.63 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 180 777 0 0 818 624 164 1 303 0 0 0 Future Volume (veh/h) 180 777 0 0 818 624 164 1 303 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 189 818 0 0 861 657 173 1 319 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Opposing Right Turn Influence Yes No Yes Cap, veh/h 356 2320 0 0 1790 801 376 2 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.18 1.00 0.00 0.00 0.50 0.50 0.21 0.21 0.21 Ln Grp Delay, s/veh 10.5 0.3 0.0 0.0 15.7 28.3 31.9 0.0 67.4 Ln Grp LOS B A B C C E Approach Vol, veh/h 1007 1518 493 Approach Delay, s/veh 2.2 21.1 54.9 Approach LOS A C D Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 13.9 51.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 19.0 34.0 Max Allow Headway (MAH), s 4.6 4.5 3.7 4.6 Max Q Clear (g_c+ll), s 2.0 19.5 6.2 33.3 Green Ext Time (g_e), s 23.6 0.0 0.4 0.6 Prob of Phs Call (p-c) 1.00 1.00 0.99 1.00 Prob of Max Out (p_x) 0.00 1.00 0.00 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1782 1792 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3632 10 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1615 1599 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 174 189 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1792 1792 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 7.6 4.2 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 7.6 4.2 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 346 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 47.1 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 30.8 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 15.8 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 45.1 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 0.99 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 378 356 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.46 0.53 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 378 577 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.78 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 31.0 9.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.9 1.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 31.9 10.5 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 3.8 2.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.1 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 3.9 2.1 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.16 0.39 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 818 0 0 0 861 0 0 Grp Sat Flow (s), veh/h/In 0 1770 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 14.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 14.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 2320 0 0 0 1790 0 0 V/C Ratio (X) 0.00 0.35 0.00 0.00 0.00 0.48 0.00 0.00 Avail Cap (c_a), veh/h 0 2320 0 0 0 1790 0 0 Upstream Filter (1) 0.00 0.78 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 14.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.0 0.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.3 0.0 0.0 0.0 15.7 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 6.9 0.0 0.0 Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 12 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 2nd-Term Q (Q2), veh/In 0.0 0.1 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.1 0.0 0.0 0.0 7.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.28 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 319 0 657 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1615 0 1599 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 17.5 0.0 31.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 17.5 0.0 31.3 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 341 0 801 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.94 0.00 0.82 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 341 0 801 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 34.9 0.0 19.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 32.5 0.0 9.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 67.4 0.0 28.3 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.2 0.0 13.7 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 3.1 0.0 2.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 17.3 0.0 15.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.73 0.00 4.67 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 20.3 HCM 2010 LOS C Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 13 HCM 2010 Signalized Intersection Summary 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 10/23/2018 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 180 777 0 0 818 624 164 1 303 0 0 0 Future Volume (veh/h) 180 777 0 0 818 624 164 1 303 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 189 818 0 0 861 657 173 1 319 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Cap, veh/h 356 2320 0 0 1790 801 376 2 341 Arrive On Green 0.18 1.00 0.00 0.00 0.50 0.50 0.21 0.21 0.21 Sat Flow, veh/h 1792 3632 0 0 3668 1599 1782 10 1615 Grp Volume(v), veh/h 189 818 0 0 861 657 174 0 319 Grp Sat Flow(s),veh/h/In 1792 1770 0 0 1787 1599 1792 0 1615 Q Serve(g_s), s 4.2 0.0 0.0 0.0 14.3 31.3 7.6 0.0 17.5 Cycle Q Clear(g_c), s 4.2 0.0 0.0 0.0 14.3 31.3 7.6 0.0 17.5 Prop In Lane 1.00 0.00 0.00 1.00 0.99 1.00 Lane Grp Cap(c), veh/h 356 2320 0 0 1790 801 378 0 341 V/C Ratio(X) 0.53 0.35 0.00 0.00 0.48 0.82 0.46 0.00 0.94 Avail Cap(c_a), veh/h 577 2320 0 0 1790 801 378 0 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.78 0.78 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 9.5 0.0 0.0 0.0 14.8 19.0 31.0 0.0 34.9 Incr Delay (d2), s/veh 1.0 0.3 0.0 0.0 0.9 9.2 0.9 0.0 32.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 0.1 0.0 0.0 7.2 15.7 3.9 0.0 17.3 LnGrp Delay(d),s/veh 10.5 0.3 0.0 0.0 15.7 28.3 31.9 0.0 67.4 LnGrp LOS B A B C C E Approach Vol, veh/h 1007 1518 493 Approach Delay, s/veh 2.2 21.1 54.9 Approach LOS A C D Timer Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 65.0 25.0 13.9 51.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 59.0 19.0 19.0 34.0 Max Q Clear Time (g_c+l1), s 2.0 19.5 6.2 33.3 Green Ext Time (p-c), s 23.6 0.0 0.4 0.6 Intersection Summary HCM 2010 Ctrl Delay 20.3 HCM 2010 LOS C Southwood 02/19/2018 Ex PM Peak Hour Synchro 9 Report Timmons Group SOS Page 14 APPENDIX D Approved Background Developments Table D-1: Other Development Trip Generation WEEKDAY ITE AM PEAK HOUR PM PEAK HOUR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Other Approved Developments�') 1a. Whittington (Single -Family) 210 40 D.U. 448 8 25 33 26 16 42 1b. Whittington (Multi -Family) 220 4D.U. 29 0 2 2 1 1 2 2. Wintergreen Farms 210 69 D.U. 739 14 40 54 45 26 71 3. Timberland Park 220 80 D.U. 564 9 30 39 30 18 48 4. Sunset Overlook 210 35 D.U. 396 8 22 30 23 14 37 5a. Royal Fern (Single -Family) 210 26 D.U. 301 6 17 23 18 10 28 5b. Royal Fern (Multi -Family) 220 30 D.U. 186 3 12 15 13 7 20 6. Fifth Street Place 220 116 D.U. 836 13 42 55 42 25 67 7. Brookdale 220 96 D.U. 685 11 35 46 36 21 57 8. 5th Street Development 820 27,500 SF 2,499 103 63 166 100 109 209 9. Region Ten Women's Shelter 820 7,900 SF 1,070 97 59 156 40 43 83 Total Other Development Traffic 7,753 272 347 619 374 290 664 Source: ITE Trip Generation, 10th Edition. 1. All developments shown below include remaining units/lots for all proposed/approved/under construction developments that impact traffic on 5th Street. •. "e . a F ' eje Q o� +` �L •z'�• ai, age Rd- v R �.eldsn {`w.., .y� ,:tip i Gc?raen �Tr .. � .• � • �' . � Gree,� a Retltields �� f �. 5try J rSherwood Manor ' , C CVillas At So0hem Ridge CondosUr um co,InbYG C SS'.eelExtended y' ::�"... �Fx7 a n ` �3 rP9oyy 4, Y �\ j.k Mooe`sCreekill Creek Industria` Soufhern•Pkwy...- OW (Mosby Mau mg 4FTJ h {,. a, /�; �^ Mill Creek IeX 4 AV rLake Reynovi ,. .'; •w `. �` c�. ,,r, ogle Eartri C. ®" r ; i �' � _;� w Lu 0 c � .. d s � 7 N J -0 o O a R o O I �~ a1 F 100% 80% 3 J T (100%) �� y (20%) �y* J I (100%) �► (80%) O Y aL+ LU LU U � r O L 3 � v � U Q U 2 SITE BG SITE NOT TO SCALE % TIMMONS GROUP YOUR WSIOH ACHIEVEO THROUGH OURS- C. o, O O m Lu m> > fD � C �/11y 80% 600/. 40% Ij (80%) �� (200%) O (400%) O y i o 0 m Q E CL E N C O w O V m m Lu m m co— CO) LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration Southwood Development Site Trip Distributions — Whittington Figure D-2 �► 8 (27) 27 (17) �► W t L t U SITE BG SITE NOT TO SCALE % TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OURS- O O' E O- E `1 O s � O C O J m Lu >m > O .... — N 6 (22) 4 F 6 (22) '+� 5 (16) 4 (10) W T • • d 14 (22) 14 io a* 14 (22) 14 io i �(� (16) 10 (6) 4 �' O O (6) 4 (10) 6 O O a*co y i in r O O_ E O_ E W O 7 U O v m Lu W m to — co LEGEND: Existing Road — — — — Proposed Access X AM Trips N PM Trips Southwood Development Site Trips — Whittington Stop Controlled Intersection Signalized Intersection h Stop Sign Location j Lane Configuration Figure D-3 d L O Y v .■ NOT TO SCALE Assumes 10% of traffic related to the site will enter and exit to the North along Sunset Avenue Ext. w x Lu m BG BG SITE SITE y C 7 Cn 0 rn 90% F LLI t L 3 U % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OSJR$. R 0 C J o 0�f1 � 80% T � (10%) �y* (80%) C LU r C Q U CL CL C5 W O O m Lu m> > fD � C �/11y 80%+- 60% 40% Ij (80%) io �� (20%) O (400%) O y i o 0 m Q E CL E N O w O V d m Lu m M m — co fn — LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location (X) Outbound Distribution j Lane Configuration Southwood Development Site Trip Distributions — Wintergreen Farm & Sunset Overlook Figure D-4 Assumes 10% of traffic related to the site will enter and exit to the North along Sunset Avenue Ext. w x w BG BG SITE 4) SITE m m w 7 J — Ln 4- 20 (61) r+� 18 (54) �► 18 (54) �4- 14 (40) 10 (26) W J7- T • • d = O O d M y (4) 6 may* , i (21) 38 (8) 12 J I (29) 50 (29) 50 (8) 12 (13) 26 y L O a �a E E ''Y^^ w w 1 +' O o Lu 00 v U U m 0) - NOT TO SCALE % TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OSJRS- LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location (X) PM Trips j Lane Configuration Southwood Development Site Trips — Wintergreen Farm & Sunset Overlook Figure D-5 t4 O W 4— 4- v � � I � O iV W U t L 3 O � Y v U 2 NOT TO SCALE Assumes 20% of traffic related to the site will enter and exit to the North along Old Lynchburg Road. R 0 BG SITE -+ J o 00 80% 80% T � � (80%) 0 r W 0 IY C R 7 Uavi O a� w N a CL C5 W O O W fD � C0 N �► F 60% 40% (60%) —* (20%) v of (20%) (40%) Y C0 Q N E Q R C w 0O Lu Lu m co � X W d d rr co Ln LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration --�•• Southwood Development TiMMONS GROUP Site Trip Distributions— Brookdale, Timberland Park & YOUR WSiON ACHIEVE1 P THROUGH OVA$- Region 10 Women's Center Figure D-6 R O W 4— v � � I � 0 iV W U t L 3 O � Y v U 2 NOT TO SCALE ■■DER TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OURS - Assumes 20% of traffic related to the site will enter and exit to the North along Old Lynchburg Road. R 0 BG SITE -+ J 0 t 94 (85) 4► 94 (85) T � � (66) 99 0 r W 0 C R 7 Uavi O a� w N a a C5 W 0 0 W m N fD � M N �► F 71 (64) 48 (43) I j O O i (45) 74 (21) 25 O (21) 25 O Y 1 co L (24) 49 N LO Q R C 00 Lu Lu m co � LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration Southwood Development Site Trips — Brookdale, Timberland Park & Region 10 Women's Center Figure D-7 X W a' r to C 7 N R O W 4— 4- I � O iV W U t L 3 O � Y v U 2 NOT TO SCALE % TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OURS - Assumes 20% of traffic related to the site will enter and exit to the North along Old Lynchburg Road. BG M SITE C J o O IN 80% T � � Jo (80%) r @ 0 W C R 7 O Uavi a� w N a- Q C5 W 0 0 W > fD � C N �► F 600% 40% (60%) — (20%) v 'Y (200%) V' (400%) C0 Q N E Q R C w O O Lu Lu m co � LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration Southwood Development Site Trip Distributions — Royal Fern Figure D-8 X W a' w y C 7 N R I � O iV W U t L 3 O � Y v U 2 NOT TO SCALE % TIMMONS GROUP YOUR WSIOH A[NIEVEO THROUGH OURS - Assumes 20% of traffic related to the site will enter and exit to the North along Old Lynchburg Road. BG M SITE C J � O N 6 (3) F 7 (25) ~ ~ Jo T � � (14)23� Y� r @ 0 W C R 7 O Uavi a� w N a- Q C5 W 0 0 W > fD � 4► 6 (19) 5 (13) (11) 17 (3) 6 Y (3) 6 (8) 11 O. O_ E E NM LL C � O O W m to _ m LEGEND: Existing Road Stop Controlled Intersection — — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration Southwood Development Site Trips — Royal Fern Figure D-9 X W d d rr N LO w x Lu a E a E BG J Lu m C SITE o rq N s o0 — (a CD CDC � 3 LU = y O O O O d V C J �� " y 20% Y (60%) (20%) ° (20 /o) —1 (40%) L in R O �- E N Q" d W W O R ''Y^^ +' O O v i U O U V Lu m 2 tea m — � m to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE ■■6a0 • ` 4 `0 Southwood Development Figure TIMMONS GROUP Site Trip Distributions — 5t" Street Place D-10 YOUR WSIOH A[NIEVEP THROUGH OURS- w x Lu a E a E BG J Lu m C SITE N W FY ~ r+' F �� k-- 4 (3) v 11 (33) F '+' F 8 (25) 5 (17) W 3 = y O O O O d cM J a*. y (9i 2, Y (15) 26 (5) 8 (5) 8 a* (10) 18 y N L LO O d �a a E Q" W O W R ''Y^^ +' O O v i U O V U Lu co 2 tea m — � m to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration NOT TO SCALE ■■6a0 • ` 4 `0 Southwood Development Figure TIMMONS GROUP Site Trips — 5t" Street Place D-11 YOUR WSIOH A[NIEVEO THROUGH OURS- w x Lu a a E E w, s O O m M >, Lu 7 J N -0 o — 'a o o M N O 0 (20%) N L (20%) r- a, ` 4' �' (zo°ro) 4' (zo°ro) (40°i°) w o o d O Q N E CL ui R ° '^ W W BG V/ o U W SITE m � to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X Inbound Distribution h Stop Sign Location N Outbound Distribution j Lane Configuration NOT TO SCALE % Southwood Development Figure TIMMONS GROUP Site Trip Distributions — 5t" Street Development D-12 YOUR VISION ACHIEVED THROUGH OURS- w x Lu a a E E w, s O O m m >, Lu 7 J cf) o -0 o � N R W '� �� — 12 (22) �yN _ L 13 (22) .- F 12 (22) • ~ 13 (22) *- 25 (44) W T • • d = O O d V (20) 20 O O (20) 20 y (40) 41 Y LO Q a o E d O R '^ W W BG V/ o W SITE m � to — LEGEND: Existing Road Stop Controlled Intersection SITE— — — — Proposed Access Signalized Intersection X AM Trips h Stop Sign Location N PM Trips j Lane Configuration NOT TO SCALE ■■DER • ` 4 `� Southwood Development Figure TIMMONS GROUP Site Trips — 5t" Street Development D-13 YOUR WSIOH A[NIEVEP THROUGH OURS- APPENDIX E 2024 Background Traffic Analysis HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 288 5 31 81 1 106 Future Vol, vehlh 288 5 31 81 1 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 0 23 4 0 4 Mvmt Flow 331 6 36 93 1 122 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 337 0 450 331 Stage 1 - - - - 331 - Stage 2 - 119 - Critical Hdwy 4.445 6.6 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy -2.4185 3.5 3.338 Pot Cap-1 Maneuver - 1097 557 704 Stage 1 - 732 - Stage 2 - 899 - Platoon blocked, % Mov Cap-1 Maneuver 1097 539 704 Mov Cap-2 Maneuver - 539 - Stage 1 732 Stage 2 869 EB WB NB HCM Control Delay, s 0 2.3 11.2 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 702 1097 HCM Lane V/C Ratio 0.175 0.032 HCM Control Delay (s) 11.2 8.4 HCM Lane LOS B A HCM 95th %tile Q(veh) 0.6 0.1 Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh Movement 13 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 14 343 1 14 99 89 1 1 1 369 1 5 Future Vol, vehlh 14 343 1 14 99 89 1 1 1 369 1 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 8 2 0 0 9 9 0 0 0 2 0 0 Mvmt Flow 16 394 1 16 114 102 1 1 1 424 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 216 0 0 395 0 0 517 675 198 376 573 57 Stage 1 - - - - - - 427 427 - 146 146 - Stage 2 - - 90 248 - 230 427 - Critical Hdwy 4.26 4.1 7.5 6.5 6.9 7.54 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.28 2.2 3.5 4 3.3 3.52 4 3.3 Pot Cap-1 Maneuver 1308 1175 446 378 816 556 432 1004 Stage 1 - - 581 589 - 842 780 - Stage 2 - - 913 705 - 752 589 - Platoon blocked, % Mov Cap-1 Maneuver 1308 1175 434 368 816 543 421 1004 Mov Cap-2 Maneuver - - 434 368 - 543 421 - Stage 1 574 582 832 769 Stage 2 894 695 740 582 Approach EB WB NB SB HCM Control Delay, s 0.3 0.6 12.6 31.9 HCM LOS B D Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 480 1308 1175 546 HCM Lane V/C Ratio 0.007 0.012 0.014 0.789 HCM Control Delay (s) 12.6 7.8 8.1 31.9 HCM Lane LOS B A A D HCM 95th %tile Q(veh) 0 0 0 7.4 Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 79.2 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 59 689 4 68 180 296 1 1 3 335 1 16 Future Vol, vehlh 59 689 4 68 180 296 1 1 3 335 1 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 66 766 4 76 200 329 1 1 3 372 1 18 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 529 0 0 770 0 0 1151 1579 383 868 1254 100 Stage 1 - - - - - - 898 898 - 352 352 - Stage 2 - - 253 681 - 516 902 - Critical Hdwy 4.32 4.1 7.5 6.5 6.9 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 974 854 155 110 621 - 246 173 887 Stage 1 - - 305 361 - 638 635 - Stage 2 - - 735 453 - 510 359 - Platoon blocked, % Mov Cap-1 Maneuver 974 854 134 93 621 - 215 147 887 Mov Cap-2 Maneuver - - 134 93 - - 215 147 - Stage 1 284 336 595 578 Stage 2 655 413 471 335 Approach EB WB NB SB HCM Control Delay, s 0.7 1.2 21.8 $ 368.4 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 110 621 974 854 215 684 HCM Lane V/C Ratio 0.02 0.005 0.067 0.088 1.731 0.028 HCM Control Delay (s) 38.4 10.8 9 9.6 $ 386.E 10.4 HCM Lane LOS E B A A F B HCM 95th %tile Q(veh) 0.1 0 0.2 0.3 25.2 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 4.2 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r 41 Traffic Vol, veh/h 2 1033 27 228 549 22 1 1 215 5 1 9 Future Vol, vehlh 2 1033 27 228 549 22 1 1 215 5 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 2 4 3 6 27 0 0 2 0 0 0 Mvmt Flow 2 1087 28 240 578 23 1 1 226 5 1 9 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 601 0 0 1115 0 0 1861 2172 544 1606 2177 289 Stage 1 - - - - - - 1091 1091 - 1058 1058 - Stage 2 - - 770 1081 - 548 1119 - Critical Hdwy 4.1 4.16 7.5 6.5 6.94 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.23 3.5 4 3.32 3.5 4 3.3 Pot Cap-1 Maneuver 986 616 46 47 483 72 47 714 Stage 1 - - 233 293 - 244 304 - Stage 2 - - 364 296 - 493 285 - Platoon blocked, % Mov Cap-1 Maneuver 986 616 31 29 483 26 29 714 Mov Cap-2 Maneuver - - 31 29 - 26 29 - Stage 1 233 292 244 185 Stage 2 218 181 261 284 Approach EB WB NB SIB HCM Control Delay, s 0 4.1 20 80.3 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 30 483 986 616 63 HCM Lane V/C Ratio 0.07 0.469 0.002 0.39 0.251 HCM Control Delay (s) 133.9 18.9 8.7 14.5 80.3 HCM Lane LOS F C A B F HCM 95th %tile Q(veh) 0.2 2.5 0 1.8 0.9 Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1366 254 586 823 v/c Ratio 1.20 0.73 0.32 1.44 Control Delay 129.6 46.1 11.1 232.8 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 129.6 46.1 11.1 232.8 Queue Length 50th (ft) —491 127 75 —635 Queue Length 95th (ft) #695 216 134 #862 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1134 435 1854 573 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.20 0.58 0.32 1.44 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. Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 1030 281 244 563 0 0 0 0 517 1 272 Future Volume (veh/h) 0 1030 281 244 563 0 0 0 0 517 1 272 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1859 1900 1827 1792 0 1900 1856 1900 Adj Flow Rate, veh/h 0 1073 293 254 586 0 539 1 283 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 4 6 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 972 263 296 1854 0 358 1 188 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.35 0.35 0.12 0.54 0.00 0.32 0.32 0.32 Ln Grp Delay, s/veh 0.0 95.5 100.4 32.8 11.7 0.0 267.1 0.0 0.0 Ln Grp LOS F F C B F Approach Vol, veh/h 1366 840 823 Approach Delay, s/veh 97.9 18.1 267.1 Approach LOS F B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 17.2 37.8 35.0 55.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 24.0 29.0 49.0 Max Allow Headway (MAH), s 4.2 5.0 5.9 5.0 Max Q Clear (g_c+ll), s 10.6 33.8 31.0 10.5 Green Ext Time (g_e), s 0.6 0.0 0.0 18.1 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.08 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1740 0 1112 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2841 2 3495 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 745 584 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 254 0 0 823 0 0 0 0 Grp Sat Flow (s), veh/h/In 1740 0 0 1697 0 0 0 0 Q Serve Time (g_s), s 8.6 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 8.6 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 389 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 33.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 296 0 0 547 0 0 0 0 V/C Ratio (X) 0.86 0.00 0.00 1.50 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 447 0 0 547 0 0 0 0 Upstream Filter (1) 0.88 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 22.8 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 10.1 0.0 0.0 236.6 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 32.8 0.0 0.0 267.1 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 6.1 0.0 0.0 13.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.8 0.0 0.0 35.9 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 7.0 0.0 0.0 49.5 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.76 0.00 0.00 1.16 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 69.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 687 0 0 0 586 0 0 Grp Sat Flow (s), veh/h/In 0 1766 0 0 0 1703 0 0 Q Serve Time (g_s), s 0.0 31.8 0.0 0.0 0.0 8.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.8 0.0 0.0 0.0 8.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 624 0 0 0 1854 0 0 V/C Ratio (X) 0.00 1.10 0.00 0.00 0.00 0.32 0.00 0.00 Avail Cap (c_a), veh/h 0 624 0 0 0 1854 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.88 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.1 0.0 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 66.4 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 95.5 0.0 0.0 0.0 11.7 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 15.4 0.0 0.0 0.0 4.0 0.0 0.0 Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 11.5 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 26.9 0.0 0.0 0.0 4.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.46 0.00 0.00 0.00 0.18 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 15.6 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 679 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1727 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.34 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 611 0 0 0 0 0 0 V/C Ratio (X) 0.00 1.11 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 611 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 71.3 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 100.4 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 15.1 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 12.1 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 27.2 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.47 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 17.2 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 121.7 HCM 2010 LOS F Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 432 1194 645 473 233 493 v/c Ratio 0.75 0.51 0.46 0.57 0.65 1.19 Control Delay 20.6 8.2 22.1 8.7 41.9 135.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.6 8.2 22.1 8.7 41.9 135.8 Queue Length 50th (ft) 172 163 134 39 122 —290 Queue Length 95th (ft) m129 m127 215 147 201 #485 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 680 2342 1388 837 360 413 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.64 0.51 0.46 0.57 0.65 1.19 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 410 1134 0 0 613 449 220 1 468 0 0 0 Future Volume (veh/h) 410 1134 0 0 613 449 220 1 468 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1881 0 0 1810 1810 1900 1793 1827 Adj Flow Rate, veh/h 432 1194 0 0 645 473 232 1 493 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 1 0 0 5 5 4 0 4 Opposing Right Turn Influence Yes No Yes Cap, veh/h 533 2343 0 0 1415 633 359 2 328 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.35 1.00 0.00 0.00 0.41 0.41 0.21 0.21 0.21 Ln Grp Delay, s/veh 10.5 0.1 0.0 0.0 20.2 30.4 36.4 0.0 277.6 Ln Grp LOS B A C C D F Approach Vol, veh/h 1626 1118 726 Approach Delay, s/veh 2.8 24.5 200.2 Approach LOS A C F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 22.0 43.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 24.0 29.0 Max Allow Headway (MAH), s 5.2 4.4 3.7 5.2 Max Q Clear (g_c+ll), s 2.0 21.0 15.0 25.5 Green Ext Time (g_e), s 30.9 0.0 0.9 3.2 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.07 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1701 1774 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3668 7 3529 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1553 1538 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 233 432 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1708 1774 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 11.2 13.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 11.2 13.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 502 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 39.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 24.8 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 24.8 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 37.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 361 533 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.65 0.81 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 361 691 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.09 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 32.4 10.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.0 0.5 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 36.4 10.5 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 5.3 6.1 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 5.7 6.1 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.24 1.13 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1194 0 0 0 645 0 0 Grp Sat Flow (s), veh/h/In 0 1787 0 0 0 1719 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 12.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 12.2 0.0 0.0 Lane Grp Cap (c), veh/h 0 2343 0 0 0 1415 0 0 V/C Ratio (X) 0.00 0.51 0.00 0.00 0.00 0.46 0.00 0.00 Avail Cap (c_a), veh/h 0 2343 0 0 0 1415 0 0 Upstream Filter (1) 0.00 0.09 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 19.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 1.1 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 20.2 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 5.8 0.0 0.0 Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 6.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.24 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 493 0 473 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1553 0 1538 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 23.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 23.5 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 328 0 633 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.50 0.00 0.75 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 328 0 633 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 22.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 242.1 0.0 7.9 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 277.6 0.0 30.4 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.6 0.0 10.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 22.0 0.0 1.4 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 36.6 0.0 11.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.59 0.00 3.48 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 41.3 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 51.1 HCM 2010 LOS D Southwood 10/19/2018 BG AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 12 HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 125 1 82 268 6 64 Future Vol, vehlh 125 1 82 268 6 64 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 100 2 1 0 3 Mvmt Flow 144 1 94 308 7 74 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 145 0 486 144 Stage 1 - - - - 144 - Stage 2 - 342 - Critical Hdwy 4.13 6.6 6.245 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy 2.219 3.53.3285 Pot Cap-1 Maneuver 1436 529 900 Stage 1 - 888 - Stage 2 - 697 - Platoon blocked, % Mov Cap-1 Maneuver 1436 495 900 Mov Cap-2 Maneuver - 495 - Stage 1 888 Stage 2 652 EB WB NB HCM Control Delay, s 0 1.8 9.7 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 841 1436 HCM Lane V/C Ratio 0.096 0.066 HCM Control Delay (s) 9.7 7.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.3 0.2 Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 4.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 13 194 1 5 354 289 1 1 1 176 1 16 Future Vol, vehlh 13 194 1 5 354 289 1 1 1 176 1 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 14 216 1 6 393 321 1 1 1 196 1 18 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 714 0 0 217 0 0 454 971 109 542 650 197 Stage 1 - - - - - - 245 245 - 405 405 - Stage 2 - - 209 726 - 137 245 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 895 1365 494 255 930 426 391 817 Stage 1 - - 743 707 - 596 602 - Stage 2 - - 779 433 - 855 707 - Platoon blocked, % Mov Cap-1 Maneuver 895 1365 475 250 930 417 383 817 Mov Cap-2 Maneuver - - 475 250 - 417 383 - Stage 1 731 696 586 600 Stage 2 757 431 839 696 EB WB NB SB HCM Control Delay, s 0.6 0.1 13.7 21.1 HCM LOS B C Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 418 895 1365 434 HCM Lane V/C Ratio 0.008 0.016 0.004 0.494 HCM Control Delay (s) 13.7 9.1 7.6 21.1 HCM Lane LOS B A A C HCM 95th %tile Q(veh) 0 0 0 2.7 Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 34 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 33 329 1 16 558 414 1 1 52 287 1 65 Future Vol, vehlh 33 329 1 16 558 414 1 1 52 287 1 65 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 34 339 1 16 575 427 1 1 54 296 1 67 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1002 0 0 340 0 0 727 1441 170 845 1015 288 Stage 1 - - - - - - 407 407 - 607 607 - Stage 2 - - 320 1034 - 238 408 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 699 1230 315 134 851 - 258 240 715 Stage 1 - - 597 601 - 453 489 - Stage 2 - - 672 312 - 747 600 - Platoon blocked, % Mov Cap-1 Maneuver 699 1230 271 126 851 - 229 225 715 Mov Cap-2 Maneuver - - 271 126 - - 229 225 - Stage 1 568 572 431 483 Stage 2 600 308 665 571 Approach EB WB NB SB HCM Control Delay, s 0.9 0.1 10.1 166.6 HCM LOS B F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 172 851 699 1230 229 692 HCM Lane V/C Ratio 0.012 0.063 0.049 0.013 1.292 0.098 HCM Control Delay (s) 26.2 9.5 10.4 8 202.4 10.8 HCM Lane LOS D A B A F B HCM 95th %tile Q(veh) 0 0.2 0.2 0 15.5 0.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 74.8 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 9 682 16 167 1033 42 1 2 177 101 1 6 Future Vol, vehlh 9 682 16 167 1033 42 1 2 177 101 1 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 13 0 1 0 0 0 1 6 0 0 Mvmt Flow 9 710 17 174 1076 44 1 2 184 105 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1120 0 0 727 0 0 1615 2196 355 1798 2169 538 Stage - - - - - - 728 728 - 1424 1424 - Stage 2 - - 887 1468 - 374 745 - Critical Hdwy 4.1 4.1 7.5 6.5 6.92 7.62 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.62 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.62 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.31 3.56 4 3.3 Pot Cap-1 Maneuver 631 886 71 46 644 - 48 47 493 Stage 1 - - 386 432 - 137 204 - Stage 2 - - 309 194 - 608 424 - Platoon blocked, % Mov Cap-1 Maneuver 631 886 58 36 644 - 28 37 493 Mov Cap-2 Maneuver - - 58 36 - - 28 37 - Stage 1 381 426 135 164 Stage 2 244 156 426 418 Approach EB WB NB SB HCM Control Delay, s 0.1 1.4 14.3 $1508.8 HCM LOS B F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 41 644 631 886 30 HCM Lane V/C Ratio 0.076 0.286 0.015 0.196 3.75 HCM Control Delay (s) 99.9 12.8 10.8 10.1 $1508.8 HCM Lane LOS F B B B - F HCM 95th %tile Q(veh) 0.2 1.2 0 0.7 13.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 921 439 877 895 v/c Ratio 0.86 0.89 0.41 1.85 Control Delay 39.7 53.9 12.0 412.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 39.7 53.9 12.0 412.3 Queue Length 50th (ft) 260 243 105 —776 Queue Length 95th (ft) #393 #350 233 #1008 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1068 547 2144 485 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.86 0.80 0.41 1.85 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. Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 675 191 413 824 0 0 0 0 522 1 319 Future Volume (veh/h) 0 675 191 413 824 0 0 0 0 522 1 319 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1877 1900 Adj Flow Rate, veh/h 0 718 203 439 877 0 555 1 339 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 945 267 486 2145 0 283 1 173 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.34 0.34 0.19 0.60 0.00 0.27 0.27 0.27 Ln Grp Delay, s/veh 0.0 34.9 35.1 30.0 10.0 0.0 474.4 0.0 0.0 Ln Grp LOS C D C A F Approach Vol, veh/h 921 1316 895 Approach Delay, s/veh 35.0 16.7 474.4 Approach LOS C B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 23.2 36.8 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 24.0 24.0 24.0 54.0 Max Allow Headway (MAH), s 4.2 4.9 5.9 4.9 Max Q Clear (g_c+ll), s 16.0 22.8 26.0 13.7 Green Ext Time (g_e), s 1.1 1.0 0.0 15.8 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.22 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1774 0 1060 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2853 2 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 780 647 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 439 0 0 895 0 0 0 0 Grp Sat Flow (s), veh/h/In 1774 0 0 1709 0 0 0 0 Q Serve Time (g_s), s 14.0 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 14.0 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 604 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 32.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 30.8 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.62 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 486 0 0 456 0 0 0 0 V/C Ratio (X) 0.90 0.00 0.00 1.96 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 620 0 0 456 0 0 0 0 Upstream Filter (1) 0.73 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 18.6 0.0 0.0 33.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 11.4 0.0 0.0 441.4 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 30.0 0.0 0.0 474.4 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 10.5 0.0 0.0 11.3 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 1.5 0.0 0.0 55.9 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 12.0 0.0 0.0 67.2 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 1.28 0.00 0.00 1.57 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 109.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 466 0 0 0 877 0 0 Grp Sat Flow (s), veh/h/In 0 1791 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 20.8 0.0 0.0 0.0 11.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 20.8 0.0 0.0 0.0 11.7 0.0 0.0 Lane Grp Cap (c), veh/h 0 614 0 0 0 2145 0 0 V/C Ratio (X) 0.00 0.76 0.00 0.00 0.00 0.41 0.00 0.00 Avail Cap (c_a), veh/h 0 614 0 0 0 2145 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.73 0.00 0.00 Uniform Delay (dl), slveh 0.0 26.3 0.0 0.0 0.0 9.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 8.6 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 34.9 0.0 0.0 0.0 10.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 10.2 0.0 0.0 0.0 5.7 0.0 0.0 Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 1.5 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 11.7 0.0 0.0 0.0 5.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.20 0.00 0.00 0.00 0.24 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 455 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1748 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 20.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 20.8 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.45 0.00 0.38 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 599 0 0 0 0 0 0 V/C Ratio (X) 0.00 0.76 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 599 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 26.3 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 8.8 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 35.1 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 10.0 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 1.5 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 11.4 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 152.8 HCM 2010 LOS F Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 246 979 1075 720 242 360 v/c Ratio 0.61 0.41 0.64 0.76 0.72 0.85 Control Delay 20.4 7.2 21.6 17.4 47.1 39.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 7.2 21.6 17.4 47.1 39.0 Queue Length 50th (ft) 104 137 243 170 126 112 Queue Length 95th (ft) m88 m123 362 #442 206 #249 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 507 2407 1689 945 378 461 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.49 0.41 0.64 0.76 0.64 0.78 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 234 930 0 0 1021 684 229 1 342 0 0 0 Future Volume (veh/h) 234 930 0 0 1021 684 229 1 342 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 246 979 0 0 1075 720 241 1 360 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Opposing Right Turn Influence Yes No Yes Cap, veh/h 321 2320 0 0 1770 792 377 2 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.19 1.00 0.00 0.00 0.50 0.50 0.21 0.21 0.21 Ln Grp Delay, s/veh 15.7 0.2 0.0 0.0 17.9 37.1 36.0 0.0 99.7 Ln Grp LOS B A B D D F Approach Vol, veh/h 1225 1795 602 Approach Delay, s/veh 3.3 25.6 74.1 Approach LOS A C E Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 14.4 50.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 19.0 34.0 Max Allow Headway (MAH), s 4.6 4.5 3.7 4.6 Max Q Clear (g_c+ll), s 2.0 21.0 7.9 39.2 Green Ext Time (g_e), s 32.2 0.0 0.5 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.00 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1785 1792 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3632 7 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1615 1599 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 242 246 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1792 1792 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 11.1 5.9 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 11.1 5.9 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 265 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 46.6 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 25.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 44.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 378 321 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.64 0.77 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 378 532 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.39 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 32.4 14.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 3.6 1.5 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 36.0 15.7 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 5.4 2.9 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.4 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 5.8 3.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.25 0.55 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 979 0 0 0 1075 0 0 Grp Sat Flow (s), veh/h/In 0 1770 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 19.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 19.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 2320 0 0 0 1770 0 0 V/C Ratio (X) 0.00 0.42 0.00 0.00 0.00 0.61 0.00 0.00 Avail Cap (c_a), veh/h 0 2320 0 0 0 1770 0 0 Upstream Filter (1) 0.00 0.39 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 16.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 1.6 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.2 0.0 0.0 0.0 17.9 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 9.6 0.0 0.0 Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.1 0.0 0.0 0.0 0.4 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.1 0.0 0.0 0.0 9.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.39 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 360 0 720 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1615 0 1599 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 37.2 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 37.2 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 341 0 792 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.06 0.00 0.91 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 341 0 792 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 20.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 64.2 0.0 16.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 99.7 0.0 37.1 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 15.2 0.0 16.2 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 6.1 0.0 3.6 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 21.2 0.0 19.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.89 0.00 5.86 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C Southwood 02/19/2018 BG 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 12 Fill »4►103Kgq 2024 Total Traffic Analysis HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 5.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 288 8 114 81 2 212 Future Vol, vehlh 288 8 114 81 2 212 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 0 23 4 0 4 Mvmt Flow 331 9 131 93 2 244 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 340 0 640 331 Stage 1 - - - - 331 - Stage 2 - 309 - Critical Hdwy 4.445 6.6 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy -2.4185 3.5 3.338 Pot Cap-1 Maneuver - 1094 427 704 Stage 1 - 732 - Stage 2 - 724 - Platoon blocked, % Mov Cap-1 Maneuver 1094 376 704 Mov Cap-2 Maneuver - 376 - Stage 1 732 Stage 2 637 EB WB NB HCM Control Delay, s 0 5.1 12.9 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 698 1094 HCM Lane V/C Ratio 0.352 0.12 HCM Control Delay (s) 12.9 8.7 HCM Lane LOS B A HCM 95th %tile Q(veh) 1.6 0.4 Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 34.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 26 475 1 14 176 89 1 1 1 369 1 4 Future Vol, vehlh 26 475 1 14 176 89 1 1 1 369 1 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 8 2 0 0 9 9 0 0 0 2 0 0 Mvmt Flow 30 546 1 16 202 102 1 1 1 424 1 5 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 304 0 0 547 0 0 741 943 274 568 841 101 Stage 1 - - - - - - 607 607 - 234 234 - Stage 2 - - 134 336 - 334 607 - Critical Hdwy 4.26 4.1 7.5 6.5 6.9 7.54 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.28 2.2 3.5 4 3.3 3.52 4 3.3 Pot Cap-1 Maneuver 1211 1033 308 265 730 - 406 303 941 Stage 1 - - 455 489 - 748 715 - Stage 2 - - 861 645 - 653 489 - Platoon blocked, % Mov Cap-1 Maneuver 1211 1033 296 254 730 - 392 291 941 Mov Cap-2 Maneuver - - 296 254 - - 392 291 - Stage 1 444 477 729 704 Stage 2 842 635 634 477 EB WB NB SIB HCM Control Delay, s 0.4 0.4 15.5 104.7 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 345 1211 1033 394 HCM Lane V/C Ratio 0.01 0.025 0.016 1.091 HCM Control Delay (s) 15.5 8 8.5 104.7 HCM Lane LOS C A A F HCM 95th %tile Q(veh) 0 0.1 0 15.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 120 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 72 770 4 68 250 296 1 1 3 335 1 23 Future Vol, vehlh 72 770 4 68 250 296 1 1 3 335 1 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 80 856 4 76 278 329 1 1 3 372 1 26 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 607 0 0 860 0 0 1308 1775 428 1019 1450 139 Stage 1 - - - - - - 1016 1016 - 430 430 - Stage 2 - - 292 759 - 589 1020 - Critical Hdwy 4.32 4.1 7.5 6.5 6.9 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 908 790 119 84 581 -191 132 835 Stage 1 - - 259 318 - 574 587 - Stage 2 - - 697 418 - 461 317 - Platoon blocked, % Mov Cap-1 Maneuver 908 790 99 69 581 - 162 109 835 Mov Cap-2 Maneuver - - 99 69 - - 162 109 - Stage 1 236 290 523 531 Stage 2 609 378 416 289 Approach EB WB NB SB HCM Control Delay, s 0.8 1.1 27 $ 605.6 HCM LOS D F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 81 581 908 790 162 654 HCM Lane V/C Ratio 0.027 0.006 0.088 0.096 2.298 0.041 HCM Control Delay (s) 50.7 11.2 9.3 10 $ 648.2 10.7 HCM Lane LOS F B A B F B HCM 95th %tile Q(veh) 0.1 0 0.3 0.3 30.8 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r 41 Traffic Vol, veh/h 2 1114 27 235 619 22 1 1 238 5 1 9 Future Vol, vehlh 2 1114 27 235 619 22 1 1 238 5 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 2 4 3 6 27 0 0 2 0 0 0 Mvmt Flow 2 1173 28 247 652 23 1 1 251 5 1 9 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 675 0 0 1201 0 0 1998 2346 587 1737 2351 326 Stage - - - - - - 1177 1177 - 1146 1146 - Stage 2 - - 821 1169 - 591 1205 - Critical Hdwy 4.1 4.16 7.5 6.5 6.94 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.23 3.5 4 3.32 3.5 4 3.3 Pot Cap-1 Maneuver 926 571 36 37 453 57 36 676 Stage 1 - - 206 267 - 215 276 - Stage 2 - - 339 269 - 465 259 - Platoon blocked, % Mov Cap-1 Maneuver 926 571 23 21 453 16 20 676 Mov Cap-2 Maneuver - - 23 21 - 16 20 - Stage 1 206 266 215 156 Stage 2 188 153 207 258 EB WB NB SB HCM Control Delay, s 0 4.3 23.7 144.6 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 22 453 926 571 40 HCM Lane V/C Ratio 0.096 0.553 0.002 0.433 0.395 HCM Control Delay (s) 185.3 22.3 8.9 16 144.6 HCM Lane LOS F C A C F HCM 95th %tile Q(veh) 0.3 3.3 0 2.2 1.4 Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1474 254 648 842 v/c Ratio 1.30 0.73 0.35 1.47 Control Delay 170.1 45.2 12.2 247.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 170.1 45.2 12.2 247.0 Queue Length 50th (ft) —561 130 83 —657 Queue Length 95th (ft) #766 m214 154 #887 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1133 435 1854 573 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.30 0.58 0.35 1.47 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 1108 307 244 622 0 0 0 0 517 1 290 Future Volume (veh/h) 0 1108 307 244 622 0 0 0 0 517 1 290 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1859 1900 1827 1792 0 1900 1855 1900 Adj Flow Rate, veh/h 0 1154 320 254 648 0 539 1 302 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 4 6 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 969 265 296 1854 0 349 1 196 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.35 0.35 0.12 0.54 0.00 0.32 0.32 0.32 Ln Grp Delay, s/veh 0.0 127.0 136.4 32.5 12.0 0.0 283.9 0.0 0.0 Ln Grp LOS F F C B F Approach Vol, veh/h 1474 902 842 Approach Delay, s/veh 131.7 17.7 283.9 Approach LOS F B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 17.2 37.8 35.0 55.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 24.0 29.0 49.0 Max Allow Headway (MAH), s 4.2 5.0 5.9 5.0 Max Q Clear (g_c+ll), s 10.6 33.8 31.0 11.6 Green Ext Time (g_e), s 0.6 0.0 0.0 20.3 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.08 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1740 0 1084 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2834 2 3495 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 751 607 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 254 0 0 842 0 0 0 0 Grp Sat Flow (s), veh/h/In 1740 0 0 1693 0 0 0 0 Q Serve Time (g_s), s 8.6 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 8.6 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 350 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 33.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.64 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 296 0 0 546 0 0 0 0 V/C Ratio (X) 0.86 0.00 0.00 1.54 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 447 0 0 546 0 0 0 0 Upstream Filter (1) 0.85 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 22.8 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 9.7 0.0 0.0 253.4 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 32.5 0.0 0.0 283.9 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 6.1 0.0 0.0 13.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.8 0.0 0.0 38.4 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 6.9 0.0 0.0 51.9 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.75 0.00 0.00 1.22 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 74.1 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 738 0 0 0 648 0 0 Grp Sat Flow (s), veh/h/In 0 1766 0 0 0 1703 0 0 Q Serve Time (g_s), s 0.0 31.8 0.0 0.0 0.0 9.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.8 0.0 0.0 0.0 9.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 624 0 0 0 1854 0 0 V/C Ratio (X) 0.00 1.18 0.00 0.00 0.00 0.35 0.00 0.00 Avail Cap (c_a), veh/h 0 624 0 0 0 1854 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.85 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.1 0.0 0.0 0.0 11.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 97.9 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 127.0 0.0 0.0 0.0 12.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 15.4 0.0 0.0 0.0 4.5 0.0 0.0 Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 17.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 32.4 0.0 0.0 0.0 4.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.56 0.00 0.00 0.00 0.20 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 28.5 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 736 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1726 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.8 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.36 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 610 0 0 0 0 0 0 V/C Ratio (X) 0.00 1.21 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 610 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.1 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 107.4 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 136.4 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 15.1 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 18.2 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 33.3 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.57 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 31.3 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 139.6 HCM 2010 LOS F Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 459 1248 687 473 253 493 v/c Ratio 0.80 0.53 0.51 0.59 0.70 1.19 Control Delay 24.6 8.6 23.9 10.4 44.9 135.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 8.6 23.9 10.4 44.9 135.8 Queue Length 50th (ft) 201 166 154 50 134 —290 Queue Length 95th (ft) m138 m122 232 164 #234 #485 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 659 2342 1334 804 360 413 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.53 0.51 0.59 0.70 1.19 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 436 1186 0 0 653 449 239 1 468 0 0 0 Future Volume (veh/h) 436 1186 0 0 653 449 239 1 468 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1881 0 0 1810 1810 1900 1793 1827 Adj Flow Rate, veh/h 459 1248 0 0 687 473 252 1 493 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 1 0 0 5 5 4 0 4 Opposing Right Turn Influence Yes No Yes Cap, veh/h 539 2343 0 0 1366 611 359 1 328 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.38 1.00 0.00 0.00 0.40 0.40 0.21 0.21 0.21 Ln Grp Delay, s/veh 11.3 0.1 0.0 0.0 21.8 32.9 38.9 0.0 277.6 Ln Grp LOS B A C C D F Approach Vol, veh/h 1707 1160 746 Approach Delay, s/veh 3.1 26.3 196.6 Approach LOS A C F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 23.2 41.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 24.0 29.0 Max Allow Headway (MAH), s 5.2 4.5 3.7 5.2 Max Q Clear (g_c+ll), s 2.0 21.0 16.3 26.1 Green Ext Time (g_e), s 33.0 0.0 0.9 2.7 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.15 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1701 1774 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3668 7 3529 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1553 1538 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 253 459 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1708 1774 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 12.3 14.3 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.3 14.3 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 482 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 37.8 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 22.2 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 22.2 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 35.8 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 361 539 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.70 0.85 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 361 672 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.09 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 32.9 10.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 6.0 0.9 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 38.9 11.3 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 5.8 6.8 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.6 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 6.4 6.9 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.27 1.27 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1248 0 0 0 687 0 0 Grp Sat Flow (s), veh/h/In 0 1787 0 0 0 1719 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 13.5 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 13.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 2343 0 0 0 1366 0 0 V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.50 0.00 0.00 Avail Cap (c_a), veh/h 0 2343 0 0 0 1366 0 0 Upstream Filter (1) 0.00 0.09 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 20.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 1.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 21.8 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 6.4 0.0 0.0 Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 6.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.27 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 493 0 473 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1553 0 1538 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 24.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 24.1 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 328 0 611 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.50 0.00 0.77 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 328 0 611 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 23.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 242.1 0.0 9.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 277.6 0.0 32.9 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.6 0.0 10.1 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 22.0 0.0 1.6 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 36.6 0.0 11.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.59 0.00 3.57 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 41.3 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 50.5 HCM 2010 LOS D Southwood 10/19/2018 TF AM 2024 Peak Hour Synchro 9 Report Timmons Group SLA Page 12 HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 4.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 125 4 218 268 10 187 Future Vol, vehlh 125 4 218 268 10 187 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 100 2 1 0 3 Mvmt Flow 144 5 251 308 11 215 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 149 0 800 144 Stage 1 - - - - 144 - Stage 2 - 656 - Critical Hdwy 4.13 6.6 6.245 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy 2.219 3.53.3285 Pot Cap-1 Maneuver 1431 341 900 Stage 1 - 888 - Stage 2 - 483 - Platoon blocked, % Mov Cap-1 Maneuver 1431 281 900 Mov Cap-2 Maneuver - 281 - Stage 1 888 Stage 2 398 EB WB NB HCM Control Delay, s 0 3.6 11.2 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 809 1431 HCM Lane V/C Ratio 0.28 0.175 HCM Control Delay (s) 11.2 8 HCM Lane LOS B A HCM 95th %tile Q(veh) 1.1 0.6 Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh Movement 7 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 23 307 1 5 477 289 1 1 1 176 1 29 Future Vol, vehlh 23 307 1 5 477 289 1 1 1 176 1 29 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 26 341 1 6 530 321 1 1 1 196 1 32 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 851 0 0 342 0 0 672 1257 171 765 936 265 Stage 1 - - - - - - 394 394 - 542 542 - Stage 2 - - 278 863 - 223 394 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 796 1228 345 173 849 294 267 739 Stage 1 - - 608 609 - 495 523 - Stage 2 - - 711 374 - 762 609 - Platoon blocked, % Mov Cap-1 Maneuver 796 1228 319 166 849 284 257 739 Mov Cap-2 Maneuver - - 319 166 - 284 257 - Stage 1 588 589 479 520 Stage 2 675 372 735 589 Approach EB WB NB SB HCM Control Delay, s 0.7 0.1 17.6 43 HCM LOS C E Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 290 796 1228 311 HCM Lane V/C Ratio 0.011 0.032 0.005 0.736 HCM Control Delay (s) 17.6 9.7 7.9 43 HCM Lane LOS C A A E HCM 95th %tile Q(veh) 0 0.1 0 5.5 Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh 64.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 44 431 1 16 667 414 1 1 52 287 1 79 Future Vol, vehlh 44 431 1 16 667 414 1 1 52 287 1 79 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 45 444 1 16 688 427 1 1 54 296 1 81 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1115 0 0 445 0 0 911 1681 222 1033 1255 344 Stage 1 - - - - - - 534 534 - 720 720 - Stage 2 - - 377 1147 - 313 535 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 634 1126 232 96 788 -188 173 658 Stage 1 - - 503 528 - 387 435 - Stage 2 - - 622 276 - 675 527 - Platoon blocked, % Mov Cap-1 Maneuver 634 1126 189 88 788 -162 158 658 Mov Cap-2 Maneuver - - 189 88 - - 162 158 - Stage 1 467 491 360 429 Stage 2 536 272 583 490 EB WB NB SB HCM Control Delay, s 1 0.1 10.8 $ 348.9 HCM LOS B F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 120 788 634 1126 162 633 HCM Lane V/C Ratio 0.017 0.068 0.072 0.015 1.826 0.13 HCM Control Delay (s) 35.5 9.9 11.1 8.2 $ 443 11.5 HCM Lane LOS E A B A F B HCM 95th %tile Q(veh) 0.1 0.2 0.2 0 21.8 0.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 123.3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 9 784 16 189 1142 42 1 2 190 101 1 6 Future Vol, vehlh 9 784 16 189 1142 42 1 2 190 101 1 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 13 0 1 0 0 0 1 6 0 0 Mvmt Flow 9 817 17 197 1190 44 1 2 198 105 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1234 0 0 834 0 0 1825 2463 409 2012 2436 595 Stage - - - - - - 835 835 - 1584 1584 - Stage 2 - - 990 1628 - 428 852 - Critical Hdwy 4.1 4.1 7.5 6.5 6.92 7.62 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.62 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.62 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.31 3.56 4 3.3 Pot Cap-1 Maneuver 572 808 49 31 594 - 33 32 452 Stage 1 - - 333 386 - 109 170 - Stage 2 - - 268 162 - 565 379 - Platoon blocked, % Mov Cap-1 Maneuver 572 808 38 23 594 -17 24 452 Mov Cap-2 Maneuver - - 38 23 - - 17 24 - Stage 1 328 380 107 129 Stage 2 198 122 369 373 Approach EB WB NB SB HCM Control Delay, s 0.1 1.5 16.4 $ 2785.5 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 26 594 572 808 18 HCM Lane V/C Ratio 0.12 0.333 0.016 0.244 6.25 HCM Control Delay (s) 161.6 14.1 11.4 10.9 $2785.5 HCM Lane LOS F B B B - F HCM 95th %tile Q(veh) 0.4 1.5 0.1 1 14.7 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1044 439 982 929 v/c Ratio 0.98 0.89 0.46 1.91 Control Delay 55.1 51.5 13.5 439.4 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 55.1 51.5 13.5 439.4 Queue Length 50th (ft) —342 245 149 —814 Queue Length 95th (ft) #475 #349 260 #1049 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1069 547 2144 487 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.98 0.80 0.46 1.91 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. Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 762 219 413 923 0 0 0 0 522 1 351 Future Volume (veh/h) 0 762 219 413 923 0 0 0 0 522 1 351 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1878 1900 Adj Flow Rate, veh/h 0 811 233 439 982 0 555 1 373 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 868 249 482 2145 0 272 0 183 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.32 0.32 0.22 0.60 0.00 0.27 0.27 0.27 Ln Grp Delay, s/veh 0.0 54.5 55.0 36.0 10.4 0.0 509.7 0.0 0.0 Ln Grp LOS D E D B F Approach Vol, veh/h 1044 1421 929 Approach Delay, s/veh 54.8 18.3 509.7 Approach LOS D B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 25.6 34.4 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 24.0 24.0 24.0 54.0 Max Allow Headway (MAH), s 4.2 4.9 5.9 4.9 Max Q Clear (g_c+ll), s 18.7 27.8 26.0 15.6 Green Ext Time (g_e), s 0.9 0.0 0.0 18.6 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.64 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1774 0 1019 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2842 2 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 789 685 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 439 0 0 929 0 0 0 0 Grp Sat Flow (s), veh/h/In 1774 0 0 1706 0 0 0 0 Q Serve Time (g_s), s 16.7 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 16.7 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 538 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 30.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 2.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 28.4 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 482 0 0 455 0 0 0 0 V/C Ratio (X) 0.91 0.00 0.00 2.04 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 569 0 0 455 0 0 0 0 Upstream Filter (1) 0.64 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 23.5 0.0 0.0 33.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 12.5 0.0 0.0 476.7 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 36.0 0.0 0.0 509.7 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 10.5 0.0 0.0 11.2 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 1.7 0.0 0.0 60.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 12.2 0.0 0.0 71.5 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 1.30 0.00 0.00 1.67 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 118.5 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 529 0 0 0 982 0 0 Grp Sat Flow (s), veh/h/In 0 1791 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 25.8 0.0 0.0 0.0 13.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 25.8 0.0 0.0 0.0 13.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 566 0 0 0 2145 0 0 V/C Ratio (X) 0.00 0.93 0.00 0.00 0.00 0.46 0.00 0.00 Avail Cap (c_a), veh/h 0 566 0 0 0 2145 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.64 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.9 0.0 0.0 0.0 9.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 24.6 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 54.5 0.0 0.0 0.0 10.4 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 12.6 0.0 0.0 0.0 6.7 0.0 0.0 Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 3.9 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 16.5 0.0 0.0 0.0 6.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.28 0.00 0.00 0.00 0.28 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 515 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1746 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 25.8 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 25.8 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.45 0.00 0.40 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 552 0 0 0 0 0 0 V/C Ratio (X) 0.00 0.93 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 552 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.9 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 25.1 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 55.0 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 12.3 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 3.9 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 16.2 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.27 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 164.0 HCM 2010 LOS F Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 276 1041 1145 720 276 360 v/c Ratio 0.72 0.44 0.71 0.79 0.80 0.86 Control Delay 26.1 7.0 24.3 20.0 51.9 42.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.1 7.0 24.3 20.0 51.9 42.0 Queue Length 50th (ft) 133 137 276 191 147 124 Queue Length 95th (ft) m103 m112 395 #459 #257 #267 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 479 2380 1621 910 378 446 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.58 0.44 0.71 0.79 0.73 0.81 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 262 989 0 0 1088 684 261 1 342 0 0 0 Future Volume (veh/h) 262 989 0 0 1088 684 261 1 342 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 276 1041 0 0 1145 720 275 1 360 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Opposing Right Turn Influence Yes No Yes Cap, veh/h 327 2320 0 0 1731 774 377 1 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.21 1.00 0.00 0.00 0.48 0.48 0.21 0.21 0.21 Ln Grp Delay, s/veh 16.2 0.1 0.0 0.0 19.6 41.0 40.1 0.0 99.7 Ln Grp LOS B A B D D F Approach Vol, veh/h 1317 1865 636 Approach Delay, s/veh 3.5 27.9 73.8 Approach LOS A C E Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 15.4 49.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 19.0 34.0 Max Allow Headway (MAH), s 4.6 4.6 3.7 4.6 Max Q Clear (g_c+ll), s 2.0 21.0 8.9 40.0 Green Ext Time (g_e), s 34.8 0.0 0.6 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.01 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1785 1792 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3632 6 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1615 1599 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 276 276 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1792 1792 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 12.9 6.9 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 12.9 6.9 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 247 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 45.6 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 21.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 21.7 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 43.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 378 327 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.73 0.84 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 378 518 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.15 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 33.1 15.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 7.0 1.1 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 40.1 16.2 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 6.4 3.3 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.7 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 7.1 3.4 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.30 0.63 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1041 0 0 0 1145 0 0 Grp Sat Flow (s), veh/h/In 0 1770 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 21.9 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 21.9 0.0 0.0 Lane Grp Cap (c), veh/h 0 2320 0 0 0 1731 0 0 V/C Ratio (X) 0.00 0.45 0.00 0.00 0.00 0.66 0.00 0.00 Avail Cap (c_a), veh/h 0 2320 0 0 0 1731 0 0 Upstream Filter (1) 0.00 0.15 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 17.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 2.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 19.6 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 10.7 0.0 0.0 Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 11.1 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.44 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 360 0 720 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1615 0 1599 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 38.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 38.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 341 0 774 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.06 0.00 0.93 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 341 0 774 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 21.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 64.2 0.0 19.2 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 99.7 0.0 41.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 15.2 0.0 16.6 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 6.1 0.0 4.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 21.2 0.0 20.7 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.89 0.00 6.15 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 4.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 27.1 HCM 2010 LOS C Southwood 02/19/2018 TF 2024 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 12 APPENDIX G 2030 Background Traffic Analysis HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 304 5 31 86 1 106 Future Vol, vehlh 304 5 31 86 1 106 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 0 23 4 0 4 Mvmt Flow 349 6 36 99 1 122 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 355 0 471 349 Stage 1 - - - - 349 - Stage 2 - 122 - Critical Hdwy 4.445 6.6 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy -2.4185 3.5 3.338 Pot Cap-1 Maneuver - 1079 541 688 Stage 1 - 719 - Stage 2 - 896 - Platoon blocked, % Mov Cap-1 Maneuver 1079 523 688 Mov Cap-2 Maneuver - 523 - Stage 1 719 Stage 2 866 EB WB NB HCM Control Delay, s 0 2.2 11.4 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 686 1079 HCM Lane V/C Ratio 0.179 0.033 HCM Control Delay (s) 11.4 8.4 HCM Lane LOS B A HCM 95th %tile Q(veh) 0.6 0.1 Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 18.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 15 403 1 14 105 93 1 1 1 388 1 6 Future Vol, vehlh 15 403 1 14 105 93 1 1 1 388 1 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 8 2 0 0 9 9 0 0 0 2 0 0 Mvmt Flow 17 463 1 16 121 107 1 1 1 446 1 7 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 228 0 0 464 0 0 591 758 232 419 651 61 Stage 1 - - - - - - 498 498 - 153 153 - Stage 2 - - 93 260 - 266 498 - Critical Hdwy 4.26 4.1 7.5 6.5 6.9 7.54 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.28 2.2 3.5 4 3.3 3.52 4 3.3 Pot Cap-1 Maneuver 1295 1108 395 339 776 518 390 998 Stage 1 - - 528 548 - 834 775 - Stage 2 - - 909 697 - 716 548 - Platoon blocked, % Mov Cap-1 Maneuver 1295 1108 383 330 776 505 379 998 Mov Cap-2 Maneuver - - 383 330 - 505 379 - Stage 1 521 541 823 764 Stage 2 888 687 704 541 EB WB NB SIB HCM Control Delay, s 0.3 0.5 13.4 46.7 HCM LOS B E Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 433 1295 1108 508 HCM Lane V/C Ratio 0.008 0.013 0.015 0.894 HCM Control Delay (s) 13.4 7.8 8.3 46.7 HCM Lane LOS B A A E HCM 95th %tile Q(veh) 0 0 0 10.1 Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 96.3 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 62 728 4 68 190 306 1 1 3 347 1 16 Future Vol, vehlh 62 728 4 68 190 306 1 1 3 347 1 16 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 69 809 4 76 211 340 1 1 3 386 1 18 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 551 0 0 813 0 0 1205 1650 405 906 1314 106 Stage 1 - - - - - - 947 947 - 363 363 - Stage 2 - - 258 703 - 543 951 - Critical Hdwy 4.32 4.1 7.5 6.5 6.9 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 955 823 142 100 601 - 231 160 879 Stage 1 - - 285 342 - 628 628 - Stage 2 - - 730 443 - 492 341 - Platoon blocked, % Mov Cap-1 Maneuver 955 823 122 84 601 - 200 135 879 Mov Cap-2 Maneuver - - 122 84 - - 200 135 - Stage 1 264 317 583 570 Stage 2 648 402 452 316 Approach EB WB NB SB HCM Control Delay, s 0.7 1.2 23.5 $ 453.3 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 99 601 955 823 200 664 HCM Lane V/C Ratio 0.022 0.006 0.072 0.092 1.928 0.028 HCM Control Delay (s) 42.2 11 9.1 9.8 $ 475 10.6 HCM Lane LOS E B A A F B HCM 95th %tile Q(veh) 0.1 0 0.2 0.3 28.3 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 20.1 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 2 1082 27 228 574 22 1 1 215 39 1 9 Future Vol, vehlh 2 1082 27 228 574 22 1 1 215 39 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 2 4 3 6 27 0 0 2 0 0 0 Mvmt Flow 2 1139 28 240 604 23 1 1 226 41 1 9 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 627 0 0 1167 0 0 1926 2250 570 1658 2255 302 Stage - - - - - - 1143 1143 - 1084 1084 - Stage 2 - - 783 1107 - 574 1171 - Critical Hdwy 4.1 4.16 7.5 6.5 6.94 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.23 3.5 4 3.32 3.5 4 3.3 Pot Cap-1 Maneuver 965 589 41 42 465 65 42 700 Stage 1 - - 216 277 - 235 296 - Stage 2 - - 357 288 - 476 269 - Platoon blocked, % Mov Cap-1 Maneuver 965 589 27 25 465 -22 25 700 Mov Cap-2 Maneuver - - 27 25 - -22 25 - Stage 1 216 276 235 176 Stage 2 207 171 243 268 Approach EB WB NB SIB HCM Control Delay, s 0 4.2 21.1 $ 738.9 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 26 465 965 589 27 HCM Lane V/C Ratio 0.081 0.487 0.002 0.407 1.91 HCM Control Delay (s) 155.3 19.9 8.7 15.3 $ 738.9 HCM Lane LOS F C A C F HCM 95th %tile Q(veh) 0.2 2.6 0 2 6.2 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1434 270 615 843 v/c Ratio 1.29 0.75 0.33 1.47 Control Delay 165.3 47.2 11.7 249.0 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 165.3 47.2 11.7 249.0 Queue Length 50th (ft) —546 139 78 —661 Queue Length 95th (ft) #740 228 145 #891 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1113 437 1854 572 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.29 0.62 0.33 1.47 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. Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 1082 295 259 590 0 0 0 0 548 1 260 Future Volume (veh/h) 0 1082 295 259 590 0 0 0 0 548 1 260 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1859 1900 1827 1792 0 1900 1858 1900 Adj Flow Rate, veh/h 0 1127 307 270 615 0 571 1 271 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 4 6 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 948 256 312 1854 0 372 1 176 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.34 0.34 0.13 0.54 0.00 0.32 0.32 0.32 Ln Grp Delay, s/veh 0.0 127.5 135.5 34.3 11.8 0.0 280.8 0.0 0.0 Ln Grp LOS F F C B F Approach Vol, veh/h 1434 885 843 Approach Delay, s/veh 131.5 18.7 280.8 Approach LOS F B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 18.0 37.0 35.0 55.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 24.0 29.0 49.0 Max Allow Headway (MAH), s 4.2 5.0 5.9 5.0 Max Q Clear (g_c+ll), s 11.4 33.0 31.0 11.0 Green Ext Time (g_e), s 0.6 0.0 0.0 19.4 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.15 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1740 0 1154 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2845 2 3495 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 742 548 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 270 0 0 843 0 0 0 0 Grp Sat Flow (s), veh/h/In 1740 0 0 1703 0 0 0 0 Q Serve Time (g_s), s 9.4 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 9.4 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 364 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 33.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.68 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 312 0 0 549 0 0 0 0 V/C Ratio (X) 0.87 0.00 0.00 1.54 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 447 0 0 549 0 0 0 0 Upstream Filter (1) 0.85 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 23.2 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 11.1 0.0 0.0 250.3 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 34.3 0.0 0.0 280.8 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 6.5 0.0 0.0 13.6 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 1.0 0.0 0.0 38.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 7.5 0.0 0.0 51.7 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.81 0.00 0.00 1.21 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 73.5 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 719 0 0 0 615 0 0 Grp Sat Flow (s), veh/h/In 0 1766 0 0 0 1703 0 0 Q Serve Time (g_s), s 0.0 31.0 0.0 0.0 0.0 9.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.0 0.0 0.0 0.0 9.0 0.0 0.0 Lane Grp Cap (c), veh/h 0 608 0 0 0 1854 0 0 V/C Ratio (X) 0.00 1.18 0.00 0.00 0.00 0.33 0.00 0.00 Avail Cap (c_a), veh/h 0 608 0 0 0 1854 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.85 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.5 0.0 0.0 0.0 11.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 98.0 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 127.5 0.0 0.0 0.0 11.8 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 15.0 0.0 0.0 0.0 4.2 0.0 0.0 Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 16.6 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 31.6 0.0 0.0 0.0 4.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.54 0.00 0.00 0.00 0.18 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 27.7 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 715 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1728 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.32 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 595 0 0 0 0 0 0 V/C Ratio (X) 0.00 1.20 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 595 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.5 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 106.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 135.5 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 14.7 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 17.5 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 32.2 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.55 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 29.9 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 139.7 HCM 2010 LOS F Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 454 1257 679 501 244 521 v/c Ratio 0.79 0.54 0.50 0.61 0.68 1.26 Control Delay 23.6 8.8 23.5 10.3 43.4 162.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.6 8.8 23.5 10.3 43.4 162.6 Queue Length 50th (ft) 199 180 150 51 129 —325 Queue Length 95th (ft) m135 m128 228 173 #214 #521 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 663 2342 1346 823 360 413 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.68 0.54 0.50 0.61 0.68 1.26 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 431 1194 0 0 645 476 231 1 495 0 0 0 Future Volume (veh/h) 431 1194 0 0 645 476 231 1 495 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1881 0 0 1810 1810 1900 1793 1827 Adj Flow Rate, veh/h 454 1257 0 0 679 501 243 1 521 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 1 0 0 5 5 4 0 4 Opposing Right Turn Influence Yes No Yes Cap, veh/h 535 2343 0 0 1375 615 359 1 328 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.38 1.00 0.00 0.00 0.40 0.40 0.21 0.21 0.21 Ln Grp Delay, s/veh 11.3 0.1 0.0 0.0 21.5 35.3 37.7 0.0 314.7 Ln Grp LOS B A C D D F Approach Vol, veh/h 1711 1180 765 Approach Delay, s/veh 3.1 27.4 226.3 Approach LOS A C F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 23.0 42.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 24.0 29.0 Max Allow Headway (MAH), s 5.2 4.4 3.7 5.2 Max Q Clear (g_c+ll), s 2.0 21.0 16.1 28.1 Green Ext Time (g_e), s 33.5 0.0 0.9 0.9 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.13 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1701 1774 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3668 7 3529 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1553 1538 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 244 454 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1708 1774 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 11.8 14.1 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 11.8 14.1 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 473 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 38.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 22.7 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 22.7 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 36.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 361 535 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.68 0.85 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 361 672 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.09 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 32.7 10.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 5.0 0.8 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 37.7 11.3 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 5.6 6.3 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.5 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 6.1 6.4 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.25 1.19 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1257 0 0 0 679 0 0 Grp Sat Flow (s), veh/h/In 0 1787 0 0 0 1719 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 13.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 13.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 2343 0 0 0 1375 0 0 V/C Ratio (X) 0.00 0.54 0.00 0.00 0.00 0.49 0.00 0.00 Avail Cap (c_a), veh/h 0 2343 0 0 0 1375 0 0 Upstream Filter (1) 0.00 0.09 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 20.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 1.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 21.5 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 6.3 0.0 0.0 Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 6.6 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.27 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 521 0 501 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1553 0 1538 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 26.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 26.1 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 328 0 615 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.59 0.00 0.81 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 328 0 615 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 24.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 279.2 0.0 11.3 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 314.7 0.0 35.3 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.6 0.0 11.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 25.4 0.0 1.9 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 40.0 0.0 12.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.74 0.00 3.95 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 48.3 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 57.6 HCM 2010 LOS E Southwood 10/19/2018 BG AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 12 Lanes, Volumes, Timings 1: Hickory St & Old Lynchburg Road 01/07/2019 --I- 4--- Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations + r* tt Traffic Volume (vph) 131 1 82 283 6 64 Future Volume (vph) 131 1 82 283 6 64 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 200 300 0 0 Storage Lanes 1 1 1 0 Taper Length (ft) 0 0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 Frt 0.850 0.877 Flt Protected 0.950 0.996 Satd. Flow (prot) 1900 808 1770 3574 1615 0 Flt Permitted 0.950 0.996 Satd. Flow (perm) 1900 808 1770 3574 1615 0 Link Speed (mph) 45 45 25 Link Distance (ft) 1498 851 717 Travel Time (s) 22.7 12.9 19.6 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Heavy Vehicles (%) 0% 100% 2% 1 % 0% 3% Adj. Flow (vph) 151 1 94 325 7 74 Shared Lane Traffic (%) Lane Group Flow (vph) 151 1 94 325 81 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 20 20 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 25.7% ICU Level of Service A Analysis Period (min) 15 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 131 1 82 283 6 64 Future Vol, vehlh 131 1 82 283 6 64 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 100 2 1 0 3 Mvmt Flow 151 1 94 325 7 74 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 152 0 502 151 Stage 1 - - - - 151 - Stage 2 - 351 - Critical Hdwy 4.13 6.6 6.245 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy 2.219 3.53.3285 Pot Cap-1 Maneuver 1428 518 892 Stage 1 - 882 - Stage 2 - 690 - Platoon blocked, % Mov Cap-1 Maneuver 1428 484 892 Mov Cap-2 Maneuver - 484 - Stage 1 882 Stage 2 644 EB WB NB HCM Control Delay, s 0 1.7 9.8 HCM LOS A Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 832 1428 HCM Lane V/C Ratio 0.097 0.066 HCM Control Delay (s) 9.8 7.7 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.3 0.2 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 Lanes, Volumes, Timings 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt r Traffic Volume (vph) 14 204 1 5 374 303 1 1 1 185 1 17 Future Volume (vph) 14 204 1 5 374 303 1 1 1 185 1 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 275 0 300 363 0 0 0 0 Storage Lanes 1 0 1 1 0 0 0 0 Taper Length (ft) 0 0 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.999 0.850 0.955 0.989 Flt Protected 0.950 0.950 0.984 0.956 Satd. Flow (prot) 1805 3571 0 1805 3574 1615 0 1785 0 0 1780 0 Flt Permitted 0.950 0.950 0.984 0.956 Satd. Flow (perm) 1805 3571 0 1805 3574 1615 0 1785 0 0 1780 0 Link Speed (mph) 45 45 30 30 Link Distance (ft) 851 2129 444 1524 Travel Time (s) 12.9 32.3 10.1 34.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles (%) 0% 1 % 0% 0% 1 % 0% 0% 0% 0% 1 % 0% 0% Adj. Flow (vph) 16 227 1 6 416 337 1 1 1 206 1 19 Shared Lane Traffic (%) Lane Group Flow (vph) 16 228 0 6 416 337 0 3 0 0 226 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 16 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.3% ICU Level of Service A Analysis Period (min) 15 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh Movement 4.6 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 14 204 1 5 374 303 1 1 1 185 1 17 Future Vol, vehlh 14 204 1 5 374 303 1 1 1 185 1 17 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 16 227 1 6 416 337 1 1 1 206 1 19 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 753 0 0 228 0 0 481 1025 114 574 688 208 Stage 1 - - - - - - 260 260 - 428 428 - Stage 2 - - 221 765 - 146 260 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 866 1352 473 237 923 404 372 804 Stage 1 - - 728 697 - 578 588 - Stage 2 - - 767 415 - 845 697 - Platoon blocked, % Mov Cap-1 Maneuver 866 1352 453 232 923 395 364 804 Mov Cap-2 Maneuver - - 453 232 - 395 364 - Stage 1 715 684 568 586 Stage 2 744 413 827 684 Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 14.2 23.8 HCM LOS B C Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 395 866 1352 412 HCM Lane V/C Ratio 0.008 0.018 0.004 0.547 HCM Control Delay (s) 14.2 9.2 7.7 23.8 HCM Lane LOS B A A C HCM 95th %tile Q(veh) 0 0.1 0 3.2 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Lanes, Volumes, Timings 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r Traffic Volume (vph) 35 346 1 16 588 430 1 1 52 297 1 68 Future Volume (vph) 35 346 1 16 588 430 1 1 52 297 1 68 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 115 300 325 0 250 250 0 Storage Lanes 1 1 1 1 0 1 1 0 Taper Length (ft) 0 0 0 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 1.00 Frt 0.850 0.850 0.850 0.852 Flt Protected 0.950 0.950 0.976 0.950 Satd. Flow (prot) 1805 3574 1615 1805 3574 1615 0 1854 1615 1787 1619 0 Flt Permitted 0.950 0.950 0.976 0.950 Satd. Flow (perm) 1805 3574 1615 1805 3574 1615 0 1854 1615 1787 1619 0 Link Speed (mph) 45 45 25 35 Link Distance (ft) 2129 1728 397 2652 Travel Time (s) 32.3 26.2 10.8 51.7 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles (%) 0% 1 % 0% 0% 1 % 0% 0% 0% 0% 1 % 0% 0% Adj. Flow (vph) 36 357 1 16 606 443 1 1 54 306 1 70 Shared Lane Traffic (%) Lane Group Flow (vph) 36 357 1 16 606 443 0 2 54 306 71 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 44.7 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 35 346 1 16 588 430 1 1 52 297 1 68 Future Vol, vehlh 35 346 1 16 588 430 1 1 52 297 1 68 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 36 357 1 16 606 443 1 1 54 306 1 70 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1049 0 0 358 0 0 765 1510 179 889 1068 303 Stage 1 - - - - - - 429 429 - 638 638 - Stage 2 - - 336 1081 - 251 430 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 671 1212 296 122 839 - 239 223 699 Stage 1 - - 580 587 - 434 474 - Stage 2 - - 657 296 - 734 587 - Platoon blocked, % Mov Cap-1 Maneuver 671 1212 252 114 839 - 211 208 699 Mov Cap-2 Maneuver - - 252 114 - - 211 208 - Stage 1 549 555 411 468 Stage 2 582 292 649 555 Approach EB WB NB SB HCM Control Delay, s 1 0.1 10.3 221.2 HCM LOS B F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 157 839 671 1212 211 676 HCM Lane V/C Ratio 0.013 0.064 0.054 0.014 1.451 0.105 HCM Control Delay (s) 28.2 9.6 10.7 8 270 11 HCM Lane LOS D A B A F B HCM 95th %tile Q(veh) 0 0.2 0.2 0 18.2 0.4 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 Lanes, Volumes, Timings 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r 4 r Traffic Volume (vph) 9 713 16 167 1083 42 1 2 177 101 1 6 Future Volume (vph) 9 713 16 167 1083 42 1 2 177 101 1 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 315 225 0 125 0 0 Storage Lanes 1 1 1 1 0 1 0 0 Taper Length (ft) 0 0 0 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 1.00 Frt 0.850 0.850 0.850 0.993 Flt Protected 0.950 0.950 0.984 0.955 Satd. Flow (prot) 1805 3574 1429 1805 3574 1615 0 1870 1599 0 1706 0 Flt Permitted 0.950 0.950 0.984 0.955 Satd. Flow (perm) 1805 3574 1429 1805 3574 1615 0 1870 1599 0 1706 0 Link Speed (mph) 45 45 25 25 Link Distance (ft) 1728 1571 847 477 Travel Time (s) 26.2 23.8 23.1 13.0 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 Heavy Vehicles (%) 0% 1 % 13% 0% 1 % 0% 0% 0% 1 % 6% 0% 0% Adj. Flow (vph) 9 743 17 174 1128 44 1 2 184 105 1 6 Shared Lane Traffic (%) Lane Group Flow (vph) 9 743 17 174 1128 44 0 3 184 0 112 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summa Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 90 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 9 713 16 167 1083 42 1 2 177 101 1 6 Future Vol, vehlh 9 713 16 167 1083 42 1 2 177 101 1 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 13 0 1 0 0 0 1 6 0 0 Mvmt Flow 9 743 17 174 1128 44 1 2 184 105 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1172 0 0 760 0 0 1674 2281 372 1867 2254 564 Stage 1 - - - - - - 761 761 - 1476 1476 - Stage 2 - - 913 1520 - 391 778 - Critical Hdwy 4.1 4.1 7.5 6.5 6.92 7.62 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.62 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.62 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.31 3.56 4 3.3 Pot Cap-1 Maneuver 603 861 64 40 628 - 43 42 474 Stage 1 - - 368 417 - 127 192 - Stage 2 - - 298 183 - 594 410 - Platoon blocked, % Mov Cap-1 Maneuver 603 861 52 31 628 - 24 33 474 Mov Cap-2 Maneuver - - 52 31 - - 24 33 - Stage 1 362 411 125 153 Stage 2 233 146 411 404 Approach EB WB NB SIB HCM Control Delay, s 0.1 1.3 14.8 $1891.4 HCM LOS B F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 36 628 603 861 25 HCM Lane V/C Ratio 0.087 0.294 0.016 0.202 4.5 HCM Control Delay (s) 114.3 13.1 11.1 10.2 $1891.4 HCM Lane LOS F B B B - F HCM 95th %tile Q(veh) 0.3 1.2 0 0.8 14 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 Lanes, Volumes, Timings 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (vph) 0 708 200 437 863 0 0 0 0 522 1 319 Future Volume (vph) 0 708 200 437 863 0 0 0 0 522 1 319 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 238 0 0 0 0 0 Storage Lanes 0 0 1 0 0 0 0 0 Taper Length (ft) 0 0 0 0 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.949 Flt Protected 0.950 0.970 Satd. Flow (prot) 0 3464 0 1770 3574 0 0 0 0 0 1728 0 Flt Permitted 0.124 0.970 Satd. Flow (perm) 0 3464 0 231 3574 0 0 0 0 0 1728 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 39 33 Link Speed (mph) 45 45 30 30 Link Distance (ft) 1571 672 950 1132 Travel Time (s) 23.8 10.2 21.6 25.7 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 0% 1 % 0% 2% 1 % 0% 0% 0% 0% 2% 0% 0% Adj. Flow (vph) 0 753 213 465 918 0 0 0 0 555 1 339 Shared Lane Traffic (%) Lane Group Flow (vph) 0 966 0 465 918 0 0 0 0 0 895 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 6 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type NA pm+pt NA Perm NA Protected Phases 2 1 6 4 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 Lanes, Volumes, Timings 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 6 4 Detector Phase 2 1 6 4 4 Switch Phase Minimum Initial (s) 10.0 8.0 10.0 10.0 10.0 Minimum Split (s) 22.5 14.0 22.5 22.5 22.5 Total Split (s) 30.0 30.0 60.0 30.0 30.0 Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3% Maximum Green (s) 24.0 24.0 54.0 24.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 All -Red Time (s) 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead -Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.5 3.0 3.5 3.5 Recall Mode C-Max None C-Max None None Act Effct Green (s) 26.2 54.0 54.0 24.0 Actuated g/C Ratio 0.29 0.60 0.60 0.27 v/c Ratio 0.93 0.91 0.43 1.85 Control Delay 47.7 55.5 12.9 412.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 47.7 55.5 12.9 412.3 LOS D E B F Approach Delay 47.7 27.2 412.3 Approach LOS D C F Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBTL, Start of Green Natural Cycle: 130 Control Type: Actuated -Coordinated Maximum v/c Ratio: 1.85 Intersection Signal Delay: 139.5 Intersection LOS: F Intersection Capacity Utilization 113.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 5: 1-64 EB On-Rampl1-64 EB Off -Ramp & 5th St Ext i 7 04 SOS 30 s SOS 36 50 s Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 708 200 437 863 0 0 0 0 522 1 319 Future Volume (veh/h) 0 708 200 437 863 0 0 0 0 522 1 319 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1877 1900 Adj Flow Rate, veh/h 0 753 213 465 918 0 555 1 339 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 853 241 507 2145 0 283 1 173 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.31 0.31 0.22 0.60 0.00 0.27 0.27 0.27 Ln Grp Delay, s/veh 0.0 47.8 48.1 35.8 10.1 0.0 474.4 0.0 0.0 Ln Grp LOS D D D B F Approach Vol, veh/h 966 1383 895 Approach Delay, s/veh 47.9 18.8 474.4 Approach LOS D B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 26.2 33.8 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 24.0 24.0 24.0 54.0 Max Allow Headway (MAH), s 4.2 4.9 5.9 4.9 Max Q Clear (g_c+ll), s 19.3 25.3 26.0 14.4 Green Ext Time (g_e), s 0.9 0.0 0.0 16.9 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.83 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1774 0 1060 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2853 2 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 780 647 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 465 0 0 895 0 0 0 0 Grp Sat Flow (s), veh/h/In 1774 0 0 1709 0 0 0 0 Q Serve Time (g_s), s 17.3 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 17.3 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 579 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 29.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 4.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 4.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 27.8 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.62 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 507 0 0 456 0 0 0 0 V/C Ratio (X) 0.92 0.00 0.00 1.96 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 582 0 0 456 0 0 0 0 Upstream Filter (1) 0.66 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 22.3 0.0 0.0 33.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 13.6 0.0 0.0 441.4 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 35.8 0.0 0.0 474.4 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 11.1 0.0 0.0 11.3 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 1.9 0.0 0.0 55.9 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 13.0 0.0 0.0 67.2 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 1.39 0.00 0.00 1.57 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 109.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 489 0 0 0 918 0 0 Grp Sat Flow (s), veh/h/In 0 1791 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 23.3 0.0 0.0 0.0 12.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 23.3 0.0 0.0 0.0 12.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 554 0 0 0 2145 0 0 V/C Ratio (X) 0.00 0.88 0.00 0.00 0.00 0.43 0.00 0.00 Avail Cap (c_a), veh/h 0 554 0 0 0 2145 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.66 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.5 0.0 0.0 0.0 9.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 18.2 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 47.8 0.0 0.0 0.0 10.1 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 11.5 0.0 0.0 0.0 6.1 0.0 0.0 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 12 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 2.8 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 14.3 0.0 0.0 0.0 6.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.24 0.00 0.00 0.00 0.26 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 477 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1748 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 23.3 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 23.3 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.45 0.00 0.38 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 540 0 0 0 0 0 0 V/C Ratio (X) 0.00 0.88 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 540 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.5 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 18.6 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 48.1 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 11.3 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 2.8 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 14.1 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.24 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 153.2 HCM 2010 LOS F Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 13 Lanes, Volumes, Timings 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r 4 r Traffic Volume (vph) 246 981 0 0 1075 725 240 1 361 0 0 0 Future Volume (vph) 246 981 0 0 1075 725 240 1 361 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 138 0 0 85 0 0 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 0 0 0 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 1.00 Frt 0.850 0.850 Flt Protected 0.950 0.953 Satd. Flow (prot) 1787 3539 0 0 3574 1599 0 1793 1615 0 0 0 Flt Permitted 0.123 0.953 Satd. Flow (perm) 231 3539 0 0 3574 1599 0 1793 1615 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 362 137 Link Speed (mph) 45 45 30 30 Link Distance (ft) 672 704 660 1155 Travel Time (s) 10.2 10.7 15.0 26.3 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles (%) 1 % 2% 0% 0% 1 % 1 % 1 % 0% 0% 0% 0% 0% Adj. Flow (vph) 259 1033 0 0 1132 763 253 1 380 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 259 1033 0 0 1132 763 0 254 380 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 2 1 Detector Template Left Thru Thru Right Left Thru Right Leading Detector (ft) 20 100 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 6 20 Detector 1 Type CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type CI+Ex CI+Ex CI+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Perm Perm NA Perm Protected Phases 5 2 6 4 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 14 Lanes, Volumes, Timings 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Permitted Phases 2 6 4 4 Detector Phase 5 2 6 6 4 4 4 Switch Phase Minimum Initial (s) 8.0 10.0 10.0 10.0 8.0 8.0 8.0 Minimum Split (s) 14.0 24.0 24.0 24.0 24.0 24.0 24.0 Total Split (s) 25.0 65.0 40.0 40.0 25.0 25.0 25.0 Total Split (%) 27.8% 72.2% 44.4% 44.4% 27.8% 27.8% 27.8% Maximum Green (s) 19.0 59.0 34.0 34.0 19.0 19.0 19.0 Yellow Time (s) 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 Lost Time Adjust (s) 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 Lead/Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max C-Max None None None Act Effct Green (s) 60.5 60.5 41.3 41.3 17.5 17.5 Actuated g/C Ratio 0.67 0.67 0.46 0.46 0.19 0.19 v/c Ratio 0.68 0.43 0.69 0.82 0.73 0.89 Control Delay 24.2 7.4 23.6 21.2 46.6 47.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.2 7.4 23.6 21.2 46.6 47.2 LOS C A C C D D Approach Delay 10.8 22.7 46.9 Approach LOS B C D Intersection Summa Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green Natural Cycle: 65 Control Type: Actuated -Coordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 22.7 Intersection LOS: C Intersection Capacity Utilization 113.7% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext --*02 104 65 s 25 s 05 06 75 s I M40 s Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 15 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 246 981 0 0 1075 725 240 1 361 0 0 0 Future Volume (veh/h) 246 981 0 0 1075 725 240 1 361 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 259 1033 0 0 1132 763 253 1 380 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Opposing Right Turn Influence Yes No Yes Cap, veh/h 317 2320 0 0 1753 784 377 1 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.20 1.00 0.00 0.00 0.49 0.49 0.21 0.21 0.21 Ln Grp Delay, s/veh 16.3 0.2 0.0 0.0 18.9 48.5 37.2 0.0 118.8 Ln Grp LOS B A B D D F Approach Vol, veh/h 1292 1895 634 Approach Delay, s/veh 3.4 30.8 86.1 Approach LOS A C F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 14.9 50.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 19.0 34.0 Max Allow Headway (MAH), s 4.6 4.5 3.7 4.6 Max Q Clear (g_c+ll), s 2.0 21.0 8.3 43.8 Green Ext Time (g_e), s 35.0 0.0 0.5 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.01 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1785 1792 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3632 7 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1615 1599 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 16 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 254 259 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1792 1792 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 11.7 6.3 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 11.7 6.3 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 240 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 46.1 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 22.9 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 22.9 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 44.1 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 378 317 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.67 0.82 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 378 519 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.25 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 32.6 15.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.6 1.3 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 37.2 16.3 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 5.8 3.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.5 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 6.3 3.1 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.26 0.57 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1033 0 0 0 1132 0 0 Grp Sat Flow (s), veh/h/In 0 1770 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 21.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 21.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 2320 0 0 0 1753 0 0 V/C Ratio (X) 0.00 0.45 0.00 0.00 0.00 0.65 0.00 0.00 Avail Cap (c_a), veh/h 0 2320 0 0 0 1753 0 0 Upstream Filter (1) 0.00 0.25 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 17.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.0 0.0 1.8 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.2 0.0 0.0 0.0 18.9 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 10.4 0.0 0.0 Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 17 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.5 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 10.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.42 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 380 0 763 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1615 0 1599 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 41.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 41.8 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 341 0 784 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.11 0.00 0.97 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 341 0 784 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 22.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 83.3 0.0 26.1 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 118.8 0.0 48.5 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 8.4 0.0 18.2 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 7.9 0.0 5.7 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 16.3 0.0 23.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.69 0.00 7.09 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 9.8 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 30.7 HCM 2010 LOS C Southwood 02/19/2018 BG 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 18 APPENDIX H 2030 Total Traffic Analysis HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 6.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 304 8 129 86 2 263 Future Vol, vehlh 304 8 129 86 2 263 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 2 0 23 4 0 4 Mvmt Flow 349 9 148 99 2 302 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 358 0 695 349 Stage 1 - - - - 349 - Stage 2 - 346 - Critical Hdwy 4.445 6.6 6.26 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy -2.4185 3.5 3.338 Pot Cap-1 Maneuver - 1076 396 688 Stage 1 - 719 - Stage 2 - 694 - Platoon blocked, % Mov Cap-1 Maneuver 1076 341 688 Mov Cap-2 Maneuver - 341 - Stage 1 719 Stage 2 598 EB WB NB HCM Control Delay, s 0 5.3 14.4 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 683 1076 HCM Lane V/C Ratio 0.446 0.138 HCM Control Delay (s) 14.4 8.9 HCM Lane LOS B A HCM 95th %tile Q(veh) 2.3 0.5 Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh 62 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 33 542 1 14 196 93 1 1 1 388 1 14 Future Vol, vehlh 33 542 1 14 196 93 1 1 1 388 1 14 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87 Heavy Vehicles, % 8 2 0 0 9 9 0 0 0 2 0 0 Mvmt Flow 38 623 1 16 225 107 1 1 1 446 1 16 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 332 0 0 624 0 0 845 1064 312 645 957 113 Stage 1 - - - - - - 700 700 - 257 257 - Stage 2 - - 145 364 - 388 700 - Critical Hdwy 4.26 4.1 7.5 6.5 6.9 7.54 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.28 2.2 3.5 4 3.3 3.52 4 3.3 Pot Cap-1 Maneuver 1182 967 259 225 690 - 357 260 925 Stage 1 - - 401 444 - 725 699 - Stage 2 - - 849 627 - 607 444 - Platoon blocked, % Mov Cap-1 Maneuver 1182 967 244 214 690 - 342 248 925 Mov Cap-2 Maneuver - - 244 214 - - 342 248 - Stage 1 388 430 702 687 Stage 2 819 616 585 430 EB WB NB SB HCM Control Delay, s 0.5 0.4 17.4 196.6 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 294 1182 967 349 HCM Lane V/C Ratio 0.012 0.032 0.017 1.327 HCM Control Delay (s) 17.4 8.1 8.8 196.6 HCM Lane LOS C A A F HCM 95th %tile Q(veh) 0 0.1 0.1 22.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh 158.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 81 848 4 68 272 306 1 1 3 347 1 25 Future Vol, vehlh 81 848 4 68 272 306 1 1 3 347 1 25 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 11 2 0 0 11 4 0 0 0 2 0 18 Mvmt Flow 90 942 4 76 302 340 1 1 3 386 1 28 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 642 0 0 946 0 0 1426 1916 471 1106 1580 151 Stage - - - - - - 1122 1122 - 454 454 - Stage 2 - - 304 794 - 652 1126 - Critical Hdwy 4.32 4.1 7.5 6.5 6.9 7.54 6.5 7.26 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.54 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.54 5.5 - Follow-up Hdwy 2.31 2.2 3.5 4 3.3 3.52 4 3.48 Pot Cap-1 Maneuver 880 734 97 68 545 -165 110 820 Stage 1 - - 223 284 - 555 573 - Stage 2 - - 686 403 - 423 282 - Platoon blocked, % Mov Cap-1 Maneuver 880 734 79 55 545 - 137 89 820 Mov Cap-2 Maneuver - - 79 55 - - 137 89 - Stage 1 200 255 498 513 Stage 2 593 361 - 376 253 EB WB NB SB HCM Control Delay, s 0.8 1.1 31.9 $ 825.6 HCM LOS D F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 65 545 880 734 137 623 HCM Lane V/C Ratio 0.034 0.006 0.102 0.103 2.814 0.046 HCM Control Delay (s) 62.3 11.6 9.6 10.5 $ 886.E 11.1 HCM Lane LOS F B A B F B HCM 95th %tile Q(veh) 0.1 0 0.3 0.3 35.2 0.1 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 39.8 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 2 1202 27 239 656 22 1 1 251 39 1 9 Future Vol, vehlh 2 1202 27 239 656 22 1 1 251 39 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 0 2 4 3 6 27 0 0 2 0 0 0 Mvmt Flow 2 1265 28 252 691 23 1 1 264 41 1 9 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 714 0 0 1293 0 0 2119 2487 633 1832 2492 346 Stage - - - - - - 1269 1269 - 1195 1195 - Stage 2 - - 850 1218 - 637 1297 - Critical Hdwy 4.1 4.16 7.5 6.5 6.94 7.5 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.5 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.5 5.5 - Follow-up Hdwy 2.2 2.23 3.5 4 3.32 3.5 4 3.3 Pot Cap-1 Maneuver 895 527 29 30 422 48 30 656 Stage 1 - - 181 242 - 201 262 - Stage 2 - - 326 255 - 437 234 - Platoon blocked, % Mov Cap-1 Maneuver 895 527 17 16 422 - 11 16 656 Mov Cap-2 Maneuver - - 17 16 - - 11 16 - Stage 1 181 242 201 137 Stage 2 166 133 162 234 Approach EB WB NB SIB HCM Control Delay, s 0 4.7 28.7 $1755.5 HCM LOS D F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 16 422 895 527 14 HCM Lane V/C Ratio 0.132 0.626 0.002 0.477 3.684 HCM Control Delay (s) 261.5 26.8 9 17.9 $1755.5 HCM Lane LOS F D A C - F HCM 95th %tile Q(veh) 0.4 4.2 0 2.6 7.3 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1597 270 689 866 v/c Ratio 1.43 0.75 0.37 1.51 Control Delay 227.9 46.1 13.5 266.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 227.9 46.1 13.5 266.3 Queue Length 50th (ft) —650 146 92 —688 Queue Length 95th (ft) #847 m223 168 #919 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1113 437 1854 572 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.43 0.62 0.37 1.51 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 1199 334 259 661 0 0 0 0 548 1 282 Future Volume (veh/h) 0 1199 334 259 661 0 0 0 0 548 1 282 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1859 1900 1827 1792 0 1900 1856 1900 Adj Flow Rate, veh/h 0 1249 348 270 689 0 571 1 294 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 2 4 6 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 945 258 312 1854 0 361 1 186 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.34 0.34 0.13 0.54 0.00 0.32 0.32 0.32 Ln Grp Delay, s/veh 0.0 179.7 196.9 33.5 12.2 0.0 301.2 0.0 0.0 Ln Grp LOS F F C B F Approach Vol, veh/h 1597 959 866 Approach Delay, s/veh 188.3 18.2 301.2 Approach LOS F B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 18.0 37.0 35.0 55.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 24.0 29.0 49.0 Max Allow Headway (MAH), s 4.2 5.0 5.9 5.0 Max Q Clear (g_c+ll), s 11.4 33.0 31.0 12.4 Green Ext Time (g_e), s 0.6 0.0 0.0 22.4 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.15 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1740 0 1120 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2836 2 3495 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 750 577 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 270 0 0 866 0 0 0 0 Grp Sat Flow (s), veh/h/In 1740 0 0 1698 0 0 0 0 Q Serve Time (g_s), s 9.4 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 9.4 0.0 0.0 29.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 311 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 33.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.66 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 312 0 0 547 0 0 0 0 V/C Ratio (X) 0.87 0.00 0.00 1.58 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 447 0 0 547 0 0 0 0 Upstream Filter (1) 0.79 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 23.2 0.0 0.0 30.5 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 10.3 0.0 0.0 270.7 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 33.5 0.0 0.0 301.2 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 6.5 0.0 0.0 13.5 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.9 0.0 0.0 41.2 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 7.4 0.0 0.0 54.7 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.80 0.00 0.00 1.28 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 79.7 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 796 0 0 0 689 0 0 Grp Sat Flow (s), veh/h/In 0 1766 0 0 0 1703 0 0 Q Serve Time (g_s), s 0.0 31.0 0.0 0.0 0.0 10.4 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.0 0.0 0.0 0.0 10.4 0.0 0.0 Lane Grp Cap (c), veh/h 0 608 0 0 0 1854 0 0 V/C Ratio (X) 0.00 1.31 0.00 0.00 0.00 0.37 0.00 0.00 Avail Cap (c_a), veh/h 0 608 0 0 0 1854 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.79 0.00 0.00 Uniform Delay (dl), slveh 0.0 29.5 0.0 0.0 0.0 11.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 150.2 0.0 0.0 0.0 0.5 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 179.7 0.0 0.0 0.0 12.2 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 15.0 0.0 0.0 0.0 4.9 0.0 0.0 Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 25.4 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 40.4 0.0 0.0 0.0 5.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.69 0.00 0.00 0.00 0.22 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 46.8 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 801 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1726 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 31.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.43 0.00 0.34 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 595 0 0 0 0 0 0 V/C Ratio (X) 0.00 1.35 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 595 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 29.5 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 167.4 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 196.9 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 14.7 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 27.6 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 42.3 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.73 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 51.7 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 169.2 HCM 2010 LOS F Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 495 1339 729 501 268 521 v/c Ratio 0.86 0.57 0.58 0.65 0.74 1.26 Control Delay 29.3 9.7 26.4 12.6 47.5 162.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.3 9.7 26.4 12.6 47.5 162.6 Queue Length 50th (ft) 238 187 180 68 144 —325 Queue Length 95th (ft) m149 m119 248 191 #255 #521 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 634 2342 1250 775 360 413 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.78 0.57 0.58 0.65 0.74 1.26 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 470 1272 0 0 693 476 254 1 495 0 0 0 Future Volume (veh/h) 470 1272 0 0 693 476 254 1 495 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1863 1881 0 0 1810 1810 1900 1793 1827 Adj Flow Rate, veh/h 495 1339 0 0 729 501 267 1 521 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 1 0 0 5 5 4 0 4 Opposing Right Turn Influence Yes No Yes Cap, veh/h 550 2343 0 0 1298 580 359 1 328 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.42 1.00 0.00 0.00 0.38 0.38 0.21 0.21 0.21 Ln Grp Delay, s/veh 12.3 0.1 0.0 0.0 23.9 41.5 41.3 0.0 314.7 Ln Grp LOS B A C D D F Approach Vol, veh/h 1834 1230 789 Approach Delay, s/veh 3.4 31.1 221.8 Approach LOS A C F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 25.0 40.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 24.0 29.0 Max Allow Headway (MAH), s 5.2 4.5 3.7 5.2 Max Q Clear (g_c+ll), s 2.0 21.0 18.2 29.1 Green Ext Time (g_e), s 36.3 0.0 0.9 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.38 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1701 1774 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3668 6 3529 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1553 1538 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 268 495 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1708 1774 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 13.2 16.2 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 13.2 16.2 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 451 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 36.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 18.9 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 18.9 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 34.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 361 550 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.74 0.90 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 361 648 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.09 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 33.2 10.7 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 8.1 1.6 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 41.3 12.3 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 6.3 7.3 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.8 0.2 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 7.1 7.5 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.30 1.38 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1339 0 0 0 729 0 0 Grp Sat Flow (s), veh/h/In 0 1787 0 0 0 1719 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 15.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 15.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 2343 0 0 0 1298 0 0 V/C Ratio (X) 0.00 0.57 0.00 0.00 0.00 0.56 0.00 0.00 Avail Cap (c_a), veh/h 0 2343 0 0 0 1298 0 0 Upstream Filter (1) 0.00 0.09 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 22.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 1.8 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 23.9 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 7.1 0.0 0.0 Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.3 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 7.4 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.30 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 521 0 501 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1553 0 1538 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 27.1 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 27.1 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 328 0 580 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.59 0.00 0.86 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 328 0 580 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 279.2 0.0 15.6 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 314.7 0.0 41.5 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 14.6 0.0 11.4 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 25.4 0.0 2.5 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 40.0 0.0 13.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.74 0.00 4.26 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 48.3 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 57.0 HCM 2010 LOS E Southwood 10/19/2018 TF AM 2030 Peak Hour Synchro 9 Report Timmons Group SLA Page 12 HCM 2010 TWSC 1: Hickory St & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh Movement 5.3 EBT EBR WBL WBT NBL NBR Lane Configurations t r ) tt Traffic Vol, veh/h 131 4 268 283 10 216 Future Vol, vehlh 131 4 268 283 10 216 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 200 300 - 0 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 0 100 2 1 0 3 Mvmt Flow 151 5 308 325 11 248 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 156 0 930 151 Stage 1 - - - - 151 - Stage 2 - 779 - Critical Hdwy 4.13 6.6 6.245 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - 5.8 - Follow-up Hdwy 2.219 3.53.3285 Pot Cap-1 Maneuver 1423 284 892 Stage 1 - 882 - Stage 2 - 418 - Platoon blocked, % Mov Cap-1 Maneuver 1423 223 892 Mov Cap-2 Maneuver - 223 - Stage 1 882 Stage 2 328 Approach EB WB NB HCM Control Delay, s 0 4 11.8 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 787 1423 HCM Lane V/C Ratio 0.33 0.216 HCM Control Delay (s) 11.8 8.2 HCM Lane LOS B A HCM 95th %tile Q(veh) 1.4 0.8 Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 1 HCM 2010 TWSC 2: Church Entrance/Sunset Avenue Ext. & Old Lynchburg Road 01/07/2019 Intersection Int Delay, s/veh Movement 12.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) 0 ) tt r Traffic Vol, veh/h 28 342 1 5 541 303 1 1 1 185 1 36 Future Vol, vehlh 28 342 1 5 541 303 1 1 1 185 1 36 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 275 300 363 Veh in Median Storage, # - 0 - 0 - 0 0 Grade, % - 0 - 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 31 380 1 6 601 337 1 1 1 206 1 40 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 938 0 0 381 0 0 756 1393 191 866 1056 301 Stage 1 - - - - - - 443 443 - 613 613 - Stage 2 - - 313 950 - 253 443 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 739 1189 301 143 825 249 227 701 Stage 1 - - 569 579 - 449 486 - Stage 2 - - 678 341 - 732 579 - Platoon blocked, % Mov Cap-1 Maneuver 739 1189 273 136 825 238 216 701 Mov Cap-2 Maneuver - - 273 136 - 238 216 - Stage 1 545 555 430 484 Stage 2 635 339 699 555 Approach EB WB NB SB HCM Control Delay, s 0.8 0 19.9 79.1 HCM LOS C F Minor Lane/Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 245 739 1189 266 HCM Lane V/C Ratio 0.014 0.042 0.005 0.927 HCM Control Delay (s) 19.9 10.1 8 79.1 HCM Lane LOS C B A F HCM 95th %tile Q(veh) 0 0.1 0 8.5 Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 2 HCM 2010 TWSC 3: County Complex & Old Lynchburg Road & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 91.9 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 50 469 1 16 735 430 1 1 52 297 1 88 Future Vol, vehlh 50 469 1 16 735 430 1 1 52 297 1 88 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None - None Storage Length 300 115 300 325 250 250 Veh in Median Storage, # - 0 - - 0 - 0 - - 0 Grade, % - 0 - - 0 - 0 - - 0 Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 0 1 0 0 1 0 0 0 0 1 0 0 Mvmt Flow 52 484 1 16 758 443 1 1 54 306 1 91 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1201 0 0 485 0 0 1000 1821 242 1137 1379 379 Stage 1 - - - - - - 588 588 - 790 790 - Stage 2 - - 412 1233 - 347 589 - Critical Hdwy 4.1 4.1 7.5 6.5 6.9 7.52 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.52 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.52 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.3 3.51 4 3.3 Pot Cap-1 Maneuver 588 1088 200 78 765 -158 146 625 Stage 1 - - 467 499 - 352 404 - Stage 2 - - 593 251 - 645 499 - Platoon blocked, % Mov Cap-1 Maneuver 588 1088 157 70 765 - 134 131 625 Mov Cap-2 Maneuver - - 157 70 - - 134 131 - Stage 1 426 455 321 398 Stage 2 498 247 546 455 Approach EB WB NB SIB HCM Control Delay, s 1.1 0.1 11.3 $ 506.4 HCM LOS B F Minor Lane/Maior Mvmt NBLn1 NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 97 765 588 1088 134 600 HCM Lane V/C Ratio 0.021 0.07 0.088 0.015 2.285 0.153 HCM Control Delay (s) 42.9 10.1 11.7 8.4 $ 654.5 12.1 HCM Lane LOS E B B A F B HCM 95th %tile Q(veh) 0.1 0.2 0.3 0 25.9 0.5 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 3 HCM 2010 TWSC 4: Stagecoach/Apt Ent & 5th St Ext 01/07/2019 Intersection Int Delay, s/veh Movement 166.4 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ) ft r ) tt r 4 r Traffic Vol, veh/h 9 836 16 201 1230 42 1 2 197 101 1 6 Future Vol, vehlh 9 836 16 201 1230 42 1 2 197 101 1 6 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - None - None None None Storage Length 250 250 315 225 125 Veh in Median Storage, # - 0 - - 0 - 0 - 0 Grade, % - 0 - - 0 - 0 - 0 Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 0 1 13 0 1 0 0 0 1 6 0 0 Mvmt Flow 9 871 17 209 1281 44 1 2 205 105 1 6 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1325 0 0 888 0 0 1948 2632 436 2154 2605 641 Stage - - - - - - 889 889 - 1699 1699 - Stage 2 - - 1059 1743 - 455 906 - Critical Hdwy 4.1 4.1 7.5 6.5 6.92 7.62 6.5 6.9 Critical Hdwy Stg 1 - - 6.5 5.5 - 6.62 5.5 - Critical Hdwy Stg 2 - - 6.5 5.5 - 6.62 5.5 - Follow-up Hdwy 2.2 2.2 3.5 4 3.31 3.56 4 3.3 Pot Cap-1 Maneuver 528 771 40 24 571 - 26 25 422 Stage 1 - - 309 364 - - 92 149 - Stage 2 - - 243 142 - 544 358 - Platoon blocked, % Mov Cap-1 Maneuver 528 771 29 17 571 - 12 18 422 Mov Cap-2 Maneuver - - 29 17 - - 12 18 - Stage 1 304 358 - 90 109 Stage 2 173 104 341 352 Approach EB WB NB SIB HCM Control Delay, s 0.1 1.6 17.8 $ 4015 HCM LOS C F Minor Lane/Maior Mvmt NBLnl NBLn2 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 20 571 528 771 13 HCM Lane V/C Ratio 0.156 0.359 0.018 0.272 8.654 HCM Control Delay (s) 215.8 14.8 11.9 11.4 -$ 4015 HCM Lane LOS F B B B - F HCM 95th %tile Q(veh) 0.5 1.6 0.1 1.1 15.2 Notes -: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 4 Queues 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lane Group EBT WBL WBT SBT Lane Group Flow (vph) 1118 465 1064 957 v/c Ratio 1.08 0.91 0.50 1.97 Control Delay 84.0 51.8 14.9 468.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 84.0 51.8 14.9 468.2 Queue Length 50th (ft) —396 263 187 —851 Queue Length 95th (ft) #525 m#352 280 #1088 Internal Link Dist (ft) 1491 592 1052 Turn Bay Length (ft) 238 Base Capacity (vph) 1035 549 2144 485 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.08 0.85 0.50 1.97 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. m Volume for 95th percentile queue is metered by upstream signal Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 5 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tip tt Traffic Volume (veh/h) 0 816 235 437 1000 0 0 0 0 552 1 347 Future Volume (veh/h) 0 816 235 437 1000 0 0 0 0 552 1 347 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1885 1900 1863 1881 0 1900 1877 1900 Adj Flow Rate, veh/h 0 868 250 465 1064 0 587 1 369 Adj No. of Lanes 0 2 0 1 2 0 0 1 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 0 1 1 2 1 0 0 0 0 Opposing Right Turn Influence No Yes Yes Cap, veh/h 0 810 233 503 2145 0 279 0 176 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.00 0.29 0.29 0.24 0.60 0.00 0.27 0.27 0.27 Ln Grp Delay, s/veh 0.0 91.4 92.5 37.6 10.7 0.0 535.8 0.0 0.0 Ln Grp LOS F F D B F Approach Vol, veh/h 1118 1529 957 Approach Delay, s/veh 91.9 18.9 535.8 Approach LOS F B F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Case No 1.2 8.0 12.0 4.0 Phs Duration (G+Y+Rc), s 27.5 32.5 30.0 60.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 24.0 24.0 24.0 54.0 Max Allow Headway (MAH), s 4.2 4.9 5.9 4.9 Max Q Clear (g_c+ll), s 20.8 28.5 26.0 17.3 Green Ext Time (g_e), s 0.6 0.0 0.0 20.3 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 Left -Turn Movement Data Assigned Mvmt 1 5 7 Mvmt Sat Flow, veh/h 1774 0 1048 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 2841 2 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 790 659 0 Left Lane Group Data Assigned Mvmt 1 5 0 7 0 0 0 0 Lane Assignment (Pr/Pm) L+T+R Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 6 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 1 0 0 1 0 0 0 0 Grp Vol (v), vehlh 465 0 0 957 0 0 0 0 Grp Sat Flow (s), veh/h/In 1774 0 0 1708 0 0 0 0 Q Serve Time (g_s), s 18.8 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 18.8 0.0 0.0 24.0 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 502 0 0 0 0 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 28.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 26.5 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 1.00 0.00 0.00 0.61 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 503 0 0 456 0 0 0 0 V/C Ratio (X) 0.92 0.00 0.00 2.10 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 553 0 0 456 0 0 0 0 Upstream Filter (1) 0.53 0.00 0.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (dl), s/veh 24.8 0.0 0.0 33.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 12.8 0.0 0.0 502.8 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 37.6 0.0 0.0 535.8 0.0 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 11.2 0.0 0.0 11.3 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 1.8 0.0 0.0 63.6 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/In 13.0 0.0 0.0 74.9 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 1.39 0.00 0.00 1.75 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 125.4 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.5 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 1 0 0 0 2 0 0 Grp Vol (v), veh/h 0 566 0 0 0 1064 0 0 Grp Sat Flow (s), veh/h/In 0 1791 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 26.5 0.0 0.0 0.0 15.3 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 26.5 0.0 0.0 0.0 15.3 0.0 0.0 Lane Grp Cap (c), veh/h 0 528 0 0 0 2145 0 0 V/C Ratio (X) 0.00 1.07 0.00 0.00 0.00 0.50 0.00 0.00 Avail Cap (c_a), veh/h 0 528 0 0 0 2145 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.53 0.00 0.00 Uniform Delay (dl), slveh 0.0 31.7 0.0 0.0 0.0 10.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 59.7 0.0 0.0 0.0 0.4 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 91.4 0.0 0.0 0.0 10.7 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 13.1 0.0 0.0 0.0 7.4 0.0 0.0 Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 7 HCM 2010 Signalized Intersection Capacity Analysis 5: 1-64 EB On-Ramp/1-64 EB Off -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 8.8 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 21.8 0.0 0.0 0.0 7.5 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.37 0.00 0.00 0.00 0.31 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 9.4 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment T+R Lanes in Grp 0 1 0 0 0 0 0 0 Grp Vol (v), veh/h 0 552 0 0 0 0 0 0 Grp Sat Flow (s), veh/h/In 0 1746 0 0 0 0 0 0 Q Serve Time (g_s), s 0.0 26.5 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 26.5 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ProD RT Outside Lane (P R) 0.00 0.45 0.00 0.39 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 515 0 0 0 0 0 0 V/C Ratio (X) 0.00 1.07 0.00 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 515 0 0 0 0 0 0 Upstream Filter (1) 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 31.7 0.0 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 60.7 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 92.5 0.0 0.0 0.0 0.0 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 12.7 0.0 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 8.7 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 21.4 0.0 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.36 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 9.4 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 178.8 HCM 2010 LOS F Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 8 Queues 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lane Group EBL EBT WBT WBR NBT NBR Lane Group Flow (vph) 296 1109 1228 763 300 380 v/c Ratio 0.80 0.47 0.78 0.86 0.84 0.91 Control Delay 31.1 7.3 27.5 25.5 55.8 52.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 31.1 7.3 27.5 25.5 55.8 52.3 Queue Length 50th (ft) 154 146 314 236 163 149 Queue Length 95th (ft) m111 m110 #477 #518 #290 #313 Internal Link Dist (ft) 592 624 580 Turn Bay Length (ft) 138 85 Base Capacity (vph) 453 2359 1572 890 378 433 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.47 0.78 0.86 0.79 0.88 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 9 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt tt r* 4 r* Traffic Volume (veh/h) 281 1054 0 0 1167 725 284 1 361 0 0 0 Future Volume (veh/h) 281 1054 0 0 1167 725 284 1 361 0 0 0 Number 5 2 12 1 6 16 7 4 14 Initial Q, veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj (A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1881 1863 0 0 1881 1881 1900 1881 1900 Adj Flow Rate, veh/h 296 1109 0 0 1228 763 299 1 380 Adj No. of Lanes 1 2 0 0 2 1 0 1 1 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 2 0 0 1 1 0 0 0 Opposing Right Turn Influence Yes No Yes Cap, veh/h 330 2320 0 0 1692 757 377 1 341 HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.23 1.00 0.00 0.00 0.47 0.47 0.21 0.21 0.21 Ln Grp Delay, s/veh 17.6 0.1 0.0 0.0 21.8 58.4 44.6 0.0 118.8 Ln Grp LOS B A C F D F Approach Vol, veh/h 1405 1991 680 Approach Delay, s/veh 3.8 35.8 86.1 Approach LOS A D F Timer: 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Case No 4.0 11.0 1.2 7.0 Phs Duration (G+Y+Rc), s 65.0 25.0 16.4 48.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green (Gmax), s 59.0 19.0 19.0 34.0 Max Allow Headway (MAH), s 4.6 4.6 3.7 4.6 Max Q Clear (g_c+ll), s 2.0 21.0 9.8 44.6 Green Ext Time (g_e), s 38.3 0.0 0.6 0.0 Prob of Phs Call (p-c) 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.00 1.00 0.03 0.00 Left -Turn Movement Data Assigned Mvmt 7 5 1 Mvmt Sat Flow, veh/h 1786 1792 0 Through Movement Data Assigned Mvmt 2 4 6 Mvmt Sat Flow, veh/h 3632 6 3668 Right -Turn Movement Data Assigned Mvmt 12 14 16 Mvmt Sat Flow, veh/h 0 1615 1599 Left Lane Group Data Assigned Mvmt 0 0 0 7 5 1 0 0 Lane Assignment L+T (Pr/Pm) Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 10 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 Lanes in Grp 0 0 0 1 1 0 0 0 Grp Vol (v), vehlh 0 0 0 300 296 0 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1792 1792 0 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 14.3 7.8 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 14.3 7.8 0.0 0.0 0.0 Perm LT Sat Flow (s_I), veh/h/In 0 0 0 0 218 0 0 0 Shared LT Sat Flow (s_sh), veh/h/In 0 0 0 0 0 0 0 0 Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 44.6 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 17.8 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 17.8 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 42.6 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P L) 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 378 330 0 0 0 V/C Ratio (X) 0.00 0.00 0.00 0.79 0.90 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 378 501 0 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.09 0.00 0.00 0.00 Uniform Delay (dl), s/veh 0.0 0.0 0.0 33.6 16.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 11.0 1.5 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 44.6 17.6 0.0 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 7.1 6.7 0.0 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 1.2 0.1 0.0 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 0.00 0.00 1.00 1.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 8.2 6.9 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.35 1.26 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 0 2 0 4 0 6 0 0 Lane Assignment T T Lanes in Grp 0 2 0 0 0 2 0 0 Grp Vol (v), veh/h 0 1109 0 0 0 1228 0 0 Grp Sat Flow (s), veh/h/In 0 1770 0 0 0 1787 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 24.8 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 24.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 2320 0 0 0 1692 0 0 V/C Ratio (X) 0.00 0.48 0.00 0.00 0.00 0.73 0.00 0.00 Avail Cap (c_a), veh/h 0 2320 0 0 0 1692 0 0 Upstream Filter (1) 0.00 0.09 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (dl), slveh 0.0 0.0 0.0 0.0 0.0 19.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.0 0.0 2.8 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.1 0.0 0.0 0.0 21.8 0.0 0.0 1 st-Term Q (Q1), veh/In 0.0 0.0 0.0 0.0 0.0 12.1 0.0 0.0 Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 11 HCM 2010 Signalized Intersection Capacity Analysis 6: 1-64 WB Off-Ramp/1-64 WB On -Ramp & 5th St Ext 01/07/2019 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 0.0 0.0 0.6 0.0 0.0 3rd-Term Q (W), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/In 0.0 0.0 0.0 0.0 0.0 12.8 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), vehlh 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Riaht Lane Grouo Data Assigned Mvmt 0 12 0 14 0 16 0 0 Lane Assignment R R Lanes in Grp 0 0 0 1 0 1 0 0 Grp Vol (v), veh/h 0 0 0 380 0 763 0 0 Grp Sat Flow (s), veh/h/In 0 0 0 1615 0 1599 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 19.0 0.0 42.6 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 19.0 0.0 42.6 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 341 0 757 0 0 V/C Ratio (X) 0.00 0.00 0.00 1.11 0.00 1.01 0.00 0.00 Avail Cap (c_a), veh/h 0 0 0 341 0 757 0 0 Upstream Filter (1) 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 35.5 0.0 23.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 83.3 0.0 34.7 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 118.8 0.0 58.4 0.0 0.0 1st -Term Q (Q1), veh/In 0.0 0.0 0.0 15.2 0.0 18.7 0.0 0.0 2nd-Term Q (Q2), veh/In 0.0 0.0 0.0 7.9 0.0 7.3 0.0 0.0 3rd-Term Q (Q3), veh/In 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), vehlln 0.0 0.0 0.0 23.0 0.0 26.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.97 0.00 7.71 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 9.8 0.0 1.5 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.3 0.0 0.3 0.0 0.0 Intersection Summan HCM 2010 Ctrl Delay 33.2 HCM 2010 LOS C Southwood 02/19/2018 TF 2030 PM Peak Hour Synchro 9 Report Timmons Group SOS Page 12