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The Pettengill Road project is located outside the borders of the model in an external zone. As a result, inserting all Pettengill Road trip generation assumptions into the NRPC model and running a new scenario would not provide an accurate representation of land use and traffic impacts. Instead, the model was used to generate base year and 2025 conditions without the Pettengill Road project. Forecasted peak hour turns at each study area intersection from the 2004 Pettengill Road Traffic Study were then added. Of the four intersections originally determined to be studied for possible impact, only the Charles Bancroft Highway/Corning Road intersection in Litchfield was included in that report. As a result, other methods were used to estimate future conditions for the remaining three locations. Because NRPC does not maintain a peak hour model, forecasted peak hour turning movements were developed utilizing the change (increase or decrease) in 24-hour turns in the model. The change between the No-Build and Build scenarios was then applied to actual peak hour ground counts. This method assumes that all turns change at the same rate. C. iv) Analysis/Results The analysis of the study area corridors was designed to determine the incremental impacts of the development of the Pettengill Road project on traffic operations and roadway capacity. The additional trips generated by the Weekday PM peak hour 2025 Build scenario on operations and capacity were compared with the Weekday PM peak hour 2025 No-Build scenario (i.e. Pettengill Road not constructed) to determine the incremental impacts of the project on the study area intersections and arterial segments. This analysis was completed for the Bedford and Manchester corridors. As described in the previous section, the analysis for the Londonderry corridor compared a 2022 Weekday PM peak hour scenario from the 2010 Supplemental Traffic Study for Pettengill Road with a 2025 Weekday PM peak hour scenario developed with information from the Supplemental Study. Analyses were completed for the Litchfield and Merrimack locations as described in the previous section. The specific analysis of the study area corridors generally consisted of a comparison of operating conditions at the study area intersections and a comparison of two-way arterial traffic volumes for the study area arterial segments. The study area intersections were generally evaluated based on the methodology included in the Highway Capacity Manual (HCM), which describes operating conditions within a traffic stream in terms of Level of Service (LOS). LOS is a quality measure that describes operational conditions within a traffic stream, generally in terms of service measures such as speed and travel time, freedom to maneuver, traffic interruptions and convenience. Six levels of service are defined for each type of facility with analysis procedures available, with letter designations ranging from A to F with LOS A representing the best operating conditions and LOS F the worst. LOS A is generally representative of free-flow conditions while LOS F represents unstable conditions with high vehicle delays. Most roadway design or planning efforts typically use service flow rates at LOS C or D as the upper limits of acceptable operating conditions. The SYNCHRO software program based on the principles of the HCM was used to evaluate operating conditions at the signalized and unsignalized intersections on the Bedford, Londonderry and Manchester study area corridors. The incremental impacts of the development of Pettengill Road and surrounding lands on the study area arterial roadway segments in Bedford, Londonderry and Manchester were also evaluated based on a comparison of the Weekday PM peak hour No Build and Build volume-to-capacity (V/C) ratios. V/C 17

ratio is defined as the ratio of demand flow rate to capacity for a traffic facility, with a V/C ratio of 1.0 being defined as one in which the facility is operating approximately at capacity. For the purposes of this project, the capacity of the study area arterial segments evaluated in this manner was defined as 1,800 passenger cars per lane per hour (pc/ln/hr) based on information contained in the HCM. C. iv) a) Bedford The results of the intersection and arterial segment analyses for the Bedford corridor are shown in Figures 9 and 10. The results of the intersection analysis, shown in Figure 9, indicates that, with the additional study area corridor trips generated by the Pettengill Road project, all six study area intersection continue to operate at acceptable LOS (LOS A D) during the 2025 Weekday PM peak hour Build scenario. There was no increase in delay at the South River Road/Technology Drive/Autumn Lane intersection where operations were at LOS C with 25.6 seconds of delay during both the 2025 No- Build and Build scenarios. The largest increase in delay resulting from Pettengill Road occurred at the South River Road/Hawthorne Drive South intersection. At this location, operations increased from LOS C with 32.6 seconds of delay during the 2025 No-Build scenario to LOS D with 43.0 seconds of delay during the Build scenario. The results of the arterial segment analysis, shown in Figure 10, indicated that the largest increase in V/C ratio for the four segments evaluated occurred on South River Road south of Hawthorne Drive North. At this location, V/C increased from 0.34 in the No-Build scenario to 0.37 during the Build scenario. The trips generated by Pettengill Road do not appear to have a significant impact on the capacity of the arterial segments on this corridor evaluated in the study. Based on information received from the Town during the development of the traffic projections for the Bedford corridor, the results described in the previous paragraph assume that South River Road in the study area consists of two through lanes in each direction and a center turning lane. The information received from the Town also indicated that the improved South River Road corridor would also include separate left and right turn lanes on the side streets of the study area intersections. This information was then used to design the initial analysis of the Bedford corridor. In response to comments received from the Town during an October 27, 2010 progress meeting, additional analyses were subsequently completed for the Bedford corridor. These additional analyses evaluated operations for three study area intersections and one arterial segment utilizing the geometric features and traffic control currently in place on the corridor. The results of these additional analyses are presented in Table 2. Table 2 indicates that, assuming the existing corridor geometry, the South River Road/Commerce Drive/Technology Drive intersection will operate at LOS E with delays of 65.3 and 74.1 seconds of delay during the 2025 Weekday PM peak hour No-Build and Build scenarios, respectively. Additionally, assuming these conditions, critical minor intersection leg turning movements at the South River Road at Hawthorne Drive South and South River Road/Technology Drive/Autumn Lane intersections will operate at LOS F during both the 2025 Weekday PM peak hour No-Build and Build scenarios. Assuming the existing geometry on South River Road, the V/C ratio on the section of South River Road south of Technology Drive North increases to 0.61 and 0.65 during the 2025 Weekday PM peak hour No-Build and Build scenarios, respectively. 18

South River Rd/Hawthorne Drive N 2025 No-Build LOS Delay (Sec) B 16.1 Intersection South River Rd/Hawthorne Drive S Ü 2025 Build LOS Delay (Sec.) B 17.5 2025 No-Build LOS Delay (Sec) C 32.6 Intersection 2025 Build LOS Delay (Sec.) D 43.0 2025 No-Build LOS Delay (Sec) B 16.0 South River Rd/Technology Drive N Intersection South River Rd/Technology Drive S Intersection South River Rd/MAAR WB Ramps Intersection South River Rd/MAAR EB Ramps 2025 Build LOS Delay (Sec.) B 17.4 2025 No-Build LOS Delay (Sec) C 25.6 2025 Build LOS Delay (Sec.) C 25.6 2025 No-Build LOS Delay (Sec) C 23.9 2025 Build LOS Delay (Sec.) C 24.9 2025 No-Build LOS Delay (Sec) C 29.8 2025 Build LOS Delay (Sec.) C 30.3 MAA R Intersection MAAR Figure 9 INTERSECTION ANALYSIS Pettengill Road/ Airport Access Road Transportation- Land Use Study

Ü South River Rd S. of Hawthorne Dr. N. Two-Way PM Peak Hour Traffic 2025 No2025 2025 No2025 Build Build Volumes Volumes Build V/C Build V/C 2,483 2,628 0.34 0.37 South River Rd S. of Technology Dr. S. Two-Way PM Peak Hour Traffic 2025 No2025 2025 2025 NoBuild Build Build Volumes Volumes Build V/C V/C 2,787 2,932 0.39 0.41 MAA R South River Rd S. of Technology Dr. N. Two-Way PM Peak Hour Traffic 2025 No2025 2025 No2025 Build Build Volumes Volumes Build V/C Build V/C 2,209 2,354 0.31 0.33 South River Rd S. of West Bound Ramp Two-Way PM Peak Hour Traffic 2025 No2025 2025 2025 NoBuild Build Build Volumes Volumes Build V/C V/C 3,329 3,419 0.37 0.38 MAAR Figure 10 ARTERIAL SEGMENT ANALYSIS Pettengill Road/ Airport Access Road Transportation- Land Use Study

Table 2 Intersection Analysis Results Bedford Corridor- "Existing Condition" Intersection No-Build Build LOS Delay (Sec) LOS Delay (Sec) Hawthorne Drive N B 16.1 B 17.5 Hawthorne Drive S** F * F * Technology Drive N E 65.3 E 74.1 Technology Drive S** F * F * MAAR WB Ramps C 23.9 C 24.9 MAAR EB Ramps C 29.8 C 30.3 *Results refer to critical movement from minor intersection leg- delays in excess of 120 seconds. **Unsignalized Intersection C. iv) b) Manchester The results of the intersection and arterial segment analyses for the Manchester corridor are shown in Figures 11 and 12. The results of the intersection analysis, shown in Figure 12, indicates that, with the Pettengill Road project, two of the study area intersections will continue to operate at acceptable LOS. LOS at the Brown Avenue/Goffs Falls Road intersection will increase from LOS C with 25.8 seconds of delay during the 2025 Weekday PM peak hour No-Build scenario to LOS C with 34.4 seconds of delay during the Build scenario. At the Brown Avenue/Perimeter Road intersection, the marginally acceptable operations will increase from LOS D with 48.2 seconds of delay during the 2025 Weekday PM peak hour No-Build scenario to LOS D with 49.5 seconds of delay during the Build scenario. Two study area intersections will operate at unacceptable LOS during both the 2025 Weekday PM peak hour No-Build and Build scenarios. Movements from the critical westbound minor leg approach of the unsignalized Brown Avenue/Winston Street intersection will operate at LOS F with delays greater than 120 seconds during the No-Build and Build scenarios. Operations at the signalized Brown Avenue/Raymond Street intersection will increase from LOS F with 89.6 seconds of delay during the 2025 Weekday PM peak hour No-Build scenario to LOS F with greater than 120 seconds of delay during the Build scenario. The results of the arterial segment analysis for the Manchester corridor are shown in Figure 12. Figure 12 indicates that the four study area arterial segments experienced increases in V/C ratio of about seven to eight percent. The largest V/C ratio was experienced on Brown Avenue north of Winston Street, where the trips generated by Pettengill Road resulted in an increase from 0.48 to 0.56. The lowest V/C ratio was experienced on Brown Avenue north of Goffs Falls Road, where the trips generated by Pettengill Road resulted in an increase from 0.40 to 0.47. C. iv) c) Londonderry The results of the intersection and arterial segment analyses for the Londonderry corridor are shown in Figures 13 and 14. As noted in an earlier section of this report, analyses for the Pettengill Road/Harvey Road/Page Road Londonderry study area corridor consisted of a comparison of operating conditions for the Weekday PM peak hour 2025 Build scenario and the 2022 Weekday PM peak hour scenario from the 2010 Supplemental Traffic Study for Pettengill Road completed by the Town. The evaluation was 21

Intersection Brown Avenue/ W inston Street Intersection Brown Avnue/ Raymond Street B 3A/ NH Intersection Brown Avenue/ Goffs Falls Road 2025 No-Build LOS Delay (Sec) F * 2025 No-Build LOS Delay (Sec) F 89.6 2025 No-Build LOS Delay (Sec) C 25.8 2025 Build LOS Delay (Sec.) F * Ü 2025 Build LOS Delay (Sec.) F * 2025 Build LOS Delay (Sec.) C 34.3 row ve na Intersection Brown Avenue/ Perimeter Road 2025 No-Build LOS Delay (Sec) D 48.2 2025 Build LOS Delay (Sec.) D 49.5 INTERSECTION ANALYSIS Figure 11 *- delays in excess of 120 seconds Pettengill Road/ Airport Access Road Transportation- Land Use Study

Ü Brown Ave. N. of Winston St. Two-Way PM Peak Hour Traffic 2025 No2025 2025 NoBuild Build Build 2025 Volumes Volumes V/C Build V/C 3,490 4,003 0.48 0.56 Brown Ave. N. of Raymond St. Two-Way PM Peak Hour Traffic 2025 No2025 2025 NoBuild Build Build 2025 Volumes Volumes V/C Build V/C 3,601 4,114 0.50 0.57 B 3A/ NH Brown Ave. N. of Goffs Falls Rd. Two-Way PM Peak Hour Traffic 2025 No2025 2025 NoBuild Build Build 2025 Volumes Volumes V/C Build V/C 2,902 3,415 0.40 0.47 row ve na Brown Ave. N. of Perimeter Rd. Two-Way PM Peak Hour Traffic 2025 No2025 2025 NoBuild Build Build 2025 Volumes Volumes V/C Build V/C 3,793 4,306 0.53 0.60 ARTERIAL SEGMENT ANALYSIS Figure 12 Pettengill Road/ Airport Access Road Transportation- Land Use Study

Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) MAAR/S. Perimeter Road B 10.8 B 11.8 Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) Rockingham Road/Page Road F 119.1 F * Ü MAAR Grenier Field Rd Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) MAAR/Pettengill Road D 54.9 E 58.2 Page Rd Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) Pettengill Road/South Loop Road F * F * Pettengill Rd Harvey Rd Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) Grenier Field Road/Webster Road F 81.1 F * MAAR Harvey Rd Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) Pettengill Road/Harvey Road F * F * Intersection 2022 PM Peak 2025 PM Peak LOS Delay (Sec) LOS Delay (Sec) Pettengill Road/Industrial Drive C 28.9 D 50.1 MAAR Pettengill Road Figure 13 *- delay in excess of 120 seconds INTERSECTION ANALYSIS Pettengill Road/ Airport Access Road Transportation- Land Use Study

Ü Page Rd. W. of Rockingham Rd. Two-Way PM Peak Hour Traffic 2025 Build Volumes 2025 Build V/C 1,251 0.35 MAAR Grenier Field Rd Page Rd Harvey Rd Pettengill Rd Pettengill Rd MAAR Pettengill Rd. W. of Industrial Dr. Two- Way PM Peak Hour Traffic 2025 Build Volumes 2025 Build V/C 3,057 0.42 Pettengill Rd. W. of Harvey Rd. Two-Way PM Peak Hour Traffic 2025 Build Volumes 2025 Build V/C 3,459 0.96 Harvey Rd MAAR Pettengill Road Figure 14 ARTERIAL SEGMENT ANALYSIS Pettengill Road/ Airport Access Road Transportation-Land Use Study

designed to provide the Town of Londonderry with additional information on the traffic impacts of Pettengill Road through the evaluation of a scenario representing a 2025 Weekday PM peak hour Build-Out of the corridor. The analysis, based on information in the 2010 Supplemental Traffic Study for Pettengill Road, assumes that the following intersections are signalized as part of State and local roadway improvement projects (shown in paretheses): 1) Rockingham Road/Page Road (Rockingham Road/Page Road Intersection Improvements Project); 2) MAAR/South Perimeter Road (MAAR Project); 3) Pettengill Road/Harvey Road (Pettengill Road Project); 4) Pettengill Road/Industrial Drive (Pettengill Road Project); 5) MAAR/Pettengill Road (MAAR Project). The results of the intersection analysis, shown in Figure 13, indicates that, with the additional development of lands in the vicinity of the Pettengill Road project, two of the study area intersections will continue to operate at acceptable LOS. Operations at the Pettengill Road/Industrial Drive intersection will increase from LOS C with 28.9 seconds of delay during the 2022 Weekday PM peak hour Build scenario to LOS D with 50.1 seconds of delay during the 2025 Build scenario. At the MAAR/South Perimeter Road intersection, operations will increase from LOS B with 10.8 seconds of delay during the 2025 Weekday PM peak hour 2022 Build scenario to LOS B with 11.8 seconds of delay during the 2025 Build scenario. Four Londonderry study area intersections will operate at unacceptable LOS during both the 2022 and 2025 Weekday PM peak hour Build scenarios. The Pettengill Road/South Loop Road, Pettengill Road/Harvey Road, Grenier Field Road/Webster Road and Rockingham Road/Page Road intersections will operate at LOS F with delays in excess of 120 seconds during the 2025 Build scenario. It should be noted that the LOS F operating conditions at the Pettengill Road/South Loop Road intersection refers to critical turning movements from the minor side street at this location. The results of the arterial segment analysis for the Londonderry corridor are shown in Figure 14. Figure 14 indicates that the V/C ratios for the three study area arterial segments evaluated will vary from 0.35 on Page Road west of Rockingham Road to close to capacity (i.e. 0.96) on Pettengill Road west of Harvey Road. Operations at the study areas intersection and the need for mitigation at selected intersection locations on the Londonderry corridor were discussed in detail in the 2010 Supplemental Traffic Study for Pettengill Road. The analyses completed in this study generally reinforce these findings. The following list of proposed mitigation recommendations are presented in the 2010 Supplemental Traffic Study for Pettengill Road: Rockingham Road/Page Road geometric improvements are recommended by 2022 Pettengill Road/Harvey Road additional geometric improvements are recommended by 2022 Pettengill Road/South Loop Road - intersection is recommended for signalization by 2022 MAAR/Pettengill Road additional geometric improvements recommended by 2022 Grenier Field Road/Webster Road geometric improvements recommended by 2022 26

C. iv) d) Litchfield The results of the intersection analysis for the Charles Bancroft Highway/Corning Road intersection is shown in Table 3. The Charles Bancroft Highway/Corning Road intersection is currently unsignalized and stop controlled only at the Corning Road approach. The Weekday PM peak hour turns equal a level of service C under base year conditions and a level of service C in both the 2025 No-Build and Build scenarios. Delay at this intersection improves from 24.9 seconds during the Base Year to 19.2 seconds during the 2025 No-Build scenario and 16.2 seconds during the 2025 Build scenario. Because Corning Road currently acts as a cut-through route between Litchfield, Southern Manchester and Londonderry, reductions in delay are likely the result primarily of the presence of the MAAR and Pettengill Road that provides an alternative route between these locations. Table 3 Estimated Peak Hour Traffic Changes Charles Bancroft Highway/Corning Road Current Count Model Base Model 2025 NB Percent Change 2025 Projected Pettingill Change 2025 Build CBH Southbound Through 514 4527 4677 3.2% 530 23 553 CBH Northbound Through 343 4495 4244-5.9% 323 26 349 CBH Southbound to Corning 55 1010 1296 22.1% 67-32 35 CBH Northbound to Corning 71 667 478-39.5% 43-26 17 Corning to NH3A Southbound 96 667 477-39.8% 58-23 35 Corning to NH3A Northbound 42 1010 1350 25.2% 53 154 207 NOTES: Current count = PM peak hour (4:30-5:30) turning movement count conducted June 2010 Model Base and 2025 NB = 24-hour model outputs 2025 Projected = Current Count * Percent Change The results of the intersection analysis for the Charles Bancroft Highway/Albuquerque Avenue intersection are shown in Table 4. This intersection is currently unsignalized and stop controlled only at the Albuquerque Avenue approach. Estimated Weekday PM peak hour turning movements were used to quantify the impact at this intersection. These peak hour turns, outlined in Table 4, equal LOS B conditions under Base Year conditions and LOS C during both the 2025 No-Build and Build scenarios. Delay increases from 14.2 seconds during the Base Year scenario to 20.6 seconds in the 2025 No-Build scenario and 23.1 seconds during the 2025 Build scenario. Unlike Corning Road, Albuquerque Avenue does not act as a cut-through route to the east, and as a result, traffic relief from the presence of the MAAR and Pettengill Road is minimal here. 27

Table 4 Estimated Peak Hour Traffic Changes Charles Bancroft Highway/Albuquerque Avenue Current Count Model Base Model 2025 NB Percent Change 2025 Projected Estimated Change 2025 Build CBH Southbound Through 305 2933 3602 18.6% 362 9 371 CBH Northbound Through 275 2958 4116 28.1% 352 13 365 CBH Southbound to Albuquerque 191 943 1204 21.7% 232 14 246 CBH Northbound to Albuquerque 23 95 106 10.4% 25 0 25 Albuquerque to NH3A Southbound 28 122 180 32.2% 37 0 37 Albuquerque to NH3A Northbound 141 956 1426 33.0% 187 31 218 NOTES: Current count = PM peak hour (400-5:00) turning movement count conducted June 2010 Model Base and 2025 NB = 24-hour model outputs 2025 Projected = Current Count * Percent Change Estimated Change = Estimated PM Peak Hour Volume Changes, extrapolated from Traffic Study 2025 Build = Final Peak Hour Forecast C. iv) e) Merrimack Estimating procedures as described in a previous section of this report were used to quantify the impact of Pettengill Road at the Merrimack intersections. NRPC relied on the forecasted volumes to the north of this location, along the South River Road corridor in Bedford. For new traffic coming from the Bedford Road direction, NRPC examined the northbound traffic at the closest study area location of the South River Road/MAAR EB Ramps intersection. Here, Weekday PM Peak Hour northbound through traffic does not change from the 2025 No-Build to the 2025 Build scenario and right turns onto the MAAR increase from 75 to 95. Therefore, the net increase in northbound trips at this location is 20. NRPC assumed a 50-50 split of these trips, assigning ten to the through movement and ten to the right turn from Bedford Road. For traffic heading to the Bedford Road intersection, southbound traffic at the South River Road/MAAR EB Ramps intersection was considered. Here, southbound through traffic increases from 1432 to 1478 and right turns from the eastbound off-ramp onto US 3 remain at 410 during both scenarios. Therefore, the net increase in southbound trips is 46. Even assuming that each one of those vehicles ends up at the Bedford Road intersection, which is unlikely given the number of smaller intersections in between the two sites, there is a very small impact on overall peak hour operations. A 50-50 split of these trips was assumed and 23 trips each were assigned to the through and left turn movements on Bedford Road. The estimated peak hour changes in traffic at the Daniel Webster Highway/Bedford Road intersection are presented in Table 5. 28

Table 5 Estimated Peak Hour Traffic Changes Daniel Webster Highway/Bedford Road Current Count Model Base Model 2025 NB Percent Change 2025 Projected Estimated Change 2025 Build DWH Southbound Through 431 3611 7709 53.2% 660 23 683 DWH Northbound Through 453 3529 1383-155.2% 177 10 187 DWH Southbound to Bedford Rd 265 1481 2797 47.1% 390 23 413 DWH Northbound to Bedford Rd 261 2513 7643 67.1% 436 27 463 Bedford Rd to DWH Southbound 256 2639 7709 65.8% 424 23 447 Bedford Rd to DWH Northbound 246 1276 2544 49.8% 369 10 379 It should be noted that the commercial driveway serving as the westbound approach of this intersection is not included in the NRPC model and thus could not be included in the analysis. The driveway currently accounts for roughly 45 trips in and 50 trips out during the peak hour. NRPC does not currently perform level of service analysis for actuated signalized intersections. However a 2009 study ( Merrimack Roadway Infrastructure Master Plan ) by Fay, Spofford, and Thorndike lists this intersection as operating at LOS C during the base year and at LOS F during the 2025 No-Build scenario. As the estimated traffic changes from the Pettengill Road project are minimal, NRPC does not project a huge different in delay. No exact delay calculations were available at this time. Finally, NRPC estimated traffic at the intersection of the proposed Bedford Road/F.E. Everett Turnpike Exit 12 On/Off Ramps intersection. Any trips along this path would most likely be northbound left turns (to Pettengill Road) or southbound right turns (from Pettengill Road) at the intersection in question. Utilizing trip generation calculations completed by SNHPC, 110 vehicles traveling northbound on the F. E. Everett Turnpike to Pettengill Road and 183 vehicles traveling southbound from Pettengill Road were estimated. As no estimate in the SNHPC data was included, it was assumed that 50 percent of the traffic (92 trips) traveled south on the Turnpike. It was also assumed that, given the larger population centers that exist further south along the Turnpike, a small percentage of these trips would leave the Turnpike at Exit 12. It was assumed that twenty-five percent of all Turnpike traffic would travel through Exit 12 and the Bedford Road intersection. Table 6 below presents the estimated Weekday PM peak hour changes in traffic at this intersection. Table 6 Estimated Peak Hour Traffic Changes Bedford Road/F.E. Everett Turnpike Exit 12 On/Off Ramps Current Count Model Base Model 2025 NB Percent Change 2025 Projected Estimated Change 2025 Build Bedford Rd Westbound Through 689 3994 4730 15.6% 796 0 796 Bedford Rd Eastbound Through 525 3057 8710 64.9% 866 0 866 Bedford Rd Westbound to Exit 12 NB On n/a n/a 5710 n/a 764 27 791 Bedford Rd Eastbound to Exit 12 NB On n/a n/a 1446 n/a 192 27 219 Exit 12 NB Off to Bedford Rd West 492 2707 2534-6.8% 458 33 491 Exit 12 NB Off to Bedford Rd East 155 858 1543 44.4% 224 33 257 29

Because this is an anticipated future intersection, no comparison of current and 2025 conditions can be accurately made without additional assumptions. For this project, it was assumed that the peak hour volumes and turns at the future northbound on-ramp were consistent in terms of direction distribution on the existing legs of the intersection. Because 13.3% of the modeled 24-hour traffic is projected as peak hour traffic, that percent was applied to the 2025 projected volume on the new ramp to arrive at Weekday PM peak hour estimates. Once again, because this is a signalized intersection under current and future conditions, no exact level of service estimates are available. However, assuming the intersection is unsignalized with stop control at Bedford Road results in LOS F operations during the 2025 No-Build and Build scenarios. 30

D. Observations/Conclusions The Pettengill Road/Airport Access Road Transportation/Land Use Plan has identified transportation and land-use related impacts of increased access to the study area resulting from the Pettengill Road project. It has also provided information related to the need for additional roadway improvements in the study area resulting from this increased access. The following specific observations/conclusions regarding the study area corridors can be made from the results of the Pettengill Road/Airport Access Road Transportation/Land Use Plan: 1. An upgraded South River Road corridor in Bedford (assuming the completion of the MAAR and South River Road/Hawthrone Drive North intersections and infrastructure improvements included in the Route 3 Corridor Access Management Plan), including improvements at the study area intersections and arterial segments, appears to be capable of accommodating the trips generated by Pettengill Road. Portions of the existing study area corridor (not including the South River Road intersections with the MAAR and the South River Road/Hawthrone Drive North intersection) will experience unacceptable (LOS E F) operations in the future both with and without the trips generated by Pettengill Road. 2. Portions of the Brown Avenue corridor in Manchester will experience unacceptable traffic operations in the future both with and without the trips generated by Pettengill Road. These unacceptable operations will occur in the vicinity of the Brown Avenue intersections with Winston Street and Raymond Street. The Brown Avenue/Perimeter Road intersection will operate at marginally acceptable LOS during the 2025 Weekday PM peak hour No-Build and Build scenarios. 3. Selected intersection locations on the Pettengill Road/Harvey Road/Page Road Londonderry study area corridor in Londonderry will experience unacceptable traffic operations in the future. As described in the 2010 Supplemental Traffic Study for Pettengill Road, the following intersections will require improvements to mitigate the impacts of this traffic: 1) Rockingham Road/Page Road 2) Pettengill Road/Harvey Road 3) Pettengill Road/South Loop Road 4) MAAR/Pettengill Road 5) Grenier Field Road/Webster Road. 4. Trips generated by Pettengill Road do not appear to have a significant impact on operations at the Charles Bancroft Highway (NH 3A)/Corning Road and Charles Bancroft Highway/Albuquerque Avenue intersections in Litchfield. 5. Assuming that it operates as unsignalized, the Bedford Road/F.E. Everett Turnpike Exit 12 On/Off Ramps intersection will operate at LOS F during the 2025 No-Build and Build scenarios. 6. Based on the results of prior work completed for this location, LOS F conditions are projected for the Daniel Webster Highway (US 3)/Bedford Road intersection during the 2025 No-Build scenario. 7. Principals of access management should be incorporated into the design of roadway improvements resulting from the observations and conclusions of this study. 31

8. New facilities resulting from the development of land adjacent to the Pettengill Road project should be designed so as to pursue opportunities for transit-oriented development and other practices to encourage transit use. 32

APPENDIX A DEVELOPMENT OF STUDY AREA TRAFFIC PROJECTIONS/TRIP DISTRIBUTION METHDOLOGY 33

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APPENDIX B SYNCHRO INTERSECTION ANALYSIS RESULTS BEDFORD 34

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: Hawthorne Dr. N & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 5 39 43 0 116 37 1423 55 116 1031 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 0 124 124 155 0 Storage Lanes 0 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.994 0.996 Flt Protected 0.957 0.950 0.950 0.950 Satd. Flow (prot) 0 1783 1583 1770 1583 0 1770 3518 0 1770 3525 0 Flt Permitted 0.743 0.440 0.950 0.950 Satd. Flow (perm) 0 1384 1583 820 1583 0 1770 3518 0 1770 3525 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 42 243 8 5 Link Speed (mph) 30 30 30 30 Link Distance (ft) 923 1168 1289 2128 Travel Time (s) 21.0 26.5 29.3 48.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 5 42 47 0 126 40 1547 60 126 1121 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 47 42 47 126 0 40 1607 0 126 1148 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 Number of Detectors 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 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 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Protected Phases 7 4 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 10.0 10.0 10.0 10.0 0.0 10.0 30.0 0.0 10.0 30.0 0.0 Total Split (%) 16.7% 16.7% 16.7% 16.7% 16.7% 0.0% 16.7% 50.0% 0.0% 16.7% 50.0% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: Hawthorne Dr. N & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 24.0 4.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Act Effct Green (s) 6.1 6.1 11.6 11.6 6.1 31.0 6.1 35.1 Actuated g/c Ratio 0.11 0.11 0.21 0.21 0.11 0.56 0.11 0.64 v/c Ratio 0.31 0.20 0.17 0.24 0.20 0.81 0.64 0.51 Control Delay 30.7 11.9 18.4 1.1 27.4 21.1 44.4 10.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 11.9 18.4 1.1 27.4 21.1 44.4 10.5 LOS C B B A C C D B Approach Delay 21.8 5.8 21.3 13.8 Approach LOS C A C B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 55 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 17.5 Intersection Capacity Utilization 66.6% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service C Splits and Phases: 1: Hawthorne Dr. N & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: Hawthorne Dr. N & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 39 5 39 43 0 116 37 1322 55 116 987 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 200 0 124 124 155 0 Storage Lanes 0 1 1 0 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.994 0.996 Flt Protected 0.957 0.950 0.950 0.950 Satd. Flow (prot) 0 1783 1583 1770 1583 0 1770 3518 0 1770 3525 0 Flt Permitted 0.743 0.440 0.950 0.950 Satd. Flow (perm) 0 1384 1583 820 1583 0 1770 3518 0 1770 3525 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 42 246 9 5 Link Speed (mph) 30 30 30 30 Link Distance (ft) 923 1168 1289 2128 Travel Time (s) 21.0 26.5 29.3 48.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 5 42 47 0 126 40 1437 60 126 1073 27 Shared Lane Traffic (%) Lane Group Flow (vph) 0 47 42 47 126 0 40 1497 0 126 1100 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 Number of Detectors 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 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 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Protected Phases 7 4 4 3 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 10.0 10.0 10.0 10.0 0.0 10.0 30.0 0.0 10.0 30.0 0.0 Total Split (%) 16.7% 16.7% 16.7% 16.7% 16.7% 0.0% 16.7% 50.0% 0.0% 16.7% 50.0% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: Hawthorne Dr. N & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 4.0 4.0 4.0 4.0 4.0 24.0 4.0 24.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None Max None Max Act Effct Green (s) 6.1 6.1 11.6 11.6 6.1 31.0 6.1 35.1 Actuated g/c Ratio 0.11 0.11 0.21 0.21 0.11 0.56 0.11 0.64 v/c Ratio 0.31 0.20 0.17 0.24 0.20 0.75 0.64 0.49 Control Delay 30.7 11.9 18.4 1.1 27.4 18.5 44.4 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 11.9 18.4 1.1 27.4 18.5 44.4 10.2 LOS C B B A C B D B Approach Delay 21.8 5.8 18.7 13.7 Approach LOS C A B B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 55 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 16.1 Intersection Capacity Utilization 63.8% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: Hawthorne Dr. N & US Rt.3 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 0 72 102 0 46 29 1389 53 24 1155 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 157 157 157 157 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.994 0.998 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 *1770 *1583 0 *1770 *1583 *1770 *3518 0 *1770 *3532 0 Flt Permitted 0.685 0.736 0.950 0.950 Satd. Flow (perm) 0 1148 1425 0 1234 1425 1593 3166 0 1593 3179 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 50 6 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 850 1229 1225 1289 Travel Time (s) 19.3 27.9 27.8 29.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 0 78 111 0 50 32 1510 58 26 1255 21 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 78 0 111 50 32 1568 0 26 1276 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 10.0 22.0 22.0 10.0 22.0 10.0 22.0 Total Split (s) 10.0 22.0 22.0 10.0 22.0 22.0 10.0 38.0 0.0 10.0 38.0 0.0 Total Split (%) 12.5% 27.5% 27.5% 12.5% 27.5% 27.5% 12.5% 47.5% 0.0% 12.5% 47.5% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 16.0 4.0 32.0 4.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 24.0 18.0 24.0 18.0 6.0 34.0 6.0 34.0 Actuated g/c Ratio 0.30 0.22 0.30 0.22 0.08 0.42 0.08 0.42 v/c Ratio 0.08 0.19 0.27 0.13 0.24 1.05 0.20 0.85 Control Delay 18.0 7.9 20.3 8.8 39.6 60.8 38.5 27.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.0 7.9 20.3 8.8 39.6 60.8 38.5 27.5 LOS B A C A D E D C Approach Delay 10.9 16.7 60.3 27.8 Approach LOS B B E C Intersection Summary Area Type: CBD Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay: 43.0 Intersection Capacity Utilization 64.1% Analysis Period (min) 15 * User Entered Value Intersection LOS: D ICU Level of Service C Splits and Phases: 2: Hawthorne Dr. S & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 0 72 102 0 46 29 1389 53 24 1155 19 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 0 78 111 0 50 32 1510 58 26 1255 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1289 px, platoon unblocked 0.47 0.47 0.47 0.47 0.47 0.47 vc, conflicting volume 2970 2948 1266 2998 2930 1539 1276 1567 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 4641 4596 999 4701 4556 1539 1021 1567 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 43 0 100 65 90 94 cm capacity (veh/h) 0 0 138 0 0 142 318 421 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 111 161 1599 1302 Volume Left 33 111 32 26 Volume Right 78 50 58 21 csh 0 0 318 421 Volume to Capacity 252.45 1426.01 0.10 0.06 Queue Length 95th (ft) Err Err 8 5 Control Delay (s) Err Err 17.6 3.7 Lane LOS F F C A Approach Delay (s) Err Err 17.6 3.7 Approach LOS F F Intersection Summary Average Delay 866.8 Intersection Capacity Utilization 112.8% ICU Level of Service H Analysis Period (min) 15 2025 Build (US 3 Existing) HCM Unsignalized Intersection Capacity Analysis

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 30 0 72 102 0 46 29 1288 53 24 1111 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 157 157 157 157 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.994 0.997 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 0 1770 1583 0 1770 1583 1770 3518 0 1770 3529 0 Flt Permitted 0.685 0.736 0.950 0.950 Satd. Flow (perm) 0 1276 1583 0 1371 1583 1770 3518 0 1770 3529 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 78 50 6 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 850 1229 1225 1289 Travel Time (s) 19.3 27.9 27.8 29.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 0 78 111 0 50 32 1400 58 26 1208 21 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 78 0 111 50 32 1458 0 26 1229 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 22.0 10.0 22.0 22.0 10.0 22.0 10.0 22.0 Total Split (s) 10.0 22.0 22.0 10.0 22.0 22.0 10.0 38.0 0.0 10.0 38.0 0.0 Total Split (%) 12.5% 27.5% 27.5% 12.5% 27.5% 27.5% 12.5% 47.5% 0.0% 12.5% 47.5% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 16.0 16.0 4.0 16.0 16.0 4.0 32.0 4.0 32.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode Max Max Max Max Max Max Max Max Max Max Act Effct Green (s) 24.0 18.0 24.0 18.0 6.0 34.0 6.0 34.0 Actuated g/c Ratio 0.30 0.22 0.30 0.22 0.08 0.42 0.08 0.42 v/c Ratio 0.08 0.19 0.25 0.13 0.24 0.97 0.20 0.82 Control Delay 18.0 7.9 20.0 8.8 39.6 41.4 38.5 25.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.0 7.9 20.0 8.8 39.6 41.4 38.5 25.9 LOS B A C A D D D C Approach Delay 10.9 16.6 41.4 26.1 Approach LOS B B D C Intersection Summary Area Type: Other Cycle Length: 80 Actuated Cycle Length: 80 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.97 Intersection Signal Delay: 32.6 Intersection Capacity Utilization 56.3% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service B Splits and Phases: 2: Hawthorne Dr. S & US Rt.3 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 2: Hawthorne Dr. S & US Rt.3 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 0 72 102 0 46 29 1288 53 24 1111 19 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 33 0 78 111 0 50 32 1400 58 26 1208 21 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1289 px, platoon unblocked 0.48 0.48 0.48 0.48 0.48 0.48 vc, conflicting volume 2812 2791 1218 2840 2772 1429 1228 1458 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 4250 4205 909 4309 4167 1429 930 1458 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 51 0 100 70 91 94 cm capacity (veh/h) 0 1 159 0 1 165 351 464 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 111 161 1489 1254 Volume Left 33 111 32 26 Volume Right 78 50 58 21 csh 1 0 351 464 Volume to Capacity 114.26 590.07 0.09 0.06 Queue Length 95th (ft) Err Err 7 4 Control Delay (s) Err Err 10.4 2.9 Lane LOS F F B A Approach Delay (s) Err Err 10.4 2.9 Approach LOS F F Intersection Summary Average Delay 907.5 Intersection Capacity Utilization 107.3% ICU Level of Service G Analysis Period (min) 15 2025 No-Build (US 3 Existing) HCM Unsignalized Intersection Capacity Analysis

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 197 5 90 52 5 133 11 1061 34 106 1106 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 200 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.995 0.996 Flt Protected 0.953 0.956 0.950 0.950 Satd. Flow (prot) 0 1775 1583 0 1781 1583 1770 3522 0 1770 3525 0 Flt Permitted 0.686 0.626 0.950 0.950 Satd. Flow (perm) 0 1278 1583 0 1166 1583 1770 3522 0 1770 3525 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 98 145 5 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1351 1401 1121 510 Travel Time (s) 30.7 31.8 25.5 11.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 5 98 57 5 145 12 1153 37 115 1202 29 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 98 0 62 145 12 1190 0 115 1231 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 20.0 20.0 10.0 20.0 20.0 10.0 20.0 10.0 20.0 Total Split (s) 10.0 20.0 20.0 10.0 20.0 20.0 10.0 25.0 0.0 10.0 25.0 0.0 Total Split (%) 15.4% 30.8% 30.8% 15.4% 30.8% 30.8% 15.4% 38.5% 0.0% 15.4% 38.5% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 14.0 14.0 4.0 14.0 14.0 4.0 19.0 4.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 2.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s) 14.2 14.2 14.2 14.2 6.1 21.4 6.1 27.1 Actuated g/c Ratio 0.28 0.28 0.28 0.28 0.12 0.42 0.12 0.53 v/c Ratio 0.62 0.19 0.19 0.27 0.06 0.81 0.55 0.66 Control Delay 25.6 5.1 16.6 4.9 22.8 20.8 35.5 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 5.1 16.6 4.9 22.8 20.8 35.5 13.4 LOS C A B A C C D B Approach Delay 19.3 8.4 20.8 15.3 Approach LOS B A C B Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 51.3 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 17.4 Intersection Capacity Utilization 64.1% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service C Splits and Phases: 5: Technology Dr. N & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 197 5 90 52 5 133 11 1061 34 106 1106 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 200 200 200 200 200 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. 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 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.953 0.956 0.950 0.950 Satd. Flow (prot) 0 1775 1583 0 1781 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.686 0.349 0.950 0.950 Satd. Flow (perm) 0 1278 1583 0 650 1583 1770 1863 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 98 132 23 18 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1351 1401 1121 510 Travel Time (s) 30.7 31.8 25.5 11.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 5 98 57 5 145 12 1153 37 115 1202 29 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 98 0 62 145 12 1153 37 115 1202 29 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Prot Perm Prot Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 15.0 15.0 15.0 15.0 15.0 15.0 10.0 20.0 20.0 10.0 20.0 20.0 Total Split (s) 15.0 15.0 15.0 15.0 15.0 15.0 10.0 73.0 73.0 12.0 75.0 75.0 Total Split (%) 13.0% 13.0% 13.0% 13.0% 13.0% 13.0% 8.7% 63.5% 63.5% 10.4% 65.2% 65.2% 2025 Build (US 3 Existing)

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 9.0 9.0 9.0 9.0 9.0 9.0 4.0 67.0 67.0 6.0 69.0 69.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Max Act Effct Green (s) 11.0 11.0 11.0 11.0 6.0 69.0 69.0 8.0 79.0 79.0 Actuated g/c Ratio 0.10 0.10 0.10 0.10 0.05 0.60 0.60 0.07 0.69 0.69 v/c Ratio 1.80 0.41 1.00 0.54 0.13 1.03 0.04 0.93 0.94 0.03 Control Delay 419.4 15.1 168.0 18.3 55.4 59.3 5.2 119.3 31.9 4.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 419.4 15.1 168.0 18.3 55.4 59.3 5.2 119.3 31.9 4.1 LOS F B F B E E A F C A Approach Delay 294.4 63.2 57.6 38.7 Approach LOS F E E D Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.80 Intersection Signal Delay: 74.1 Intersection Capacity Utilization 89.6% Analysis Period (min) 15 Intersection LOS: E ICU Level of Service E Splits and Phases: 5: Technology Dr. N & US Rt.3 2025 Build (US 3 Existing)

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 197 5 90 52 5 133 11 960 34 106 1062 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 200 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.995 0.996 Flt Protected 0.953 0.956 0.950 0.950 Satd. Flow (prot) 0 1775 1583 0 1781 1583 1770 3522 0 1770 3525 0 Flt Permitted 0.686 0.626 0.950 0.950 Satd. Flow (perm) 0 1278 1583 0 1166 1583 1770 3522 0 1770 3525 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 98 145 6 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1351 1401 1121 510 Travel Time (s) 30.7 31.8 25.5 11.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 5 98 57 5 145 12 1043 37 115 1154 29 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 98 0 62 145 12 1080 0 115 1183 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 20.0 20.0 10.0 20.0 20.0 10.0 20.0 10.0 20.0 Total Split (s) 10.0 20.0 20.0 10.0 20.0 20.0 10.0 25.0 0.0 10.0 25.0 0.0 Total Split (%) 15.4% 30.8% 30.8% 15.4% 30.8% 30.8% 15.4% 38.5% 0.0% 15.4% 38.5% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 14.0 14.0 4.0 14.0 14.0 4.0 19.0 4.0 19.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 2.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max None Max Act Effct Green (s) 14.2 14.2 14.2 14.2 6.1 21.4 6.1 27.1 Actuated g/c Ratio 0.28 0.28 0.28 0.28 0.12 0.42 0.12 0.53 v/c Ratio 0.62 0.19 0.19 0.27 0.06 0.73 0.55 0.63 Control Delay 25.6 5.1 16.6 4.9 22.8 17.9 35.5 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.6 5.1 16.6 4.9 22.8 17.9 35.5 12.8 LOS C A B A C B D B Approach Delay 19.3 8.4 18.0 14.8 Approach LOS B A B B Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 51.3 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 16.0 Intersection Capacity Utilization 61.4% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 5: Technology Dr. N & US Rt.3 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 2025 NB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 197 5 90 52 5 133 11 960 34 106 1062 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 200 200 200 200 200 Storage Lanes 0 1 0 1 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. 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 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.953 0.956 0.950 0.950 Satd. Flow (prot) 0 1775 1583 0 1781 1583 1770 1863 1583 1770 1863 1583 Flt Permitted 0.686 0.349 0.950 0.950 Satd. Flow (perm) 0 1278 1583 0 650 1583 1770 1863 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 98 145 25 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1351 1401 1121 510 Travel Time (s) 30.7 31.8 25.5 11.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 214 5 98 57 5 145 12 1043 37 115 1154 29 Shared Lane Traffic (%) Lane Group Flow (vph) 0 219 98 0 62 145 12 1043 37 115 1154 29 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Prot Perm Prot Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 8 8 2 6 Detector Phase 4 4 4 8 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 15.0 15.0 15.0 15.0 15.0 15.0 10.0 20.0 20.0 10.0 20.0 20.0 Total Split (s) 15.0 15.0 15.0 15.0 15.0 15.0 10.0 73.0 73.0 12.0 75.0 75.0 Total Split (%) 13.0% 13.0% 13.0% 13.0% 13.0% 13.0% 8.7% 63.5% 63.5% 10.4% 65.2% 65.2% 2025 No-Build (US 3 Existing)

Pettengill Rd. / Airport Access Rd. 12/14/2010 5: Technology Dr. N & US Rt.3 2025 NB Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 9.0 9.0 9.0 9.0 9.0 9.0 4.0 67.0 67.0 6.0 69.0 69.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max None Max Max Act Effct Green (s) 11.0 11.0 11.0 11.0 6.0 69.0 69.0 8.0 79.0 79.0 Actuated g/c Ratio 0.10 0.10 0.10 0.10 0.05 0.60 0.60 0.07 0.69 0.69 v/c Ratio 1.80 0.41 1.00 0.51 0.13 0.93 0.04 0.93 0.90 0.03 Control Delay 419.4 15.1 168.0 14.7 55.4 37.0 4.9 119.3 27.1 4.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 419.4 15.1 168.0 14.7 55.4 37.0 4.9 119.3 27.1 4.0 LOS F B F B E D A F C A Approach Delay 294.4 60.6 36.1 34.7 Approach LOS F E D C Intersection Summary Area Type: Other Cycle Length: 115 Actuated Cycle Length: 115 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.80 Intersection Signal Delay: 65.3 Intersection Capacity Utilization 87.1% Analysis Period (min) 15 Intersection LOS: E ICU Level of Service E Splits and Phases: 5: Technology Dr. N & US Rt.3 2025 NB 2025 No-Build (US 3 Existing)

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 116 5 319 112 0 54 255 976 143 61 1127 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.981 0.987 Flt Protected 0.954 0.950 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1770 1583 1770 3472 0 1770 3493 0 Flt Permitted 0.594 0.593 0.950 0.950 Satd. Flow (perm) 0 1106 1583 0 1105 1583 1770 3472 0 1770 3493 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 310 60 19 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1283 1383 1046 885 Travel Time (s) 29.2 31.4 23.8 20.1 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 Adj. Flow (vph) 129 6 354 124 0 60 283 1084 159 68 1252 122 Shared Lane Traffic (%) Lane Group Flow (vph) 0 135 354 0 124 60 283 1243 0 68 1374 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 11.0 22.0 11.0 22.0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 21.0 53.0 0.0 13.0 45.0 0.0 Total Split (%) 20.0% 20.0% 20.0% 20.0% 20.0% 20.0% 19.1% 48.2% 0.0% 11.8% 40.9% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 15.0 47.0 7.0 39.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None Min Act Effct Green (s) 15.4 15.4 15.4 15.4 17.0 43.8 16.8 41.0 Actuated g/c Ratio 0.18 0.18 0.18 0.18 0.20 0.51 0.20 0.48 v/c Ratio 0.68 0.66 0.62 0.18 0.80 0.70 0.20 0.82 Control Delay 50.3 12.4 46.6 9.7 52.2 20.2 31.4 24.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.3 12.4 46.6 9.7 52.2 20.2 31.4 24.4 LOS D B D A D C C C Approach Delay 22.9 34.6 26.1 24.7 Approach LOS C C C C Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 85.5 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 25.6 Intersection Capacity Utilization 72.1% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 7: Technology Dr. S & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 116 5 319 112 0 54 255 976 143 61 1127 110 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 129 6 354 124 0 60 283 1084 159 68 1252 122 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 3160 3259 1313 3476 3241 1164 1374 1243 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 3160 3259 1313 3476 3241 1164 1374 1243 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 0 0 0 100 75 43 88 cm capacity (veh/h) 2 3 193 0 4 237 499 560 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 129 360 124 60 283 1243 68 1374 Volume Left 129 0 124 0 283 0 68 0 Volume Right 0 354 0 60 0 159 0 122 csh 2 105 0 237 499 1700 560 1700 Volume to Capacity 53.53 3.43 Err 0.25 0.57 0.73 0.12 0.81 Queue Length 95th (ft) Err Err Err 24 87 0 10 0 Control Delay (s) Err Err Err 25.3 21.3 0.0 12.3 0.0 Lane LOS F F F D C B Approach Delay (s) Err Err 3.9 0.6 Approach LOS F F Intersection Summary Average Delay Err Intersection Capacity Utilization 119.7% ICU Level of Service H Analysis Period (min) 15 2025 Build (US 3 Existing) HCM Unsignalized Intersection Capacity Analysis

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 116 5 319 112 0 54 255 875 143 61 1083 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 0 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.850 0.850 0.979 0.986 Flt Protected 0.954 0.950 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1770 1583 1770 3465 0 1770 3490 0 Flt Permitted 0.594 0.593 0.950 0.950 Satd. Flow (perm) 0 1106 1583 0 1105 1583 1770 3465 0 1770 3490 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 311 60 22 11 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1283 1383 1046 885 Travel Time (s) 29.2 31.4 23.8 20.1 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 Adj. Flow (vph) 129 6 354 124 0 60 283 972 159 68 1203 122 Shared Lane Traffic (%) Lane Group Flow (vph) 0 135 354 0 124 60 283 1131 0 68 1325 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Prot pm+pt Prot Prot Prot Protected Phases 7 4 4 3 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 7 4 4 3 8 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 11.0 22.0 11.0 22.0 Total Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 21.0 53.0 0.0 13.0 45.0 0.0 Total Split (%) 20.0% 20.0% 20.0% 20.0% 20.0% 20.0% 19.1% 48.2% 0.0% 11.8% 40.9% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 16.0 16.0 16.0 16.0 16.0 16.0 15.0 47.0 7.0 39.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Min None Min Act Effct Green (s) 15.4 15.4 15.4 15.4 17.0 41.4 19.1 41.0 Actuated g/c Ratio 0.18 0.18 0.18 0.18 0.20 0.48 0.22 0.48 v/c Ratio 0.68 0.65 0.62 0.18 0.80 0.67 0.17 0.79 Control Delay 50.3 12.3 46.6 9.7 52.2 21.4 27.9 23.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.3 12.3 46.6 9.7 52.2 21.4 27.9 23.1 LOS D B D A D C C C Approach Delay 22.8 34.6 27.6 23.4 Approach LOS C C C C Intersection Summary Area Type: Other Cycle Length: 110 Actuated Cycle Length: 85.5 Natural Cycle: 110 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 25.6 Intersection Capacity Utilization 70.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 7: Technology Dr. S & US Rt.3 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Technology Dr. S & US Rt.3 Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 116 5 319 112 0 54 255 875 143 61 1083 110 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 129 6 354 124 0 60 283 972 159 68 1203 122 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 2999 3098 1264 3314 3079 1052 1326 1131 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 2999 3098 1264 3314 3079 1052 1326 1131 tc, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 0 0 0 100 78 46 89 cm capacity (veh/h) 3 5 207 0 5 275 521 618 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2 Volume Total 129 360 124 60 283 1131 68 1326 Volume Left 129 0 124 0 283 0 68 0 Volume Right 0 354 0 60 0 159 0 122 csh 3 125 0 275 521 1700 618 1700 Volume to Capacity 37.16 2.88 Err 0.22 0.54 0.67 0.11 0.78 Queue Length 95th (ft) Err 836 Err 20 81 0 9 0 Control Delay (s) Err 923.3 Err 21.7 19.8 0.0 11.5 0.0 Lane LOS F F F C C B Approach Delay (s) 3316.0 Err 4.0 0.6 Approach LOS F F Intersection Summary Average Delay Err Intersection Capacity Utilization 117.3% ICU Level of Service H Analysis Period (min) 15 2025 No-Build (US 3 Existing) HCM Unsignalized Intersection Capacity Analysis

Pettengill Rd. / Airport Access Rd. 12/14/2010 9: West Bound Tollgate & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 1 40 110 1 270 10 1165 545 585 1549 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 200 200 0 Storage Lanes 0 1 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frt 0.850 0.850 0.850 0.999 Flt Protected 0.954 0.953 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1775 1583 1770 3539 1583 3433 3536 0 Flt Permitted 0.954 0.953 0.950 0.950 Satd. Flow (perm) 0 1777 1583 0 1775 1583 1770 3539 1583 3433 3536 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 37 108 456 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 902 1721 298 785 Travel Time (s) 20.5 39.1 6.8 17.8 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 Adj. Flow (vph) 39 1 44 122 1 300 11 1294 606 650 1721 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 40 44 0 123 300 11 1294 606 650 1732 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) 0 0 24 24 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 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Split pt+ov Split pt+ov Prot pt+ov Prot Protected Phases 4 4 4 5 8 8 8 1 5 2 2 8 1 6 Permitted Phases Detector Phase 4 4 4 5 8 8 8 1 5 2 2 8 1 6 Switch Phase Minimum Initial (s) 1.0 1.0 5.0 5.0 4.0 5.0 5.0 5.0 Minimum Split (s) 11.0 11.0 11.0 11.0 10.0 22.0 11.0 22.0 Total Split (s) 11.0 11.0 21.0 11.0 11.0 30.0 10.0 34.0 45.0 19.0 43.0 0.0 Total Split (%) 14.7% 14.7% 28.0% 14.7% 14.7% 40.0% 13.3% 45.3% 60.0% 25.3% 57.3% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 9: West Bound Tollgate & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 5.0 5.0 5.0 5.0 4.0 28.0 13.0 37.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Act Effct Green (s) 7.0 14.0 7.0 26.1 6.0 30.1 38.1 15.1 43.4 Actuated g/c Ratio 0.10 0.19 0.10 0.36 0.08 0.41 0.52 0.21 0.60 v/c Ratio 0.23 0.13 0.72 0.47 0.07 0.88 0.58 0.91 0.82 Control Delay 35.2 8.2 58.3 14.8 33.3 29.6 4.2 49.2 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 8.2 58.3 14.8 33.3 29.6 4.2 49.2 18.9 LOS D A E B C C A D B Approach Delay 21.1 27.4 21.6 27.2 Approach LOS C C C C Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 72.8 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.91 Intersection Signal Delay: 24.9 Intersection Capacity Utilization 71.7% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 9: West Bound Tollgate & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 9: West Bound Tollgate & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 35 1 40 64 1 169 10 1165 545 585 1505 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 200 200 0 Storage Lanes 0 1 0 1 1 1 2 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.97 0.95 0.95 Frt 0.850 0.850 0.850 0.999 Flt Protected 0.954 0.953 0.950 0.950 Satd. Flow (prot) 0 1777 1583 0 1775 1583 1770 3539 1583 3433 3536 0 Flt Permitted 0.954 0.953 0.950 0.950 Satd. Flow (perm) 0 1777 1583 0 1775 1583 1770 3539 1583 3433 3536 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 44 108 456 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 902 1721 298 785 Travel Time (s) 20.5 39.1 6.8 17.8 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 Adj. Flow (vph) 39 1 44 71 1 188 11 1294 606 650 1672 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 40 44 0 72 188 11 1294 606 650 1683 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) 0 0 24 24 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 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Split pt+ov Split pt+ov Prot pt+ov Prot Protected Phases 4 4 4 5 8 8 8 1 5 2 2 8 1 6 Permitted Phases Detector Phase 4 4 4 5 8 8 8 1 5 2 2 8 1 6 Switch Phase Minimum Initial (s) 1.0 1.0 5.0 5.0 4.0 5.0 5.0 5.0 Minimum Split (s) 11.0 11.0 11.0 11.0 10.0 22.0 11.0 22.0 Total Split (s) 11.0 11.0 21.0 11.0 11.0 30.0 10.0 34.0 45.0 19.0 43.0 0.0 Total Split (%) 14.7% 14.7% 28.0% 14.7% 14.7% 40.0% 13.3% 45.3% 60.0% 25.3% 57.3% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 9: West Bound Tollgate & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 5.0 5.0 5.0 5.0 4.0 28.0 13.0 37.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Act Effct Green (s) 7.0 14.0 7.0 26.1 6.0 30.1 38.1 15.1 43.4 Actuated g/c Ratio 0.10 0.19 0.10 0.36 0.08 0.41 0.52 0.21 0.60 v/c Ratio 0.23 0.13 0.42 0.30 0.07 0.88 0.58 0.91 0.80 Control Delay 35.2 6.7 40.2 9.6 33.3 29.6 4.2 49.2 17.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.2 6.7 40.2 9.6 33.3 29.6 4.2 49.2 17.8 LOS D A D A C C A D B Approach Delay 20.3 18.1 21.6 26.6 Approach LOS C B C C Intersection Summary Area Type: Other Cycle Length: 75 Actuated Cycle Length: 72.8 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.9 Intersection Capacity Utilization 69.2% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 9: West Bound Tollgate & US Rt.3 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 11: East Bound Ramp & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 415 0 410 0 0 0 0 1308 0 220 1478 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 150 200 0 Storage Lanes 1 1 0 0 0 1 2 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frt 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1681 1681 1583 0 0 0 0 3539 1863 3433 3539 0 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1681 1681 1583 0 0 0 0 3539 1863 3433 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 24 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1879 1702 350 972 Travel Time (s) 42.7 38.7 8.0 22.1 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 Adj. Flow (vph) 461 0 456 0 0 0 0 1453 0 244 1642 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 230 231 456 0 0 0 0 1453 0 244 1642 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 24 24 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 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 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) 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Turn Type Split Prot Free Prot Protected Phases 4 4 4 2 1 6 Permitted Phases Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.0 22.0 22.0 22.0 11.0 22.0 Total Split (s) 23.0 23.0 23.0 0.0 0.0 0.0 0.0 31.0 0.0 11.0 42.0 0.0 Total Split (%) 35.4% 35.4% 35.4% 0.0% 0.0% 0.0% 0.0% 47.7% 0.0% 16.9% 64.6% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 11: East Bound Ramp & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 17.0 17.0 17.0 25.0 5.0 36.0 Yellow Time (s) 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 Lost Time Adjust (s) -2.0-2.0-2.0 0.0 0.0 0.0 0.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 19.0 19.0 19.0 27.0 7.0 38.0 Actuated g/c Ratio 0.29 0.29 0.29 0.42 0.11 0.58 v/c Ratio 0.47 0.47 0.95 0.99 0.66 0.79 Control Delay 22.7 22.7 55.2 41.8 37.7 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.7 22.7 55.2 41.8 37.7 14.1 LOS C C E D D B Approach Delay 38.9 41.8 17.2 Approach LOS D D B Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 65 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 30.3 Intersection Capacity Utilization 72.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 11: East Bound Ramp & US Rt.3 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 11: East Bound Ramp & US Rt.3 Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 415 0 410 0 0 0 0 1308 0 176 1432 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 0 0 0 150 200 0 Storage Lanes 1 1 0 0 0 1 2 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.97 0.95 1.00 Frt 0.850 Flt Protected 0.950 0.950 0.950 Satd. Flow (prot) 1681 1681 1583 0 0 0 0 3539 1863 3433 3539 0 Flt Permitted 0.950 0.950 0.950 Satd. Flow (perm) 1681 1681 1583 0 0 0 0 3539 1863 3433 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 27 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1879 1702 350 972 Travel Time (s) 42.7 38.7 8.0 22.1 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 Adj. Flow (vph) 461 0 456 0 0 0 0 1453 0 196 1591 0 Shared Lane Traffic (%) 50% Lane Group Flow (vph) 230 231 456 0 0 0 0 1453 0 196 1591 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 24 24 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 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 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) 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Turn Type Split Prot Free Prot Protected Phases 4 4 4 2 1 6 Permitted Phases Free Detector Phase 4 4 4 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.0 22.0 22.0 22.0 11.0 22.0 Total Split (s) 23.0 23.0 23.0 0.0 0.0 0.0 0.0 31.0 0.0 11.0 42.0 0.0 Total Split (%) 35.4% 35.4% 35.4% 0.0% 0.0% 0.0% 0.0% 47.7% 0.0% 16.9% 64.6% 0.0% 2025 No-Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 11: East Bound Ramp & US Rt.3 Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 17.0 17.0 17.0 25.0 5.0 36.0 Yellow Time (s) 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 Lost Time Adjust (s) -2.0-2.0-2.0 0.0 0.0 0.0 0.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 19.0 19.0 19.0 27.0 7.0 38.0 Actuated g/c Ratio 0.29 0.29 0.29 0.42 0.11 0.58 v/c Ratio 0.47 0.47 0.95 0.99 0.53 0.77 Control Delay 22.7 22.7 54.2 41.8 33.1 13.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.7 22.7 54.2 41.8 33.1 13.4 LOS C C D D C B Approach Delay 38.4 41.8 15.6 Approach LOS D D B Intersection Summary Area Type: Other Cycle Length: 65 Actuated Cycle Length: 65 Natural Cycle: 80 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 29.8 Intersection Capacity Utilization 71.6% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service C Splits and Phases: 11: East Bound Ramp & US Rt.3 2025 No-Build

APPENDIX C SYNCHRO INTERSECTION ANALYSIS RESULTS- MANCHESTER

HCM Unsignalized Intersection Capacity Analysis 1: Winston St & Brown Ave NB 3/7/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 0 1 2 22 27 1923 10 14 1410 121 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.79 0.79 0.79 0.91 0.91 0.91 0.89 0.89 0.89 Hourly flow rate (vph) 0 0 0 1 3 28 30 2113 11 16 1584 136 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 562 px, platoon unblocked 0.57 0.57 0.57 0.57 0.57 0.57 vc, conflicting volume 2829 3867 860 3002 3930 1062 1720 2124 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 2699 4522 860 3003 4632 0 1720 1462 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 100 58 0 95 92 94 cm capacity (veh/h) 0 1 299 3 1 618 364 261 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 32 1086 1068 808 928 Volume Left 1 30 0 16 0 Volume Right 28 0 11 0 136 csh 6 364 1700 261 1700 Volume to Capacity 5.46 0.08 0.63 0.06 0.55 Queue Length 95th (ft) Err 7 0 5 0 Control Delay (s) Err 3.7 0.0 2.6 0.0 Lane LOS F A A Approach Delay (s) Err 1.9 1.2 Approach LOS F Intersection Summary Average Delay 82.3 Intersection Capacity Utilization 82.6% ICU Level of Service E Analysis Period (min) 15 Baseline Synchro 7 - Report Page 1

HCM Unsignalized Intersection Capacity Analysis 1: Winston St & Brown Ave 3/7/2011 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 0 0 1 2 22 27 2265 10 14 1581 121 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.79 0.79 0.79 0.91 0.91 0.91 0.89 0.89 0.89 Hourly flow rate (vph) 0 0 0 1 3 28 30 2489 11 16 1776 136 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 562 px, platoon unblocked 0.34 0.34 0.34 0.34 0.34 0.34 vc, conflicting volume 3209 4435 956 3474 4498 1250 1912 2500 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 3614 7220 956 4392 7404 0 1912 1530 tc, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tc, 2 stage (s) tf (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 0 100 100 0 0 92 90 89 cm capacity (veh/h) 0 0 258 0 0 369 306 147 Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 32 1274 1255 904 1024 Volume Left 1 30 0 16 0 Volume Right 28 0 11 0 136 csh 0 306 1700 147 1700 Volume to Capacity 874.74 0.10 0.74 0.11 0.60 Queue Length 95th (ft) Err 8 0 9 0 Control Delay (s) Err 6.8 0.0 7.7 0.0 Lane LOS F A A Approach Delay (s) Err 3.4 3.6 Approach LOS F Intersection Summary Average Delay 74.0 Intersection Capacity Utilization 92.0% ICU Level of Service F Analysis Period (min) 15 Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 16: Raymond St & Brown Ave NB 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 267 13 48 85 1 109 10 1728 1 85 1399 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 103 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.882 0.925 0.999 Flt Protected 0.950 0.979 0.997 Satd. Flow (prot) 1687 1521 0 0 1711 0 0 3539 0 0 3497 0 Flt Permitted 0.534 0.823 0.938 0.541 Satd. Flow (perm) 948 1521 0 0 1438 0 0 3320 0 0 1898 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 62 20 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1052 785 976 562 Travel Time (s) 23.9 17.8 22.2 12.8 Peak Hour Factor 0.78 0.78 0.78 0.79 0.79 0.79 0.88 0.88 0.88 0.92 0.92 0.92 Heavy Vehicles (%) 7% 0% 13% 0% 0% 1% 2% 2% 2% 0% 3% 0% Adj. Flow (vph) 342 17 62 108 1 138 11 1964 1 92 1521 14 Shared Lane Traffic (%) Lane Group Flow (vph) 342 79 0 0 247 0 0 1976 0 0 1627 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 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 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 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 22.0 22.0 22.0 Total Split (s) 35.0 35.0 0.0 35.0 35.0 0.0 10.0 85.0 0.0 75.0 75.0 0.0 Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 16: Raymond St & Brown Ave NB 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 29.2% 29.2% 0.0% 29.2% 29.2% 0.0% 8.3% 70.8% 0.0% 62.5% 62.5% 0.0% Maximum Green (s) 29.0 29.0 29.0 29.0 4.0 79.0 69.0 69.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0 0.0-2.0-2.0 0.0-2.0-1.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 4.0 4.0 4.0 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 3.0 Recall Mode None None None None None Max Max Max Act Effct Green (s) 31.0 31.0 31.0 80.0 81.0 Actuated g/c Ratio 0.26 0.26 0.26 0.67 0.68 v/c Ratio 1.40 0.18 0.64 0.89 1.46dl Control Delay 236.2 13.0 44.9 23.2 149.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 236.2 13.0 44.9 23.2 149.9 LOS F B D C F Approach Delay 194.3 44.9 23.2 149.9 Approach LOS F D C F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.40 Intersection Signal Delay: 89.6 Intersection LOS: F Intersection Capacity Utilization 121.9% ICU Level of Service H Analysis Period (min) 15 dl Defacto Left Lane. Recode with 1 though lane as a left lane. Splits and Phases: 16: Raymond St & Brown Ave NB Baseline Synchro 7 - Report Page 2

Lanes, Volumes, Timings 16: Raymond St & Brown Ave 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 267 13 48 85 1 109 10 2070 1 85 1570 13 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 103 0 0 0 0 0 0 0 Storage Lanes 1 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.882 0.925 0.999 Flt Protected 0.950 0.979 0.997 Satd. Flow (prot) 1687 1521 0 0 1711 0 0 3539 0 0 3497 0 Flt Permitted 0.526 0.817 0.938 0.502 Satd. Flow (perm) 934 1521 0 0 1428 0 0 3320 0 0 1761 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 62 10 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1052 785 976 562 Travel Time (s) 23.9 17.8 22.2 12.8 Peak Hour Factor 0.78 0.78 0.78 0.79 0.79 0.79 0.88 0.88 0.88 0.92 0.92 0.92 Heavy Vehicles (%) 7% 0% 13% 0% 0% 1% 2% 2% 2% 0% 3% 0% Adj. Flow (vph) 342 17 62 108 1 138 11 2352 1 92 1707 14 Shared Lane Traffic (%) Lane Group Flow (vph) 342 79 0 0 247 0 0 2364 0 0 1813 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 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 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 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm pm+pt Perm Protected Phases 4 8 5 2 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 22.0 22.0 22.0 Total Split (s) 33.0 33.0 0.0 33.0 33.0 0.0 10.0 87.0 0.0 77.0 77.0 0.0 Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 16: Raymond St & Brown Ave 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Total Split (%) 27.5% 27.5% 0.0% 27.5% 27.5% 0.0% 8.3% 72.5% 0.0% 64.2% 64.2% 0.0% Maximum Green (s) 27.0 27.0 27.0 27.0 4.0 81.0 71.0 71.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0 0.0-2.0-2.0 0.0-2.0-1.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 5.0 4.0 4.0 4.0 4.0 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 3.0 Recall Mode None None None None None Max Max Max Act Effct Green (s) 29.0 29.0 29.0 82.0 83.0 Actuated g/c Ratio 0.24 0.24 0.24 0.68 0.69 v/c Ratio 1.51 0.19 0.70 1.04 1.49 Control Delay 285.8 13.7 51.7 50.9 245.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 285.8 13.7 51.7 50.9 245.8 LOS F B D D F Approach Delay 234.7 51.7 50.9 245.8 Approach LOS F D D F Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 120 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.51 Intersection Signal Delay: 139.9 Intersection Capacity Utilization 135.2% Analysis Period (min) 15 Intersection LOS: F ICU Level of Service H Splits and Phases: 16: Raymond St & Brown Ave Baseline Synchro 7 - Report Page 2

Lanes, Volumes, Timings 18: Goffs Falls RD & Brown Ave NB 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 14 1 237 18 232 3 1202 197 211 1240 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 98 203 0 203 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.996 0.850 0.979 Flt Protected 0.975 0.956 0.950 0.950 Satd. Flow (prot) 0 1809 0 0 1781 1583 1770 3465 0 1770 3539 0 Flt Permitted 0.784 0.717 0.202 0.950 Satd. Flow (perm) 0 1455 0 0 1336 1583 376 3465 0 1770 3539 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 236 28 Link Speed (mph) 30 30 30 30 Link Distance (ft) 354 1952 834 231 Travel Time (s) 8.0 44.4 19.0 5.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 17 15 1 258 20 252 3 1307 214 229 1348 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 0 0 278 252 3 1521 0 229 1349 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 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 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perm Prot Protected Phases 4 8 2 1 6 Permitted Phases 4 8 8 2 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 5.0 5.0 5.0 2.0 2.0 4.0 5.0 Minimum Split (s) 13.0 13.0 13.0 13.0 13.0 16.0 16.0 10.0 16.0 Total Split (s) 26.0 26.0 0.0 26.0 26.0 26.0 47.0 47.0 0.0 17.0 64.0 0.0 Total Split (%) 28.9% 28.9% 0.0% 28.9% 28.9% 28.9% 52.2% 52.2% 0.0% 18.9% 71.1% 0.0% Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 18: Goffs Falls RD & Brown Ave NB 3/7/2011 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 20.0 20.0 20.0 20.0 20.0 41.0 41.0 11.0 58.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0 0.0-2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None Max Max Act Effct Green (s) 21.3 21.3 21.3 43.0 43.0 13.0 60.0 Actuated g/c Ratio 0.24 0.24 0.24 0.48 0.48 0.15 0.67 v/c Ratio 0.10 0.87 0.45 0.02 0.90 0.89 0.57 Control Delay 26.7 60.9 7.8 13.0 30.2 73.1 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 60.9 7.8 13.0 30.2 73.1 9.0 LOS C E A B C E A Approach Delay 26.7 35.6 30.2 18.3 Approach LOS C D C B Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 89.3 Natural Cycle: 70 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.90 Intersection Signal Delay: 25.8 Intersection Capacity Utilization 81.9% Analysis Period (min) 15 Intersection LOS: C ICU Level of Service D Splits and Phases: 18: Goffs Falls RD & Brown Ave NB Baseline Synchro 7 - Report Page 2

Lanes, Volumes, Timings 18: Goffs Falls RD & Brown Ave 3!7J20~ ~..I' -+....f - "- "'\ t I" '. ~..; Lfi~;tttale::q1};'\~:~~"J:l";t;:~~ S0::~~:~::~:,Eat:'.,;EB:r:.'~';EBR. 'WBtt:,,;ziINBl', '~".wari i~8c; ;:':!liar,:}; J\ISR:;:,:; ;se!c';; :,sat :;csbr LaneConfiguraoons 4- +t r lj +.. lj +.. Volume (vph) 16 14 1 237 18 232 3 1544 197 211 1411 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 98 203 a 203 0 Storage Lanes 0 0 0 1 1 a 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Utii Faclor 100 100 100 1.00 100 100 100 0,95 0.95 100 0.95 0.95 Fa 0.996 0.850 0.983 FH P:o:ected 0.975 0.956 0.950 0.950 Satd. Flow (prot) 0 1809 0 0 1781 1583 1770 3479 0 1770 3539 0 Fit Permitted 0.669 0.749 0.160 0.950 Satd. Flow (perm) 0 1241 0 0 1395 1583 298 3479 0 1770 3539 0 Rgh! Tern on Red Yes Yes Yes Yes Satd. Flow (RTOR) 1 169 19 link Speed (mph) 30 30 30 30 lick Distance (ft) 354 1952 834 231 Trave, Time (s) 8.0 44.4 19.0 5.3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 0.92 0.92 Adj. Flow (vph) 17 15 1 258 20 252 3 1678 214 229 1534 Shared Lane Traffic (%) Lane Group Flow (vph) 0 33 0 0 278 252 3 1892 0 2L, e." 1535 a 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) 0 0 12 12 Link Oftset(ft) 0 0 a 0 Crosswalk Width(Jt) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 too 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 1 1 1 Jetector Template Leading Detector (ft] 50 50 50 50 50 50 50 50 50 Trailing Jetector (I:) 0 0 0 0 a 0 a 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 Jetector 1 Size(ft) 50 50 50 50 50 50 50 50 50 Detector 1 Type Cf+Ex CI+Ex CI+Ex CI+Ex CI+Ex Cf+Ex CI+b C+Ex CI+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Jetector 1 Queue (s) 0.0 00 0.0 0.0 0.0 0.0 00 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Perm Perm Perrn Prot Protected Phases 4 8 2 1 6 Perrmtied Phases 4 8 8 2 Detector Phase 4 4 8 8 8 2 2 1 6 Switch Phase Minimum Initial (s) 4.0 4.0 5.0 5.0 5.0 2.0 2.0 4.0 5.0 Minimum Split (s) 13.0 130 13.0 13.0 13.0 16.0 16.0 10.0 16.0 Total Split (s) 29.0 29.0 0.0 29.0 29.0 29.0 710 710 0.0 20.0 91.0 0.0 Total Sp'r. ('I.) 24.2% 24.2% 0.0% 24.2% 24.2% 24.2% 59.2% 59.2% 0.0% 16.7% 75,8% Q,oc/" Baselne Synchro 7 - Report Page 1

Lanes, Volumes, Timings 18: Goffs Falls RD & Brown Ave - - t 31712011 Yellow Time (s) 4D 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Ali-Red Time (s) 2.0 2,0 2,0 2.0 2,0 2,0 2,0 2,0 2,0 Lost Time Ad)Js! (s) -2.0-2.0 0.0-2,0-2,0-2.0,2-2,0 0.0-2,0,2,0 Total Lost Time (s) 4.0 4,0 4,0 4,0 4.0 4,0 4,0 4,0 4.0 4,0 4,0 Lead/Lag Lag Lag Lead.ead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 30 3.0 3,0 3,0 3,0 3.0 3,0 3,0 Recall Mode None None None None None None None Max Max Act Eifel Green (5) 25.0 25.0 250 67.0 670 16,0 870 Actuated glc Ratio 0.21 0.21 0,21 0,56 0,56 0,13 0.72 vic Ratio o13 0.96 0,54 0,02 0.97 0,97 060 Control Delay 39.4 9O,' 19,2 12,3 40.2 103.7 9,2 Queue Delay 0,0 0,0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.4 90.1 19,2 12.3 40,2 103.7 9.2 LOS 0 F 3 B 0 F A Approach Delay 39,4 56.4 40,1 21.5 Approach LOS D E 0 C 0.0 4.0 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Natural Cycle: 100 Conlrol Type: Semi Act-Uncoord Maximum vic Ratio: 0,97 Intersection Signal Delay: 34.4 Intersection Capacity Utilization 91.4% Analysis Period (min) 15 Intersection LOS C ICU Level of Service F Baseline Synchro 7, Report Page 2

Lanes, Volumes, Timings 13: Brown Ave NB & Perimeter Rd 3/7/2011 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 49 565 1158 56 1185 139 629 55 16 61 80 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 323 323 340 340 340 0 300 300 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.967 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 1801 0 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 3433 1801 0 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 696 151 14 95 Link Speed (mph) 30 30 30 30 Link Distance (ft) 790 1007 1069 1437 Travel Time (s) 18.0 22.9 24.3 32.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 614 1259 61 1288 151 684 60 17 66 87 225 Shared Lane Traffic (%) Lane Group Flow (vph) 53 614 1259 61 1288 151 684 77 0 66 87 225 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 24 24 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 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 8 Detector Phase 1 6 6 5 2 2 7 4 3 8 8 Switch Phase Minimum Initial (s) 4.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 4.0 5.0 5.0 Minimum Split (s) 8.0 21.0 21.0 8.0 21.0 21.0 8.0 13.0 8.0 13.0 13.0 Total Split (s) 9.0 48.0 48.0 8.0 47.0 47.0 21.0 22.0 0.0 12.0 13.0 13.0 Total Split (%) 10.0% 53.3% 53.3% 8.9% 52.2% 52.2% 23.3% 24.4% 0.0% 13.3% 14.4% 14.4% Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 13: Brown Ave NB & Perimeter Rd 3/7/2011 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Maximum Green (s) 5.0 44.0 44.0 4.0 43.0 43.0 17.0 18.0 8.0 9.0 9.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 5.0 45.6 45.6 4.0 44.8 44.8 17.0 20.5 7.4 9.0 9.0 Actuated g/c Ratio 0.06 0.51 0.51 0.04 0.50 0.50 0.19 0.23 0.08 0.10 0.10 v/c Ratio 0.54 0.34 1.10 0.77 0.73 0.17 1.06 0.18 0.46 0.47 0.92 Control Delay 62.6 14.3 71.2 97.1 21.5 2.9 87.7 26.5 49.5 47.1 66.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.6 14.3 71.2 97.1 21.5 2.9 87.7 26.5 49.5 47.1 66.0 LOS E B E F C A F C D D E Approach Delay 52.8 22.7 81.5 58.8 Approach LOS D C F E Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 48.2 Intersection LOS: D Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 13: Brown Ave NB & Perimeter Rd Baseline Synchro 7 - Report Page 2

Lanes, Volumes, Timings 13: Brown Ave & Perimeter Rd 3/7/2011 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Lane Configurations Volume (vph) 49 736 1158 56 1527 139 629 55 16 61 80 207 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 323 323 340 340 340 0 300 300 Storage Lanes 1 1 1 1 2 0 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 0.97 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.967 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3539 1583 1770 3539 1583 3433 1801 0 1770 1863 1583 Flt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3539 1583 1770 3539 1583 3433 1801 0 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 696 151 14 80 Link Speed (mph) 30 30 30 30 Link Distance (ft) 790 1007 1069 1437 Travel Time (s) 18.0 22.9 24.3 32.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 53 800 1259 61 1660 151 684 60 17 66 87 225 Shared Lane Traffic (%) Lane Group Flow (vph) 53 800 1259 61 1660 151 684 77 0 66 87 225 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 24 24 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 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Prot Perm Prot Perm Prot Prot Perm Protected Phases 1 6 5 2 7 4 3 8 Permitted Phases 6 2 8 Detector Phase 1 6 6 5 2 2 7 4 3 8 8 Switch Phase Minimum Initial (s) 4.0 5.0 5.0 4.0 5.0 5.0 4.0 5.0 4.0 5.0 5.0 Minimum Split (s) 8.0 21.0 21.0 8.0 21.0 21.0 8.0 13.0 8.0 13.0 13.0 Total Split (s) 8.0 48.0 48.0 8.0 48.0 48.0 21.0 22.0 0.0 12.0 13.0 13.0 Total Split (%) 8.9% 53.3% 53.3% 8.9% 53.3% 53.3% 23.3% 24.4% 0.0% 13.3% 14.4% 14.4% Baseline Synchro 7 - Report Page 1

Lanes, Volumes, Timings 13: Brown Ave & Perimeter Rd 3/7/2011 Lane Group SEL SET SER NWL NWT NWR NEL NET NER SWL SWT SWR Maximum Green (s) 4.0 44.0 44.0 4.0 44.0 44.0 17.0 18.0 8.0 9.0 9.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s) 4.0 45.6 45.6 4.0 45.6 45.6 17.0 20.5 7.4 9.0 9.0 Actuated g/c Ratio 0.04 0.51 0.51 0.04 0.51 0.51 0.19 0.23 0.08 0.10 0.10 v/c Ratio 0.67 0.45 1.10 0.77 0.93 0.17 1.06 0.18 0.46 0.47 0.98 Control Delay 81.9 15.6 71.2 97.1 31.9 2.8 87.7 26.5 49.5 47.1 82.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.9 15.6 71.2 97.1 31.9 2.8 87.7 26.5 49.5 47.1 82.7 LOS F B E F C A F C D D F Approach Delay 50.4 31.7 81.5 68.7 Approach LOS D C F E Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 90 Offset: 0 (0%), Referenced to phase 2:NWT and 6:SET, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.10 Intersection Signal Delay: 49.5 Intersection LOS: D Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 13: Brown Ave & Perimeter Rd Baseline Synchro 7 - Report Page 2

APPENDIX D SYNCHRO INTERSECTION ANALYSIS RESULTS- LONDONDERRY

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: S. Perimeter Rd & Airport Access Road Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 5 5 5 276 5 177 5 786 140 40 622 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 250 325 250 100 250 200 250 Storage Lanes 0 1 1 0 1 1 1 0 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 0.95 Frt 0.850 0.854 0.850 0.999 Flt Protected 0.976 0.950 0.950 0.950 Satd. Flow (prot) 0 1818 1583 1770 1591 0 1770 3539 1583 1770 3536 0 Flt Permitted 0.597 0.950 0.950 Satd. Flow (perm) 0 1863 1583 1112 1591 0 1770 3539 1583 1770 3536 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 197 156 2 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1487 3464 1799 2107 Travel Time (s) 33.8 78.7 40.9 47.9 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 Adj. Flow (vph) 6 6 6 307 6 197 6 873 156 44 691 6 Shared Lane Traffic (%) Lane Group Flow (vph) 0 12 6 307 203 0 6 873 156 44 697 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 24 24 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 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 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 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm Free pm+pt Prot Free Prot Protected Phases 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 Free Detector Phase 4 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 11.0 11.0 11.0 11.0 20.0 11.0 20.0 Total Split (s) 11.0 11.0 0.0 11.0 22.0 0.0 11.0 22.0 0.0 11.0 22.0 0.0 Total Split (%) 20.0% 20.0% 0.0% 20.0% 40.0% 0.0% 20.0% 40.0% 0.0% 20.0% 40.0% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 1: S. Perimeter Rd & Airport Access Road Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 5.0 5.0 5.0 16.0 5.0 16.0 5.0 16.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0-2.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 2.0 4.0 4.0 4.0 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lead Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min None Min Act Effct Green (s) 7.5 38.2 9.8 9.8 7.5 16.4 38.2 7.5 18.3 Actuated g/c Ratio 0.20 1.00 0.26 0.26 0.20 0.43 1.00 0.20 0.48 v/c Ratio 0.03 0.00 0.71 0.37 0.02 0.57 0.10 0.13 0.41 Control Delay 18.6 0.0 26.2 5.2 18.8 12.2 0.1 18.7 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.6 0.0 26.2 5.2 18.8 12.2 0.1 18.7 8.9 LOS B A C A B B A B A Approach Delay 12.4 17.9 10.4 9.5 Approach LOS B B B A Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 38.2 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.71 Intersection Signal Delay: 11.8 Intersection Capacity Utilization 57.9% Analysis Period (min) 15 Intersection LOS: B ICU Level of Service B Splits and Phases: 1: S. Perimeter Rd & Airport Access Road 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 6: Pettengill Rd EXT & Airport Access Road Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 13 139 1048 1625 231 425 778 470 1162 263 609 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 250 250 0 200 400 200 800 200 Storage Lanes 2 1 2 1 2 1 2 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 0.97 0.95 1.00 0.97 0.95 1.00 Frt 0.850 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 3433 1863 1583 3433 1863 1583 3433 3539 1583 3433 3539 1583 Flt Permitted 0.600 0.225 0.125 0.459 Satd. Flow (perm) 2168 1863 1583 813 1863 1583 452 3539 1583 1659 3539 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 233 397 766 12 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2179 2131 1548 1799 Travel Time (s) 49.5 48.4 35.2 40.9 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 Adj. Flow (vph) 14 154 1164 1806 257 472 864 522 1291 292 677 20 Shared Lane Traffic (%) Lane Group Flow (vph) 14 154 1164 1806 257 472 864 522 1291 292 677 20 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) 36 36 24 24 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 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type pm+pt Free pm+pt Free pm+pt Free pm+pt Free Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 Free 8 Free 2 Free 6 Free Detector Phase 7 4 3 8 5 2 1 6 Switch Phase Minimum Initial (s) 4.0 1.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 16.0 0.0 69.0 75.0 0.0 33.0 52.0 0.0 13.0 32.0 0.0 Total Split (%) 6.7% 10.7% 0.0% 46.0% 50.0% 0.0% 22.0% 34.7% 0.0% 8.7% 21.3% 0.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 6: Pettengill Rd EXT & Airport Access Road Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 10.0 63.0 69.0 27.0 46.0 7.0 26.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0 0.0-2.0-2.0 0.0-2.0-2.0 0.0-2.0-2.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min None Min Act Effct Green (s) 18.0 12.0 150.0 81.0 77.0 150.0 61.0 48.0 150.0 37.0 28.0 150.0 Actuated g/c Ratio 0.12 0.08 1.00 0.54 0.51 1.00 0.41 0.32 1.00 0.25 0.19 1.00 v/c Ratio 0.05 1.03 0.74 1.15 0.27 0.30 1.14 0.46 0.82 0.57 1.02 0.01 Control Delay 29.6 147.8 3.1 108.6 22.4 0.5 118.5 42.3 4.8 37.4 100.1 0.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 29.6 147.8 3.1 108.6 22.4 0.5 118.5 42.3 4.8 37.4 100.1 0.0 LOS C F A F C A F D A D F A Approach Delay 20.1 79.8 48.8 79.6 Approach LOS C E D E Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.15 Intersection Signal Delay: 58.2 Intersection Capacity Utilization 106.0% Analysis Period (min) 15 Intersection LOS: E ICU Level of Service G Splits and Phases: 6: Pettengill Rd EXT & Airport Access Road 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 7: Pettengill Rd & North Cul-De-Sac Rd Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 1393 539 279 1182 12 1051 2 233 8 1 14 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% 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 Hourly flow rate (vph) 18 1548 599 310 1313 13 1168 2 259 9 1 16 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) px, platoon unblocked vc, conflicting volume 1327 2147 2876 3530 774 3009 4122 663 vc1, stage 1 conf vol vc2, stage 2 conf vol vcu, unblocked vol 1327 2147 2876 3530 774 3009 4122 663 tc, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tc, 2 stage (s) tf (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 97 0 0 0 24 0 0 96 cm capacity (veh/h) 516 248 0 0 341 0 0 404 Direction, Lane # EB 1 EB 2 EB 3 EB 4 WB 1 WB 2 WB 3 NB 1 NB 2 NB 3 SB 1 SB 2 Volume Total 18 774 774 599 310 876 451 584 584 261 9 17 Volume Left 18 0 0 0 310 0 0 584 584 0 9 0 Volume Right 0 0 0 599 0 0 13 0 0 259 0 16 csh 516 1700 1700 1700 248 1700 1700 0 0 0 0 0 Volume to Capacity 0.03 0.46 0.46 0.35 1.25 0.52 0.27 Err Err Err Err Err Queue Length 95th (ft) 3 0 0 0 384 0 0 Err Err Err Err Err Control Delay (s) 12.2 0.0 0.0 0.0 182.7 0.0 0.0 Err Err Err Err Err Lane LOS B F F F F F F Approach Delay (s) 0.1 34.6 Err Err Approach LOS F F Intersection Summary Average Delay Err Intersection Capacity Utilization 100.6% ICU Level of Service G Analysis Period (min) 15 2025 Build HCM Unsignalized Intersection Capacity Analysis

Pettengill Rd. / Airport Access Rd. 12/14/2010 8: Pettengill Rd & Industrial Drive Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 48 1586 1 65 1382 311 1 1 442 213 1 89 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 300 0 300 150 0 250 250 250 Storage Lanes 1 0 1 1 0 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.850 0.850 Flt Protected 0.950 0.950 0.976 0.950 Satd. Flow (prot) 1770 3539 0 1770 3539 1583 0 1818 1583 1770 1863 1583 Flt Permitted 0.950 0.950 0.935 0.950 Satd. Flow (perm) 1770 3539 0 1770 3539 1583 0 1742 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 299 26 14 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2143 1603 1955 2338 Travel Time (s) 48.7 36.4 44.4 53.1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 1724 1 71 1502 338 1 1 480 232 1 97 Shared Lane Traffic (%) Lane Group Flow (vph) 52 1725 0 71 1502 338 0 2 480 232 1 97 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Prot Prot custom Perm custom Prot custom Protected Phases 7 4 3 8 2 1 6 Permitted Phases 1 8 2 2 3 6 7 Detector Phase 7 4 3 8 1 8 2 2 2 3 1 6 6 7 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 22.0 22.0 10.0 10.0 Total Split (s) 10.0 51.0 0.0 10.0 51.0 68.0 22.0 22.0 32.0 17.0 39.0 49.0 Total Split (%) 10.0% 51.0% 0.0% 10.0% 51.0% 68.0% 22.0% 22.0% 32.0% 17.0% 39.0% 49.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 8: Pettengill Rd & Industrial Drive Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 4.0 45.0 4.0 45.0 16.0 16.0 11.0 33.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0 0.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lead Lag Lag Lag Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None Min Min None Max Act Effct Green (s) 6.0 47.0 6.0 49.0 66.0 18.0 28.0 13.0 35.0 45.0 Actuated g/c Ratio 0.06 0.47 0.06 0.49 0.66 0.18 0.28 0.13 0.35 0.45 v/c Ratio 0.49 1.04 0.67 0.87 0.29 0.01 1.04 1.01 0.00 0.13 Control Delay 61.6 59.6 76.4 30.0 2.0 34.0 87.2 106.6 21.0 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 61.6 59.6 76.4 30.0 2.0 34.0 87.2 106.6 21.0 14.4 LOS E E E C A C F F C B Approach Delay 59.7 26.8 87.0 79.2 Approach LOS E C F E Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Natural Cycle: 100 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.04 Intersection Signal Delay: 50.1 Intersection Capacity Utilization 93.0% Analysis Period (min) 15 Intersection LOS: D ICU Level of Service F Splits and Phases: 8: Pettengill Rd & Industrial Drive 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 13: Pettengill Rd & Harvey Rd Page 1 Lane Group EBT EBR WBL WBT NWL NWR Lane Configurations Volume (vph) 1709 559 141 1454 296 183 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 550 0 350 Storage Lanes 0 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.967 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1801 0 1770 1863 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1801 0 1770 1863 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 29 110 Link Speed (mph) 30 30 30 Link Distance (ft) 1603 567 2012 Travel Time (s) 36.4 12.9 45.7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 1899 621 157 1616 329 203 Shared Lane Traffic (%) Lane Group Flow (vph) 2520 0 157 1616 329 203 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 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 Number of Detectors 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Turn Type Prot Perm Protected Phases 4 3 8 2 Permitted Phases 8 2 2 Detector Phase 4 3 8 2 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 8.0 10.0 10.0 10.0 Total Split (s) 104.0 0.0 12.0 116.0 24.0 24.0 Total Split (%) 74.3% 0.0% 8.6% 82.9% 17.1% 17.1% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 13: Pettengill Rd & Harvey Rd Page 2 Lane Group EBT EBR WBL WBT NWL NWR Maximum Green (s) 98.0 8.0 110.0 18.0 18.0 Yellow Time (s) 4.0 3.5 4.0 4.0 4.0 All-Red Time (s) 2.0 0.5 2.0 2.0 2.0 Lost Time Adjust (s) -2.0 0.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 2.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Act Effct Green (s) 100.0 10.0 112.0 20.0 20.0 Actuated g/c Ratio 0.71 0.07 0.80 0.14 0.14 v/c Ratio 1.95 1.25 1.08 1.30 0.63 Control Delay 448.7 211.5 66.2 207.0 35.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 448.7 211.5 66.2 207.0 35.2 LOS F F E F D Approach Delay 448.7 79.1 141.5 Approach LOS F E F Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Natural Cycle: 140 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.95 Intersection Signal Delay: 279.0 Intersection Capacity Utilization 147.0% Analysis Period (min) 15 Intersection LOS: F ICU Level of Service H Splits and Phases: 13: Pettengill Rd & Harvey Rd 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 17: Webster Road & Grenier field Rd Page 1 Lane Group EBL EBR SET SER NWL NWT Lane Configurations Volume (vph) 461 1460 169 2 1272 119 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 200 0 200 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.999 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1583 1861 0 1770 1863 Flt Permitted 0.209 0.286 Satd. Flow (perm) 389 1583 1861 0 533 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 34 Link Speed (mph) 30 30 30 Link Distance (ft) 606 2577 1884 Travel Time (s) 13.8 58.6 42.8 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 501 1587 184 2 1383 129 Shared Lane Traffic (%) Lane Group Flow (vph) 501 1587 186 0 1383 129 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 12 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) 15 9 9 15 Number of Detectors 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+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 Turn Type custom pm+pt Protected Phases 6 5 2 Permitted Phases 4 4 5 2 Detector Phase 4 4 5 6 5 2 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 Total Split (s) 74.0 126.0 14.0 0.0 52.0 66.0 Total Split (%) 52.9% 90.0% 10.0% 0.0% 37.1% 47.1% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 17: Webster Road & Grenier field Rd Page 2 Lane Group EBL EBR SET SER NWL NWT Maximum Green (s) 68.0 8.0 46.0 60.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0 0.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Recall Mode None C-Max None C-Max Act Effct Green (s) 70.0 122.0 10.0 62.0 62.0 Actuated g/c Ratio 0.50 0.87 0.07 0.44 0.44 v/c Ratio 2.57 1.15 1.40 2.10 0.16 Control Delay 740.5 88.4 263.6 521.6 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 740.5 88.4 263.6 521.6 24.0 LOS F F F F C Approach Delay 244.8 263.6 479.1 Approach LOS F F F Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 (0%), Referenced to phase 2:NWTL and 6:SET, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 2.57 Intersection Signal Delay: 339.3 Intersection LOS: F Intersection Capacity Utilization 115.0% ICU Level of Service H Analysis Period (min) 15 Splits and Phases: 17: Webster Road & Grenier field Rd 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 20: Page Rd & Rockingham Rd Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 90 71 1352 28 210 114 889 563 12 37 725 81 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 350 0 0 500 500 500 500 Storage Lanes 0 1 0 0 1 1 1 1 Taper Length (ft) 25 25 25 25 25 25 25 25 Lane Util. 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 Frt 0.850 0.956 0.850 0.850 Flt Protected 0.973 0.996 0.950 0.950 Satd. Flow (prot) 0 1812 1583 0 1774 0 1770 1863 1583 1770 1863 1583 Flt Permitted 0.254 0.909 0.950 0.950 Satd. Flow (perm) 0 473 1583 0 1619 0 1770 1863 1583 1770 1863 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 61 15 13 90 Link Speed (mph) 30 30 30 30 Link Distance (ft) 2529 3593 2626 3706 Travel Time (s) 57.5 81.7 59.7 84.2 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 Adj. Flow (vph) 100 79 1502 31 233 127 988 626 13 41 806 90 Shared Lane Traffic (%) Lane Group Flow (vph) 0 179 1502 0 391 0 988 626 13 41 806 90 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) 0 0 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 Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 Detector Template Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 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 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 0.0 0.0 0.0 0.0 Turn Type Perm custom Perm Prot Perm Prot Perm Protected Phases 4 8 5 2 1 6 Permitted Phases 4 4 5 8 2 6 Detector Phase 4 4 4 5 8 8 5 2 2 1 6 6 Switch Phase Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0 52.0 52.0 Total Split (s) 37.0 37.0 90.0 37.0 37.0 0.0 53.0 100.0 100.0 13.0 60.0 60.0 Total Split (%) 24.7% 24.7% 60.0% 24.7% 24.7% 0.0% 35.3% 66.7% 66.7% 8.7% 40.0% 40.0% 2025 Build

Pettengill Rd. / Airport Access Rd. 12/14/2010 20: Page Rd & Rockingham Rd Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Maximum Green (s) 31.0 31.0 31.0 31.0 47.0 94.0 94.0 7.0 54.0 54.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) -2.0-2.0-2.0-2.0-2.0 0.0-2.0-2.0-2.0-2.0-2.0-2.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Min Min None Min Min Act Effct Green (s) 33.0 86.0 33.0 49.0 98.6 98.6 8.7 56.0 56.0 Actuated g/c Ratio 0.22 0.57 0.22 0.33 0.66 0.66 0.06 0.37 0.37 v/c Ratio 1.72 1.61 1.06 1.71 0.51 0.01 0.40 1.16 0.14 Control Delay 395.9 304.3 116.8 358.4 15.7 4.2 79.8 128.6 6.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 395.9 304.3 116.8 358.4 15.7 4.2 79.8 128.6 6.1 LOS F F F F B A E F A Approach Delay 314.1 116.8 223.7 114.7 Approach LOS F F F F Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Natural Cycle: 150 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 1.72 Intersection Signal Delay: 225.4 Intersection Capacity Utilization 151.4% Analysis Period (min) 15 Intersection LOS: F ICU Level of Service H Splits and Phases: 20: Page Rd & Rockingham Rd 2025 Build

APPENDIX E MEETING MATERIALS 37

ATTENDEES: Pam Goucher Manchester Walter Warren Merrimack Nancy Larson Merrimack Rick Sawyer Bedford Tim Roache - NRPC David Preece SNHPC Tim White- SNHPC Jack Munn - SNHPC Minutes Pettingill Road/Airport Access Road Land Use/Transportation Plan July 7, 2009 438 Dubuque Street Manchester, New Hampshire Tim White reviewed the draft scope, noting that the first task will essential for developing the extent of the study area and giving the communities an opportunity to ensure that the work is suited to each community. He added that those present will form the core of the Study Area Advisory Committee that will monitor work progress. Coordination between the NRPC and SNHPC will also be important for developing the extent of the study area, the division of responsibilities as well as for the data collection task. Rick Sawyer noted that the focus of the study for Bedford will be the U.S. 3 corridor from the new malls to the Merrimack town line and it was noted that a significant portion of work has already been done in this area. Pam Goucher added that the focus for Manchester will likely be the southern portion of the city near the Airport with a focus on Brown Avenue. Walter Warren and Tim Roache noted that the NRPC and the Town of Merrimack have already developed a great deal of information including land use projections, a build-out scenario and traffic modeling for the U.S. 3 corridor in the town. The discussion of the draft scope continued, with Tim White noting that during Task 3 the nobuild and build traffic volumes for the study area will be developed and reviewed by the Study Advisory Committee. The later portions of the study will include quantifying the impact of trips to and from the study area communities and the Pettingill Road/Manchester Airport Access Road area and documenting the results of the study. It was noted that, because of the scope of the study, references to Pettingill Road and the Airport Access Road could be considered to be somewhat misleading and a discussion tool place about a more suitable name for the project. The following next steps were agreed upon: 1. It was noted by Jack Munn that the land use inventory has been completed through the CTAP. 1. Jack Munn noted that the current CTAP Build-Out analysis will have to be customized for use in this project and that it would need to be fine tuned with input from each community, including scenario development. 1

2. Communities will submit information on the extent of the study area (i.e. corridors, intersection, etc.) to be included as well as any other relevant information such as buildout scenarios, traffic impact studies or development proposals. This information will be submitted to the SNHPC/NRPC by July 21 st. The information on the study area will be developed into a summary map by the SNHPC. 3. Tim White will contact the Manchester Highway Department and the NHDOT for the names of representatives to serve on the study Advisory Committee. 2

CTAP - Pettengill Road/Airport Access Road Transportation/Land Use Study Southern New Hampshire Planning Commission SNHPC Meeting February 23, 2010 CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Project Purpose 1) identify the transportation and land-use related impacts of increased access 2) additional planned/proposed development - traffic in excess of the anticipated capacity of selected principal elements of the study area roadway network. Project Methodology 1) land use inventory 2) build-out analysis and 3) traffic evaluation. Londonderry, Manchester, Bedford and Litchfield, Merrimack Pettengill Road/AAR Land Use/Transportation Study Land Development/Trip Generation Assumptions Sector Daily Trips AM Trips PM Trips Western Gross Total 40,470 3,184 4,005 Internal Total 10,416 22 668 Net Total 30,054 3,162 3,337 Eastern Gross Total 23,102 2,684 2,368 Internal Total 907 2 64 Net Total 22,195 2,682 2,304 Central Gross Total 1,270 159 135 Internal Total 0 0 0 Net Total 1,270 159 135 Grand Totals Gross Total 64,842 6,027 6,508 Internal Total 11,323 24 732 Net Total 53,519 6,003 5,776 Western Sector - approximately 700 acres including hotel/convention center, educational, retail, office and light industrial developments Eastern Sector - including educational, office, and mixed-use developments Central Sector - light industrial development 1

CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology: Development of Study Area Volumes Analysis Corridors Pettengill Road Study (Trip Distribution Based on Pettengill Road Study and Airport Access Road Design) NHDOT data Local Data 2025 No Build/Build (Bedford, Litchfield?, Merrimack?, Manchester Londonderry 2022 Build/2025 Build) CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology: Traffic Analysis Intersection LOS SYNCHRO Signalized/Unsignalized No Build/Build Impact of Pettengill Road/Trips Arterial Analysis V/C Ratio Comparison HCM Impact of Pettengill Road/Trips NRPC? CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology - Bedford: US 3 (South River Road) Hawthorne Drive North to Airport Access Road Interchange - 6 intersection locations and 4 arterial segments NHDOT Airport Access Road Design Bedford US 3 Corridor Study Future Assumptions Traffic Impact Studies Adjustments to Side Street Traffic Based on Changes Resulting from Airport Access Road 2025 No Build/Build Impacts of Approximately 150 Additional PM Peak Hour Trips Traveling through the US 3 Corridor CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology - Manchester: Brown Avenue I-293 to Manchester Boston Regional Airport - 4 intersection locations (3 signalized and 1 unsignalized) and 4 arterial segments Input from City Planning Department and Traffic Impact Studies 2025 No Build/Build Impacts of Approximately 500 Additional PM Peak Hour Trips Traveling through the Brown Avenue Corridor 2

CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology - Londonderry: Pettengill Road/Harvey Road/Grenier Field Road/Page Road 7 intersection locations (6 signalized and 1 unsignalized) and 3 arterial segments Input from Town Planning Department and Pettengill Road Study 2022 No Build (Pettengill Road Study)/2025 Build Impacts of Approximately 1,840 PM Peak Hour Trips Traveling through the Pettengill Road Corridor (approx. 970 greater than 2022 PM Peak Hour Pettengill Road Study) CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology - Merrimack: Development of Study Area Volumes CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Analysis Methodology - Litchfield: Development of Study Area Volumes Observations/Conclusions/: Documentation of findings 3

CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Questions/Comments 4

ATTENDEES: Bruce Thomas Manchester Walter Warren Merrimack Nick Alexander NHDOT John Butler - NHDOT Rick Sawyer Bedford Ryan Friedman - NRPC Matt Caron SNHPC Tim White- SNHPC Mike Izbicki Bedford Skip Ashooh Manchester Jack Dowd - Derry Minutes Pettingill Road/Airport Access Road Land Use/Transportation Plan January 27, 2010 438 Dubuque Street Manchester, New Hampshire Following introductions, Tim White noted that, in response to the request of the Study Advisory Committee from the last meeting, NHDOT and Manchester Highway Department had been added to the Committee and were in attendance at the meeting. He then proceeded to review the purpose of the CTAP Collaborative Grant process and this specific study, noting the development of the study communities, the study area map created in response to a request from the last meeting and the study area corridors and analysis locations. Tim added that the final study methodology was still being developed through discussions with the communities. He added that because Londonderry and their consultant are currently finalizing an update to the Pettengill Road study, the methodology for that community will be determined through a review of that work. Tim then reviewed the study area corridors for each community and the specific analysis locations which will consist of intersections and adjacent arterial segments. A discussion then took place on specific matters relating to the study area communities and the analyses. Rick Sawyer noted that it was the town s intent to have the intersections at both ends of Hawthorne Drive included in the analyses. In response to a question from Rick Sawyer on the projection of no-build traffic, Tim noted that the methodology for the development of volumes for each corridor will vary according to the data that is available and added that these projections are currently being developed through the assistance of the NHDOT and the towns. Tim then presented a table from the Pettengill Road Study showing an estimate of the trips that will be generated by the construction of the roadway and approximately 1,000 acres of land that will be developed as a result of improved access resulting from the roadway. In response to a question from Walter Warren about incorporating traffic from the Airport Access Road (AAR), Tim responded that this would be accomplished through the use of the NRPC and SNHPC travel demand models, the Pettengill Road study and additional data received from the NHDOT. He added that the NRPC and SNHPC had already met to compare output from their respective 1

models. For the purposes of the study, it was noted that the future no-build case would include the traffic from the AAR and the build case would add the specific trips generated by Pettengill Road and adjacent development. John Butler added that estimates for trips generated by land adjacent to Pettengill Road had been included in the AAR EIS. In response to a comment from John Butler on potential additional study area locations on South River Road and Brown Avenue in the vicinity of the AAR in Bedford and Manchester, Tim outlined the process that had been completed to select the analysis locations for the study. John added that he would look into the possibility of the NHDOT being able to provide additional data from the AAR EIS as inputs for the study. In response to a question from Rick Sawyer regarding subsequent work, Tim noted that this would involve completion of the future no-build projections for the study area intersections and arterial segments. It was agreed that it would be appropriate to have the next Study Advisory Committee meeting to review that data. Walter Warren reminded the committee that it was considering a revision to the name of the study at the last meeting and suggested Airport Access Road (Pettengill Road) Land Use/Transportation Plan as an alternative. In response to a question from Rick Sawyer, it was noted that the deadline for completion of all CTAP Year Two projects including this work, was June 30, 2010. 2

CTAP - Pettengill Road/Airport Access Road Transportation/Land Use Study Southern New Hampshire Planning Commission Progress Meeting - SNHPC October 27, 2010 CTAP Pettengill Road/Airport Access Road Transportation/Land Use Study Project Purpose 1) identify the transportation and land-use related impacts of increased access 2) additional planned/proposed development - traffic in excess of the anticipated capacity of selected principal elements of the study area roadway network. Project Methodology 1) land use inventory 2) build-out analysis and 3) traffic evaluation. Londonderry, Manchester, Bedford, Litchfield, Merrimack Pettengill Road/AAR Land Use/Transportation Study Land Development/Trip Generation Assumptions Sector Daily Trips AM Trips PM Trips Western Gross Total 40,470 3,184 4,005 Internal Total 10,416 22 668 Net Total 30,054 3,162 3,337 Eastern Gross Total 23,102 2,684 2,368 Internal Total 907 2 64 Net Total 22,195 2,682 2,304 Central Gross Total 1,270 159 135 Internal Total 0 0 0 Net Total 1,270 159 135 Grand Totals Gross Total 64,842 6,027 6,508 Internal Total 11,323 24 732 Net Total 53,519 6,003 5,776 Western Sector - approximately 700 acres including hotel/convention center, educational, retail, office and light industrial developments Eastern Sector - including educational, office, and mixed-use developments Central Sector - light industrial development 1

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