Patuxent Green Golf Course

Patuxent Green Golf Course Laurel, Maryland February 23, 2018 Traffic Impact Analysis Prepared for: ADC Builders Alan Cohen 2701 Tower Oaks Boulevard, Suite 200 Rockville, Maryland 20852

TABLE OF CONTENTS INTRODUCTION and SUMMARY OF FINDINGS... 1 EXISTING TRAFFIC CONDITIONS... 3 1 Location Map of Study Intersections... 4 2 Existing Lane Use... 5 3 Existing Peak Hour Traffic Volumes... 6 BACKGROUND TRAFFIC CONDITIONS... 7 4 Regional Traffic Growth (1.5% Annual Rate for 3 Years)... 8 5 2020 Base Peak Hour Traffic Volumes... 9 6 Trip Generation Totals for Approved Development... 10 7 Trips Generated by Approved Development... 11 8 2020 Background Peak Hour Traffic Volumes... 12 TOTAL TRAFFIC CONDITIONS... 13 9 Trip Generation Totals for Subject Site... 15 10 Trip Assignment for Subject Site... 16 11 2020 Total Peak Hour Traffic Volumes... 17 12 Results of Intersection Capacity Analyses (CLV)... 18 12A Results of Intersection Capacity Analyses (HCM)... 19 13 Results of Queuing Analysis... 20 14 Recommended Future Lane Use... 22 RESULTS, RECOMMENDATIONS, AND CONCLUSIONS... 23

APPENDICES APPENDIX A Intersection Turning Movement Counts, Condition Diagrams and Photographs and SHA Comment Letter APPENDIX B Intersection Capacity Analysis Worksheets Prepared by: Wes Guckert, PTP Glenn Cook Qiang Tian, P.E., P.T.O.E. GEC:smb (F:\2017\2017-0540_Patuxent Greens Golf Club\DOCS\REPORTS\REV1\TIS-REV2.docx) CORPORATE OFFICE The Traffic Group, Inc. 9900 Franklin Square Drive, Suite H Traffic Engineers & Transportation Planners Baltimore, Maryland 21236 410-931-6600 Fax: 410-931-6601 1-800-583-8411 Merging Innovation and Excellence www.trafficgroup.com

INTRODUCTION AND SUMMARY OF FINDINGS Study Purpose The primary purpose of this analysis was to determine what impact the proposed redevelopment of the Patuxent Green Golf Course would have on the adjacent road network in Laurel, Maryland. Study Criteria/Methodology This Traffic Impact Analysis has been conducted in accordance with requirements used by the Maryland State Highway Administration. Intersection capacity analyses were conducted using the Critical Lane Volume (CLV) Methodology for the signalized intersections and the Highway Capacity Methodology (HCM) for the unsignalized intersections. The trip generation determinations used for this report are based on the Institute of Transportation Engineers (ITE) Trip Generation Report (9 th Edition). The Synchro/SimTraffic software package was used to develop the traffic simulation model for MD 197. Scope of Services The principal Scope of Services undertaken as part of this report were as follows: Field investigation to collect information concerning the nearby road network. Conduct intersection turning movement counts from 6:30-9:30 AM and 4-7 PM, on a weekday, when schools were in session at the seven (7) study area intersections (September, 2017). Review historic traffic growth data obtained from the Maryland State Highway Administration for the major roadways in the study area. Obtain information relative to other approved developments planned in the vicinity of the subject site. Conduct a trip generation and trip distribution analysis for the other nearby developments. Conduct a trip generation and trip distribution analysis for the proposed redevelopment of the golf course property.

Conduct intersection capacity analyses to determine existing and projected levels of service at the study area intersections. Recommend off-site roadway improvements in order to maintain acceptable levels of service at the study area intersections or to mitigate the impact of the traffic to be generated by the redevelopment of the subject property. Summary of Findings and Recommendations This Traffic Impact Analysis has shown that two (2) intersections in the study area are currently or are projected to operate at unsatisfactory levels of service during the peak periods with or without the redevelopment of the subject site. Mitigating improvements have been recommended for both of the intersections and will be discussed later in this report. The methodology used to undertake our analysis is contained in the sections that follow.

EXISTING TRAFFIC CONDITIONS Site Information The subject property is located along the east side of MD 197 at the intersection with Clubhouse Boulevard as shown on Exhibit 1. Access to the property is currently along Clubhouse Boulevard. Study Area Based on the location of the subject property, seven (7) intersections were identified along MD 197, between MD 198 to the north and Contee Road to the south to be within a one-mile radius of the site and included in this analysis. MD 197, in this area, is generally a six-lane, divided roadway with a posted speed limit of 40 MPH. Auxiliary left turn lanes are provided at the major intersections. All of the study area intersections are presently controlled by traffic signals with the exception of the Clubhouse Boulevard/Greenview Drive and MD 197/Greenview Drive intersections. Exhibit 2 has been prepared to show the existing lane use and the existing traffic control at each of the study area intersections. An aerial photo of each intersection is contained in Appendix A to this report. Traffic Volumes Intersection turning movement counts were conducted from 6:30-9:30 AM and 4-7 PM at each of the study area intersections (September, 2017). The total vehicles observed during these counts are shown on the summary sheets contained in Appendix A to this report. The existing peak hour volumes are shown on Exhibit 3. Analysis of Existing Traffic Conditions Intersection capacity analyses were conducted for each of the study area intersections and the results are shown on Exhibits 12 and 12A. Copies of the capacity worksheets are contained in Appendix B. The results of the analysis indicate that all of the study area intersections are currently operating at satisfactory levels of service with the exception of the MD 197/MD 198 intersection. This intersection is presently operating at an unsatisfactory Levels of Service during the evening peak periods.

BACKGROUND TRAFFIC CONDITIONS Design Year(s) For the purposes of this analysis, it has been assumed that the subject property would be redeveloped by the year 2020. In order to establish the base traffic conditions for the year 2020, we have consulted the Maryland State Highway Administration s Average Daily Traffic Maps to determine the historic trends in traffic along the major roadways in this area. This information has been summarized and is contained in Appendix A. A review of this information indicates that traffic has increased at a rate of approximately 1.5% per year over the past 10 years. Therefore, in order to establish the base conditions for this study, we have increased the existing volumes to reflect a 1.5% growth per year for a three-year period. The incremental increase in traffic as a result of the regional growth is shown on Exhibit 4. Combining this increase with the existing traffic, results in the 2020 base peak hour traffic volumes as shown on Exhibit 5. Nearby Developments In addition to regional growth, traffic projected to be generated by other nearby approved developments has also been taken into consideration. The only development identified was the Montpelier Ridge development, which is planned to consist of 130 single family detached dwelling units. We have prepared Exhibit 6 to show the trip generation rates and the peak hour trips projected to be generated by this development. These trips were then distributed and assigned to the road system as shown on Exhibit 7. Combining the trips for the nearby development, with the 2020 base peak hour volumes, results in the 2020 background peak hour volumes shown on Exhibit 8. Analysis of Background Traffic Conditions Intersection capacity analyses were conducted for the 2020 background peak hour volumes and the results are shown on Exhibits 12 and 12A. Copies of the capacity worksheets are contained in Appendix B. The results of the analysis show that in addition to the intersection of MD 197/MD 198 that is currently operating at an unsatisfactory level of service, the intersection of MD 197 and Contee Road would also operate at an unsatisfactory level of service based on the background traffic conditions with or without the redevelopment of the subject property.

TOTAL TRAFFIC CONDITIONS Site Information The Patuxent Golf Course is presently in operation. It is proposed that this property would be redeveloped to consist of approximately 175 single family detached dwelling units and 275 townhouse units. As part of the development of this property, Clubhouse Boulevard will be reconstructed east of Greenview Drive, through a portion of the existing parking area, to a divided boulevard-type roadway to serve as the entry way into the community. Trip Generation/Distribution for Golf Course Property We consulted the Institute of Transportation Engineers Trip Generation Report (9 th Edition) to prepare Exhibit 9 which shows the trip generation rates and the peak hour trips projected to be generated by the proposed redevelopment of the subject property. As previously discussed, this property is presently being utilized as an 18-hole golf course. Therefore, in order to compensate for the traffic presently being generated by the property, the trip generation rates and the peak hour trips that would be anticipated to be generated by an 18-hole golf course are also shown on Exhibit 9. The peak hour trips projected to be generated by the proposed site were then reduced by the trips that would currently be generated by the subject property. The net difference is the additional traffic that would be anticipated to be added to the road network as a result of the redevelopment of this property. The increase in traffic projected to be generated by the subject property was then distributed and assigned to the road network as shown on Exhibit 10. Combining the trips projected to be generated by the redevelopment of the subject property with the 2020 background peak hour volumes will result in the 2020 total peak hour traffic volumes shown on Exhibit 11. Analysis of Total Traffic Conditions Intersection capacity analyses were conducted for the total peak hour volumes and the results are shown on Exhibits 12 and 12A. Copies of the capacity worksheets are contained in Appendix B. The results of the analysis of the total peak hour volumes indicate that the increase in traffic associated with the proposed redevelopment of the Patuxent Green Golf Course would not result in any of the other intersections in the study area operating at unsatisfactory levels of

service other than the two (2) identified to be deficient even without the redevelopment of this site. In order to mitigate the impact of the site at the two intersections that are currently or projected, under background traffic conditions to operate at unsatisfactory levels of service, the following improvements would be needed: MD 197 & MD 198 Construct a third northbound left turn lane along MD 197 at MD 198. MD 197 & Contee Road Construct a second eastbound right turn lane along Contee Road at MD 197. Restripe the westbound approach of Old Stagecoach Road to provide an exclusive left turn lane and a combination thru/right turn lane. No widening would be necessary to implement this improvement. The above improvements are illustrated on Exhibit 14. With the implementation of the above improvements, the additional traffic resulting from the redevelopment of the subject site would be mitigated. In addition to the CLV analysis, we have also prepared a Synchro/SimTraffic Traffic Simulation for the entire length of MD 197, between the MD 198 and the Contee Road intersection. Copies of the Synchro worksheets are contained in Appendix C to this report. The results of the queuing analysis resulting from the SimTraffic analysis are shown on Exhibit 13.

RESULTS, RECOMMENDATIONS, AND CONCLUSIONS Study Purpose The primary purpose of this analysis was to determine what impact the proposed redevelopment of the Patuxent Green Golf Course would have on the adjacent road network in Laurel, Maryland. Study Criteria/Methodology This Traffic Impact Analysis has been conducted in accordance with requirements used by the Maryland State Highway Administration. Intersection capacity analyses were conducted using the CLV Methodology. The trip generation determination used for this report is based on the ITE Trip Generation Report (9 th Edition). The Synchro/SimTraffic software package was used to develop the traffic simulation for MD 197. Summary of Findings and Recommendations This Traffic Impact Analysis has shown that two (2) intersections in the study area are currently or are projected to operate at unsatisfactory levels of service during the peak periods with or without the redevelopment of the site. In order to mitigate the sites impact at the two intersections that are currently or projected, under background traffic conditions, to operate at unsatisfactory levels of service, the following improvements would be needed: MD 197 & MD 198 Construct a third northbound left turn lane along MD 197 at MD 198. MD 197 & Contee Road Construct a second eastbound right turn lane Contee Road at MD 197. Restripe the westbound approach of Old Stagecoach Road to provide an exclusive left turn lane and a combination thru/right turn lane. This improvement will not require are widening.

These improvements are shown on Exhibit 14. Based on the findings of this report, it is our opinion that with the improvements discussed above, the proposed redevelopment of the Patuxent Green Golf Course property would not have an adverse impact on the adjacent road network.

September 5, 2018 City of Laurel 8103 Sandy Spring Road Laurel, Maryland 20707 A SERVICE DISABLED VETERAN-OWNED SMALL BUSINESS RE: Patuxent Green City of Laurel Prince George's County, Maryland Our Job No.: 2017 0540 CORPORATE OFFICE Baltimore, MD Suite H 9900 Franklin Square Drive Baltimore, Maryland 21236 410.931.6600 fax: 410.931.6601 1.800.583.8411 ARIZONA OFFICE 443.290.4070 DELMARVA OFFICE 443.290.4060 FIELD LOCATIONS Arkansas Arizona Georgia Maryland New York North Carolina Ohio South Carolina Texas Utah Virginia Washington State West Virginia As requested by the City of Laurel, we have prepared this Addendum to our Traffic Study that covers the following issues: 1. Design of the mini traffic circle at the intersection of Clubhouse Blvd & Greenview Drive. 2. Revise the overall Traffic Impact Study assuming 50% of the traffic to the north and 50% of the site generated traffic to the south. 3. Include, in the revised Traffic Study, the intersection of MD 198 at the Laurel Plaza Shopping Center. 4. Based upon the revised analysis (attached), we have determined that, with the changes noted above, there is no additional impact created by the Patuxent Green residential community. We have attached a copy of the mini traffic circle that details a single lane approach from all four approaches. For purposes of this analysis, we assume the area would be restriped but, ultimately, it could be modified with curb and gutter instead of striping after it has been in operation for at least 12 months. The intersection of MD 198 at the entrance to the shopping center will operate at a satisfactory level of service even including the Wawa Store in the northeast quadrant of MD 197 & MD 198. In summary, the changes and additional analysis requested by the City of Laurel have been made and the results are shown on the attachments and will not create an adverse impact. Sincerely, John W. Guckert, PTP President JWG:smb:mlj (F:\2017\2017 0540_Patuxent Greens Golf Club\DOCS\CORRESP\ANALYST\Addendum to TIS_Cohen.docx) Merging Innovation and Excellence www.trafficgroup.com

TRIP RATES / FORMULAE LAND USE FORMULAE DISTRIBUTION Single-Family Detached (ITE-210, Units) Morning Trips = 0.70 x (Units) + 9.74 25/75 Ln(Evening Trips) = 0.90 x Ln(Units) + 0.51 63/37 Convenience Market w/gas (ksf, ITE-853) Morning Trips = 41.98 x ksf 50/50 Evening Trips = 49.83 x ksf 50/50 TRIP GENERATION TOTAL MORNING PEAK HOUR EVENING PEAK HOUR IN OUT TOTAL IN OUT TOTAL 1. Montpelier Ridge 130 Single Family Detached Units 25 76 101 84 49 133 2. Wawa 4,670 sq. ft. Convenience Market w/gas 98 98 196 116 117 233 Less Pass-by Trips (AM: 63%; PM: 66%) -62-62 -124-77 -77-154 Net New Trips: 36 36 72 39 40 79 Background development information obtained from PGAtlas. EXHIBIT 6 TRIP GENERATION TOTALS FOR APPROVED DEVELOPMENT Qt, 170540\REV1\Addendum\Trips.XLS-Back, F08/15/18

TRIP RATES / FORMULAE LAND USE FORMULAE DISTRIBUTION Single-Family Detached (ITE-210, Units) Morning Trips = 0.70 x (Units) + 9.74 25/75 Ln(Evening Trips) = 0.90 x Ln(Units) + 0.51 63/37 Townhouse/Condo Units (ITE-230, Units) Ln(Morning Trips) = 0.80 x Ln(Units) + 0.26 17/83 Ln(Evening Trips) = 0.82 x Ln(Units) + 0.32 67/33 Golf Course (Holes, ITE-430) Morning Trips = 2.06 x Holes 79/21 Evening Trips = 2.92 x Holes 51/49 TRIP GENERATION TOTALS MORNING PEAK HOUR EVENING PEAK HOUR IN OUT TOTAL IN OUT TOTAL Patuxent Greens Golf Club 175 Single-Family Detached Units 33 99 132 110 64 174 275 Townhouse Units 20 96 116 92 46 138 Total: 53 195 248 202 110 312 Existing 18 Hole Golf Course 29 8 37 27 26 53 Net Difference: 24 187 211 175 84 259 Trip generation rates derived from ITE Trip Generation, 9th Edition, 2012 EXHIBIT 9 TRIP GENERATION TOTALS FOR SUBJECT SITE qt, 170540\rev1\trips.xls-site (2), f10/04/17

CLV Method Existing Traffic Background Traffic Total Traffic Morning Peak Hour Traffic LOS / CLV LOS / CLV LOS / CLV 1. MD 197 & MD 198 D / 1442 E / 1539 E / 1573 w. Improvement D / 1442 2. MD 197 & Morris Drive A / 720 A / 762 A / 766 3. MD 197 & Greenview Drive A / 531 A / 568 A / 650 4. MD 197 & Clubhouse Blvd A / 985 B / 1045 B / 1138 5. Clubhouse Blvd & Greenview Drive A / 160 A / 167 A / 306 6. MD 197 & Cherry Lane B / 1007 B / 1066 B / 1103 7. MD 197 & Contee Road D / 1444 E / 1520 E / 1553 w. Improvement D / 1392 8. MD 198 & Laurel Plaza Entrance A / 744 A / 784 A / 786 Evening Peak Hour Traffic 1. MD 197 & MD 198 F / 1663 F / 1776 F / 1833 w. Improvement F / 1723 2. MD 197 & Morris Drive A / 701 A / 746 A / 781 3. MD 197 & Greenview Drive A / 568 A / 606 A / 643 4. MD 197 & Clubhouse Blvd A / 888 A / 949 A / 991 5. Clubhouse Blvd & Greenview Drive A / 167 A / 174 A / 330 6. MD 197 & Cherry Lane B / 1102 C / 1170 C / 1193 7. MD 197 & Contee Road C / 1231 D / 1316 D / 1340 w. Improvement D / 1331 8. MD 198 & Laurel Plaza Entrance A / 969 B / 1018 B / 1027 Note: Proposed improvements are to mitigate site impact. Qt, 170540\REV1\Addendum\LOS.xls-Results (CLV), F08/16/18 EXHIBIT 12 RESULTS OF INTERSECTION CAPACITY ANALYSES (CLV)

Synchro - HCM Method Existing Traffic Background Traffic Total Traffic Morning Peak Hour Traffic LOS / Delay (sec.) 1. MD 197 & MD 198 D / 45.5 D / 51.5 D / 54.0 w. Improvement D/ 52.5 2. MD 197 & Morris Drive A / 7.3 A / 7.5 A / 7.5 3. MD 197 & Greenview Drive WB Greenview Drive right turn: C / 17.0 C / 18.3 C / 24.0 4. MD 197 & Clubhouse Blvd B / 11.7 B / 12.0 B / 15.5 5. Clubhouse Blvd & Greenview Drive EB Clubhouse Blvd left/thru: B / 10.5 B / 10.5 B / 11.6 EB Clubhouse Blvd right turn: A / 8.5 A / 8.5 A / 8.5 WB Clubhouse Blvd approach: A / 9.3 A / 9.3 B / 11.1 NB Greenview Drive approach: A / 5.6 A / 5.5 A / 5.5 SB Greenview Drive left turn: A / 0.0 A / 0.0 A / 0.0 6. MD 197 & Cherry Lane B / 18.1 B / 18.5 C / 20.2 7. MD 197 & Contee Road D / 38.5 D / 43.0 D / 46.8 w. Improvement D/ 36.3 8. MD 198 & Laurel Plaza Entrance A / 4.1 A / 4.2 A / 4.3 Evening Peak Hour Traffic 1. MD 197 & MD 198 E / 64.5 E / 77.8 F / 85.8 w. Improvement E/ 76.8 2. MD 197 & Morris Drive A / 9.6 A / 9.9 A / 9.9 3. MD 197 & Greenview Drive WB Greenview Drive right turn: C / 17.3 C / 18.4 C / 20.6 4. MD 197 & Clubhouse Blvd B / 12.6 B / 12.7 B / 16.1 5. Clubhouse Blvd & Greenview Drive EB Clubhouse Blvd left/thru: A / 10.0 B / 10.1 B / 12.7 EB Clubhouse Blvd right turn: A / 8.6 A / 8.6 A / 8.6 WB Clubhouse Blvd approach: A / 9.5 A / 9.5 A / 10.0 NB Greenview Drive approach: A / 5.4 A / 5.4 A / 5.4 SB Greenview Drive left turn: A / 0.0 A / 0.0 A / 0.0 6. MD 197 & Cherry Lane B / 19.8 C / 20.3 C / 20.5 7. MD 197 & Contee Road C / 31.8 C / 33.0 C / 33.6 w. Improvement C/ 32.8 8. MD 198 & Laurel Plaza Entrance A / 8.4 A / 8.9 A / 9.0 Qt, 170540\REV1\Addendum\LOS.xls-Results (Synchro), F08/16/18 EXHIBIT 12A RESULTS OF INTERSECTION CAPACITY ANALYSES (HCM)

SimTraffic Morning Peak Hour Traffic Available Storage Length (ft.) Existing Traffic Background Traffic Total Traffic 95th Percentile Queue (ft.) Total Traffic w. Improvement 1. MD 197 & MD 198 EB MD 198 left turn: 400 66 78 82 85 EB MD 198 thru/right: 2000 419 452 420 466 WB MD 198 left turn: 450 1/ 352 405 401 358 WB MD 198 thru/right: 850 266 310 291 296 NB MD 197 left/thru: 600 360 375 410 309 NB MD 197 right turn: 600 75 104 115 126 SB Irving St approach: 1000+ 117 223 317 149 2. MD 197 & Morris Drive EB Morris Drive left/thru: 200 127 125 124 EB Morris Drive right turn: 70 1/ 72 70 66 WB Morris Drive left/thru: 500+ 155 139 136 WB Morris Drive right turn: 500+ 61 59 66 NB MD 197 left turn: 400 40 45 43 NB MD 197 thru/right: 1500+ 69 79 86 SB MD 197 left turn: 250 53 50 51 SB MD 197 thru/right: 600 314 212 251 3. MD 197 & Greenview Drive WB Greenview Drive right turn: 500+ 45 39 61 4. MD 197 & Clubhouse Blvd WB Clubhouse Blvd left/thru: 500 91 88 165 WB Clubhouse Blvd right turn: 300 <25 <25 <25 NB MD 197 left turn: 450 201 210 208 NB MD 197 thru/right: 1000+ 104 113 123 SB MD 197 left turn: 500 120 138 138 SB MD 197 thru: 1500+ 185 213 207 SB MD 197 right turn: 1500+ <25 <25 <25 5. Clubhouse Blvd & Greenview Drive EB Clubhouse Blvd left/thru: 500 50 61 70 EB Clubhouse Blvd right turn: 500 42 38 38 <25 WB Clubhouse Blvd approach: 100 <25 <25 66 33 NB Greenview Drive approach: 100 <25 <25 <25 <25 SB Greenview Drive left turn: 150 <25 <25 <25 <25 6. MD 197 & Cherry Lane EB Cherry Lane left turn: 425 150 157 142 EB Cherry Lane right turn: 500 179 183 204 NB MD 197 left turn: 350 242 250 243 NB MD 197 thru: 1500+ 173 177 187 SB MD 197 U-turn: 250 35 38 39 SB MD 197 thru/right: 1000+ 292 316 330 7. MD 197 & Contee Road / Old Stagecoach Rd EB Contee Road left/thru: 1000+ 269 250 268 257 EB Contee Road right turn: 1000+ 444 472 520 255 WB Old Stagecoach Rd left/thru: 500+ 149 144 147 119 WB Old Stagecoach Rd right turn: 200 28 30 30 82 NB MD 197 left turn: 750 253 278 256 287 NB MD 197 thru: 1000+ 214 224 223 225 NB MD 197 right turn: 200 <25 <25 <25 <25 SB MD 197 left turn: 250 148 156 205 222 SB MD 197 thru/right: 1500+ 557 630 675 651 8. MD 198 & Laurel Plaza Entrance EB MD 198 left turn: 300 34 28 27 EB MD 198 thru/right: 850 62 71 79 WB MD 198 left turn: 300 44 49 49 WB MD 198 thru/right: 4000 141 142 125 NB Access left turn: 100 38 36 40 NB Access thru/right: 100 40 40 41 SB Laurel Plaza Entrance left turn: 3/ 100 52 56 45 SB Laurel Plaza Entrance thru/right: 3/ 100 <25 <25 <25 1. Site impact is either minimal or mitigated by improvements. 2. Traffic is filtered by upstream traffic. 3. in parking lot. EXHIBIT 13 RESULTS OF INTERSECTION QUEUING ANALYSES (SIMTRAFFIC) Qt, 170540\REV1\Addendum\LOS.xls-Results (SimTraffic-am), F08/16/18

SimTraffic Evening Peak Hour Traffic Available Storage Length (ft.) Existing Traffic Background Traffic Total Traffic 95th Percentile Queue (ft.) Total Traffic w. Improvement 1. MD 197 & MD 198 2. MD 197 & Morris Drive 3. MD 197 & Greenview Drive EB MD 198 left turn: 400 1/ 251 529 493 286 EB MD 198 thru/right: 2000 551 1094 1146 628 WB MD 198 left turn: 450 1/ 629 618 618 598 WB MD 198 thru/right: 850 1, 2/ 1036 1175 1204 1192 NB MD 197 left/thru: 600 350 452 482 283 NB MD 197 right turn: 600 247 244 296 300 SB Irving St approach: 1000+ 216 316 259 266 EB Morris Drive left/thru: 200 81 98 88 EB Morris Drive right turn: 70 51 51 47 WB Morris Drive left/thru: 500+ 178 170 176 WB Morris Drive right turn: 500+ 54 55 53 NB MD 197 left turn: 400 51 59 57 NB MD 197 thru/right: 1500+ 104 114 125 SB MD 197 left turn: 250 48 48 53 SB MD 197 thru/right: 600 207 239 253 WB Greenview Drive right turn: 500+ 34 32 39 4. MD 197 & Clubhouse Blvd WB Clubhouse Blvd left/thru: 500 73 70 100 WB Clubhouse Blvd right turn: 300 <25 <25 <25 5. Clubhouse Blvd & Greenview Drive NB MD 197 left turn: 450 264 273 279 NB MD 197 thru/right: 1000+ 124 125 186 SB MD 197 left turn: 500 162 164 255 SB MD 197 thru: 1500+ 180 193 200 SB MD 197 right turn: 1500+ <25 <25 <25 EB Clubhouse Blvd left/thru: 500 60 56 110 EB Clubhouse Blvd right turn: 500 45 44 41 WB Clubhouse Blvd approach: 100 40 39 51 29 NB Greenview Drive approach: 100 <25 <25 <25 <25 6. MD 197 & Cherry Lane SB Greenview Drive left turn: 150 <25 <25 <25 <25 EB Cherry Lane left turn: 425 266 256 249 EB Cherry Lane right turn: 500 172 187 178 NB MD 197 left turn: 350 255 258 259 NB MD 197 thru: 1500+ 153 157 159 SB MD 197 U-turn: 250 <25 <25 <25 SB MD 197 thru/right: 1000+ 340 383 392 7. MD 197 & Contee Road / Old Stagecoach Rd EB Contee Road left/thru: 1000+ 327 338 351 350 EB Contee Road right turn: 1000+ 305 329 319 226 WB Old Stagecoach Rd left/thru: 500+ 67 67 58 43 WB Old Stagecoach Rd right turn: 200 26 37 38 69 8. MD 198 & Laurel Plaza Entrance NB MD 197 left turn: 750 278 284 294 293 NB MD 197 thru: 1000+ 291 335 329 363 NB MD 197 right turn: 200 <25 <25 <25 <25 SB MD 197 left turn: 250 69 61 83 90 SB MD 197 thru/right: 1500+ 376 408 413 437 EB MD 198 left turn: 300 61 62 67 EB MD 198 thru/right: 850 141 142 165 1, 4/ WB MD 198 left turn: 300 156 301 373 WB MD 198 thru/right: 4000 549 1250 2047 NB Access left turn: 100 61 59 61 NB Access thru/right: 100 49 60 54 SB Laurel Plaza Entrance left turn: 3/ 100 160 163 154 SB Laurel Plaza Entrance thru/right: 3/ 100 97 100 102 <25 1. Site impact is either minimal or mitigated by improvements. 2. Traffic is filtered by upstream traffic. 3. in parking lot. EXHIBIT 13 CONT'D RESULTS OF INTERSECTION QUEUING ANALYSES (SIMTRAFFIC) Qt, 170540\REV1\Addendum\LOS.xls-Results (SimTraffic-pm), F08/16/18

APPENDIX Intersection Capacity Analysis Worksheets

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: MD 198 Date of Count: 9/12/2017 N/S Road: Irving Street/Md 197 Day of Count: Tuesday Conditions: Existing Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6:15 11 86 111 PM 10 51 36 AM R T L LTR L MD 198 TR R 89 100 T T 1138 1098 T L 527 636 L AM PM PM AM L 109 30 L T 1347 711 T T 586 800 R TR MD 198 L LT R L L T R AM 717 52 423 PM 556 100 538 MD 197 Capacity Analysis - North/South Split Morning Peak Hour Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 769 0.60 461 461 NB 656 0.60 394 394 SB 61 1.00 61 61 SB 208 0.55 114 114 EB 1511 0.40 604 527 0.60 316 EB 1933 0.40 773 636 0.60 382 920 1155 WB 1227 0.40 491 30 1.00 30 WB 1198 0.40 479 109 1.00 109 CLV TOTAL= 1,442 CLV TOTAL= 1,663 Level of Service (LOS )= D Level of Service (LOS )= F Scenario ID - EXIST1 AM V/C =0.9 PM V/C =1.04

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: MD 198 Date of Count: 9/12/2017 N/S Road: Irving Street/Md 197 Day of Count: Tuesday Conditions: Background Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6:15 12 106 126 PM 10 67 47 AM R T L LTR L MD 198 TR R 93 105 T T 1199 1158 T L 552 669 L AM PM PM AM L 124 40 L T 1409 743 T T 627 842 R TR MD 198 L LT R L L T R AM 760 68 446 PM 590 121 566 MD 197 Capacity Analysis - North/South Split Morning Peak Hour Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 828 0.60 497 497 NB 711 0.60 427 427 SB 77 1.00 77 77 SB 244 0.55 134 134 EB 1585 0.40 634 552 0.60 331 EB 2036 0.40 814 669 0.60 401 965 1215 WB 1292 0.40 517 40 1.00 40 WB 1263 0.40 505 124 1.00 124 CLV TOTAL= 1,539 CLV TOTAL= 1,776 Level of Service (LOS )= E Level of Service (LOS )= F Scenario ID - BACK1 AM V/C =0.96 PM V/C =1.11

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: MD 198 Date of Count: 9/12/2017 N/S Road: Irving Street/Md 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6:15 12 106 126 PM 10 67 47 AM R T L LTR L MD 198 TR R 93 105 T T 1199 1158 T L 558 713 L AM PM PM AM L 124 40 L T 1409 743 T T 671 848 R TR MD 198 L LT R L L T R AM 807 68 493 PM 611 121 587 MD 197 Capacity Analysis - North/South Split Morning Peak Hour Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 875 0.60 525 525 NB 732 0.60 439 439 SB 77 1.00 77 77 SB 244 0.55 134 134 EB 1591 0.40 636 558 0.60 335 EB 2080 0.40 832 713 0.60 428 971 1260 WB 1292 0.40 517 40 1.00 40 WB 1263 0.40 505 124 1.00 124 CLV TOTAL= 1,573 CLV TOTAL= 1,833 Level of Service (LOS )= E Level of Service (LOS )= F Scenario ID - TOT1 AM V/C =0.98 PM V/C =1.15

qt, 170540\rev1\addendum\clv\1.xls-clv (imp), f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: MD 198 Date of Count: 9/12/2017 N/S Road: Irving Street/Md 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian w. Improvement IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6:15 12 106 126 PM 10 67 47 AM R T L LTR L MD 198 TR R 93 105 T T 1199 1158 T L 558 713 L AM PM PM AM L 124 40 L T 1409 743 T T 671 848 R TR MD 198 L L LT R L L T R AM 807 68 493 PM 611 121 587 Capacity Analysis - North/South Split Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 875 0.45 394 394 NB 732 0.45 329 329 SB 77 1.00 77 77 SB 244 0.55 134 134 EB 1591 0.40 636 558 0.60 335 EB 2080 0.40 832 713 0.60 428 971 1260 WB 1292 0.40 517 40 1.00 40 WB 1263 0.40 505 124 1.00 124 CLV TOTAL= 1,442 CLV TOTAL= 1,723 Level of Service (LOS )= D Level of Service (LOS )= F Scenario ID - TOT1 AM V/C =0.9 PM V/C =1.08

qt, 170540\rev1\addendum\clv\2.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Morris Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Existing Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 76 1157 42 PM 36 1302 39 AM R T L TR T T L MORRIS DRIVE R R 74 57 LT T 3 7 L 82 107 AM PM 45 77 adjusted lefts adjusted lefts 90 118 PM AM 41 70 L 2 3 T LT 44 64 R R MORRIS DRIVE L T T TR L T R AM 22 1048 87 PM 42 1100 111 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1135 0.40 454 39 1.00 39 NB 1211 0.40 484 42 1.00 42 557 535 SB 1338 0.40 535 22 1.00 22 SB 1233 0.40 493 42 1.00 42 EB 80 1.00 80 82 1.00 82 EB 47 1.00 47 107 1.00 107 163 166 WB 93 1.00 93 70 1.00 70 WB 125 1.00 125 41 1.00 41 CLV TOTAL= 720 CLV TOTAL= 701 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - EXIST2 AM V/C =0.45 PM V/C =0.44

qt, 170540\rev1\addendum\clv\2.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Morris Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Background Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 79 1244 44 PM 38 1381 41 AM R T L TR T T L MORRIS DRIVE R R 77 60 LT T 3 7 L 86 112 AM PM 47 80 adjusted lefts adjusted lefts 95 123 PM AM 43 73 L 2 3 T LT 46 67 R R MORRIS DRIVE L T T TR L T R AM 23 1124 91 PM 44 1178 116 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1215 0.40 486 41 1.00 41 NB 1294 0.40 518 44 1.00 44 591 573 SB 1419 0.40 568 23 1.00 23 SB 1323 0.40 529 44 1.00 44 EB 83 1.00 83 86 1.00 86 EB 49 1.00 49 112 1.00 112 171 173 WB 98 1.00 98 73 1.00 73 WB 130 1.00 130 43 1.00 43 CLV TOTAL= 762 CLV TOTAL= 746 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - BACK2 AM V/C =0.48 PM V/C =0.47

qt, 170540\rev1\addendum\clv\2.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Morris Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 79 1332 44 PM 38 1393 41 AM R T L TR T T L MORRIS DRIVE R R 77 60 LT T 3 7 L 86 112 AM PM 47 80 adjusted lefts adjusted lefts 95 123 PM AM 43 73 L 2 3 T LT 46 67 R R MORRIS DRIVE L T T TR L T R AM 23 1218 91 PM 44 1220 116 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1309 0.40 524 41 1.00 41 NB 1336 0.40 534 44 1.00 44 595 608 SB 1431 0.40 572 23 1.00 23 SB 1411 0.40 564 44 1.00 44 EB 83 1.00 83 86 1.00 86 EB 49 1.00 49 112 1.00 112 171 173 WB 98 1.00 98 73 1.00 73 WB 130 1.00 130 43 1.00 43 CLV TOTAL= 766 CLV TOTAL= 781 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - TOT2 AM V/C =0.48 PM V/C =0.49

qt, 170540\rev1\addendum\clv\3.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Greenview Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Existing Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 1328 0 PM 1496 0 AM T L R R 99 67 L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM 1066 15 PM 1194 59 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV WB 99 1.00 99 99 WB 67 1.00 67 67 NB 1081 0.40 432 0 0.00 0 NB 1253 0.40 501 0 0.00 0 432 501 SB 1496 0.00 0 SB 1328 0.00 0 CLV TOTAL= 531 CLV TOTAL= 568 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - EXIST3 CLV V/C =0.33 CLV V/C =0.36

qt, 170540\rev1\addendum\clv\3.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Greenview Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Background Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 1423 0 PM 1584 0 AM T L R R 104 70 L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM 1143 16 PM 1277 62 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV WB 104 1.00 104 104 WB 70 1.00 70 70 NB 1159 0.40 464 0 0.00 0 NB 1339 0.40 536 0 0.00 0 464 536 SB 1584 0.00 0 SB 1423 0.00 0 CLV TOTAL= 568 CLV TOTAL= 606 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - BACK3 CLV V/C =0.36 CLV V/C =0.38

qt, 170540\rev1\addendum\clv\3.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Greenview Drive Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 1511 0 PM 1596 0 AM T L R R 179 104 L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM 1162 16 PM 1285 62 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV WB 179 1.00 179 179 WB 104 1.00 104 104 NB 1178 0.40 471 0 0.00 0 NB 1347 0.40 539 0 0.00 0 471 539 SB 1596 0.00 0 SB 1511 0.00 0 CLV TOTAL= 650 CLV TOTAL= 643 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - TOT3 CLV V/C =0.41 CLV V/C =0.4

qt, 170540\rev1\addendum\clv\4.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Clubhouse Boulevard/Bowie Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Existing Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 64 1158 107 PM 34 1398 67 AM R T L R T T L BOWIE ROAD R R 11 16 LT T 3 3 L L 68 53 AM PM adjusted lefts 68 53 PM AM 0 0 L 0 0 T 296 170 R FR CLUBHOUSE BOULEVARD L T T TR L T R AM 145 1048 42 PM 195 1173 55 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1090 0.40 436 67 1.00 67 NB 1228 0.40 491 107 1.00 107 914 832 SB 1398 0.55 769 145 1.00 145 SB 1158 0.55 637 195 1.00 195 EB 0 0.00 0 68 0.60 41 EB 0 0.00 0 53 0.60 32 71 56 WB 71 1.00 71 0 0.00 0 WB 56 1.00 56 0 0.00 0 CLV TOTAL= 985 CLV TOTAL= 888 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - EXIST4 AM V/C =0.62 PM V/C =0.56

qt, 170540\rev1\addendum\clv\4.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Clubhouse Boulevard/Bowie Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Background Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 67 1245 112 PM 36 1482 70 AM R T L R T T L BOWIE ROAD R R 12 17 LT T 3 3 L L 71 55 AM PM adjusted lefts 71 55 PM AM 0 0 L 0 0 T 314 179 R FR CLUBHOUSE BOULEVARD L T T TR L T R AM 156 1124 44 PM 206 1255 58 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1168 0.40 467 70 1.00 70 NB 1313 0.40 525 112 1.00 112 971 891 SB 1482 0.55 815 156 1.00 156 SB 1245 0.55 685 206 1.00 206 EB 0 0.00 0 71 0.60 43 EB 0 0.00 0 55 0.60 33 74 58 WB 74 1.00 74 0 0.00 0 WB 58 1.00 58 0 0.00 0 CLV TOTAL= 1,045 CLV TOTAL= 949 Level of Service (LOS )= B Level of Service (LOS )= A Scenario ID - BACK4 AM V/C =0.65 PM V/C =0.59

qt, 170540\rev1\addendum\clv\4.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Clubhouse Boulevard/Bowie Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian MD 197 Peak: 7:15-8:15 Peak: 5:30-6:30 67 1245 200 PM 36 1482 82 AM R T L R T T L BOWIE ROAD R R 31 25 LT T 3 3 L L 164 97 AM PM adjusted lefts 164 97 PM AM 0 0 L 0 0 T 314 179 R FR CLUBHOUSE BOULEVARD L T T TR L T R AM 156 1124 56 PM 206 1255 145 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1180 0.40 472 82 1.00 82 NB 1400 0.40 560 200 1.00 200 971 891 SB 1482 0.55 815 156 1.00 156 SB 1245 0.55 685 206 1.00 206 EB 0 0.00 0 164 0.60 98 EB 0 0.00 0 97 0.60 58 167 100 WB 167 1.00 167 0 0.00 0 WB 100 1.00 100 0 0.00 0 CLV TOTAL= 1,138 CLV TOTAL= 991 Level of Service (LOS )= B Level of Service (LOS )= A Scenario ID - TOT4 AM V/C =0.71 PM V/C =0.62

qt, 170540\rev1\addendum\clv\5.xls-clv, f10/03/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Golf Club Entrance/Clubhouse Blvd Date of Count: 9/21/2017 N/S Road: Greenview Drive Day of Count: Thursday Conditions: Existing Traffic Analyst: Qiang Tian GREENVIEW DRIVE Peak: 7:30-8:30 Peak: 5:00-6:00 25 3 0 PM 38 0 0 AM R T L RT L CLUBHOUSE BLVD RTL R 1 13 T 1 27 L 0 1 AM PM 77 24 adjusted lefts adjusted lefts 0 1 PM AM 70 22 L 15 46 T LT 50 30 R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 57 AM 52 16 1 31 PM 28 10 0 Capacity Analysis Morning Peak Hour GREENVIEW DRIVE Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 74 1.00 74 0 1.00 0 NB 41 1.00 41 0 1.00 0 90 56 SB 38 1.00 38 52 1.00 52 SB 28 1.00 28 28 1.00 28 EB 70 1.00 70 0 1.00 0 EB 92 1.00 92 1 1.00 1 70 111 WB 2 1.00 2 22 1.00 22 WB 41 1.00 41 70 1.00 70 CLV TOTAL= 160 CLV TOTAL= 167 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - EXIST5 AM V/C =0.1 PM V/C =0.1

qt, 170540\rev1\addendum\clv\5.xls-clv, f10/03/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Golf Club Entrance/Clubhouse Blvd Date of Count: 9/21/2017 N/S Road: Greenview Drive Day of Count: Thursday Conditions: Background Traffic Analyst: Qiang Tian GREENVIEW DRIVE Peak: 7:30-8:30 Peak: 5:00-6:00 26 3 0 PM 40 0 0 AM R T L RT L CLUBHOUSE BLVD RTL R 1 14 T 1 28 L 0 1 AM PM 80 25 adjusted lefts adjusted lefts 0 1 PM AM 73 23 L 16 48 T LT 52 31 R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 59 AM 54 17 1 32 PM 29 10 0 Capacity Analysis Morning Peak Hour GREENVIEW DRIVE Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 77 1.00 77 0 1.00 0 NB 42 1.00 42 0 1.00 0 94 58 SB 40 1.00 40 54 1.00 54 SB 29 1.00 29 29 1.00 29 EB 73 1.00 73 0 1.00 0 EB 96 1.00 96 1 1.00 1 73 116 WB 2 1.00 2 23 1.00 23 WB 43 1.00 43 73 1.00 73 CLV TOTAL= 167 CLV TOTAL= 174 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - BACK5 AM V/C =0.1 PM V/C =0.11

qt, 170540\rev1\addendum\clv\5.xls-clv, f10/03/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Golf Club Entrance/Clubhouse Blvd Date of Count: 9/21/2017 N/S Road: Greenview Drive Day of Count: Thursday Conditions: Total Traffic Analyst: Qiang Tian GREENVIEW DRIVE Peak: 7:30-8:30 Peak: 5:00-6:00 26 3 0 PM 40 0 0 AM R T L RT L CLUBHOUSE BLVD RTL R 76 48 T 113 78 L 0 1 AM PM 80 25 adjusted lefts adjusted lefts 0 2 PM AM 73 23 L 191 72 T LT 52 31 R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 59 AM 54 17 1 32 PM 29 10 0 Capacity Analysis Morning Peak Hour GREENVIEW DRIVE Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 77 1.00 77 0 1.00 0 NB 42 1.00 42 0 1.00 0 94 58 SB 40 1.00 40 54 1.00 54 SB 29 1.00 29 29 1.00 29 EB 97 1.00 97 0 1.00 0 EB 271 1.00 271 1 1.00 1 212 272 WB 189 1.00 189 23 1.00 23 WB 128 1.00 128 73 1.00 73 CLV TOTAL= 306 CLV TOTAL= 330 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - TOT5 AM V/C =0.19 PM V/C =0.21

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road Name: Cherry Lane Date of Count: 9/21/2017 N/S Road Name: MD 197 Day of Count: Thursday Conditions: Existing Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5:00 317 1169 PM 239 1466 AM R T RT T T U CHERRY LANE L PM AM L 387 154 L R 544 480 R R L L T T T L T AM 388 992 PM 460 1186 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV EB 154 0.60 92 92 EB 387 0.60 232 232 NB 992 0.40 397 NB 1186 0.40 474 915 870 SB 1705 0.40 682 388 0.60 233 SB 1486 0.40 594 460 0.60 276 CLV TOTAL= 1,007 CLV TOTAL= 1,102 Level of Service (LOS )= B Level of Service (LOS )= B Scenario ID - EXIST6 CLV V/C =0.63 CLV V/C =0.69

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road Name: Cherry Lane Date of Count: 9/21/2017 N/S Road Name: MD 197 Day of Count: Thursday Conditions: Background Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5:00 333 1258 PM 252 1552 AM R T RT T T U CHERRY LANE L PM AM L 407 163 L R 573 503 R R L L T T T L T AM 410 1067 PM 483 1268 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV EB 163 0.60 98 98 EB 407 0.60 244 244 NB 1067 0.40 427 NB 1268 0.40 507 968 926 SB 1804 0.40 722 410 0.60 246 SB 1591 0.40 636 483 0.60 290 CLV TOTAL= 1,066 CLV TOTAL= 1,170 Level of Service (LOS )= B Level of Service (LOS )= C Scenario ID - BACK6 CLV V/C =0.67 CLV V/C =0.73

CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road Name: Cherry Lane Date of Count: 9/21/2017 N/S Road Name: MD 197 Day of Count: Thursday Conditions: Total Traffic Analyst: Qiang Tian qt, 170540\rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5:00 337 1296 PM 261 1636 AM R T RT T T U CHERRY LANE L PM AM L 416 164 L R 573 503 R R L L T T T L T AM 410 1078 PM 483 1346 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV EB 164 0.60 98 98 EB 416 0.60 250 250 NB 1078 0.40 431 NB 1346 0.40 538 1005 943 SB 1897 0.40 759 410 0.60 246 SB 1633 0.40 653 483 0.60 290 CLV TOTAL= 1,103 CLV TOTAL= 1,193 Level of Service (LOS )= B Level of Service (LOS )= C Scenario ID - TOT6 CLV V/C =0.69 CLV V/C =0.75

qt, 170540\rev1\addendum\clv\7.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Old Stagecoach Road/Contee Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Existing Traffic Analyst: Qiang Tian MD 197 Peak: 7:00-8:00 Peak: 5:00-6:00 234 1271 59 PM 199 1684 21 AM R T L TR T T L CONTEE ROAD R R 39 41 LT T 34 22 L 66 21 AM PM 271 190 adjusted lefts adjusted lefts 198 42 PM AM 246 173 L 30 1 T LT 553 625 R R OLD STAGECOACH ROAD L L T T R L T R AM 461 1057 7 PM 511 1172 7 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1057 0.55 581 21 1.00 21 NB 1172 0.55 645 59 1.00 59 1030 909 SB 1883 0.40 753 461 0.60 277 SB 1505 0.40 602 511 0.60 307 EB 348 1.00 348 66 1.00 66 EB 301 1.00 301 21 1.00 21 414 322 WB 232 1.00 232 173 1.00 173 WB 64 1.00 64 246 1.00 246 CLV TOTAL= 1,444 CLV TOTAL= 1,231 Level of Service (LOS )= D Level of Service (LOS )= C Scenario ID - EXIST7 AM V/C =0.9 PM V/C =0.77

qt, 170540\rev1\addendum\clv\7.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Old Stagecoach Road/Contee Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Background Traffic Analyst: Qiang Tian MD 197 Peak: 7:00-8:00 Peak: 5:00-6:00 247 1367 62 PM 209 1780 22 AM R T L TR T T L CONTEE ROAD R R 41 43 LT T 36 23 L 69 22 AM PM 285 200 adjusted lefts adjusted lefts 207 66 PM AM 259 182 L 31 1 T LT 582 655 R R OLD STAGECOACH ROAD L L T T R L T R AM 486 1138 7 PM 536 1254 7 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1138 0.55 626 22 1.00 22 NB 1254 0.55 690 62 1.00 62 1088 968 SB 1989 0.40 796 486 0.60 292 SB 1614 0.40 646 536 0.60 322 EB 363 1.00 363 69 1.00 69 EB 316 1.00 316 22 1.00 22 432 348 WB 243 1.00 243 182 1.00 182 WB 89 1.00 89 259 1.00 259 CLV TOTAL= 1,520 CLV TOTAL= 1,316 Level of Service (LOS )= E Level of Service (LOS )= D Scenario ID - BACK7 AM V/C =0.95 PM V/C =0.82

qt, 170540\rev1\addendum\clv\7.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Old Stagecoach Road/Contee Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian MD 197 Peak: 7:00-8:00 Peak: 5:00-6:00 251 1401 62 PM 218 1855 22 AM R T L TR T T L CONTEE ROAD R R 41 43 LT T 36 23 L 69 22 AM PM 295 201 adjusted lefts adjusted lefts 207 66 PM AM 268 183 L 31 1 T LT 582 655 R R OLD STAGECOACH ROAD L L T T R L T R AM 486 1148 7 PM 536 1323 7 Capacity Analysis Morning Peak Hour MD 197 Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1148 0.55 631 22 1.00 22 NB 1323 0.55 728 62 1.00 62 1121 983 SB 2073 0.40 829 486 0.60 292 SB 1652 0.40 661 536 0.60 322 EB 363 1.00 363 69 1.00 69 EB 326 1.00 326 22 1.00 22 432 357 WB 243 1.00 243 183 1.00 183 WB 89 1.00 89 268 1.00 268 CLV TOTAL= 1,553 CLV TOTAL= 1,340 Level of Service (LOS )= E Level of Service (LOS )= D Scenario ID - TOT7 AM V/C =0.97 PM V/C =0.84

qt, 170540\rev1\addendum\clv\7.xls-clv (imp), f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: Old Stagecoach Road/Contee Road Date of Count: 9/12/2017 N/S Road: MD 197 Day of Count: Tuesday Conditions: Total Traffic Analyst: Qiang Tian w. Improvement MD 197 Peak: 7:00-8:00 Peak: 5:00-6:00 251 1401 62 PM 218 1855 22 AM R T L RT T T L CONTEE ROAD RT R 41 43 L T 36 23 L 69 22 AM PM 295 201 adjusted lefts PM AM 268 183 L LT 31 1 T R 582 655 R R OLD STAGECOACH ROAD L L T T R L T R AM 486 1148 7 PM 536 1323 7 MD 197 Capacity Analysis Morning Peak Hour Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 1148 0.55 631 22 1.00 22 NB 1323 0.55 728 62 1.00 62 1121 983 SB 2073 0.40 829 486 0.60 292 SB 1652 0.40 661 536 0.60 322 EB 202 1.00 202 69 1.00 69 EB 326 1.00 326 22 1.00 22 271 348 WB 77 1.00 77 183 1.00 183 WB 66 1.00 66 268 1.00 268 CLV TOTAL= 1,392 CLV TOTAL= 1,331 Level of Service (LOS )= D Level of Service (LOS )= D Scenario ID - TOT7 AM V/C =0.87 PM V/C =0.83

qt, 170540\rev1\addendum\clv\8.xls-clv, f08/15/18 CRITICAL LANE VOLUME (CLV) METHODOLOGY for MSHA E/W Road: MD 198 Date of Count: N/S Road: Laurel Plaza Entrance/Access Day of Count: Conditions: Existing Traffic Analyst: Qiang Tian LAUREL PLAZA ENTRANCE 65 8 94 PM 3 0 16 AM R T L TR L MD 198 TR R 12 68 T T 1741 1748 T L 34 64 L AM PM PM AM L 36 12 L T 1945 1155 T T 15 3 R TR L TR MD 198 L T R AM 10 0 15 PM 21 3 24 ACCESS Capacity Analysis Morning Peak Hour Evening Peak Hour Thru Volumes + Opposing Lefts AM Thru Volumes + Opposing Lefts PM Dir VOL x LUF = Total VOL x LUF = Total CLV Dir VOL x LUF = Total VOL x LUF = Total CLV NB 15 1.00 15 16 1.00 16 NB 27 1.00 27 94 1.00 94 31 121 SB 3 1.00 3 10 1.00 10 SB 73 1.00 73 21 1.00 21 EB 1158 0.40 463 34 1.00 34 EB 1960 0.40 784 64 1.00 64 713 848 WB 1753 0.40 701 12 1.00 12 WB 1816 0.40 726 36 1.00 36 CLV TOTAL= 744 CLV TOTAL= 969 Level of Service (LOS )= A Level of Service (LOS )= A Scenario ID - EXIST8 AM V/C =0.47 PM V/C =0.61