Patuxent Green Golf Course

Transcription

1 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

2 TABLE OF CONTENTS INTRODUCTION and SUMMARY OF FINDINGS... 1 EXISTING TRAFFIC CONDITIONS Location Map of Study Intersections Existing Lane Use Existing Peak Hour Traffic Volumes... 6 BACKGROUND TRAFFIC CONDITIONS Regional Traffic Growth (1.5% Annual Rate for 3 Years) Base Peak Hour Traffic Volumes Trip Generation Totals for Approved Development Trips Generated by Approved Development Background Peak Hour Traffic Volumes TOTAL TRAFFIC CONDITIONS Trip Generation Totals for Subject Site Trip Assignment for Subject Site Total Peak Hour Traffic Volumes Results of Intersection Capacity Analyses (CLV) A Results of Intersection Capacity Analyses (HCM) Results of Queuing Analysis Recommended Future Lane Use RESULTS, RECOMMENDATIONS, AND CONCLUSIONS... 23

3 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\ _Patuxent Greens Golf Club\DOCS\REPORTS\REV1\TIS-REV2.docx) CORPORATE OFFICE The Traffic Group, Inc Franklin Square Drive, Suite H Traffic Engineers & Transportation Planners Baltimore, Maryland Fax: Merging Innovation and Excellence

4 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.

5 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.

6 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.

7 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 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.

8 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

9 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.

10 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.

11 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.

12 September 5, 2018 City of Laurel 8103 Sandy Spring Road Laurel, Maryland A SERVICE DISABLED VETERAN-OWNED SMALL BUSINESS RE: Patuxent Green City of Laurel Prince George's County, Maryland Our Job No.: CORPORATE OFFICE Baltimore, MD Suite H 9900 Franklin Square Drive Baltimore, Maryland fax: ARIZONA OFFICE DELMARVA OFFICE 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\ _Patuxent Greens Golf Club\DOCS\CORRESP\ANALYST\Addendum to TIS_Cohen.docx) Merging Innovation and Excellence

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19 TRIP RATES / FORMULAE LAND USE FORMULAE DISTRIBUTION Single-Family Detached (ITE-210, Units) Morning Trips = 0.70 x (Units) /75 Ln(Evening Trips) = 0.90 x Ln(Units) /37 Convenience Market w/gas (ksf, ITE-853) Morning Trips = x ksf 50/50 Evening Trips = 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 Wawa 4,670 sq. ft. Convenience Market w/gas Less Pass-by Trips (AM: 63%; PM: 66%) Net New Trips: Background development information obtained from PGAtlas. EXHIBIT 6 TRIP GENERATION TOTALS FOR APPROVED DEVELOPMENT Qt, \REV1\Addendum\Trips.XLS-Back, F08/15/18

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23 TRIP RATES / FORMULAE LAND USE FORMULAE DISTRIBUTION Single-Family Detached (ITE-210, Units) Morning Trips = 0.70 x (Units) /75 Ln(Evening Trips) = 0.90 x Ln(Units) /37 Townhouse/Condo Units (ITE-230, Units) Ln(Morning Trips) = 0.80 x Ln(Units) /83 Ln(Evening Trips) = 0.82 x Ln(Units) /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 Townhouse Units Total: Existing 18 Hole Golf Course Net Difference: Trip generation rates derived from ITE Trip Generation, 9th Edition, 2012 EXHIBIT 9 TRIP GENERATION TOTALS FOR SUBJECT SITE qt, \rev1\trips.xls-site (2), f10/04/17

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26 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 / MD 197 & Morris Drive A / 720 A / 762 A / MD 197 & Greenview Drive A / 531 A / 568 A / MD 197 & Clubhouse Blvd A / 985 B / 1045 B / Clubhouse Blvd & Greenview Drive A / 160 A / 167 A / MD 197 & Cherry Lane B / 1007 B / 1066 B / MD 197 & Contee Road D / 1444 E / 1520 E / 1553 w. Improvement D / 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 / MD 197 & Morris Drive A / 701 A / 746 A / MD 197 & Greenview Drive A / 568 A / 606 A / MD 197 & Clubhouse Blvd A / 888 A / 949 A / Clubhouse Blvd & Greenview Drive A / 167 A / 174 A / MD 197 & Cherry Lane B / 1102 C / 1170 C / MD 197 & Contee Road C / 1231 D / 1316 D / 1340 w. Improvement D / MD 198 & Laurel Plaza Entrance A / 969 B / 1018 B / 1027 Note: Proposed improvements are to mitigate site impact. Qt, \REV1\Addendum\LOS.xls-Results (CLV), F08/16/18 EXHIBIT 12 RESULTS OF INTERSECTION CAPACITY ANALYSES (CLV)

27 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/ MD 197 & Morris Drive A / 7.3 A / 7.5 A / MD 197 & Greenview Drive WB Greenview Drive right turn: C / 17.0 C / 18.3 C / MD 197 & Clubhouse Blvd B / 11.7 B / 12.0 B / 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 / MD 197 & Cherry Lane B / 18.1 B / 18.5 C / MD 197 & Contee Road D / 38.5 D / 43.0 D / 46.8 w. Improvement D/ 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/ MD 197 & Morris Drive A / 9.6 A / 9.9 A / MD 197 & Greenview Drive WB Greenview Drive right turn: C / 17.3 C / 18.4 C / MD 197 & Clubhouse Blvd B / 12.6 B / 12.7 B / 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 / MD 197 & Cherry Lane B / 19.8 C / 20.3 C / MD 197 & Contee Road C / 31.8 C / 33.0 C / 33.6 w. Improvement C/ MD 198 & Laurel Plaza Entrance A / 8.4 A / 8.9 A / 9.0 Qt, \REV1\Addendum\LOS.xls-Results (Synchro), F08/16/18 EXHIBIT 12A RESULTS OF INTERSECTION CAPACITY ANALYSES (HCM)

28 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: EB MD 198 thru/right: WB MD 198 left turn: 450 1/ WB MD 198 thru/right: NB MD 197 left/thru: NB MD 197 right turn: SB Irving St approach: MD 197 & Morris Drive EB Morris Drive left/thru: EB Morris Drive right turn: 70 1/ WB Morris Drive left/thru: WB Morris Drive right turn: NB MD 197 left turn: NB MD 197 thru/right: SB MD 197 left turn: SB MD 197 thru/right: MD 197 & Greenview Drive WB Greenview Drive right turn: MD 197 & Clubhouse Blvd WB Clubhouse Blvd left/thru: WB Clubhouse Blvd right turn: 300 <25 <25 <25 NB MD 197 left turn: NB MD 197 thru/right: SB MD 197 left turn: SB MD 197 thru: SB MD 197 right turn: <25 <25 <25 5. Clubhouse Blvd & Greenview Drive EB Clubhouse Blvd left/thru: EB Clubhouse Blvd right turn: <25 WB Clubhouse Blvd approach: 100 <25 < 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: EB Cherry Lane right turn: NB MD 197 left turn: NB MD 197 thru: SB MD 197 U-turn: SB MD 197 thru/right: MD 197 & Contee Road / Old Stagecoach Rd EB Contee Road left/thru: EB Contee Road right turn: WB Old Stagecoach Rd left/thru: WB Old Stagecoach Rd right turn: NB MD 197 left turn: NB MD 197 thru: NB MD 197 right turn: 200 <25 <25 <25 <25 SB MD 197 left turn: SB MD 197 thru/right: MD 198 & Laurel Plaza Entrance EB MD 198 left turn: EB MD 198 thru/right: WB MD 198 left turn: WB MD 198 thru/right: NB Access left turn: NB Access thru/right: SB Laurel Plaza Entrance left turn: 3/ 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, \REV1\Addendum\LOS.xls-Results (SimTraffic-am), F08/16/18

29 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 MD 197 & Morris Drive 3. MD 197 & Greenview Drive EB MD 198 left turn: 400 1/ EB MD 198 thru/right: WB MD 198 left turn: 450 1/ WB MD 198 thru/right: 850 1, 2/ NB MD 197 left/thru: NB MD 197 right turn: SB Irving St approach: EB Morris Drive left/thru: EB Morris Drive right turn: WB Morris Drive left/thru: WB Morris Drive right turn: NB MD 197 left turn: NB MD 197 thru/right: SB MD 197 left turn: SB MD 197 thru/right: WB Greenview Drive right turn: MD 197 & Clubhouse Blvd WB Clubhouse Blvd left/thru: WB Clubhouse Blvd right turn: 300 <25 <25 <25 5. Clubhouse Blvd & Greenview Drive NB MD 197 left turn: NB MD 197 thru/right: SB MD 197 left turn: SB MD 197 thru: SB MD 197 right turn: <25 <25 <25 EB Clubhouse Blvd left/thru: EB Clubhouse Blvd right turn: WB Clubhouse Blvd approach: 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: EB Cherry Lane right turn: NB MD 197 left turn: NB MD 197 thru: SB MD 197 U-turn: 250 <25 <25 <25 SB MD 197 thru/right: MD 197 & Contee Road / Old Stagecoach Rd EB Contee Road left/thru: EB Contee Road right turn: WB Old Stagecoach Rd left/thru: WB Old Stagecoach Rd right turn: MD 198 & Laurel Plaza Entrance NB MD 197 left turn: NB MD 197 thru: NB MD 197 right turn: 200 <25 <25 <25 <25 SB MD 197 left turn: SB MD 197 thru/right: EB MD 198 left turn: EB MD 198 thru/right: , 4/ WB MD 198 left turn: WB MD 198 thru/right: NB Access left turn: NB Access thru/right: SB Laurel Plaza Entrance left turn: 3/ SB Laurel Plaza Entrance thru/right: 3/ <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, \REV1\Addendum\LOS.xls-Results (SimTraffic-pm), F08/16/18

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31 APPENDIX Intersection Capacity Analysis Worksheets

32 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, \rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6: PM AM R T L LTR L MD 198 TR R T T T L L AM PM PM AM L L T T T R TR MD 198 L LT R L L T R AM PM 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 NB SB SB EB EB WB WB 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

33 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, \rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6: PM AM R T L LTR L MD 198 TR R T T T L L AM PM PM AM L L T T T R TR MD 198 L LT R L L T R AM PM 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 NB SB SB EB EB WB WB 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

34 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, \rev1\addendum\clv\1.xls-clv, f08/15/18 IRVING STREET Peak: 7:15-8:15 Peak: 5:15-6: PM AM R T L LTR L MD 198 TR R T T T L L AM PM PM AM L L T T T R TR MD 198 L LT R L L T R AM PM 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 NB SB SB EB EB WB WB 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

35 qt, \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: PM AM R T L LTR L MD 198 TR R T T T L L AM PM PM AM L L T T T R TR MD 198 L L LT R L L T R AM PM 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 NB SB SB EB EB WB WB 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

36 qt, \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: PM AM R T L TR T T L MORRIS DRIVE R R LT T 3 7 L AM PM adjusted lefts adjusted lefts PM AM L 2 3 T LT R R MORRIS DRIVE L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

37 qt, \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: PM AM R T L TR T T L MORRIS DRIVE R R LT T 3 7 L AM PM adjusted lefts adjusted lefts PM AM L 2 3 T LT R R MORRIS DRIVE L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

38 qt, \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: PM AM R T L TR T T L MORRIS DRIVE R R LT T 3 7 L AM PM adjusted lefts adjusted lefts PM AM L 2 3 T LT R R MORRIS DRIVE L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

39 qt, \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: PM AM T L R R L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM PM 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 WB NB NB SB SB 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

40 qt, \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: PM AM T L R R L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM PM 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 WB NB NB SB SB 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

41 qt, \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: PM AM T L R R L 0 0 AM PM GREENVIEW DRIVE T T TR T R AM PM 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 WB NB NB SB SB 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

42 qt, \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: PM AM R T L R T T L BOWIE ROAD R R LT T 3 3 L L AM PM adjusted lefts PM AM 0 0 L 0 0 T R FR CLUBHOUSE BOULEVARD L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

43 qt, \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: PM AM R T L R T T L BOWIE ROAD R R LT T 3 3 L L AM PM adjusted lefts PM AM 0 0 L 0 0 T R FR CLUBHOUSE BOULEVARD L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

44 qt, \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: PM AM R T L R T T L BOWIE ROAD R R LT T 3 3 L L AM PM adjusted lefts PM AM 0 0 L 0 0 T R FR CLUBHOUSE BOULEVARD L T T TR L T R AM PM 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 NB SB SB EB EB WB WB 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

45 qt, \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: PM AM R T L RT L CLUBHOUSE BLVD RTL R 1 13 T 1 27 L 0 1 AM PM adjusted lefts adjusted lefts 0 1 PM AM L T LT R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 57 AM PM 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 NB SB SB EB EB WB WB 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

46 qt, \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: PM AM R T L RT L CLUBHOUSE BLVD RTL R 1 14 T 1 28 L 0 1 AM PM adjusted lefts adjusted lefts 0 1 PM AM L T LT R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 59 AM PM 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 NB SB SB EB EB WB WB 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

47 qt, \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: PM AM R T L RT L CLUBHOUSE BLVD RTL R T L 0 1 AM PM adjusted lefts adjusted lefts 0 2 PM AM L T LT R R LTR GOLF CLUB ENTRANCE adjusted lefts L T R 59 AM PM 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 NB SB SB EB EB WB WB 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

48 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, \rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5: PM AM R T RT T T U CHERRY LANE L PM AM L L R R R L L T T T L T AM PM 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 EB NB NB SB SB 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

49 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, \rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5: PM AM R T RT T T U CHERRY LANE L PM AM L L R R R L L T T T L T AM PM 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 EB NB NB SB SB 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

50 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, \rev1\addendum\clv\6.xls-clv, f08/15/18 MD 197 AM Peak: 07:30-8:30 PM Peak: 04:00-5: PM AM R T RT T T U CHERRY LANE L PM AM L L R R R L L T T T L T AM PM 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 EB NB NB SB SB 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

51 qt, \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: PM AM R T L TR T T L CONTEE ROAD R R LT T L AM PM adjusted lefts adjusted lefts PM AM L 30 1 T LT R R OLD STAGECOACH ROAD L L T T R L T R AM PM 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 NB SB SB EB EB WB WB 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

52 qt, \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: PM AM R T L TR T T L CONTEE ROAD R R LT T L AM PM adjusted lefts adjusted lefts PM AM L 31 1 T LT R R OLD STAGECOACH ROAD L L T T R L T R AM PM 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 NB SB SB EB EB WB WB 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

53 qt, \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: PM AM R T L TR T T L CONTEE ROAD R R LT T L AM PM adjusted lefts adjusted lefts PM AM L 31 1 T LT R R OLD STAGECOACH ROAD L L T T R L T R AM PM 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 NB SB SB EB EB WB WB 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

54 qt, \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: PM AM R T L RT T T L CONTEE ROAD RT R L T L AM PM adjusted lefts PM AM L LT 31 1 T R R R OLD STAGECOACH ROAD L L T T R L T R AM PM 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 NB SB SB EB EB WB WB 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

55 qt, \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 PM AM R T L TR L MD 198 TR R T T T L L AM PM PM AM L L T T T 15 3 R TR L TR MD 198 L T R AM PM 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 NB SB SB EB EB WB WB 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