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Home My WebLink About06-08 Traffic Impact AnalysisTraffic Impact Analysis 01 HUr T assisted Living Prepared For: February 1, 2008 Frederick County, Virginia Bowman Consulting Group 124 East Cork Street Winchester, VA 22601 Prepared By: Gorove /Slade Associates, Inc 1140 Connecticut Avenue Suite 700 Washington, DC 20036 Tel: 202.296.8625 Fax: 202.785.1276 GOROVE /SLADE ASSOCIATES. INC. Transportation, Traffic and Parking PREPARED BY: Gorove /Slade Associates, Inc. 3914 Centreville Road Suite 330 Chantilly, VA 20151 Tel: 703.787.9595 Fax: 703.787.9905 ADDITIONAL OFFICES: 651 Holiday Drive Suite 300 Pittsburgh, PA 15220 Tel: 412- 928 -1730 Fax: 412. 928.1731 www.goroveslade.com 825 Chicago Avenue Suite D Chicago, IL 60202 Tel: 847.733.1390 Fax: 847.733.1391 This document, together with the concepts and designs presented herein, as an instrument of services, is intended for the specific purpose and client for which is was prepared. Reuse of and improper reliance on this document without written authorization by Gorove /Slade Associates, Inc., shall be without liability to Gorove /Slade Associates, Inc. HH Hunt Assisted LiviOraffic Impact Analysis TABLE OF CONTENTS List of Figures List of Tables Executive Summary Introduction Scope of Study Existing Conditions (2008) Existing Roadway Network Existing Traffic Volumes Existing Conditions Capacity Analysis February 1, 2008 2 3 1 3 4 4 4 5 Future Conditions Without Development (Future Background 2010) 7 Planned Roadway Improvements 7 Future Conditions without Development Traffic Volumes 7 Future Conditions without Development Capacity Analysis 8 Future Conditions With Development (Total Future 2010) 10 Site Description 10 Site Access 10 Site Generated Volumes 10 Directional Distribution, Trip Assignment, and Total Future Traffic Volumes 11 Total Future Capacity Analysis 13 Warrant Analyses- Right Turn Lane 15 Pedestrian and Bike Facilities on Site 16 Queuing analysis (2010) 16 Conclusions 17 i HH Hunt Assisted Livin`raffic Impact Analysis LIST OF FIGURES Figure 1: Regional Map and Site Location 2 Figure 2: Existing (2008) Conditions 6 Figure 3: Future Conditions without Development (2010) 9 Figure 4: Site Generated PM /SAT Peak Hour Traffic Volumes 12 Figure 5: Future Conditions with Development (2010) 14 LIST OF TABLES Table 1: Existing (2008) Intersection Capacity Analysis 5 Table 2: Future Conditions without Development (2010) Intersec Table 3: Proposed Site Trip Generation (2010) Table 4: Future Conditions with Development (2010) Intersection Table 5: Warrant Analysis for Right Turn Lanes February 1, 2008 on Capacity Analysis 8 10 Capacity Analysis 13 15 HH Hunt Assisted Liu' raffle Impact Analysis EXECUTIVE SUMMARY The following report presents the findings of a traffic impact analysis for the proposed HH Hunt Assisted Living development in Frederick County, Virginia. The site is located just outside the city of Winchester along the south side of Route 50 (Northwestern Pike) bounded by Echo Lane to the west and Ward Avenue /Botanical Boulevard to the east. The proposed HH Hunt development plan consists of approximately 84 beds for assisted living housing. The development will have primary access from Ward Avenue and a secondary limited access from Route 50 (Northwestern Pike). The project is scheduled to be built -out by the year 2010. The analysis presented in this report supports the following major conclusions: Existing Conditions (2008) No mitigations are required at the study intersections under the existing conditions based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). Future Conditions without Development (Future Background 2010): Future Conditions with Development (Total Future 2010): The HH Hunt development during the peak traffic hours will generate: February 1, 2008 No mitigations are required at the study intersections under the future conditions without development scenario based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). The projected site trips for the assisted living development will have a negligible impact on the roadway network within the vicinity of the site. Approximately 25 trips during the PM peak Hour (13 in and 12 out) and 34 Saturday peak hour trips (18 in and 16 out). Approximately 1 trip every 2 minutes will travel along Route 50 (Northwestern Pike) in the PM and Saturday peak hours. All intersections operate at an acceptable level of service based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). iii HH Hunt Assisted Lisp Traffic Impact Analysis INTRODUCTION This report presents the findings of a traffic impact analysis for the proposed HH Hunt Assisted Living development in Frederick County, Virginia. The site is located just outside the City of Winchester along the south side of Route 50 (Northwestern Pike) bounded by Echo Lane in the west and Ward Avenue /Botanical Boulevard to the east. The general location of the site is indicated in the regional map found in Figure 1. The proposed assisted living development plan consists of approximately 84 beds for assisted living housing. Two (2) access points to the proposed site will be provided. The primary site drive is along Ward Avenue, just south of the intersection of Route 50 (Northwestern Pike) with Ward Avenue. The secondary site drive is located along Route 50 (Northwestern Pike) along Echo Lane (Limited Access). The development site is currently zoned as a Rural Area (RA). A rezoning of the property to B2 is being proposed for the assisted living residential development. The following tasks were undertaken as part of this study in accordance with direction received from VDOT staff in a scoping meeting held on January 17, 2008: Field reconnaissance in the vicinity of the site was performed to collect information related to existing traffic controls, roadway geometry, and traffic flow characteristics; Traffic counts were conducted on Thursday, January 10, 2008 and Saturday, January 12,2008 during the afternoon and Saturday peak hours at the intersections located within the study area; o Future traffic conditions were projected based on inherent traffic growth of two percent compounded annually over a two -year period to account for regional development along the roadway network along with the trips generated from the background development within the vicinity of the study area and the proposed site plan. Site traffic volumes were generated based on the methodology outlined in the Institute of Transportation Engineers' (ITE) Trip Generation 7` Edition. The ITE Trip generation rate for assisted living developments is approximately 4 trips per day per bed. Intersection capacity analyses were performed using Synchro, version 6.0 based on the Highway Capacity Manual methodology. Traffic analyses were performed for the existing conditions (2008), future conditions without development (Future Background 2010), and future conditions with development (Total Future 2010) at the intersections and roadway segments contained within the study area. Sources of data for this study include Frederick County, VDOT, and the office files and field reconnaissance efforts of Gorove /Slade Associates, Inc. February 1, 2008 1 HH Hunt Assisted LiviTraffic Impact Analysis Figure 1: Regional Map and Site Location February 1, 2008 f�'c•R h v .'e ti e rn 1 =iks `all Dr SITE Rnttr,d Hm 4111 F;. 4.111t CrA=G Rain Hi$ ft9 .7? C..uT t;.gs94 -_y2r 0 Fa+'t Mart) 522' 50 Winchester Alt ;11 W 'd to H E 7 T E 17: Barmett '6'tY EJUfl, J al Park S1 y Nstr_:.k L o Y o. R G I N A A 8uerii2g Frederick Knells Burnt F P 447 Q 4 y 1' fX S Itk xxst:er' 6 meter .�C tad alCmt r -fr .�w 'thy C.t HH Hunt Assisted Liv Traffic Impact Analysis Scope of Study The following intersections were identified for inclusion in this study: Route 50 (Northwestern Pike) and Echo Lane; Route SO (Northwestern Pike) and Ward Avenue /Botanical Boulevard; All site driveways associated with the proposed site. This report presents the findings of analyses performed for the following conditions: Existing Conditions (2008): Consider existing traffic volumes and existing roadway configurations during the weekday evening and Saturday peak hours. Future Conditions without Development (Future Background 2010): Consider future traffic conditions resulting from inherent traffic growth, but do not include volumes generated by the proposed HH Hunt Assisted Living development. Future Conditions with Development (Total Future 2010): Consider future traffic volumes with the background growth and traffic generated by the proposed site. The results of the analysis and the traffic impacts associated with the proposed development plan are presented in the Conclusion section of this report. February 1, 2008 3 HH Hunt Assisted Liviil>/fraffic Impact Analysis Egi EXISTING CONDITIONS (2008) Existing Roadway Network A description of the major roadways within the immediate vicinity of the site is presented below: Route 50 (Northwestern Pike} is a four -lane, divided roadway with posted speed limit of 35 mph in the vicinity of the site. Echo Lane is a two -lane, undivided roadway. There is no median break at the intersection of Echo Lane. Hence, the northern and southern approaches have a right -in right -out access. Ward Avenue is a two -lane, undivided roadway. There was no posted speed limit sign in the vicinity of the site. Botanical Boulevard is a four -lane, undivided roadway with a posted speed limit of 35 mph in the vicinity of the site. Figure 2 illustrates the local roadway network with the existing intersection lane uses and traffic control devices. Existing Traffic Volumes In order to determine the peak hour turning movement traffic volumes, traffic counts were conducted on Thursday, January 10, 2008 from 4:00 PM to 7:00 PM and on Saturday, January 12, 2008 from 11:00 AM to 2:00 PM. Analysis of the existing traffic data determined that the weekday afternoon peak hour occurred from 4:45 PM to 5:45 PM and the Saturday peak hour occurred from 12:45 PM to 1:45 PM. The existing peak hour traffic volumes for the intersections contained within the study area are shown in Figure 2. The existing turning movement counts are included in the Technical Appendix. February 1, 2008 4 HH Hunt Assisted LivTraffic Impact Analysis Table 1: Existing (2008) Intersection Capacity Analysis Intersection (Lane Group) February 1, 2008 Existing Conditions Capacity Analysis Intersection and roadway capacity analyses were performed for the existing conditions at the intersections and roadway segments contained within the study area during the afternoon and Saturday peak hours. Synchro, version 6.0 was used to analyze the study intersections based on the Highway Capacity Manual methodology. The results of the intersection capacity analyses are presented in Table 1, and are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group. Figure 2 illustrates the results graphically. Existing Conditions PM Peak Hour SAT Peak Hour Level of Delay Level of Delay Service (sec /veh) Service (sec /veh) Route 50 and Echo Lane Drive (Unsignalized Northbound Right A 0.0 A 0.0 Southbound Right A 9.1 A 9.7 Route 50 and Ward Avenue /Botanical Boulevard (Signalized) Overall A 8.6 A 8.8 Eastbound Left D 45.5 D 51.9 Eastbound Through A 7.6 A 8.2 Eastbound Right A 6.0 A 5.6 Westbound Left D 45.6 D 50.7 Westbound Through A 6.2 A 6.6 Westbound Right A 4.9 A 5.0 Northbound Left /Through D 43.2 D 49.5 Northbound Right D 42.2 D 48.1 Southbound Left A 0.0 D 49.0 Southbound Left /Through A 0.0 D 49.1 Southbound Right D 44.4 D 48.5 There is no median break at the intersection of Echo Lane with Route 50. Hence, the northern and southern approaches have a right.in right-out access According to VDOT guidelines on traffic operations performance, it is desirable to achieve a LOS D or better per lane group. The results presented in the Table 1 conclude that: No mitigations are required at the study intersections under the existing conditions based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). 5 HH Hunt Assited Livin lopment Existing Lane Configuration and Traffic Control LEGEND Existing ConditIom Lane Configuration Traffic Signal -a- Stop Sign Existing PM /SAT Peak Hour Traffic Volumes LEGEND -00000 Peak HourTraffic x00/00 Volumes JAL 0/0 768/966- 15 Route 50 (Northwestern Pike) t-0/0 851/1069 Route 50 (Northwestern Pike) J aoa JIB 2/7 J 2]519 39/40 E I1 r 3 r 40/17 t 1r Existing PM /SAT Peak Hour Levels of Service LEGEND `NA Peak Hour Level of Service r Route 50 (Northwestern Pike) 0/0 NA� NAB g A NA A NA co ( 0/0 NA 1 r on on Figure 2 Existing (2008) Conditions February 1, 2008 6 HH Hunt Assisted LivTraffic Impact Analysis February 1. 2008 FUTURE CONDITIONS WITHOUT DEVELOPMENT (FUTURE BACKGROUND 2010) Planned Roadway Improvements There are no planned roadway improvements in the area. Future Conditions without Development Traffic Volumes The construction of the proposed assisted living development is anticipated to be complete in 2010. Typically, future traffic volumes are projected by increasing existing traffic volumes to the build -out year using a growth rate based on historical traffic growth. Based on historical data obtained from VDOT, an inherent growth rate of two (2) percent per year over a two -year period, or a total increase of 4.04% was applied to the existing traffic volumes along Route 50. The Valley Health Systems, Degrange Property and WWW Property sites were the approved developments identified at the scoping meeting with VDOT and the County. These approved developments are located in close proximity of the proposed Assisted Living Facility, north of Route 50 (Northwestern Pike). The traffic studies for these approved developments were prepared by PHR +A, and were utilized in order to calculate the trip generation and distribution. The trip generation tables and distribution for the approved developments is attached in the appendix section of the report. The trips generated by the background approved developments along with the inherent growth were added to the existing volumes to estimate the future volumes without development as illustrated in Figure 3. 7 HH Hunt Assisted Livi raffic Impact Analysis Future Conditions without Development Capacity Analysis Intersection capacity analyses were performed for the future background conditions at the intersections and roadway segments contained within the study area during the afternoon and Saturday peak hours. Synchro, version 6.0 was used to analyze the study intersections based on the Highway Capacity Manual methodology. The results of the intersection capacity analyses are presented in Table 2 and Figure 3. The detailed analysis worksheets are contained in the Technical Appendix. Table 2: Future Conditions without Development (2010) Intersection Capacity Analysis Intersection (Lane Group) Future Conditions Without Development PM Peak Hour SAT Peak Hour Level of Delay Level of Delay Service (sec /veh) Service (sec /veh) Route 50 and Echo Lane (Unsignalized Northbound Right A 0.0 A 0.0 Southbound Right A 9.1 A 9.5 Route 50 and Ward Avenue /Botanical Boulevard (Signalized) •Overall B 17.5 C 28.8 Eastbound Left D 46.2 D 41.9 Eastbound Through 9 15.9 D 36.6 Eastbound Right A 9.3 B 14.2 Westbound Left D 47.7 D 42.3 Westbound Through B 13.3 C 20.6 Westbound Right B 11.2 B 13.5 Northbound Left /Through D 45.7 D 37.8 Northbound Right D 44.8 D 37.0 Southbound Left D 44.0 C 33.2 Southbound Left /Through D 44.0 C 33.3 Southbound Right D 41.4 C 25.2 There is no median break at the intersection of Echo Lane with Route 50. Hence, the northern and southern approaches have a right-in right-out access As mentioned earlier in the report, it is desirable to achieve a LOS D or better per lane group. The results in Table 2 conclude that: All study intersections operate at an acceptable level of service under the future conditions without development scenario. February 1, 2008 8 HH Hunt Assisted Livinselopment Future Background Lane Configuration and Traffic Control LEGEND Ex sting Conditions Lane Configuration Traffic Signal Stop Sign Future Background PM /SAT Peak Hour Traffic Volumes LEGEND 00/00 Peak HourTraff c 00/00 Volumes 4- 00/00 rvoo J l L 0/0 1312/1512 1/0 n Route 50 (Northwestern Pike) t 0/0 1104/1608 Route 50 (Northwestern Pike) 62/116il 1209/1354- 41/42- 1 207/97 1053/1487 n 42(18 ;ate Future Background PM /SAT Peak Hour Levels of Service LEGEND L Peak Hour Level of —A/A Service Route 50 Northwestern Pi Figure 3 Future Conditions without Development (2010) February 1, 2008 9 HH Hunt Assisted Livi raffic Impact Analysis FUTURE CONDITIONS WITH DEVELOPMENT (TOTAL FUTURE 2010) Site Description The proposed HH Hunt Assisted Living development is located just outside the city of Winchester along the south side of Route 50 (Northwestern Pike) bounded by Echo Lane to the west and Ward Avenue /Botanical Boulevard to the east. The proposed development plan consists of approximately 84 beds for assisted living housing. The development will have primary access from Ward Avenue and a secondary limited access from Route 50 (Northwestern Pike). The project is scheduled to he built -out by the year 2010. Site Access Two access points to the proposed site will be provided. The primary site drive will be along Ward Avenue (Full Access), whereas the existing right -in right -out access (Echo Lane South) along Route 50 (Northwestern Pike) will form the secondary site drive (limited access). Site Generated Volumes In order to calculate the trip generation for the proposed development, the ITE's Trip Generation, 7 Edition publication was used to determine the trips into and out of the proposed site for the weekday afternoon and Saturday peak hours as well as for the entire day. Table 3 presents the new trips generated by the proposed site. Table 3: Proposed Site Trip Generation (2010) Land Use Assisted Living Total Future Trip Generation ITE Size PM Peak Hour SAT Peak Hour Daily Code In Out Total In Out Total Total 254 84 Beds 13 12 25 18 16 34 231 Total Site Trips 13 12 25 18 16 34 231 February 1, 2008 1 0 HH Hunt Assisted Livi O raffic Impact Analysis Directional Distribution, Trip Assignment, and Total Future Traffic Volumes The distribution of the proposed site trips was based on existing volumes and anticipated traffic patterns. Based on the location of the proposed site and the existing traffic data, the inbound and outbound trips calculated for the weekday morning and afternoon peak hours were routed in the roadway network to the site based on the direction of approach assumptions presented below: Direction of Approach: Route 50 (west of Echo Lane) 10% Route 50 (east of Ward Avenue) 90% Number of vehicles entering and exiting the site entrances: Inbound (PMPH /SATPH) Primary site drive (Ward Avenue) 12 /16 (90 Secondary site drive (Echo Lane) 1/2 (10 Outbound (PMPH /SATPH) The site traffic assignment for the weekday morning and afternoon peak hours is illustrated in Figure 4. The proposed site trips were added to the future background volumes in order to establish the total future 2010 traffic volumes, and are shown in Figure 5. February 1, 2008 Primary site drive 5/6 (40 Secondary site drive 7/10 (60 11 HH Hunt Assited Livintlopment Figure 4 Site Generated PM /SAT Peak Hour Traffic Volumes February 1, 2008 12 Total Future Lane Configuration J and Traffic Control m J kL r_ Route 50 (Northwestern Pike) LEGEND E Conditions i t- Lane Configuration w Traffic Signal 1 Stop sign 2 Route 50 (Northwestern Pike) 90 /0 10% LEGEND -00/00 Peak HourTraffc —00/00 Volumes __mix E Background Site Generated 0 00 o J I L Traffic Volumes 000 i_ 0/0 1/2 Route 50 (Northwestern Pike) J m L 0 I L /0 —0/0 0/0 x 12/16 0/0 J 0 /2n A w LEGEND 0/0 J 2 o o� 0 aQ J 'I I r m 00 00/ Site Traffic Volumes 516 0/0- r 00 /00 HH Hunt Assited Livintlopment Figure 4 Site Generated PM /SAT Peak Hour Traffic Volumes February 1, 2008 12 HH Hunt Assisted Livirraffic Impact Analysis Intersection (Lane Group) Route 50 and Echo Lane (Unsignalized Northbound Right Southbound Right February 1, 2008 B A Site Drive (Full Access) and Ward Avenue (Unsignalized) Eastbound Left /Right A Northbound Through A Total Future Capacity Analysis Intersection capacity analyses were performed for the total future 2010 traffic conditions at the intersections and roadway segments contained within the study area during the morning and afternoon peak hours. Synchro, version 6.0 was used to analyze the study intersections based on the Highway Capacity Manual methodology. The results of the intersection capacity analyses for the total future conditions are presented in Table 4. The detailed analysis worksheets are contained in the Technical Appendix. Table 4: Future Conditions with Development (2010) Intersection Capacity Analysis Future Conditions With Development PM Peak Hour SAT Peak Hour Level of Delay Level of Delay Service (sec /veh) Service (sec /veh) 14.8 C 16.8 9.1 A 9.6 Route 50 and Ward Avenue /Botanical Boulevard (Signalized) Overall 8 18.1 C 34.0 Eastbound Left D 44.8 D 50.4 Eastbound Through B 16.7 D 39.5 Eastbound Right A 9.7 B 15.4 Westbound Left D 47.0 D 44.1 Westbound Through B 13.7 C 28.3 Westbound Right B 11.5 B 18.0 Northbound Left /Through D 45.2 D 41.8 Northbound Right D 44.2 D 40.8 Southbound Left D 43.5 D 36.8 Southbound Left /Through D 43.4 D 37.0 Southbound Right D 40.9 C 27.9 9.2 A 9.0 0.0 A 0.0 There is no median break at the intersection of Echo Lane with Route 50. Hence, the northern and southern approaches have a right-in right-out access All the study intersections would operate at acceptable levels of service. As mentioned before, it is desirable to achieve a LOS D or better per lane group. The results in Table 4 conclude that: The proposed HH Hunt Assisted Living development will generate approximately 1 trip/ 2 minutes along Route 50 (Northwestern Pike) in the PM and Saturday peak period respectively. Figure 5 shows the results graphically. 13 HH Hunt Assisted Livin lopment Total Future Lane Configuration and Traffic Control LEGEND Ex Conditions t— Lane configuration Traffic Signal 1 Stop Sign Site Improvements Total Future PM /SAT Peak Hour Traffic Volumes LEGEND 00 /00 Peak HaurTraffc rw Volumes Jl_ 0/0 1312/1512-- 2/2—i 6 0/0 --11 05/1609 0 r Route 50 (Northwestern Pike) Route 50 (Northwestern Pike) J L 62/116— 1216/1354- 41/42-, mr am J 5/6 J-1 1 �2 oC r L 207/97 1053,/1487 c 54/3c -r Total Future PM /SAT Peak Hour Levels of Service LEGEND NA Peak Hour Level of Service m Route 50 (Northwestern Pike) 000 JkL- 000 A/A 1 0 00 Figure 5 Future Conditions with Development (2010) February 1,2008 14 HH Hunt Assisted Liviliraffic Impact Analysis WARRANT ANALYSES- RIGHT TURN LANE Right turn warrant analyses were reviewed for the right -in right -out site entrance along Route 50 (Northwestern Pike). Based on Virginia Department of Transportation (VDOT) Road Design Manual, warrant analysis for right turn lane was performed at the proposed driveways to determine if a right turn lane is required. It should be noted that the VDOT Road Design Manual provides a guideline for left -turn and right -turn facilities to be considered on four -lane highways. Table 5 presents the results of this analysis. Table 5: Warrant Analysis for Right Turn Lanes Intersection Route 50 and Secondary Site Drive (BIRO) February 1, 2008 Approach Right Turn Right Turn Warrant Analysis Volume Volume PM SAT PM SAT PM Right Turns SAT Right Turns 1314 1514 2 2 Notes: 1. Source: VDOT Road Design Manual (Table C-1-9). 2. Warrant Analysis is based on the future with development (2010) volumes Right turn lane not required Right turn lane not required As shown in Table 5, right turn lane or taper is not required at the intersection of Route 50 (Northwestern Pike) with Secondary Site Drive (RIRO). The VDOT Subdivision and Commercial Entrance Spreadsheet for the Edinburg District for four lane divided highways was also used in order to check the requirement for a right turn lane. The spreadsheet revealed that a right turn lane is required at the entrance. The Subdivision and Commercial Entrance Worksheet recommends turn lanes based on a combination of factors such as Posted Speed Limit, Highway Traffic Volume etc. The factors taken into consideration are translated into points, which are tallied in order to come up with the recommendations. The traffic volume data i.e. existing as well as site generated (VPD's) is also converted into points based on the range in which they fit in. The ranges in which traffic volumes are evaluated is depicted in increments of 500 VPD's, starting from 0 working up to 6,000. The Subdivision and Commercial Entrance Worksheet is therefore very generic in structure as compared to the VDOT Road Design Manual Guidelines. The VDOT Road Design Manual guidelines are very specific, especially for right turn bay analysis. The recommendations are based on the specific peak hour volumes for approaches and especially right turns. Based on the above information coupled with the fact that the Secondary Site Drive (RIRO) has a projected peak hour volume of approximately 2 vehicles turning right in the peak hour, a right turn bay is not recommended at this Site Entrance. The detailed analysis worksheets are provided in the technical appendix. 15 HH Hunt Assisted Liviikraffic Impact Analysis PEDESTRIAN AND BIKE FACILITIES ON SITE For non vehicular transportation features on the site, please refer to the concept plan prepared by Bowman Consultants that will accompany this report. QUEUING ANALYSIS (2010) February 1, 2008 Queuing analyses were performed at the existing and proposed intersections contained within the vicinity of the proposed development to determine any queuing issues under future traffic conditions (2010). The queuing analyses were performed using Synchro, version 6.0. The queuing analyses results are expressed in terms of the 95 percentile and 50` percentile queue Length (in feet). The 50t percentile queue length is the average queue length observed during the peak hour. The 95` percentile queuing results show the worst -case scenario and has the probability of occurring approximately once in the peak hour. Hence, for design purposes, the 50` percentile queue results are representative of the actual conditions. The queuing analysis results table and worksheets are included in the Technical Appendix. 16 HH Hunt Assisted Livin Impact Analysis CONCLUSIONS This report presents the findings of a traffic impact analysis for the proposed HH Hunt Assisted Living development in Frederick County, Virginia. The site is located just outside the city of Winchester along the south side of Route 50 (Northwestern Pike) bounded by Echo Lane to the west and Ward Avenue /Botanical Boulevard to the east. The proposed HH Hunt development plan consists of approximately 84 beds for assisted living housing. The development will have primary access from Ward Avenue and a secondary limited access from Route 50 (Northwestern Pike). The project is scheduled to be built -out by the year 2010. The analysis presented in this report supports the following major conclusions: Existing Conditions (2008) No mitigations are required at the study intersections under the existing conditions based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). Future Conditions without Development (Future Background 2010): No mitigations are required at the study intersections under the future conditions without development scenario based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). Future Conditions with Development (Total Future 2010): The projected site trips for the assisted living development will have a negligible impact on the roadway network within the vicinity of the site. The HH Hunt development during the peak traffic hours will generate: Approximately 25 trips during the PM peak Hour (13 in and 12 out) and 34 Saturday peak hour trips (18 in and 16 out). Approximately 1 trip every 2 minutes will travel along Route 50 (Northwestern Pike) in the PM and Saturday peak hours. All intersections operate at an acceptable level of service based on the criteria set forth by the Virginia Department of Transportation (VDOT) (LOS D or better per lane group). February 1, 2008 17 gl 100 R 0 alc TI DATE JAN. 2008 I JOB No. 5132 -01 -0031. 0TO DESIGN DATE 1ii i o,, LTH 1 .COOP CESai0 ❑c. No. 3,001 g •3 ,$3 REVISIONS GENERALIZED DEVELOPMENT PLAN HHHUNT CORPORATION ROUTE 50 ASSISTED LIVING FACILITY BACK CREEK MAGISTERIAL DISTRICT FREDERICK COUNTY, VIRGINIA Batman Consarg Camp. 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D O 4 t N O �r- L aimmum. to tr d �mc p'rn m O a zz r�* 0 23 m r- (t Z Z 0 4 HH Hunt Assisted Livinleraffic Impact Analysis TECHNICAL APPENDIX TABLE OF CONTENTS APPENDIX A EX /STING (2008) TRAFFIC VOLUMES COUNT SHEETS APPENDIX B LEVEL OF SERVICE DEFINITIONS APPENDIX C SCOPING DOCUMENT APPENDIX D INTERSECTION CAPACITY ANALYSIS RESULTS EXISTING CONDITION APPENDIX E INTERSECT /ON CAPACITY ANAL YSIS RESULTS FUTURE CONDITIONS WITHOUT DEVELOPMENT APPENDIX F -1 TR /PS GENERATION FOR BACKGROUND DEVELOPMENTS APPENDIX F -2 TR /PS DISTR /BUT /ON FOR BACKGROUND DEVELOPMENTS APPENDIX G INTERSECTION CAPACITY ANALYSIS RESULTS FUTURE CONDITIONS WITH DEVELOPMENT APPENDIX H QUEUING ANALYSIS (2010) HH Hunt Assisted Liviirattic Impact Analysis APPENDIX A EXISTING (2008) TRAFFIC VOLUMES COUNT SHEETS Intersection: NORTHWESTERN AVENUE (RTE. 50) AT ECHO LANE AM PEAK Direction: Roadway: Movement: Right Southbound ECHO LANE Thru Lett Peds Right Westbound RTE. 50 Thru Left Peds Right Northbound ECHO LANE Thru Lett Ped: c Eastbound RTE. 50 Right Thru I eft Peds 6:00 AM t0 6:15 AM 6:15 AM to 6:30 AM 6:30 AM to 6:45 AM 6:45 AM to 7:00 AM 7:00 AM to 7:]5 AM 7:15 AM to. 7:30 AM 7:30 AM to 7:45 AM 7:45 AM to 8:00 AM 8:00 AM to 8:15 AM 8:15 AM to 8:30 AM 8:30 AM to 8:45 AM 8:45 AM to 9:00 AM PM PEAK Direction: Roadway: Movement: Right Southbot.ind ECHO LANE Thru Lett Peds Right Westbound RTE. 50 Thru Lelt Peds Right Northbound ECHO LANE Thru Left Pods Right Eastbound RTE. 50 Thru Left Peds 4:00 PM Ito 4:15 PM 0 1 1 0 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 2 2 0 1 0 0 0 0 0 1 0 3 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 227 0 201 0 186 0 177 0 214 0 186 0 178 0 175 0 184 0 163 0 158 0 114 0 0 0 0 0 0 0 0 3 0 0 0 0 4:15 PM to 4:30 PM 4:30 PM to 4:45 PM 4:45 PM to 5:00 PM 5:00 PM to 5:15 PM 5:15 PM to 5:30 PM 5:30 PM to 5:45 PM 5:45 PM to 6:00 PM 6:00 PM to 6:15 PM 6:15 PM to 6:30 PM 6:30 PM to 6:45 PM' 6:45 PM to 7:00 PM PEAK HOURS Direction: Roadway: Movement AM INTERSECT /ON PEAK HOUR 6:00 AM to 7:00 AM PM INTERSECTION PEAK HOUR 4:00 PM to 5:00 PM AM SYSTEM PEAK HOUR 6:00 AM to 7:00 AM PM SYSTEM PEAK HOUR 4:45 PM to 5:45 PM Right 0 2 0 0 Southbound ECHO LANE Thru Lett 0 0 0 0 0 0 0 0 Peds 0 2 0 0 Right 0 4 0 2 Westbound RTE. 50 Thru Lett 0 0 0 0 0 0 0 0 Peds 0 2 0 0 Right 0 0 0 0 Northbound ECHO LANE Thru Left 0 0 0 0 0 0 0 0 Peds 0 0 0 0 Right 0 1 0 0 Eastbound RTE. 50 Thru Left 0 0 791 0 0 0 755 0 'Peds 0 0 0 0 PEAK HOUR FACTORS AM PEAK HOUR PM PEAK HOUR Overall AM Period Intersection Voloine: Southbound Westbound Northbound Eastbound ECHO LANE Right Thru Lelt 0.00 0,00 0.00 0.00 0.00 0.00 AM PEAK HOUR FACTOR 0 Peds Right N/A 0.00 N/A 0.50 3010/01 RTE. 50 ECHO LANE Thru Lett Peds Right Thru Lelt I'eds Right 0.00 0.00 N/A 0.00 0.00 0.00 N/A 0.00 0.00 0.00 WA 0.00 0.00 0.00 N/A 0.00 Overall PM PEAK HOUR FACTOR PM Period Intersection Volume: RTE. 50 Thru Lett 0.00 0.00 0.88 0.00 0.88 Peds -N /A N/A Gorove /Slade Associates Project Name Project 6 Location Data Source: HHHUNT ASSITED LIV NG 2151 -001 WINCHESTER, VA Gorov 0 0 2 792 Date of Counts: AM Weather Conditions: AM INTERSECTION PEAK VOLUMES J J l 1. w 79 0 0 0 RTE, 50 0 RTE. 50 Th 0 f O l 4 W z It 1 1 i z i 5 O p w 0 Z 0 i Thursday, January 10, 2008 RTE. 0 RTE. 50 Mild, Clear 1 PM Weather Conditions:I 0 0 0 4 0 r PM INTERSECTION PEAK VOLUMES 0 0 0 4 791 AM SYSTEM PEAK VOLUI 0 0 0 0 0 J j L 0 z 4 0 V 0 RTE. 50 0 0 RTE. PM SYSTEM PEAK VOLUI1 l i 0 755 0 755 0 0 0 J jL RTE. 50 J i z 2 w cm 0 0 z1 5 o W RTE. 5 Intersection: NORTHWESTERN AVENUE (RTE.50) AT WARD AVE. AM PEAK Direction: Southbound Westbound Northbound Eastbound Roadway: BDTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right Thru Left Peds Right Thru Left Right Thru .Left .Peds .Right Thru Lett Peds 6:00 ,AM to 6:15 AIM 6:15 AM to 6:30 AM 6:30 AM to 6:45 AM 6:45 AM to 7:00 AM 7:00 AM to 7:15 AM 7:15-AM to 7:30 AM 7:30 AM to 7:45 4M 7:45 AM to 8:00.4M 8:00 AM to 8:15 .4M 8:05 AM to 8:30.4M 8:30 AM to 8.45 AM 8:45 AM to 9:00 AM PM PEAK Direction: Southbound Wostbounrl Northbound Eastbound Roadway: BOTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right Thru Left Peds Right Thru Left Peds Right. Thru Left Peds Right Thru Left Peds 4:00 PM to 4:15 PM 0 0 1 0 0 392 11 0 2 1 8 0 5 184 0 0 4:15 PM to 4:30 PM 0 0 1 0 1 383 9 0 3 0 14 0 12 180 0 0 4:30 PM to 4:45 PM 0 0 0 0 3 381 10 0 0 0 7 0 2 165 0 0 4:45 PM to 5:00 PM 1 0 0 0 0 411 12 0 2 0 11 0 10 177 0 0 5:00 PM to 5:15 PM 0 0 0 0 0 409 9 0 3 0 5 0 16 184 0 0 5:15 PM to 5:30 PM 2 0 0 0 1 446 11 0 7 0 14 0 4 177 1 0 5:30 PM to 5:45. PM 0 0 0 0 1 393 8 3 4 0 6 0 8 167 1 0 5:45 PM to 6:00 PM 2 0 2 0 1 338 15 0 7 0 11 0 9 161 0 0 6:00 PM to 6:15 PM. 0 0 0 0 2 287 8 0 2 1 8 0 8 175 1 0 6:15 PM to 6:30 PM 0 0 1 0 2 299 9 0 2 0 6 0 7 163 2 0 6:30 PM to 6:45 PM 2 0 1 0 0 230 9 0 3 1 4 0 10 144 0 0 6:45 PM.' to 7:00 PM 1 0 2 0 1 200 3 0 3 1 5 0 8 114 0 0 PEAK HOURS Direction: Southbound Westbound Northbound Eastbound Roadway; BOTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right Thru Left Peds Right Thru Left Peds Right Thru Lett Peds Right Thru Left Pods AM INTERSECTION PEAK HOUR 6:00 AM to 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM INTERSECTION PEAK HOUR 4:45 PM to 5:45 PM 3 0 0 0 2 1659 40 3 16 0 36 0 38 705 2 0 AM SYSTEM PEAK HOUR 6:00 AM to 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM SYSTEM PEAK HOUR 4:45 PM to 5:45 PM 3 0 0 0 2 1659 40 16 0 36 0 38 705 2 0 PEAK HOUR Southbound Westbound Northbound Eastbound FACTORS BOTANICAL RTE. 50 WARD AVE. RTE. 50 Right Thru Left Peds Right Thru Leff Peds Right Thru Left Peds. Right Thru Left Pods AM PEAK HOUR 0.00 0.00. N/A 2.00 0.00 0.00 NiA 0.00 0.00 0,00, N/A 0.00 0.00 :0.00. N/A PM PEAK HOUR 0,38 0.00 0.00 N/A 0.50 0.93 0.83 N/A 0.57 0.00 0.64 111,4 -059 0.96 0.50 N/A Overall AM PEAK HOUR FACTOR 5500# Overall PM PEAK HOUR FACTOR 0.94 AM Period Intersection Volume: 0 PM Period intersection Volume: Gerove /Slade Associates Project Name Project Location Data Source HHHUNT ASSITED LIVING 2151 001 WINCHESTER, VA Gorove /Slad y 0 Date of Counts: AM Weather Conditions: 1698 745 AM INTERSECTION PEAK VOLUMES AM SYSTEM PEAK VOLUMES 0 m 705 8 0 L RTE. 50 RTE. 50 0 1 Y 0 m n 1 a 3 Lid Thursday, January 10, 2008 RTE. 50 0 PM INTERSECTION PEAK VOLUMES 0 L RTE. 50 2 ri 1659 40 10 0 721 0 1701 4- PM Weather Conditions: 0 0 0 0 0 I z A L m 0 0 RTE. 50 J 0 0 0 o 00 RIO. 0 t 11 PM SYSTEM PEAK VOLUMES 1 4 i 1t 0 0 0 2 0 1698 745 2 705 38 l 4 RTE. 50 Th 0 m a 00 CV RTE. 50 )i 0 16. 40 Intersection: NORTHWESTERN AVENUE (RTE. 50) AT ECHO LANE AM PEAK Direction: Roadway: Movement: Right Southbound ECHO LANE Thru Left. Peds Right Westbound RTE. 50 Thre Left Peds:- Right l Northbound ECHO LANE Thru Left Peds Right Eastbound RTE. 50 Thru. Lett;: -Peds 11:00 AM to 1 1:15 AM 0 0 0 0 0 1 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 223 0 220 0 273 0 246 0 225 0 250 0 260 0 266 0 268 0 264 0 271 0 259 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 251 0 0 219 0 0 229 0 0 281 0 0 263 0 0 238 0 0 244 0 0 228 0 0 265 0 0 225 0 0 254 0 0 225 0 0 11:15 AM to 11:30 AM 1 AM to 11:45 AM 11:45 AM to 1200 PM 12:00 PM to 12:15 PM 12:15 PM to 12:30 PM 12:30 PM to 32.45 PM 12:45 PM to 1:00 PM 1:00 PM to 1:15 PM 1:15 PM to 1:30 PM 1:30 PM to 1:45 PM 1 :45 PM to 2:00 PM PM PEAK Direction: Roadway: Movement: Right Southbound ECHO LANE Thru Left Pads -Right Westbound RTE. 50 Thru Lett Peds Right Nod hbouncl ECHO LANE Thru Left Peril Right Eastbound RTE. 50 Thru Left Peds. 4:00 PM Ito 4:15 PM 4:15 PM to 4:30 PM 4:30 PM to 4:45 PIA 4:45 PM to 5:00 -PM 5:00 PM to 5:15 PM 5:15 PM to 5:30 PM 5:30 PM to 5:45 PM 5:45 PM to 6 :00 PM 6:00 PM to 6:15 PM 6:15 PM to 6:30 PM 6:30 PM to 6:45 PM 6:45 PM to 7:00 Prvt PEAK HOURS Direction: Roadway: Movement: AM INTERSECTION PEAK HOUR 12:45 014 to 1:45 PM PM INTERSECTION PEAK HOUR 4:00 PM to 5:00 PM AM SYSTEM PEAK HOUR 12:45 PM to 1:45 PM PM SYST£M PEAK HOUR 4:00 PM to 5:00 PM- Right 3 0 3 0 Southbound ECHO LANE Thru Left 0 0 0 0 0 0 0 0 Peds 0 0 0 0 Right 0 G 0 0 Westbound RTE. 50 Thru Left 1099 0 0 0 1059 0 0 0 Peds Right 0 0 I 0 0 0 0 0 0 Northbound ECHO LANE Thru Left. 0 0 0 0 0 0 0 0 Peck 0 0 0 0 Right 0 0 0 0 Faelbnund RTE. 50 That Left 972 0 0. 0 972 0 0 0 Peds 0 0 0 0 PEAK HOUR FACTORS AM PEAK HOUR PM PEAK. HOUR Overall AM Period Intersection Volume: Southbound Westbound Northbound Eastbound ECHO LANE Right Thru Left 0.75 0.00 0.00 0,00 0 00 0.00 AM PEAK HOUR FACTOR Pegs Right N/A 0.00 N/A 0.00 0.96 RTE. 50 ECHO LANE 1hru Left Peds Right Thru Left Peds Right 0.99 0.00 N/A 0.00 0.00 0.00 N/A 0.00 0.00 0.00 N/A 0.00 0.00 0.00 N/A 0.00 Overall PM PEAK HOUR FACTOR PM Period Intersection Volume: 0 RTE. 50 Thru Lett 0.92 0.00 0.00 0.00 599419 Peds N/A N/A Gorove /S lade Associates Project Name Project Location Data Source: Hl ASSISTED LIVING 2151.001 WINCHESTER, VA 4-- 0 Date of Counts: AM Weather Conditions: 1072 972 AM INTERSECTION PEAK VOLUMES AM SYSTEM PEAK VOLUI J 0 972 0 RTE. 50 I L. RTE. 50 1 1 2 0 w 1t O 0 0 z g O 0 Saturday, January 12. 2008 0 L RTE. 50 Mild, Clear O RTE. 50 0 0 1069 t t PM INTERSECTION PEAK VOLUMES PM SYSTEM PEAK VOLUI 1t 11 0 0 r 0 1069 972 0 0 y PM Weather Conditions:I 1072 972 m 0 972 0 0 JjL z 5 0 2 RTE. RTE. 50 O s o' w 0 0 0 0 0 0 0 J j�. RTE. 50 0 Z t� 0 O x RTE 0 0 O 1 1t Intersection: NORTHWESTERN AVENUE (RTE.50) AT WARD AVE. AM PEAK Direction: Southbound Westbound Northbound :Eastbound Roadway: BOTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right. Thru Left Peds Right Thru Left Peds: Right Thru 'Lett Peds Right Thru Left Peds 11:00 AM to 11:15AM 0 0 0 0 0 211 6 0 3 0 4 0 10 227 0 0 11:15 AM to 11:30 AM 0 0 0 0 1 228 11 0 7 0 6 1 10 213 1 0 11:30 AM to 11:45 AM 0 0 3 0 0 267 4 0 2 1 6 0 12 204 2 0 11:45 AM to 12:00 PM 2 0 5 0 1 234 4 0 1 0 6 0 14 268 1 0 12:00 PM to 12:15 PM 1 0 2 0 1 227 6 0 6 0 3 0 13 238 1 0 12:15 PM to 12 :30 PM 1 0 1 0 0 237 5 0 2 0 9 0 8 233 0 0 12:30 -P64 to 12:45 PM 0 0 1 0 0 258 5 0 4 0 9 0 6 233 0 0 12:45 Pbt to 1:00 PM 5 1 12 0 0 254 4 0 0 0 2 0 12 217 0 0 1:00 PM to 1:15 PM. 0 0 1 0 5 258 5 0 3 0 6 2 13 241 2 0 1:15 PM to 1:30 PM 0 0 1 0 7 274 4 0 3 1 6 0 5 211 2 0 1:30 PM to 1:45 PM 0 1 0 0 1 259 4 0 2 0 4 0 10 243 3 0 1:45 PM to 2:00 PM 2 0 2 0 2 241 10 0 2 1 6 0 8 201 0 0 PM PEAK Direction: Southbound Westbound Northbound Eastbound Roadway: BOTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right Thru. Left Peds Right Thre Lett Peds Right Thru Leff Peds Right Thru Left Pods 4:00 PM to 4:15 PM 4:15 PM to 4:30 PM 4:30 PM to 4:45 PM r 4:45 PM to 5:00 PM 5:00 PM to 5:15 PM 5:15 PM to 5:30 PM 5:30 PM to 5:45 PM 5:45 PM to 6:00 PM 6:00 PM to 6:15 PM 6:15 PM to 6:30 704 6:30 PM to 6:45 PM 6:45 PM to 7:00 PM PEAK HOURS Direction: Southbound Westbound Northbound Eastbound Roadway: BOTANICAL RTE. 50 WARD AVE. RTE. 50 Movement: Right Thru Lett Pods Right Thru Left Peril Right Thru Let, Peds Right Thru Loft Peds AM INTERSECT /ON PEAK HOUR 12:45 PM to 1:45 PM 5 2 14 0 13 1045 17 0 5 18 40 912 7 0 PM INTERSECTION PEAK HOUR 4:00 PM to 5:00 PM 0 0 0 G 0 7 0 0 0 0 0 0 0 0 0 0 AM SYSTEM PEAK HOUR 12:45 PM to 1:45 PM 2 14 0 13 1045 17 0 6 1 18 2 40 912 7 0 PM SYSTEM PEAK HOUR 4:00 PM to 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 _0 0 0 PEAK HOUR Southbound Westbound Northbound Eastbound FACTORS Right BOTANICAL Thru Lett Pods Right RTE. 50 Thru Left Peds Right WARD AVE, Thru Lett RTE. 50 Peds Right Thru Left Peds AM PEAK HOUR 0.25 0.50 0.29 N/A 0.46 .0.95 0.85 N/A 0.67 0.25 0.75 N/A 0.77 0.94 0.56 N/A PM PEAK HOUR 0.00 0.00 0.00 NiA 0.00 0.00 0.00 N/A 0.00 0.00 0.00 N /.4 0.00 0.00 0.00 N/A Overall AM PEAK HOUR. FACTOR 0.97 Overall PM PEAK HOUR FACTOR 5659 AM Period Intersection Volume: ■Ayoz PM Period Intersection Volume: 0 Gorove /Slade Assoriales Project Name Project 5 Location Data Source HHHUNT ASSITED LIVING 2151.001 WI NCHESTER, VA Gorove /Slade ASSoc 0 1068 959 0 Date of Counts: AM Weather Conditions: AM (NTERSECTION PEAK VOLUMES AM SYSTEM PEAK VOLUMES 7 912 40 0 N RTE. 50 RTE. 50 N 0 J 11 It PM INTERSECTION PEAK VOLUMES PM SYSTEM PEAK VOLUMES Saturday, January 12, 2008 PM Weather Conditions:I RTE. 50 RTE. 50 0 L 0 13 1045 17 0 0 075 934 0 0 t 1068 959 4) 7 912 40 RTE. 50 —i U Y 0 0 I N I 2 N 1T RTE. 50 13 10. 17 0 0 0 0 0 0 0 1 4 RTE. 50 Th O C 0 0 0 °J 0 0 0 RTE. 50 o o C 3 HH Hunt Assisted Livia/Traffic Impact Analysis APPENDIX B LEVEL OF SERVICE DEFINITIONS HH Hunt Assisted. Livi Traffic Impact Analysis APPENDIX B: LEVEL OF SERVICE DEFINITIONS All capacity analyses are based on the procedures specified by the Transportation Research Board, Special Report 209: Highway Capacity Manual (HCM), 2000. Levels of service (LOS) range from A to F. A brief description of each level of service for signalized and unsignalized intersections is provided below. Signalized Intersections: Level of service is based upon the traffic volume present in each lane on the roadway, the capacity of each lane at the intersection and the delay associated with each directional movement. The levels of' service for signalized intersections are defined below: Level of Service A describes operations with very low average delay per vehicle, i.e., less than 10.0 seconds. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop. Short signal cycle Lengths may also contribute to low delay. Level of Service B describes, operations with average delay in the range of 10.1 to 20.0 seconds per vehicle. This generally occurs with good progression and /or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. Level of Service C describes operations with delay in the range of 20.1 to 35.0 seconds per vehicle. These higher delays may result from fair progression and /or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level although many still pass through the intersection without stopping. This is generally considered the lower end of the range of the acceptable level of service in rural areas. Level of Service D describes operations with delay in the range of 35.1 to 55.0 seconds per vehicle. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, and /or high traffic volumes as compared to the roadway capacity. Many vehicles are required to stop and the number of vehicles that do not have to stop declines. Individual signal cycle failures, where all waiting vehicles do not clear the intersection during a single green time, are noticeable. This is generally considered the lower end of the range of the acceptable level of service in urban areas. Level of Service E describes operations with delay in the range of 55.1 to 80.0 seconds per vehicle. These higher delay values generally indicate poor progression, long cycle lengths, and high traffic volumes. Individual cycle failures are frequent occurrences. LOS E has been set as the limit of acceptable conditions. e Level of Service F describes operations with average delay in excess of 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with over saturation, i.e., when traffic arrives at a flow rate that exceeds the capacity of the intersection. It may also occur at high volumes with many individual cycle failures. Poor progression and long cycle lengths may also contribute to such delays. HH Hunt Assisted Livillikraffic Impact Analysis Unsignalized Intersections: At an unsignalized intersection, the major street through traffic and right turns are assumed to operate unimpeded and therefore receive no level of service rating. The level of service for the minor street and the major street left turn traffic is dependent on the volume and capacity of the available lanes, and, the number and frequency of acceptable gaps in the major street traffic to make a conflicting turn. The level of service grade is provided for each conflicting movement at an unsignalized intersection and is based on the total average delay experienced by each vehicle. The delay includes the time it takes a vehicle to move from the back of a queue through the intersection. The unsignalized intersection level of service analysis does not account for variations in driver behavior or the effects of nearby traffic signals. Therefore, the results from this analysis usually indicates worse levels of service than may be experienced in the field. The unsignalized intersection level of service descriptions are provided below: Level of Service A. Describes operations where there is very little to no conflicting traffic for a minor side street movement, i.e., an average total delay of less than 10.0 seconds per vehicle. Level of Service B. Describes operations with average total delay in the range of 10.1 to 15.0 seconds per vehicle. Level of Service C. Describes operations with average total delay in the range of 15.1 to 25.0 second per vehicle. Level of Service D. Describes operations with average total delay in the range of 25.1 to 35.0 seconds per vehicle Level of Service E. Describes operations with average total delay in the range of 35.1 to 50.0 seconds per vehicle Level of Service F. Describes operations with average total delay of 50 seconds per vehicle. LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through or enter a major street traffic stream. This level of service is generally evident from extremely long total delays experienced by side street traffic and by queuing on the minor approaches. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal driver behavior. HH Hunt Assisted Livileraffic Impact Analysis APPENDIX C TRAFFIC IMPACT ANALYSIS SCOPING DOCUMENT Contact Information Consultant Name: Tele: E -mail: Chad A. Baird, Gorove /Slade Associates, Inc. 703- 787 -9595 cab @goroveslade.com Developer /Owner Name: Tele: E -mail: HHHunt, Bo Cook Jr. 919- 461 -0587 wrcook @hhhunt.com Project Information Project Name: HH Hunt Assisted Living Project Location: (Attach regional and site specific location map) Frederick County, VA. Regional and site specific location map attached. Please see Figures 1 and 2. g Project Description: Including type of application (rezoning, su site plan) acreage, business square ft; number of dwelling units, access location, etc. Attach additional sheet if necessary) The property is currently zoned as RA. The size of the property is approx. 9.9 acres. A rezoning of this being proposed to allow for an 9 property p e ttY is 9 P ro P assisted living development, comprising of up to approx. 84 beds. Access points along Northwestern Pike and Ward Avenue will serve the proposed development. Locality/County: Frederick County, VA Proposed Use: (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other TRIP GENERATION TABLE ATTACHED. I Residential: Assisted Living: 84 Beds ITE LU Code: 254 Commercial Use Sq Ft: i NvD Virginia Department of Transportation PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for having this form completed and returned to VDOT and the locality no less than three (3) business days prior to the meeting. If a completed form is not received by this deadline, the scope of work meeting may be postponed. r 4 ,Traffic Impact'Analysis Assumptions Nor Study Period Existing Year: 2008 Build -out Year: 2010 Design Year: NA Study Area Boundaries (Attach map) North: Route 50 South: East: Ward Avenue West: Echo Lane External Factors That Could Affect Project (Planned road improvements, other nearby developments) Winchester Medical Center Retail Center along Crock Wells Mill Drive Consistency With Comprehensive Plan Yes Available Traffic Data (Historical, forecasts) VDOT MDT Data, Existing Traffic Counts (2008) Trip Distribution (Attach sketch) Road Name: Route 50 N S E 90% W 10 Wo PLEASE SEE ATTACHED FIGURE 3. Road Name: N S E W Road Name: N S E W Road Name: N S E W Wo 2% on Route 50 Peak Period for Study (circle all that app y) AM PM SA Annual Vehicle Trip Growth Rate: Study Intersections and /or Road Segments (Attach additional sheets as necessary) 1. Route 50 Echo Ln 6. 2. Route 50 Ward Ave. 7. 3. All future access points 8. 4. 9. 5. 10. Trip Adjustment Factors Internal allowance: Yes Ai No Reduction: trips Pass -by allowance: Yes 41 No Reduction: trips Synchro HCS (v.2000 aaSIDRA CORSIM Other Software Methodology Traffic Signal Proposed or Affected (Analysis software to be used, progression speed; cycle length) 1. Northwestern Pike Ward Ave. HH Hunt Assisted Living Facility •rick County, VA January 17, 2008 Page 2 Improvement(s) Assumed or to be Considered N/A Background Traffic Studies Considered N/A Plan Submission Master Development Plan (MOP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be addressed Al Queuing analysis Actuation /Coordination Weaving analysis Merge analysis Bike /Ped Accommodations Intersection(s) TDM Measures Other HH Hunt Assisted Living Facility F•rick County, VA January 17, 2008 Page 3 NOTES on ASSUMPTIONS: 1. Will analyze PM and Saturday peak period. AM peak period will not be analyzed. 2. TIA will include text regarding Ped and Bike accommodations. AGREED: DATE: 01/17/2008 Applicant or Consultant PRINT NAME: Chad A. Baird, Gorove /Slade Associates, Inc. Applicant or Consultant SIGNED: DATE: VDOT Representative PRINT NAME: VDOT Representative SIGNED: DATE: Local Government Representative PRINT NAME: IP Local Government Representative HH Hunt Assisted Living Facility Trip Generation Table (Peak Hour of Adjacent Street Traffic) HH Hunt Assisted Living Facility .rick County, VA January 17, 2008 Page 4 Land Use Assisted Living TOTAL ITE Weekday Code Size SAT Peak Hour PM Peak Hour Daily In 0ut Total In Out Total Total 254 84 Bed 27 7 34 13 12 25 231 HH Hunt Assisted Trip Generation Table (Peak Hour of Generator) 27 7 34 13 12 25 231 ITE Weekday Land Use Code Size SAT Peak Hour PM Peak Hour Daily In Out Total In Out Total Total Assisted Living 254 84 Beds 27 7 34 13 23 26 231 TOTAL 27 7 34 13 23 26 231 HH Hunt Assisted Living Facility January 17, 2008 Page 5 Figure 1: Regional Map rick County, VA HH Hunt Assisted Living Facility —.rick County, VA January 17, 2008 Page 6 cc* Harbor ;nfl res,rse Figure 2: Area Map and Site Location HH Hunt Assisted Living Facility January 17, 2008 Page 7 Figure 3: DOA rick County, VA APPENDIX D HH Hunt Assisted Livitraffic Impact Analysis INTERSECT /ON CAPACITY ''ANALYSIS RESULTS EXISTING CONDITION HCM Unsignalized Intilection Capacity Analysis Exis. PM Peak Hour Traffic Volumes 3: Route 50 Echo Lane Movement Lane Configurations Sign Control Grade Volume (veh /h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) Intersection Summary -M' .-0,, 4- t 4 /4° C i 4/ EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Hit r r rf Free Free Stop Stop 0% 0% 0% 0% 0 768 1 0 851 0 0 0 0 0 0 2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 835 1 0 925 0 0 0 0 0 0 2 None 588 ..s.13 °k z golquiPtv 0.96 0.96 0.96 0.96 0.96 0.96 925 836 1146 1760 418 1342 1761 308 840 836 1070 1710 418 1275 1710 198 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 100 100 100 100 100 100 100 100 760 794 168 86 584 119 86 778 Direction, Lane EB 1 EB 2 WB 1 WB 2 WB 3 WB 4 NE 1 SW 1 Volume Total 557 279 308 308 308 0 0 2 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 1 0 0 0 0 0 2 cSH 1700 1700 1700 1700 1700 1700 1700 778 Volume to Capacity 0.33 0.16 0.18 0.18 0.18 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.6 Lane LOS A A Approach Delay (s) 0.0 0.0 0.0 9.6 Approach LOS A A Average Delay 0.0 Intersection Capacity Utilization 26.4% ICU Level of Service A Analysis Period (min) 15 2/1/2008 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 1 HCM Signalized Intertion Capacity Analysis Exi. PM Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group HH Hunt Assited Living Gorove /Slade Associates, Inc. 0.03 0.34 45.3 7.5 1.00 1.00 0.2 0.1 45.5 7.6 D A 7.6 A 8.6 0.32 97.5 36.8% 15 0.26 6.0 1.00 0.2 6.2 A 8.0 A 0.00 0.00 4.9 1.00 0.0 4.9 A HCM Level of Service Sum of lost time (s) ICU Level of Service t 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 16 0.92 17 16 1 Perm 20.0 A Split 4 4 42.7 44.4 D D 2/1/2008 4, EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR tt +ft r 4 1900 1900 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 4.0 4.0 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1770 3539 1583 1770 5085 1583 1770 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1770 3539 1583 1770 5085 1583 1770 2 727 39 40 831 2 18 0 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 790 42 43 903 2 20 0 0 0 15 0 0 1 0 0 2 790 27 43 903 1 0 20 Prot Perm Prot Perm Split 5 2 1 6 8 8 2 6 8 1.1 60.2 60.2 3.9 63.0 63.0 Y„ 3.4 3.4 3.6 63.7 63.7 6.4 66.5 66.5 6.9 6.9 0.04 0.65 0.65 0.07 0.68 0.68 0.07 0.07 6.5 7.5 7.5 6.5 7.5 7.5 7.5 7.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 65 2312 1034 116 3468 1080 125 112 0.00 c0.22 c0.02 c0.18 c0.01 0.02 0.00 0.03 0.37 0.16 0.01 6.0 43.6 42.6 42.1 1.00 1.00 1.00 1.00 0.0 2.0 0.6 0.0 6.0 45.6 43.2 42.2 A D D D f 1900 1900 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 0 0 2 0.92 0.92 0.92 0 0 2 0 0 2 0 0 0 Perm 4 1.0 4.5 0.05 7.5 3.0 73 c0.00 0.00 44.4 1.00 0.0 44.4 D Synchro 6 Report Page 2 HCM Unsignalized Intitection Capacity Analysis ExistiSAT Peak Hour Traffic Volumes 3: Route 50 Echo Lane 2/1/2008 41- 14' 4/ Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 1414 r r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh /h) 0 966 1 0 1069 0 0 0 0 0 0 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1050 1 0 1162 0 0 0 0 0 0 3 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 1 x k Median type None None Median storage veh) Upstream signal (ft) 588 pX, platoon unblocked 0.93 0.93 0.93 0.93 0.93 0.93 vC, conflicting volume 1162 1051 1441 2212 526 1687 2213 387 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1022 1051 1322 2152 526 1587 2153 188 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free 100 100 100 100 100 100 100 100 cM capacity (veh /h) 627 658 106 44 497 67 44 764 Direction, Lane EB 1 EB 2 WB 1 WB 2 WB 3 WB 4 NE 1 SW 1 Volume Total 700 351 387 387 387 0 0 3 Volume Left 0 0 0 0 0 0 0 0 Volume Right 0 1 0 0 0 0 0 3 cSH 1700 1700 1700 1700 1700 1700 1700 764 Volume to Capacity 0.41 0.21 0.23 0.23 0.23 0.00 0.00 0.00 Queue Length 95th (ft) 0 0 0 0 0 0 0 0 Control Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.7 Lane LOS A A Approach Delay (s) 0.0 0.0 0.0 9.7 Approach LOS A A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 1 HCM Signalized InteriPtion Capacity Analysis Exist SAT Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard 2/1/2008 Movement Lane Configurations Ideal Flow (vphpi) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, di Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS EBL EBT EBR WBL WBT WBR 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 7 0.92 8 0 8 Prot 5 1.4 3.9 0.04 6.5 3.0 63 0.00 0.13 51.0 1.00 0.9 51.9 D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group r 1900 1900 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00 1.00 3539 1583 919 40 0.92 0.92 999 43 0 14 999 29 Perm 2 71.0 74.5 0.68 7.5 3.0 2417 c0.28 0.41 7.6 1.00 0.5 8.2 A 8.4 A 2 71.0 74.5 0.68 7.5 3.0 1081 0.02 0.03 5.6 1.00 0.0 5.6 A Intersection Summary 8.8 0.36 109.1 42.1% 15 1900 1900 1900 4.0 4.0 4.0 1.00 0.91 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 5085 1583 0.95 1.00 1.00 1770 5085 1583 17 1046 13 0.92 0.92 0.92 18 1137 14 0 0 4 18 1137 10 Prot Perm 1 6 3.1 5.6 0.05 6.5 3.0 91 c0.01 0.20 49.6 1.00 1.1 50.7 D 72.7 76.2 0.70 7.5 3.0 3552 0.22 0.32 6.4 1.00 0.2 6.6 A 7.3 A 6 72.7 76.2 0.70 7.5 3.0 1106 0.01 0.01 5.0 1.00 0.0 5.0 A HCM Level of Service Sum of lost time (s) ICU Level of Service NBL NBT NBR SBL SBT SBR 4 r 1900 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 4.0 1.00 1.00 0.95 0.95 1.00 1.00 0.85 1.00 1.00 0.85 0.95 1.00 0.95 0.96 1.00 1778 1583 1681 1703 1583 0.95 1.00 0.95 0.96 1.00 1778 1583 1681 1703 1583 18 1 8 14 2 5 0.92 0.92 0.92 0.92 0.92 0.92 20 1 9 15 2 5 0 0 8 0 0 5 0 21 1 8 9 0 Split Perm Split Perm 8 8 4 4 8 4 3.2 3.2 2.8 2.8 2.8 6.7 6.7 6.3 6.3 6.3 0.06 0.06 0.06 0.06 0.06 7.5 7.5 7.5 7.5 7.5 3.0 3.0 3.0 3.0 3.0 109 97 97 98 91 c0.01 0.00 c0.01 0.19 48.6 1.00 0.9 49.5 D 49.1 D 0.00 0.01 48.1 1.00 0.0 48.1 D A 16.0 A 0.08 48.7 1.00 0.4 49.0 D 0.09 48.7 1.00 0.4 49.1 D 48.9 D 0.00 0.00 48.4 1.00 0.0 48.5 D HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 2 HH Hunt Assisted Livi Traffic Impact Analysis APPENDIX E INTERSECTION CAPACITY ANALYSIS RESULTS FUTURE CONDITIONS WITHOUT DEVELOPMENT HCM Unsignalized Intlection Capacity Analysis Backgctl PM Peak Hour Traffic Volumes 3: Route 50 Echo Lane Movement Lane Configurations Sign Control Grade Volume (veh /h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft /s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) 0 Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) EBL EBT EBR Free 0% 0 1312 1 0.92 0.92 0.92 0 1426 1 a 4 a•: i rfJSE'S ar4; 588 0.89 0.89 0.89 0.89 0.89 0.89 1201 1427 1829 2628 714 1914 2628 400 968 1427 1677 2579 714 1773 2580 63 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 100 100 100 100 100 100 100 100 626 472 55 22 374 46 22 875 EB 1 951 0 0 1700 0.56 0 0.0 0.0 EB 2 476 0 1 1700 0.28 0 0.0 WB 1 400 0 0 1700 0.24 0 0.0 0.0 1111111111MMINOW WNW 0.0 39.6% 15 art- t j WBL WBT WBR NEL NET NER SWL SWT SWR tft t Free Stop Stop 0% 0% 0% 0 1105 0 0 0 0 0 0 2 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0 1201 0 0 0 0 0 0 2 WB2 WB3 WB4 NE1 0 0 0 400 400 0 0 0 0 0 0 0 1700 1700 1700 0.24 0.24 0.00 0 0 0 0.0 0.0 0.0 1700 0.00 0 0.0 A 0.0 A ICU Level of Service None None SW 1 2 0 2 875 0.00 0 9.1 A 9.1 A A o t ewe N: 2/1/2008 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 1 HCM Signalized Inter Lion Capacity Analysis Backg. PM Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard 2/1/2008 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r vi t+ r 4 r 4 r Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 1.00 1.00 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (prot) 1770 3539 1583 1770 5085 1583 1770 1583 1681 1681 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 Satd. Flow (perm) 1770 3539 1583 1770 5085 1583 1770 1583 1681 1681 1583 Volume (vph) 62 1209 41 42 1053 207 18 0 16 119 0 32 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 67 1314 45 46 1145 225 20 0 17 129 0 35 RTOR Reduction (vph) 0 0 14 0 0 97 0 0 16 0 0 31 Lane Group Flow (vph) 67 1314 31 46 1145 128 0 20 1 65 64 4 Turn Type Prot Perm Prot Perm Split Perm Split Perm Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 6 8 4 Actuated Green, G (s) 7.4 58.6 58.6 5.3 56.5 56.5 4.5 4.5 8.3 8.3 8.3 Effective Green, g (s) 9.9 62.1 62.1 7.8 60.0 60.0 8.0 8.0 11.8 11.8 11.8 Actuated g/C Ratio 0.09 0.59 0.59 0.07 0.57 0.57 0.08 0.08 0.11 0.11 0.11 Clearance Time (s) 6.5 7.5 7.5 6.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 166 2079 930 131 2886 899 134 120 188 188 177 v/s Ratio Prot c0.04 c0.37 0.03 0.23 c0.01 c0.04 0.04 v/s Ratio Perm 0.02 0.08 0.00 0.00 v/c Ratio 0.40 0.63 0.03 0.35 0.40 0.14 0.15 0.01 0.35 0.34 0.02 Uniform Delay, d1 45.1 14.3 9.2 46.5 12.8 10.7 45.7 45.2 43.4 43.4 41.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 1.5 0.1 1.6 0.4 0.3 0.5 0.0 1.1 1.1 0.1 Delay (s) 46.7 15.8 9.2 48.2 13.2 11.1 46.2 45.2 44.5 44.4 41.9 Level of Service D B A D B B D D D D D Approach Delay (s) 17.0 14.0 45.7 43.9 Approach LOS B B D D Intersection Summary HCM Average Control Delay 17.4 HCM Level of Service B HCM Volume to Capacity ratio 0.52 Actuated Cycle Length (s) 105.7 Sum of lost time (s) 12.0 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 2 HCM Unsignalized Inteection Capacity Analysis BackgotOSAT Peak Hour Traffic Volumes 3: Route 50 Echo Lane 2/1/2008 Movement Lane Configurations Sign Control Grade Volume (veh /h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft /s) Percent Blockage Right turn flare (veh) Median type`s Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free cM capacity (veh /h) Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS EBL 0 0.92 0 Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) HH Hunt Assited Living Gorove /Slade Associates, Inc. it EBT EBR WBL f Free 0 1512 0 0 0.92 0.92 0.92 1643 0 0 O ti WBT WBR NEL NET NER r Free Stop 0% 0% 1608 0 0 0 0 0.92 0.92 0.92 0.92 0.92 1748 0 0 0 0 0.74 2.2 100 387 EB 1 1096 0 0 1700 0.64 0 0.0 0.0 EB 2 548 0 0 1700 0.32 0 0.0 WB 1 583 0 0 1700 0.34 0 0.0 0.0 0.0 45.1% 15 2.2 100 390 WB 2 583 0 0 1700 0.34 0 0.0 588 WB 3 583 0 0 1700 0.34 0 0.0 WB 4 0 0 0 1700 0.00 0 0.0 ICU Level of Service 3.5 100 28 NE 1 0 0 0 1700 0.00 0 0.0 A 0.0 A 4.0 100 4 SW 1 3 0 3 807 0.00 0 9.5 A 9.5 A 3.3 100 317 A SWL SWT SWR 0 0.92 0 3.5 100 12 Stop 0% 0 0.92 0 None 4.1 4.1 7.5 6.5 6.9 7.5 6.5 4.0 100 4 3 0.92 3 0.74 0.74 0.74 0.74 0.74 1748 1643 2229 3391 822 2570 3391 583 1317 1643 1964 3526 822 2421 3526 0 6.9 3.3 100 807 Synchro 6 Report Page 1 HCM Signalized Inter.ion Capacity Analysis BackgotSAT Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard 2/1/2008 Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Ht Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, d1 Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group EBL EBT EBR WBL 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 7 0.92 8 0 8 Prot 5 1.0 3.5 0.04 6.5 3.0 69 0.00 0.12 41.5 1.00 0.8 42.2 D r 1900 1900 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00 1.00 3539 1583 1354 42 0.92 0.92 1472 46 0 16 1472 30 Perm 2 35.9 39.4 0.44 7.5 3.0 1560 c0.42 0.94 23.9 1.00 12.8 36.8 D 36.1 D 2 35.9 39.4 0.44 7.5 3.0 698 0.02 0.04 14.3 1.00 0.1 14.4 B 29.1 0.74 89.4 64.9% 15 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 18 0.92 20 0 20 Prot 1 2.0 4.5 0.05 6.5 3.0 89 c0.01 0.22 40.8 1.00 1.3 42.1 D WBT WBR NBL NBT +1 r 4 1900 1900 1900 1900 4.0 4.0 4.0 0.91 1.00 1.00 1.00 0.85 1.00 1.00 1.00 0.95 5085 1583 1778 1.00 1.00 0.95 5085 1583 1778 1487 14 18 1 0.92 0.92 0.92 0.92 1616 15 20 1 0 7 0 0 1616 8 0 21 Perm Split 6 8 8 6 36.9 36.9 3.8 40.4 40.4 7.3 0.45 0.45 0.08 7.5 7.5 7.5 3.0 3.0 3.0 2298 715 145 0.32 c0.01 a-- 0.01 0.70 0.01 19.7 13.5 1.00 1.00 1.0 0.0 20.7 13.5 C B 20.9 C HCM Level of Service Sum of lost time (s) ICU Level of Service 0.14 38.1 1.00 0.5 38.6 D 38.2 D NBR 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 18 0.92 20 18 2 Perm 8 3.8 7.3 0.08 7.5 3.0 129 0.00 0.01 37.7 1.00 0.0 37.8 D C 16.0 C 0.66 30.2 1.00 3.9 34.1 SBL SBT SBR 4 1900 1900 1900 4.0 4.0 4.0 0.95 0.95 1.00 1.00 1.00 0.85 0.95 0.95 1.00 1681 1686 1583 0.95 0.95 1.00 1681 1686 1583 508 2 102 0.92 0.92 0.92 552 2 111 0 0 83 276 278 28 Split Perm 4 4 18.7 22.2 0.25 7.5 3.0 417 0.16 18.7 22.2 0.25 7.5 3.0 419 c0.16 4 18.7 22.2 0.25 7.5 3.0 393 0.66 30.2 1.00 3.9 34.2 C C C 32.8 C 0.02 0.07 25.7 1.00 0.1 25.8 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 2 HH Hunt Assisted Liviratfic Impact Analysis APPENDIX F -1 TRIP GENERATION FOR BACKGROUND DEVELOPMENTS HH Hunt Assited Living Dement Future Background Lane Configuration and Traffic Control LEGEND Existing Conditions Lane Configuration Traffic Signal Stop Sign Background Site Trip Distributions LEGEND t- 15 0 Peak HourTraffic -00// 00 Volumes r Route 50 (Northwestern Pike) Route 50 (Northwestern Pike) J e s r 40% Background Site Generated Traffic Volumes LEGEND 00 Site Traffic Volumes -00/00 —00 /00 —30/97 Route 50 Northwestern Pike Valley Health Systems Property and Degrange Property Background Developments Site Generated PM /SAT Peak Hour Traffic Volumes February 1, 2008 HH Hunt Assisted LivilTraffic Impact Analysis APPENDIX F -2 TRIP DISTRIBUTION FOR BACKGROUND DEVELOPMENTS HH Hunt Assited Living D Future Background Lane Configuration and Traffic Control LEGEND Existing Conditions Lane Configuration Traffic Signal TT Stop Sign Background Site Trip Distributions 15% LEGEND X 00 /00 Peak HourTraffc r —00 /0/00 Volumes 00 Route 50 (Northwestern Pike) Route 50 (Northwestern Pike) E 40% Background Site Generated Traffic Volumes LEGEND on 000 Site Traffic Volumes n00/00 453/398-- 188/399 Route 50 Nort hwestern Pike 453/398— 188/399 WWW Property Background Developments Site Generated PM /SAT Peak Hour Traffic Volumes February 1, 2008 HH Hunt Assisted Liviiratfic Impact Analysis APPENDIX G INTERSECT /ON CAPACITY ANALYSIS RESULTS FUTURE CONDITIONS WITH DEVELOPMENT HCM Unsignalized Int•ction Capacity Analysis Full PM Peak Hour Traffic Volumes 3: Route 50 Echo Lane 2/1/2008 i Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations 114 t r f r Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh /h) 0 1312 2 0 1105 0 0 0 7 0 0 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1426 2 0 1201 0 0 0 8 0 0 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage <r; t� .r.. .r�* x n`>k' C9rs{ tip 1 i ^7 9 t i 0` MHO Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) oppopospinglim pX, platoon unblocked 0.89 vC, conflicting volume 1201 1428 vC1, stage 1 conf vol vC2, stage 2 conf vol Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary 's Average Delay Intersection Capacity Utilization Analysis Period (min) HH Hunt Assited Living Gorove /Slade Associates, Inc. 588 vCu, unblocked vol 968 1428 1678 2580 714 1782 2581 64 tC, single (s) 4.1 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 p0 queue free 100 100 100 cM capacity (veh /h) 626 472 55 4.1 7.5 6.5 6.9 7.5 6.5 EB1 EB2 WB1 WB2 WB3 WB4 NE1 SW1 951 478 400 400 400 0 8 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 8 2 1700 1700 1700 1700 1700 1700 374 874 0.56 0.28 0.24 0.24 0.24 0.00 0.02 0.00 0 0 0 0 0 0 2 0 0.0 0.0 0.0 0.0 0.0 0.0 14.8 9.1 B A 0.0 0.0 14.8 9.1 B A 0.1 46.3% 15 ICU Level of Service None 0.89 0.89 0.89 0.89 0.89 1830 2628 714 1922 2629 400 4.0 100 22 3.3 98 374 A 3.5 100 45 None 4.0 100 22 6.9 3.3 100 874 Synchro 6 Report Page 1 HCM Signalized Intersiion Capacity Analysis Full PM Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Fit Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm v/c Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary f 7.8 10.3 0.10 6.5 3.0 170 c0.04 HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group Gorove /Slade Associates, Inc. EBL EBT EBR tt r 1900 1900 1900 4.0 4.0 4.0 1.00 0.95 1.00 1.00 1.00 0.85 0.95 1.00 1.00 1770 3539 1583 0.95 1.00 1.00 1770 3539 1583 62 1216 41 0.92 0.92 0.92 67 1322 45 0 0 14 67 1322 31 Prot Perm 5 2 59.5 63.0 0.59 7.5 3.0 2082 c0.37 0.39 0.63 45.5 14.5 1.00 1.00 1.5 1.5 47.0 16.0 D B 17.2 B 17.8 0.52 107.1 56.9% 15 WBL 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 54 0.92 59 0 59 P rot WBT WBR NBL 1900 1900 4.0 4.0 0.91 1.00 1.00 0.85 1.00 1.00 5085 1583 1.00 1.00 5085 1583 1053 207 0.92 0.92 1145 225 0 97 1145 128 Perm HCM Level of Service Sum of lost time (s) ICU Level of Service 4 1900 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 0 0.92 0 0 21 19 0.92 21 0 0 Split 8 NBT NBR IMF 1900 4.0 1.00 0.85 1.00 1583 1.00 1583 20 0.92 22 20 2 Perm 1 6 8 4 2 6 8 4 59.5 5.8 57.5 57.5 4.5 4.5 8.3 8.3 8.3 63.0 8.3 61.0 61.0 8.0 8.0 11.8 11.8 11.8 0.59 0.08 0.57 0.57 0.07 0.07 0.11 0.11 0.11 7.5 6.5 7.5 7.5 7.5 7.5 7.5 7.5 7.5 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 931 137 2896 902 132 118 185 185 174 0.03 0.23 c0.01 c0.04 0.04 0.02 0.08 0.00 0.00 0.03 0.43 0.40 0.14 0.16 0.01 0.35 0.35 0.02 9.3 47.1 12.8 10.8 46.4 45.9 44.1 44.1 42.5 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.1 2.2 0.4 0.3 0.6 0.0 1.2 1.1 0.1 9.3 49.3 13.2 11.1 47.0 45.9 45.3 45.2 42.6 A D B B D D D D D 14.4 46.4 44.7 B D D B 12.0 B 2/1/2008 SBL S SBR r 1900 1900 1900 4.0 4.0 4.0 0.95 0.95 1.00 1.00 1.00 0.85 0.95 0.95 1.00 1681 1681 1583 0.95 0.95 1.00 1681 1681 1583 119 0 32 0.92 0.92 0.92 129 0 35 0 0 31 65 64 4 Split Perm 4 HH Hunt Assited Living Synchro 6 Report Page 2 HCM Unsignalized Intction Capacity Analysis FAR PM Peak Hour Traffic Volumes 9: Site Access Ward Avenue 2/1/2008 'N 4 1 I Movement EBL EBR NBL NBT SBT SBR Lane Configurations r Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh /h) 5 0 0 34 79 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 5 0 0 37 86 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) 333 pX, platoon unblocked vC, conflicting volume 123 86 99 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 123 86 99 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free 99 100 100 cM capacity (veh /h) 872 973 1494 Direction, Lane EB 1 NB 1 NB 2 SB 1 SB 2 Volume Total 5 0 37 86 13 Volume Left 5 0 0 0 0 Volume Right 0 0 0 0 13 cSH 872 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.02 0.05 0.01 Queue Length 95th (ft) 0 0 0 0 0 Control Delay (s) 9.2 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.2 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 14.2% ICU Level of Service A Analysis Period (min) 15 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 3 HCM Unsignalized Intction Capacity Analysis Fut•SAT Peak Hour Traffic Volumes 3: Route 50 Echo Lane Movement EBL EBT EBR WBL WBT WBR NEL Lane Configurations t'+ t Sign Control Free Free Grade 0% 0% Volume (veh /h) 0 1512 2 0 1609 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 0 1643 2 0 1749 0 0 Pedestrians Lane Width (ft) Walking Speed (ft /s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.75 vC, conflicting volume 1749 1646 2231 3393 823 2582 3395 583 vC1, stage 1 conf vol vC2, stage 2 conf vol r vCu, unblocked vol 1325 1646 1970 3527 823 2440 3528 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free 100 100 100 100 97 100 100 100 cM capacity (veh /h) 386 389 28 4 317 12 4 810 Direction, Lane Volume Total Volume Left Volume Right cSH Volume to Capacity Queue Length 95th (ft) Control Delay (s) Lane LOS Approach Delay (s) Approach LOS Intersection Summary Average Delay Intersection Capacity Utilization Analysis Period (min) 411 HH Hunt Assited Living Gorove /Slade Associates, Inc. None 588 EB 1 EB 2 WB 1 WB 2 WB 3 WB 4 NE 1 SW 1 1096 550 583 583 583 0 11 3 0 0 0 0 0 0 0 0 0 2 0 0 0 0 11 3 1700 1700 1700 1700 1700 1700 317 810 0.64 0.32 0.34 0.34 0.34 0.00 0.03 0.00 0 0 0 0 0 0 3 0 0.0 0.0 0.0 0.0 0.0 0.0 16.8 9.5 C A 0.0 0.0 16.8 9.5 C A 0.1 51.9% 15 ICU Level of Service NET NER SWL SWT SWR 4 Stop Stop 0% 0% 0 10 0 0 3 0.92 0.92 0.92 0.92 0.92 0 11 0 0 3 0.75 0.75 0.75 0.75 0.75 A None 2/1/2008 Synchro 6 Report Page 1 HCM Signalized Inters ion Capacity Analysis FuttOSAT Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard Movement Lane Configurations Ideal Flow (vphpl) Total Lost time (s) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Volume (vph) Peak -hour factor, PHF Adj. Flow (vph) RTOR Reduction (vph) Lane Group Flow (vph) Turn Type Protected Phases Permitted Phases Actuated Green, G (s) Effective Green, g (s) Actuated g/C Ratio Clearance Time (s) Vehicle Extension (s) Lane Grp Cap (vph) v/s Ratio Prot v/s Ratio Perm vlc Ratio Uniform Delay, dl Progression Factor Incremental Delay, d2 Delay (s) Level of Service Approach Delay (s) Approach LOS Intersection Summary EBL EBT EBR WBL 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 116 0.92 126 0 126 Prot 5 10.8 13.3 0.12 6.5 3.0 216 c0.07 0.58 45.3 1.00 4.0 49.3 D HCM Average Control Delay HCM Volume to Capacity ratio Actuated Cycle Length (s) Intersection Capacity Utilization Analysis Period (min) c Critical Lane Group r 1900 1900 4.0 4.0 0.95 1.00 1.00 0.85 1.00 1.00 3539 1583 1.00 1.00 3539 1583 1364 42 0.92 0.92 1483 46 0 16 1483 30 Perm 2 52.4 55.9 0.51 7.5 3.0 1813 c0.42 0.82 22.3 1.00 4.2 26.6 C 27.9 C 2 52.4 55.9 0.51 7.5 3.0 811 0.02 0.04 13.2 1.00 0.1 13.3 B 30.9 0.76 109.1 71.8% 15 1900 4.0 1.00 1.00 0.95 1770 0.95 1770 34 0.92 37 0 37 Prot 1 5.0 7.5 0.07 6.5 3.0 122 0.02 0.30 48.3 1.00 1.4 49.7 D WBT WBR NBL NBT NBR SBL SBT SBR ttt r 4 r 1900 1900 1900 1900 1900 4.0 4.0 4.0 4.0 0.91 1.00 1.00 1.00 1.00 0.85 1.00 0.85 1.00 1.00 0.95 1.00 5085 1583 1778 1583 1.00 1.00 0.95 1.00 5085 1583 1778 1583 1487 97 20 1 13 0.92 0.92 0.92 0.92 0.92 1616 105 22 1 14 0 52 0 0 13 1616 53 0 23 1 Perm Split Perm 6 8 8 6 8 46.6 46.6 4.3 4.3 50.1 50.1 7.8 7.8 0.46 0.46 0.07 0.07 7.5 7.5 7.5 7.5 3.0 3.0 3.0 3.0 2335 727 127 113 0.32 c0.01 0.03 0.00 0.69 0.07 0.18 0.01 23.4 16.5 47.6 47.1 1.00 1.00 1.00 1.00 1.7 0.2 0.7 0.0 25.1 16.7 48.3 47.1 C B D D 25.1 47.9 C D HCM Level of Service Sum of lost time (s) ICU Level of Service 4 4\ t 16.0 C C 2/1/2008 d 4 r 1900 1900 1900 4.0 4.0 4.0 0.95 0.95 1.00 1.00 1.00 0.85 0.95 0.95 1.00 1681 1686 1583 0.95 0.95 1.00 1681 1686 1583 508 2 102 0.92 0.92 0.92 552 2 111 0 0 89 276 278 22 Split Perm 4 4 18.4 21.9 0.20 7.5 3.0 337 0.16 0.82 41.7 1.00 14.3 56.0 E 18.4 21.9 0.20 7.5 3.0 338 c0.16 0.82 41.7 1.00 14.8 56.6 E 52.8 D 4 18.4 21.9 0.20 7.5 3.0 318 0.01 0.07 35.3 1.00 0.1 35.4 D 4, HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 2 HCM Unsignalized Int•ection Capacity Analysis 9: Site Access Ward Avenue I Movement ESL EBR NBL NBT SBT SBR Lane Configurations Sign Control Stop Free Free Grade 0% 0% 0% Volume (veh /h) 6 0 0 27 57 16 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 7 0 0 29 62 17 Pedestrians Lane Width (ft) Walking Speed (fits) Percent Blockage Right turn flare (veh) Median type None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 91 62 79 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 91 62 79 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free 99 100 100 cM capacity (veh /h) 909 1003 1519 Direction, Lane EB 1 NB 1 NB 2 SB 1 SB 2 333 Volume Total 7 0 29 62 17 Volume Left 7 0 0 0 0 Volume Right 0 0 0 0 17 cSH 909 1700 1700 1700 1700 Volume to Capacity 0.01 0.00 0.02 0.04 0.01 Queue Length 95th (ft) 1 0 0 0 0 Control Delay (s) 9.0 0.0 0.0 0.0 0.0 Lane LOS A Approach Delay (s) 9.0 0.0 0.0 Approach LOS A Intersection Summary FutO SAT Peak Hour Traffic Volumes 2/1/2008 Average Delay 0.5 Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 3 HH Hunt Assisted Livin,raffic Impact Analysis APPENDIX H QUEUING ANALYSIS HH Hunt Assisted Living Development Traffic Impact Analysis Table: Future with Development (2013) Queuing Analysis Intersection (Lane Group) Route 50 and Ward Avenue /Botanical Boulevard Eastbound Left 39 84 85 150 Eastbound Through 337 494 499 715 Eastbound Right 3 24 5 28 Westbound Left 34 77 25 58 Westbound Through 166 235 351 425 Westbound Right 0 42 4 37 Northbound Through 17 37 15 41 Northbound Right 0 23 0 20 Southbound Left 38 84 197 344 Southbound Through 37 82 198 348 Southbound Right 0 28 0 47 January 31, 2008 PM Peak Hour SAT Peak Hour 50th% 95th% 50 95th Queues Fut. PM Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard Lane Group Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary HH Hunt Assited Living Gorove /Slade Associates, Inc. EBL EBT EBR WBL 67 1322 45 59 0.34 0.59 0.04 0.32 44.4 18.0 7.0 45.0 0.0 0.0 0.0 0.0 44.4 18.0 7.0 45.0 39 337 3 34 84 494 24 77 508 250 250 226 2244 1017 0 0 0 0 0 0 0 0 0 0.30 0.59 0.04 150 217 0 0 0 0.27 WBT WBR 1145 225 0.38 0.22 14.7 2.8 0.0 0.0 14.7 2.8 166 0 235 42 788 3042 1037 0 0 0 0.22 0 0 0 0.38 NBT NBR SBL SBT SBR 21 22 65 64 35 0.12 0.12 0.31 0.30 0.15 42.5 18.3 41.7 41.5 14.6 0.0 0.0 0.0 0.0 0.0 42.5 18.3 41.7 41.5 14.6 12 0 38 37 0 37 23 84 82 28 253 1247 75 348 329 324 324 334 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.06 0.07 0.20 0.20 0.10 2/1/2008 Synchro 6 Report Page 1 Queues FutL AT Peak Hour Traffic Volumes 5: Route 50 Botanical Boulevard 2/1/2008 Lane Group Lane Group Flow (vph) v/c Ratio Control Delay Queue Delay Total Delay Queue Length 50th (ft) Queue Length 95th (ft) Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary EBL EBT EBR WBL 126 1483 46 37 0.55 0.77 0.05 0.22 53.6 26.4 8.9 49.4 0.0 0.0 0.0 0.0 53.6 26.4 8.9 49.4 85 499 5 25 150 #715 28 58 508 250 250 150 256 1921 874 222 0 0 0 0 0 0 0 0 0 0 0 0 0.49 0.77 0.05 0.17 WBT 1616 0.70 26.0 0.0 26.0 351 425 788 2325 0 0 0 0.70 WBR 105 0.14 5.6 0.0 5.6 4 37 776 0 0 0 0.14 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. NBT 23 0.13 47.7 0.0 47.7 15 41 253 296 0 0 0 0.08 NBR 14 0.08 21.8 0.0 21.8 0 20 275 0 0 0 0.05 SBL 276 0.77 55.5 0.0 55.5 197 #344 75 375 0 0 0 0.74 SBT 278 0.77 55.7 0.0 55.7 198 #348 1247 376 0 0 0 0.74 SBR 111 0.26 8.9 0.0 8.9 0 47 439 0 0 0 0.25 HH Hunt Assited Living Synchro 6 Report Gorove /Slade Associates, Inc. Page 1 Land Use ITE Land Use Code Size Trip Generation PM Peak Hour SAT Peak Hour Weekday (24 hour In Out Total In Out Total In Out Valley Health Systems Property Warehousing 150 5 Acres ssx 25 65% 48 73 sox 33 50% 33 66 50% 192 5o% 192 Office 710 50,000 Sqaure Feet 17% 23 63% 112 135 5o% 63 sox 62 125 sax 390 50% 390 Office Park 750 5 Acres 75% 34 85% 194 228 sox 74 sax 73 147 50x 1,121 sow 1,121 Nursing Home 620 24,000 Sqaure Feet 47% 4 53% 6 10 sox 50% 50% 82 Sox 82 Elderly Housing Attached 253 80 Units 61% 5 39% 3 8 sax 101 50% 100 201 sox 139 50% 139 Subtotal 91 363 454 271 268 201 1,924 1,922 Degrange Property Business Hotel 312 50 Rooms box 19 4ox 12 31 50% 5o% 5o% 182 sox 182 Research Development Park 760 5 Acres 12% 9 esw 68 77 sox 106 50x 105 211 50x 199 50% 199 Shopping Center 820 25,000 Sqaure Feet 48% 121 52% 131 252 sox 177 sox 177 354 Sow 1,398 50x 1,398 Drive -in Bank 912 2,400 Square Feet Sow 66 Sow 65 131 50x 55 50% 55 110 50% 403 50x 403 H -T Restaurant 832 7,600 Sqaure Feet 6o% 50 40% 33 83 sox 602 50% 602 1,204 Sow 496 sox 496 Subtotal 265 309 574 940 939 1,879 2,678 2,676 WWW Property Office Park 750 35 Acres Isw 136 65% 769 905 50x 514 sow 513 1,027 50% 3,152 sox 3,152 Shopping Center 820 150,000 Sqaure Feet 48% 394 52% 427 821 sox 568 50x 568 1,136 sox 4,424 50x 4,424 Subtotal 530 1,196 1,726 1,082 1,081 2,163 7,576 7,575 Totals 827 1,804 2,631 2,208 2,203 4,073 11,514 11,508 Source: Trip Generation Manual, 6th Edition. Institute of transportation Engineers. 2003. Note: data for AM Peak Hour and PM Peak Hour show data for Peak Hour of Adiarent Groot Trafr7T. Background Vehicle Trip Generation respectively, 7 9 am and 4 6 pm, when provided. 4 ,,4Pi?„4-04-Atir. oititY cY77 04%;4:11/4174%ec6z-s%Poi`*%* 1 1 I 1! i X X m X m (.1'.1 v -4 co -4 z -4 n G G) 6) G G cn _-I m m m v m z r z r 0 0 crl r.-mr71 414146INS Yr 4%1 m= 411 Skt t 1 grv hge, 6 47