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HomeMy WebLinkAboutSDP200700024 Calculations 2007-06-14COMMONWEALTH OF VIRGINIA Department of Environmental quality AIR PERMIT APPLICATION General infornlrltion CHECK AL'_ FORMS THAT APPLY AND LIST ALL AT TACHLD DOCUMENT S. MAP AND LOCALNIE> LI ST (informnem), Pages ni-vl CONFIDENI IAL INFORMATION, Page ml -veil FORMULA -BASED HAZARDOUS AIR POL LUTANT INFORMATION, Page ix HAZA7I0005 AIR POI t IT 1ANT LIST (infonnaton), Pages w xn X_ REQUEST FOR LOCAL GOVE:?NMENT GERI II�ICAT ION FORM Page xw X CO!A TENTS AND DOCUMENT CERTIFICATION, Page 1 X. GENERAL INFORMA NON Page 2 X OFNERAI INFORMATION (conllnued). Page 3 FUEL -BURNING EQUIPMENT, Page 4 -_ PHOCFSSING, Page 5 INKS. COATINGS, STAINS, ANDADHESIVES. Page 6 _ INCINERAI OHS Page 7 VOLATILE. ORGANIC COMPOUNDIPETROLEUM STORAGE TANKS, Page 8 VOLATILE 09GANIC COMPOWND1PF fPOLEUM STORAGE TANKS - CON I-INUFO. Page 9 _ WADING RACKS AND OIL -WATER SEPARATORS, Palle 10 X STACK PARAMETERS AND FUEL DATA, Page 11 AIR POLLUTION CONTKOI_ AND MONITORING EQUIPMENT, PAGE 12 .__ AIR POLO (TION CONTROL ,'SUPPLEMENTAL INFORMATION, PAGE 1, Y PROPOSED MAXIMUM CHI FERIA POLLUTANT EMISSIONS. Page 14 _ PAST ACTUAL ANN:JAL CHI ERiA POLLUTANT EMISSIONS, Page 15 TOXIC: OR HAP EMISSIONS, Page 16 OTHER RCGUL ATE D EMISSIONS, Pay,. 17 X OPERAIING PWIODS, Pagv 13 LIST ATTACHED DOCUMEN IS X. MAP .�f SITE LO.C.ATIQN. X FACILITY SITE PLAN PROC—SF FLOWN DIAGRAM/SCHEMATIC MSDS or GPDS SHcE I S X LS I WA I ED EMISSIONS CALCULATIONS STACK TESTS AIR ML)DFL PA7A Note added form sheets above; also indicate the number of copies of each form in blank provided. DOCUMENT CERTIFICATION FORM (see other side for instructions) 1 certify under penalty of law that this document and all attachments [as noted above] were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted, Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering and evaluating the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. 1 am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I certify that 1 understand that the existence of a permit under [Article 6 of the Regulations] does not shield the source from potential enforceme y regulation of the board governing the major NSR program and does not relieve the source of the respons, comp/ w" y licable provision of thea/joorr NSR regulations. SIGNATURE:DATE. _ �T _...._......_ . __ /// NAME: Ron Co Fell TITLE. VP Pittfining & Corp. Development REGISTRATION COMPANY: _Martha Jefferson NUMBER: References: Viroinia Regulations for the Control and Ahatament of Air Pollution (Remulatmn`), 9 VAC 5-20-2308 and 9 VAC 5 80-1140E Seelrverseofthls form for instructions, Page Revised November 1, 2002 1 FORM 7 COMMONWEALTH OF VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY UR PERMIT APPLICATION GENERAL INFORMATION PERSON COMPLETING FORM DATE REGISfRA"IION NUMBER Travis Haas 5-29-07 REASON(S) FOR SUBMISSION (Check all that apply); = STATE OPERATING PERMIT FX7 NEW (Greenfield) SOURCE = MODIFICATION of a SOURCE = RELOCATION of a SOURCE THIS PER141T IS APPLIED FOR PURSUANT TO PROVISIONS OF THE VIRGINIA ADMINISTRATIVE CODE, 9 VAC 5 Chapter 80, Article 5 (SOP THIS PERMIT IS APPLIED FOR PURSUANT TO THE FOLLOWING PROVISIONS) OF THE VIRGINIA ADMINISTRATIVE CODE; M9 VAC 5 Chapter 80, Art. 6 (MINOR SOURCES) F-1 9 VAC 5 Chapter 80, Art. 8 (PSD MAJOR SOURCES) 1-1 9 VAC 5 Chapter 80, Art. 9 (NON -ATTAINMENT MAJOR SOURCES) E-1 Non -Binding Letter of EXEMPTION EJ AMENDMENT to a Permit dated: Permit type: 0 SOP(Art.0 FINSR (Art.6) Amendment Type: THIS AMENDMENT IS REQUESTED PURSUANT TO THE PROVISIONS OF: FlAdministrative Amendment F-1 9 VAC 5-80-970 (SOP Adm.) F-1 9 VAC 5-80--1270 (NSR Adm.) ❑ Minor Amendment ❑ 9 VAC 5-80-980 (SOP ❑ 9 VAC 5-80--1280 (NSR Minor) Minor) n Significant Amendment El 9 VAC 5-80-990 (SOP Sig.) El 9 VAC 5-80-1290 (NSR_ Sig.) ,"oirpiete Pa�Te:� 1, and 3 and refer tr) the „kt'ove checAed prow- cion rj for- additional inform,-jtion rc-;qt!_fre,,nentr-;. FOX111 " ra.v 11"r? uz�ed uo salliz;fy lhose Notification of Change in Ownership Effective Date: Notification of Facility Name Change Effective Date: Notification of Owner Name Change - Effective Date: Other (Specify): COMPANY AND DIVISION NAME _Martha Jefferson Hospital MAILING ADDRESS: 459 Locust Avenue, Charlottesville, VA 22902 TELEPHONE NUMBER: TUM BER OF EMPLOYEES, AT SITE, PROPERTY AREA AT SITE: EXACT SOURCE LOCATION - INCLUDE NAME OF CITY (COUNTY) AND FULL STREET ADDRESS OR DIRf-C-TIONS, Peter Jefferson Place Business Park, Charlottesville PERSON TO CONTACT ON AIR POLLUTION MATTERS - NAME AND rITt E... Ron Cottrell VP Planning & Corporate Development P[IONCNUMBER: 434-982-1306 FAX NUMBER: 434-982-7324 E-MAIL ADDRESS: ronalcl,cottrell@mjh.org Fx__1 Please check here if you obtained this form from the DEQ website. FOR OFFICIAL USE ONLY COUNTY CODE, PLANT ID NUMBER LAT/LONG: Faye Kevised July 14, 2005 Page 2 FORM 7 COMMONWEALTH OF VIRGINIA DEPARTMENT OF ENVIRONMENTAL QUALITY AIR PERMIT APPLICATION GENERAL INFORMATION (continued) COMPANY NAME DATE REGISTRATION NUMBER Martha Jefferson Hospital 5-29-07 FOR PORTABLE PLANTS: IS THIS FACILITY DESIGNED TO HE PORTABLE? YES [7] NO - IF YES, IS THIS FACILITY ALREADY PERMITTED AS A PORTASI, F PI ANT? [--] YES F-1 NO PLRMIFUAIE: IF NOT PERMITTED, IS THIS AN APPLICATION TO BE PERMITTED AS A PORTABLE PLANT? � YES 0 NO IF PERMITTED AS A PORTABLE FACILITY, IS "PHIS A NOTIFICATION OF RELOCATION", F-1 YES F7NO - DESCRIBE THE NEW LOCATION OR ADDRESS (INCLUDE A SITE MAP) WILL THE PORTABLE FACII.11 Y BF CO -LOCATED WITH ANOTHER SOURCE? F-1 YES F7NO REG NO.; WILL THE PORTABLE FACILITY BE MODIFIED OR RECONSTRUCTED AS A RESULT OF THE RELOCATION? FIYES F1 NO VVIL.L.THERE BE ANY NEW EMISSIONS OTHER THAN THOSE ASSOCIATED WITH THE RELOCATION? FIYES F-1 NO IS THE FACILITY SUITABLE FOR THE AREA TO WHICH IT WILL BE LOCATED? (ATTACH DOCUMENTATION.) 0 YES 0 NO )ESCRIBE THE PRODUCTS MANUFACTURED AND/OR SERVICES PERFORMED AT THIS FACILITY: General Medical/Surgical Procedures LIST THE STANDARD INDUSTRIAL CLASSIFICATION (SIC) CODE(S) FOR THE FACILITY: 8 10 16- -1-2 1 LIST THE NORTH AMERICAN INDUSTRY CLASSIFICATION SYSTEM (NAICS) CODECS ) FOR THE FACILITY: 6 1 2 12 1 1 1 1 1 0 1 [= -------------------------------------------------------------------------- PLEASE LIST ALL THE FACILITIES IN VIRGINIA UNDER COMMON OWNERSHIP OR CONTROL BY THE OWNER OF THIS FACILITY: Martha Jefferson Hospital, Martha Jefferson Physician Services Group. MILESTONES. This section is to be completed if the permit application includes a new emissions unit or modification to existing operations, MILESTONES* STARTING DATE ESTIMATED COMPLETION DATE New equipment installation Auqust 2007 August 2011 Modification of existing process or equipment Start-up dates 't -or new or moclitied installations to be constructed in phased schedule, give construction/installation starting and completion date for each phase. Page Revised July 27, 2004 Page 3 FORM 7 FUEL -BURNING EQUIPMENT AND STATIONARY COMBUSTION ENGINES (EXCEPT INCINERATORS) (BOILERS, TURBINES, GAS/DIESEL ENGINES. KILNS. ETC.): COMPANY NAME Martha Jefferson Hospital DATE 5-29-07 1 REGISTRATION NUMBER FOR MODIFICATION CODES SEE INSTRUCTIONS ON NEXT PAGE. Code A - Equipment BOILER TYPE: 1. Pulverized Coal - Wet Bottom 2. Pulverized Coal - Dry Bottom 3. Pulverized Coal - Cyclone Furnace 4. Spreader Stoker 5. Chain or Travelling Grate Stoker 6. Underfeed Stoker 7. Hand Fired Coal 8. Oil, Tangentially Fired 9. Oil, Horizontally Fired (except rotary cup) 10. Gas, Tangentially Fired 11. Gas, Horizontally Fired Code A (continued) 12. Wood with Flyash Reinjection 13. Wood without Flyash Reinjection 14. Other Specify STATIONARY ENGINE TYPE: 15. Combustion Turbine 16. Internal Combustion Engine 17. Other Specify OTHER COMBUSTION UNITS: 18. Oven / Kiln 19. Rotary Kiln 20. Process Furnace 99. Other Specify Code B - Usage 1. Steam Production 2. Drying / Curing 3. Space Heating 4. Process Heat 5. Food Processing 6. Electrical Generation 7. Mechanical Work 99. Other Page Revised March 20, 2003 4 FORM 7 M MAXIMUM RATED OUTPUT APPROPRIATE TO O MAXIMUM SOURCE TYPE D RATED INPUT HEAT C CAPACITY O FOR EACH TYPE OF UNIT EQUIPMENT MANUFACTURER, TYPE DATE OF D FUEL EQUIPMENT STEAM OUTPUT BRAKE ELECTRICAL USAGE REF. AND MFR.OR E (MILLION (USE QUANTITY HORSEPOWER POWER (USE NO. MODEL NUMBER CONST. w BTU/HR) TYPE OF FUEL CODE A) Ib/hr BHP CODE B) 1 Caterpillar (may be subject to change Pending 4 17.88 Diesel 16 2000 6 based on finalization of plans) (see calcs) 2 Caterpillar (may be subject to change Pending 4 17.88 Diesel 16 2000 6 based on finalization of plans) (see calcs) 3 Caterpillar (may be subject to change Pending 4 17.88 Diesel 16 2000 6 based on finalization of plans) (see calcs) 4 Caterpillar (may be subject to change Pending 4 17.88 Diesel 16 2000 6 based on finalization of plans) (see calcs) FOR MODIFICATION CODES SEE INSTRUCTIONS ON NEXT PAGE. Code A - Equipment BOILER TYPE: 1. Pulverized Coal - Wet Bottom 2. Pulverized Coal - Dry Bottom 3. Pulverized Coal - Cyclone Furnace 4. Spreader Stoker 5. Chain or Travelling Grate Stoker 6. Underfeed Stoker 7. Hand Fired Coal 8. Oil, Tangentially Fired 9. Oil, Horizontally Fired (except rotary cup) 10. Gas, Tangentially Fired 11. Gas, Horizontally Fired Code A (continued) 12. Wood with Flyash Reinjection 13. Wood without Flyash Reinjection 14. Other Specify STATIONARY ENGINE TYPE: 15. Combustion Turbine 16. Internal Combustion Engine 17. Other Specify OTHER COMBUSTION UNITS: 18. Oven / Kiln 19. Rotary Kiln 20. Process Furnace 99. Other Specify Code B - Usage 1. Steam Production 2. Drying / Curing 3. Space Heating 4. Process Heat 5. Food Processing 6. Electrical Generation 7. Mechanical Work 99. Other Page Revised March 20, 2003 4 FORM 7 FUEL -BURNING EQUIPMENT AND STATIONARY COMBUSTION ENGINES (EXCEPT INCINERATORS) (BOILERS, TURBINES, GASIDIESEL ENGINES. KILNS, ETC.): COMPANY NAME DATE REGISTRATION NUMBER FOR MODIFICATION CODES SEE INSTRUCTIONS ON NEXT PAGE. Code A - Eauiament BOILER TYPE: 1. Pulverized Coal -Wet Bottom 2, Pulverized Coal - Dry Bottom 3. Pulverized Coal - Cyclone Furnace 4. Spreader Stoker 5. Chain or Travelling Grate Stoker 6. Underfeed Stoker 7. Hand Fired Coal 8. Oil, Tangentially Fired 9. Oil, Horizontally Fired (except rotary cup) 10. Gas, Tangentially Fired 11. Gas, Horizontally Fired Code A (continued) 12. Wood with Flyash Reinjection 13. Wood without Flyash Reinjection 14. Other Specify STATIONARY ENGINE TYPE: 15. Combustion Turbine 16, Internal Combustion Engine 17. Other Specify OTHER COMBUSTION UNITS: 18. Oven / Kiln 19. Rotary Kiln 20, Process Furnace 99, Other Specify Code B - Usaae 1. Steam Production 2. Drying / Curing 3. Space Heating 4. Process Heat 5. Food Processing 6. Electrical Generation 7. Mechanical Work 99. Other Page Revised March 20, 2003 4b FORM 7 M MAXIMUM RATED OUTPUT APPROPRIATE TO O MAXIMUM SOURCE TYPE D RATEDINPUT HEAT C CAPACITY O FOR EACH TYPE OF UNIT EQUIPMENT MANUFACTURER, TYPE DATE OF D FUEL EQUIPMENT STEAM OUTPUT BRAKE ELECTRICAL USAGE REF. AND MFR.OR E (MILLION (USE QUANTITY HORSEPOWER POWER (USE NO. MODEL NUMBER CONST. BTU/HR) TYPE OF FUEL CODE A) Iblhr BHP K CODE B) 5 Cleaver Brooks Model CB -LE Boiler Pending 4 16.74 Natural Gas 11 500 3 (see calcs) 6 Cleaver Brooks Model CB -LE Boiler Pending 4 16.74 Natural Gas 11 500 3 (see calcs) 7 Cleaver Brooks Model CB -LE Boiler Pending 4 11.72 Natural Gas 11 350 3 (see calcs) FOR MODIFICATION CODES SEE INSTRUCTIONS ON NEXT PAGE. Code A - Eauiament BOILER TYPE: 1. Pulverized Coal -Wet Bottom 2, Pulverized Coal - Dry Bottom 3. Pulverized Coal - Cyclone Furnace 4. Spreader Stoker 5. Chain or Travelling Grate Stoker 6. Underfeed Stoker 7. Hand Fired Coal 8. Oil, Tangentially Fired 9. Oil, Horizontally Fired (except rotary cup) 10. Gas, Tangentially Fired 11. Gas, Horizontally Fired Code A (continued) 12. Wood with Flyash Reinjection 13. Wood without Flyash Reinjection 14. Other Specify STATIONARY ENGINE TYPE: 15. Combustion Turbine 16, Internal Combustion Engine 17. Other Specify OTHER COMBUSTION UNITS: 18. Oven / Kiln 19. Rotary Kiln 20, Process Furnace 99, Other Specify Code B - Usaae 1. Steam Production 2. Drying / Curing 3. Space Heating 4. Process Heat 5. Food Processing 6. Electrical Generation 7. Mechanical Work 99. Other Page Revised March 20, 2003 4b FORM 7 STACK PARAMETERS AND FUEL DATA: COMPANY NAME Martha Jefferson Hospital DATE 5.29.07 1 REGISTRATION NUMBER i VENTISTACK OR EXHAUST DATA FUELS DATA t MAX. MAX. MAX. VENTt RATED EXPECTED EXPECTED HIGHER STACK VENT EXIT EXIT GAS EXIT GAS EXIT BURNEDIH BURNED! BURNED/ HEATING UNIT VENT( CONFIG, STACK DIA. VELOCITY VOLUME GAS OUR DAY YEAR VALUE REF. STACK (USE HEIGHT TEMP. TYPE OF (SPECIFY (SPECIFY (SPECIFY (SPECIFY MAX. % MAX. la NO. NO. CODE K) (feet feet (fpm) acfm) (F FUEL UNITS UNITS UNITS UNITS SULFUR ASH 1 Diesel 139 gaUhr 3,336 gal/day 69,500 gal/yr 18,390 BTUY 0.5% 0.1% Ib By Wt. By Wt. 2 Diesel 139 gal/hr 3,336 gal/day 69,500 gal/yr '8,390 BTU, 0.5% lb By Wt, By Wt. 3 Diesel 139 gal/hr 3,336 gal/day 69,500 gaVyr 18,390 BTUi 0.54' 0.1% it By Wt. Bv Wt. 4 Diesel 139 gal/hr 3,336 gaUday 69,500 gaVyr 18,390 BTU: 0.5% 0.1% I t By Wt. By Wt. Natural 150 gal/hr 3,600 gal/day 1,314,000 111,600 BTU 0.5% 0.1% 5 Gas, No. 2 gal/vr ?gal By Wt. By Wt. Fuel Oil 6 Natural 150 gal/hr 3,600 gal/day 1,314,000 111,600 BTUJ 0.5% 0.1% as, No. 2 Fuel Oil I I gal/vr !gal By Wt. By Wt. Code K • Vent/Stack Configuration 1. Unobstructed vertical discharge 2 ObstrUcted vertical discharge (e.g.. raincap) 3. Horizontal or downwa•d discharge to g., T -stack) 99. Other (specify) Page Pev+sed July 31, 2001 11 FORM 7 STACK PARAMETERS AND FUEL DATA: COMPANY NAME Martha Jefferson Hospital I DATE 5/29/07 I REGISTRATION NUMBER I UNIT REF. NO. VENT/ STACK NO. VENT/STACK OR EXHAUST DATA FUELS DATA VENT/ STACK CONFIG. (USE CODE K) VENT STACK HEIGHT I (feet EXIT DIA. feet EXIT GAS VELOCITY m EXIT GAS VOLUME acfm EXIT GAS TEMP. TYPE OF FUEL MAX. RATED BURNED/H OUR (SPECIFY UNITS MAX. EXPECTED BURNED/ DAY (SPECIFY UNITS MAX. EXPECTED BURNED/ YEAR (SPECIFY UNITS HIGHER HEATING VALUE (SPECIFY UNITS MAX. % SULFUR MAX. °/ ASH 7 Natural Gas, No. 2 Fuel Oil 105 gal/hr 2,520 gal/ day 52,500 gal/ yr 111,600 BTU/gal 0.5% By Wt 0.1% By Wt Code K - Vent/Stack Configuration 1. Unobstructed vertical discharge 2. Obstructed vertical discharge (e.g. raincap) 3. Horizontal or downward discharge (e.g., T -stack) 99. Other (specify) Page Revised July 31, 2001 11b FORM 7 PROPOSED MAXIMUM CRITERIA POLLUTANT EMISSIONS: COMPANY NAME Martha Jefferson Hospital DATE 5/29/07 1 REGISTRATION NUMBER Code M -Emission Estimate Method (provide detailed calculations including assumed control efficiency of control eauipment to support reported values.1 1. Stack Test (include a copy of surnmary) 2. Maters( Balance (include calcwations) 3. Emiss;on Factor (Ecen.tify sou -cel and mciude calculations 99. Other (describe) " PM. PM, and VOCs should also be spilt uo by comoonent and reported under TOXIC OR HAZARDOUS POLLUTANTS Paye Revised March 2'J. 2003 Page 14 FORM 7 M MAXIMUM EMISSION RATES TO ATMOSPHERE OF CRITERIA POLLUTANTS UNIT REF. NO o C d D E PM PARTICULATE MATTER) PM10 (10 uM OR SMALLER PARTICULATE MATTER) SO2 (SULFUR DIOXIDE) NOX (NITROGEN OXIDES; CO (CARBON MONOXIDE) voc* (VOLATILE ORGANIC COMPOUNDS) Pb (LEAD) STATE OPERATING PERMIT EMISSION BASIS OF ESTIMATE (USE CODE M) Ib/hr I tons/y, ibihr torsiy, Ibihr tons/yr lb/hr tonsiyr Ib/hr tons, yr Ibihr tons/yr lb/hr tonsiyr CAP (Y@SINo) 1 4 0.15 0.039 0.15 0.039 5.5 1375 31.87 7.97 1.72 Q.43 N/A N/A N/A N/A Yes 3 2 4 0.15 0.039 0.15 0.039 5.5 1375 31.87 7.97 1.72 QA3 N/A N/A N/A WA Yes 3 3 4 0.15 0.039 0.15 0M.9 5.5 1.375 31.87 7.97 1.72 0.43 N/A N/A j N/A NIA Yes 3 4 4 0.15 0.039 0.15 0.039 5.5 1.375 31.87 7.97 1.72 0.43 N/A NIA N/A N/A Yes 3 5 4 0.42 1.83 0.42 1.83 8.70 38.12 4.18 18.33 1.17 5.13 NIA N/A N/A N.'A No 3 6 4 0.42 1.83 0.42 1.83 8.70 38.12 4.18 18.33 1.17 5.13 N/A N/A N/A N/A No 3 7 4 0.29 1.28 0.42 1.83 6.09 26.69 2.93 '2.82 0.82 3.59 NIA N!A N/A N(A No 3 I NOTE: Per AP -42, ALL PPA=< 1 urn Code M -Emission Estimate Method (provide detailed calculations including assumed control efficiency of control eauipment to support reported values.1 1. Stack Test (include a copy of surnmary) 2. Maters( Balance (include calcwations) 3. Emiss;on Factor (Ecen.tify sou -cel and mciude calculations 99. Other (describe) " PM. PM, and VOCs should also be spilt uo by comoonent and reported under TOXIC OR HAZARDOUS POLLUTANTS Paye Revised March 2'J. 2003 Page 14 FORM 7 OPERATING PERIODS COMPANY NAME Martha Jefferson use, to establish restriction on weratina hours. DATE 5,;29/07 1 REGISTRATION NUMBER MAXIMUM FACIL:TY OPERATING SCHEDULE PERCENT ANNUALUSElTHROUGHPUT BY SEASON NORMAL PROCESS/EQUIPMENT OPERATING SCHEDULE MAXIMUM EQUIPMENTIPROCESS OPERATING SCHEDULE UNIT REF. NO. DECEMBER —. FEBRUARY MARCH — MAY JUNE — AUGUST SEPTEMBER -- NOVEMBER HOURS PER DAY DAYS PER WEEK WEEKS PER YEAR HOURS PER DAY DAYS PER WEEK WEEKS PER YEAR 1 25 25 25 25 0 0 0 24 7 3 2 25 25 25 25 0 0 0 24 7 3 3 25 25 25 25 0 0 0 24 7 3 4 25 25 25 25 0 0 0 24 7 3 5 50 10 5 w 35 24 7 25 24 7 52 6 50 10 I 5 35 24 7 30 24 7 52 7 50 10 5 35 24 7 30 24 7 52 MAXIMUM FACIL:TY OPERATING SCHEDULE HOURS PER DAY 24 DAYS PER WEEK 7 WEEKS PER YEAR 52 Page Revised March 15, 1996 18 FORM 7 m A Engine & Scientists PROJECT NO. .l?—*C&--0"i-09 BY: RAfY Mg.6T PROJECT C-11ECKED BY: ATfP lexCA C, K Fitt- P'Aq� DATE: 34 C3 DATE: ti Ilk x Li A sdmt6to '0' ASHEFr M PROJECTNO. -4 BY:, r,+ -- r.; SUR"ER CHECKED BY: DATE +uuwH no. U 5,. t.,m AA--� LA, Z, ao r 7'0�4 i- 4 J IK I -rip m m A PROJECT NO. ty: DATE: RAEF MALT Lom PROJECT CHECKEDBY.- DATE;- _q M IJAJ s ot: L '14 v, ot,> � o ,v 1, , BY: DATE:To) PROJECTNO, 0" PROJECT CHECKED BY: DATE - std N4 Nda c)? -ri i3ov m A4 "A 3S, N Ai m & scienfieb; BY, ETFROJEL-rNo. AQUEF l &A 11 PROJECT !AAiH C oCHECKED BY: DAT& flu N U. j'k- .1--1 -7 S- till 7— --LD-1k.- 7 k1b ery x M -2,46 -31 I -f 6 jAI, AA T,) y 0. xg"q 11-111, -re, -77-- J ONVu 14 j T-0 #j Parking Demand Study GRAFF ANIIALT SCHLOEMER and 1"i'viale, lot- for Martha Jefferson Hospital KahlerSlater December 29, 2006 Martha Jefferson i Parking Demand Study for Martha Jefferson Hospital Charlottesville, Virginia Date Submitted: December 29, 2006 Prepared for. Kahler Slater Architects 111 W. Wisconsin Avenue Milwaukee, WI 53203-2501 Phone: (414) 290-3791 Contact: Steve Steen Prepared by. Graef, Anhalt, Schloemer & Associates, Inc. One Honey Creek Corporate Center 125 South 84`h Street, Suite 401 Milwaukee, WI 53214-1470 Phone: (414) 266-9141 Fax: (414) 259-0037 Contact: Shana Mogensen, P.E. Introduction Martha Jefferson Hospital plans to replace its existing facility and develop a comprehensive health care campus on a 72.6 acre site located in the Peter Jefferson Place development. Graef, Anhalt, Schloemer & Associates, Inc. (GASAI) was retained by Martha Jefferson Hospital to conduct a parking demand study for the future hospital campus. This report summarizes the parking occupancy of the existing hospital, hospital statistics, parking demand ratios and the future parking demand. This report also documents the assumptions, procedures and findings of the parking demand study. Existing Parking Occupancy The parking occupancy of the existing hospital campus is beneficial in establishing the existing parking demand. Parking occupancy counts were conducted at the existing hospital facility on February 15, 2006 between 8am and 4pm. The peak parking occupancy occurred between 10am and 2pm and therefore represents the typical design day conditions. Table 1 Summary of Parking Occupancv Campus Summary Parking Supply Occupied Spaces % Occupied Visitor Spaces 237 209 88.2% Physician Spaces 65 67 103.1% Staff Spaces 407 410 100.7% Reserved Spaces 4 4 100.0% Handicap Accessible Spaces — Visitor 19 16 84.2% Handicap Accessible Spaces — Staff 3 1 33.3% Tenant Spaces 47 30 63.8% Total (Including Tenants) 782 737 94.2% Total (Not Including Tenants) 735 707 96.2% Note: Designated parking spaces for ambulances and hospital fleet vehicles are excluded. Occupancy greater than 100% can occur when vehicles are parked in unmarked spaces. The campus parking is over 96% occupied during the peak period. This occupancy level is assumed to accurately represent existing conditions and will be used to determine the existing parking demand. A parking system operates at optimum efficiency when occupancy is 85% to 90%. Based on the occupancy counts, the existing facility is experiencing a shortage of physician and staff parking. Staff were observed parking on adjacent streets once their designated parking lots were filled. Approximately 50 vehicles with staff stickers were parked on adjacent streets. Students are not allowed to park in the staff or visitor parking lots. Therefore, the students tend to park on adjacent streets. The existing parking demand was adjusted to include the additional staff and student vehicles that could not be accommodated on the existing site. Graef, Anhalt, Schloemer & Associates, Inc. 1 December 29, 2006 L \Jobs20G6\20060001\Project__Information\Parking\Parking Study\Parkmg Report 061229 doc Hospital Statistics Martha Jefferson Hospital staff completed a parking information survey, which included population and service statistics for the existing and future hospital facilities. A summary of the hospital statistics is shown in Table 2. Table 2 Existing & Future Hospital Statistics Source: Martha Jefferson Hospital Parking Information Survey The statistics shown in Table 2 will be used to model existing parking demand and estimate the demand for the future hospital. The inpatient, outpatient and emergency room registrations are estimated to increase by approximately 17% over the next nine years based on projected hospital patient statistics. Parking Demand for Future Hospital The parking demand ratios that model existing peak period demand for a typical design day are shown in Table 3. These demand ratios are based upon the statistics provided and the conditions observed at the existing hospital. The ratios may not portray the busiest parking day of the year at the hospital. Graef, Anhalt, Schloemer & Associates, Inc. 2 December 29, 2006 L Wobs2006\20060001,Project_ InformabonTarking\Parking StudyTarking Report 061229 doc Existing (2006) Future (Year 2015) Total Beds 176 176 Physicians — Full time 35 37 Physicians — Part time 8 10 Other Regular Admitting Physicians 270 290 Employees — Full Time Equivalent (FTE) 1,260 1,506 Contract Employees 41 45 Students 150 150 Residents 0 0 Volunteers - Daily 35 45 E/R Registrations — Daily 88 103 Outpatient Registrations — Daily 459 537 Inpatient Registrations — Daily 116 136 Education Programs/Conferences 30 50 Other Visitors 40 250 Source: Martha Jefferson Hospital Parking Information Survey The statistics shown in Table 2 will be used to model existing parking demand and estimate the demand for the future hospital. The inpatient, outpatient and emergency room registrations are estimated to increase by approximately 17% over the next nine years based on projected hospital patient statistics. Parking Demand for Future Hospital The parking demand ratios that model existing peak period demand for a typical design day are shown in Table 3. These demand ratios are based upon the statistics provided and the conditions observed at the existing hospital. The ratios may not portray the busiest parking day of the year at the hospital. Graef, Anhalt, Schloemer & Associates, Inc. 2 December 29, 2006 L Wobs2006\20060001,Project_ InformabonTarking\Parking StudyTarking Report 061229 doc Table 3 Parking Demand Ratios Physicians 0.40 spaces per bed Employees (FTE) 0.40 spaces per FTE Contract Employees 0.40 spaces per contract employee Students 0.40 spaces per student Volunteers 0.50 spaces per volunteer Visitors: E/R Patients 0.20 spaces per registration Outpatients 0.40 spaces per registration Inpatients 0.20 spaces per bed Education/Conferences 0.50 spaces per attendee Other Visitors 0.25 spaces per visitor As a comparison, published parking demand ratios can range from 0.75 spaces per bed to 7.63 spaces per bed resulting in parking demands of 132 spaces to 1,343 spaces, respectively for the future hospital. Whereas the parking demand ratios shown in Table 3 were developed for specific users at this site. Applying these demand ratios to the hospital statistics will determine the parking demand for the future hospital. It is important that the supply of parking spaces includes a cushion in excess of the actual demand. This cushion allows for vacancies created by restricting lots to designated users, misparked vehicles, minor construction, the dynamics of parking and unparking vehicles, and to reduce the time needed to search for the last few available spaces. If this cushion is not provided, there will likely be a perception of a parking shortage even though vacant spaces exist in the system. If an adequate cushion is provided, it will be easier to locate open spaces. If the cushion is too large, the most inconvenient spaces will be rarely filled. For these reasons, it is an accepted practice to factor the parking demand to plan for an optimum occupancy level of 85% to 90%. The parking demand for each user is summarized in Table 4. An occupancy factor of 90% was applied to the parking demand of all users, with the exception of physicians in which an 85% occupancy factor was used. Graef, Anhalt, Schloemer & Associates, Inc. 3 December 29, 2006 L Wobs2006200600011Rroject_IntormahonTarkingTarking Study\Parking Report 061229 doc Table 4 Future Parking Demand As shown in Table 4, a total of 1,269 parking spaces are recommended for the replacement hospital. Handicap Accessible Spaces The Virginia Construction Code references the International Building Code (IBC) for accessible parking requirements. The following requirements are based on Chapter 11 of the IBC. • Ten percent of patient and visitor spaces provided to serve hospital outpatient facilities shall be accessible (IBC Section 1106.3). • The number of parking spaces for all other uses was based on Table 1106.1 in the IBC. The minimum number of accessible spaces required by the IBC is shown in Table 5. Table 5 Accessible Spaces Per User Future (Year 2015) Parking Demand Occupancy % (Factor) Number of Spaces Recommended Physicians 71 85% (1.177) 84 Employees 621 90% (1.111) 690 Students & Volunteers 83 90% (1.111) 93 Patients/Visitors: 2 Other 98 ER 21 90% (1.111) 24 Outpatients 216 90% (1.111) 240 Inpatients 36 90% (1.111) 40 Education/Conferences 25 90% (1.111) 28 Other 63 90% (1.111) 70 Total Parking Spaces 1,136 1,269 As shown in Table 4, a total of 1,269 parking spaces are recommended for the replacement hospital. Handicap Accessible Spaces The Virginia Construction Code references the International Building Code (IBC) for accessible parking requirements. The following requirements are based on Chapter 11 of the IBC. • Ten percent of patient and visitor spaces provided to serve hospital outpatient facilities shall be accessible (IBC Section 1106.3). • The number of parking spaces for all other uses was based on Table 1106.1 in the IBC. The minimum number of accessible spaces required by the IBC is shown in Table 5. Table 5 Accessible Spaces Per User Graef, Anhalt, Schloemer & Associates, Inc. 4 December 29, 2006 LWobs2006\20060001Troject_InformationTarkingTarking StudyTarking Report 061229 doc Number of Total Spaces Minimum Number of Accessible Spaces Physicians, Employees, Students & Volunteers 867 18 PatientsNisitors: ER 24 3 Outpatients 240 24 Inpatients 40 2 Other 98 4 Total Parking Spaces 1,269 51 Graef, Anhalt, Schloemer & Associates, Inc. 4 December 29, 2006 LWobs2006\20060001Troject_InformationTarkingTarking StudyTarking Report 061229 doc As shown in Table 5, a minimum of 51 spaces will be required to be accessible. The 51 accessible spaces account for approximately 4 percent of the total parking supply. In comparison, the existing hospital campus currently has 22 accessible spaces, which accounts for 3 percent of the total parking spaces. For every six accessible spaces, at least one shall be a van accessible space (IBC Section 1106.5). Therefore a minimum of 9 van accessible spaces will be required. Conclusions The existing hospital campus has 735 parking spaces with an overall occupancy over 96 percent. Parking demand ratios were developed based on hospital statistics and the conditions observed at the existing hospital. Based on the parking demand study, the replacement hospital is recommended to provide 1,269 parking spaces, which includes 51 accessible parking spaces. It should be noted that the number of parking spaces is expected to only accommodate the parking needs of the replacement hospital. Future physician office buildings (POBs) and tenant space should be evaluated as they may increase the number of parking spaces required for the campus. Graef, Anhalt, Schloemer & Associates, Inc. 5 December 29, 2006 L \Jobs200620060001\Project_I nformanomParking\Parkmg Study\Parking Report 061229 doc iwo Ow 0 W wo aw 0 amw TAW a- Uw Martha Jefferson Hospital Development Traffic Impact Analysis Prepared for: Martha Jefferson Hospital Prepared by: Wilbur Smith Associates Wilbur Smith Associates d'0S March 25, 2003 4ECEIVED N1 Trak Impact Study -Martha Jefferson Hospital Table of Contents Page ExecutiveSummary .............................................................................................................. i PeterJefferson Place Proffered Improvements..................................................................... i 2011 Background Improvements (without Martha Jefferson Hospital) 2011 Total Improvements with Martha Jefferson Hos iital "' Martha Jefferson Hospital Development.................................................................................1 ProjectSite.....................................................................................................................1 Proposed Developments in the Area..................................................................................1 Transportation Demand Management Plan.........................................................................2 Existing 2001 Traffic Volumes...........................................................................................2 2011 Background Traffic Volumes..................................................................................... 3 2011 Projected Site Traffic Volumes..................................................................................4 2011 Total Traffic Volumes...............................................................................................5 RoadwayCapacity Analysis............................................................................................... 5 QueuingAnalysis.............................................................................................................6 Conclusions.................................................................................................................... 7 Peter Jefferson Place Proffered Improvements...............................................................7 2011 Background Improvements (without Martha Jefferson Hospital) ..............................8 Martha Jefferson Hospital Roadway Improvements........................................................9 List of Tables Page I. Land Use and Trip Generation; Peter Jefferson Place Update ........................................ iv II. Land Use and Trip Generation with Existing Buildings; Peter Jefferson Place .................... v III. Land Use and Trip Generation without Existing Buildings; Martha Jefferson Hospital and Peter Jefferson Place ..................................................... vi IV. Land Use and Trip Generation Martha Jefferson Hospital ..............................................vii 1. Land Use and Trip Generation; Peter Jefferson Place Update.......................................10 2. Land Use and Trip Generation without Existing Buildings; Peter Jefferson Place ............. 11 3. Land Use and Trip Generation Martha Jefferson Hospital ............................................. 12 4. Land Use and Trip Generation without Existing Buildings; Martha Jefferson Hospital and Peter Jefferson Place .................................................... 13 5. Signalized Intersection Highway Capacity Analysis Level of Service Summary ................ 14 6. Unsignalized Intersection Highway Capacity Analysis Level of Service Summary ............. 15 Tiahic Impact Study - Martha Jefferson Hospital N511nrr 5 List of Figures After Page I. Site Location Map....................................................................................................iii II. Proffered 2006 Peter Jefferson Place Lane Configurations ............................................ v III. 2011 Background Volume Only Lane Configurations.................................................... v IV. Location of Proposed Martha Jefferson Hospital.......................................................... v V. 2011 Total Traffic Volume........................................................................................vii VI. 2011 Total Traffic Volume Inset................................................................................vii VII. 2011 Martha Jefferson Hospital (Total Volume) Lane Configurations ............................vii VIII. 2011 Background Traffic Volume Level of Service Summary .......................................vii IX. 2011 Total Traffic Volume Level of Service Summary 1. Site Location Map....................................................................................................9 2. Site Parcels..............................................................................................................9 3. Location of Proposed Martha Jefferson Hospital...........................................................9 4. Existing Lane Configurations...................................................................................... 9 5. 2001 Peak Hour Volumes (Unbalanced)...................................................................... 9 6. 2001 Peak Hour Volumes (Balanced).......................................................................... 9 7. 2011 Existing Background Volume (2001 Volume Increased 3% Annually) ..................... 9 8. 2011 Adjacent Site Volume - Pantops Development (Background plus Site Traffic)......... 9 9. 2011 Adjacent Site Volume - Westminster/Pantops Place (Site Traffic) ......................... 9 10. 2011 Peter Jefferson Place Volume (Existing Site Traffic)..............................................9 11. 2011 Peter Jefferson Place Site Traffic (Undeveloped Parcels as of 2001) ....................11 11A. 2011 Peter Jefferson Place Site Traffic Inset (Undeveloped Parcels as of 2001) ............11 12. 2011 Total Background Volume................................................................................11 12A. 2011 Total Background Volume Inset....................................................................... 11 13. Martha Jefferson Hospital Development Parcel B Trip Distribution Percentages.............13 13A. Martha Jefferson Hospital Development Parcel B Trip Distribution Percentages Inset .... 13 14. Martha Jefferson Hospital Development Parcel H Trip Distribution Percentages ............13 15. 2011 Martha Jefferson Hospital Site Traffic............................................................... 13 15A. 2011 Martha Jefferson Hospital Site Traffic Inset.......................................................13 16. 2011 Martha Jefferson Hospital Site Traffic Reduction for Trips to Existing Facility Double Counted..............................................13 17. 2011 Total Traffic Volume........................................................................................ 13 17A. 2011 Total Traffic Volume Inset...............................................................................13 18. 2011 Background Average Daily Traffic Volume.........................................................13 19. 2011 Total Average Daily Traffic Volume................................................................... 13 20. 2011 Background Volume Only Lane Configurations................................................... 13 21. Martha Jefferson Hospital (Total Volume) Lane Configurations .................................... 13 22. 2011 Total Volume Internal Lane Configurations........................................................ 13 22A. 2011 Total Volume Internal Lane Configurations Inset ............................................... 13 23. Background Traffic Volume Level of Service Summary ................................................ 15 24. 2011 Total Traffic Volume Level of Service Summary ................................................. 15 25. Proffered 2006 Peter Jefferson Place Lane Configurations ........................................... 15 N511nrr 5 Traffic Impact Study - Martha Jefferson Hospital Appendices Appendix A — Transportation Demand Management (TDM) Plan Appendix B — Turning Movement Count Data Appendix C — Peter Jefferson Place Development Trip Distribution Percentages by Parcel Appendix D — Martha Jefferson Hospital Employee Zip Code Information Appendix E — Signalized Intersection Capacity Analysis Worksheets Appendix F — Unsignalized Intersection Capacity Analysis Worksheets Appendix G — Queuing Analysis Calculations will". Smith .lRacirto Traffic Impact Study - Martha Jefferson Hospital Executive Summary Martha Jefferson Hospital is currently located on Locust Avenue in the City of Charlottesville. By 2011, the hospital plans to relocate within the Peter Jefferson Place development on Richmond Road (US Route 250) between Interstate 64 and State Fane Boulevard in Albemarle County. Peter Jefferson Place is a mixed-use development bounded by State Farm Boulevard, US Route 250 and I-64 (see Figure I). Table I shows the previously approved land uses and corresponding trip generations for the Peter Jefferson Place development from the March 1996 traffic impact study. Based on the assumed land uses included in that study, the development was generating roughly 26,200 vehicles per day. Table II represents current plan of development for Peter Jefferson Place not including Martha Jefferson Hospital. Six access points will be provided to the Peter Jefferson Place development, including three accesses onto US Route 250 (Peter Jefferson Parkway, Parcel F driveway, and Peter Jefferson Place) and three on State Farm Boulevard (Isham Avenue, Willis Drive, and Peter Jefferson Parkway). Most of these access points will also be used to access Martha Jefferson Hospital, especially those on State Farm Boulevard and Peter Jefferson Parkway. Due to the configuration of US Route 250 in this area, it was assumed to be a north -south route with I-64, Peter Jefferson Parkway, Peter Jefferson Place and State Farm Boulevard analyzed as east -west routes. The roadway improvements that are needed to the surrounding roadway network by 2011 are described in detail below in the following three categories: 1. Proffered improvements based on the VDOT approved March 1996 traffic impact study and the three -party agreement between Peter Jefferson Place, Albemarle County and VDOT; 2. Improvements needed based on the 3% per year growth in existing traffic and site traffic from other developments in the area, not including Martha Jefferson Hospital; and 3. Improvements needed based on the Martha Jefferson Hospital development. Peter Jefferson Place Proffered Improvements There are several improvements that were proffered for Peter Jefferson Place as a result of the 1996 traffic impact study update as defined in the May 13, 1998 Road Development Agreement with VDOT. These proffered improvements are shown graphically on Figure H and are summarized below. The assumed buildout year for the 1996 traffic study was 2006. New traffic signals at the following locations: o US Route 250 @ Peter Jefferson Parkway; o US Route 250 @ Peter Jefferson Place (pro rata share of signal cost); and o US Route 250 @ State Farm Boulevard (pro rata share of signal cost) Other roadway improvements: o Additional northbound left tum lane on US Route 250 at Peter Jefferson Parkway; o Continuous southbound right turn lane on US Route 250 from State Farm Boulevard to I-64 west on-ramp, resulting in two through lanes and one continuous right turn lane; o Additional eastbound left turn lane on State Farm Boulevard at US Route 250; and Will -Smith ' Tiahlc Impact Study - Martha Jefferson Hospital o Four -lane cross section with a minimum design speed of 35 mph on Peter Jefferson Parkway from US Route 250 to proposed roundabout (approximately 0.53 miles). From the roundabout to State Farm Boulevard across from South Pantops Road, a two-lane cross section is required (approximately 0.5 miles). 2011 Background Improvements (without Martha Jefferson Hospital) Based on the traffic projections without Martha Jefferson Hospital, a seven -lane cross section (four southbound lanes with the outermost lane functioning as a through -right tum lane and three northbound lanes with the outermost lane again functioning as a through -right tum lane) is needed on US Route 250 between Peter Jefferson Place and I-64, resulting in the need for two additional lanes (one in the southbound direction and one in the northbound direction) between the proposed buildout of Peter Jefferson Place in 2006 and the proposed buildout of Martha Jefferson Hospital in 2011. A three percent per year compounded growth rate was used to determine the 2011 background through traffic volumes for this development. All traffic entering and exiting the side streets were derived using site traffic from other traffic impact studies in the corridor, specifically for the Pantops Development (completed in 1998), Westminster Canterbury Expansion (completed in 2000) and Peter Jefferson Place (completed in 1996). The findings in this study are corroborated by the results of the Westminster Canterbury study for 2010 buildout conditions on US Route 250 at Pantops Mountain Road that showed a minimum of six through lanes. Figure III shows the needed improvements to the surrounding roadway network by 2011 including Peter Jefferson Place and other surrounding development that will be in place by 2011, but excluding Martha Jefferson Hospital. These improvements include the following: • One additional southbound through lane on US Route 250 from State Farm Boulevard through the I-64 east intersection totaling four lanes; • One additional northbound through lane on US Route 250 from I-64 east interchange through the Peter Jefferson Place intersection totaling three lanes; • One additional left tum lane on the eastbound I-64 off -ramp; • One additional right turn lane on the westbound I-64 off -ramp; and • One additional southbound left tum lane on US Route 250 onto eastbound I-64; and • One additional northbound left tum lane on US Route 250 onto westbound I-64; • A new traffic signal at the intersection of State Farm Boulevard and South Pantops Road — even though a formal traffic signal warrant analysis was not conducted as part of this study, the southbound left tum movement from South Pantops Road onto State Farm Boulevard fails during the PM peak hour. • The entrance to Parcel F should be converted to a right-in/right-out/left-in only driveway for operational and safety reasons. Motorists who want to make a left turn onto northbound US Route 250 from this site, can make a traffic signal controlled turn at either Peter Jefferson Parkway, Peter Jefferson Place or State Farm Boulevard. The traffic signal on the north side of the intersection should provide adequate gaps for northbound left turning vehicles. If this movement becomes difficult to make, left turns can also be made at adjacent traffic signals. Traffic Impact Study - Martha Jefferson Hospital 2011 Total Improvements (with Martha Jefferson Hospital) The location of Martha Jefferson Hospital within the Peter Jefferson Place development is shown in Figure IV. Table III summarizes the projected land uses of Peter Jefferson Place, including the Martha Jefferson Hospital, but excluding approximately 143,200 square feet of existing 2001 development. As shown in Table IV, the proposed Martha Jefferson Hospital will include approximately 1,300,000 square feet of development, with 950,000 square feet for the hospital itself and 350,000 square feet of supporting uses such as medical and general office buildings, generating approximately 22,600 vehicles per day. The trip generation for the site reflects an average 8% trip reduction as a result of a transportation demand management (TDM) plan that was prepared by Wilbur Smith Associates for Martha Jefferson Hospital and the remainder of the Peter Jefferson Place development. This plan Is tied to TDM measures that will be implemented throughout the development, including the Martha Jefferson Hospital. The addition of the Martha Jefferson Hospital created the need for the following roadway improvements above what is needed in 2011 without the hospital complex. With the site traffic added to the background traffic, the projected total 2011 peak hour traffic volumes on the surrounding roadway network were analyzed as shown in Figures V and VI. The surrounding roadway improvements that will be required as a result of the Martha Jefferson Hospital facility within the Peter Jefferson Place development are circled on Figure VII and are summarized below. Based on preliminary results from VDOT's Route 250 east corridor study, an eight -lane cross section is needed in 2020 for this section of US Route 250 to operate at an acceptable level of service. No more than three through lanes are needed in the northbound direction as identified during the discussion of background traffic improvements; therefore, the level of service in 2011 based on the results of this study requires that seven lanes be provided from the interchange to State Farm Boulevard. The improvements needed in 2011 include: • Southbound right turn lane on US Route 250 at State Farm Boulevard should be changed to a shared through -right lane. • Westbound left turn lane on State Fane Boulevard at Peter Jefferson Parkway is required. • Provide an additional lane on the eastbound Peter Jefferson Parkway approach at US Route 250 to allow for a four -lane approach including one left tum lane, one through lane and two right turn lanes. • Spot left turn lane extensions on US Route 250 and State Farm Boulevard. The level of service analysis was completed using the 2000 Highway Capacity Manual methodologies for signalized and unsignalized intersections. The 2011 background (without Martha Jefferson Hospital) and total (with Martha Jefferson Hospital) levels of service are summarized in Figures VIII and A, respectively. The results of the level of service analyses for each intersection in the network are provided in these figures. 11'lbur S Rivanna River 1 1 1 rZ0 0J�0 � P i Existing y� /' G ° O Martha �� Jefferson .j,, Bouts 250 Business �• �9� h� °fie Q a. Hospital + US i Sas °'� 6 �a Q Ma, etsf Mountain Rd. To Richmond —.0- NOT ► NOT TO SCALE •2' Site Location Map Figure wECONOMI Wilbur Smith Associates TABLE LAND USE AND TRIP GENERATION Peter Jefferson Place Development Update - Albemarle County, Virginia Design Year - 2005 AM PEAK PM PEAK PARCEL ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT 0 General Office 710 268,000 Square Feet 2,961 366 45 65 319 D Foundation Campus 710 109,800 Square Feet 1,506 183 23 34 165 E Retail 820 100,000 Square Feet 7,067 102 60 328 328 F General Office 710 83,100 Square Feet 1,220 147 18 28 135 H General Office 710 161,600 Square Feet 2,017 247 31 45 220 1 Residential 230 250 Dwelling Units 1,420 18 88 87 45 K Hotel 310 200 Occupied Rooms 1,701 76 51 80 68 Retail 820 4,500 Square Feet 4,291 64 38 197 197 General Office 710 125,500 Square Feet 1,666 203 25 37 182 Subtotal - Parcel K (includes capture) 130,000 Square Feet 7,658 343 114 314 447 N General Office 710 197,800 Square Feet 2,350 289 36 52 255 2005 Total: 1,050,300 Square Feet 26,199 1,695 415 953 1,914 NOTE: Total square footage does not include residential or hotel. SOURCE: 'Trip Generation Handbook, 5th ed;' Institute of Transportation Engineers iv WilFwr Sita TABLE 11 LAND USE AND TRIP GENERATION WITH EXISTING BUILDINGS Includes Internal Capture and 8% Transit Reduction Peter Jefferson Place Development - Albemarle County, Virginia Design Year - 2006 10,000 Square Feet 226 AM PEAK PM PEAK EXISTING PARCEL ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT (Sq. Feet) B` 73,000 8% Transit Reduction (18) (2) (0) (1) General Office 710 Square Feet Total - Parcel F (includes transit reduction) 208 24 3 10,200 Total - Parcel B I Apartments 220 250 Dwelling Units 1,633 - 107 10,200 D -15% Internal Capture (245) (3) (16) (15) General Office 710 80,000 Square Feet 1,118 137 19 29 140 20,000 Drive -In Bank 912 4,500 Square Feet 1,193 32 25 123 123 (7) Subtotal - Parcel D 84,500 Square Feet 2,312 169 44 152 263 20,000 Internal Capture from Apartments (Parcel/) (15) K (1) (1) - Subtotal - Parcel D (includes capture) 2,297 169 43 151 263 33 W. Transit Reduction 215 (184) (14) (3) (12) (21) {2) Total - Parcel D (includes capture and transit reduction) 2,113 156 39 139 242 239 E 42 215 40,000 8% Transit Reduction (149) (19) General Office 710 10,000 Square Feet 226 26 4 15 75 220 Subtotal - Parcel E1 10,000 Square Feet 226 26 4 15 75 - 8%Transit Reduction (18) (2) (0) (1) (6) 283 Total - Parcel Et (includes transit reduction) 51 208 24 3 14 69 (2) Restaurant 832 9,000 Square Feet 1,173 43 40 59 39 36 Drive -In Bank 912 4,500 Square Feet 1,193 32 25 123 123 (3) Subtotal - Parcel E2 33,500 Square Feet 2,367 75 65 182 162 33 8'/o Transit Reduction 230 (189) (6) (5) (15) (13) Total - Parcel E2 (includes transit reduction) 2,177 69 60 167 149 General Office 710 10,000 Square Feet 226 26 4 15 75 73,000 Subtotal - Parcel F 10,000 Square Feet 226 26 4 15 75 73,000 8% Transit Reduction (18) (2) (0) (1) (6) Total - Parcel F (includes transit reduction) 208 24 3 14 69 I Apartments 220 250 Dwelling Units 1,633 20 107 103 51 -15% Internal Capture (245) (3) (16) (15) (8) Subtotal - Parcel I (includes capture) 250 Dwelling Units 1,388 17 91 88 43 8% Transit Reduction (111) (1) (7) (7) (3) Total - Parcel i (includes capture) 1,277 16 84 81 40 K General Office 710 160,000 Square Feet 1,904 239 33 44 215 40,000 Internal Capture from Apartments (Parcel l) (37) {2) (2) - Subtotal - Parcel K (includes capture) 160,000 Square Feet 1,867 239 30 42 215 40,000 8% Transit Reduction (149) (19) (2) (3) (17) Total - Parcel K (includes capture) 1,718 220 28 38 198 N General Office 710 197,800 Square Feet 2,241 283 39 51 250 Internal Capture from Apartments (Parcel 1) (37) (2) (2) - Subtotal - Parcel N (includes capture) 197,800 Square Feet 2,204 283 36 49 250 8%Transit Reduction (176) (23) (3) (4) (20) Total - Parcel N (includes capture) 2,028 260 33 45 230 2011 Total (includes capture): 495,800 Square Feet 9,729 769 250 499 997 143,200 - All proposed land uses for Parcel B are included with Martha Jefferson Hospital Trip Generation. SOURCE: `Trip Generation Handbook, 6th ed;' Institute of Transportation Engineers v S�.nc�ato � Gs 9g� a� �y RR A n m ve wk, �Fg LEGEND: Traffic Signal Q Traffic Signal — Proffered Improvement ® Proposed Trafflc Signal (by 2011) — Proffered Improvement f- 2001 Lane Configuration 0 Proffered 2006 Lane Configuration NOT TO SCALE \ Proffered 2006 Peter Jefferson Place Figure (AFARM �fi.■,... ,o�„ Wilbur Smith Associates Lane Configurations �� 1 T 10 4, Ae rs s h� ♦ �. 5t»�0Fe�0`�5d s •,� �� 6 X 14 „RR 6. cm r�f`l �� s°'S•r e• m R LEGEND: Traffic Signal Q Traffic Signal— Proffered Improvement ® Proposed Traffic Signal (by 2011) — Proffered Improvement 0 Proposed Traffic Signal f- 2006 Lane Configuration (Includes proffered improvements) Lane Configuration improvements for Background Volume S Tum Lane Storage length T Tum Lane Taper Length y �R A. x 9 ti g•� e� r Qm� �w 1"kefstAte ba y Ot' RRR Left Tums from Parcels E2 and F not permitted at this intersection. 5,fi NOT TO SCALE QV 2011 Background Volume Only Figure FAONOW Wilbur s�n,i t ociates Lane Configurations ��� tnte�`" NOTE: Parking docks P1, P2, P3, and PS are Interconnected and located underneath hospital and medical office buildings. NOT TO SCALE AM Pty Location of Proposed Martha Jefferson Hospital Figure so EC(NJOMI Wilbur Smith Associates IV TABLE 111 LAND USE AND TRIP GENERATIONS WITHOUT EXISTING BUILDINGS Includes Internal Capture and BX Transit Reduction Martha Jefferson Hospital and Peter Jefferson Place Developments - Albemarle Courtly, Virginia z. Design Yew - 2006 for Petr Jefferson Piave (PJP) and 2071 tot Mw%m Jefferson Hospital (MJH) AM PEAK PM PEAK PARCEL ITE CODE UNITS 24-14OUR ENTER EXIT ENTER EXIT B (Milo madcamental Office Bwmv 720 220,000 Square Feet 8,761 428 107 217 588 Hosoitel 610 950,000 Square Fast 11,806 569 211 191 808 Subtotal - Parcel 8 1,170,000 Square Feet 201587 997 317 409 1,194 Infernal Capture horn A-11-ts (Farce! 0 (122) (3) (B) (8) (8) sublotd - Pared a (ridudea capture) 20,465 994 309 401 1.166 8% Transit Reduction (1,637) (80) (26) (32) (95) Told Parcel B (includes capture and transit reduction) 16,626 914 285 369 1,091 D (PJP) General Office 710 80,000 Square Feel 1,118 137 19 29 140 Drive-in Bank 912 4,500 Square Feet 1,193 32 25 123 123 Total - Parcel D 84,500 Square feat 2,312 169 44 152 263 hHemel Capture from A - 1m -ft (Parrs(1) (15) - (1) (1) - Subtotal - Parcel O (includes capture) 2297 169 43 151 263 8% Transit Reduction (104) (14) (3) (12) (21) Total - Parcel D (nciudes capture and transit reduction) 2,113 156 39 139 242 E (PJP) General Office 710 10,000 Square Feet 226 26 4 15 75 Subtotal - Parcel Ei 10,000 Square Feet 226 26 4 15 75 .__ 8% Transit Reduction (18) (2) (0) (1) (6) Told - Parcel El (includes transit reduction) 206 24 3 14 69 Restaurant 832 9,000 Square Feet 1,173 43 40 59 39 Drive -In Sank 912 4,500 Square Feat 1,193 32 25 123 123 Subtotal - Parcel E2 33,500 Square Feet 2,367 75 65 182 162 ., 8% Transit Reduction (189) (6) (5) (15) (13) Total - Parcel E2 (includes transit reduction) 2,177 69 60 167 149 F (PJP) General Office 710 10.000 Square Feet 226 26 4 15 75 ., Subtotal - Parcel F 10,000 Square Feet 226 26 4 15 75 BY. Transit Reduction (18) (2) (0) (1) (6) Total - Parcel F (includes transit reduction) 206 24 3 14 69 H (ItJH) Community Building (General Office: 710 40,000 Square Fast 657 79 11 21 103 Outpatient Care Center (MOB) 720 90°000 Square Feet 3,465 175 44 89 240 Total - Parcel H 130,000 Square Feet 4,122 254 55 110 343 Irdernaf Capture from APartMents (Parcel l) (34) - (2) (2) - Subtotal - Parcel H (includes capture) 4,088 254 52 108 343 8% Transit Reduction (327) - (20) (4) (9) (27) Told - Parcel H (includes capture and transit reduction) 3,761 234 46 99 316 1(PJP) Apartments 220 250 DweWN Units 1,633 20 107 103 51 - -15% Mlamal Capture (245) (3) (16) (15) (8) Subtotal - Parcel i (includes capture) 250 Dwelling Units 1,388 17 91 88 43 8% Transit Reduction (1N) (1) (7) fr1 (3) Told - Parcel 1 (includes capture) 1,277 16 ft4 Ili 40 _.o K (PJP) General Office 710 160,000 Square Feet 1,904 239 33 44 215 Infemat Capture from Apartments (Parcel 1) (37) (2) (2) Subtotal - Parcel K (includes capture) 160,000 Square Feet 1,867 239 30 42 215 8% Transit Reduction (149) (19) (2) (3) (17) Total - Parcel K (includes capture) 1,718 220 26 33 196 N (PJP) General Office 710 197,800 Square Feet 2,241 283 39 51 250 Internal Capture from Apartments (Parcel 1) (7) (2) (2) ,. Subtotal - Parcel N (Includes capture) 197,800 Square Feet 2,204 283 36 49 250 8% Transit Reduction (176) (23) (3) (4) (20) Total - Parcel N (includes capture) 2,026 260 33 45 230 2011 Total (Includes capture): 1,795,x00 Square Feet 32,318 1,917 563 967 2,404 NOTE: Total square footage does not include residential SOURCE: Trip Generation Handbook, 6th ed;' Institute of Transportation Engineers VI ttaiwr til mak.. rias TABLE IV LAND USE AND TRIP GENERATION Includes Internal Capture and 8% Transit Reduction Martha Jefferson Hospital Development - Albemarle County, Virginia Design Year - 2011 AM PEAK PM PEAK PARCEL ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT B MedicaMental Office Building 720 220,000 Square Feet 8,781 426 107 217 588 Hospital 610 950,000 Square Feet 11,806 569 211 191 606 Subtotal - Parcel B 1,170,000 Square Feet 20,587 997 317 409 1,194 Internal Capture from Apartments (Parcel I Peter Jefferson Place) (122) (3) (8) (8) (8) Subtotal - Parcel B (includes capture) 20,465 994 309 401 1,186 80/6 Transit Reduction (1,637) (80) (25) (32) (95) Total Parcel B {includes capture and transit reduction) 18,828 914 285 369 1,091 Existing Hospital (Double Counted) 300,000 Square Feet 5,039 229 85 72 230 H Community Building (General Office; 710 40,000 Square Feet 657 79 11 21 103 Outpatient Care Center (MOB) 720 90,000 Square Feet 3,465 175 44 89 240 Total - Parcel H 130,000 Square Feet 4,122 254 55 110 343 Internal Capture from Apartments (Parcel I Peter Jefferson Pface) (34) - (2) (2) - Subtotal - Parcel H (includes capture) 4,088 254 52 108 343 8% Transit Reduction (327) (20) (4) (9) (27) Total - Parcel H (includes capture and transit reduction) 3,761 234 48 99 316 2011 Total: (includes capture): 1,300,000 Square Feet 22,588 1,148 333 468 1,407 SOURCE: 'Trip Generation Handbook, 6th ed' Institute of Transportation Engineers CW =- VII willwr Smith A 11-i- s0" c NOT TO SCALE ■ 2011 Total Traffic Volume Figure � k IN ECON"'0 Wilbur Smith/Associates V LEGEND: 00 AM Peak Hour (00) PM Peak Hour Figure VI Q J O i a R�1 J,� �J Parfdng Deck Access (P 1.3 6 5) ~' (218) 57 9) /� Bef� Ilk A'>i ti Peter Jefferson Pkwy. aD b N h 0(> (3051 -0 7,5 9gj �► NOT TO SCALE NEERS nANNERS �' ECONOMI 2011 Total Traffic Volume irw Wilbur Smith Associates LEGEND: 00 AM Peak Hour (00) PM Peak Hour Figure VI s A s a +alb Fac4`g�va' t,�cd Traffic Signal Traffic Signal — Proffered Improvement Proposed Traffic Signal (by 2011) — Proffered Improvem( Proposed Traffic Signal (needed for Background Volume 2011 Background Volume Lane Configuration Lane Configuration Improvements for Total Volume Tum Length Storage Length Left Tums from Parcels E2 and F not permitted at this intersection, NOT TO SCALE t ;�� 2011 Martha Jefferson Hospital (Total Volume) Figure Wilbur Smith Associates Lane Configurations VI1 F NOT TO SCALE 2011 Background Traffic Volume Figure ECONO Level of Service Summary Wilbur Smith Associates Vill t m CJ Fa�s\Ja lc)� \ Parcel I C, 0, LEGEND: 9 Traffic Signal B AM LOS Total Volume (B) PM LOS Total Volume (A) A' Parcel N Parcel K M`emtgte �o 0 CC)) o �o NOT TO SCALE Q9'" 2011 Total Traffic Volume Figure UM moi PWJNERS wECONOMI Wilbur Smith Associates Level of Service Summary IX Martha Jefferson Hospital Development Albemarle County, Virginia Martha Jefferson Hospital is currently located on Locust Avenue in the City of Charlottesville. By 2011, the hospital plans to relocate within the Peter Jefferson Place development on Richmond Road (US Route 250) between Interstate 64 and State Farm Boulevard in Albemarle County. The purpose of this study is to evaluate the impact of the proposed Martha Jefferson Hospital Development in terms of projected traffic conditions on the existing roadway network including US Route 250 and State Farm Boulevard. This report provides trip generation, trip distribution, level of service (LOS) analysis, and recommendations for transportation improvements required to meet the anticipated traffic demands as a result of the proposed development. For consistency purposes in this study, US Route 250 is assumed to be the north -south route and the intersecting roads, such as State Farm Boulevard, are assumed to be the east -west routes. North is assumed to be heading towards Charlottesville. Project Site The Martha Jefferson Hospital development is located in Albemarle County within Peter Jefferson Place; a mixed-use development that is bounded by US Route 250 to the east, Interstate 64 to the south and State Farm Boulevard to the north. Figure 1 represents the surrounding roadway network, which portrays how the roadways in the area tie together and where the site is located on US Route 250. The existing Martha Jefferson Hospital is also identified on Figure 1 to show its relation the roadway network and the proposed site for the new facility. As shown in Figure 2, the Peter Jefferson Place Development will have six access points to the surrounding roadway network. Three access points will be provided onto US Route 250 (at Peter Jefferson Parkway, Parcel E2/F driveway, and Peter Jefferson Place) and three additional accesses will be provided onto State Farm Boulevard (at Isham Avenue, Willis Drive, and Peter Jefferson Parkway). Most of these access points will also be used to access Martha Jefferson Hospital, especially those on State Farm Boulevard. Figure 3 shows where the Martha Jefferson Hospital complex is located within Peter Jefferson Place, specifically within Parcels B and H. It was assumed that Peter Jefferson Place will be used very little as a cut -through route since it will remain a private road, but will instead primarily serve Parcels D and E with frontage on US Route 250. US Route 250 is a four -lane divided facility with right and left turn lanes provided at most every intersection in the study area with a posted speed limit of 45 mph. State Farm Boulevard is also a four -lane divided facility with right and left turn lanes provided at critical intersections with a posted speed limit of 35 mph. Proposed Developments in the Area Presently, there are three developments in the vicinity of this project that have either been completed or are nearing completion, including the Pantops Development bounded by State Farm Boulevard and US Route 250, Westminster Canterbury expansion on Pantops Mountain Road and the remainder of Peter Jefferson Place. Because of their impact on the surrounding roadway network, site traffic from the following studies was included as background traffic. Traffic Impact Study — Martha Jefferson Hospital Wilbur Smith Associates (WSA) 2/23/96 "Peter Jefferson Place Traffic Impact Study Update" — Buildout: 2006 WSA 4/24/98 "Pantops Development Traffic Impact Study Update" — Buildout: 2006 Kimley-Horn and Associates (KHA) 3/20/00 "Route 250 & Pantops Mountain Road" — Buildout: 2010 In addition, VDOT has been conducting a Route 250 East corridor study for the last few years. Based on discussions with VDOT Transportation Planning Division staff in reference to this study, the 2023 traffic Average Daily Traffic (ADT) projection for this corridor near Peter Jefferson Place is 59,500 vehicles. This study also identifies the need for an eight -lane facility with six through lanes and continuous right tum lanes in both directions on US Route 250 between Route 20 and the I-64 interchange. Transportation Demand Management Plan Based on VDOT requirements and comments from the Albemarle County Planning Department Wilbur Smith Associates developed a transportation demand management (TDM) plan for the entire site (both Peter Jefferson Place and Martha Jefferson Hospital). A copy of the TDM is included in Appendix A. The purpose of the TDM was to develop strategies that could be implemented to reduce the number of trips not only from the Martha Jefferson Hospital, but also from the surrounding Peter Jefferson Place development. The developers of these two sites have taken several measures to achieve these strategies identified in the TDM including: Plans to install over three miles of sidewalks with in the site; • Support for the local transit system with plans for bus shelters and bus pull outs at key locations; and • Reserved parking for carpool and vanpool riders. Based on the various strategies developed in the TDM plan a percentage reduction to the average daily traffic (ADT) was determined for both Martha Jefferson Hospital and Peter Jefferson Place. The trip generation for Martha Jefferson Hospital and the remainder of the Peter Jefferson Place development reflects the average 8% trip reduction identified in the TDM plan. Existing 2001 Trak Volumes WSA conducted AM (6 AM to 9 AM) and PM (4 PM to 7 PM) peak hour turning movement counts at the following locations on August 22 and 23, 2001. Figure 4 shows the existing geometry on the surrounding roadway network with the existing left and right tum lane storage and taper lengths identified. Based on conversations with VDOT and Albemarle County staff, the following intersections were approved for the scope of this study. • Route 250 @ I-64 east ramps • Route 250 @ I-64 west ramps • Route 250 @ Peter Jefferson Parkway/Glenorchy Drive • Route 250 @ Site Entrance (access to Parcels E and F) • Route 250 @ Peter Jefferson Place/Pantops Mountain Road • Route 250 @ State Farm Boulevard • State Farm Boulevard @ South Pantops Drive 2 WiRm Smith A, ceiutc. ' Trak Impact Study - Martha Jefferson Hospital Appendix B contains the actual turning movement counts and Figure 5 summarizes the existing AM and PM peak hour traffic volumes. It was determined that the peak hours for the network are 7:30-8:30 AM and 5:00-6:00 PM. Figure 6 shows the balanced existing traffic counts that were used as the basis for the analyses in this study. The percentage of tracks in the US Route 250 corridor was also determined during the data collection phase of this project. The percentage of trucks in the southbound direction for the AM and PM peak hours were 14% and 3%, respectively. In the northbound direction, the AM and PM peak hour truck percentages were 5% and 4%, respectively. 2011 Background Traffic Volumes The 2011 background traffic for this development was generated from a variety of sources, including past traffic impact studies that have been conducted in the corridor, the ITE Trip Generation Manual, a Edition, and existing traffic counts. Traffic for the existing buildings within Peter Jefferson Place is also included in the background traffic. This existing traffic was distributed to the parcels within the development based on the size of the existing buildings. Since existing traffic counts were not collected at the Hickman Road/State Farm Boulevard intersection, projections from the 1998 Pantops Development study were used. Traffic to and from Isham Avenue was generated using the Trip Generation Manual, a Edition, for the 4,500 square foot drive-in bank. The existing traffic from the general office buildings on Peter Jefferson Place and the site entrance into Parcel F were distributed onto the network. It was assumed that 50% of the traffic entering and exiting Parcel F uses Peter Jefferson Parkway and the remainder uses the site entrance between Peter Jefferson Parkway and Peter Jefferson Place. From discussions with VDOT and County staff and after a review of the long-range traffic forecasts on US Route 250 for 2015 and 2023, a three percent per year compounded growth rate was applied to the existing through traffic volumes on US Route 250 in Figure 6 to produce 2011 background traffic volumes as shown in Figure 7. Figures 8 and 9 summarize the background traffic volumes derived from the traffic studies for the Pantops Development and the Westminster Canterbury expansion on Pantops Mountain Road. Traffic to and from the 10,200 square foot general office building at the corner of Willis Drive and State Farm Boulevard was generated using the Trip Generation Manual, a Edition, and is shown in Figure 10. The site traffic from the three aforementioned traffic studies was used to develop the background 2011 turning volumes to and from US Route 250. Table 1 shows the previously approved land uses and corresponding trip generations for the Peter Jefferson Place development from the March 1996 traffic impact study, which was estimated to produce 26,200 vehicles per day. The current plan of development for Peter Jefferson Place is shown in Table 2 and no longer includes Parcels B and H since they are now represented by the Martha Jefferson Hospital development. The projected traffic volumes in Table 2 have been adjusted to reflect a 15% reduction for internal capture from Parcel I (residential use) and the 8% reduction for transit as identified in the TDM. The internal capture reduction was applied proportionally to both the Peter Jefferson Place and Martha Jefferson Hospital parcels. The projected traffic in Table 2 was multiplied by the applicable trip distribution percentages shown in Appendix C to produce the volumes shown in Figures 11 and 11A. These figures represent the projected peak hour volumes for the portions of Peter Jefferson Place that were �Ilwr Sm��ith�Acatci.hs Traffic Impact Study - Martha Jefferson Hospital undeveloped when the turning movement counts were conducted. The total background 2011 traffic shown in Figures 12 and 12A was determined by adding the traffic volumes in Figures 7, 8, 9, 10, 11 and 11A. Figures 12 and 12A represent the 2011 background traffic volumes without the proposed Martha Jefferson Hospital development in place, but including all of the development in the immediate area including Peter Jefferson Place. 2011 Projected Site Traffic Volumes At full buildout in 2011 the proposed Martha Jefferson Hospital site will consist of 1.3 million square feet including a 950,000 square foot hospital, 310,000 square feet of medical office space, and 40,000 square feet of general office space. Table 3 summarizes the traffic projection results from the Trip Generation Manual, 6"' Edition. The projected traffic volumes in Table 3 have been adjusted to reflect a 15% reduction for internal capture from Parcel I (Peter Jefferson Place residential use) and the 8% reduction for transit as identified in the TDM. Based on the information in this table, on weekdays the site is projected to generate approximately 22,600 vehicles per day with 1,481 and 1,875 vehicles per hour entering and exiting the site during the AM and PM peak hours, respectively. When Martha Jefferson Hospital is included within the overall plan for Peter Jefferson Place, the daily traffic projection is 32,300 not including traffic from the buildings that are currently occupied. This information is summarized in Table 4 and includes the reductions for both internal capture and transit. When the turning movement counts were conducted in March 2001 there was approximately 143,200 square feet of existing development within the Peter Jefferson Place site, including several general office parcels, accounting for approximately 1,600 trips {ger day. The traffic for the existing development was not included in the trip generation for the proposed site since it was captured by the traffic count data. The trip distributions for the hospital were generated from 11 months of zip code data for both employees and patients for the existing hospital. This supporting documentation is provided in Appendix D. Based on a detailed analysis of this data, it was determined that 60% of the trips to and from the existing hospital come from the west via US Route 250 or from the north via US Route 29. The remaining 40% of the trips come from the I-64 interchange or from the east via US Route 250. These percentages are also validated by the distributions used in the Westminster Canterbury expansion traffic study. Based on the results for the previously approved Peter Jefferson Place study, it is anticipated that 50% of the traffic accessing the site will come from the I-64 interchange area. The remaining 50% will come from the north and west and it is assumed that 40% will be using US Route 250 and 10% will be using South Pantops Road. Figures 13, 13A and 14 show the entering and exiting traffic distribution percentage for Parcels B and H of the Martha Jefferson Hospital development. The projected traffic in Table 3 was multiplied by the trip distribution percentages shown in Figures 13, 13A and 14 to produce the volumes shown in Figures 15 and 15A. These figures represent the projected Martha Jefferson Hospital development site traffic at full buildout in 2011. The results of the trip generation provide the traffic volumes the development is projected to produce; however, while this site is new, all of the trips it will generate are not. When the new hospital is completed the existing hospital will be closed resulting in trips being diverted from the old location to the new location. The existing traffic on US Route 250 (see Figure 6) includes W11 -s' ,�;�r� 4 W11- Traffic Impact Study - Martha Jefferson Hospital traffic that is destined for the current Martha Jefferson Hospital facility on Locust Avenue in Charlottesville. The 40% of the trips to the existing facility that come from the I-64 interchange or from the east via US Route 250 are traffic that is already in this corridor, but would be converted from through volumes to left tum volumes once the new hospital is completed. Simply adding the 2011 Martha Jefferson Hospital site traffic to the 2011 total background traffic would result in trips along the US Route 250 corridor being double counted. To avoid this double counting of trips on US Route 250 a reduction was applied to the Martha Jefferson Site traffic. Using the Trip Generation Manual, a Edition, an estimated traffic volume was determined for the existing 300,000 square foot hospital (see Table 3). Based on the analysis of the zip code data 40% of this volume is assumed to be in the US Route 250 corridor and is thus being double counted. The reduction applied to the Martha Jefferson Hospital site traffic is shown in Figure 16. The projections for Martha Jefferson Hospital development should still be considered conservative, since the primary work shift for the hospital is from 7 AM to 3 PM, which falls outside the AM and PM peak hours on US Route 250 and State Farm Boulevard. 2011 Total Traffic Volumes To determine the total traffic for 2011, including the proposed site, the total 2011 background traffic in Figures 12 and 12A was added to the projected Martha Jefferson Hospital development site traffic in Figures 15 and 15A and the double counted reduction in Figure 16 to produce the total 2011 traffic volumes in Figures 17 and 17A. The traffic volumes in Figures 12, 12A, 17 and 17A were used to perform highway capacity analyses for background and total traffic, respectively. Figures 18 and 19 respectively summarize the Average Daily Traffic for the 2011 background and total volumes on each link in the network derived from the projected trip generation for each parcel. Roadway Capacity Analysis Capacity analyses allow traffic engineers to determine the impacts of traffic on the surrounding roadway network. The Highway Capacity Manual methodologies govern how the capacity analyses are conducted and how the results are interpreted. Levels of service (LOS) are determined for each part of the roadway network, with LOS A through C representing acceptable results and LOS D through F representing marginal to unacceptable results. VDOT and Albemarie County will accept LOS D in the study area, which is an average level of service during the peak hours at most urban intersections. Both signalized and unsignalized capacity analyses were conducted for this study. Six signalized intersections were analyzed using the Highway Capacity Manual methodologies based on the assumptions discussed below. Twenty-one unsignalized intersections were analyzed including most of the internal accesses. The following assumptions were made when conducting the capacity analyses for the signalized intersections: • 0.90 peak hour factor (PHF); • Arrival types commensurate with the proximity of adjacent traffic signals; 5 Nilb- Smith .lc.uciatn Traffic Impact Study - Martha Jefferson Hospital • Cycle length optimized between 90 to 120 seconds; and • Total of 5 seconds of clearance with 2 seconds of all -red and 3 seconds of amber — all -red time may be eliminated if there are overlapping phases. • Two percent trucks on all movements except for US Route 250. The percentage of trucks in the southbound direction for the AM and PM peak hours are 14% and 3%, respectively. In the northbound direction, the AM and PM peak hour truck percentages are 5% and 4%, respectively. • Pedestrian traffic, parking maneuvers, and bus stops will be assumed to be negligible. For the analyses of the 2011 total background traffic (without the Martha Jefferson Hospital site traffic added) shown in Figures 12 and 12A the roadway geometrics were assumed according to Figure 20. For the analyses of the 2011 total traffic shown in Figures 17 and 17A the roadway geometrics were assumed according to Figure 21. The lane configurations used to complete the capacity analyses for the internal network are provided in Figures 22 and 22A. The rotary located within the Martha Jefferson Hospital site was analyzed as five separate two- way stop controlled intersections with the traffic within the rotary having the right of way. The access to the hospital parking deck from the rotary has a separate entrance and exit; however, only the intersection of the exit was analyzed. The intersection of State Farm Boulevard and South Pantops Drive/Peter Jefferson Parkway was analyzed as both unsignalized and signalized. Since the unsignalized analysis resulted in LOS F during the PM peak hour for both the 2011 background and total traffic, it was assumed this intersection would be signalized even though a formal traffic signal wan -ant analysis was not conducted as part of this study. Tables 5 and 6 summarize the results of the highway capacity analyses for the signalized and unsignalized intersections, respectively. The corresponding highway capacity software reports can be found in Appendices E and F. The results of the capacity analyses for background and total traffic conditions are discussed in detail in the conclusion of this report and are summarized respectively in Figures 23 and 24 for both the internal and external intersections. By analyzing these two conditions, a comparison was made between 2011 traffic conditions with and without the proposed site. Queuing Analysis The left tum lane storage requirements for the left turn lanes throughout the network are based on a queuing analysis calculation for the signalized intersections. The following methodology was used to compute the average queue length for the worst case peak hour, which in most cases is the PM peak hour. The following example calculation was provided to exemplify the methodology that was used for this analysis. The values shown below are for the northbound dual left turn lane from US Route 250 onto Peter Jefferson Parkway for the AM peak hour total 2011 traffic conditions. C = cycle length = 90 seconds per cycle N = number of cycles per peak hour = 3,600/C = 3,600 seconds per hour/90 seconds per cycle = 40 cycles per hour V = left turning vehicles per hour = 760 vehicles 6 Wilb-s� R,M.� Traffic Impact Study - Martha Jefferson Hospital To obtain the worst case scenario, it is assumed that there is a 150% random arrival factor and 90% of the vehicles arrive to the signal during the red phase. For dual tum lanes, it is assumed that the longer of the two lanes contains 55% of the peak hour vehicles. Theoretically, these assumptions will produce the maximum queue. Therefore, the maximum queue length for the longer of the dual left tum lanes is: Q = Maximum queue = V/N X 1.5 X 0.9 X 0.55 = 760/40 X 1.5 X 0.9 X 0.55 = 14.1 vehicles rounded to 14 vehicles If the average length of a vehicle plus the space between vehicles is 25 feet, then the maximum queue length is: Q X 25 ft/veh = 14 X 25 = 350 feet Therefore, the minimum storage for the longer of the dual left tum lanes should be approximately 350 feet. The results of this analysis are included in Appendix G, which provides the minimum storage length and taper lengths for left tum lanes. The VDOT standards for a 35 mph facility state that the minimum taper length should be 200 feet for a single left turn lane and 400 feet for a dual left tum lane. Conclusions The conclusions for this report reflect the necessary roadway improvements that are needed in three distinct phases. The first phase includes the improvements that were proffered in 1998 through a three -party agreement between VDOT, Albemarle County and Worrell Investments. The improvements that are necessary due to overall traffic growth in the area and local developments are included in the second phase and are based on the 2011 total background traffic volume. The third phase consists of the improvements that are required due to traffic generated by Martha Jefferson Hospital and are based on the 2011 total traffic volume. The three phases of improvements are discussed in detail below. Peter Jefferson Place Proffered Improvements There are several improvements that were proffered for Peter Jefferson Place as a result of the 1996 traffic impact study update as defined in the May 13, 1998 Road Development Agreement with VDOT. These proffered improvements are shown graphically on Figure 25 and are summarized below. The assumed buildout year for the 1996 traffic study was 2006. New traffic signals at the following locations: o US Route 250 @ Peter Jefferson Parkway; o US Route 250 @ Peter Jefferson Place (pro rata share of signal cost); and o US Route 250 @ State Farm Boulevard (pro rata share of signal cost) Other roadway improvements: o Additional northbound left tum lane on US Route 250 at Peter Jefferson Parkway; o Continuous southbound right turn lane on US Route 250 from State Farm Boulevard to I-64 west on-ramp, resulting in two through lanes and one continuous right tum lane; o Additional eastbound left turn lane on State Farm Boulevard at US Route 250; and Q'M1 7 Wilbur Smith A!�iyto Trak Impact Study - Martha Jefferson Hospital o Four -lane cross section with a minimum design speed of 35 mph on Peter Jefferson Parkway from US Route 250 to the proposed roundabout (approximately 0.53 miles). From the roundabout to State Farm Boulevard across from South Pantops Road, a two-lane cross section is required (approximately 0.5 miles). These improvements were assumed to be in place by 2011 for the purposes of the highway capacity analyses. 2011 Background Improvements (without Martha Jefferson Hospital) A three percent per year compounded growth rate was used to determine the 2011 background through traffic volumes for this development All traffic entering and exiting the side streets were derived using site traffic from other traffic impact studies in the corridor, specifically for the Pantops Development (completed in 1998), Westminster Canterbury Expansion (completed in 2000) and Peter Jefferson Place (completed in 1996). Based on the traffic projections without Martha Jefferson Hospital, a seven -lane cross section (four southbound lanes with the outermost lane functioning as a through -right turn lane and three northbound lanes with the outermost lane again functioning as a through -right tum lane) is needed on US Route 250 between Peter Jefferson Place and I-64, resulting in the need for two additional lanes (one in the southbound direction and one in the northbound direction) between the proposed buildout of Peter Jefferson Place in 2006 and the proposed buildout of Martha Jefferson Hospital in 2011. These findings are corroborated by the results of the Westminster Canterbury study for 2010 buildout conditions on US Route 250 at Pantops Mountain Road that showed a minimum of six through lanes. Figure 20 shows the improvements to the surrounding roadway network that will be needed in order to accommodate the anticipated traffic volumes generated by Peter Jefferson Place and the other surrounding development that will be in place by 2011, but excluding Martha Jefferson Hospital. These improvements are needed in addition to the improvements proffered by Peter Jefferson Place. The storage and taper lengths needed to provide adequate storage for the projected number of left turn vehicles are also noted on this figure. The needed improvements include the following: • One additional southbound through lane on US Route 250 from State Farm Boulevard through the I-64 east intersection totaling four lanes; • One additional northbound through lane on US Route 250 from I-64 east interchange through the Peter Jefferson Place intersection totaling three lanes; • One additional left turn lane on the eastbound I-64 off -ramp; • One additional right turn lane on the westbound I-64 off -ramp; • One additional southbound left turn lane on US Route 250 onto eastbound I-64; • One additional northbound left turn lane on US Route 250 onto westbound I-64; and • Spot left turn lane extensions on US Route 250 and State Farm Boulevard. • A new traffic signal at the intersection of State Farm Boulevard and South Pantops Road - even though a formal traffic signal warrant analysis was not conducted as part of this study, the southbound left tum movement from South Pantops Road onto State Farm Boulevard fails during the PM peak hour. N nw, W th ,w-'_ 8 Traffic Impact Study - Martha Jefferson Kosplta/ The entrance to Parcel F should be converted to a right-in/right-out/left-in only driveway for operational and safety reasons. Motorists who want to tum left onto northbound US Route 250 from this site can make a traffic signal controlled tum at Peter Jefferson Parkway, Peter Jefferson Place or State Farm Boulevard. This intersection was analyzed as part of this analysis; however, due to the limitations of the capacity analysis software (maximum of two through lanes for unsignalized intersections) the intersection was analyzed using two through lanes and a proportionate amount of the through volume on US Route 250. The traffic signal on the north side of the intersection should provide adequate gaps for northbound left turning vehicles. If this movement becomes difficult to make, left turns can also be made at adjacent traffic signals. The highway capacity analyses of the 2011 total background volume assume that the aforementioned improvements will be in place by 2011. From Figure 23 and Tables 5 and 6, all of the intersections will operate at a LOS D or better in the 2011 background condition. Martha Jefferson Hospital Roadway Improvements The addition of the Martha Jefferson Hospital created the need for the following roadway improvements above what is needed- in 2011 without the hospital complex. The surrounding roadway improvements that will be required as a result of the Martha Jefferson Hospital facility within the Peter Jefferson Place development are circled on Figure 21 and are summarized below. The storage and taper lengths needed to provide adequate storage for the projected number of left tum vehicles are also noted on this figure. Based on preliminary results from VDOT's Route 250 east corridor study, an eight -lane cross section is needed in 2020 for this section of US Route 250 to operate at an acceptable level of service. No more than three through lanes are needed in the northbound direction as identified during the discussion of background traffic improvements; therefore, the level of service in 2011 based on the results of this study requires that seven lanes be provided from the interchange to State Farm Boulevard. • Southbound right turn lane on US Route 250 at State Farm Boulevard should be changed to a shared through -right lane. • Westbound left tum lane on State Farm Boulevard at Peter Jefferson Parkway is required. • Provide an additional lane on the eastbound Peter Jefferson Parkway approach at US Route 250 to allow for a four -lane approach including one left tum lane, one through lane and two right turn lanes. • Spot left tum lane extensions on US Route 250 and State Farm Boulevard. The highway capacity analyses of the 2011 total volume assume that all of the identified improvements will be in place by 2011. From Figure 24 and Tables 5 and 6, all of the signalized intersections will operate at a LOS D or better in the 2011 total condition. All of the unsignalized intersections will also operate at a LOS D with the exception of the southbound left turns at the intersections of State Fane Boulevard and Hickman Road, and Peter Jefferson Parkway and the Parcel F access. �7w, c, m ch n _=1 g H i Rivanna River 1 •,1 rL0 Ov�O • � i g�a`e gym• �. Existing y �� Martha S Jeffersonp Business �• (9•ch g04`e Qac�o a Hospital US Route 25 S Ad �0-0,9 JO �• `� Q' 0 ar�etsr Mountain Rd. To Richmond --111- NOT ► NOT TO SCALE QUIWN& IN EW Site Location Map Figure A ECONOMI Wilbur Smith Associates '� OI,MLC i"INEERS SIAS �I EInANNTM WNOMI Wilbur Smith Associates Site Parcels Figure 2 NOTE: Parking decks Pi, P2, P3, and P5 are interconnected and located underneath hospital and medical office buildings. NOT TO SCALE (011II Location of Proposed Martha Jefferson Hospital Figure l �' „ Wilbur Smith Associates 3 � r Sols s >14 SRR t ti Q all d & 1 RJ " AN � � e` S• .fly �► � r 15 Ali 0 v �`0 � :, �S► R� -o S. 05 +„3. 106 T.86 Parer✓ah A� -T.7 6� P �\ LEGEND: • Traffic Signal p Rashing Signal t Lane Configuration S Tum Lane Storage Length T Turn Lane Taper Length $.150 S �n�er3��06A yy � S RR s 9•� � `J1 NOT TO SCALE � �,1S Existing Lane Configurations Figure \%1 ECONOMI Wilbur Smith Associates Q Source: WSA 8/22/2001, 8/2312001, and 9/5/2001 counts NOT TO SCALE `� J %' 2001 Peak Hour Volumes (Unbalanced) Figure EOONoIfl Wilbur Smith Associates Jc I N( 10JAVI& INEM (AMMMUS PL&NNM w E= 2001 Peak Hour Volume (Balanced) Figure o"OM, Wilbur Smith Associates 6 Gs, 9g .00 b sP 'a3 +-0(0) %$ o0 e\1' 11 b1b (46)11 Qt �I r A Parcel D t ' Parte( EI ko�o Parcel D U ttel �yel� (46 1�S e7,0 c Jap (0)°'� S 9 nJ `tv 3 Q Parcel E2 l e\ J so �1 PI -3 S% 0 14 b /o Parcel B W Parcel F 6 P6 • ��io Parcel H P6 7;..A- % ,OBr p p Parcel I erAry%01, Parcel N Parcel K 1 Fes. 00 AM Peak Hour (00) PM Peak Hour NOT TO SCALE NGINfes• ■ 2011 Existing Background Volume Figure •��•� ECONo>vn g Wilbur Smith Associates (2001 Volume Increased 3% Annually) _ 7 NOT TO SCALE (MI culk R PLANNERS Iw ECONOMIST Wilbur Smith Associates 2011 Adjacent Site Volume - Pantops Development (Background plus Site Traffic) Figure '0 5�`Bf00�Ja Source: Kimley-Hom 3/2000 study NOT TO SCALE IffansawQ''� °'" 2011 Adjacent Site Volume -Fi ure Mth, PLANNERS Ni�// ECONOMt .171 Wilbur Smith Associates Westminister/Pantops Place 9 (Site Traffic) Gd, ENTER EXL m AM 27 4 PM 15 75 10,200 SF General Office Parcel D �3 4. rim Parcel El ay O 05 e� PI-3 r Q°�� Parcel E2 P1-3 Parcel B PS Parcel F P6 Parcel H P6 Parcel I Parcel N R Parcel K 9 %ntetslate 54 a R i Source: Andrew Dracopoll 9/20/2001 NOT TO SCALE PLS 2011 Peter Jefferson Place Volume Figure Is r"EOONM Wilbur Smith Associates (Existing Site Traffic) 0 NOTE: Total square footage does not include residential or hotel. SOURCE: `Trip Generation Handbook, 5th ed; Institute of Transportation Engineers 10 Wilbur Smith .�xrciKa TABLE 1 LAND USE AND TRIP GENERATION Peter Jefferson Place Development Update - Albemarle County, Virginia Design Year - 2005 AM PEAK PM PEAK PARCEL ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT B General Office 710 268,000 Square Feet 2,961 366 45 65 319 D Foundation Campus 710 109,800 Square Feet 1,506 183 23 34 165 E Retail 820 100,000 Square Feet 7,067 102 60 328 328 F General Office 710 83,100 Square Feet 1,220 147 18 28 135 H General Office 710 161,600 Square Feet 2,017 247 31 45 220 1 Residential 230 250 Dwelling Units 1,420 18 88 87 45 K Hotel 310 200 Occupied Rooms 1,701 76 51 80 68 Retail 820 4,500 Square Feet 4,291 64 38 197 197 Office 710 125,500 Square Feet 1,666 203 25 37 182 _General Subtotal - Parcel K (includes capture) 130,000 Square Feet 7,658 343 114 314 447 N General Office 710 197,800 Square Feet 2,350 289 36 52 255 2005 Total: 1,050,300 Square Feet 26,199 1,695 415 953 1,914 NOTE: Total square footage does not include residential or hotel. SOURCE: `Trip Generation Handbook, 5th ed; Institute of Transportation Engineers 10 Wilbur Smith .�xrciKa TABLE 2 LAND USE AND TRIP GENERATION WITHOUT EXISTING BUILDINGS Includes Internal Capture and 8% Transit Reduction Peter Jefferson Place Development - Albemarle County, Virginia Design Year - 2006 AM PEAK PM PEAK EXISTING PARCEL ITE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT (Sq. Feet) S. General Office 710 Square Feet 10,200 Total - Parcel B _ 10.200 D General Office 710 80,000 Square Feet 1,118 137 19 29 140 20,000 Drive -In Bank 912 4,500 Square Feet 1,193 32 25 123 123 Subtotal - Parcel D 84,500 Square Feet 2,312 169 44 152 263 20,000 Interna/ Capture from Apartments (Parcel t) (15) (1) (1) - Subtotal - Parcel D (rtcludes capture) 2,297 169 43 151 263 8% Transit Reduction (184) (14) (3) (12) (21) Total - Parcel D (includes capture and transit reduction) 2,113 156 39 139 242 E General Office 710 10,000 Square Feet 226 26 4 15 75 Subtotal - Parcel Et 10,000 Square Feet 226 26 4 15 75 8%Transit Reduction (18) (2) (0) (1) (6) Total - Parcel E1 (includes transit reduction) 208 24 3 14 69 Restaurant 832 9,000 Square Feet 1,173 43 40 59 39 Drive -In Bank 912 4,500 Square Feet 1,193 32 25 123 123 Subtotal - Parcel E2 33,500 Square Feet 2,367 75 65 182 162 8% Transit Reduction (189) (6) (5) (15) (13) Total - Parcel E2 (includes transit reduction) 2,177 69 60 167 149 F General Office 710 10,000 Square Feet 226 26 4 15 75 73,000 Subtotal - Parcel F 10,000 Square Feet 226 26 4 15 75 73,000 8% Transit Reduction (18) (2) (0) (1) (6) Total - Parcel F (includes transit reduction) 206 24 3 14 69 1 Apartments 220 250 Dwelling Units 1,633 20 107 103 51 - -15% Internal Capture (245) (3) (16) (15) (8) Subtotal - Parcel I (includes capture) 250 Dwelling Units 1,388 17 91 88 43 8%Transit Reduction (111) (1) (7) (7) (3) Total - Parcel I (includes capture) 1,277 16 84 81 40 K General Office 710 160,000 Square Feet 1,904 239 33 44 215 40,000 Internal Capture from Apartments (Parcel)) (37) (2) (2) Subtotal - Parcel K (includes capture) 160,000 Square Feet 1,867 239 30 42 215 40,000 8% Transit Reduction (149) (19) (2) (3) (17) Total - Parcel K (includes capture) 1,718 220 28 38 198 N General Office 710 197,800 Square Feet 2,241 283 39 51 250 - _ Internal Capture from Apartments (Parcel 1) (37) (2) (2) Subtotal - Parcel N (includes capture) 197,800 Square Feet 2,204 283 36 49 250 - 8%Transit Reduction (176) (23) (3) (4) (20) Total - Parcel N (includes capture) 2,028 260 33 45 230 2011 Total (Includes capture): 495,800 Square Feet 9,729 769 250 499 997 143,200 ' - All proposed land uses for Parcel B are Included with Martha Jefferson Hospital Trip Generation. NOTE: Total square footage does not include residential or hotel. 14'ilFwr7�� 11 � n a NOTE: Ultimate buildout is 2008. NOT TO SCALE INEW rAW ECONOW S 2011 Peter Jefferson Place Site Traffic Figure Wilbur Smith Associates (Currently Undeveloped Parcels) 11 Parking Deck All" (P 1-3&5) Peter Jefferson Pkwy. <Z&e (30)9) If 00 LEGEND: 00 AM Peak Hour (00) PM Peak Hour NOTE: Ultimate buildout Is 20W. \ NOT TO SCALE �1 2011 Peter Jefferson Place Site Traffic Figure EMNOMI Wilbur Smith Associates (Currently Undeveloped Parcels) 11A I l Ar J 7115 '14 (1) 2.? i (196) 40 Ae x\`090 �°� ��► S� �'s'i4r ? Ii � 4.�'°�/ Parcel D Parcel El % % so S e . ♦ Parcel D j See ♦ °t�°c �Z4�» - Figure ♦ s0 �^ isTm W, 12A 12A ♦♦ Parcel E2 �z\ kok ��A1�°\°� ♦♦ ♦ '� �a fir,°� �l'�'� r ,'�s Com Parcel B ♦ ♦♦ ��, ��°o`\� Fes: 00 AM Peak Hour (00) PM Peak Hour 3 PS 42, Colo)! t`°\ Parcel F {� f,0(0) P4 ♦ ♦� �o� J Sy ♦ Parcel H P6 o�rr r �,�,�� pBje,✓°yam �4 ��� ,��� �,�1,�s Parcel I 00 >i epO °c tti12 ?' S r 3aP�1� ((4)67 a Parcel N 4 "i 60 V.e� Parcel K y ry j Lr 14 (90 `PS (30� i ,nterstate 64 92 NOTE: Generated by adding volumes from Figures 7, 8, 9, 10, 11, and I IA. t` \ NOT TO SCALE INEERS �� > NOMI IAFXM 2011 Total Background Volume Figure W Wilbur Smitb Associates 12 Q J � �e l 0, 1 r Parking Deck Access (P 1-3 & 5) �o /"o /0/0to)0 o 3 Peter Jefferson Pkwy. <Izlek ��o(0) o92J LEGEND: 00 AM Peak Hour (00) PM Peak Hour NOTE: Generated by adding volumes from Figures 7, 8, 9, 10, 11, and 11A. \ NOT TO SCALE , 2011 Total Background Volume Figure A�1� P�,�xs Wilbur Smith Associates 12A TABLE 3 LAND USE AND TRIP GENERATION Includes Internal Capture and 8'/o Transit Reduction Martha Jefferson Hospital Development - Albemarle County, Virginia Design Year- 2011 AM PEAK PM PEAK PARCEL RE CODE UNITS 24-HOUR ENTER EXIT ENTER EXIT B Medical/Dental Office Building 720 220,000 Square Feet 8,781 428 107 217 588 Hospital 610 950,000 Square Feet i 1806 569 211 191 606 Subtotal - Parcel B 1,170,000 Square Feet 20,587 997 317 409 1,194 Internal Capture from Apartments (Parcel i Peter Jefferson Place) (122) (3) (8) (8) (8) Subtotal - Parcel B (includes capture) 20,465 994 309 401 1,186 8% Transit Reduction (1,637) (80) (25) (32) (95) Total Parcel B (includes capture and transit reduction) 18,828 914 285 369 1,091 Existing Hospital (Double Counted) 300,000 Square Feet 5,039 229 85 72 230 H Community Building (General Office; 710 40,000 Square Feet 657 79 11 21 103 Outpatient Care Center (MOB) 720 90,000 Square Feet 3,465 175 44 89 240 Total - Parcel H 130,000 Square Feet 4,122 254 55 110 343 Internal Capture from Apartments (Parcel f Peter Jefferson Place) (34) - (2) (2) - Subtotal - Parcel H (includes capture) 4,088 254 52 108 343 8% Transit Reduction (327) (20) (4) (9) (27) Total - Parcel H (includes capture and transit reduction) 3,761 234 48 99 316 2011 Total (includes capture): 1,300,000 Square Feet 22,588 1,148 333 468 1,407 SOURCE: 'Trip Generation Handbook, 6th ed;' Institute of Transportation Engineers ��.. 12 -- Wilhu, Smith Aumuts TABLE 4 LAND USE AND TRIP GENERATIONS WITHOUT EXISTING BUILDINGS Includes Internal Capture and 8% Transit Reduction Martha Jefferson Hospital and Peter Jefferson Place - Albemarle County, Virginia Design Year - 2006 for Peter Jefferson Place (PJP) end 2011 for Martha Jefferson Hospital (MJH) PARCEL ITE CODE UNITS B (MJH) Medreal/Dental Office Building 720 220,000 Square Feet Hospital 610 950,000 Square Feet 24-HOUR 8,781 11 808 AM PEAK ENTER EXIT 428 107 569 211 PM PEAK ENTER EXIT 217 588 191 606 Subtotal - pacela 1,170,000 Square Fest 20,587 997 317 409 1,194 internal Capture Irani APathnerds (Panael I) (122) (3) (8) (e) (8) Subtotal - Parcel B (Includes capture) 20,465 994 309 401 1,186 8% Transit Reduction (1,637) (80) (25) (32) (95) Total Parcel 8 (Includes capture and transit reduction) 18,828 914 285 369 1,091 D (PJP) Drive-in Bank 912 4.500 Square Feet 1,193 32 25 General Office 710 80,000 Square Feet 1,118 137 19 29 140 Drive -In Bank 912 4,500 Square Feet 1,193 32 25 123 123 Total - Parcel D 84,500 Square Feet 2,312 169 44 152 263 Internal (rapture Irom Apartments (Parcel l) (15) 60 (1) (1) F (PJP) Subtotal - Parcel D (includes capture) 2,297 169 43 151 263 8% Transit Reduction (184) (14) (3) (12) (21) Total - Parcel D (includes capture and transit roduction) 2,113 156 39 139 242 E (PJP) General Office -710 710 10 000 Square Feet 226 26 4 15 75 Subtotal - Parcel Et 10,000 Square Feet 226 26 4 15 75 8% Transit Reduction (18) (2) (0) (1) (6) Total - Parcel Et (Includes transR reduction) 208 24 3 14 69 Restaurant 832 9,000 Square Feet 1,173 43 40 59 39 Drive-in Bank 912 4.500 Square Feet 1,193 32 25 123 123 Subtotal - Parcel E2 33,500 Square Feet 2,367 75 65 182 162 8% Transit Reduction (189) (6) (5) (15) (13) Total - Parcel E2 (includes transit reduction) 21177 69 60 167 149 F (PJP) General Office 710 10,000 Square Feet 226 26 4 15 75 Subtotal - Parcel F 10.000 Square Feet 226 26 4 15 75 8% Transit Reduction (18) (2) (0) (1) (6) Total - Parcel F (includes transit reduction) 208 24 3 14 69 H (MJH) Community Building (Genera! Office; 710 40,OOD Square Feet 657 79 11 21 103 Outpatient Care Center (MOB) 720 90.000 Square Feet 3,465 175 44 89 240 Total - Parcel H 130,000 Square Feet 4,122 254 55 110 343 internal Capture from Apartments (Parcel 1) (34) - (2) (2) Subtotal - Parcel H (incudes capture) 4,088 254 52 108 343 8% Transit Reduction (327) (20) (4) (9) (27) --. Total - Parcel H (includes capture and transit reduction) 3,761 234 46 99 316 I(PJP) Apartments 220 250 Dwelling Units 1,633 20 107 103 51 -15% Internal CaDfUre (245) (3) (16) (15) (8) Subtotal - Parcel I (Includes capture) 250 Dwelling Units 1,388 17 91 88 43 8% Transit Reduction (111) (1) (7) (7) (3) Total -Parcel I (includes capture) 1,277 1s 84 81 40 K (PJP) - General Office 710 160,000 Square Feet 1,904 239 33 44 215 lntemal Capture Irom A-1 (Puce! D (37) (2) (2) Subtotal - Parcel K (Includes Capture) 160,000 Square Feet 1,867 239 30 42 215 8% Transit Reduction (148) (19) (2) (3) (17) Total - Parcel K (Includes capture) 1,718 220 26 38 198 N (PJP) General Office 710 197,800 Square Feet 2,241 283 39 51 250 Internal Capture from Apartments (Parcel !) (37) (2} (p) Subtotal - Parcel N (includes capture) 197,800 Square Feet 2,204 283 36 49 250 8% Transit Reduction (176) (23) (3) (4) (20) Total - Parcell N (includes capture) 2,028 260 33 45 230 2011 Total (includes capture): 1,795,800 Square Feet 32,316 1,917 583 967 2,404 NOTE Total square footage does not include residential. SOURCE: 'Trp Generation Handbook, 61h ed;' Institute of Transportation Engineers 13 Will -Smith .4x i.ta TO SCALE (/// VG NEERS Iff'FIXT� PLANNERS t� L ECONOMI Wilbur Smith Associates Martha Jefferson Hospital Development Parcel B Trip Distribution Percentages Figure 13 NOT TO SCALE ►`o ENGINEERS Pumas /A ECONOMI Wilbur Smith Associates Martha Jefferson Hospital Development Parcel B Trip Distribution Percentages LEGEND: 00 Percent Site Entering (00) Percent Site Exiting Figure 13A NOT TO SCALE rfQ� PQM Martha Jefferson Hospital Development Figure MWIW,l Wilbur Smith Associates Parcel H Trip Distribution Percentages 14 i NOT TO SCALE PLWNM ECONOMi �� 2011 Martha Jefferson Hospital Site Traffic Figure •t��•iG/ Wilbur Smith Associates 1 Jr Perking Deck0 W Access (P 1-3 5 5) (218) 57 'i Peter Jefferson Pkwy. Qe� LEGEN : 00 AM Peak Hour (00) PM Peak Hour NOT TO SCALE nANNM • � �o�W 2011 Martha Jefferson Hospital Site Traffic Figure Wilbur Smith Associates 15A NUI qcffam (INOK PW4NFM e00Nontt Wilbur Smith Associates 2011 Martha Jefferson Hospital Site Traffic - Reduction for Trips to Existing Facility Double Counted in 2011 Total Background Traffic Figure IP NOTE: Generated by adding volumes from Figures 12, 12A, 13, 13A and 14. NOT TO SCALE QUM-����' 2011 Total Traffic Volume Figure FAOtJOMI Wilbur Smith Associates 17 Parking Deck Access (P 1.3 & 5) Peter Jefferson Pkwy. LEGEN : 00 AM Peak Hour (00) PM Peak Hour NOTE: Generated by adding volumes from Figures 12, 12A. 13,13A and 14. \ NOT TO SCALE QW10-im" 2011 Total Traffic Volume Figure ECONOMI Wilbur Smith f Sociates 17A s \ Q P5 Parcel I Oqa�-� I r Parcel K IntersIA IPA NOT TO SCALE �" 2011 Background Average Daily Traffic Volume Figure V"' EcortoM, Wilbur Smith Associates 18 L 5,900 Parcell �1K"", //s\s nANI, UwaMI Wilbur Smith Associates wa 8,600—',--�Ir Parcel K l 90111` 2011 Total Average Daily Traffic Volume Figure 19 Left Tums from Parcels E2 and F not permitted at this Intersection. NOT TO SCALE P oINUM 2011 Martha Jefferson Hospital (Total Volume) Figure ... ECN Wilbur Smith Associates Lane Configurations 21 Left Tums from Parcels E2 and F not permitted at this intersection. tt�\ NOT TO SCALE .._.. �' �� c"� ��� ��, 2011 Background Volume Only Figure � Wilbur Smith Associates Lane Configurations 20 �06' cps 5� I "" CONOiNGLNExs/&U1 PUWNM V.\fes/ DCONOMI Wilbur Smith Associates k\10 LEGEND: Two -Way Stop Controlled Intersection ® All -Way Stop Controlled Intersection i' Lane Configuration 2011 Total Volume S Tum Lane Storage Length T Tum Lane Taper Length rarM n r s �L 5.1W T.100'� Parcel N Parcel K 2011 Total Volume Internal Lane Configurations Figure 22 AO 2\. LEGEND: Two -Way Stop Controlled Intersection All -Way Stop Controlled Intersection Lane Configuration 2011 Total Volume S Tum Lane Storage Length T Tum Lane Taper Length NOT TO SCALE PI> 2011 Total Volume Figure QJjS—jjWLX-j ECONOMI Wilbur Smith Associates internal Lane Configurations 22A TABLE 5 SIGNALIZED INTERSECTION - HIGHWAY CAPACITY ANALYSIS LEVEL OF SERVICE SUMMARY RESULTS Martha Jefferson Hospital Development - Albemarle County, Virginia . s�«Q 14 Wilb. 2011 TOTAL TRAFFIC VOLUME 2011 BACKGROUND TRAFFIC VOLUME AM PEAK INTERSECTION NAME MOVEMENT APPROACH Level of Delay isec/veh) PM PEaK Level of servicg Delay US Rte 250 and NB B 13A A 9.6 State Farm Boulevard SB B 19.6 D 37.5 41.4 EB C 22.4 D 42.7 30.1 Overall B 162 C 27.8 US Rte 250 and NB D 35.6 B 17.8 Peter Jefferson Place/ SB D 36.1 C 27.0 Pantops Mountain Road EB C 332 C 32.6 13.5 W B C 33.0 C 29.3 32.8 Overall D 35.7 C 24.1 US Rte 250 and NB B 18.4 B 17.0 Peter Jefferson Parkway/ SB C 26S D 42.7 Glenorchy Drive ES B 16.7 C 31.1 37.6 WB C 32.1 C 25.0 42.0 Overall C 21.0 C 32.9 US Rte 250 and NB D 44.1 B 16.6 1-64 Westbound Ramps SB D 44.6 C 21.0 27.5 WB D 36.1 D 47.6 27.9 Overall D 42.4 C 22.8 US Rte 250 and NS D 3B.8 D 39.2 1.64 Eastbound Ramps SB B 12.6 B 17.3 EB C 32.9 D 38.0 Overall C 29.9 C 26.5 State Farm Boulevard and EB C 33.3 C 29.3 S. Pantops Drive WB C 20.6 C 24.3 NS C 33.8 C 34.2 SB C 29.5 C 342 Overall C 24.8 C 29.7 . s�«Q 14 Wilb. 2011 TOTAL TRAFFIC VOLUME AM Level of Service PEAK Delay (soG tahl PM Level Of Service PEAK Delay 1sec1Yeh1 B 13.1 C 25.4 C 31.0 D 52.5 C 26.1 D 44.6 C 21.2 D 41.4 C 29.4 C 21.8 C 30.1 C 319 C 34.7 D 44.3 C 33.9 D 35.5 C 29.8 C 29.4 C 22.7 C 24.4 C 26.9 D 54.3 B 13.5 D 39.1 C 32.1 C 32.8 C 23.5 D 42.0 D 50.4 8 15.1 C 34.1 C 31.3 D 54.1 D 52.0 D 46.9 C 28.9 D 49.3 D 37.6 B 16.0 C 27.8 D 42.0 D 43.9 D 38.1 C 32.9 C 342 C 33.8 C 23.5 C 26.0 C 34.7 C 27.5 C 32.6 0 38.3 C 27.9 C 31.2 15 1�l1Aur Smith .Mvociata TABLE 6 UNS4GNALIZED INTERSECTION - HIGHWAY CAPACITY ANALYSIS LEVEL OF SERVICE SUMMARY RESULTS Martha Jefferson Hospital Development - Albemarle County, Virginia 2011 BACKGROUND TRAFFIC VOLUME 2011 TOTAL TRAFFIC VOLUME INTERSECTION NAME TYPE OF CONT$ MOVEMENT APPROACH Level of ,fi Delay PM P Level Service Delay iaecVvebl AM PEAK Level of ,SOrYlCB Del ay isecNeh) LeveEA l (seg1v9h) US Route 250 and T -W ay Stop NB L A 10.0 C 19.1 B 10.0 C 19.8 Site Entrance (Parcel E2 & F) • EB R B 11.5 D 25.5 B 11.6 D 26.6 Site Entrance from US 250 and T -Way Stop WB LR A 7.3 A 72 A 7.3 A 72 Parcel E2 & F NB R A 8.3 A 8.5 A 8.3 A 8.5 SBL A 9.8 A 9.9 A 9.8 A 9.9 State Farm Boulevard and Two -Way Stop EBL A 8.7 A 8.5 A 8.7 A 8.5 S. Pantops Drivel WB LT A 7.3 A 7.6 - - - Peter Jefferson Parkway WBL - - - - A 7.6 A 7.8 NB LT 8 13.9 C 21.4 C 24.7 F 111.7 SB L B 12.4 F 151.1 D 29.8 F •' State Farre Boulevard and Two -Way Stop WBL A 7.8 A 8.4 A 9.1 B 10.1 Willis Road NB L B 11.8 B 132 D 29.8 C 21.1 Stare Farm Boulevard and Two -Way Slop EBL A 92 A 8.0 B 11.9 A 8.6 Hickman Road(Isham Avenue WBL A 7.7 A 8.7 A 8.2 B 12.0 NB LT B 13.3 C 15.2 C 18.4 D 31.9 SBL C 21.5 D 332 F 73.5 F 240.8 Stale Farm Boulevard and Two -Way Stop SS LTR C 15.9 B 14.1 D 27.5 C 20.7 Bank Entrance Peter Jefferson Parkway and Two -Way Stop SBL - - - - A 8.3 A 8.0 Parcel B - Parking 5 Access WBL - - - - C 15.8 B 14.7 Peter Jefferson Parkway and Two Way Stop NB L A 7.3 A 7.4 A 7.7 A 8.0 Parcel I Access EBL A 9.3 A 9.3 B 10.7 B 112 Peter Jefferson Parkway and Two -Way Stop SB LT - - - - A 8.0 A 7.8 Parcel B - Parking 4 Access WB LR - - - - B 10.8 B 122 Peter Jefferson Parkway and Two -Way Stop SB LT A 7.2 A 7.4 A 82 A 7.9 Peter Jefferson Place WB LR - - - - B 11.7 B 14.1 Peter Jefferson Parkway and Two -Way Stop EBL A 7.2 A 7.4 A 8.5 A 7.6 Parcels H & K Access WBL A 7.8 A 7.3 A 8.2 A 8.5 NB LT B 13.6 A 9.8 C 18.6 B 14.7 SBL B 13.6 B 10.5 C 22.5 C 20.1 Peter Jefferson Parkway and Two -Way Stop EBL A 8.0 A 7.4 A 9.6 A 7.9 Parcels F & N Access WBL A 7.9 A 7.8 A 8.4 A 9.7 NB LT C 16.5 B 11.1 C 22.3 C 19.7 SBL C 19.3 8 15.0 E 36.8 E 41.5 Peter Jefferson Place and Two -Way Stop EBR A 8.4 A 8.4 A 10.0 B 10.9 South Rotary Peter Jefferson Place and Two -Way Stop NB R - - - - A 9.6 B 11.3 Parcel H - Parking 6 Access Peter Jefferson Place and Two -Way Stop NB R A 8.4 A 8.5 A 9.7 B 11.0 North Rotary Peter Jefferson Race and Two-WayStop SBR A 8.4 A 8.6 B 10.6 B 10.6 Willis Drive Peter Jefferson Place and Two -Way Stop SBR - - A 9.3 B 10.8 Parcel B - Par" 1, 2 8 3 Access Peter Jefferson Race and AN -Way Stop EB A 7.3 A 7.8 A 7.5 A 8.8 Ishan Avenue W B A 7.0 A 7.7 A 7.9 A 8.4 SB A 7.6 A 9.0 A 7.9 A 9.7 Overall A 7.1 A 8.4 A 7.9 A 9.1 Peter Jefferson Race and Two -Way Stop EB LT A 7.5 A 7.5 A 7.7 A 7.6 Parcel Et Access SB LR A 9.5 B 11.1 B 10.4 B 12.7 -- Peter Jefferson Race and Two -Way Stop EB LR A 9.3 B 12.1 A 9.9 B 14.8 Parcel E2 Access NB LT A 7.5 A 7.6 A 7.8 A 7.7 Willis Drive and Two -Way Stop NB LT - - - - A 8.3 A 7.6 Parcel B - Parking 1, 2 & 3 Access EBL - - - -- B 112 C 17.0 'Analyzed using two through lanes and propotionale amount of through -Control volume on US 250 sknce software is limited to two through lanes. delay greater than 999 seconds, value not reported in Highway Capacity Software. 15 1�l1Aur Smith .Mvociata cle0 lepo. LEGEND: 0 Traffic Signal B AM LOS Background Volume (B) PM LOS Background Volume NOT TO SCALE ffi'ffO -IR FnL 2011 Background Traffic Volume Figure ECONOMI Wilbur Smith Associates Level of Service Summary 23 I-QG W, rc P0\ 90, n r Parcel D rO Gip, � J Parcel El ¢` o� Parcel D (A) A (8) A 7 J P1.3 `c'IllgP0,g� Parcel E2 spa P1- rgJ9 a C la) Parcel B �. 1 PS le) A J P4 rC P6 A (A) m (A) A Parcel H P6 Peja'✓ey� e SP1 w' Parcel 1 PSP, (A) A 0 Parcel K Parcel F LEGEND: 9 Ttafflc Signal B AM LOS Total Volume (B) PM LOS Total Volume lA) ►` r� D (D Parcel N m J 84 r0 inlets Ate O (D) D r0 '' `"� 2011 Total Traffic Volume (44—Wi:my—jplnwNNEns EOONOMI Wilbur Smmiitb Associates Level of Service Summary Figure 24 /J'1 d�cnaEExs ///--� PLANNERS t�� ECONOMI Wilbur Smith Associates Proffered 2006 Peter Jefferson Place Lane Configurations Figure 25 Appendix A Transportation Demand Management (TDM). Plan (40m;-- i11 Pty ECONOMI Wilbur Smith Associaites 50 —Yww 10 East Franklin Street Richmond, VA 23219-2106 (804)643-6651 (804) 649-709 fax www.wilbursmith.com Transportation Demand Management Plan for Peter Jefferson Place and Martha Jefferson Hospital Prior to getting into the details of the study, TDM will be briefly described. TDM strategies attempt to reduce congestion and air pollution by influencing changes in travel behavior. The goal is to reduce commuting trips in a particular area during a particular time of the day, specifically during the peak travel times. According to an FHWA study, research throughout the country has shown that a properly designed, marketed and implemented TDM plan can be very effective, reducing vehicle trips by as much as 30 to 40 percent. The key to maximizing the effectiveness of a TDM program is to determine what strategies the employees at a particular site would be able to use and build the program around incentives that most strongly encourage the use of those modes. Tvpes of TDM Strategies Mode Carpools, vanpools, transit, bike, walk Time Flextime, staggered work hours, compressed work weeks, HOV lanes Frequency Linked trips, trial use of alternative modes Trip Length HOV lanes, land use design, telecommuting Convenience Preferential parking for carpoolsNanpools Regulation Trip reduction ordinances, employee commute options, developments of regional impact Route Congestion pricing, intelligent transportation systems Cost Parking pricing, congestion pricing, transit subsidies Source: Commute Altemative Systems Handbook - CUTR With the information provided in the table above and understanding the type of developments within Peter Jefferson Place and the location of Peter Jefferson Place, it is reasonable to assume that by 2011 many of the strategies in that table will not be options. However, there are several strategies that could be initiated immediately such as carpools, vanpools, transit (once the bus service is extended), staggered work hours, and walking trails and bike paths within the development (internal site trips). There are others that are less attractive or impossible alternatives due to the type of development and its location such as high occupancy vehicle (HOV) lanes, congestion pricing, bicycling/walking (external site trips to/from destinations outside the development) and telecommuting (difficult for hospital staff). After searching for TDM -related materials, it was determined that there is very little nationally recognized sources of information for TDM trip reductions. However, there were three sources of information used as the basis of this study, including Commute Alternatives System Transportation Demand Management Plan (revised 1/21/2003) A-1 Handbook (Center of Urban Transportation Research — University of South Florida, 1996), implementing Effective Travel Demand Management Measures (Institute of Transportation Engineers), and A Guidance Manual Implementing Effective Employer -Based Travel Demand Management Programs (Comsis Corporation for FHWA, 1993). This national information was supplemented by individual, localized research projects. Most of the identified research relating to the effects of TDM measures on trip making pertained to central business districts (CBDs). Examples TDM studies (primarily surveys) from Atlanta, Georgia, Arlington, Virginia, and Silver Spring, Maryland were reviewed. These research studies showed that the highest correlation for trip reductions related to charging for parking, in some cases reducing the trip rate by as much as 25%. However, it was difficult to differentiate between individual TDM measures, since in most cases, there were several measures implemented at the same time. Although the trip making characteristics in the suburbs are much different than within a CBD, TDM measures will have an impact on the total number of trips as long as they are convenient and affordable. The strategies listed below focus on these two objectives. Assumptions • Supporting Albemarle County's and VDOT's goal of extending the existing bus service to the Route 250 east corridor, it was assumed that frequent, reliable bus service will be provided to/from Martha Jefferson hospital by 2011. • For the hospital, it was assumed that 40% of the daily trips will be produced by the staff of the hospital with the remaining trips being produced by patients and visitors. For the rest of Peter Jefferson Place, it was assumed that 70% of the development traffic would be employee or staff trips with the remainder being patrons or visitors. • Based on the results of the traffic impact study, the projected 2011 ADT for Martha Jefferson Hospital is approximately 21,000 while the projected 2011 ADT for the entire Peter Jefferson Place development is approximately 36,000. • For the staggered work hours program, it was assumed that 30% of the hospital staff would be eligible to participate in this program. • Ridesharing program for carpools and vanpools allows for preferential parking close to the hospital. The vans for the vanpools can be purchased by the employer, leased by the employer, leased by employees through vendor, or owned by an employee. Monthly or quarterly cash payments would be given to individuals who use ridesharing on a regular basis to offset the travel costs and provide an incentive to use alternate modes of travel. This type of program should be supplemented by a Guaranteed Ride Home in case of an emergency, so individuals can get home using taxis, fleet vehicles or other means after they have missed their assigned carrier. • Bus service includes bus stops within Martha Jefferson Hospital with kiosks to improve the convenience and comfort. Free bus tickets will be provided to staff using the bus system to encourage transit use. • Hospitals, by their nature, provide staggered work hours, with a majority of employees not traveling during typical AM and PM peak hours. Transportation Demand Management Plan (revised 1/21/2003) A-2 High Priority Transportation Demand Management Strategies Martha Jefferson Hospital Voluntary Bus Service 3%* Voluntary Ridesharing Programs - Carpools with preferential parking and subsidies 1%* - Vanpools with preferential parking and subsidies 2%* Mandatory Staggered Work Hours 2%* (30% of Staff Eligible) Total — Martha Jefferson Hospital 8% Peter Jefferson Place Voluntary Bus Service 3%* Voluntary Ridesharing Programs - Carpools 1 %* - Vanpools 2%* Altemative Work Hours - Voluntary Staggered Work Hours 1 %* (30% of Staff Eligible) -Telecommuting 1%* Total — Peter Jefferson Place 8% * -.Source: Implementing Effective Travel Demand Management Measures— ITE Not only do these types of strategies need to be implemented within the hospital property, but to be effective, they need to be implemented within the entire Peter Jefferson Place development. Bulletin boards listing the potential ridesharing opportunities need to be posted in each office building in the complex. Buses need to serve the entire development with kiosks strategically located throughout the development. For any of these programs to be effective, a strong public information campaign within the development will be needed to increase awareness of the different types of programs and their benefits as well as rewarding the individuals or groups who participate in various programs. There is also a tremendous amount of useful material on why and how to develop a TDM plan for a specific site in A Guidance Manual Implementing Effective Employer -Based Travel Demand Management Programs. However, there is not much information on specialty developments such as hospitals. For your information, this document is located at the following site: http://www.itsdocs.fhwa.dot.gov//JPODOCS/REPTS TE/6GV011.PDF. With an average percent reduction of 8% for this site, it is estimated that roughly 2,500 trips per day will be eliminated as a result of these programs. Transportation Demand Management Plan (revised 1/21/2003) A-3 Appendix B Turning Movement Count Data TABLE Bi Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: RICHMOND ROAD (US ROUTE 250) 0 STATE FARM BLVD DATE: 8122101 DAY OF WEEK: Wednesday AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD RICHMOND RD RICHMOND RD STATE FARM BLVD STATE FARM BLVD STATE FARM BLVD FROM TO L T R L T R L T R L T R TOTAL 6:00 6:15 38 198 3 1 123 3 326 6 - - 8 380 6:15 6:30 56 183 8 2 112 6 - - 7 - - 7 381 6:30 6:45 68 231 91 3 119 4 - - 7 - - 7 448 6:45 7:00 51 242 9 1 128 6 - - 5 - - 9 451 7:00 1 7:15 72 278 2 2 35 1 - 6 - - 19 415 7:15 7:30 47 376 3 3 154 7 17:15 17:30 14 - 7 611 7:30 7:45 91 422 9 2 178 8 - - 15 - - 4 729 7:45 8:00 124 377 14 3 207 11 1 - 13 - - 6 756 8:00 8:15 92 3661 23 2 201 8 1 - 13 - - 18 724 8:15 8:30 56 336 14 5 217 8 3 - 19 - - 11 669 8:30 8:45 49 337 15 6 178 11 1 - 20 - 12 629 8:45 9:00 34 360 9 3 183 15 5 - 12 - 9 630 4 503 18:45 19:00 7 125 2 4 324 5 19 PK HR TOTALS 363 1,501 60 12 803 35 5 - 60 - - 39 2,878 :30-8:30 PK HR TOTALS 36 748 5 6 1,652 42 133 6 - 5 2,633 5:00-6:00 PK HR FACTOR 0.92 0.92 0.92 0.92 0.92 0.92 0.74 0.74 0.74 0S4 0.54 0.54 PK HR FACTOR 0.90 0.90 0.90 TOTAL 778 3,706 118 33 1,835 88 11 - 137 - - 117 6,823 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD STATE FARM BLVD STATE FARM BLVD FROM TO L T R L T R L T R L T R TOTAL 16:00 16:15 6 201 1 1 326 5 - - 23 - - 3 566 16:15 16:30 1 9 173 1 459 7 - - 29 - - 5 683 16:30 16:45 9 142 2 1 444 7 - - 31 2 - 21 640 16:45 17:00 13 186 - 2 429 5 - 36 - - 1 672 17:00 17:15 11 181 1 2 435 13 - - 49 1 4 697 17:15 17:30 10 177 1 1 477 9 - - 33 2 - - 710 17:30 17:45 8 179 2 3 371 14 - - 37 3 1 618 17:45 18:00 7 211 1 - 369 6 - - 14 - - - 608 18:00 18:15 9 183 1 1 280 5 15 2 496 18:15 18:30 5 109 5 21 226 3 14 2 366 18:30 18:45 7 1571 2 311 7 1 14 - 4 503 18:45 19:00 7 125 2 4 324 5 19 - - 486 PK HR TOTALS 36 748 5 6 1,652 42 133 6 - 5 2,633 5:00-6:00 PK HR FACTOR 0.90 0.90 0.90 0.87 0.87 0.87 0.68 0.68 0.68 0.55 0.55 0.55 TOTAL 101 2,024 19 17 4,451 1 861 1 - 314 8 - 24 7,045 B-1 TABLE B2 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: US 250 (RICHMOND ROAD) 01 PETER JEFFERSON PLACE/PANTOPS MOUNTAIN ROAD DATE: 8/23/01 DAY OF WEEK: Thursday AM PEAK NORTHBOUND SOUTHBOUND SOUTHBOUND EASTBOUND EASTBOUND WESTBOUND WESTBOUND TIME PERIOD TIME PERIOD RICHMOND ROAD RICHMOND ROAD PETER JEFFERSON PL PANTOPS MTN RD FROM TO FROM TO L T R L T R L T R L T R TOTAL 6:00 6:15 198 198 3 1 129 2 - 3 - 3 4 339 6:15 6:30 2 181 3 1 119 1 2 - 1 - - 684 310 6:30 6:45 3 231 4 4 126 3 - - - 4 375 6:45 7:00 6 241 1 3 133 5 1 3 1 - 664 394 7:00 7:15 1 2761 3 1 41 2 2 4 311 4 336 715 7:30 2 375 3 1 168 6 1 1 9 726 551 7:30 7:45 1751 422 4 4 193 1 - - 4 - - 4 632 7:45 8:00 5 377 1 3 220 7 - - 3 1 - - 617 8:00 8:15 2 365 3 5 214 2 1 - 2 3 - - 596 8:15 8:30 3 336 5 7 236 3 - - 1 - - 3 593 8:30 8:45 2 3371 4 7 198 1 - - 1 - 3 552 8:45 9:00 4 358 1 1 195 1 - 2 - - 1 563 PK HR TOTALS PK HR TOTALS 10 1,500 13 18 863 13 1 10 4 7 2,439 :30-8:30 PK HR FACTOR PK HR FACTOR 0.89 0.89 0.89 0.91 0.91 0.91 0.69 0.69 0.69 0.67 0.67 0.67 TOTAL TOTAL 30 3,697 34 38 1,9721 271 9 - 20 10 22 5,660 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND ROAD RICHMOND ROAD PETER JEFFERSON PL PANTOPS MTN RD FROM TO L T I R L I T R L T R L T R TOTAL 16:00 16:15 2 198 4 4 349 3 3 - 5 3 - 9 580 16:15 16:30 1 170 7 4 488 2 3 - 4 - - 5 684 16:30 16:45 4 137 4 1 477 1 5 - 4 1 - 9 644 16:45 17:00 1 183 - 1 465 2 3 - 2 3 4 664 17:00 17:15 6 175 - 1 485 4 6 - 9 4 5 695 17:15 17.30 2 1711 8 1 1 512 3 6 11 3 - 9 726 17:30 17:45 2 1751 3 - 411 311 4 - 13 - - 5 616 17:45 18:00 1 206 1 1 383 3 5 - 7 - - 31 610 18:00 18:15 3 1781 1 295 - 5 - 7 4 5 498 18:15 18:30 1 1081 8 1 240 1 1 - 3 3 9 375 1 B:30 18:45 - 157 3 - 325 2 1 - 5 493 18:45 19:00 124 1 1 343 - 1 - 5 3 478 PK HR TOTALS 11 727 12 41 1,791 13 21 - 40 7 22 2,648 5:00-6:00 PK HR FACTOR 0.90 0.90 0.90 0.88 0.08 0.88 0.90 0.90 0.90 0.61 0.61 0.61 TOTAL 23 1,982 38 18 4,773 24 42 - 71 20 72 7,063 B-2 LOCATION: DATE: DAY OF WEEK: TABLE B3 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia US 250 (RICHMOND ROAD) 0 PETER JEFFERSON PLACE SITE ENTRANCE AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND ROAD RICHMOND ROAD SITE ENTRANCE FROM TO L T I R L T R L T R L T R TOTAL 6:00 6:15 2 184 101 1 - 288 6:15 6:30 2 217 92 3 - 1 315 6:30 6:45 6 225 112 9 2 - 354 6:45 7:00 7 304 109 9 3 - 432 7:00 7:15 2 359 112 5 - 478 7:15 7:30 3 2951 77 4 2 381 7:30 7:45 2 365 146 5 - 518 7:45 8:00 9 412 188 18 1 3 631 8:00 8:15 4 407 183 7 - - 601 8:15 8:30 4 408 1 182 6 - 2 602 8:30 8:45 2 381 174 3 - 560 8:45 9:00 1 370 129 6 - 4 510 PK HR TOTALS 19 1,592 - 699 36 1 5 - - 2,352 :30-8:30 PK HR FACTOR 0.96 0.96 0.96 0.89 0.89 0.89 0.38 0.38 0.38 TOTAL 44 3,927 - - 1,6051 761 8 - 10 !17!K1�000�©00©0�©0 • ' • •- aaaaaaaa�e■aaa� ��aaaaaaaaaaaaa B-3 TABLE B4 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: US 250 (RICHMOND ROAD) 0 PETER JEFFERSON PARKWAY/GLENORCHY DRIVE DATE: 8/23/01 DAY OF WEEK: Thursday AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND ROAD RICHMOND ROAD PETER JEFFERSON PKWY GLENORCHY DR FROM TO L T R L T R L T R L T I R ITOTAL, 6:00 6:15 3 186 101 8 1 - -1 298 6:15 6:30 6 219 - - 93 6 - 4 - - -1 328 6:30 6:45 7 231 - - 112 4 - - 4 - 358 6:45 7:00 6 311 - - 109 6 - 2 - 434 7:00 7:15 5 361 - 112 2 - - 1 - - - 481 7:15 7:30 5 298 - - 77 4 3 - - - 384 7:30 7:45 9 367 - - 146 10 - - - - - - 532 7:45 8:00 12 421 - - 191 10 - 2 - - 636 8:00 8:15 13 409 - - 183 6 2 - 2 - - 615 8:15 8:30 11 410 - - 184 9 2 - 3 - - - 619 8:30 1 8:45 10 382 - - 174 6 1 - 2 575 8:45 9:00 5 369 - - 133 6 2 2 - 517 PK HR TOTALS 45 1,607 - 704 35 4 - 7 - 2,402 :30-8:30 PK HR FACTOR 0.95 0.95 0.951 0.92 0.92 0.92 0.55 0.55 0.55 - - TOTAL 92 3,964 - 1,615 77 7 - 22 5,777 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND ROAD RICHMOND ROAD PETER JEFFERSON PKWY GLENORCHY DR FROM TO L T R L T R L T R L T R TOTAL 16:00 16:15 3 190 - - 319 3 1 - 4 - 520 16:15 16:30 2 164 - - 453 4 5 628 16:30 16:45 2 133 - - 439 2 - 6 - 582 16:45 17:00 2 179 - - 420 5 3 6 - 615 17:00 1 17:15 1 169 - - 426 6 5 - 9 - 616 17:15 17:30 4 160 - - 469 1 3 - 7 - - 644 17:30 17:45 - 173 - - 1 366 31 1 - - - 543 17:45 18:00 2 201 - - 361 3 2 - 3 - - - 572 18:00 18:15 3 173 - 273 3 - 4 - - 456 18:15 18:30 4 103 - - 219 1 1 - 2 - - 330 18:30 18:45 5 152 - - 301 1 2 - 2 463 18:45 19:00 - 121 - 221 3 - 3 348 PK HR TOTALS 7 703 -- 1,622 13 10 - 20 2,375 5:00-6:00 PK HR FACTOR 0.87 0.87 0.87 0.87 0.87 0.87 0.54 0.54 0.54 - TOTAL 26 1,918 - - 4,267 32 20 - 521 6,317 B-4 TABLE B5 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: RICHMOND ROAD (US ROUTE 250) 0 INTERSTATE 64 WESTBOUND DATE: 8/22/01 DAY OF WEEK: Wednesday AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD 1-64 WESTBOUND FROM TO L T R L T R L T R L T R TOTAL 6:00 6:15 31 163 63 18 4 1 96 376 6:15 6:30 29 141 - 98 13 1 2 111 395 6:30 6:45 36 173 - 101 22 1 2 124 459 6:45 7:00 42 221 - - 114 23 2 - 139 541 7:00 7:15 40 2311 1 110 311 4 1 131 548 7:15 7:30 50 281 150 24 2 - 165 672 7:30 7:45 57 286 - - 141 18 8 5 149 664 7:45 8:00 62 344 - - 151 33 3 1 219 813 8:00 8:15 84 279 - - 176 37 6 - 179 761 8:15 8:30 66 254 - - 164 44 31 1 152 684 8:30 8:45 60 294 - -1 167 191 3 - 150 693 8:45 1 9:00 70 219 - 151 19 3 1 132 595 PK HR TOTALS 269 1,163 - 632 132 - - - 20 7 699 2,922 30-8:30 PK HR FACTOR 0.88 0.88 0.88 0.901 0.90 0.90 - - - 0.81 0.81 0.81 TOTAL 627 2,866 - - 1,586 73011_. - 40 14 1,747 7,201 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD 1-64 WESTBOUND FROM TO L T R L T R L T R L T R TOTAL 16:00 16:15 63 198 - 323 54 1 62 701 16:15 16:30 5o 161 - - 447 11 5 1 73 748 16:30 16:45 51 140 457 70 1 1 70 790 16:45 17:00 58 171 - - 433 73 1 80 B16 17:00 17:15 56 166 - 413 106 - - 101 842 17:15 17:30 75 165 - - 474 106 - - 125 945 17:30 17:45 36 171 - - 358 1451 2 98 810 17:45 18:00 97 212 - - 364 1541 8 - 79 914 18:00 18:15 44 189 - 267 611 6 7 29 603 18:15 18:30 48 109 - - 311 45 6 4 43 566 18:30 18:45 42 148 - 312 45 11 3 98 659 18:45 19:00 28 126 215 37 8 3 39 456 PK HR TOTALS 264 714 - 1,609 511 10 - 403 3,511 5:00-6:00 PK HR FACTOR 0.79 0.79 0.79 0.91 0.91 0.91 0.83 0.83 0.83 TOTAL 648 1,956 - 4,374 907 - - _4 481 20 897 8,850 B-5 TABLE B6 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: RICHMOND ROAD (US ROUTE 250) A INTERSTATE 64 EASTBOUND DATE: 8/22/01 DAY OF WEEK: Wednesday AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD 1-64 EASTBOUND FROM TO L T I R L I T R L T R L T R TOTAL 6:00 6:15 1381 14 48 29 23 252 6:15 6:30 1471 26 53 - 35 46 307 6:30 6:45 - 1831 28 83 - 39 - 21 354 6:45 7:00 - 1961 33 96 - 48 26 399 7:00 7:15 - 226 - 51 79 - 511 331 440 7:15 7:30 253 381 98 59 31 479 7:30 7:45 - 294 - 49 96 - 66 - 41 546 7:45 8:00 - 276 - 48 97 - 83 46 550 8:00 8:15 - 266 - 51 89 - 67 - 43 516 8:15 8:30 - 261 - 38 93 - 71 - 40 503 8:30 8:45 - 223 43 73 - 65 37 441 8:45 9:00 - 214 31 49 - 53 25 372 122 - 59 1 195 - 16 - 23 415 PK HR TOTALS - 1,097 - 186 375 - 287 170 - - 2,115 :30-8:30 PK HR TOTALS 924 6 432 1,116 - PK HR FACTOR 0.93 0.93 0.93 0.97 0.97 0.97 0.89 0.89 0.89 - - TOTAL 2,677 450 954 - 666 412 5,159 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD RICHMOND RD RICHMOND RD 1-64 EASTBOUND FROM TO L T I R L I T R L T R L T R TOTAL 16:00 16:15 1951 951 207 7 34 36 574 16:15 16:30 172 96 237 40 45 590 16:30 16:45 175 110 210 - 39 46 580 16:45 17:00 195 1 107 166 - 58 48 575 17:00 17:15 257 6 94 177 50 80 664 17:15 17:30 243 144 309 - 44 - 87 827 17:30 17:45 2061 147 314 - 62 - 103 832 17:45 18.00 2181 47 316 - 29 - 28 638 18:00 18:15 156 - 87 218 - 29 - 30 520 18:15 18:30 166 - 82 179 - 28 - 37 492 18:30 18:45 122 - 59 1 195 - 16 - 23 415 18:45 19:00 99 - 55 186 25 - 33 398 PK HR TOTALS 924 6 432 1,116 - 185 - 298 2,961 5:00.6:00 PK HR FACTOR 0.88 0.88 0.88 0.84 0.84 0.84 0.73 0.73 0.73 TOTAL 2,204 7 1,123 2,714 7 454 - 596 7,105 TABLE B7 Peak Hour Turning Movement Counts Martha Jefferson Hospital Development - Albemarle County, Virginia LOCATION: SOUTH PANTOPS DR 0 STATE FARM BLVD DATE: 8/23101 DAY OF WEEK: Thursday AM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD S PANTOPS DR S PANTOPS DR STATE FARM BLVD STATE FARM BLVD FROM TO L T R L T R L T R L T I R TOTAL 6:00 6:15 6 5 2 1 31 15 32 6:15 6:30 6 13 1 9 51 11 45 6:30 6:45 9 11 1 2 91 13 45 6:45 7:00 5 19 3 1 11 17 56 7:00 7:15 9 23 1 1 - 22 28 B3 7:15 7:30 9 18 31 6 36 19 91 7:30 7.45 13 26 51 3 55 40 142 7:45 8:00 16 61 31 3 66 61 210 8:00 8.15 22 8 21 1 16 65 114 B-15 8:30 191 7 1 - 4 26 57 8:30 8:45 361 8 4 2 9 37 96 8:45 9:00 11 3 2 1 3 49 69 10 7 21 2 43 18:45 19:00 6 PK HR TOTALS - - - 70 1021 11 7 - 141 192 523 :30-8:30 PK HR TOTALS 108 66 116 87 - - 43 75 PK HR FACTOR - 0.56 0.56 0.56 0.56 0.56 0.56 0.66 0.66 0.66 TOTAL - - 161 202 28 291 239 381 1,040 PM PEAK NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND TIME PERIOD S PANTOPS DR S PANTOPS DR STATE FARM BLVD STATE FARM BLVD FROM TO L T R L Trl L T R L T R TOTAL 16:00 16:15 40 23 24 8 13 119 16:15 16:30 61 29 33 13 36 181 16:30 16:45 49 56 41 10 29 194 16:45 17:00 52 49 28 9 22 173 17:00 17:15 46 10 51 39 B 23 177 17:15 17:30 26 26 48 29 14 19 162 17:30 17:45 24 14 9 11 11 18 87 17:45 18:00 12 16 8 8 10 15 69 18:00 18:15 10 3 11 6 6 15 51 18:15 18:30 9 5 13 7 51 12 51 18:30 18:45 13 9 10 7 21 2 43 18:45 19:00 6 11 10 4 41 2 37 PK HR TOTALS 108 66 116 87 - - 43 75 495 5:00-6:00 PK HR FACTOR 0.78 0.78 0.78 0.56 0.56 0.56 0.89 0.89 0.89 TOTAL - 348 - 136 317 237 - 1 100 2061 1,344 B-7 Appendix C Peter Jefferson Place Development Trip Distribution Percentages by Parcel (00) Nercem bne mmung IA CMERS MM PLANNERS � '� WONOm Wilbur Smith Associates Peter Jefferson Place Development Parcel D Trip Distribution Percentages Figure C1 wvj � mvvira vrsv a.nrw.y EDIG'INEERS Wilbur Smith Associates e rNIM— PLOMS Peter Jefferson Place Development Parcel E1 Trip Distribution Percentages Figure C2 (ANGIVIII r V "Om' Wilbur Smith Associates Peter Jefferson Place Development Parcel E2 Trip Distribution Percentages Figure C3 G� R 91 ,,c`0, 0. �a J F r \yds Peter Jefferson Pkwy. c�4 106 t �� is% �rg lnterskee gA J LEGEND: 00 Percent Site Entering 2�k (00) Percent Site Exiting NOT TO SCALE r.:' P Peter Jefferson Place Development Figure �N05 Wilbur Smith Associates Parcel F Trip Distribution Percentages C4 'o. ABrer\ rya�� t ra. NV A. ! — 15-1. LEGEND: 1n�e�tpte� — J� 00 Percent Site Entering 2O'y (00) Percent Site Exiting a NOT TO SCALE 470,10.10w''� °"°'E"S Peter Jefferson Place Development Figure SUU KANNERS EMNOW Wilbur Smith Associates Parcel I Trip Distribution Percentages C5 Li C (C alaw Wilbur Smith Associates Peter Jefferson Place Development Parcel K Trip Distribution Percentages Figure C6 T�� �E� Peter Jefferson Place Development Figure T% ECONOW Wilbur Smith Associates Parcel N Trip Distribution Percentages C7 Appendix D Martha Jefferson Hospital Employee Zip Code Information LP CODE C"County State i of Employees Directlon From 20187 Warrenton VA 1 1-64 E 21208 Baltimore MD 1 1-64 E 22314 Alexandria VA 1 1.64 E 225W Spotsylvania VA 1 1-64 E 22701 Culpeper VA 2 1-84 E 22709 Aroda VA 3 250 W 22711 Graves M0 VA 2 250 W 22719 Syria VA 2 250 W " 22723 Graves Miff VA 1 250 W 22727 Graves MAI VA 18 250 W 22730 Oak Park VA 2 F64 E 22731 Pratts VA 2 1-64 E 22738 Rochelle VA 4 250 W 22740 Roche" VA 1 250 W 22748 Graves MIA VA 1 250 W 22801 Harrisonburg VA 2 260 W 22802 Broadway VA 2 250 W 22827 Elkton VA 1 250 W 22834 Laeay Springs VA 2 250W 22901 Charlottesville VA 279 250 W 22902 ChertmesvMe VA 168 250 W 22903 Charlottesville VA 131 260 W 22904 Batesville VA 1 250 W 22905 Charlottesville VA 8 1-64 W 22906 Charlottesville VA 5 184 W 22911 Ear" Ale VA 128 250 W 22920 Nellystord VA 1s 1.64 W 22923 Ouir que VA 29 250 W 22924 Batesville VA 1 250 W 22927 Charlottesville VA 1 250 W 22932 Crozet VA 37 1-64 W 22935 Dyke VA 6 250 W 22936 Eanywilte VA 52 250 W 22937 Schuyler VA 8 1-64 W 22938 Lovingston VA 8 1-64 W 22939 Flsherville VA 5 t84 W 22940 Free Union VA 4 250 W N 22942 Gordonsville VA 32 1-64 E 22943 Atton VA 4 1-64 W 22945 Batesville VA 4 250 W 22946 Keene VA 3 1-64 W 22947 Keswick VA 42 1-64 E --- 22949 Lovingston VA 3 1-64 W 22958 Nellysford VA 3 1.64 W 22959 North Garden VA 14 t-64 W 22960 Orange VA 11 1-64 E 22963 Palmyra VA 116 1-64 E 22965 Ruckersville VA 3 250 W 22967 Roseland VA 2 1-64 W 22968 Ruckersville VA 65 250 W 22969 Schuyler VA 2 "4W 22971 Shipman VA 8 1-64 W 22972 Somesat VA 3 1-64 W 22973 Someset VA 23 "4W " 22974 Troy VA 42 184 E 22976 Piney River VA 1 1-64 E 22980 Waynesboro VA 19 250W 23004 Arvonia VA 4 t-64 E 23022 Fork Union VA 4 1-64 E .: 23038 HadensviAe VA 2 1-64 E 23040 Cumberland VA 1 1-64 E 23055 Fork Union VA 2 1-64 E 23063 Hadensville VA 2 1.64 E 23084 Kents Store VA 8 1-64 E 23093 Louisa VA 42 1-64 E •" 23111 Mechanicsville VA 1 1-64 E 23117 Gun Springs VA 5 1.64 E 23123 Arvonia VA 6 1-64 E 23139 Powhatan VA 1 1-64 E 23170 Louisa VA 1 1-64 E 23229 Richmond VA 1 1-64 E -'" 23233 Richmond VA 1 1-64 E 23266 Richmond VA 1 184 E 23294 Rlcfvrrond VA 2 t-64 E 23501 Norfolk VA 1 1-64 E 23662 Hampton VA 1 1-64 E 23836 Carson VA 1 1-64 E _ 23921 Buckingham VA 5 1-64 E 23936 Dillwyn VA 16 1-64 E 24401 Staunton VA 6 250 W 24431 Crknora VA 1 250 W 24435 FaIr leld VA 2 484 W -•- 24477 Stuarts Draft VA 8 1-64 W 24502 Lynchburg VA 1 f84 W 24521 Amherst VA 1 1-64 E 24522 Appomattox VA 1 1-64 E 24562 Scottsville VA 2 1-64 W 24590 Scottsville VA 58 1-64 W .' 24599 Win( kna VA 3 1-64 W TOTAL' 1515 SOURCE: DoWte Marshall. Human Resources, Martha Jefferson Hospital, 8/8101 D-1 Sum of # of Employees Direction From C' /Coup 250 W 164 E 1-64 W Grand Total Afton 4 4 Alexandria 1 1 Amherst 1 1 Appomattox 1 1 Aroda 3 3 Arvonia 10 10 Baltimore 1 1 Batesville 6 6 Broadway 2 2 Buckingham 5 5 Carson 1 1 Charlottesville 567 11 578 Crimora 1 1 Crozet 37 37 Culpeper 2 2 Cumberland 1 1 Dillwyn 16 16 Dyke 6 6 Earlysville 180 180 Elkton 1 1 Fairfield 2 2 Fisherville 5 5 Fork Union 6 6 Free Union 4 4 Gordonsville 32 32 Graves Mill 22 22 Gum Springs 5 5 Hadensviile 4 4 Hampton 1 1 Harrisonburg 2 2 Keene 3 3 Kents Store 8 8 Keswick 42 42 Lacey Springs 2 2 Louisa 43 43 Lovingston 11 11 Lynchburg 1 1 Mechanicsville 1 1 Neilysford 21 21 Norfolk 1 1 North Garden 14 14 Oak Park 2 2 Orange 11 11 Palmyra 116 116 Piney River 1 1 Powhatan 1 1 Pratts 2 2 Quinque 29 29 Richmond 5 5 Rochelle 5 5 Roseland 2 2 Ruckersviile 68 68 Schuyler 10 10 Scottsville 60 60 Shipman 8 8 Someset 26 26 Spotsylvania 1 1 Staunton g 6 Stuarts Draft 8 8 Syria 2 2 Troy 42 42 Warrenton 1 1 Waynesboro 19 19 Win ina 3 3 Grand Total 925 364 226 1515 '/o distribution 61 % 24% 15%1 100% D-2 Appendix E Signalized Intersection Capacity Analysis Worksheets Analyst JDD Agency or Co. WSA Date Performed 2128/2003 Time Period AM Back (Rev WH Site) EB LT TH HCS2000 DETAILED REPORT Intersection RT2501STATE FARM BLVD Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project I D MARTHA JEFFERSON HOSPITAL TIA - el TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 0 1 0 0 0 2 2 0 0 3 1 Lane group L R L T T R Volume, V 123 164 1 542 2036 1363 191 % Heavy vehicles, %HV 2 2 5 5 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A Start-up lost time, 11 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, No 1 0 0 0 0 0 0 Min. time for pedestrians, G 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 15.0 G= G= G= G= 22.0 G= 36.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT WB LT TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 137 162 602 2262 1514 212 Lane group capacity,c 572 739 8i5 2483 1921 913 v/c ratio, X 0.24 0.25 0.74 0.91 0.79 0.23 Total green ratio, C 0.17 0.47 0.24 0.72 0.42 0.64 Uniform delay, d, 32.5 14.5 31.3 10.2 22.5 6.7 Progression factor, PF 1.000 1.000 1.000 0.207 0.870 0.455 Delay calibration, k 0.11 0.11 0.30 0.43 0.33 0.11 Incremental delay, dZ 0.2 0.2 3.6 5.6 2.3 0.1 Initial queue delay, d3 Control delay 32.8 14.6 34.9 7.7 21.9 3.2 Lane group LOS C 8 C A C A Approach del2y 22.4 13.4 19.6 Approach LOS C B B Intersection delay 16.2 Intersection LOS B E-1 Analyst JDD Agency or Co. WSA Date Performed 2128/2003 Time Period PM Back (Rev MJH Site) EB LT TH HCS20W DETAILED REPORT Intersection RT 2501STATE FARM BLVD Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 0 1 0 0 0 2 2 0 0 3 1 Lane groupL R L T T R Volume, V h 321 503 237 1816 2465 132 % Heavyvehicles, %HV 2 2 4 4 3 3 Peak -hour factor, PHF 0.90 0.90 0.92 0.92 0.94 0.94 Pretimed P or actuated A A A A A A A Start-uplost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fitterin eterin , 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 1 1 0 0 0 0 Min. time for pedestrians, G 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 18.0 G= G= G= G= 11.0 G= 46.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 EB LT TH WB RT LT TH RT LT Cycle Length, C = 90.0 NB SB TH RT LT TH RT Adjusted flow rate, v 357 559 258 1974 2622 140 Lane group capacity, c 687 598 412 2391 2574 801 v/c ratio, X 0.52 0.93 0.63 0.83 1.02 0.17 Total green ratio, C 0.20 0.36 0.12 0.69 0.51 0.51 Uniform delay, d, 32.1 26.9 37.5 10.1 22.0 11.8 Progression factor, PF 1.000 1.000 1.000 0.301 0.749 0.749 Delay calibration, k 0.13 0.45 0.21 0.36 0.50 0.11 Incremental delay, d2 0.7 22.1 3.0 2.5 22.6 a 1 Initial queue delay, d3 Control delay 32.8 49.0 40.5 5.6 39.1 9.0 Lane group LOS C D D A D A Approach delay 42.7 9.6 37.5 Approach LOS D A D Intersection delay 27.8 Intersection LOS C E-2 HC62000 DETAILED REPORT Analyst JDDIntersection RT 2501S TATE FARM BLVD or Co. WSAArea Type All other areas Jurisdiction ALBEMARLE CO Date Performed 2/28/20037Site) Time Period AM Total (Rev MAnalysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SFWH EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 0 1 0 0 0 2 2 0 0 4 0 Lane group L R L T TR Volume, V 242 192 633 1958 1375 605 % Heavy vehicles, %HV 2 2 5 5 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 Extension of effective gram, a 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, O, 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 30 0 0 30 Lane width 12.0 12.0 1 12.0 12.0 12.0 Parking I Grade/ Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0 Min. time for pedestrians, Gp 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 15.0 G= G= G= G= 24.0 G= 36.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB WB TH RT LT TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 269 180 703 2176 2167 Lane group capacity, c 572 774 889 2483 2319 We ratio, X 0.47 0.23 0.79 0.88 0.93 Total green ratio, gtC 0.17 0.49 0.27 0.72 0.40 Uniform delay, d, 33.9 13.3 30.7 9.5 25.9 Progression factor, PF 1.000 1.000 1.000 0.207 0.894 Delay calibration, k 0.11 0.11 0.34 0.40 0.45 Incremental delay, dz 0.6 0.2 4.9 3.9 7.8 Initial queue delay, d, Control delay 34.5 13.435.6 5.8 31.0 Lane groupLOS C B D A C Approach delay 26.1 13.1 31.0 Approach LOS C B C Intersection delay 21.2 Intersection LOS C E-3 Analyst JOD Agency or Co. WSA Date Performed 2/28/2003 Time Period PM Total (Rev WH Site) EB LT TH BCS2000 DETAILED REPORT Intersection RT 2501STATE FARM BLVD Area Type AN other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1,300,000 SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 0 1 0 0 0 2 2 0 0 4 0 Lane group L R L T TR Volume, V 830 612 274 1842 2391 301 % Heavy vehicles, %HV 2 2 4 4 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A Start lost time, I, 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 30 0 0 30 Lane width 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, NB 0 0 0 0 0 Min. time for estrians, G 3.2 Phasing EB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 34.0 G= G= G= G= 16.0 G= 50.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH WB RT LT TH RT LT Cycle Length, C = 115.0 NB TH RT LT SB TH RT Adjusted flow rate, v 922 647 304 2047 2958 Lane groupcapacity, c 1015 757 468 2143 2875 v/c ratio, X 0.91 0.85 0.65 0.96 1.03 Total green ratio, C 0.30 0.48 0.14 0.62 0.43 Uniform delay, d, 39.0 26.5 46.8 20.5 32.5 Progression factor, PF 1.000 1.000 1.000 0.531 0.855 Dela calibration, k 0.43 0.39 0.23 0.47 0.50 Incremental delay, dZ 11.7 9.4 3.2 10.8 24.7 Initial queue delay, d3 Control dela 50.7 35.9 50.0 21.7 52.5 Lane groupLOS D D D C D Approach delay 44.6 25.4 52.5 Approach LOS D C D Intersection delay 41.4 Intersection LOS D E-4 Analyst JDD Agency or Co WSA Date Performed 2/28/2003 Time Period AM Back (Rev MJH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 2501PAIVTOPS MNT RD/P J PL Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8•l. TR - 1.3 million SF MJH WB NB SB LT TH RT LT TH RT LT TH RT Number of lanes. N, 1 1 0 1 1 0 1 3 0 1 4 0 Lane group L TR L TR L TR L TR Volume, v 32 0 27 12 0 35 84 2510 61 72 1395 60 % Heavy vehides, kHv 2 2 2 2 2 2 5 5 5 14 14 14 Peak-hour tactor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A A A A A A Start-up lost tlme, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arr1"aJ . AT 3 3 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filteringhnetering,1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1niUal unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parki22 N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Buses stopphq, Ne 0 0 0 0 0 J 0 0 0 Min. firnatorpeclestriansG,. Phasing EW Penn 02 03 04 Excl. Left NB Only Thru & RT 08 Timing G= 14.0 G= G= G= G= 10.0 G= 19.0 G= 27.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= 5 Y= Duration of Analysis, T = 0.25 LT EBWB TH RT LT TH RT LT Cycle Length, C = 90.0 NB TH RT LT SI3 TH RT Adjusted flow rate, v 36 30 13 39 93 2857 80 1617 Lane groupcapacity, c 212 246 214 246 649 1 2788 176 1809 v/c ratio, X 0.17 0.12 0.06 0.16 0.14 1.02 0.45 0.89 Total green ratio, C 0.16 1 0.16 0.16 0.16 0.38 0.57 0.11 0.30 Uniform delay, d, 33.0 32.7 32.4 32.9 18.4 19.5 37.4 30.1 Progression factor. PF 1.000 1.000 1.000 1.000 0.917 0.649 1.000 0.986 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.42 Incremental delaX. d2 0.4 0.2 0.1 0.3 0.1 23.6 1.9 6.2 Initial ueue dela , d3 Control delay 33.3 32.9 32.5 33.2 17.0 36.2 39.3 35.9 Lane group LOS C C C C B D D D Approach delay 33.2 33.0 35.6 36.1 A proach LOS C C D p Intersection delay 35.7 Intersection LOS p E -S Analyst JDD Agency or Co. WSA Date Performed 2128/2003 Time Period PM Back (Rev WH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 2501PANTOPS WIT RD/P J PL Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 81/6 TR - 1.3 million SF MJH WB NB SB LT TH RT LT TH RT LT TH RT Number of lanes, N 1 1 0 1 1 0 1 3 0 1 4 0 Lane grmoup TR L TR L TR L TR voiume,v 144 0 158 38 0 93 76 1817 20 40 2858 70 % Heavy vehicles, %HV 2 2 2 2 2 2 4 4 4 3 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 090 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A A A A A A start-up last time, b 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 E)denslon of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 4 4 Unit wdenslon, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fillotinghnetering, t 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, 0. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane widen 12.0 12.0 12.0 12.0 12.0 1 12.0 12.0 12 0 Pa*i / Grade ! Park N 0 N N 0 N N 0 N N 0 N Parking maneuvers, N, Buses stopping, Ne 0 0 0 0 0 0 0 0 Min. time for pedestrians, Phasing EW Perm 02 03 04 Excl. Left Thru 8 RT 07 08 Timing G= 20.0 G= G= G= G= 10.0 G= 45.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 160 176 42 103 84 2041 44 3254 Lane group capacity, c 286 352 233 352 193 2490 195 3345 v/c ratio, X 0.56 0.50 0.18 0.29 0.44 0.82 0.23 0.97 Total green ratio, C 0.22 0.22 0.22 0.22 0.11 0.50 0.11 0.50 Uniform delay, d, 31.1 30.6 28.4 29.1 37.4 19.1 36.5 21.9 Pr ression factor, PF 1.000 1.000 1.000 1.000 1.000 0.767 1.000 0.767 Dela calibration, k 0.16 0.11 0.11 0.11 0.11 0.36 0.11 0.48 Incremental dela , d2 2.5 1.1 0.4 0.5 1.6 2.3 0.6 10.1 Initial ueue dela , ds Control dela 33.6 31.7 28.7 29.6 38.9 16.9 37.1 26.9 Lane rou LOS C C C C D 8 D C A roach dela 32.6 29.3 17.8 27.0 A roach LOS C C 8 C Intersection delay 24.1 Intersection LOS C Analyst JDD Agency or Co. WSA Date Performed 3/112003 Time Period AM Total (Rev MJH Site) EB 7LT TH RT HCS2000 DETAILED REPORT Intersection RT 250/PANTOPS MNT RD/P J PL Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SFMJH WB NB SB LT TH RT LT TH RT LT TH RT Number of Innes, N 1 1 0 1 1 0 1 3 0 1 4 0 Lam group L TR L TR L TR L TR Volume, v 46 0 42 12 0 35 130 2510 61 72 1390 106 % Heavy vehicles,%HV 2 2 2 2 2 2 5 5 5 14 14 14 Peak4xxx factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed or actuated A A A A A A A A A A A A A Stan lost time, t, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival AT 3 3 3 1 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 FiReft"etering,1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initiat unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park / Grade / ParUV N 0 N N 0 N N 0 N N 0 N ParldN maneuvers, Nm Buses stoWing, Ns 0 0 0 0 0 0 0 0 Min. Unite for pedestrians, G. Phasing EW Perm 02 03 04 Excl. Left NB Only Thru & RT 08 Timing G= 13.0 G= G= G= G= 10.0 G= 17.0 G= 30.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= 5 Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 51 47 13 39 144 2857 80 1662 Lane group capacity, c 197 229 195 229 611 2844 176 2001 v/c ratio, X 0.26 0.21 0.07 0.17 0.24 1.00 0.45 0.83 Total green ratio, C 0.14 0.14 0.14 0.14 0.36 0.58 0.11 0.33 Uniform delay, d, 34.2 339 33.3 33.8 20.4 19.0 37.4 27.7 Progression factor, PF 1.000 1.000 1.000 1.000 0.939 0.625 1.000 0.956 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.50 0.11 0.37 Incremental delay, d2 0.7 0.4 0.1 0.4 0.2 18.0 1.9 3.1 Initial queue delay, d3 Control dela 34.9 34.4 33.4 34.1 19.3 29.9 39.3 29.6 Lane group LOS C C C C B C D C Approach del2y 34.7 33.9 29.4 30.1 Approach LOS C C C C Intersection delay 29.8 Intersection LOS C E-7 Analyst JDD Agency or Co. WSA Date Performed 311/2003 Time Period PM Total (Rev WH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 2501PANTOPS MNT RD1P J PL Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB S8 LT TH RT LT TH RT LT TH RT Number of lanes, N, i 1 0 1 1 0 1 3 0 1 4 0 Lane qroW L TR 11. TR L TR L TR Volume, v 198 0 212 38 0 93 94 1824 20 40 2875 88 % Heavy vehicles, %Hv 2 2 2 2 2 2 4 4 4 3 3 3 Peau -hour factor. PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ewensan of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 3 3 4 4 4 4 Unit ewenslon, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fiftedrighnetering. f 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, C6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped I Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park' / Grade / Paridng N 0 N N 0 N N 0 N N 0 N Patting maneuvers, N. Buses stopping, 0 0 0 0 0 0 0 0 Min. time for Dedestrians, Phasing EW Perm 02 03 04 Exci. Left Thru & RT 07 08 Timing G= 28.0 G= G= G= G= 14.0 G= 58.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 025 7v220 EB TH RT LT WB TH RT LT Cycle Length, C = 115.0 NB TH RT LT SB TH RT A 'usted flow rate236 42 103 104 2049 44 3292 Lane groupcapacity, c 310 385 197 385 211 2511 213 3372 v/c ratio, X 0.71 0.61 0.21 0.27 0.49 0.82 0.21 0.98 Total green ratio, C 0.24 0.24 0.24 0.24 0.12 0.50 0.12 0.50 Uniform delay. d, 39.8 38.7 34.7 35.2 472 24.0 45.5 27.8 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 0.760 1.000 0.760 Delay calibration, k 0.27 0.20 0.11 0.11 0.11 0.36 0.11 0.48 Incremental delay, dZ 7.4 2.9 0.5 0.4 1.8 2.2 0.5 10.6 Initial queue delay, ds Control delay 47.1 41.6 35.3 35.6 49.0 20.5 I 46.0 31.8 Lane group LOS D D D D D C D i C Approach delay 44.3 35.5 21.8 31.9 Approach LOS D D C C Intersection delay 29.4 Intersection LOS C E-8 Analyst JDD Agency or Co. WSA Date Performed 2/28/03 Time Period AM Back (Rev MJH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 250/P J PKWY/GLENORCHY Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB LT I TH RT LT TH RT LT TH I RT Number of lanes, N, 0 1 2 1 1 0 2 3 0 1 4 0 Lana group LT R L TR L TR L TR Volume, v 34 0 81 0 0 1 323 2673 0 1 1177 233 ;6 Heavy vehicles, %HV 2 2 0 2 2 2 5 5 5 14 14 14 Peak -hour factor, PHF 0.90 0.90 090 0.90 1 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretkned or actuated A A A A A A A A A A A A Start- lost *W, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 E,dansion of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 4 4 Unit e,dension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fine mete t 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, ob 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park / Grade / Pa N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Buses stoppin Ne 0 0 0 0 0 0 0 0 Min.tknefor ppedestrians,G. Phasing EW Perm 02 03 04 Excl. Left NB Only Thru & RT 08 Timing G= 14.0 G= G= G= G= 5.0 G= 20.0 G= 31.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= 5 Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT777 Adjusted flow rate, v 38 90 0 1 359 2970 Lane rou i ,c 216 1547 212 246 1112 3074 v/c ratio, X 0.18 0.06 0.00 0.00 0.32 0.97 0.01 0.77 Total green ratio, C 0.16 0.54 0.16 1 0.16 0.33 1 0.62 0.06 0.34 Uniform delay, d, 33.0 9.6 32.1 32. i 22.4 16.1 40.2 26.3 Progression factor, PF 1.000 1.000 1.000 1.000 0.958 0.519 1.000 0.949 .Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.47 0.11 0.32 Incremental delaV, d2 0.4 0.0 0.0 0.0 0.2 9.7 0.1 1.8 Initial queue delay, ds Control delay 33.4 9.7 32.1 32.1 21.6 18.0 40.2 26.8 Lane group LOS J C A C - C 8 D C Approach delay 167 32.1 18.4 26,8 .Approach LOS B C L B C Intersection delay 21.0 Intersection LOS C E-9 Analyst JDD Agency or Co. WSA Date Performed 2/28/03 Time Period PM Back (Revised MJH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 2501P J PKWY/GLENORCHY Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WBNB SB LT TH RT LT TH RT LT TH RT Number of lanes N 0 1 2 1 1 0 2 3 0 1 4 0 Lane LT R L TR ! TR L TR volume, v 252 0 298 0 0 3 89 1749 2 4 3073 47 % Heavy vehicles. %HV 2 2 0 2 2 2 4 4 4 3 3 3 Peak -hour factor. PHP 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed or actuated A A A A A A A A A A A A A Surt-up lost dine, I, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of eHec6ve green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fine erin , i 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 initial unmet demand, a, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0N!O- 0 0 0 Lane width 12.0 12.0 12.0 12.0 0 12.0 12.0 Parking/ Grade / ParkingN 0 N N 0 N N N 0 N Parkingmaneuvers, N. Buses stopping, No 0 0 0 0 0 0 Min. Ume for pedestrians, G Phasing EW Perm 02 03 04 Excl. Left Thru & RT 07 08 Timing G= 23.0 G= G= G= G= 7.0 G= 45.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT flow rate, v 280 331 0 3 99 1945 4 3466 7Adjusted ou ca ci ,c 345 1105 147 405 262 2494 136 3350 , X 0.81 0.30 0.00 0.01 0.38 0.78 0.03 1.03 een ratio, C 0.26 0.39 0.26 0.26 0.08 0.50 0.08 0.50 dela , d, 31.5 19.0 24.9 25.0 39.4 18.4 38.4 22.5 ssion factor, PF 1.000 1.000 1.000 1.000 1.000 0.767 1.000 0.767 Delay calibration, k 0.35 0.11 0.11 0.11 0.11 0.33 0.11 0.50 Incremental delay, d2 13.7 0.2 0.0 0.0 0.9 1.7 0.1 25.4 Initial queue delay, d3 Control delav 45.1 19.2 24.9 25.0 40.3 15.8 38.4 42.7 Lane group LOS D B C C D B D D Approach delay 31.1 25.0 17.0 42.7 Approach LOS C C B D Intersection delay 32.9 Intersection LOS C E-10 Analyst JDD Intersection Agency or Co. WSA Area Type Date Performed 3/1/03 Jurisdiction Time Period AM Total (Rev MJH Site) I Analysis Year Project ID RT 25WPJ PKWY/GLENORCHY All other areas ALBEMARLE CO 2011 MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million Prefted P or actuated A A LT EB TH RT LT WB TH RT LT NB TH RT LT SB TH RT Number of lanes, N, 1 1 2 1 1 0 2 3 0 1 4 0 Lana group L T R L TR 4 L TR Unit wdension, UE 3.0 L TR 3.0 Volume, v 34 0 204 0 0 1 760 2719 0 1 1186 233 % Heavy vehicles, %I N 2 2 0 2 2 2 5 5 5 14 14 14 Peek -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90 Prefted P or actuated A A A A A A A A A A A A A Start lost time. 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extenslon of effective grew, e 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 3 3 3 4 4 4 4 Unit wdension, UE 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 Fifteringlawstering,1 1.000 1.000 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, 0, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pod/ Bike / RTOR volumes 0 1.000 0 0 0 0 0.519 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park / Grade / Parkirg N 0 N N 0 N N 0 N N 0 N Parking maneuvers, 0.1 19 Buses stoppi% Na 1 0 0 0 0 0 0 0 0 0 MFn. time for pedestrians, Phasing EW Perm 02 03 04 Excl. Left NB Only Thru & RT 08 Timing G= 14.0 G= G= G= G= 5.0 G= 200 G= 31.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 5 ly= 5 Y= Duration of Analysis, T = 0.25 Cycle Length C = 90.0 Initial queue delay, d3 LT EBWB TH RT LT TH RT LT NB TH RT LT SB TH RT Adjusted flow rate, v 38 0 227 0 1 844 3021 1 1577 Lane groupcapacity, c 219 290 1547 83 246 1112 3074 88 2036 v/c ratio, X 0.17 0.00 0.15 0.00 0.00 0.76 0.98 0.01 0.77 Total green ratio, C 0.16 0.16 0.54 0.16 0.16 0.33 0.62 0.06 0.34 Uniform delay, d, 33.0 32.1 10.1 32.1 32.1 26.8 16.5 40.2 26.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 0.958 0.519 1.000 0.949 Delay calibration, k 0.11 0.11 0.11 0.11 0.11 0.31 0.49 0.11 0.32 Incremental delay, d2 0.4 0.0 0.0 0.0 0.0 3.1 12.5 0.1 19 Initial queue delay, d3 Control delay 33.4 32.1 10.2 32.1 32.1 28.8 21.0 40.2 26.9 Lane group LOS C C B C C C C D C Approach delay 13.5 32.1 22.7 26.9 Approach LOS B C C C Intersection delay 23.5 Intersection LOS C E-11 Analyst JDD Agency or Co. WSA Date Performed 2/28/2003 Time Period PM PEAK Total (Rev WH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection RT 250/P J PKWY/GLENORCHY Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSP TIA - 8% TR -1.3 million SF total WH WB NB SB LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 2 1 1 0 2 3 0 1 4 0 Lane grGW L T R L TR L TR L TR Volume, v 252 0 836 0 0 3 267 1775 2 4 3145 47 % Heavy vehides, %HV 2 2 2 2 2 2 4 4 4 3 3 3 Peak -tour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Prefimed P or actuated AA A A A A A A A A A A Start- lost time, I, q2.O 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Edenston of effecMve 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Artivai , AT 3 3 3 3 4 4 4 4 Unit wdension. UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Flterin met , 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, 0, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parldng N 0 N N 0 N N 0 N N 0 N Parking maneuvers, NT Buses stopping, Ns 0 0 0 0 0 0 0 0 0 Min. time for padeshians, Phasing EW Perm 02 03 04 Excl. Left Thru & RT 07 08 Timing G= 28.3 G= G= G= G= 14.0 G= 57.7 G= G= Y=5 Y= Y= Y= Y=5 Y=5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 115.0 NB TH RT LT SB TH RT Ad•usted flow rate, v 280 0 931 0 3 297 1974 4 3546 Lane group capacity, 346 458 1146 65 390 410 2502 213 3362 We ratio, X 0.81 0.00 0.81 0.00 0.01 0.72 0.79 0.02 1.05 Total green ratio, C 0.25 0.25 0.41 0.25 0.25 0.12 0.50 0.12 0.50 Uniform delay, d, 40.8 32.7 29.9 32.7 32.7 48.6 23.6 44.5 28.6 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 0.764 1.000 0.764 Delay calibration, k 0.35 0.11 0.35 0.11 0.11 0.29 0.34 0.11 0.50 Incremental delay, d2 13.4 0.0 4.6 0.0 0.0 6.3 1.8 0.0 32.5 Initial queue dela , d3 Control delay 54.2 32.7 34.5 32.7 32.6 54.9 19.8 44.5 54.3 Lane group LOS D C C C C D B D D Approach delay 39.1 32.8 24.4 54.3 Approach LOS D C C D Intersection delay 42.0i Intersection LOS i D E-12 HC82000 Analyst JDD Intersection Agency or Co. WSA Area Type Date Performed 3/4/03 Jurisdiction Time Period AM Back (Revised MJH Site) Analysis Year Project ID EB LT TH RT LT DETAILED REPORT RT 250/1-64 WB Ramps All other areas ALBEMARLE CO 2011 MARTHA JEFFERSON HOSPITAL TIA - 8.16 TR - 1.3 mil/lon SF MJH WB NB SB TH RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 0 1 2 2 3 0 0 3 1 Lane group LT R L T T R Volume, V 20 3 1067 366 1929 1031 227 % Heavy vehicles, %W 5 5 5 5 5 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-uplost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival e, AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Ftterin eterin , 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, N8 0 0 0 0 0 0 Min. time for pedestrians, G Phasing WB Only 02 03 04 NB Only SB Only 07 08 Timing G= 13.0 G= G= G= G= 38.0 G= 24.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 EB WB LT TH RT LT TH RT LT Cycle length, C = 90.0 NB TH RT LT SB TH RT Adusted flow rate, v 25 1186 407 2143 1146 252 Lanecapacity, c 250 1263 1406 2086 1213 378 _group v/c ratio, X 0.10 0.94 0.29 1.03 0.94 0.67 Total green ratio, C 0.14 0.47 0.42 0.42 0.27 0.27 Uniform delay, d, 33.4 22.8 17.1 26.0 32.4 29.4 Progression factor, PF 1.000 1.000 0.870 0.870 1.000 1.000 Delay calibration, k 0.11 0.45 0.11 0.50 0.46 0.24 Incremental delay, d2 0.2 13.4 0.1 27.0 14.6 4.4 Initial queue delay, da Control delay 33.6 36.1 15.0 I 49.7 47.0 33.9 Lane group LOS C D B D D C Approach delay 36.1 44.1 44.6 Approach LOS D D D Intersection delay 42.4 Intersection LOS D E-13 HCS2000 Analyst JDD Intersection Agency or Co. WSA Area Type Date Performed 3/4/03 Jurisdiction Time Period PM Back (Revised WH Site) Analysis Year Project ID EB LT TH RT LT DETAILED REPORT RT 250/1-64 WB RAMPS All other areas ALBEMARLE CO 2011 MARTHA JEFFERSON HOSPITAL TIA - 8% TR -1.3 million SF WH W13 NB SB TH RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 0 1 2 2 3 0 0 3 1 Lana group LT R L T T R Volume, V h 13 13 618 355 1221 2495 876 % Heavy vehicles, %HV 5 5 5 4 4 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filteringlimetefing, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, OD 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0 0 Min. time for pedestrians, Gr. Phasing WB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 11.0 G= G= G= G= 18.0 G= 71.0 G= G= Y=5 Y= Y= Y= Y=5 Y=5 Y= Y= Duration of Analysis, T = 0.25 EBWB LT TH RT LT TH RT LT Cycle Length, gth, C = 115.0 NB TH RT LT SB TH RT Adjusted flow rate, v 28 687 394 1357 2772 973 Lane group capacity, c 169 800 527 3080 3109 968 v/c ratio, X 0.17 0.86 0.75 0.44 0.89 1.01 Total green ratio, C 0.10 0.30 0.16 0.62 0.62 0.62 Uniform delay, d, 47.8 38.2 46.3 11.6 18.7 22.0 Progression factor, PF 1.000 1.000 1.000 0.531 0.531 0.531 Delay calibration, k 0.11 0.39 0.30 0.11 0.42 0.50 Incremental delay, d2 0.5 9.3 5.8 0.1 3.7 30.2 Initial queue delay, d3 Control delay 48.2 47.5 52.2 6.2 13.6 41.9 Lane group LOS D D D A B D Approach delay 47.6 16.6 21.0 Approach LOS D B C Intersection delay 22.8 Intersection LOS C E-14 HCS2000 DETAILED REPORT Intersection Analyst JDD Area Type Agency or Co. WSA Jurisdiction Date Performed 3/4/03 Analysis Year Time Period AM Total (Revised WH Site) Project ID EB WB LT TH RT LT TH RT RT 250/1-64 WB Ramps All other areas ALBEMARLE CO 2011 MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF WH NB SB LT TH RT LT TH RT Number of lanes, N, 0 0 0 0 1 2 2 3 0 0 3 1 Lane group LT R L T T R Volume, V h 20 3 1251 366 2228 1117 273 % Heavy vehicles, %HV 1 5 5 5 5 15 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective grew, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 82 0 20 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Na 0 0 0 0 0 0 Min. time for pedestrians, G Phasing WB Only 02 03 04 NB Only NB Only Thru 8, RT 08 Timing G= 20.0 G= G= G= G= 17.3 G= 9.7 G= 28.0 G= Y= 5 Y= Y= Y= Y= 0 Y= 5 Y= 5 Y= Duration of Analysis, T = 0.25 7grouEB WB TH LT TH RT 7385 RT LT Cycle Length, C = 90.0 NB SB TH RT LT TH RT 25 1299 407 2476 1241 281 Lanec p 1272 1001 2344 1416 441 v/c ratio, X 0.06 1.02 0.41 1.06 0.88 0.64 Total green ratio, C 0.22 0.47 0.30 0.47 0.31 0.31 Uniform delay, d, 27.6 23.9 25.1 23.6 29.4 26.6 Progression factor, PF 1.000 1.000 0.986 0.804 0.977 0.977 Dela calibration, k 0.11 0.50 0.11 0.50 0.40 0.22 Incremental delay, d2 0.1 30.7 0.3 35.6 6.5 3.1 Initial queue delay, d3 Control delay 27.7 54.6 25.0 54.6 352 29.1 Lane group LOS C D C D D C Approach delay 54.1 50.4 34.1 Approach LOS D D C Intersection delay 46.9 Intersection LOS D E-15 HCS2000 Analyst JDD Intersection Agency or Co. WSA Area Type Date Performed 314/03 Jurisdiction Time Period PM Total (Revised MJH Site) Analysis Year Project ID EB LT TH RT LT DETAILED REPORT RT 25011-64 WB RAMPS A# other areas ALBEMAALE CO 2011 MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB TH RT LT TH RT LT TH RT Number of lanes, N, 0 0 0 0 1 2 2 3 0 0 3 1 Lane group LT R L T T R Volume, V 13 13 697 355 1347 2907 1076 % Heavy vehicles, %HV 5 5 5 4 4 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 4 4 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 RRerin eteri ,1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 120 0 120 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parking N N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0 0 Min. time for pedestrians, G Phasing WB Only 02 03 04 NB Only Thru & RT 07 08 Timing G= 8.5 G= G= G= G= 17.5 G= 74.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 EBWB LT TH RT 7,30 RT LT Cycle Length, C = 115.0 NB TH RT LT SB TH RT Adjusted flow rate, v 641 394 1497 3230 1062 Lane groupcapacity,c 730 512 3210 3241 1009 v/c ratio, X 0.22 0.88 0.77 0.47 1.00 1.05 Total green ratio, C 0.07 0.27 0.15 0.64 0.64 0.64 Uniform delay, d, 50.1 40.2 46.8 10.4 20.4 20.5 Progression factor, PF 1.000 1.000 1.000 0.458 0.458 0.458 Dela calibration, k 0.11 0.40 0.32 0.11 0.50 0.50 Incremental delay, d2 0.8 11.8 7.0 0.1 15.0 43.2 Initial queue delay, ds Control dela 50.9 52.0 53.9 4.9 24.3 52.6 Lane group LOS D D D A C D Approach delay 52.0 15.1 31.3 Approach LOS D B C Intersection delay 28-9T Intersection LOS C E-16 Analyst JDD Agency or Co. WSA Date Performed 2128/03 Time Period AM Back (Revised MJH Site) EB LT TH HCS2000 DETAILED REPORT Intersection RT 250/1-64 EB RAMPS Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 1 0 0 0 0 0 3 1 2 3 0 Lane group L TR T R L T Volume, V 528 0 228 1766 0 289 762 % Heavy vehicles, %HV 5 5 5 5 5 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A .Start-up lost time, 11 2-0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Rfterin eterin ,1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade I Parking N 0 N N N N 0 N N 0 N Parkin2 maneuvers, Nm Buses stopping, NB 0 0 0 0 0 0 Min. time for strians, Gp 3.2 Phasing ES Only 02 03 04 SB Only Thru 8 RT 07 08 Timing G= 23.0 G= G= G= G= 15.0 G= 37.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 758.;7 EB TH WB RT LT TH RT Cycle Length, C = 90.0 NB LT TH RT LT SB TH RT Adjusted flow rate, v852 253 1962 0 321 847 Lane rou ca i ,c 393 2031 632 512 2882 v/c ratio, X 0.69 0.64 0.97 0.00 0.63 0.29 Total reen ratio, C 0.26 0.26 0.41 0.41 0.17 0.63 Uniform dela , d, 30.3 29.8 25.9 15.6 34.9 7.4 Proression factor, PF 1.000 1.000 1.000 1.000 1.000 0.488 Dela calibration, k 0.26 0.22 0.47 0.11 0.21 0.11 Incremental dela , dZ 2.4 3.6 12.9 0.0 2.4 0.1 Initial ueue dela , d3 Control delay 32.6 33.4 38.8 15.6 37.3 3.7 Lane group LOS C C D B D A Approach delay 32.9 38.8 12.9 Approach LOS C D B Intersection delay 29.9 Intersection LOS C E-17 Analyst JDD Agency or Co. WSA Date Performed 2228103 Time Period PM Back (Revised MJH Site) EB LT TH HCS2000 DETAILED REPORT Intersection RT 25011-64 EB RAMPS Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 1 0 0 0 0 0 3 1 2 3 0 Lane group L TR T R L T Volume, V 346 0 400 1229 8 740 1768 % Heavy vehicles, %HV 5 5 5 4 4 3 3 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Rkerin meteri ,1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Qb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 80 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0 0 Min. time for E4estrians, Gp 3.2 Phasing EB Only 02 03 04 SB Only Thru & RT 07 08 Timing G= 24.0 G= G= G= G= 24.0 G= 27.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH WB RT LT TH RT Cycle Length, C = 90.0 NB LT TH RT LT SB TH RT Ad'usted flow rate, v 384 356 1366 9 822 1964 Lane group capacity, c 889 410 1496 466 907 3134 v/c ratio, X 0.43 0.87 0.91 0.02 0.91 0.63 Total green ratio, C 0.27 0.27 0.30 0.30 0.27 0.62 Uniform delay, d, 27.4 31.5 30.4 222 31.9 10.5 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 0.519 Delay calibration, k 0-11 0.40 0.43 0.11 0.43 0.21 Incremental delay, d2 0.3 17.7 8.9 0.0 12.6 0.4 Initial queue delay, d, Control delay 27.7 49.2 39.3 22.2 44.5 5.9 Lane group LOS C D D C D A A roach delay 38.0 39.2 17.3 Approach LOS D D 8 Intersection delay 26.5 Intersection LOS C E-18 Analyst JDD Agency or Co. WSA Date Performed 3/1/03 Time Period AM Total (Revised MJH Site) EB LT TH HCS2000 DETAILED REPORT Intersection RT 25017-64 EB RAMPS Area Type All other areas Jurisdiction ALBEMARLECO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 1 0 0 0 0 0 3 1 2 3 0 Lane group L TR T R L T Volume, V 689 0 228 1904 0 338 799 % Heavy vehicles, %HV 5 5 5 5 5 14 14 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Filtering/metering, 1 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Cb 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 112.0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 kin ParI Grade / Parking N 0 N N N N 0 N N 0 N Paridng maneuvers, Nm Buses stopping, NB 0 0 0 0 0 0 Min. time for estrians, G 3,2 Phasing EB Only 02 03 04 SB Only Thru & RT 07 08 Timing G= 23.0 G= G= G= G= 14.0 G= 38.0 G= G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH WB RT LT TH RT C le Len yc gth, C = 90.0 NB LT TH RT LT SB TH RT Adjusted flow rate, v 766 253 2116 0 376 888 Lane group ca aci , c 852 393 2086 649 478 2882 v/c ratio, X 0.90 0.64 1.01 0.00 0.79 0.31 Total green ratio, C 0.26 0.26 0.42 0.42 0.16 0.63 Uniform delay, d, 32.4 29.8 26.0 15.0 36.6 7.5 Progression factor, PF 1.000 1.000 J 1.000 1.000 1.000 0.488 Delay calibration, k 0.42 0.22 0.50 0.11 0.33 0.11 Incremental delay, d2 12.4 3.6 23.3 0.0 8.5 0.1 Initial queue delay, d3 Control delay 44.8 33.4 49.3 15.0 45.1 3.7 Lane groupLOS D C D B D A Aperoach deby 42.0 49.3 16.0 Approach LOS D D 8 Intersection delay 38.1 Intersection LOS D E-19 Analyst JDD Agency or Co. WSA Date Performed 3/1/03 Time Period PM Total (Revised MJH Site) EB LT TH HCS2000 DETAILED REPORT Intersection RT 250/!-64 EB RAMPS Area Type All other areas Jurisdiction ALBEMARLE CO Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB RT LT TH RT LT TH RT LT TH RT Number of lanes, N, 2 0 1 0 0 0 0 3 1 2 3 0 Lane group L R T R L T Volume, V 413 400 1289 8 1 976 1945 % Heavy vehicles, %HV 5 5 1 4 4 3 3 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A Start-up lost time, I, 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 4 4 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 Fiiterin meterin , 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Ob 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 Parkin / Grade / Parking N 0 N N N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ne 0 0 0 0 0 0 in. time for edestrians, 3.2 hasing EB Only 02 03 04 SB Only SB Only Thru & RT 08imingG= IP 20.0 G= G= G= G= 20.0 G= 15.0 G= 40.0 G= Y= 5 Y= Y= Y= Y= 5 Y= 5 Y= 5 Y= Duration of Analysis, T = 0.25 EB LT TH RT WB LT TH RT Cycle Length, C = 115.0 NS LT TH RT LT SB TH RT Adjusted flow rate, v 459 444 1432 9 1084 2161 Lane group capacity, c 580 602 1735 540 1163 2627 v/c ratio, X 0.79 0.74 0.83 0.02 0.92 0.82 Total green ratio, gtC 0.17 0.39 0.35 0.35 0.35 0.52 Uniform delay, d, 45.5 29.9 34.3 24.6 35.9 23.0 Progression factor, PF 1.000 1.000 1.000 1.000 0.946 0.732 Dela calibration, k 0.34 0.30 0.36 0.11 0.43 0.36 Incremental delay, d2 7.4 4.8 3.4 0.0 11.2 2.2 Initial queue delay, ds Control dela 52.9 34.7 37.7 24.6 45. i 19.1 Lane groupLOS D C D C D B Approach delay 43.9 37.6 27.8 Approach LOS D D C Intersection delay 32.9 Intersection LOS C E-20 HCS2000 DETAILED REPORT 1111111111 1111IN111,010 Analyst JDD Agency or Co. WSA Date Performed 315/2003 Time Period AM Back (Rev WH Site) EB LT I TH RT Intersection Area Type Jurisdiction Analysis Year Project ID WB LT TH RT State FamVPantops/PJPkwy All other areas Albemarle County 2011 MARTHA JEFFERSON HOSPITAL TIA - 8.16 TR - 1.3 million SF WH NB SB LT TH RT LT TH RT Number of lanes. N, 1 1 0 0 1 1 0 1 1 1 1 0 Lane group L TR LT R LT R L TR volume.V 13 13 0 6 173 352 0 15 33 163 52 113 % Heavy vehicles, %MV 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretkned P or actuated A A A A A A A A A A A A A Startlost time. 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Filters materin 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand Op 1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Pa / Grade / Parking N 0 N N 0 N N 0 N N 0 N ParkWg maneuvers, Nm I Buses stopping, No 0 0 0 0 0 0 0 O Min. time 1w pedestr ans, G 3.2 3.2 Phasing EB Only WB Only 03 04 NB Only SB Only 07 08 Timing G= 13.0 G= 22.0 G= G= G= 13.0 G= 220 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90-0 NB TH RT LT SB TH RT Adjusted flow rate, v 14 14 199 391 17 37 181 184 Lane group caWity,c 256 269 454 774 269 229 433 406 v/c ratio, X 0.05 0.05 0.44 0.51 0.06 a 16 0.42 0.45 Total green ratio, C 0.14 0.14 0.24 0.49 0.14 0.14 0.24 0.24 Uniform delay, d, 33.2P30303 28.8 15.6 33.2 33.7 28.6 28.9 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Dela calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.11 Incremental delay, d2 0.1 0.7 0.5 0.1 0.3 0.7 0.8 Initial queue delay, d3 Control dela 33.3 29.5 16.2 33.3 34.1 29.3 29.7 Lane group LOS C C C B C C C C Approach delay 33.3 20.6 33.8 29.5 Approach LOS C C C C Intersection delay 24.8 Intersection LOS C E-21 Analyst JDD Agency or Co. WSA Date Performed 315/2003 Time Period PM Back (Rev WH Site) EB LT TH RT HCS2000 DETAILED REPORT Intersection State FamrVPantops/PJPktvy Area Type AN other areas Jurisdiction Albemade County Analysis Year 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB LT TH RT LT TH RT LT TH RT Number of lanes, N, 1 1 0 0 1 1 0 1 1 1 1 0 Lane L TR LT R LT R L TR Volume,v 185 141 0 32 40 252 0 54 16 291 18 41 % Heavy vehicles, %W 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A A A A A A Start-up lost time, 1, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of ettec" green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type, AT 3 3 3 3 3 3 3 3 Unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fate to ' ,1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, 0, 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped /Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lana width 12.0 12.0 12.0 12.0 12.0 12-0 12.0 12.0 Parking / Grade / Parking N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Nm Buses stopping, Ns 0 0 0 0 0 0 0 O Min. time for pedestrians, 3.2 3.2 Phasing EB Only WB Only 03 04 NB Only SB Only 07 08 Timing G= 22.0 G= 12.0 G= G= G= 13.0 G= 23.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 206 157 80 280 60 18 323 66 Lane group capacity, c 433 455 243 616 269 229 452 426 v/c ratio, X 0.48 0.35 0.33 0.45 1 0.22 0.08 0.71 0.15 Total green ratio, /C 0.24 0.24 0.13 0.39 0.14 0.14 0.26 0.26 Uniform delay, d, 29.1 28.1 35.4 20.4 34.0 33.3 30.5 26.0 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Dela calibration, k 0.11 0.11 0.11 0.11 0.11 0.11 0.28 0.11 Incremental delay, dz 0.8 0.5 0.8 0.5 0.4 0.1 5.3 0.2 Initial queue delay, d3 Control delay 29.9 28.5 36.1 20.9 34.5 33.5 35.8 26.1 Lane group LOS C C D C C C D C Approach delay 29.3 24.3 34.2 34.2 Approach LOS C C C C Intersection delay 29.7 Intersection LOS C E-22 Analyst JDD Agency or Co. WSA Date Performed 3/5/2003 Time Period AM Total (Rev MJH Site) EB LT TH RT HCS2000 DETAILED REPORT State Fam'VPantops/PJPkwy All other areas Albemarle County 7Analysis 2011 Project ID MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH WB NB SB LT TH RT LT I TH RT LT TH RT 7oflanes, 1 1 0 1 1 1 0 1 1 1 1 0 L TR L T R LT R L TR 13 13 0 189 173 352 0 48 90 163 167 113 V 2 2 2 2 2 2 2 2 2 2 2 2 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed P or actuated A A A A A A A A A A A A A Start-up lost time, t, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Extension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival , AT 3 3 3 3 3 3 3 3 3 unit extension, UE 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Fittedwymetering, 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, % 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pad / Bike / RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Park' I Grade I Pa ' N 0 N N 0 N N 0 N N 0 N Park' maneuvers, Nm Buses stopping, No 0 0 0 0 0 0 0 0 0 Min. time for pedestrians, 3.2 3.2 Phasing EB Only WB Only 03 04 NB Only SB Only 07 08 Timing G= 12.0 G= 21.0 G= G= G= 14.0 G= 23.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT LT Cycle Length, C = 90.0 NB TH RT LT SB TH RT Adjusted flow rate, v 14 14 210 192 391 53 100 181 312 Lane group capacity, c 236 248 413 435 774 290 246 452 447 v/c ratio, X 0.06 0.06 0.51 0.44 0.51 0.18 0.41 0.40 0.70 Total green ratio, C 0.13 0.13 0.23 0.23 0.49 0.16 0.16 0.26 0.26 Uniform delay, d, 34.1 34.1 30.0 29.5 15.6 33.0 34.3 27.8 30.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.11 0.11 0.12 0.11 0.11 0.11 0.11 0.11 0.26 Incremental dela x, d2 0.1 0.1 1.0 0.7 0.5 0.3 1.1 0.6 4.8 Initial queue delay, d3 Control delay 34.2 34.2 31.1 30.2 16.2 33.3 35.4 28.4 35.1 Lane group LOS C C C C B C D C D Approach delay 34.2 23.5 34.7 32.6 Approach LOS C C C C Intersection delay 27.9 intersection LOS C E-23 E-24 HCS2000 DETAILED REPORT Analyst JDD Agency or Co. WSA Date Performed 3/1/2003 Time Period PM Total (Rev MJH Site) EB LT TH RT Intersection Area Type Jurisdiction Analysis Year Project ID WB LT TH RT State Famt/PantopVPJPkwy All other areas Alhemade County 2011 MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH NB SB LT TH RT LT TH RT Number of lanes, N 1 1 0 1 1 1 0 1 1 1 1 0 Lane group L TR L T R LT R L TR Volume,v 185 141 0 106 40 252 0 194 234 291 65 41 % Heavy vehicb %HV 2 2 2 2 2 2 2 2 2 2 2 2 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Pretimed or actuated A A A A A A A A A A A A A Start-up lost time, f, 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6dension of effective green, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type. AT 3 3 3 3 3 3 3 3 3 Unit e>aension, UE 3.0 3.0 3.0 3.0 3.0 3-0 3.0 1 3.0 3.0 Filterh4tnetaring,I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Initial unmet demand, Q$ 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ped / Bike I RTOR volumes 0 0 0 0 0 0 0 0 Lane width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking / Grade / Parkim N 0 N N 0 N N 0 N N 0 N Parking maneuvers, Buses stopping,No 0 0 0 0 0 0 0 0 0 Win, time for pedestrians. G 3.2 3.2 Phasing EB Only WB Only 03 04 NB Only SB Only 07 08 Timing G= 18.0 G= 14.0 G= G= G= 17.0 G= 21.0 G= G= Y= 5 Y= 5 Y= Y= Y= 5 Y= 5 Y= Y= Duration of Analysis, T = 0.25 LT EB TH RT LT WB TH RT Cycle Length, C = 90.0 NB LT TH RT LT SB TH RT Adjusted flow rate, v 206 157 118 44 280 216 260 323 118 Lane group capacity,c 354 373 275 290 616 352 633 413 409 We ratio, X 0.58 0.42 0.43 0.15 0.45 0.61 0.41 0.78 0.29 Total green ratio, C 0.20 0.20 0.16 0.16 0.39 0.19 0.40 0.23 0-23 Uniform delay, dt 32.6 31.4 34.4 32.9 20.4 33.5 19.4 32.4 28.4 Progression factor, PF 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Delay calibration, k 0.17 0.11 0.11 0.11 0.11 0-20 0.11 0.33 0.11 Incremental delay, d2 2.4 0.8 1.1 0.2 0.5 3.2 0.4 9.4 0.4 Initial queue delay, d3 Control delay 35.0+ 32.2 35.5 33.1 20.9 36.7 19.8 41.8 28.8 Lane group LOS D C D C C D 8 D C roach dela 33.8 26.0 27.5 38.3 roach LOS E C C C D ersection delay 31.2 Intersection LOS C E-24 Appendix F Unsignalized Intersection Capacity Analysis Worksheets Appendix F Unsignalized Intersection Capacity Analysis Worksheets figuration L T T TR stream Signal 0 0 inor Street Westbound Eastbound ement 7 8 9 10 11 12 L T R L T R ohne 0 0 0 0 0 33 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 1 0 0 0 0 36 ercent Heavy Vehicles 0 0 0 0 0 2 ercent Grade (%) 0 0 fared Approach N N tora e 0 0 T Channelized 0 0 es 0 0 0 0 0 1 figuration pproach Westbound Eastbound R vement 7NBSB 4 7 8 9 10 11 12 ane Configuration R (vph) 58 36 (m)(vph) 780 587 lc 0.07 0.06 5% queue length 0.24 0.20 ntrol Delay 10.0- 11.5 OS A B Approach Delay — - 11.5 Approach LOS -- — B F-1 F-2 L T R L T R plume 91 1275 0 0 1505 43 oak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 101 1416 0 0 1672 47 ercent Heavy Vehicles 4 — — 0 — — edian Type Raised curb T Channelized 0 0 -anes 1 2 0 0 2 0 figuration L T T TR stream Signal 0 0 [nor Street Westbound Eastbound ent 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 114 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 0 0 126 ercent Heavy Vehicles 0 0 0 0 0 2 ercent Grade (%) 0 0 ared Approach N N torage 0 0 RT Channelized 0 0 nes 0 0 0 0 0 1 nfiguration roach NB SB Westbound Eastbound R vement 1 4 7 8 9 10 11 12 ane Configuration L R (vph) 101 126 (m) (vph) 356 299 /c 0.28 0.42 5% queue length 1.15 2.00 Control Delay 19.1 25.5 OS C D Approach Delay — — 25.5 Approach LOS — — D F-2 F-3 TWO-WAY STOP CONTROL SUMMARY E"Yst gency/Co. ate Performed [Analysis Time Period JDD WSA 315/03 AM Total Rev WH Site ntersection urisdiction ysis Year RT MIME ENT PARCELS OF ALBEMARLE CO 2011 [Project Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR -1.3 million SFWH East/West Street: Site Entrance Parcels E & F orthlSouth Street: VS RT 250 Intersection Orientation: North-South IStudy Period Mrs): 0.25 a or Street Northbound Southard ement 1 2 3 4 5 6 L T R L T R olume 53 1801 0 0 693 57 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -ioudy Flow Rate, HFR 58 2001 0 10 770 63 ercent Heavy Vehicles 5 — — 0 Median Type Raised curb T Channelized 0 0 anes 1 2 0 0 2 0 figuration L T T TR Cream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 33 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 0 36 Percent Heavy Vehicles 0 0 0 0 0 2 Percent Grade (%) 0 0 Flared Approach N N tors e 0 0 RT Channelized 0 0 anes 0 0 0 0 0 t figuration Approach NB I SB I I Westbound I Eastbound R Movement 1 4 1 7 8 9 10 11 12 ane Configuration L R (vph) 58 36 (m)(vph) 777 585 Vic 0.07 0.06 5% queue length 0.24 0.20 Control Delay 10.0+ 11.6 OS B B [Approach Delay 11.6 pproach LOS — B F-3 cyst gency/Co. ,to Performed lAnalysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urisdiction 315/03 nalysis Year PM Total Rev MJH Site RT 2501SITE ENT PARCELS E/F ALBEMARLE CO 2011 roject Descriplim MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH astANest Street: Site Entrance Parcels E & F lNoftSouth Street: US RT 250 ntersection Orientation: North-South IStudy Period hrs : 0.25 a or Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R olume 91 1293 0 0 1541 43 oak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 D.90 rly Flow Rate, HFR 101 1436 0 0 1712 147 ercent Heavy Vehicles 4 — — 0 -- edian Type Raised curb IT Channelized 0 0 -anes 1 2 0 0 2 0 figuration L T T TR Upstream Signal 0 0 inor Street Westbound Eastbound ovement ement 7 8 9 10 11 12 L T R L T R me rP,ak-Hour 0 0 0 0 0 114 Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate, HFR 0 0 0 0 0 126 Percent Heavy Vehicles 0 0 0 0 0 2 Percent Grade (%) 0 0 Flared Approach N N torn e 0 0 RT Channelized 0 0 anes 0 0 0 0 0 1 figuration pproach NB SB Westbound Eastbound R ovement 1 4 7 8 9 10 11 12 ane Configuration L R (vph) 101 126 (m)(vph) 943 290 /c 0.29 0.43 5% queue length 1.20 2.Q9 trot Delay 19.8 26.6 OS C D Approach Delay -- -- 26.6 pproach LOS — - D F-4 F -S TWO-WAY STOP CONTROL SUMMARY Analyst QD :Intersection Site Ent Panxl E2&F Agency/Co. JWSA Jurisdiction Wbemade County Date Performed Analysis Year 011 Analysis Time Period M Back (Revised MJH Site) rolectDoscription MARTHA JEFFERSON HOSPITAL TIA - 6% TR - 1.3 rrV111on SF MVH ast/West Street: Site Entrance from US 250 North/South Street: Parcel E2 & F ntersection Orientation: Me or Street East-West Eastbound IStudy Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 0 61 0 48 eak Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 67 0 53 Percent Heavy Vehicles 2 -- — 2 edian Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 3 30 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 3 33 0 0 Percent Heavy Vehicles 2 0 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Stora e 0 0 RT Channelized 0 0 Lanes 0 0 1 1 0 0 figuration pproach EB WB R Northbound L Southbound vement 1 4 7 8 9 10 11 12 ane Configuration LTR R L (vph) 67 3 33 (m)(vph) 1623 1085 776 /c 0.04 0.00 0.04 5% queue length 0.13 0.01 0.13 ntroi Delay 7.3 8.3 9.8 OS A A A pproach Delay — 8.3 9.8 pproach LOS - - A A F -S F-6 TWO-WAY STOP CONTROL SUMMARY Analyst PDD ersection ite EnVParcel E2&F Agency/Co. Date Performed WSA 3/1/03alysis 7&19): risdiction Year bemade County 011 Analysis Time Period PM Back (Revised MJ 1 Pro ect Description MARTHA JEFFERSON HOSPITAL 77A - 8% TR - 1.3 ruffian SF MJH ast/West Street: Site Entrance from US 250 orth/South Street: Parcel E2 & F Intersection Orientation: a or Street East-West Eastbound IStudV Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 0 17 0 117 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 18 1 0 130 Percent Heavy Vehicles 2 _ _ 2 edian Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LTR LR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 39 75 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 43 83 0 0 Percent Heavy Vehicles 2 0 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 Channelized 0 0 LTanes 0 0 1 11 0 0 figuration Approach I EB WB R Northbound L Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR R L (vph) 18 43 83 (m)(vph) 1623 1085 811 is 0.01 0.04 0.10 5% queue length 0.03 0.12 0.34 Control Delay 7.2 8.5 9.9 LOS A A A roach Delay — — 8.5 9.9 proach LOS — _ A A F-6 F-7 TWO-WAY STOP CONTROL SUMMARY Analyst PDD intersection ISito Ent/Parcel E2&F Agency/Co. JWSA Jurisdiction Vibernade County .Date Performed PM03 Analysis Year 12011 Analysis Time Period Total (Revised MJH Site) [Project Description MARTHA JEFFERSON HOSPITAL TIA - 8S6 TR - 1.3 million SF MJH ast/West Street: Site Entmnce from US 250 INOWSouth Street: Parcel E2 & F ntersecUon Ocfentation: s or Street East-West Eastbound t Period rs Westbound vement 1 2 3 4 5 6 L T R L T R flume 0 0 0 61 0 48 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 uriy Flow Rate, HFR 0 0 0 67 0 53 ercent Heavy Vehicles 2 – -- 2 -- – edian Type Undivided RT Channelized 0 0 anes 0 0 0 0 0 0 figuration LTR LR tream Signal 0 0 Ivor Street Northbound Southbound ement 7 8 9 10 11 12 L T R L T R flume 0 0 3 30 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 uriy Flow Rate, HFR 0 0 3 33 0 0 Percent Heavy Vehicles 2 0 2 2 2 2 Percent Grade (%} 0 0 Flared Approach N N —Storage 0 0 T Channelized 0 0 es 0 0 1 1 0 0 figuration pproach EB WB R Northbound L Southbound vement 1 4 7 8 9 10 11 12 e Configuration LTR R L (vph) 67 3 33 (m)(vph) 1623 1085 776 /c 0.04 0.00 0.04 5% queue length 0.13 0.01 0.13 Control Delay 7.3 8.3 9.8 OS A A A Approach Delay – - 8.3 9.8 Approach LOS – - A A F-7 F-8 TWO-WAY STOP CONTROL SUMMARY Analyst Agenc fico. Date Performed DD WSA 311103 intersection Jurisdiction Analysis Year ite ErWParcel E2&F INbomarfe County 01 i Analysis Time Period PM Total (Revised MJH Site)- ite)P Project ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 rrbllion SF WH East/West Street: Site Entrance from US 250 South Street: Patrol £2 & F ,intersection Orientation: Ma or Street East-West Eastbound IStudy Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 aurtte L 0 T 0 R 0 L 17 T 0 R 117 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flow Rate, HFR 0 0 0 18 0 130 Percent Heavy Vehicles 2 _ __ 2 _ edian Type Undivided RT Channelized 0 0 as 0 0 0 0 0 0 figuration LTR LR U tream Signal 0 0 inor Street Northbound Southbound vement 7 8 9 10 11 12 olume L 0 T 0 R 39 L 75 T 0 R 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 43 83 0 0 Percent Heavy Vehicles 2 0 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Stora e 0 0 T Channelized 0 0 nes 0 0 1 1 0 0 figuration pproach EB WB R Northbound L Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration LTR R L (vph) 18 43 83 (m)(vph) 1623 1085 811 is 0.01 0.04 0.10 5% queue length 0.03 0.12 0.34 ontroi Delay 19.9 7.2 8.5 9.9 OS A A A pproach Delay — - 8.5 pproach LOS — _ A A F-8 F-9 TWO-WAY STOP CONTROL SUMMARY Analyst PDD Intersection IState Farm B1vcWAniops PJPkwy Agency/Co. JWSA Jurisdiction bemarle County .Date Performed IN4103 Analysis Year 12011 Analysis Time Period OM Back (Revised MVH Site) Project Desai tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR -1.3 million SF MVH East/West Street: State Farm Blvd orfh/South Street. S. Pantops Dr/PJ Pkwy Orientation Fest-Wes! t Period rs: 0.25 MIE etEastbound Westbound 1 2 3 4 5L T R L T rInlersecdon 13 13 0 6 173 352 Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Rate, HFR 14 14 0 6 192 391 avy Vehicles 2 - - 2pe Raised curb RT Channelized 0 0 Lanes 1 1 0 0 1 1 Configuration L TR LT R Upstream Signal 0 0 Prior Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R ume re-, 0 15 33 163 52 113 k-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 36 181 57 125 Percent Heavy Vehicles 2 _f_16 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Stora e 0 0 RT Channelized 0 0 anes 0 1 1 1 1 0 figuration oath LT EB WB R Northbound L Southbound TR Movement 7 1 4 7 8 9 10 11 12 e Configuration L LT LT R L TR (vph) 14 6 16 36 181 182 (m)(vph) 991 1604 422 1066 664 772 lc 0.01 0.00 0.04 0.03 0.27 0.24 queue length 0.04 0.01 0.12 0.10 1.10 0.91 rol Delay 8.7 7.3 13.9 8.5 12.4 11.1 fppr A A B A B B oachh Delay - -- 10.1 11.8 pproach LOS - - B B F-9 F-10 TWO-WAY STOP CONTROL SUMMARY Analyst DD .Intersection IState Farm BtvdrPantops/PJPkwy Agency/Co. WSA Jurisdiction Wbernarte County Date Performed W4103 Analysis Year 011 Analysis Time Period JPM Back (Revised MJH Site) jProfect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH ast/West Street: State Farm Blvd rth/South Street: S. Pantops Dr/PJ Pkwy Intersection Orientation: East-West a or Street Eastbound IStudy Period rs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R ohne 185 141 0 32 40 252 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 205 156 0 35 44 280 ercent Heavy Vehicles 2 - - 2 - - edian Type Raised curb T Channelized 0 0 anes 1 1 0 0 1 1 figuration L TR LT R pstream Signal 0 0 !nor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 0 54 16 291 18 41 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 60 17 323 20 45 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 anes 0 1 1 1 1 0 figuration pproach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 e Configuration L LT LT R L TR (vph) 205 35 60 17 323 65 (m)(vph) 1236 1424 279 890 274 635 /c 0.17 0.02 0.22 0.02 1.18 0.10 5% queue length 0.59 0.08 0.80 0.06 14.49 0.34 ntrol Delay 8.5 7.6 21.4 9.1 151.1 11.3 OS A A C A F B [Approach Delay -- - 18.7 127.6 V13proach LOS - - C F F-10 F-11 TWO-WAY STOP CONTROL SUMMARY t DD :Intersection tate Farm BIvuVPantop�wPJPkwy Agency/Co. WSA Jurisdiction bemarle County Date Performed 315103 Analysis Yeat 11 Analysis Time Period Total (Revised MJH Site) Pro ect Description MARTHA JEFFERSON HOSPITAL 71A -8% TR - 1.3 minion SFWH EastANest Street: State Farm Blvd orth/South Street: S. Panlops Dr/PJ P intersection Orientation: East-West a or Street Eastbound IStudv Period rs): 0.25 Westbound ement 1 2 3 4 5 6 L T R L T R plume 13 13 0 189 173 352 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 14 114 0 210 192 391 Percent Heavy Vehicles 2 - _ 2 - Median Type Raised curb RT Channelized 0 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 48 90 163 167 113 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 53 100 181 185 125 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach lel N Storage 0 0 0 0 0 1 1 1 1 0 Approach LT EB WB R Northbound L Southbound TR Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R L TR (vph) 14 210 53 100 181 310 (m)(vph) 991 1604 235 1066 314 475 /c 0.01 0.13 0.23 0.09 0.58 0.65 5% queue length 0.04 0.45 0.84 0.31 3.39 4.61 Control Delay 8.7 7.6 24.7 8.7 31.0 25.7 OS A A C A D D Approach Delay - - 14.3 27.6 pproach LOS - - B D F-11 F-12 TWO-WAY STOP CONTROL SUMMARY Analyst Agency/Co. Date Performed DD WSA 5/03 :Intersection Jurisdiction Analysis Year State Farm Blvd/Pantop�s/PJPkwy bemade County 11 Analysis Time Period PM Total (Revised WH Site) . 1 roject Description MARTHA JEFFERSON HOSPITAL T1A - 8% TR - 1.3 million SF MJH ast/West Street: State Farm Blvd orth/South Street: S. Panlops DdPJ Pkwy ntersecdon Orientation: East-West IS= Period rs : 0.25 a or Street Eastbound Westbound vement 1 2 3 4 5 6 L T R L T R plume 185 141 0 106 40 252 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 uriy Flow Rate, HFR 205 156 0 117 44 280 Percent Heavy Vehicles 2 _ _ 2 _ edian Type Raised curb RT Channelized p 0 Lanes 1 1 0 1 1 1 Configuration L TR L T R Upstream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 0 194 234 291 65 41 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 dy Flow Rate, HFR 0 215 260 323 72 45 ent Heavy Vehicles F 2 2 2 2 2 2 cent Grade ('/o) p p ed Approach N N Stora e p 0 RT Channelized 0 0 es 0 1 1 1 1 0 figuration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 ane Configuration L L LT R L TR (vph) 205 117 215 260 323 117 (m)(vph) 1236 1424 213 890 0 374 lc 0.17 0.08 1.01 0.29 0.31 queue length 0.59 0.27 9.11 1.22 1.31 trot Delay 1OSproach 8.5 78 111.7 10.7 18.9 A A F B F C Delay — 56.4 pproach LOS — F F-12 TWO-WAY STOP CONTROL SUMMARY Analyst PDD Intersection tState Farr BlvdWIllis Rd Agency/Co. JWSA Jurisdiction lbemarfe County :Date Performed WSW Analysis Year 12011 Analysis Time Period M Back (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH ast/West Street State Farm Btvd INor#VSouth Street: Willis Dr ntersection Orientation: East-West Street Eastbound IStudy Period hrs : 0.25 Westbound Ivor ement 1 2 3 4 5 6 L T R L T R Kne 0 189 20 24 522 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 210 22 26 580 0 ercent Heavy Vehicles 2 — 2 — — Median Type Raised curb T Channelized 0 D apes 0 2 1 f 2 0 figuration T R L T U tream Signal 0 0 inor Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R olume 9 0 3 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 10 0 3 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade N 0 0 Flared Approach N N St 0 0 T Channelized 0 0 ares 1 0 1 0 0 0 figuration Jim roach L EB WB R Northbound Southbound v7 nt 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 26 10 3 (m)(vph) 1333 540 929 lc 0.02 0.02 0.00 5% queue length 0.06 0.06 0.01 �ontrol Delay 7.8 11.8 8.9 OS A B A Approach Delay roach LOS — — B F-13 F-14 TWO-WAY STOP CONTROL SUMMARY Analyst Agency/Co. Date Performed DD WSA 5/03 Intersection Jurisdiction Year State Farm Blvd/1Ni0is Rd bemarle County 011 Analysis Time Period PM Back (Revised MJH Site) I Project Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SFMIH � East/West Street: State Farm Blvd rth/South Street: Willis Dr -intersection Orientation: East-West Major Street Eastbound IStudy Period Mrs): 0.25 Westbound ovement 1 2 3 4 5 6 Volume L 0 T 421 R 27 L 13 T 282 R 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 0 467 30 14 313 0 ercent Heavy Vehicles :an 2 — _ 2 Type Raised curb RT Channelized 0 0 ILanes 0 2 1 1 2 0 Configuration T R L T U stream Signal 0 0 Minor Street Northbound Southbound ovement 7 6 9 10 11 12 olume L 42 T 0 R 67 L 0 T 0 R 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 46 0 74 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 anes 1 0 1 0 0 0 figuration pproach L EB WB R Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 14 46 74 (m)(vph) 1063 486 768 !c 0.01 0.09 0.10 5% queue length 0.04 0.31 0.32 Control Delay 8.4 13.2 10.2 OS A B B Approach Delay — — 11.3 Approach LOS __ B F-14 F-15 TWO-WAY STOP CONTROL SUMMARY Analyst OD Intersection State Faun Bloc W111s Rd i4gency/Co. WSA jurisdiction lbernarle County Date Performed 5/03 Analysis Year 011 Analysis Time Period M Total (Revised WH Site) r ect Descd 'on MARTHA JEFFERSON HOSPITAL T1A - 8% TR - 1.3 million SFWH ast/West Street: State Farm Blvd orth/South Street: tiirns Dr Intersection Orientation: East-West a or Street Eastbound Period hrs : 0.25 Westbound ement 1 2 3 4 5 6 L T R L T R plume 0 246 20 346 705 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 uriy Flow Rate, HFR 0 273 22 384 783 0 Percent Heavy Vehicles 2 — — 2 — an Type Raised curb T Channelized 0 0 nes 0 2 1 1 2 0 figuration T R L T tream Signal 0 0 inor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 9 0 93 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 10 0 103 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 laced Approach N N Stora e 0 0 T Channelized 0 0 es 1 0 1 0 0 0 figuration pproach L EB WB R Northbound Southbound vement 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 384 10 103 (m)(vph) 1263 155 888 /c 0.30 0.06 0.12 queue length 1.30 0.20 0.39 trot Delay 9.1 29.8 9.6 r0S A D A roach Delay -- — 11.4 pproach LOS - B F-15 Analyst DD TWO-WAY STOP CONTROL SUMMARY Intersection tate Farm BJvdNVUUs Rd Agency/Co. WSA Jurisdiction 1bemarie County Date Performed 5/03 Anal is Year 011 Analysis Time Period PM Total (Revfsed MJH Site) Pro ect Desai tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 m fflon SF MJH EastWest Street: State Farm Blvd orth/South Street: Wiilfs Dr intersection Orientation: East-West a or Street Eastbound IStudy Period Mrs): 0.25 Westbound ement 1 2 3 4 5 6 L T R L T R olume 0 639 27 145 356 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Flow Rate, HFR 0 710 30 161 395 0 ercent Heavy Vehicles 2 — — 2 IType Raised curb T Channelized 0 0 ones 0 2 1 1 2 0 figuration T R L T U stream Signal 0 p inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 42 0 466 0 0 0 oak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 46 0 517 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 or'Grade (%) 0 p lared Approach N N Storage 0 0 T Channelized 0 0 ones 1 0 1 0 O 0 figuration pproach L EB WB R Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 161 46 517 (m) (vph) 862 269 641 /c 0.19 0.17 0.81 5% queue length 0.68 0.61 8.19 �ontrof Delay 10.1 21.1 29.8 OS B C D Approach Delay — — 29.1 Approach LOS — — D F-16 F-17 TWO-WAY STOP CONTROL SUMMARY DD intersection tate Farm Blvd Hkbmry7sham i4gency/Co. WSA Jurisdiction bemarte County Data Performed 4/03 Analysis Year 011 Analysis Time Period Back (Revised MJH Site) ect tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR- 1.3 million SF MJH ast/West Street: State Farm Blvd orth/South Street: Hickman Rd4sham Ave ntersection Orientation: East-West Eastbound IStudy Period hrs : 0.25 Westbound t i 2 3 4 5 6 L T R L T R 14 170 8 54 538 118 r Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 w Rate, HFR 15 i88 8 60 597 f31 Paneseet eavy Vehicles 2 - - 2 - - ype Raised curb elized 0 0 1 2 1 1 2 1 tion L T R L T R Si 0 0 Minor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olu me 2 0 14 89 0 6 6Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate, HFR 2 0 15 98 0 6 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 ared Approach N N Storage 0 0 T Channelized 0 0 kanes 0 1 1 1 1 0 guration pproach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R L TR (vph) 15 60 2 15 98 6 (m)(vph) 871 1374 434 944 315 698 lc 0.02 0.04 0.00 0.02 0.31 0.01 5% queue length 0.05 0.14 0.01 0.05 1.29 0.03 trol Delay 9.2 7.7 13.3 8.9 21.5 10.2 OS A A B A C B pproach Delay - 9.4 20.9 pproach LOS - - A C F-17 F-18 TWO-WAY STOP CONTROL SUMMARY Analyst DO Intersection State Farm BAtMlckmarOsham Agency/Co. WSA Jurisdiction 01bemarle County Date Performed 4103 jAnalysis Year 12011 Analysis Time Period IPM Back (Revised MIH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA -8% TR- 1.3 mi/lion SF MJH EasVWest Street: State Farm BtvdNorth/South Street: Hickman R&Isham Ave Intersection Orientation: East-West a or Street Eastbound IStudy Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R plume 12 469 7 49 267 29 Peak Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 urty Flow Rate, HFR 13 521 7 54 296 32 ercent Heavy Vehicles 2 - - 2 - - edian Type Raised curb T Channelized 0 0 ares 1 2 1 1 2 1 figuration L T R L T R stream Signal 0 0 lnor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R plume 12 0 85 236 0 16 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 riy Flow Rate, HFR 13 0 94 262 0 17 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 red Approach N N Stora e 0 0 RT Channelized 0 0 as 0 1 1 1 1 0 nfiguration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 -ane Configuration L L LT R L TR (vph) 13 54 13 94 262 17 (m)(vph) 1228 1035 367 739 379 872 lc 0.01 0.05 0.04 0.13 0.69 0.02 5% queue length 0.03 0.16 all 0.43 5.01 0.06 Control Delay 8.0 8.7 15.2 10.6 33.2 9.2 A A C B D A roach Delay EPP 11.1 31.8 roach LOS . i -- -r - 8 D F-18 F-19 TWO-WAY STOP CONTROL SUMMARY Analyst JJDD intersection ISIAte Farm Blv&"IckmaMsham Agency/Co. Date Performed WSA W4103 Jurisdiction Analysis Year Iftemaffe County 12011 Analysis Time Period Total (Revised MJH Site) r act Descrf tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 mllllon SF MJH ast/West Street: Stale Farm Blvd INorthfSouthStreet Hickman Rd/Isham Ave ntersection Orientation: East-West a r Street Eastbound t Period Mrs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 14 318 8 54 1043 118 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -burly Flow Rate, HFR 15 353 8 60 1158 131 ercent Heavy Vehicles 2 - -- 2 Median Type Raised curb IT Channelized 0 0 -anes 1 2 1 1 2 1 Donfiguration L T R L T R Jpstrearn Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 2 0 14 89 0 6 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 090 Hourly Flow Rate, HFR 2 0 15 98 0 6 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage p 0 T Channelized 0 0 anes 0 1 1 1 1 0 figuration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 ane Configuration L L LT R L TR (vph) 15 60 2 15 98 6 (m)(Vph) 534 1194 270 837 142 458 lc 0.03 0.05 0.01 0.02 0.69 0.01 5% queue length 0.09 0.16 0.02 0.05 3.91 0.04 Control Delay 11.9 8.2 18.4 9.4 73.5 13.0 OS B A C A F 8 Approach Delay - - 10.4 70.0 pproach LOS - - B F F-19 Type Raised curb hannelized Ke"guan 0 0 S 1 2 1 1 1 2 ration L T R L T R tream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R plume 12 0 85 236 0 16 oak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 y Flow Rate, HFR 13 0 94 262 0 17 ent Heavy Vehicles 2 2 2 2 2 2 ent Grade (°lo) r 0 0 d Approach N N Storage 0 0 T Channelized 0 0 anes 0 1 1 1 1 0 figuration pproach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 e Configuration L L LT R L TR (vph) 13 54 13 94 262 17 (m)(vph) 1010 571 147 442 192 737 lc 0.01 0.09 0.09 0.21 1.36 0.02 5% queue length 0.04 0.31 0.29 0.80 15.21 0.07 �ontrof Delay 8.6 12.0 31.9 15.3 240.8 10.0- OS A 8 D C F A pproach Delay — - 17.3 226.8 jApproa,11 LOS -- C F F-20 F-21 TWO-WAY STOP CONTROL SUMMARY Analyst OD intersection IState Farm BMn3ank Ent Agency/Co. JWSA Jurisdiction 01bemde County Date Performed W4163 lAnalysis Year 12011 Analysis Time Period Back (Revised WH Site) jProject Description MARTHA JEFFERSON HOSPITAL TfA - 8% TR - 1.3 miffion SF WH EasVWest Street: State Farm Blvd orth/South Street: Bank Entrance Intersection Orientation: East-West a or Street Eastbound tudv Period rs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R plume 0 273 0 0 711 22 eak Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 303 0 0 790 24 Percent Heavy Vehicles 0 — — 0 — — Median Type Raised curb RT Channelized 0 0 anes 0 2 0 0 2 1 figuration T T R Upstream Signal 0 0 Minor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R plume 0 0 0 14 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -ioudy Flow Rate, HFR 0 0 0 15 0 0 Percent Heavy Vehicles 0 0 0 2 2 2 Percent Grade ('/o) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 an"0 0 0 0 1 0 nfiguration Approach EB WB Northbound CTR Southbound Vlovement 1 4 7 8 9 10 11 12 ane Configuration LTR (vph) 15 (m) (vph) 346 /c 0.04 5% queue length 0.14 ntroi Delay 15.9 OS C Approach Delay — -- 15.9 pproach LOS - — C F-21 F-22 TWO-WAY STOP CONTROL SUMMARY Analyst POD Intersection tate Farm B/vdBank Ent Agency/Co. JWSA Jurisdiction bemade County Date Performed 1314,W Anal is Year 12011 Analysis Time Period PM Back (Revised WH Site) r ect Descrition MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF WH asiNVest Street: State Farm Blvd orth/South Street: Bank Entrance Mersection Orientation: East-West a or Street Eastbound IStudy Period Mrs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 790 0 0 345 24 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -loudy Flow Rate, HFR 0 877 0 0 383 28 ercent Heavy Vehicles 0 -- — 0 edlan Type Raised curb IT Channelized 0 0 anes 0 2 0 0 2 1 3onfiguration T T R U tream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 0 0 0 35 0 p Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 38 0 0 ercent Heavy Vehicles 0 0 0 2 2 2 ercent Grade 0 0 ared Approach N N Stora e p 0 T Channelized 0 0 anes 0 0 0 0 1 0 nfiguration roach EB WB Northbound LTR Southbound ovement 1 4 7 8 9 10 11 12 e Configuration LTR (vph) 38 (m) (vph) 434 /c 0.09 5% queue length 0.29 troll Delay 14.1 OS B PProach Delay — 14.1 PProach LOS _ _ B F-22 F-23 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection State Farm BMVBank Ent Agency/Co. 'Date Performed WSA IY4103 Jurisdiction Analysis Year bemarie County 12011 Analysis Time Period M Total (Revised MJH Site) r 'ect Description MARTHA JEFFERSON HOSPITAL T1A - 8% TR - 1.3 million SF MJH East/West Street: State Farm Blvd orth/South Street Bank Entrance intersection Orientation: East-West e r Street Eastbound IStudy Period Mrs): 0.25 Westboundement 1 2 3 4 5 6 L T R L T R dime me 421 0 0 1216 22 Peak Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 467 0 0 1351 24 Percent Heavy Vehicles 0 — _ 0 Median Type Raised curb T Channelized 0 0 anes 0 2 0 0 2 1 figuration T T R tream Signal 0 0 inor Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R OILme 0 0 0 14 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0,90 ourly Flow Rate, HFR 0 0 0 15 0 0 Percent Heavy Vehicles 0 0 0 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage p 0 T Channelized 0 0 s 0 0 0 0 1 0 figuration Approach EB WB Northbound LTR Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR (vph) 15 (m) (vph) 175 Vic 0.09 5% queue length 028 ntrol Delay 27.5 OS D pproach Delay — __ 27.5 pproach LOS _ _ D F-23 TWO-WAY STOP CONTROL SUMMARY Agency/Co. JWSA Jurisdiction Wberriarfe County Date Performed 1314103 Analysis Year 12011 Analysis Time Period JPM Total (Revised WH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA - 6% TR - 1.3 million SF WH ast/West Street State Farm Blvd kloftSouth Street Bank Entrance ntersection Orientation: East-West a or Street Eastbound 1Studv Period Mrs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 1407 0 0 551 24 oak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 1563 0 0 612 26 ercent Heavy Vehicles 0 — 0 — — edian Type Raised curb T Channelized 0 0 anes 0 2 0 0 2 1 figuration T T R stream Signal 0 0 Minor Street Northbound Southbound vement 7 8 9 10 11 '12 L T R L T R plume d 0 0 35 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 38 1 0 0 ercent Heavy Vehicles 0 0 0 2 2 2 ercent Grade (%) 0 0 ared Approach N N Storage 0 0 T Channelized 0 0 as 0 0 0 0 1 0 nfiguration pproach EB WB Northbound LTR Southbound vement 1 4 7 8 9 10 11 12 ane Configuration LTR (vph) 38 (m) (vph) 267 /c 0.14 % queue length 0.49 trot Delay 20.7 OS C pproach Delay — 20.7 pproach LOS - — C F-24 F-25 TWO-WAY STOP CONTROL SUMMARY gWSA i5/t-M eed Is Time Period JDD 315/03 AM Total Revised MJH Site ntersection urisdiction Analysis Year PJPkwy/Parcel B P5 Albemarle County 2011 lPrqect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF WH ast/West Street: Parcel B Parking 5 Entrance orthlSouth Street: Peter Jefferson Pkwy Intersection Orientation: North-South IStudy Period rs): 0.25 a or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R dune 0 73 155 210 146 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFA 0 81 172 233 162 0 Percent Heavy Vehicles 2 — _ 2 flan T� Raised curb RT Channelized 0 0 anes 0 f ! 1 f 0 figuration T R L T Upstream Signal 0 0 inor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 48 0 65 0 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 53 0 72 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade N 0 0 Tared Approach N N tora e 0 0 T Channelized 0 0 anes 1 0 1 0 0 0 onfiguration pproach L NB SB R Westbound Eastbound vement 1 4 7 B 9 10 11 12 ane Configuration L L R (vph) 233 53 72 (m)(vph) 1312 385 979 lc 0.18 0.14 0.07 5% queue length 0.64 0.47 0.24 Control Delay 8.3 15.6 9.0 OS A C A Approach Delay -_ 11.9 [Approach LOS - __ B F-25 d F7sisInImePeriod TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction X5/03 nalysis Year PM Tota! Revised WH Site PJPkwy/Pan;el B P5 Albemarle County 2011 Pro ect Description MARTHA JEFFERSON HOSPITAL 71A - W. TR - 1.3 million SFWH East/West Street: Parcel B Paddng 5 Entrance orth/South Street: Peter Jefferson Pkwy= Intersection Orientation: a or Street North-South Northbound IStudy Period rs): 0.25 Southbound 1 2 3 4 5 6 rovement L T R L T R 0 178 63 85 86 0 Volume IPeak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFA 0 197 70 94 95 0 Percent Heavy Vehicles 2 — 2 -- Median Type Raised curb RT Channelized 0 0 anes 0 1 1 1 1 0 figuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 186 0 251 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 206 0 278 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 ares 1 0 1 0 0 0 nfiguration pproach L NB SB R Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration L L R (vph) 94 206 278 (m)(vph) 1297 577 844 /c a07 0.36 0.33 5% queue length 0.23 1.61 1 1.44 ontrol Delay 8.0 14.7 11.3 OS A B 8 A.pproach Delay — - 12.8 pproach LOS — — B F-26 yst gency/Co. Date Performed lAnalysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 315/03 natysis Year AM Back Revised MJH Site PJPkwylPaicel I Albemarle County 2011 jProject Description MARTHA JEFFERSON HOSPITAL TIA - 896 TR - 1.3 million SF MJH ast/West Street Peter Jefferson Parkwa orth/South Street: Parcel I Entrance ntersection Orientation: North-South fStudy Period hrs: 0.25 Street Northbound Southbound ment 1 2 3 4 5 6 FaDr L T R L T R e 8 6 0 0 50 8 Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 8 6 O 0 55 8 ercent Heavy Vehicles 2 — — 2 — — edian Type Raised curb RT Channelized 0 0 anes 0 i 0 0 1 0 onfiguration LT TR stream Signal 0 0 Minor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 42 0 42 :leak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 0 0 0 46 0 46 Percent Heavy Vehicles 2 0 0 2 0 2 ercent Grade (%) 0 0 Flared Approach N N tora e 0 0 RT Channelized 0 0 nes 0 0 0 0 0 0 nfiguration pproach NB SB Westbound LR Eastbound vement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 8 92 (m)(vph) 1540 929 lc 0.01 0.10 5% queue length 0.02 0.33 Control Delay 7.3 9.3 OS A A Approach Delay — -- 9.3 Approach LOS — — A F-27 t gency/Co. ate Performed s Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urisdiction 3/5/03 alysis Year PM Back Revised WH Site PJPkwy/Parcel I Albemarle County 2011 lProjectDoscripton MARTHA JEFFERSON HOSPITAL TIA - B96 TR - 1.3 million SFWH [12ast/West Street: Peter Jefferson Parkway orth/South Street: Parcel I Entrance Intersection Orientation: a or Street North-South Northbound tud Period hrs : 0.25 Southbound ovement 1 2 3 4 5 6 L T R L T R olume 40 50 0 0 10 40 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flow Rate, HFR 44 55 0 0 f 1 44 ercent Heavy Vehicles 2 — — 2 -- _ edian Type Raised curb T Channelized 0 0 ares 0 1 0 0 1 0 nfiguration LT TR Upstream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 0 20 0 20 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 22 0 22 Percent Heavy Vehicles 2 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 lConfiguration pproach NB SB Westbound LR Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 44 44 (m) (vph) 1550 884 lc 0.03 0,05 5% queue length 0.09 0.16 Control Delay 7.4 9.3 LOS A A pproach Delay — — 9.3 pproach LOS -- _ A F-28 pproach NB TWO-WAY STOP CONTROL SUMMARY Westbound Eastbound Movement 1 st gency/Co. to Performed Pmallysis Time Period JDD WSA 315M AM Total Revised MJH Slte ntersection urisdiction nalysis Year 11 PJPkwy/Parcel I Albemade County 2011 e Configuration Project Description MARTHA JEFFERSON HOSPITAL TiA - 8% TR - 1.3 million SF MJH ast/West Street: Peter Jefferson Parkway orth/South Street: Parcel l Entrance ntersection Orientation: North-South 92 IStudy Period hrs: 0.25 1356 a or Street Northbound lc Southbound ovement 1 2 3 4 5 6 L T R L T R oiume 8 187 0 0 186 8 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -lourly Flow Rate, HFR 8 207 0 0 206 8 ercent Heavy Vehicles 2 — — 2 — — Median Type Raised curb T Channelized 0 0 anes 0 1 0 0 1 0 nfiguration LT TR stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 42 0 42 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 0 0 46 0 -46 ercent Heavy Vehicles 2 0 0 2 0 2 ercent Grade (%) 0 p I ared Approach N N tora e 0 p T Channelized 0 0 nes 0 0 0 0 0 0 onfiguration LR pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 e Configuration LT LR (vph) 8 92 (m)(vph) 1356 720 lc 0.01 0.13 5% queue length 0.02 0.44 ntrol Delay 7.7 10.7 OS A g Approach Delay — _ 10.7 Approach LOS - — g F-29 alyst gency/Co. Date Performed [AnalysisTime Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA Jurisdiction 3/5103 Analysis Year PM TotalRevised MJH Site PJPkwy/Parcel I Albemarle County 2011 Pr 'ect Descri tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH East/West Street: Peter Jefferson Parkwa orth/South Street: Parcell Entrance Intersection Orientation: Ma or Street North-South Northbound IStudy Period Mrs): 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R olume 40 220 0 0 231 40 oak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -lourty Flow Rate, HFR 44 244 0 0 1 256 44 ercent Heavy Vehicles 2 — _ 2 -_ edian Type Raised curb RT Channelized 0 0 anes 0 1 0 0 1 0 figuration LT TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 20 0 20 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 22 0 22 Percent Heavy Vehicles 2 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 Lanes 0 0 0 0 0 0 figuration pproach NS SB Westbound LR Easthound vement 1 4 7 6 9 10 11 12 ane Configuration LT LR (vph) 44 44 (m) (vph) 1261 628 /c 0.03 0.07 5% queue length 0.11 0.23 ntrol Delay 8.0 112 OS A 8 Approach Delay - 112 Approach LOS -- B F-30 F-31 TWO-WAY STOP CONTROL SUMMARY Analyst Agency/Co. Date Performed DD WSA 315/03 Intersection Jurisdiction Analysis Year PJPkwy/Parce! B P4 bemade County Of 1 Analysis Time Period M Total (Revised MJH Site) rojeCtl3escription MARTHA JEFFERSON HOSPITAL TIA - 896 TR - 1.3 million SF MJH ast/West Street: Peter Jefferson Parkwa rth/South Street: Parcel B Parking 4 Entrance ntersec ion Orlentation: a or Street East-West Eastbound ISbxlv Period hrs : 0.25 . yyes�und ovement 1 2 3 4 5 6 o[ume L 64 T 164 R 0 L 0 T 175 R 73 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 71 182 0 0 194 81 Percent Heavy Vehicles 2 _ -- 0 _ edian Type Raised curb RT Channelized 0 0 anes 0 1 0 0 f 1 nfiguration LT T R stream Signal 0 0 inor Street Northbound Southbound vement 7 8 9 10 11 12 Olt L 0 T 0 R 0 L 23 T 0 R 20 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 090 urly Flow Rate, HFR 0 0 0 25 0 22 ercent Heavy Vehicles 0 p p 2 2 2 ercent Grade (90) 0 0 -lared Approach N N Stora e 0 0 RT Channelized 0 0 ones 0 0 0 0 0 0 "uratIon kpproach EB W B Northbound � Southbound Movement 1 4 7 8 9 10 11 12 ane Configuration7 LT LR (vph) 71 47 (m)(vph) 1288 667 /c 0.06 0.07 50/6 queue length 0.17 0.23 Control Delay 8.0 10.8 OS A 8 Approach Delay — — 10.8 Approach LOS B F-31 F-32 TWO-WAY STOP CONTROL SUMMARY Analyst DD intersection PJP /Parcel B P4 Agency/Co. WSA Jurisdiction IAJbernarfe County .Date Performed 5/03 Analysis Year 12011 Analysis Time Period IPM Total (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL TtA - 8% TR - 1.3 million SF MJH East/West Street: Peter Jefferson Parkway rth/South Street: Parcel 8 Parldng 4 Entrance Intersection Orientation: a or Street East-West Eastbound Period Mrs): 0.25 Westbound ovement 1 2 3 4 5 6 L T R L T R olume 26 225 0 0 184 30 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 090 ourly Flow Rate, HFR 28 250 0 0 204 1 33 Percent Heavy Vehicles 2 — — 0 — - edian Type Raised curb RT Channelized 0 0 anes 0 1 0 0 1 1 nfiguration LT T R stream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 87 0 76 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 96 0 84 Percent Heavy Vehicles 0 0 0 2 2 2 ercent Grade (%) 0 0 ared Approach N N Storage 0 0 RT Channelized 0 0 an 0 0 0 0 0 0 pes nfiguration proach EB WB Northbound LR Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 28 180 (m) (vph) 1330 681 to 0.02 0.26 5% queue length 0.06 1.06 ontrol Delay 7.8 12.2 OS A B proach Delay — 12.2 pproach LOS - - B F-32 yst gency/Co• Date Performed lAnalysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urlsdiction 3/5/03 alysis Year AM Back Revised WH Site PJPkwy/PJPIace Albemarle County 2011 Project Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 mfllion SF MJH EasV'West Street Peter Jefferson Place North/South Street PeterieNerson pkwy ntersection Orientation: a or Street North-South Northbound Istudy Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R plume 0 14 0 0 92 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 0 i5 0 0 102 0 ercent Heavy Vehicles 2 — _ 2 Jedian Type Raised curb T Channelized 0 0 anes 0 1 1 0 1 0 Configuration T R LT Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 6 9 10 11 12 L T R L T R Volume 0 0 0 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 0 O Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N tora e 0 0 RT Channelized 0 0 anes 0 0 0 0 0 0 nfiguration Approach NB LR SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 0 0 (m) (vph) 1603 Vic 0.00 % queue length 0.00 ntrol Delay fp 72 S A roach Delay - pproach LOS F-33 alyst gency/Co. ate per al is Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urisdiction 3/5/03 clysis Year PM Back Revised MJH Site PJPkwy1PJP1ace Albemarle County 2011 Pro ect Descri tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH EasVW est Street• Peter Jefferson Place orth/South Street: Peter Jefferson Pkwy ntersectton Orientation: Street North-South Northbound tud Period Mrs): 0.25 Southbound ent 1 2 3 4 5 6 7oudy, L T R L T R 0 90 0 0 30 0 our Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Flow Rate, HFR 0 100 1 0 0 33 0 ercent Heavy Vehicles 2 — — 2 _ — edian Type Raised curb T Channelized 0 0 anes 0 i 1 0 1 0 �onfiguration T R LT Jpstream Signal 0 0 Minor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 0 0 0 0 0 O ercent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 tared Approach N N tors e 0 0 T Channelized 0 0 anes 0 0 0 0 0 0 figuration proach NB LR SB Westbound Eastbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 0 0 (m)(vph) 1493 Vic 0.00 5% queue length 0.00 ntrol Delay 7.4 OS A pproach Delay — proach LOS -- F-34 F-35 TWO-WAY STOP CONTROL SUMMARY FnaZlysisTlmeriod JDD WSA 3J5l03 AM Tota! Revised WH Site ntersection urisdiction ysis Year PJPkwylPJPlace Atbemade County 2011 'ect Descrf tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - i.3 mi111on SFWH jliast/WestStreet Peter Jeffetson Place VslorthlSouth Street Peter Jefferson intersection Orientation: North-South tStudy Period hrs : 0.25 a r Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R olume 0 245 120 12 175 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 urly Flow Rate, HFR 0 272 133 13 194 0 ercent Heavy Vehicles 2 - — 2 -- edian Type Raised curb T Channelized 0 0 anes 0 1 1 0 1 0 figuration T R LT tream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 57 0 2 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 63 0 2 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N fora e 0 0 T Channelized 0 0 anes 0 0 0 0 0 0 figuration roach NB LR S8 Westbound Eastbound vement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 13 65 (m)(vph) 1154 606 lc 0.01 0.11 5% queue length 0.03 0.36 ntrol Delay 8.2 11.7 OS A 8 pproach Delay — 11.7 pproach LOS — - 8 F-35 natyst gency/Co. Date Performed al sis Time Period TWO-WAY STOP CONTROL SUMMARY JDD Mersection WSA urisdlc 3/5103 tysis Year PM Total Revised WH Site PJPkwy/PJPlace Albemarle County 2011 Project Descri tion MARTHA JEFFERSON HOSPITAL TIA -ff. TR - 1.3 million SF MJH East/West Street: Peter Jefferson Place orth/South Street: Peter Jefferson Pkwy Intersection Orientation: a or Street North-South Northbound IStudy Period hrs : 0.25 Southbound ovement 1 2 3 4 5 6 L T R L T R flume 0 198 78 5 307 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 220 86 5 341 0 ercent Heavy Vehicles 2 - — 2 — edian Type Raised curb T Channelized 0 0 es 0 1 1 0 1 0 figuration T R LT tream Signal 0 0 Minor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R Volume 151 0 16 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flow Rate, HFR 167 0 17 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channefized 0 0 Lanes 0 0 0 0 0 0 nfiguration pproach NB LR S8 Westbound Eastbound vement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 5 184 (m)(vph) 1255 580 lc 0.00 0.32 5% queue length 0.01 1.36 ntroi Delay 7.9 14.1 OS A 6 pproach Delay — 14.1 pproach LOS — - 8 F-36 F-37 TWO-WAY STOP CONTROL SUMMARY Anal t DD Intersection jPJPkwy1FaiceIs H&K Agency/Co. Date Performed JWSA Wmad Jurisdiction Analysis Year Ifternade County 12011 Analysis Time Period Back (Revised WH Site) rojectDescdpton MARTHA JEFFERSON HOSPITAL 71A - 8% TR - 1.3 million SF WH East/West Street- PeterJeNerson p&,*Way rth/South Street: Parcels H& K ntersection Orientation: East-West IStudy Period hrs : 0.25 a or Street Eastbound Westbound ovement 1 2 3 4 5 6 olume L 0 T 70 R 22 L 196 T 12 R 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 77 24 220 13 0 Percent Heavy Vehicles 2 _ _ 2 _ — Median Type Ralsed curb RT Channelized 0 0 Lanes 1 2 0 1 2 i Configuration L T TR L T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 Volume L 3 T 0 R 25 L 0 T 0 R 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 Q90 Hourly Flow Rate, HFR 3 0 27 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IT Channelized 0 0 anes 0 1 1 1 1 0 figuration pproach LT EB WB R Northbound L Southbound TR ovement 1 4 7 8 9 10 11 12 ane Configuration L L LT R L TR (vph) 0 220 3 27 0 0 (m)(vph) 1604 1489 422 1008 420 is 0.00 0.15 0.01 0.03 0.00 5% queue length 0.00 0.52 0.02 0.08 0.00 trol Delay 7.2 7.8 13.6 8.7 13.6 OS A A B A B pproach Delay — 9.2 pproach LOS - _ A F-37 TWO-WAY STOP CONTROL SUMMARY Analyst PDD Intersection IPJPkwylParcels H&K Agency/Co. JWSA Jurisdiction 01bernade County Parcels H&K Date Performed 03 Analysts Year Ot t ntersection Orientation: a or Street Analysis Tune Period JPM Back (Revised MJH Site) Eastbound t Period it-rclemuescripijon MAH1 HA JW-t-tHStJN MAW-/ IAL IIA - b'k IH - 1.3 nV1110n SF WH East/WestStreet: Peter Jefferson Parkway orth/SouthStreet: Parcels H&K ntersection Orientation: a or Street East-West Eastbound t Period 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 26 4 34 70 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 0 28 4 37 77 0 ercent Heavy Vehicles 2 — — 2 — ian Type Raised curb T Channelized 0 0 anes 1 2 0 1 2 1 figuration L T TR L T R Cream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R olume 20 0 178 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 22 0 197 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 s 0 1 1 1 1 0 figuration Approach LT EB WB R L Northbound Southbound TR vement 1 4 7 8 9 10 11 12 -ane Configuration L L LT R L TR (vph) 0 37 22 197 0 0 (m)(vph) 1520 1579 771 1059 649 lc 0.00 0.02 0.03 0.19 0.00 5% queue length 0.00 0.07 0.09 0.68 0.00 trol Delay 7.4 7.3 9.8 9.2 10.5 OS A A A A B pproach Delay — -• 9.2 jApproach LOS - -- A F-38 TWO-WAY STOP CONTROL SUMMARY Analyst PDD Intersection JPk=y/Parcels H&K Agency/Co. IWSA Jurisdiction bemade County Date Perfom►ed Analysis Year f 1 Analysis Time Period Total (Revised MJH Site) rofectDescrIptlon MARTHA JEFFERSON HOSPITAL TtA - 8% TR - 1.3 million SF MJH ast/West Street PeterJeffersorr Park=a onWSouth Street: Parcels H & K rrtersection Orientation: East-West IStudv Perlod Mrs): 0.25 treetEastbound Westbound nt1 2 3 4 5 6 L T R L T R 35 175 22 198 355 93 urFactor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 low Rate, HFR 38 194 24 220 394 103 Heavy Vehicles [Inor 2 - - 2TYPe Raised curb nelized 0 0 1 2 0 1 2ation L T TR L T R m Si al p 0 treet Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 3 0 25 19 0 7 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 10-0 0190 Hourly Flow Rate, HFR 3 0 27 21 0 7 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 p RT Channelized 0 0 Lanes 0 1 1 1 1 0 figuration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 Configuration L L LT R L TR (vph) 38 220 3 27 21 7 (m)(vph) 1063 1349 267 924 227 811 /c 0.04 0.16 0.01 0.03 0.09 0.01 5% queue length 0.11 0.58 0.03 0.09 0.30 0.03 Control Delay 8.5 8.2 18.6 9.0 22.5 9.5 OS A A C A C A pproach Delay - -- 10.0- 19.2 pproach LOS - - A C F-39 F-40 TWO-WAY STOP CONTROL SUMMARY Analyst PDD intersection PJPk»yA-arce1s H&K Agency/Co. JWSA Jurisdiction Wbenmile County Date Performed 3/303 Analysis Year 12011 Analysis Time Period IN Total (Revised WH Site) Project Desai tion MARTHA JEFFERSON HOSPITAL TIA - 6% TR -1.3 million SF WH EastMest Street: PeterJeflerson Parkway orth/South Street Parcels H & K ntersection Orientation: a or Street East-West Eastbound IStudy Period rs): 0.25 Westbound ovement 1 2 3 4 5 6 L T R L T R olume 15 439 4 34 209 40 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate, HFR 16 1 487 4 37 232 44 ercent Heavy Vehicles 2 - -- 2 - - edrar► Type Raised curb T Channelized 0 0 es 1 2 0 1 2 1 figuration L T TR L T R tream Signal 0 0 inor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume 20 0 178 126 0 47 oak -Hour Factor, PHF 0.90 0.90 0.90 0.90 D.90 D.90 rly Flow Rate, HFR 22 0 197 140 0 52 ercent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Stora 0 0 T Channelized 0 0 es 0 1 1 1 1 0 figuration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 it 12 ane Configuration L L LT R L TR (vph) 16 37 22 197 140 52 (m)(vph) 1284 1069 393 754 376 914 /c 0.01 0.03 0.06 0.26 0.37 0.06 5% queue length 0.04 0.11 0.18 1.05 1.68 0.18 ntrol Delay 7.8 8.5 14.7 11.5 20.1 9.2 OS A A B 8 C A pproach Delay - 11.8 17.2 pproach LOS -- -- 8 C F-40 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection PJPkwy/Parcels F&N Agency/Co. WSA Jurisdiction Wbernarle County Date Performed 3/ 03 Analysis Year Analysis Time Period M Back (Revised MJH Site) ro ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF WH rastWest Street Peter Jefferson Parkwa orth/South Street: Parcels F & N ntersection Orientation: a or Street East-West Eastbound Period hrs : 0.25 Westbound ovement 1 2 3 4 5 6 L T R L T R olume 2 67 26 234 206 116 Peak -Hour Factor, PHF 0.90 0.90 0.90 090 0.90 0.90 oudy Flow Rate, HFR 2 74 28 260 228 1128 ercent Heavy Vehicles 2 _ _ 2 edian Type Raised curb RT Channelized 0 0 anes 1 2 0 1 2 1 figuration L T TR L T R stream Signal 0 0 inor Street Northbound Southbound ement 7 8 9 10 11 12 L T R L T R oume 3 0 30 17 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 D 90 0,90 urty Flow Rate, HFR 3 0 33 i8 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Stora e p 0 TChannelized 0 0 arses 0 1 1 1 1 0 figuration roach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 e Configuration L L LT R L TR (vph) 2 260 3 33 18 0 (m)(vph) 1199 1488 316 1006 270 lc 0.00 0.17 0.01 0.03 0.07 5% queue length 0.01 0.63 0.03 0.10 0.21 Delay 8.0 7.9 16.5 8.7 19.3 rtrol A A C A C ch Delay -- _ y4 ch LOS _ A F-41 F-42 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection PJPkwylParcels FAN Jlgency/Co. WSA Jurisdiction INbernade County Date Performed P13103 Analysis Year 12011 Analysis Time Period JPM Back (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA - 895 TR - 1.3 million SF WH ast/Wrst Street Peter Jefferson Parkway rth/South Street: Parcels F & N Intersection Orientation: Me or Street East-West Eastbound jStudv Period rs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R glume 1 198 4 40 75 20 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 1 220 4 44 83 22 ercent Heavy Vehicles 2 -- - 2 - - edian Type Raised curb T Channelized 0 0 nes 1 2 0 1 2 1 �onfigurafion L T TR L T R Upstream Signal 0 0 inor Street Northbound Southbound we merit 7 8 9 10 11 12 L T R L T R plume 23 0 207 145 0 7 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 DSD .om curly Flow Rate, HFR 25 0 230 161 0 7 ercent Heavy Vehicles 2 2 2 2 2 2 Percent Grade NO 0 0 "lared Approach N N Storage 0 0 T Channelized 0 0 anes 0 1 1 1 1 0 nfiguration Approach LT EB WB R Northbound L Southbound TR ovement 1 47 8 9 10 11 12 ane Configuration L L LT R L TR (vph) 1 44 25 230 161 7 (m)(vph) 1484 1342 614 920 521 1019 lc 0.00 0.03 0.04 0.25 0.31 0.01 5°/. queue length 0.00 0.10 0.13 0.99 1.30 0.02 {rd Delay 7.4 7.8 11.1 10.2 15.0- 8.6 OS A A B B B A Approach Delay - 10.3 14.7 Approach LOS - - B B F-42 TWO-WAY STOP CONTROL SUMMARY F-43 Analyst Agency/Co. :Date Performed pm WSA 03 Intersection Jurisdiction Analysis Year PJPk"lParcels F&N bematie County 011 Analysis Time Period Total (Revised MJH Site) r_ r 'ect Desai tion MARTHA JEFFERSON HOSPITAL 77A - 8% TR - 1.3 million SFWH astlWest Street Peter Jefferson pa"W lNorth/South Street: Parcels F & N Intersection Orientation: East-West 1Studv Period Mrs): 0.25 a Street Eastbound Westbound vement 1 2 3 4 5 6 L T R L T R olume 2 190 26 234 642 116 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 urly Flow Rate, HFR 2 211 28 260 713 128 ercent Heavy Vehicles 2 — — 2 — edian Type Raised curb RT Channelized 0 0 1 2 0 1 2 1 tion L T TR L T R Signal 0 0 rnoreet Northbound Southbound t 7 8 9 10 11 12 L T R L T R 3 0 30 17 0 0r Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 w Rate, HFR 3 0 33 18 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (°k) 0 0 ared Approach N N Stora p 0 T Channelized 0 0 nes 0 1 1 i 1 0 nfigurafion pproach LT EB WB R Northbound L Southbound TR vement 1 4 7 8 9 10 11 12 ane Configuration L L LT R L TR (vph) 2 260 3 33 18 0 (m)(vph) 790 1325 211 909 131 lc 0.00 0.20 0.01 0.04 0.14 )5% queue length 0.01 a73 0.04 0.11 0.46 �onirol Delay 9.6 8.4 22.3 9.1 36.8 OS A A C A E pproach Delay — — 10.2 JAPProach LOS — _ B F-43 F-44 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection PJPkwy/Pan:els F&N Agency/Co. WSA Jurisdiction Ibemsrle County Date Performed "03 Analysis Year 011 Analysis Time Period PM Total (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA - 6% TR - 1.3 million SF MJH East/West Street: Peter Jefferson ParkwayWorth/South Street: Parcels F & N Intersection Orientation: a or Street East-West Eastbound tud Period hrs : 0.25 Westbound ovement 1 2 3 4 5 6 L T R L T R flume 1 736 4 40 254 20 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 udy Flow Rate, HFR 1 820 1 14 44 282 1 22 ercent Heavy Vehicles 2 - - 2 - edian Type Raised curb T Channelized 0 0 1 2 0 1 2 1 figuration L T TR L T R tream Signal 0 0 inor Street Northbound Southbound ement 7 8 9 10 11 12 L T R L T R olume 23 0 207 145 0 7 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.80 ourly Flow Rate. HFR 25 0 1230 161 0 7 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (Ifo) 0 0 ared Approach N N Storage 0 0 T Channelized 0 0 nes 0 1 1 1 1 0 figuration pproach LT EB WB R Northbound L Southbound TR vement 1 47 8 9 10 11 12 Configuration L L LT R L TR (vph) 1 44 25 230 161 7 (m)(Vph) 1254 802 270 569 252 881 IC 0.00 0.05 0.09 0.39 0.64 0.01 5% queue length 0.00 0.17 0.30 1.85 3.94 0.02 3ontrol Delay 7.9 9.7 19.7 15.0- 41.5 9.1 OS A A C B E A pproach Delay - - 15.4 40.2 lApproach LOS -- C E F-44 F-45 TWO-WAY STOP CONTROL SUMMARY t gency/Co. Date Performed mai sis Time Period JDD WSA 3/5/03 AM Back Revised MJH Site ntersection urisdiction ysis Year PJR1weIS Rotary Albemarle County 2011 r 'ect Description MARTHA JEFFERSON HOSPITAL T1A - 816 TR • 1.3 million SFMJH East/Vest Street* Peter Jefferson Placa lNorttVSouth Street: Peter Jefferson Place S Rotary intersection Orientation: NorthkSoufh Period Mrs): 025 a or Street Northbound Southbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 0 0 17 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 0 18 0 ercent Heavy Vehicles 2 -- — 2 edian Type Undivided T Channelized 0 0 -anes 0 0 0 0 1 0 figuration TR JE2trearn Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N 0 0 zed 0 0 0 0 0 0 0 1 n Froach NB SB Westbound Eastbound R 1 4 7 8 9 10 11 12 uration R (vph) 0 (m)(vph) 1061 /c 0.00 5% queue length 0.00 aontrol Delay 8.4 OS A pproach Delay - - pproach LOS -- - F-45 nalyst gency/Co. to Performed is Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 3/5/03 is Year PM Back Reed MJH Site PJP1acWS Rotary Albemarle County 2011vis r 'ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 nzllion SF WH lEast/West Street: Peter Jefferson Place orth/South Street: Peter Jefferson Place S RoMW Intersection Orientation: a or Street North-South Northbound IStudy Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 0 0 25 0 oak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate, HFR 0 0 0 0 27 0 ercent Heavy Vehicles 2 — — 2 — — edian Type Ur)dhdded T Channelized 0 0 anes 0 0 0 0 1 0 figuration TR Upstream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N tors e 0 0 T Channelized 0 0 anes 0 0 0 0 0 1 figuration proach NB SB Westbound Eastbound R ovement 1 4 7 8 9 10 11 12 ane Configuration R (vph) 0 (m)(vph) 1048 /C 0.00 queue length 0.00 trol Delay 8.4 FS A roach Delay — — pproach LOS — — =i F-47 TWO-WAY STOP CONTROL SUMMARY yst gency/Co. ate Performed jAnalysis Time Period JDD WSA 3/5103 AM Total Revised WHSite Intersection urisdiction lysis Year . PJPIace1S Rotary Albemarle County 2011 ProjectOescription MARTHA JEFFERSON HOSPITAL TIA - 8.16 TR - 1.3 miltlon SF WH ast/West Street Peter. Werson Place orth/South Street PeterJel/erson Place S Rotary Intersection Orientation: North-South Isfudy Pedod rs): 0.25 a r Street Northbound Southbound ement 1 2 3 4 5 6 L T R L T R olume 0 0 0 0 130 59 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 0 0 0 0 144 65 ercent Heavy Vehicles 2 — — 2 edian Type Undivided T Channelized 0 0 -anes 0 0 0 0 1 0 �onfigurafion TR stream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 131 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 D 145 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade ('/a) 0 p Flared Approach N N tora e p 0 T Channelized 0 0 an 0 0 0 0 0 1 onfiguration Approach NB SB Westbound Eastbound R Movement 1 4 7 8 9 10 11 12 Lane Configuration R (vph) 145 (m) (vph) 667 /c 0.17 5% queue length 0.60 trol Delay 10.0- 0S A Approach Delay — 10.0- proach LOS — — A F-47 gency/Co. to Pertonned is Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 3/5/03 Is Year PM Total Revised WH Site PJPlace/S Rotary Albemarle County 2011 Pr 'ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 mililon SFWH ast/West Street: Peterdeffamw Place orth/South Street: Peter Jefferson Place S Rotaty Intersection Orientation: Refor Street North-South Northbound tudv Period Mrs): 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R 0 0 0 0 219 166 Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rakH w Rate, HFR 00 0 0 243 184 avy Vehicles 2 — — 2pe Undivided T Channelized 0 p -anes 0 0 0 0 1 0 3onfiguration TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 83 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 0 0 92 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N fora 0 p T Channelized 0 0 apes 0 0 0 0 0 1 taneConfiguration NS SB Westbound Eastbound R 1 4 7 8 9 10 11 12 R (vph) 92 (m) (vph) 707 /c 0.13 5% queue length 0.45 ntrol Delay tag B pproach Delay — — 10.9 pproach LOS — — B F-48 F-49 TWO-WAY STOP CONTROL SUMMARY ;Analyst Poo Intersection JPlace Rotary/Parrel H Agency/Co. WSA Jurisdiction Wbmmde Cour Date Performed 03 sis Year 12011 nalysis Time Period Total (Revised WH Site) IPMect Description MARTHA JEFFERSON HOSPITAL T)A - 8% TR - 1.3 mNiion SF MJH astWest Street: Peter Jefferson Place notary orth/South Street: Parcel H Entrance Intersection Orientation: a or Street East-West Eastbound IStudy Period hrs : 0.25 Westbound ement 1 2 3 4 5 6 L T R L T R olume 0 156 105 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 173 116 0 0 0 ercent Heavy Vehicles 2 A— — 2 — — edian Type Undivided T Channelized 0 0 anes 0 1 0 0 0 0 figuration TR tream Signal 0 0 inor Street Northbound Southbound ovement 7 B 9 10 11 12 L T R L T R oiume 0 0 22 0 0 0 eak Hour Factor, PHF 0.90 R90 0.90 090 D.90 0.80 ouriy Flow Rate, HFR 0 0 24 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (°!o) 0 0 ared Approach N N Storage 0 1 0 T Channelized 0 0 as 0 0 1 0 0 0 nfiguration pproach EB WB R Northbound Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration R (vph) 24 (m) (vph) 806 dc 0.03 59/6 queue length 0.09 Hiro! Delay 9.6 OS A pproach Delay — - 9.6 proach LOS — — A F-49 Analyst DD TWO-WAY STOP CONTROL SUMMARY Intersection PJPlace Rotary/Parcel H Agency/Co. WSA Jurisdiction bemade County Date Performed Analysis Year 011 Analysis Time Period M Total (Revised WH Site) P ect Desai tion MARTHA JEFFERSON HOSPITAL T1A - 8% TR - 1.3 million SF MJH East/West Street Peter Jefferson Place Rotary lNor#VSouth Street: Parcel H Entrance Intersection Orientation: a or Street East-West[Study Eastbound Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 257 45 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 285 50 0 0 0 ercent Heavy vehicles 2 — - 2 edian Type Undivided T Channelized 0 0 es 0 1 0 0 0 0 figuration TR tream Signal 0 0 inor Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 142 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Fknn Rate, HFR 0 10 157 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 ared Approach N N Stora e 0 0 RT Channelized 0 0 apes 0 0 1 0 0 0 "figuration pproach EB WB R Northbound Southbound vement 1 4 7 8 9 10 11 12 ane Configuration F{ (vph) 157 (m) (`rph) 730 /c 0.22 59b queue length 0.81 ntrol Delay 11.3 OS B Pproach Delay - - 11.3 pproach LOS — — B F-50 rMfuacn ueiay - -- { 8.4 1 F-51 lyst gency/Co. ate Performed lAnalysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD intersection WSA urisdiction 3/5103 lysis Year PM Back Revised WH Site PJPlacaW Rotary Albemarle County 2011 P ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR- 1.3 rnillion SFWH East1W est Street: Peter Jefferson Place N RotaT JNorlhlSouth Street: Peter Jefferson Place Intersection Orientation: a or Street North-South Northbound IStudy Period rs): 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 25 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourfy Flow Rate, HFR 0 0 27 0 0 0 ercent Heavy Vehicles 2 — — 2 — edian Type Undivided T Channelized 0 0 ares 0 1 0 0 0 0 nfiguration TR Cream Signal 0 0 Minn Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R C 0 0 34 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 O 37 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 JarApproach N N tors e 0 p RT Channelized D 0 es 0 0 1 0 0 0 figuration pproach NB SB R tbound We-7---7-7 Eastbound vement 1 4 7 8 9 10 11 12 e Configuration R (mph) 37 (m) (vph) 1066 /c 0.03 5% queue length 0.11 ntrol Delay 8.5 OS A pproach Delay - — 8.5 pproach LOS — A F-52 leak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 0 146 51 0 0 0 ercent Heavy Vehicles 2 — 2 - — edian Type Undivided RT Channelized 0 0 anes 0 1 0 0 0 0 figuration YR stream Signal 0 0 !nor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R Volume 0 0 100 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 0 ill 0 0 0 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 ared Approach N N tora e 0 0 T Channelized 0 0 es 0 0 1 0 0 0 figuration proach NB SB R Westbound Eastbound vement 1 4 7 8 9 10 11 12 ane Configuration R (vph) 111 (m)(vph) 872 /c 0.13 5'% queue length 0.44 �ontrol Delay 9.7 OS A pproach Delay — — 9.7 oach LOS — A F-53 alyst gency/Co. to Performed sis Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urlsdiction 317103 nalysis Year PM Total Revised WH Site PJPlace/N Rotary Albemarle County 2011 lProjectDesedpfion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SFWH East/West Street: PeterJeNerson Place N Rotary orth/South Street: Peter Jefferson Place ntersec&m Orientation: a or Street North-South Northbound IStudy Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R olume 0 265 134 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 294 148 0 0 0 ercent Heavy Vehicles 2 — — 2 — — edian Type Undivided T Channelized 0 0 nes 0 1 0 0 0 0 figuration TA pstrearn Signal 0 0 inor Street Westbound Eastbound ement 7 8 9 10 11 12 L T R L T R olume 0 0 71 0 0 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFA 0 0 78 0 0 0 Percent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (qo) 0 0 lared Approach N N Lora e 0 0 T Channelized 0 0 S 0 0 1 0 0 0 nfiguration roach NB SB R Westbound Eastbound vement 1 4 7 8 9 10 11 12 e Configuration R (vph) 78 (m)(Vph) 677 /c 0.12 % queue length 0.39 ntroi Delay 11.0 S fO, B roach Delay -- — 11.0 --7r proach LOS — i B - F-54 F-55 TWO-WAY STOP CONTROL SUMMARY Analyst JJDD :Intersection 1piplace Rota Agency/Co. JWSA Jurisdiction "made County Date Performed5103 Analysis Year 011 Analysis Time Period OM Back (Revised MJH Site) JProjectDescription MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 rrullfon SF MJH ast/West Street: PeterJefferwn Place Rotary jNorth/South Street: Willis Or Intersection Orientation: a or Street East-West Eastbound IStudy Period hrs : 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R olume 0 0 0 0 8 0 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR D 1 0 10 0 8 0 ercent Heavy Vehicles 2 - — 2 - — edian Type Undn4ded RT Channelized 0 0 as 0 0 0 0 1 0 figuration TR U stream Signal 0 0 Minor Street Northbound Southbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 17 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0-90 - 0.90 ourly Flow Rate, HFR 0 0 0 0 0 18 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (%) 0 0 lared Approach N N Storage 0 0 T Channelized 0 0 arses 0 0 0 0 0 1 onfiguration pproach EB WB Northbound Southbound R vement 1 4 7 8 9 10 11 12 ne Configuration R (vph) 18 (m) (vph) 1074 /c 0.02 5% queue length 0.05 ontrol Delay 8.4 OS A pproach Delay — — 8.4 Approach LOS -- A F-55 F-56 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection PJPIace RotaryA�flis AgencylCO. WSA Jurisdiction Wbomade County Date Performed 1315W Analysis Year 12011 Analysts Time Period IPM Back (Revised MJH Site) r 'ect Descri tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH asbWest Street: Peter Jefferson Place Rotaty JNorth/South Street: Willis Dr ntersection Orientation: or Street East-West Eastbound IStudy Period hrs : 025 Westbound ovement 1 2 3 4 5 6 L T R L T R olume 0 0 0 0 34 0 oak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 curly Flow Rate, HFR 0 0 0 0 37 10 ercent Heavy Vehicles 2 — — 2 -- edian Type Undivided T Channelized 0 0 -ones 0 0 0 0 1 0 onfiguration TR JF2tream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 25 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 Aw Q90 Hourly Flow Rate, HFR 0 0 0 0 0 27 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (qo) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 anes 0 0 0 0 0 1 nfiguration pproach EB WB Northbound Southbound R vement 1 4 7 7 8 9 10 11 12 Configuration R (vph) 27 (m) (vph) 1035 /c 0.03 5% queue length 0.08 trot Delay 8.6 OS A pproach Delay - -- 8.6 pproach LOS — — A F-56 Analyst PDD TWO-WAY STOP CONTROL SUMMARY Intersection JPJPface RotafyMillis Agency/Co. JWSA Jurisdiction bemade County Date Performed 1315103 Analysis Year 12011 Analysis Time Period M Total (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH asUWest Street Peter Jefferson Place R61W lNorWSouth Street: Willis Dr -intersection Orientation: a or Street East-West Eastbound IStudy Period Mrs): 0.25 Westbound Movement 1 2 3 4 5 6 L T R L T R plume 0 0 0 0 144 87 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 0 160 96 Percent Heavy Vehicles 2 — — 2 Median Type Undivided RT Channelized 0 0 Lanes 0 0 0 0 1 0 Configuration TR Upstream Signal 0 0 Minor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R plume 0 0 0 0 0 171 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 0 0 190 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade ('/o) 0 p Flared Approach N N stoma 0 0 T Channelized p 0 nes 0 0 0 0 0 1 onfiguration roach EB WB Northbound Southbound R Movement 1 4 7 8 9 10 11 12 Lane Configuration R (vph) 190 (m) (vph) 832 /c 0.23 5% queue length 0.88 �ontrol Delay 10.6 OS B pproach Delay — -- 10.6 pproach LOS - — B F-57 F-58 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection PJPIace RotatyAViI is Agency/Co. WSA Jurisdiction bemarle County .Date Performed 3/5/03 4nalysis Year 011 Analysis Time Period PM Total (Revised WH Site) ro ect Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SFMJH East/West Street: Peter Jefferson Place Rota orthlSouth Street: Willis Dr Intersection Orientation: East-West Eastbound Period hrs : 0.25 Westbound 71 2 3 4 5 6 J!afor 7Factor, L T R L T R 0 0 0 0 103 233 0.90 0.90 0.90 0.90 0.90 0.90 urty Flow Rate, HFR 0 0 0 0 114 258 Percent Heavy Vehicles 2 — — 2 — — dian Type Undivided T Channelized 0 0 ones 0 0 0 0 1 0 figuration TR Upstream Signal 0 0 Minor Street Northbound Southbound ercent 7 8 9 10 11 12 L T R L T R me roueak-Hour 0 0 0 0 0 136 Factor, PHF 0.90 0.90 090 0.90 D.90 10.90 rly Row Rate, HFR 0 0 0 0 0 153 ercent Heavy Vehicles 2 2 2 2 2 2 ercent Grade (0/6) 0 0 tared Approach N N Stora e 0 1 0 RT Channelized 0 0 es 0 0 0 0 0 1 figuration pproach EB WB77=79 Southbound R Movement 1 4 8 10 11 12 an Configuration R (vph) 153 (m) (vph) 796 /c 0.19 51/6 queue length 0.71 ntrol Delay 10.6 OS B pproach Delay — - 10.6 Approach LOS - — B F-58 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 0 0 0 146 0 Percent Heavy Vehides 2 — _ 2 edian Type Undh4ded T Channelized 0 0 S 0 0 0 0 1 0 nfiguration T stream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 0 0 0 57 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flour Rate, HFR 0 0 0 0 0 63 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N fora e p D T Channelized 0 0 ones 0 0 0 0 0 1 nfigm-ation proach NB SB Westbound Eastbound R ovement 1 4 7 8 9 10 11 12 ne Configuration R (vph) 63 (m) (vph) 901 /c 0.07 5% queue length 0.23 �ontrol Delay 9.3 OS A pproach Delay -- _ 9.3 pproach LOS — _ A F-59 nalyst gency/Co. Date Performed jAnalysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 312103 alysis Year PM Total Revised MVH Site PJPlace✓Parcel B Exit Albemarle County 2011 P ect Descri on MARTHA JEFFERSON HOSPITAL TIA - 8% TR- 1.3 million SFWH East/West Street: Parcel B Parkin 1-3 Exit orth/South Street: Peter Jefferson Place Intersection Ofientation: North-South a or Street Northbound JStudylParlod Mrs): 0.25 Southbound ovement 1 2 3 4 5 6 L T R L T R dome 0 0 0 0 167 0 eak Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 rly Flow Rate, HFR 0 0 0 0 185 0 ercent Heavy Vehicles 2 — — 2 edian Type UndWed T Channelized 0 0 ane 0 0 0 0 1 0 figuration T U stream Signal 0 0 !nor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 0 0 218 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow Rate, HFR 0 0 0 0 0 242 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 ared Approach N N fora e p 0 IT Channelized 0 0 anes 0 0 0 0 0 1 -Configuration roach NB SB Westbound Eastbound R ovement 1 4 7 8 9 10 11 12 ane Configuration R (vph) 242 (m) (vph) 857 /c 0.28 5% queue length 1.16 ntrol Delay 10.8 OS B pproach Delay — -- 10.6 proach LOS — _- B F-60 F-61 ALL-WAY STOP CONTROL ANALYSIS naiysI ntersection PJ Placa sham gency/Co. S WSA urisdicGon Ibemade Co Date Pertormed �3lQ,3 aiysis Year Ol i ysis Time Period M Back (Revised WH Site) ect I D MARTHA JEFFERSON HOSPITAL TIA 8% TR - 1.3 milliary SF WH astNVesi SlreeC Peter Jefferson Piece roach orth/South Street: Eastbound Isham Avenue Westbound vement L T R L T R oiume E 8 9 0 0 6 109 /o Left Lane 50 50 roach Northbound Southbound vement L T R L T R olume 0 0 0 33 0 2 /oThrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 figuration LT TR LR HF 0.90 0.90 0.90 low Rate 18 127 36 o HeavV Vehicles 2 2 2 . Lanes f 1 0 1 eomet Grou f 1 I mom• T r . Left-Tums 0.4 0.25 0.0 0.!7!!70 rop. Right-Tums 0.0 1.0 0, r . Hea Vehicle 0.0 0.0 11- LT-ad' 0.2 0.2 0.2 0.2 0,2 2 RT-ad' -0.6 -0.6 1 -0.6 1 -0.6 -0.6 -0.6 HV-ad' 1.7 1.7 1.7 1.7 1.7 1.7 ad', com uted 4.22 initial value 3.20 4.22 3.20 4.22 3.20 initial 0.02 0.11 0.03 , final value 4.22 4.22 4.22 final value 0.02 0.12 0.05' VG-up time, m 2.0 2.0 1 2.0 ervice Time 2.2 Eastbound 2.2 Westbound 2.2 Northbound 2.2 Southbound L1 t2 L1 L2 L1 L2 L1 L2 city 268 377 288 elay 7.31 6.95 7.58 OS A A q oach: Delay 7.31 6.95 7.58 LOS I A q A ntersection Delay 7.12 ntersection LOS q F-61 F-62 ALL -WAY STOP CONTROL ANALYSIS trtoeycpst Intersection PJ Placellsham y/Co. WSA urisdiction lbemade Co ertormed x/03 alysis Year 011 is Time Period PM Back (Revised MJH Site) ID MARTHA JEFFERSON HOSPITAL T7A - 8% TR - 1.3 million SF WH F-62 fo Heavy Vehicles 2 2 2 nes0 L1 L2 L1 L2 L1 L2 Li L2 Groun, 300 479 288 T0.25 Lett-Tums0.20.0 7.53 7.94 0.9 Right -Tums D.00.5 A 0.1 Hea Vehicle 0.0 0.0 10.10' LOS 0.2 0.2 0.2 0.2 0.2 0.2d' ;final -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 d' 1.7 1.7 1.7 1.7 1.7 1.7 om uted value 4.26 3.20 4.26tial 3.20 3.20 al 0.04 0.20 F7 0.03 al value4.26 4.26 4.26 l value 0.06 0.24 0.05 ove-up time, m 2.0 2.0 2.0 ervice Time 2.3 1 1 2.3 1 ZJ IZ:1 F-63 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 Li L2 apacity 300 479 288 5elay 7.53 7.94 7.90 OS A A A Approach: Delay 7.53 7.94 7.90 LOS A A it A Intersection Delay 7.87 Intersection LOS A F-63 d, initial value 3.20 ALL -WAY STOP CONTROL ANALYSIS 3.20 3.20 initial t DD 0.16 Intersection final value PJ Placa4sham gency/Co. WSA final value udsdickon lbemarte Co 0.28 Date Performed 3/03 2.0 ysis Year 2.0 Oi 1 2.7 nalysis Time Period IPM Total (Revised MJH Site) 2.7 Southbound Lt t2 jProject ID MARTHA JEFFERSON HOSPITAL TIA - 6% TR - 1.3 million SF WH Li L2 acity 398 East/West Street: Peter Jefferson Piece roach Eastbound 114orthtSouth Street: Isham Avenue Westbound ement L T R L T R olume 7 127 0 0 59 99 /oThrus Left Lane 50 A ntersection Delay 50 9.05 oach ntersection LOS Northbound A Southbound vement L T R L T R olume 0 0 0 179 0 12 /0Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 figuration LT TR LR PHF 0.90 0.90 0.90 low Rate 148 175 211 /o Heavy Vehicles 2 2 2 o. Lanes 1 1 0 1 lGeometry Group 1 1 1 oration, T ro . Left -Turns 0.0 0.0 0.25 0.9 rop. Right -Tums 0.0 7 0.6 0.1 r . HeavyVehicle 0.0 0.0 flfl T- 0.2 0.2 0.2 0.2 0.2 0.2 RT -ad' -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV -ad' 1.7 1.7 1 1.7 1.7 1.7 1.7 1hadi. computed 4.70 1 1 4.70 1 1 1 1 4.70 d, initial value 3.20 3.20 3.20 initial 0.13 0.16 0.19 final value 4.70 4.70 4.70 final value 0.19 0.21 0.28 Ve-Up time, m 2.0 2.0 2.0 ervice Time 2.7 Eastbound 2.7 2.7 Westbound Northbound 2.7 Southbound Lt t2 L1 L2 L1 L2 Li L2 acity 398 425 461 a 8.82 8.42 9.73 OS A A A roach: Delay 8.82 1 8.42 9.73 LOS A A A ntersection Delay 9.05 ntersection LOS A F-64 F-65 TWO-WAY STOP CONTROL SUMMARY Analyst DD Intersection jPJP1ace1ParceIE1 Agency/Co. JWSA Jurisdiction Wberwde County Date Performed 1/03 Analysis Year 12011 Analysis Time Period M Back (Revised WH Site) jProjedDescriplion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 rrallion SFWH astlWest Street Peter Jefferson Place orth/South Street: Paget El Entrance ntersection Orientation: a or Street East-West Eastbound Period rs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R plume 2 40 0 0 115 22 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 2 144 0 0 127 24 Percent Heavy Vehicles 2 - - 0 - -- edian Type Undivided T Channelized 0 0 anes 0 1 0 0 1 0 �onfiguration LT TR stream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 12 L T R L T R plume 0 0 0 3 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 D-W 0.90 ourty Flow Rate, HFR 0 0 0 3 0 1 0 Percent Heavy Vehicles 0 0 0 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 AT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration 77LT EB WB Northbound LR Southbound T,figuration 11 4 7 8 9 10 11 12 LR (vph) 2 3 (m) (vph) 1430 801 /c 0.00 0.00 5% queue length 0.00 0.01 trot Delay 7.5 9.5 -OS A A FA.pproach Delay -- - 9.5 pproach LOS - A F-65 TWO-WAY STOP CONTROL SUMMARY Analyst VDD intersection IPJPlacelParcel E Agency/Co. JWSA I.Jurisdiction Vibemarle County Date Performed 1311103 jAnalysis Year 12011 Analysis Time Period JPM Back (Revised MJH Site) 11 1 Project Descri tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 affion SF MJH East/West Street: Peter Jefferson Place orth/South Street: Parcel El Entrance Intersection Orientation: a or Street East-West Eastbound IStudy Period hrs : 0.25 Westbound ovement 1 2 3 4 5 6 L T R L T R olume 1 196 0 0 114 13 ea- our Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Dusty Flow Rate, HFR 1 217 0 0 126 14 Percent Heavy Vehicles 2 — - 0 - — edian Type Undivided T Channelized 0 0 nes 0 1 0 0 1 0 nfiguration LT TR Upstream Signal 0 0 inor Street Northbound Southbound ovement 7 8 9 10 11 '12 L T R L T R plume 0 0 0 62 0 7 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 Lim ourly Flow Rate, HFR 0 0 0 68 0 17 ercent Heavy Vehicles 0 0 0 2 2 2 Percent Grade (°/.) 0 0 tared Approach N N Storage 0 0 RT Channelized 0 0 nes 0 0 0 0 0 0 figuration proach EB WB Northbound LR Southbound vement 1 4 7 8 9 10 11 12 ane Configuration LT LR (Wh) 1 75 (m) (vph) 1443 664 !c 0.00 0.11 5% queue length 0.00 0.36 Dntrol Delay 7.5 11.1 os A B Pproach Delay pproach LOS — B TWO-WAY STOP CONTROL SUMMARY F-67 Intersection PJPlacdParcel El o.WSA 7roj��Descdption Jurisdictionbemade County ormed 03 Analysis Year 11 ime Period M Total (Revised MJH Site) MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF MJH ast/West Street: Peter Jefferson Place rth/South Street Parcel El Entrance ntersection Orientation: a or Street East-West Eastbound IStudy Period rs): 0.25 Westbound vement 1 2 3 4 5 6 L T R L T R plume 2 68 0 0 206 22 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 2 75 0 0 228 24 ercent Heavy Vehicles 2 — — 0 ian Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 0 figuration LT TR U stream Signal 0 0 inor Street Northbound Southend Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 3 0 0 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 D-90 puny Flow Rate, HFR 0 0 0 3 0 0 ercent Heavy Vehicles 0 0 0 2 2 2 ercent Grade (%) 0 0 tared Approach N N Stora e 0 0 T Channelized 0 0 aneS 0 0 00 0 0 figuration roach EB WB Northbound LR Southbound vement 1 4 7 8 9 10 11 12 e Configuration LT LR (vph) 2 3 (m) (vph) 1313 673 lc 0.00 0.00 5% queue length 0.00 0.01 �ontrol Delay 7.7 10.4 OS A B pproach Delay — — 10.4 PProach LOS — — B F-67 F-68 TWO-WAY STOP CONTR0L SUMMARY Analyst IJDD Intersection 1PUPlacelParcel E1 Agency/Co. IWSA Jurisdictionberwrie County Date Performed W2103 Analysis Year 12011 Analysts Time Period M Total (Revised MJH Site) Project Description MARTHA JEFFERSON HOSPITAL T/A - 8% TR - 1.3 million SF MJH astWest Street: Peter Jefferson Place orth/South Street: Parcel E1 Entrance ntersection Orientation: a or Street East-West Eastbound IStudy Period hrs: 0.25 Westbound vement 1 2 3 4 5 6 EFactor, L T R L T R me FPef 1 305 0 0 151 13 k Hour PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 1 338 0 0 167 14 Percent Heavy Vehicles 2 — _ 0 edian Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 62 0 7 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 68 0 7 Percent Heavy Vehicles 0 0 0 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 T Channelized 0 0 anes 0 0 0 0 0 0 figuration pproach EB WB Northbound LR Southbound ovement 1 4 7 8 9 10 11 12 ane Configuration LT LR (vph) 1 75 (m) (vph) 1394 41 /c 0.00 0.14 5% queue length 0.00 0.48 Control Delay 7.6 12.7 OS A B [Approach Delay -- 12.7 pproach LOS ._ B F-68 atyst gencylCo. ate Performed al sis Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 3/1103 ysis Year AM Back &vised MVH Site PJPlacelParcel E2 Albemade County 2011 Prolect Description MARTHA JEFFERSON HOSPITAL TIA - rl. TR - 1.3 iWillon SF MIH ast/West Street: Peter Jefferson Place uth Street Parcel E2 Entrance Intersection Orientation: a or Street Norah-South Northbound IStudy Period hrs: 0.25 Southbound Vement 1 2 3 4 5 6 L T R L T R oiume 6 24 0 0 14 130 oak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 6 1 126 10 0 15 1 144 Percent Heavy VeNdes 2 — -- 2 — oedian Type Undivided T Channelized 0 0 nes 0 1 0 0 1 0 iguration LT TR Upstream Signal 0 0 Minor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R flume 0 0 0 36 0 7 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourty Flow Rate, HFR 0 0 0 40 0 7 ercent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N tors e 0 0 RT Channelized 0 0 anes 0 0 0 0 0 0 figuration pproach NB SB Westbound LR Eastbound vement 1 4 7 6 9 10 11 12 one Configuration LT LR (Vph) 6 47 (m) (Vph) 1420 880 lc 0.00 0.05 5% queue length 0.01 0.17 troll Delay 7.5 9.3 OS A A pproach Delay - — 9.3 pproach LOS - — A F-69 yst gency/Co. Date Performed nal is Time Period TWO-WAY STOP CONTROL SUMMARY JDD ntersection WSA urisdiction 3/1/03 ysis Year PM Bach Revised MJH Site PJPlac&P;areel E2 Albemarle County 2011 ro'ect Descrition MARTHA JEFFERSON HOSPITAL TIA - 85,65 TR - 1.3 million SF WH ast/West Street: Peter Jefferson Place North/South Street; Parcel E2 Entrance Intersection Orientation: a'or Street North-South Northbound IStudy Period Mrs): 0.25 Southbound ovement 1 2 3 4 5 6 L T R L T R plume 15 60 0 0 33 112 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 puny Flow Rate, HFR 16 66 0 0 36 124 ercent Heavy Vehicles 2 — — 2 - edian Type Undivided T Channelized 0 0 anes 0 1 0 0 1 0 onfiguration LT TR U stream Signal 0 p inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R plume 0 0 0 242 0 17 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 0 0 0 268 0 18 ercent Heavy Vehicles 0 0 0 2 0 2 ercent Grade (%) 0 0 Flared Approach N N tora e 0 p RT Channelized 0 0 es 0 0 0 0 0 0 figuration pproach NB SB Westbound LR Eastbound vement 1 4 7 8 9 10 11 12 e Configuration LT LR (vph) 16 286 (m) (vph) 1419 793 Vic 0.01 0.36 5% queue length 0.03 1.65 ntroi Delay 7.6 12.1 OS A B proach Delay — — 12.1 pproach LOS — B F-70 TWO-WAY STOP CONTROL SUMMARY Co.WSA rformed Time Period 3/1/03 AM Total Revised M./H SiteDescri urisdiction ysis Year 0 Afbemalle County 2011 tion MARTHA JEFFERSON HOSPITAL TIA - 8% TR- 1.3million, SFMJH F 0 as 0 st Street PeterJeffensonPlace 0 orth/South Street Parr el E2 Entrance tloort Orientation: a or Street North-South Northbound ISUXIV Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R olume 6 24 0 0 14 222 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 6 26 0 0 15 246 ercent Heavy Vehicles 2 I — — 2 — — Mian Tvna 0.90 0.90 rlrvfevid&hd 0.90 -lourly Flow Rate, HFR T Channelized 0 0 as 0 1 0 0 1 0 nfiguratim LT TR stream Signal 0 0 inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R olume 0 0 0 64 0 7 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -lourly Flow Rate, HFR 0 0 1 10 71 10 7 ercent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 ared Approach N N tors e 0 0 T Channelized 0 0 as 0 0 0 0 O 0 figuration pproach NB SB Westbound LR Eastbound Movement 1 4 7 8 9 10 11 12 ane Configuration7 LT LR (vph) 6 78 (m) (vph) 1303 818 is 0.00 0.10 queue length 0.01 0.32 trol Delay rS 7.8 9.9 A A pproach Delay — 9.9 pproach LOS -- A F-71 abyst gY/�• ate Performed is Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urisdiction 311103 nalysis Year AM Total Revised MJH Site PJP1ac&Parcel E2 Albemarle County 2011 jProject Description MARTHA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 million SF WH asUWest Street: PeterJeffersorl Place orth/South Street: Parcel E2 Entrance ntersection Orientation: a or Street North-South Northbound IStudy Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 L T R L T R flume 15 60 0 0 33 149 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 -ioudy Row Rate, HFR 16 66 0 0 36 165 ercent Heavy Vehicles 2 — — 2 — _ edian Type Undivided T Channelized 0 0 nes 0 1 0 0 1 0 3onfiguration LT TR Jpstream Signal 0 0 Minor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R me Veak-Hour 0 0 0 351 0 177 Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 0 390 0 18 Percent Heavy Vehicles 0 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N rage 0 0 T Channelized 0 0 nes 0 0 0 0 0 0 figuration roach NB SB Westbound LR Eastbound ovement 1 4 7 8 9 10 11 12 e Configuration LT LR (vph) 16 408 (m) (vph) 1371 769 fc 0.01 0.53 °i° queue length 0.04 3.17 trot Delay 7.7 14.8 OS A B Approach Delay - — 14.8 Approach LOS _ _ B F -7z nafyst gancy/Co. Date Performed atysis Time Period TWO-WAY STOP CONTROL SUMMARY JDD Intersection WSA urisdiction 3/5/03 ysis Year AM Total Revised MJH Site 1✓ 1As Dr/Parcel 8 Albemarle County 2011 Pr 'ect Description A44R77-fA JEFFERSON HOSPITAL TIA - 8% TR - 1.3 milUOn SF hUH Eastlflftest-%eat Parcet9 I 1.3F_nbwxo rth/South Street: Willis Dr [Intersection Orientation: Ma or Street North-South Northbound Period Mrs): 0.25 Southbound vement 1 2 3 4 5 B L T R L T R plume 46 42 0 0 156 210 eak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ourly Flow Rate, HFR 51 46 0 0 173 233 ercent Heavy Vehicles 2 — — 2 — — edlan Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 1 figuration LT T R tream Signal 0 0 inor Street Westbound Eastbound vement 7 8 9 10 11 12 L T R L T R olume 0 0 0 61 0 14 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 oudy Flow Rate, HFR U 0 0 67 0 15 Percent Heavy Vehicles 2 0 0 2 0 2 Percent Grade (%) 0 0 Flared Approach N N tora e 0 0 RT Channelized 0 0 anes 0 0 0 1 0 1 Ifguration rpproact NB SB Westbound L Eastbound R nt 1 4 7 8 9 10 11 12 -ane Configuration LT L R (vph) 51 67 15 (m)(vph) 1153 643 871 lc 0.04 0.10 0.02 5% queue length a 14 0.35 0.05 ntrol Delay 8.3 11.2 9.2 OS A 8 A ppmach Delay -- -- 10.9 pproach LOS — - B F-73 TWO-WAY STOP CONTROL SUMMARY cy/Co. WSA Puctlon Performed 3/5/03 ralysis Year psis Time Period PM Total IP&A4-Ad At IM r c;tor Albemaile County 2011 11'rojectDescription MARTHA JEFFERSON HOSPITAL TTA - 6% TR - 1.3 n IVon SF WH jEastWest Street- Parcel 8 P -S JEWrance NorttUSouth Street Willis Dr ntersecton Orientation: a'or Street North-South Northbound IStudy Period hrs : 0.25 Southbound vement 1 2 3 4 5 6 re L T R L T R ume 18 215 0 0 83 89 k -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 ouriy Flow Rate, HFR 20 238 0 0 92 98 ercent Heavy Vehicles 2 — -- 2 edian Type Undivided T Channelized 0 0 ane s 0 01 0 0 1 1 figuration LT T R tream Signal p 0 inor Street Westbound Eastbound ement 7 8 9 10 11 12 L T R L T R olume 0 0 0 293 0 55 Peak -Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 dy Flow Rate, #iFR 0 0 0 325 0 51 Percent Heavy Vehicles 2 0 0 2 0 2 Percent Grade ('/o) 0 0 Flared Approach N N Storage p 0 RT Channelized 0 p anes 0 0 0 1 0 1 figuration PProach NB SB Westbound L Eastbound R ovement 1 4 7 8 9 10 11 12 ane Configuration LT L R (vph) 20 325 61 (m) (Wh) 1384 621 965 /c 0.01 0.52 0.06 5% queue length 0.04 3.04 0.20 trol Delay 7.6 17.0 9.0 A C A roach Delay Lpp - — 15.7 roach LOS - _ C F-74 Appendix G Queuing Analysis Calculations LEFT -TURN QUEUING ANALYSIS FOR SIGNALIZED INTERSECTIONS Martha Jefferson Hospital and Peter Jefferson Place - Albemarle County, Virginia Intersection of US Route 250 (Richmond Road) and State Farm Boulevard 2011 BACKGROUND VOLUME 2011 TOTAL VOLUME PM PEAK US 250 NB @ State Farm Blvd EBw AM PEAK. US 250 NB Q State Farm Blvd EB: NB Dual Left- AM PEAK. US 250 NB 0 State Farm Blvd EB: NB Duw_r Lot 115 seconds/cyc$e Mab 40 CyCleRtour lID& Cycle Length, (C) 90 seconds/cycle Cycle Length. (C) 90 seconds/cycle Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycleArour Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycWhour vehicles/hr/lane, (V) 542 vehicles Vehicleaft/lane, M 633 vehicles 'Maximum Queue = VM • 1.5' .9' .55, (Q) 10.1 vehicles 'Maximum Queue = VM' 1.5'.9' .55, (Q) 11.8 vehicles *Recommended Storage - 25 • Q 250 feeVlane 'Recommended Storage - 25 • Q 300 feettlane *Minimum Taper 400 feet 'Minimum Taper 400 feet PM PEAK US 250 NB 0 State Farm Blvd B- W8 Dual Left Uab PM PEAK US 250 NB @ State Farm Blvd EBw W8 Dual Left- Units Cycle Length, (C) 90 seconds/cyrle Cycle Length, (C) 115 seconds/cyc$e Number of Cycles/Pk Hr = 3,60G/C, (H) 40 CyCleRtour Number of Cycles/Pk Hr = 3,600/C, (N) 31 Cycle/hour Vehicles/hr/lane, M 321 vehicles VehiciesftAane, M 679 vehicles 'Maximum Queue = VM ' 1.5 • .9 ',55, (Q) 6.0 vehicles 'Maximum Queue . VM - 1.5 • .9 • .55, (Q) 20.8 vehicles *Recommended Storage . 25 . Q 150 feetlfane 2Reoommanded Storage a 25' Q 525 feet/lane *Minimum Taper 400 feet 'Minimum Taper 400 feet Intersection of US Route 250 (Richmond Road) and Peter Jefferson Place/Pantops Mountain Road AM PEAK US 250 NB ® Peter Jefferson Place WB- NB Left AM PEAK US 250 NB 0 Peter Jefferson Place WR• NR Left - Cycle Length, (C) Un Number of Cycles/Pk Hr = 3,600/C, (N) U i Cycle Length, (C) 90 secondsicycle Cycle Length, (C) 90 secon ls/cycle Number of Cycles/Pk Hr - 3,600/C, (N) 40 eyclethour Number of CycleslPk Hr = 3,600/C, (N) 40 cyciaRwur VehiclesAxAane, M 84 vehicles VehiclesRu/lane. M 78 vehicles 'Maximum Queue = VM' 1.5' .9, (Q) 2.8 vehicles 'Maximum Queue = VM1.5' .9, (Q) 2.6 vehicles Recommended Storage - 25 • Q 75 feet 'Recommended Storage -25-0 75 feet 'Minimum Taper 200 feet 'Minimum Taper 200 feet AM PEAK US 250 SB 0 Pantoos Mountain Rd E8- S8 Left- Cycle length, (C) Vnb Cycle Length, (C) 90 seconds/cycle Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycieft" Vehkles/hr/lane, M 72 vehicles 'Maximum Queue = VM' 1.5 * .9, (Q) 2.4 vehicles 'Recommended Storage = 25 • Q 75 feet 'Minimum Taper 200 feet PM PEAK US 250 NB 0 Peter Jefferson Place EB- EB Left Cycle length, (C) !zbs Cycle Length, (C) 90 seconds/cycle Number of Cydes/Pk Hr = 3,600/C, (N) 40 cycle/hour Vehicles/hr/iane. M 144 vehicles 'Maximum Queue = VM ' 1.5' .9, (Q) 4.9 vehicles =Recommended Storage - 25 • Q 125 feet 'btinimumTaper 100 feet AM PEAK. US 250 SB 0 Pardpps Mountain Rd EB: ,S8 Left UBM Cycle length, (C) 90 seconds/cycle Number of Cycles/Pk Hr = 3,6001C, (N) 40 cycle/hour Vehicleslhrnane, M 72 vehicles 'Maximum Queue - VM ' 1.5 • .9, (Q) 2.4 vehicles *Recommended Storage - 25 . Q 75 feet 'Minimum Taper 200 feet PM PEAK, US 250 NB ® Peter Jefferson Place EB: EB Left e - 110b 110b Cycle Length, (C) 115 seconds/cycle Number of Cycles/Pk Hr s 3,6001C, (N) 31 cycle/hour Vehicles/hrAane, M 207 vehicles 'Maximum Queue = VM' 1.5' .9, (Q) 8.9 vehicles *Recommended Storage . 25 ` Q 225 feet 'Minimum Taper 100 feet PM PEAK US 250 SB N Pantnns Mountain Rd WB} "• WS Left PM PEAK US 250 SB ® Pantoos Mountain Rd WB• WS Left Units Units Cycle Length, (C) 90 secondsicycie Cycle Length, (C) 115 seconds/cycle Number of Cycles/Pk Hr. 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr = 3,600/C, (N) 31 cycteihour Vehicles/hrliane, M 38 vehicles Vehiclesftfiane, M 38 vehicles 'Maximum Queue= VM' 1b' .9, (0) 1.3 vehicles 'Maximum Queue. VM • 1S' .9, (Q) 1.8 vehicles 2Recormrended Storage - 25 ' Q 50 feet 2Recommended Storage - 25 • Q so feet 'Minimum Taper 100 feet 'Minimum Taper 100 feet G-2 LEFT -TURN QUEUING ANALYSIS FOR SIGNALIZED INTERSECTIONS Martha Jefferson Hospital and Peter Jefferson Place - Albemarle County, Virginia Intersection of US Route 250 (Richmond Road) and Peter Jefferson Parkway/Glenorchy Drive 2011 BACKGROUND VOLUME 2011 TOTAL VOLUME Cycle Length. (C) PM PEAK US 250 NB 2 Peter Jefferson Place EB: EB Lett PM PEAK, US 250 NS 0 Peer Jefferson Place EN EB Lett 31 cycle/hour Sl= 4 vehicles V11 ti Cycle Length, (C) 90 seoonds/cycle Cycle Length, (C) 115 seconds/cycle Number of Cydes/Pk Hr = 3.6001C, (f) 40 cycietbour Number of Cycleslft Hr - 3,6W/C. (N) 31 cycle/hour VehiclW AhrAsne, (1) 252 vehicles VehiciesAvAane, (V) 252 vehicles 'Maximum Queue = VM ' 1.5' .9, (0) 8.5 vehicles 'Maximum Queue a VM ' 1.5' .9, (0) 10.9 vehicles Recommended Storage = 25' Q 225 feet =Recommended Storage . 25.0 275 feet 'Minimum Taper 100 feet 'Minimum Taper 100 feet AM PEAK US 250 NB 0 Peter Jefferson Place W • NB Dual LefL AM PEAK. US 250 NB 0 Peter Jefferson Place W5; NB Dual Left Unb ubb Cycle Length, (C) 90 seconds/cycle Cycle Length, (C) 90 secondsJcycle Number of CyelestPk Hr = 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr - 3,600/C, (N) 40 cyclo/hour Vehictes/hr/lane, (V) 323 vehicles Veh iclesAuAane, (V) 760 vehicles 'Maximum Queue = VM ' 1.5 -.9 -.55, (0) 6.0 vehicles 'Maximum Queue = V/N' 1.5' .9' .55, (0) 14.1 vehicles 'Recommended Storage s 25' 0 150 feet 21FIecommencled Storage - 25.0 350 feet 'Minimum Taper 400 feet 'Minimum Taper 4D0 feet PM PEAK. US 250 SSB 0 Glenorchy Drive EB: SB Lett Units PM PEAK. US 250 SB 0 Glenorchy Drive EB: SB Left Cycle Length, (C) 90 seconds/cycle Cycle Length. (C) 115 seconds/cycle Number of Cyclesft Hr = 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr = 3,600/C, (N) 31 cycle/hour Vehiclesmr/lane, (V) 4 vehicles Vehicies/hrliane, (V) 4 vehicles 'Maximum Queue = VM ' 1.5 • .9, (0) 0.1 vehicles 'Maximum Queue = VM ' 1.5' .9, (0) 0.2 vehicles 'Recommended Storage - 25.0 25 feet 'Recommended Storage - 25.0 25 feet 'Minimum Taper 100 feet 'Minimum Taper 100 feet Intersection of US Route 250 (Richmond Road) and 1-64 Westbound Ramps 2011 BACKGROUND VOLUME 2011 TOTAL VOLUME AM PEAK, US 250 NO 0 1-64 EB Off -Rami): AM PEAK US 250 N8 0 1-64 WB On -Ramp; T48 201 Left AM PEAK, US 250 NB 0 1-64 W B On -Ramo: NB Dual Left: Units Units 90 seconds/cycie units Cycle Length, (C) 90 seconds/cycle Cycle Length, (C) 90 seconds/cycle Number of Cyclesft Hf = 3,600/C, (N) 40 cyclelhour Number of Cyciesft Hr = 3,600/C, (N) 40 cycle/hour VehiclesThrllans, (V) 366 vehicles Vehicles/hr/lane, (V) 366 vehicles 'Maximum Queue = V/N ' 1.5 • .9 *,55, (0) 6.8 vehicles 'Maximum Queue = VM ' 1.5' .9 ' .55, (0) 6.8 vehicles 'Recommended Storage - 25. 0 175 feet 'Recommended Storage - 25' 0 175 feet 'Minimum Taper 400 feet 'Minimum Taper 400 feet Intersection of US Route 250 (Richmond Road) and 1-64 Eastbound Ramps 2011 BACKGROUND VOLUME 2011 TOTAL VOLUME AM PEAK, US 250 NO 0 1-64 EB Off -Rami): PM PEAK US 250 SB A 1-64 ES On -Ramo: NS Dual Left PM PEAK, US 250 SB 0 t-64 EB On -Ramo: NI3 Dual Left: Units Units 90 seconds/cycie nit Cycle length, (C) 90 secmwcycie Cycle Length, (C) 115 seconds/cycle Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr = 3,604/C, (N) 31 cycle/hour VehiclesfirAane, (t) 740 vehicles Vehicles/hrAane, (V) 976 vehicles 'Maximum Queue - VM ' 1.5' .9' .55, (0) 13.7 vehicles 'Maximum Queue = V/N ' 1.5 '.9 ' .55, (Q) 23.1 vehicles 'Recommended Storage - 25' 0 350 feet 'Recommended Storage - 25' 0 575 feet 'Minimum Taper 400 feet 'Minimum Taper 400 feet AM PEAK, US 250 NB 0 1-64 ES Off -Ramo EB Dual Left: AM PEAK, US 250 NO 0 1-64 EB Off -Rami): EB Dual Left. units Units Cycle Length, (C) 90 seconds/cycie Cycle Length, (C) 90 secondstcycle Number of CyclestPk Hr = 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycle/hour VehiclesAvAane, (V) 528 vehicles Vehiclesfir/lane, (V) 689 vehicles 'Maximum Queue = V/N ' 1.5 ' .9 ' .55, (0) 9.8 vehicles 'Maximum Queue = V/N ' 1.5' .9' .55, (0) 12.8 vehicles 'Recommended Storage a 25' 0 250 feet 'Recommended Storage = 25 ' 0 325 feet 'Minimum Taper 400 feet °Minimum Taper 400 feet G-2 LEFT -TURN QUEUING ANALYSIS FOR SIGNALIZED INTERSECTIONS Martha Jefferson Hospital and Peter Jefferson Place - Albemarle County, Virginia Intersection of State Farm Boulevard and S. Pantops Drive 2011 BACKGROUND VOLUME 2011 TOTAL VOLUME PM PEAK. State Farm Blvd EB 0 S. Pamops Dr NB• EB Lett l dIa Length, (C) AM PEAK. State Farm Blvd 18 Q Peter Jefferson Pkwy SB,• WB Lett 90 seoonds/cycie Nye CyclmPk Hr = 3,600/C, (N) 40 cycle/hour u0b 40 cycle/hour VehiclesWane, M Cyclo Length, (C) 90 seconds/cycle 165 vehicles 'Maximum Queue = VM • 1.5 • .9, (Q) Number of Cycles/Pk Hr - 3,600/C, (N) 40 cycle/hour 6.2 vehicles 'Recommended Storage = 25 ' O VeNcies/hr/lane. M 189 vehicles 150 feet 'Minimum Taper 'Maximum Queue - VM' 1.5 • .9, (Q) 6.4 vehicles 100 feet 'Recommended Storage - 25.0 150 feet 'Minimum Taper 100 feet PM PEAK State Farm Blvd EB 0 S. Pantopc Dr SB* tri Left PM PEAK. State Farm Blvd EB 0 S P ntops Dr Sri- SB Left- Cycle Length. (C) 90 seconds/cycle Cycle Length, (C) 90 se Number of Cydesft Hr = 3,6001C, (N) 40 cycle/hour Number of Cydesft Hr = 3,600/C, (N) 40 cycle/hpur Vehicles/hr/lane, M 291 vehicles Vehicles/IuAane, M 291 vehicles 'Maximum Queue - V/N ' 1.5 • .9, (0) 9.8 vehicles 'Maximum Queue = VM • 1.5 • .9, (Q) 9.8 vehicles 2Recommended Storage - 25.0 250 feet 'Recommended Storage - 25.0 250 feet 'Minimum Taper 100 feet 'Minimum Taper 100 feet PM PEAK. State Farm Blvd EB 0 S. P ntoos Dr NB- EB Left., Unb PM PEAK. State Farm Blvd EB 0 S. Pamops Dr NB• EB Lett l dIa Length, (C) 90 seconds/cycle Cycle Length, (C) 90 seoonds/cycie Nye CyclmPk Hr = 3,600/C, (N) 40 cycle/hour Number of Cycles/Pk Hr = 3,600/C, (N) 40 cycle/hour VehiclesWane, M 185 vehicles Vehicles/hr/lane, (V) 165 vehicles 'Maximum Queue = VM • 1.5 • .9, (Q) 6.2 vehicles 'Maximum Queue = VM • 1.5' .9, (Q) 6.2 vehicles 'Recommended Storage = 25 ' O 150 feet 'Recommended Storage - 25 • Q 150 feet 'Minimum Taper 100 feet 3Min'umum Taper 100 feet NOTES: 'To obtain worst case scenario, it is assumed that there is a 150% random arrival factor and 90% of the vehicles arrive at the signal during the red phase. For dual left -tum lanes V is the total number of vehicles per hour in both lanes; to calculate Q it is assumed that 55% of the vehicles are in one bion -lane. 2An average length of a vehicle plus the space between vehicles is assumed to be 25 feet 'Based on VDOT Road Design Manual, 7/98 Figure C-1-1. For Dual Left -tum Taper, minimum required is 400 feet TAPER - Rural and Urban For Design Speeds •'T - 200' Min. 35 MPH or Higher For Design Speeds "T -100' Min. Less than 35 MPH --Tapers are to be straight -fine unless local policy requires reverse curves. In congested areas the taper length may be reduced to increase storage le FIGURE C-1-1 nor Otr VA spWas � 35 lfPrf *' - - T • 46v miR �nfr of :St17ta5te -. 10 V t 4ftWMhW r• 2 i WA G-3