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SDP200800052 Calculations 2008-03-24
h' 4 SIEG MAINTENANCE Stormwater Management Narrative Albemarle County, Virginia March 24, 2008 McKEE CARSON LANDSCAPE ARCHITECTS • CONSULTING ENGINEERS - LAND PLANNERS 301 East High Street, Charlottesville, VA -22902 Tel: 434 - 979 -7522 Fax: 434-977-1194 www.mckeecarson.com 0 TABLE OF CONTENTS Stormwater Management Plan Check List Introduction Project Description Methodology Summary Drainage Map Biofilter Storm Drain Calculation Outlet Protection r 1 we *40 SIEG MAINTENANCE Stormwater Management Plan Check List S4-t_Is '.a'a. :t'Sr e ice: -+mot _ Project Name: IG4. MRn1 f -- - - -- - - - -- ----- - - - - -- F inn: Mc k F CIA RS6 h - - - -- - - - - -- - - -- - -- -- - - -- - - -— The lollowin,,,, step -bi -step checklist irll/ assist applicants ,rich the preparation of :,trrnnrutcr nioanu enrent131IP Ilan in acr(rdance with the ordinance. Steps 1 through h are applicable to Prelintirrut_r Site Plan or Stthdhisiuti Plat Stc °ls tin r,urh 1? ou applicable to Final Plan or Subdivision Plat Preliminary Site Plan or Subdivision Plat 1. Identify which "Water Resources Area" a project is within (Development Area, Water Supply Protection Area, or Other Rural Land). 0 ?. Determine whether, or not, the site is within the drainage area of a regional stormwater basin or plan. If the answer is "yes ", refer to Section 17 -316 of the ordinance for further guidance. Oil whether detention and /or water quality requirements may be waived, and proceed to Step 5. if the answer is no ", go to Step 3. 3. Conceptually identify stormwater detention requirements. Identify any detention exemptions that may apply and if applicable, submit a written request for a detention waiver citing the appropriate provisions of the County Code, Chapter 17 -31 4. l? 4. Based on the Water Resource Area a project is within. conceptually identify water quality treatment requirements through the use of best management practices (BMPs). Perform an initial calculation of the site's BM requirement using the "Simple Method ". Identify any exemptions that may apply. 5. Conceptually identify stream buffer recluirenlents based on the Water Resource Area. ldentity the need for anv allowable stream buffer encroachments according to County Code. Chapter 17 -320 throu 321. Consult with the county enLiner to determine if the proposed encroachments may be allowed. Sllow appropriate Information oil the prclillllllalti plan: A-VIter lZCS(M]CC Arl(i. Strealll bLlttCl "hillllti. anC'l Collceptual storinwater 1nCasu1_CS. Make a note oil the plan that a final storlllwater/13 MP plan v;ill be submitted with the final pl,ul. CD__ r I 1 '.i` Pla,? , ,- Sttb - i,•, ,icon {'Iat iilc_liatc dLtcl - il t117 I fCO17t1Ci (if heali Ittlctnd l'CIUCit., lii 1 "L1nUlf 1. 5. Re- calculate BIv1P requirements usiM-1 the ;A-loclifiecl Simple Method if there arc :1111 Substantial changes fi the preliminary plan. For the purpose of this calculation- the site will be dig idetl i»to subdramage areas within the boundaries of the development. Small sites nia. cunstitute one drai»a Te area. F1 9. Reassess whether the stream buffer limits on the preliminary p]an are accurate and the need for any allowable encroachments. 10. Show measures and facilities on the plan that meet detention and BMP requircrnents. The sheets) that address stormvater should be labeled "Stormwater Management /B " N1P Plan. Integrate these designs with erosion control measures wherever possible. 1 1. hiclude a Mitigation Plan for any planned and allowable encroachments into a stream buffer. The Mitigation Plan should be a component of the broader Stormwater Management /BMP Plan whenever possible. 12. Develop an erosion and sediment control plan according to the standards in the State E&S Handbook. Wditional eng-ineerim-1 details may be required upon requ i , INTRODUCTION The SIEG Maintenance property's stormwater management facility is designed to control both quantity and quality of runoff. The facility primarily includes a biofilter. The biofilter designed to control excess runoff of post development conditions to predevelopment peak runoff rates. Also, the biofilter is designed to treat 0.5 inch of first flush from the additional impervious areas of proposed development. The Modified Rational Method (recommended by both the state of Virginia and Albemarle County) is used for hydrologic analysis. PROJECT DESCRIPTION The SIEG Maintenance property is located in Albemarle County. The property is located on tax maps/ parcels TMP 59 -23D, TMP 59 -23F and TMP 59 -23C1. The proposed development is an extension of the existing parking lot. The existing parking lot has 54 spaces and the proposed parking lot will have 96 parking spaces. METHODOLOGY Pre - Development Hydrology In existing condition, the property consists of approx. 3 acre of drainage area and currently built with a Warehouse and a parking lot. The majority of the site has impervious cover and has slope less than 10 percent. The 2 -yr and 10 -yr predevelopment runoff from the site are approx. 8.98 cfs and 11.55 cfs respectively. Post - Development Hydrology The post - development hydrology is the same as pre - development hydrology. Approx. all the runoff from the site is going into the proposed biofilter. The 2 -yr and 10 -yr discharge from the biofilter are 7.04 cfs and 8.82 cfs respectively. In biofilter, the storage volume displaced by any plantings above the filter bed is ignored. Also, any storage in the bio filter media void space is not taken into account for available storage space. The biofilter is sized to treat 0.5 inch of first flush. The required water quality volume is approx. 583 cf and the biofilter is sized to treat approx. 637 cf. SUMMARY The proposed biofilter is designed to adequately treat 0.5 inch of first flush from the proposed impervious area and to control excess runoff from the postdevelopment condition. The facility can treat approx. 637 cf of runoff compare to the required 0.5 inch of first flush treatment volume (approx. 583 cf). Following is the summary of pre - development and post - development runoff from the site: Area 2 -Yr Runoff 10 -Yr Runoff 100 -Yr Runoff Acre)cfs cfs cfs Predevelo ment 3.0 8.98 11.55 15.19 Post development 3.0 7.04 8.82 11.55 0 'Ilqw SIEG MAINTENANCE Biofilter V SIEG MAINTENANCE Drainage Area Map w m a 2 < a I I T 1 1 II z I I 610 I 0 slm m Z I I I i soa 598 III i Ili, 0 D m Z O . 0 SIEG MAINTENANCE LONG TERM ACUTE CARE HOSPITAL ILTACH) STAFF PARKING Albemarle Caunty, virginip PRE & POST DEVELOPMENT DRAINAGE AREA MAP 3 m mIr a L W S10 Short Version BMP Computations For Worksheets 1 -1 Modified Simple Method Plan: SIEG Maintenance Water Resources Area: Preparer: Brajesh Date: 24- Mar -08 Project Drainage Area Designation Biofilter -1 L storm pollutant export in pounds, L = [P(Pj)Rv /12 ] [ C(A)2.72 J Rv mean runoff coefficient, Rv = 0.05 + 0.009(1) Pj small storm correction factor, 0.9 1 percent imperviousness P annual precipitation, 43" in Albemarle A project area in acres in subject drainage area, A = 3.00 C pollutant concentration, mg /I or ppm target phosphorus f factor applied to RR V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre) RR removal efficiency, RR100 /L(post) Impervious Cover Computation (values in feet & square feet) Item Development Area pre- development f I (pre) "Rv(pre)L(pre)L(post) Area post - development Area Type 0.70 1.00 20% Roads Length 10.20 Width subtotal Development Area Length 1.00 0% Width subtotal 5.10 0.82 16 %'Drinking Water Watersheds 0.40 0 0.47 4.90 5.83 0 16 %'Other Rural Land 0 0 0 0 0 0 0 0 0 0 0 Driveways Length Width no.subtotal Length Width no.subtotal and walks 0 0 0 0'0 0 0 0 0 0 0 0 0 Parking Lots /Driveway Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 0 0 0 0' 31197 0 0'0 0 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x0.70=0'0 0 0 x0.70= Structures Area no.subtotal Area no.subtotal 0 0 0 23026 1 23026 0 0 0 1 0 0 0` 23026'0 0 Actively - grazed pasture & yards and cultivated turf Active crop land Other Impervious Areas Impervious Cover Rv(post) V 0.55 112.9 Area 76282 x 0.08 = Area 0 x 0.25 = Area 1 Area 2 Area 3 0 0 Area 0 4256 40917 0 23026 Area 6102.56 62306 x 0.08 = 4984.48 Area 0 0x0.25= 0 Area 1 Area 2 Area 3 0' 0 0 0 0 0 46 %< 56% l(pre) I(post) New Development (For Development Areas, existing impervious cover - 20% C f I (pre) "Rv(pre)L(pre)L(post)RR RR Area Type 0.70 1.00 20%0.47 8.57 10.20 1.63 16%Development Area 0.35 1.00 0%0.47 4.29 5.10 0.82 16 %'Drinking Water Watersheds 0.40 1.00 1%0.47 4.90 5.83 0.93 16 %'Other Rural Land min. values Redevelopment (For Development Areas, existing impervious cover > 20 %) C f I (pre) "Rv(pre)L(pre)L(post)RR RR Area Type 0.70 0.90 20%0.47 8.57 10.20 2.49 24%Development Area 0.35 0.85 0%0.47 4.29 5.10 1.46 29 %0'Drinking Water Watersheds 0.40 0.85 1%0.47 4.90 5.83 1.67 29 %Other Rural Land rev. 30 May 2002 Company: McKee Carson SIEG M2 Designer:Brajesh Tiwari w Predovelop Date: 0312412008 off PREDEVELOPMENT CONDITIONS TYPE TOTAL I PFR( FNT I C. ['n Buildings 23026.00 17.6%0.90 20723.40 Grass & Dirt 76282.00 58.5%0.35 26698.70 Road and Parking Lot 31197.00 23.9%0.90 28077.30 Sidewalk 0.00 0.0%0.90 0.00 Total 130505.00 100.0 75499.40 Average C = 1 0.58 TIME cO, GEt1T'RATION (PR -DEVEL 17 5.00 mins Intensity Intensity (bl(d +Tc) ^ e 5.2 6.7 Acceptable values for duration are between 5 and 60 minutes. Use values outside this range at risk. 000 y.,.. _ PRF-DEVELOPMENT DISCNAR .... ..... . Peak Discharge Q =CIA C = 0.58 A = 3.00 lacres 2 -Yr Peak Discharge Q = 1 8.98 Return Period Enter Duration 2 10.6 11.55 5 10.6 10 10.6 15.19 25 10.6 50 10.6 100 10.6 Intensity Intensity (bl(d +Tc) ^ e 5.2 6.7 Acceptable values for duration are between 5 and 60 minutes. Use values outside this range at risk. 000 y.,.. _ PRF-DEVELOPMENT DISCNAR .... ..... . Peak Discharge Q =CIA C = 0.58 A = 3.00 lacres 2 -Yr Peak Discharge Q = 1 8.98 1 cfs 10 -Yr Peak Discharge Q = 1 11.55 1cfs 100 -Yr Peak Discharge Qioo= 1 15.19 jcfs y.,.. _ PRF-DEVELOPMENT DISCNAR .... ..... . Peak Discharge Q =CIA C = 0.58 A = 3.00 lacres 2 -Yr Peak Discharge Q = 1 8.98 1 cfs 10 -Yr Peak Discharge Q = 1 11.55 1cfs 100 -Yr Peak Discharge Qioo= 1 15.19 jcfs fiance Company: McKee Carson Designer: Brajesh Tiwari Po. Date: 0312412008 POSTD CTYPETOTAL 0.90Buildings23026.00 0.35Grass & Dirt 62306.00 0.90RoadandParkingLot40917.00 0.90Sidewalk4256.00 10.6 Total 130505.00 intenance omient Runoff PERCENT C CA 17.6%0.90 20723.40 47.7%0.35 21807.10 31.4%0.90 36825.30 3.3%0.90 3830.40 100.0% 10.6 79355.80 100 Average C = 0.61 TIME- 6P G'ONC5WRAVON'(POS'TOE'1 FLOP I A1 r 5.00 mins Return Perio Enter Duration Intensity Intensity (bl(d +Tc) 2 10.6 5.2 5 10.6 10 10.6 6.7 25 10.6 50 10.6 100 10.6 8.8 Acceptable values for duration are between 5 and 60 minutes. Use values outside this range at risk. Peak Discharge Q =CIA 000' C = 0.61 A = 3.00 acres C = 0.61 A = 3.00 acres r BasinFlow printout INPUT: Basin: Biofilter 4 Contour Areas Elevation(ft) 597.00 598.00 599.00 600.00 1 Outlet Structures Outlet structure 0 weir 2 -yr Area(sf)Computed vol.(cy) 490.00 0.0 1410.00 33.7 2148.00 99.1 3275.00 198.8 name: emergency spillway length (ft) 4.000 coefficient 3.300 invert (ft) 598.000 multiple 1 discharge through dam 1 Inflow Hydrographs Hydrograph 0 Modified_Rational name: post dev captured C 0.610 Area (acres)3.000 IDF file: a2 captured time of concentration (min)5.00 receding factor 1.670 time increment 0.20 time limit (min)1000.00 fudge factor 1.00 storm: crit.duration (65 iterations) volume (cy)195.89 peak flow (cfs)7.525 intensity (in /hr)4.112 time to peak (min)5.000 duration of peak (min)5.04 routed true OUTPUT: Routing Method: direct Hydrograph 0 Routing summary of Peaks: post dev captured inflow cfs)7.537 at 5.00 (min) discharge cfs)7.041 at 10.40 (min) water level ft)598.658 at 10.40 (min) storage cy)70.502 Fri Mar 21 14:29:06 EDT 2008 Page 1 0 BasinFlow printout 10 - INPUT: Basin: Biofilter 4 Contour Areas L Elevation(ft) Area(sf) Computed vol.(cy) 597.00 490.00 0.0 598.00 1407.00 33.7 599.00 2148.00 99.0 600.00 3275.00 198.7 1 outlet structures outlet structure 0 weir name: emergency spillway length (ft) 4.000 coefficient 3.300 invert (ft) 598.000 multiple 1 discharge through dam 1 Inflow Hydrographs Hydrograph 0 modified—Rational name: post dev captured C 0.610 Area (acres)3.000 IDF file: a10 time of concentration (min)5.00 receding factor 1.670 time increment 0.20 time limit (min)1000.00 fudge factor 1.00 storm: Grit.duration (63 iterations) volume (cy)286.36 peak flow (cfs)8.915 intensity (in /hr)4.871 time to peak (min)5.000 duration of peak (min)7.78 routed true OUTPUT: Routing Method: direct Hydrograph 0 Routing summary of Peaks inflow (cfs) discharge (cfs) water level (ft) storage (cy) post dev captured 8.926 at 5.00 (min) 8.817 at 12.80 (min) 598.764 at 12.80 (min) 77.171 Fri Mar 21 14:29:19 EDT 2008 Page 1 M r./ OUTPUT: Routing Method: direct Hydrograph 0 Routing summary of Peaks inflow (cfs) discharge (cfs) water level (ft) storage (cy) post dev captured 11.638 at 5.00 (min) 11.551 at 12.80 (min) 598.915 at 12.80 (min) 87.332 Fri Mar 21 14:29:33 EDT 2008 Page 1 100 -yr BasinFlow printout INPUT: Basin: Biofilter 4 Contour Areas Elevation(ft) Area(sf) Computed vol.(cy) 597.00 490.00 0.0 598.00 1410.00 33.7 599.00 2148.00 99.1 600.00 3275.00 198.8 1 outlet structures Outlet structure 0 weir name: emergency spillway length (ft) 4.000 coefficient 3.300 invert (ft) 598.000 multiple 1 discharge through dam 1 Inflow Hydrographs Hydrograph 0 Modified_Rational name: post dev captured C 0.610 Area (acres)3.000 IDF file: a100 time of concentration (min)5.00 receding factor 1.670 time increment 0.20 time limit (min)1000.00 fudge factor 1.00 storm: crit. duration 63 iterations) volume (cy)377.76 peak flow (cfs)11.624 intensity (in /hr)6.352 time to peak (min)5.000 duration of peak (min)7.95 routed true OUTPUT: Routing Method: direct Hydrograph 0 Routing summary of Peaks inflow (cfs) discharge (cfs) water level (ft) storage (cy) post dev captured 11.638 at 5.00 (min) 11.551 at 12.80 (min) 598.915 at 12.80 (min) 87.332 Fri Mar 21 14:29:33 EDT 2008 Page 1 CM Company: McKee Carson SiEG Designer: Brajesh Tiwari Date: 03/24/08 Lug Facility Drainage Area =1 3.00 1 sf Change Incremental Cumulative Additional Impervious Area 1 13976.00 Isf Water Quality Volume Required (W q)=582.33 1 cf (0.5" First Flush) in Elevation Volume Volume Bioretention Treatment Required =582.33 Id Filter Bed Depth d 1 2.50 Ift Change Incremental Cumulative Filter bed Elevation 1 1.00 Ift Maximum Ponding Depth 1 1.00 Ift in Elevation Volume Volume Permeability Coefficient k )1 1.00 ft/da Inl Design Drainage Time t =1.00 Jda Average Design Ponding depth day =1 0.75 Ift 1.0 950.0000 950.00 Removal Rate =0.00 Required Filter Bed Area (Aav =447.95 Isf Provided Filter Bed Area =490.00 1 sf Provided Infiltration Volume 637.00 cf 2.5 -4 ft) 1' max Treatment Volume Required = 1 582.33 jft STORAGE TABLE Treatment Volume Provided = 1 637.00 1 cf Change Incremental Cumulative Elevation Area Avg Area in Elevation Volume Volume Ifl ] .1ft']Inl 597.00 490.0 598.00 1,410.0 950.0000 1.0 950.0000 950.00 Treatment Volume Provided = 1 637.00 1 cf Traffic Analysis Northridge Development Albemarle County, Virginia Prepared for: University of Virginia Health Services Foundation January 2oo8 Fimlcy-Horn and Associates, Inc, 2008 M FjKimley -Horn and Associates, Inc. Traffic Analysis for Northridge Development Albemarle County, Virginia Prepared for: University of Virginia Health Services Foundation Prepared by: Kimley -Horn and Associates, Inc. Suite 1050 222 Central Park Avenue Virginia Beach, Virginia 23462 P :757.213.8600 F: 757.213.8601 117008000 January 25, 2008 Table of Contents 1.o EXECUTIVE SUMMARY ................. ............................... 1 2.0 INTRODUCTION ............................ ............................... 3 3.0 PROJECT BACKGROUND .............. ............................... 5 3 .1 STUDY AREA ..................................................................... ............................... 5 3 .2 EXISTING LAND USE .......................................................... ............................... 5 3 .3 EXISTING CONDITIONS ....................................................... ............................... 5 3 .4 EXISTING TRAFFIC ............................................................ ............................... 6 4.0 PARKING GENERATION ................ ..............................8 4.1 EXISTING NORTHRIDGE BUILDING PARKING OCCUPANCY ........ ............................... 8 4.2 PROPOSED NORTHRIDGE DEVELOPMENT PARKING GENERATION ............................. 9 5.o TRAFFIC GENERATION .................. .............................13 5.1 PROPOSED DEVELOPMENT TRIP GENERATION ...................... ............................... 13 6.o TRAFFIC DISTRIBUTION ............... .............................15 7. SITE ACCESS AND TRAFFIC ASSIGNMENT .................17 8.o PROJECTED TRAFFIC VOLUMES ............................... 18 8 .1 HISTORIC TRAFFIC GRoWTH ............................................. ............................... 18 8 .2 TOTAL TRAFFIC .............................................................. ............................... 18 9.o TRAFFIC ANALYSIS ........................ .............................21 9.1 IVY ROAD/NORTHRIDGE MAIN ENTRANCE .......................... ............................... 22 9.2 IVY ROAD/SERVICE ENTRANCE ......................................... ............................... 25 1o.o CONCLUSIONS AND RECOMMENDATIONS ............. 26 APPENDIX ......................................... ............................... 26 Northndge Development Januarc 25, 2008 i.o Executive Summary The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. Figure 1 illustrates the site location_ The proposed development is planned to include a new, 62,000 square foot (sf) building consisting of a 54,000 sf long term acute care (LTAC) facility (40 adult beds and 10 pediatric beds) and 8,000 sf of radiology support services. In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by the University of Virginia (UVA) and will be maintained with similar uses by the UVA Health Services Foundation. Parking to support the proposed development cannot be provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended: Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off -site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off -site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minimally increase the volume of traffic on Ivy Road and at study area intersections. To mitigate potential operational issues and provide for acceptable levels of service throughout the study area, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two -way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Page 1 Northndge Development ]anuan 25, 2008 Ivy Road/Ser«ce Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and difficult to discern) Page 2 Northridge Development 2.0 Introduction January 25 2008 The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. In general, the site is bounded by a Volvo dealership to the west, a Fleet Operations building to the east, Ivy Road to the south, and the CSX Railroad to the north. As shown in Figure 1, Ivy Road runs in an east /west direction and connects to the U.S. Route 29/250 Bypass to the east of the site. The proposed development is planned to include an approximately 62,000 square foot (sf) building to contain the following: Long term acute care facility - 54,000 sf (40 adult beds and 10 pediatric beds) Radiology support services -8,000 sf The anticipated construction and occupancy timeline for the proposed building is approximately three years -2010. The proposed building is planned to occupy an undeveloped portion of the existing Northridge property, as well as part of the existing Kirtley property, which was previously occupied by TJW Distribution Center and the Lee Tennis Products office building. Both the warehouse and the office building have been acquired by UVA and will be maintained with similar uses by the UVA Health Services Foundation. Kimley -Horn and Associates, Inc. (KHA) has been retained to perform a traffic impact analysis for the proposed development. This report has been prepared for submittal to Albemarle County to evaluate existing conditions as well as future traffic conditions that include the proposed project. Page 3 MAyitVCSt. otocclkRd oi©0n 4a* North larmingttart 'rfirq Country club 1 Jordon Farmb+gtort 250: J " P Ednam Forest p' _ Btrdwaad r Country Qa Club Betiai irk v ' Oth Rif G 2005 MaoQuest, Inc 02006 NXVTK CM FI Northridge Development Site Location FIGURE Kimley -Horn Albemarle County, Virginia 1andAssociates, Inc. TIDS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SFRVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOLT ,kWTTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC. SHALL BE R7TIIOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northridge Development 3.0 Project Background 3.Y Study Area The study area for this analysis includes the following roadways and intersections: Roadways Ivy Road (U.S. Route 250) Intersections Ivy Road/Northridge Main Entrance (existing Northridge building) January 25 2008 Ivy Road/Service Entrance (former TJMF Distribution Center and Lee Tennis Products) 3.2 Existing Land Use Land use and development in the study area include medical, office, commercial, and industrial uses. In the vicinity of the proposed development, there is a medical office building, a warehouse, a small office building, and a Volvo dealership. 3.3 Existing Conditions Ivy Road (U.S. Route 250) is the primary thoroughfare within the study area. U.S. Route 250 runs parallel to Interstate 64 between Richmond and Staunton, from which point it continues northwest into West Virginia, eventually connecting to Interstate 79. Regionally, Ivy Road provides access to the U.S. Route 29/250 Bypass and to the University of Virginia. Within the study area, Ivy Road is a three -lane roadway with a two -way left -turn lane (TWLTL). Several signalized intersections are located along Ivy Road, as well as numerous unsignalized driveways. The posted speed limit on Ivy Road is 45 miles per hour. Traffic counts estimated by the Virginia Department of Transportation (VDOT) indicate that in 2006, Ivy Road was carrying approximately 14,000 vehicles per day (vpd) in the vicinity of the proposed development. Traffic counts were conducted by Kimley -Horn and Associates, Inc. in November 2006 on Ivy Road, and these counts indicated that the average weekday daily traffic (ADT) volume was approximately 17,800 vpd Existing roadway laneage for study area roadways and intersections is illustrated in Figure 2. Page 5 Northridge Development 3.4 Existing Traffic January 25, 2008 AM and PM peak hour weekday turning movement counts were performed by Peggy Malone and Associates, Inc. at the following study intersections: Ivy Road/Northridge Main Entrance — November 15, 2006 Ivy Road/Service Entrance — November 15, 2006 In addition to turning movement counts, an ADT volume count was conducted on Ivy Road on November 14 and 15, 2006. This count indicated an ADT volume of 17,800 vpd. Study peak hour turning movement volumes at intersections are shown in Figure 2. Page 6 ppp"- n FIGURENorthridgeDevelopmentExistingPeakHour Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc. THIS DOCUMENT, TOGETHER WTIH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC . SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC North Not to Scale CDv cv O CE W U m c ca c W a NU p fO Cn Z 26 (3) N 115 (8) 399 (944)4 404 (890) 7 1) 16 Ivy Road 464)979 —0 494)1028 —0 Legend OUnsignalized Intersection 4 Laneage XX (XX)- AM (PM) Peak Hour Volume ppp"- n FIGURENorthridgeDevelopmentExistingPeakHour Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc. THIS DOCUMENT, TOGETHER WTIH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC . SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northndge Development 4.0 Parking Generation January 25, 2008 No new parking is planned to be provided exclusively for the proposed Northridge development. The parking lot at the existing Northridge building will be modified to accommodate the main entrance and drop -off for the proposed Northridge development. Likewise, the existing parking lot adjacent to the office building will be modified to accommodate a drop -off for patient transfer vehicles. Parking generation potential for the existing and proposed land uses was calculated using parking generation rates published in Parking Generation (Institute of Transportation Engineers [ITE], 3rd Edition, 2004) to determine if the existing parking areas will be adequate to support the addition of the proposed Northridge development. 4.1 Existing Northridge Building Parldng Occupancy ITE Code 720 (Medical - Dental Office Building) was used to approximate the parking generation potential of the existing 58,770 sf Northridge building. In addition, Kimley -Horn verified existing parking inventory and collected actual occupancy data on Wednesday, December 5, 2007 at 10:00 AM, 12:00 PM, 2:00 PM, and 4:00 PM. Staff and visitor parking were counted separately; however, they are combined for analysis purposes. Parking demand generated by ITE was supplemented with actual occupancy counts, and the surrounding hours were adjusted accordingly. The peak occupancy count was nearly identical to the peak parking demand generated by ITE; however, actual occupancy later in the afternoon was less than generated by ITE. Table 1 below summarizes the parking demand at the Northridge building by the hour and indicates the number of remaining (unoccupied) parking spaces. Any facility that is at least 90% occupied is considered "full" by industry standards to account for circulation, turnover, and access. The number of available spaces has accordingly been reduced to account for 90% occupancy rather than 100% in order to maintain some surplus for circulation and turnover. Page 8 Northridge Development Table 1— Hourly Parking Demand at Existing Northridge Building January 25, 2008 Hour Beginning 6:00 AM Parking Demand 20 Unoccupied Parking Spaces 233 Actual Parking Spaces 0, 208 7:00 AM 32 221 196 8:00 AM 102 151 126 9:00 AM 175 78 53 10:00 AM 206 47 22 11:00 AM 206 47 22 12:00 PM 160 93 68 1:00 PM 164 89 64 2:00 PM 177 76 51 3:00 PM 163 90 65 4:00 PM 132 121 96 5:00 PM 100 153 128 6:00 PM 75 178 153 A total of 254 parking spaces (88 staff and 166 visitor) are currently provided at the Northridge site. With the proposed modifications, 253 total parking spaces will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 253 spaces. Table 1 indicates that only 22 parking spaces are available during the peak demand period (10:00 AM to 12:00 PM). 4.2 Proposed Northridge Development Parldng Generation Parking Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. ITE Code 620 (Nursing Home) was used for the LTAC due to low peak hour and daily parking/traffic generation observed at existing LTAC facilities. Parking generation for the LTAC based on gross floor area (54,000 sf) results in a demand significantly higher than if generated based on beds (50 beds). To provide a worse case scenario, parking demand was generated based on gross floor area. ITE Code 720 (Medical- Dental Office Building) was used to generate parking demand for the 8,000 sf Radiology Support Services. Table 2 below summarizes the parking generation potential of the proposed Northridge development by the hour. Page 9 Northridge Development January 25, 2008 Table 2— Hourly Parking Generation Potential of Proposed Northridge Development Hour Beginning 6:00 AM ParkingLTAC Demand 21 Radiology Parking Demand 2 Total Parking 23 7:00 AM 26 5 31 8:00 AM 31 14 45 9:00 AM 35 24 59 10:00 AM 33 29 62 11:00 AM 34 29 63 12:00 PM 34 25 59 1:00 PM 35 23 58 2:00 PM 57 25 82 3:00 PM 57 28 85 4:00 PM 31 26 57 5:00 PM 14 21 35 6:00 PM 13 10 23 Table 2 indicates a total parking demand of 85 vehicles during the peak parking period (3:00 PM to 4:00 PM). Although the peak parking period occurs later than at the existing Northridge facility, the parking demand was compared to available spaces at the existing facility to determine whether additional parking spaces will be required. Table 3 summarizes the total parking demand and availability. Table 3— Hourly Parking Space Allocation Hour Beginning 6:00 AM Existing Northridge D•Parking 20 Existing Parking 9i 208 Proposed Northridge Development 23 Spaces 185 7:00 AM 32 196 31 165 8:00 AM 102 126 45 82 9:00 AM 175 53 59 6 10:00 AM 206 22 62 40 11:00 AM 206 22 63 41 12:00 PM 160 68 59 9 1:00 PM 164 64 58 6 2:00 PM 177 51 82 31 3:00 PM 163 65 85 20 4:00 PM 132 96 57 39 5:00 PM 100 128 35 93 6:00 PM 75 153 23 130 As indicated in Table 3, there is not sufficient parking supply at the existing Northridge building to accommodate the parking demand from the proposed Northridge development during the peak parking period from 11:00 AM to 12:00 PM. In order to accommodate the additional parking Page 10 Northndge Development January 25, 2008 demand and maintain a 10% surplus to account for circulation and turnover, an additional 41 parking spaces are needed on the Northridge site. Using a parking rate of 0.9 vehicles per employee (ITE Code 620), this results in the need to relocate approximately 46 employees to off - site or satellite parking. The UVA Health Services Foundation has indicated that they will commit to relocating at least 46 employees by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Shuttle service is currently provided at the Northridge building. If the 46 employees cannot be accommodated at a nearby property, satellite parking with shuttle service could be utilized by either existing Northridge employees or future LTAC employees because parking will be shared between the two facilities. It should be noted that the potential parking demand for the proposed Northridge development was generated on the conservatively high side. Actual parking conditions should be monitored periodically. In addition, it is anticipated that some parking spaces will be available on the existing Kirtley property near the warehouse building. Existing parking occupancy data could not be collected at the existing office and warehouse buildings on the Kirtley property as they are both currently vacant. However, parking generation potential was determined based on ITE rates. ITE Code 710 (General Office) was used to generate parking demand for the 4,300 sf office building. ITE Code 150 (Warehousing) was used to generate parking demand for the 23,000 sf warehouse building. Table 4 below summarizes the hourly parking generation potential of these facilities. Table 4— Hourly Parking Generation Potential of Existing Kirtley Property Hour Beginning Office Parking Demand Warehouse Parking Demand Total Parking Demand Unoccupied Parking Spaces Actual Parking Spaces Available (90 %) Page 11 Northridge Development January 25, 2008 A total of 59 parking spaces (21 office and 38 warehouse) are currently provided on the Kirtley property. With the proposed modifications, 48 total parking spaces (10 office and 38 warehouse) will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 48 spaces. Table 4 indicates that at least 21 parking spaces will be available on the Kirtley property, even during peak times. The UVA Health Services Foundation may choose to allow LTAC employees to park near the Kirtley warehouse to reduce the number of employees that must be accommodated at an off -site or satellite facility. Page 12 Northridge Development 5.o Traffic Generation January 25, 2008 Traffic generation potential for the proposed development was determined using traffic generation rates published in Trip Generation (Institute of Transportation Engineers [ITE], 7` Edition, 2003). 5.1 Proposed Development Trip Generation Table 5 summarizes the estimated traffic generation potential for the proposed development under the future build -out (2010) scenario. Trip Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. ITE Code 620 (Nursing Home) was used for the LTAC due to low peak hour and daily traffic generation observed at existing LTAC facilities. ITE Code 720 (Medical- Dental Office Building) was used to approximate the trip generation potential of the Radiology Support Services. Table 5— Proposed Development Trip Generation —Full Build -out ITE AM Code Description Size Unit Daily In 620 Long Term Acute Care 54,000 sf 329 *14 Peak Hour Out 7 PM Total In 21 11 Peak Hour Out 12 Total 23 720 Radiology Support Services 8,000 sf 289 16 4 20 8 22 30 Total New Site Generated Trips 618 30 11 41 19 34 53 Note: A directional distribution of 69% entering and 31% exiting was assumed based on AM Peak Hour of the Generator data using "beds" as an independent variable. Table 5 indicates the proposed development having the potential to generate a total of 618 new daily trips, 41 of those occurring in the AM peak hour and 53 occurring in the PM peak hour. Although 46 employees will be parked at an off -site location, it is unclear at this time whether they can be accommodated at a nearby property or if they will utilize satellite parking with shuttle service. For the purposes of the traffic analysis, in order to analyze a worse case scenario, no trip reductions were applied to the estimated trip generation potential to account for employees that may be shuttled from satellite parking locations. It should be noted that while assigning the full trip generation potential to the study area intersections will appropriately account for additional traffic on Ivy Road, it will overstate the turning movements at the site driveways. Page 13 Northndge Development January 25, 3008 In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by UVA and will be maintained with similar uses by the UVA Health Services Foundation. Because these buildings were occupied by their former tenants at the time of the data collection (November 2006), trips associated with these uses are included in the existing traffic counts and will not be generated as new site trips. Page 14 Northridge Development 6.o Traffic Distribution January 25, 2008 The directional distribution and assignment of trips generated by a development is typically based on a review of existing roadway volumes, an understanding of travel patterns within the study area, and from assumptions of anticipated shifts in travel patterns due to the construction of the development. In the case of the proposed development, directional distribution was determined from the existing Northridge building, a similar land use. The following distribution applies to the 2010 development condition: 85% to /from the east on Ivy Road 15% to /from the west on Ivy Road Site traffic distribution is illustrated in Figure 3. Page 15 r =Fl FIGURE1h.- = Northridge Development Trip DistributionKimley -Horn Albemarle County, Virginia 3andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS A DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KINILEY -HORN AND ASSOCIATES, INC T North Not to Scale a)UC6 N C W Cw O N If OU O Z 0 00 85%150 15% —15%Ivy Road 5 %) Legend OUnsignalized Intersection XX (XX) Inbound (Outbound) Trips r =Fl FIGURE1h.- = Northridge Development Trip DistributionKimley -Horn Albemarle County, Virginia 3andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS A DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KINILEY -HORN AND ASSOCIATES, INC Northridge Development January 25, 2008 7. Site Access and Traffic Assignment Ivy Road (U.S. Route 250) will be the primary corridor providing access to the proposed development. The main entrance to the proposed building will be located on the east side of the building at the parking (ground) level. As a result, all visitors, patients, and staff will utilize the Northridge Main Entrance, which will also continue to serve the existing Northridge building. An ambulance /transfer vehicle drop -off will be provided on the west side of the building. Due to the elevation change over the two adjacent properties, this entrance will provide direct access to the second floor Long Term Acute Care (LTAC) facility. The existing Service Entrance will therefore provide access to a very small portion of proposed LTAC traffic and will continue to provide access to the existing warehouse and two -story office buildings. It is assumed that approximately 5% of LTAC traffic will utilize the Service Entrance. All other proposed Northridge traffic will utilize the Northridge Main Entrance. Page 17 Northridge Development lanuary 25, 2008 8.o Projected Traffic Volumes 8.1 Historic Traffic Growth Historic traffic growth is the increase in traffic volumes due to usage increases and non - specific growth throughout an area. One method of determining reasonable growth rates for an area is to research past traffic counts for a roadway or intersection. The following are traffic counts from the VDOT count program: Iiy Road 2006- 14,000 vehicles per day (vpd) 2005 - 15,000 vpd 2004 - 14,000 vpd 2003 - 13,000 vpd 2002 - 14,000 vpd 2001 - 12,000 vpd Based on the VDOT data, a background growth rate of 5.5% was used in this study. No other major developments that need to be considered in the analysis are anticipated in the vicinity of the proposed development. Any redevelopment or smaller development in the site's vicinity is assumed to be accounted for by the background growth factor. 8.2 Total Traffic To obtain total 2010 build -out traffic volumes, existing (November 2006) traffic volumes were incrementally increased using the aforementioned background growth rate. Existing turning movement volumes were increased by 17.4 percent to reflect future background traffic growth for three years (to 2010). Once background traffic volumes were established, traffic associated with the proposed development was added to develop 2010 total (build -out) traffic volumes. The following figures illustrate future turning movement volumes: Figure 4-2010 AM peak hour Figure 5 --2010 PM peak hour Page 18 North Not to Scale UC Cw U C O C Lu a U J- 0 cn z 0 1 26 (1) [27] L_ 115 (24) [139] 4 — 469 (2) [471] f— 475 (1) [476] 7 [21] (5) 16 Ivy Road 1155] (5) 1150 00 [1208] (1) 1207 —0 Legend 0 - Unsignalized Intersection XX (XX) [XX] - Background (Site) [Total] Peak Hour Volumes I F1 FIGURENorthridgeDevelopmentFuture (2010) AM Peak Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 4andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIAB11JTY TO KIMLFY -HORN AND ASSOCIATES, INC PP F1 Northridge Development Future (2010) PM Peak FIGURE Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THUS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIM:EY -HORN AND ASSOCIATES, INC North Not to Scale UCco C W 41U Co CC6 CW UQ1 NU Lt-- O OZ cma II 3 (1) [4]II W_ 8 (15) [23] 1109 (5) [1114]C y 4 — 1045 (1) [1046] 0] (0) 0 /4] (3) 1 Ivy Road 548] (3) 545 —582] (2) 580 —0 Legend 0 - Unsignalized Intersection XX (XX) [XX)Background (Site) [Total] Peak Hour Volumes PP F1 Northridge Development Future (2010) PM Peak FIGURE Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THUS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIM:EY -HORN AND ASSOCIATES, INC Northridge Development 9.o Traffic Analysis January 25, 2008 Capacity analyses for the unsignalized intersections in the AM and PM peak hours (Appendix) were performed for the following scenarios: Existing 2010 no build (background) 2010 build -out with the proposed development Analyses were completed to determine the operating characteristics of study area intersections and roadways using Synchro Professional 6.0, which uses methodologies contained in the 2000 Highway Capacity Manual (HCM) [TRB Special Report 209, 2000]. Intersection turning movement counts were used with information about the number of lanes and traffic control to determine existing and future levels of service. Level of service (LOS) describes traffic conditions the amount of traffic congestion —at an intersection or on a roadway. LOS ranges from A to F —A indicating a condition of little or no congestion and F a condition with severe congestion, unstable traffic flow, and stop- and -go conditions. For intersections, LOS is based on the average delay experienced by all traffic using the intersection during the busiest peak) 15- minute period. LOS A through D are generally considered acceptable. Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours. The results are presented in the following summaries, and supporting calculations are presented in the Appendix. Page 21 Northndge Development January 25, 2008 9.1 Ivy Road /Northridge Main Entrance This unsignalized intersection currently provides the following laneage: Ivy Road (eastbound)---one exclusive through lane and one exclusive left -turn lane Ivy Road (westbound) --one exclusive through lane and one exclusive right -turn lane Northridge Main Entrance (southbound) --one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS D and F during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is expected to worsen to LOS E during the AM peak hour. Under the same conditions, delay is anticipated to increase significantly during the PM peak hour such that the movement continues to operate at LOS F. Table 6 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table 6 —Ivy Road/Northridge Main Entrance Intersection Unsignalized LOS Under future traffic conditions, operations on Ivy Road will not change appreciably. Levels of service for all movements except for the southbound (site driveway) left -turn movement will not change under future traffic conditions. To improve operations for the southbound (site driveway) approach would require that a traffic signal be installed. Traffic signal warrant analyses were performed at this location referencing the Manual on Uniform Traffic Control Devices (MUTCD) 2003 Edition to evaluate the need for traffic signalization under existing (2006) conditions. According to the MUTCD, a traffic control signal should not be installed unless one or more of the signal warrants in the MUTCD are met. However, "the satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal." The three main warrants are as follows: Page 22 Northndge Development January 25, 2008 Warrant 1 (Eight -Hour Vehicular Volume} —is satisfied if ONE of the following conditions exists for any eight hours of a day: o Condition A (Minimum Vehicular Volume) — volumes do not meet or exceed the necessary thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. o Condition B (Interruption of Continuous Traffic)— volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. o Combination of Condition A and B (Combination of Condition A and B}— volumes do not meet or exceed the necessary combination of thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. Warrant 2 (Four -Hour Vehicular Volume} — volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for four hours. Warrant 3 (Peak Hour Volume )--volumes meet or exceed the necessary thresholds for this warrant during four hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for one hour. These warrants are based on mainline and side street traffic volumes, number of travel lanes (one per approach), and mainline travel speed (45 mph). As is common practice, right -turn volumes were excluded from the projected side street volumes because an exclusive right -turn lane is provided. Detailed warrant analyses are included in the Appendix. Based on existing ADT volumes and four hours of turning movement volumes, analyses indicated that the intersection of Ivy Road and the Northridge Main Entrance currently warrants a traffic signal. Although a full 12 -hour turning movement count was not performed at this time, signal warrants were evaluated using reasonable estimates of the hourly distribution of outbound left - turn volumes based on ITE daily trip generation. Existing peak hour inbound and outbound trips very closely mirror estimated ITE trip generation for the existing Northridge building. With this signal and based on projected traffic volumes, vehicle queues in eastbound and westbound (Ivy Road) through lanes will not extend through adjacent intersections /driveways and create blockages. Table 7 summarizes signalized level of service at this intersection for future scenarios. Page 23 Northridge Development January 25, 20018 Table 7 —Ivy Road/Northridge Main Entrance Intersection Signalized LOS To provide acceptable LOS at this intersection as indicated in Table 7, the following are recommended: Maintain existing laneage Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate soutbbound movements from the Northridge Main Entrance Figure 6 shows recommended laneage and traffic control at this intersection. Detailed level of service calculations are provided in the Appendix. Page 24 Northndge Development January 25, 2008 9.2 Ivy Road /Service Entrance This unsignalized intersection currently provides the following laneage: Ivy Road (eastbound} --one exclusive through lane and one exclusive left -turn lane Ivy Road (westboundy- -one exclusive through lane and one exclusive right -turn lane Service Entrance (southbound)—one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS C and D during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is anticipated to worsen to LOS D during the AM peak hour and maintain LOS D during the PM peak hour. Operations on Ivy Road, including the eastbound left -turn movement into the site, will be negligibly impacted by the development. Table 8 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table 8 —Ivy Road/Service Entrance Intersection Unsignalized LOS No improvements are recommended at this intersection. Detailed level of service calculations are provided in the Appendix. Page 25 Northridge Development January 25, 2008 mo Conclusions and Recommendations Parking to support the proposed development cannot be provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended: Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off -site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off -site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minimally increase traffic volumes on Ivy Road and at study area intersections. Recommended improvements will mitigate development traffic impacts. To maintain acceptable traffic operations at study intersections, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two -way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Ivy Road/Ser-7ce Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and difficult to discern) Page 26 PPP" MF1 FIGURE1111116- M Northridge Development Recommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HERELN, AS AN INSTRUMENT OF SER\9CE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT V.RiTTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL HE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC T North Not to Scale U w U C CU E 2 C W O NU Ocf) O Z m a VN n N Ivy Road Legend Signalized Intersection OUnsignalized Intersection 4 Existing Laneage PPP" MF1 FIGURE1111116- M Northridge Development Recommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HERELN, AS AN INSTRUMENT OF SER\9CE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT V.RiTTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL HE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northridge Development Appendix January 2, 2008 Page 28 Existing Traffic Counts Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy AM Site Code : 00003395 Start Date : 11 /15/2006 Page No : 1 C-Smumq Printed- 1 _ VPNf1PC 08:00 AM East entrance to property 0 7 Ivy Rd, 9 30 84 0 0 114 0 0 Ivy Rd. 0 0 0 226 Southbound 0 228 Westbound 08:15 AM 1 Northbound 8 0 Eastbound 39 127 Stmt Tuns Right Thm Left Peels Ate'Total Righa Th.Le8 Peels App-Total Right Thm Left Peels AteTotal Right Tlun Left Peels App. Tonal ln' Total Pactoc 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 1 1.0 1.0 1.0 1A 3 1.0 I.0 1.0 1.0 28 90 07:00 AM 1 0 5 0 6 8 52 0 0 60 0 0 0 0 0 0 136 1 0 137 203 07:15 AM 1 0 4 0 5 5 71 0 0 76 0 0 0 0 0 0 167 1 0 168 249 07:30 AM 1 0 4 0 5 19 101 0 0 120 0 0 0 0 0 0 268 1 0 269 394 07:45 AM 0 0 3 0 3 27 92 0 0 119 0 0 0 0 0 0 306 6 0 312 434 Total 3 0 16 0 19 59 316 0 0 375 0 0 0 0 0 0 877 9 0 886 1280 08:00 AM 2 0 7 0 9 30 84 0 0 114 0 0 0 0 0 0 226 2 0 228 351 08:15 AM 1 0 8 0 9 39 127 0 0 166 0 0 0 0 0 0 228 7 0 235 410 0830 AM 1 0 2 0 3 22 122 0 0 144 0 0 0 0 0 0 195 1 0 196 343 08:45 AM 3 0 13 0 16 28 90 0 0 118 0 0 0 0 0 0 224 9 0 233 367 Total 7 0 30 0 37 119 423 0 0 542 0 0 0 0 01 0 873 19 0 892 1471 Grand Total 10 0 46 0 56 178 739 0 0 917 0 0 0 0 0 0 175 28 0 1778 2751 Apprch %17.9 0.0 82.1 0.0 19.4 80.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0 Total %0.4 0.0 1.7 0.0 2.0 6.5 26.9 0.0 0.0 333 0.0 0.0 0.0 0.0 0.0 0.0 63.6 i.0 0.0 64.61 Intersection V East entrance to property Ivy Rd.Ivy Rd. Volume Southbound Westbound Northbound Eastbound st&07 K R#t Thm left Peels 'Total Right Thsn Left Peels Total ftV T}uu La Peels Ag'Total Right Thm Left Peels .Total Intersection V 0730 AM Y N•, ...,. 222 77.8 Volume 4 0 22 0 26 Percent 15.4 0.0 84.6 0.0 0.0 07:45 0 0 3 0 3Volume 0.782 0 306 Peak Factor 0 312 High lnL 08:00 AM Volume 2 0 7 0 9 Peak Factor 0.722 115 404 0 0 519 222 77.8 0.0 0.0 1044 27 92 0 0 119 08:15 AM 1.5 0.0 39 127 0 0 166 07:45 AM 0.782 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 6:45:00 AM 0 0 0 0 0 0 0 10280 16 0 1044 0.0 98.5 1.5 0.0 0 306 6 0 312 07:45 AM 0 306 6 0 312 0.837 rnt Total 1589 434 0.915 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy PM Site Code : 00003395 Start Date : 11 /15/2006 Page No : 1 Groutx Printed -1 - Vehicles 05:00 PM East entrame to property 0 41 Ivy Rd. 43 2 227 0 0 229 0 0 Ivy Rd. 0 05:15 PM 1 0 19 Southbound 20 2 Westbound 0 0 Northbound 0 0 Eastbound 0 05:30 PM 2 Start Time Right Ilan L.Peels Top-1 Thro Le$Pads T Right Ttuu I.e$Peels Arod Right Tlaa Left Peels Total Tmal Bactm 1.0 1.0 1.0 1.0 0 1.01 1.01 1.01 1.0 0 TO - t 1.01 1.0 1-01 0 1.0 1 1.01 1.01 1.0 0 Grand Total 04:00 PM 8 0 18 0 26 13 186 0 0 199 0 0 0 0 0 0 136 1 0 137 362 04:15 PM 2 0 25 0 27 5 179 0 0 184 0 0 0 0 0 0 123 2 0 125 336 04:30 PM 6 0 27 0 33 1 214 0 0 215 0 0 0 0 0 0 121 0 0 121 369 04:45 PM 4 0 28 0 32 3 209 0 0 212 0 0 0 1 1 0 109 0 0 109 354 Total 20 0 98 0 118 22 788 0 0 810 0 0 0 1 1 0 489 3 0 492 1421 05:00 PM 2 0 41 0 43 2 227 0 0 229 0 0 0 0 05:15 PM 1 0 19 0 20 2 240 0 0 242 0 0 0 0 05:30 PM 2 0 14 0 16 4 219 0 0 223 0 0 0 0 05:45 PM 4 0 7 0 11 8 233 0 0 241 0 0 0 0 Total 9 0 81 0 90 16 919 0 0 935 0 0 0 0 Grand Total 29 0 179 0 208 38 170 0 0 1745 0 0 0 1 Apprch %13.9 0.0 86.1 0.0 2.2 97.8 0.0 0.0 0.0 0.0 0.0 1000. Total %1.0 0.0 6.1 0.0 7.1 1.3 58.5 0.0 0.0 59.8 0.0 0.0 0.0 0.0 0 0 136 0 0 136 408 0 0 128 1 0 129 391 0 0 122 0 0 122 361 0 0 82 1 0 83 335 0 0 468 2 0 470 1495 1 0 957 5 0 962 2916 0.0 99.5 0.5 0.0 0.0 0.0 318 0.2 0.0 33.0 teau sour rrom vaw rm w w:9 rm East entrance to property Ivy Rd. 898 Ivy Rd. 04:30 PM Southbound Westbound Northbound Eastbound StartTaae Right Thtu Left Peels App'To181 Rtght Thnt Lc$ Peels App'Total Rt t n- wt Peels App'Total R>gbt Ttun Le$ Peels App. Total teau sour rrom vaw rm w w:9 rm rau i v. 898 Intmection 04:30 PM 0.0 495 2 227 Volume 13 0 115 0 128 Percent 10.2 0.0 89.8 0.0 0 05:00 2 0 41 0 43 Volume 0 0 0 0 136 Peak Factor 0 136 04:45 PMElighInt,05:00 PM 05:00 PM Volume 2 0 41 0 43 Peak Factor 0 0 136 0.744 8 890 0 0 898 0.9 99.1 0.0 0.0 495 2 227 0 0 229 05:15 PM 0.2 0.0 2 240 0 0 242 0.928 0 0 0 1 1 0 494 1 0 495 0.0 0.0 0.0 100.0.0 99.8 0.2 0.0 0 0 0 0 0 0 136 0 0 136 04:45 PM 05:00 PM 0 0 0 1 1 0 136 0 0 136 0.250 0.910 mt Tots! 1522 408 0.933 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy AM Site Code : 00003396 Start Date : 11/15/2006 Page No : 1 r3mi ine Prinf-L Uak;PI- 08:00 AM West Entrance to property 0 1 ivy Rd. 2 8 88 0 0 96 0 0 Ivy Rd. 0 0 0 212 Southbound 0 215 Westbound 08:15 AM 1 Northbound 1 0 Eastbound 6 118 S1HR Ttme Right Thm Left Pods A Right 7.Le$Peels 0 Rig.Th.Left Peels ToPiPai Right n.Left Fads 5 128 0 0 133 0 0 0 0 0 0 199 Total 0 200 335 08:45 AM 0 0 0 0 0 To131 Total Factor 1,01 96 0 0 0 0 0 1 1.01 1.0 1 1-01 1 .0 1 1A l.0 3 1.01 1.01 1.01 1.0 25 424 07:00 AM 0 0 0 0 0 0 52 0 0 52 0 0 0 0 0 0 131 0 0 131 193 07:15 AM 0 0 0 0 0 3 74 0 0 77 0 0 0 0 0 0 16D 5 0 165 242 07:30 AM 0 0 1 0 1 7 98 0 0 105 0 0 0 0 0 0 256 0 0 256 362 07:45 AM 0 0 0 0 0 5 95 0 0 100 0 0 0 0 0 0 299 4 0 303 403 Total 0 0 1 0 1 15 319 0 0 334 0 0 0.0 0.0 0 846 9 0 855 1 1190 08:00 AM 1 0 1 0 2 8 88 0 0 96 0 0 0 0 0 0 212 3 0 215 313 08:15 AM 1 0 1 0 2 6 118 0 0 124 0 0 0 0 0 0 212 0 0 212 338 08:30 AM 1 0 1 0 2 5 128 0 0 133 0 0 0 0 0 0 199 1 0 200 335 08:45 AM 0 0 0 0 0 6 90 0 0 96 0 0 0 0 0 0 244 1 0 245 341 Total 3 0 3 0 6 25 424 0 0 449 0 0 0 0 01 0 867 5 0 872 1327 Grand Total 3 0 4 0 7 40 743 0 0 783 0 0 0 0 0 0 173 14 0 1727 2517 Apprch %42.9 0.0 57.1 0.0 5.1 94.9 0.0 0,0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0 Total %0.1 0.0 0.2 0.0 0.3 1.6 29.5 0.0 0,0 31.1 0.0 0.0 0.0 0.0 0.0 0.0 68.1 0.6 0.0 68.6 Intersection West Entrance to property Ivy Rd, 425 Ivy Rd. Volume Southbound Westbound Northbound Eastbound Stau75me Rat Tlw Left Pads P'Right M. LeQ Pads Ate'Right Tbm LeQ Pads APP'Rght Thou Left Peels APR 07:45 Total Total Total Total Intersection 07:30AM 425 6.1 93.9 Volume 2 0 3 0 5 Percent 40.0 0.0 60.0 0.0 0 0 07:45 0 0 124 Volume 0 0 0 D 0 Peak Factor 0 0 0 High Int.08 :00 AM 4 0 303Volume10102 Peak Factor 0.8140.625 26 399 0 0 425 6.1 93.9 0.0 0.0 0.0 0.0 5 95 0 0 100 08:15 AM 0 0 0 6 118 0 0 124 303 6:45:00 AM 0.857 0 0 0 0 0 0 979 7 0 986 0.0 0.0 0.0 0.0 0,0 99.3 0,7 0.0 0 0 0 0 0 0 299 4 0 303 6:45:00 AM 07:45 AM 0 0 0 0 0 0 299 4 0 303 0.814 1 Toter 1416 403 0.878 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy PM Site Code : 00003396 Start Date : 11 /1512006 Page No : 1 05:00 PM West Entrance to Property 0 9 Ivy Rd. 13 West Entrance to Property 230 0 Ivy Rd. 231 0 0 0 0 Southbound 0 122 Westbound 0 122 Northbound 05 :15 PM 0 Eastbound 5 0 5 StatiTune Right Thm Left Peels Total Right Tiau I.eB Peels AteToni Right Thm Let Peels Total Right Tian La Pets PP. Total Total Pactor 1.01 1.0 1 0 236 0 0 1.01 0 0 1.0 1.01 0 0 1.01 1.0 I 1.0 1 1.0 0 0 04:00 PM 0 0 5 0 5 4 196 0 0 200 0 0 0 0 0 0 141 0 0 141 346 04:15 PM 3 0 2 0 5 2 164 0 0 166 0 0 0 0 0 0 115 0 0 115 286 0430 PM 0 0 2 0 2 3 213 0 0 216 0 0 0 0 0 0 126 0 0 126 344 04:45 PM 1 0 5 0 6 2 208 0 0 210 0 0 0 0 0 0 105 0 0 105 321 Total 4 0 14 0 18 11 781 0 0 792 0 0 0 0 0 0 487 0 0 487 1297 05:00 PM 4 0 9 0 13 1 230 0 0 231 0 0 0 0 0 0 122 0 0 122 366 05 :15 PM 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374 05:30 PM 2 0 3 0 5 2 234 0 0 236 0 0 0 0 0 0 121 0 0 121 362 05:45 PM 0 0 0 0 0 0 241 0 0 241 0 0 0 0 0 0 91 0 0 91 332 Total 6 0 17 0 23 3 944 0 0 947 0 0 0 0 0 0 464 0 0 464 1434 Grand Total 10 0 31 0 41 14 172 0 0 1739 0 0 0 0 0 0 951 0 0 951 2731 05:45 PM 3:45:00 PM 05:15 5 Volume 4 0 9 0 13 0 241 0 0 241 0 0 0 0 0 0 Apprch %24.4 0.0 75.6 0.0 Peak Factor 0.8 99.2 0 -0 0.0 0.0 0.0 0.0 0.0 0.0 10 0 0.0 0.0 Total %0.4 0.0 1.1 0.0 1.5 0.5 63.2 0.0 0.0 63.7 0.0 0.0 0.0 0.0 0.0 0.0 34.8 0.0 0.0 34.8 West Entrance to Property Southbound Ivy Rd, Westbound I West Entrance to Property Northbound Ivy Rd. Eastbound SlertTtme Right n. Le8 Peels Right Thtu Left Pcds TPA Right n. Uft Peels TOW Right Mn W1 Pew Tvtal Total Peak Hour From 04:00 PM to 05:45 PM - Peek 1 of i Intersection 05:00 PM Volume 6 0 17 0 23 3 944 0 0 947 0 0 0 0 0 0 464 0 0 464 1434 Percent 26.1 0.0 73.9 0.0 0.3 99.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100,0.0 0.0 05:15 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374 Volume Peak Factor 0.95 High Int 05:00 PM 05:45 PM 3:45:00 PM 05:15 PM Volume 4 0 9 0 13 0 241 0 0 241 0 0 0 0 0 0 130 0 0 130 Peak Factor 0.442 0.982 0.892 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 Site Reference: 869700000000 Site ID: 869700000000 Loc: Ivy Rd. s/o Ednam Dr. Direction: NORTH TIME MON TUE WED THU FRI pm 14 pm 15 Lane 1 am pm am pm am pm am pm am pm 00:15 5 151 3 143 00:30 3 154 2 169 00:45 5 140 4 123 01:00 4 136 2 140 01:15 3 123 6 124 01:30 3 123 0 113 01:45 5 145 1 119 02:00 1 142 3 117 02.15 1 116 4 110 02:30 3 121 1 151 02:45 1 165 3 151 03:00 4 138 3 121 03:15 0 151 2 132 03 :30 2 142 2 159 03:45 5 144 1 149 04:00 4 151 7 167 04:15 2 175 4 167 04:30 1 140 6 151 04:45 4 161 4 163 05:00 8 137 11 160 05:15 11 142 17 185 05:30 20 158 28 164 05:45 36 139 37 144 06:00 44 105 53 108 06:15 59 116 48 120 06 :30 82 134 94 107 06:45 108 100 112 105 07:00 123 67 129 109 07 :15 137 69 145 62 07:30 213 62 183 62 07:45 287 66 261 45 08:00 293 42 323 41 08:15 244 31 246 31 08:30 230 39 248 43 08:45 234 29 210 41 09:00 253 35 252 51 09 :15 215 23 189 23 09:30 167 45 197 45 09:45 147 26 203 26 10:00 152 27 143 27 10:15 136 13 152 37 10:30 169 17 148 13 10 :45 145 15 137 19 11:00 136 15 138 22 11 :15 124 14 124 10 11:30 151 8 166 8 11:45 140 10 139 11 12:00 141 8 151 10 TOTALS 0 8691 8840 0 0 AM Times 7 :45 7:45 AM Peaks 1054 1078 PM Times 16:00 16:45 PM Peaks 627 672 File: D111300i.prn City: County: SAT SUN am pm am pm 0 0 Page: 1 WK TOT WK AVG am pm am pm 8 294 4 147 5 323 2 161 9 263 4 131 6 276 3 138 9 247 4 123 3 236 1 118 6 264 3 132 4 259 2 129 5 226 2 113 4 272 2 136 4 316 2 158 7 259 3 129 2 283 1 141 4 301 2 150 6 293 3 146 11 318 5 159 6 342 3 171 7 291 3 145 8 324 4 162 19 297 9 148 28 327 14 163 48 322 24 161 73 283 36 141 97 213 48 106 107 236 53 118 176 241 88 120 220 205 110 102 252 176 126 88 282 131 141 65 396 124 198 62 548 111 274 55 616 83 308 41 490 62 245 31 478 82 239 41 444 70 222 35 505 86 252 43 404 46 202 23 384 90 192 45 350 52 175 26 295 54 147 27 288 50 144 25 317 30 158 15 282 34 141 17 274 37 137 18 248 24 124 12 317 16 158 8 279 21 i39 30 292 18 146 9 17531 8747 7:45 7 :45 2132 1066 16 :00 16:00 1275 637 Site Reference: 868B00000000 Site ID: 86B800000000 Loc: Ivy Rd. s/o Ednam Dr. Direction: SOUTH TIME MON TUE 14 Lane 1 am pm am pm 00:15 12 129 00:30 9 136 00:45 10 144 01:00 7 136 01:15 5 152 01:30 6 161 01:45 3 158 02:00 4 136 02:15 2 170 02:30 2 168 02:45 4 150 03:00 3 148 03:15 7 133 03 :30 2 185 03:45 2 202 04:00 0 199 04:15 1 197 04:30 1 210 04:45 5 217 05:00 0 215 05:15 2 236 05:30 5 256 05:45 2 276 06:00 9 226 06:15 23 202 06:30 22 202 06:45 31 165 07:00 44 160 07:15 74 126 07:30 99 123 07:45 138 119 08:00 147 75 08:15 126 95 08:30 149 120 08:45 160 85 09:00 144 92 09:15 123 86 09:30 116 81 09:45 128 63 10:00 119 59 10:15 109 44 10:30 116 78 10:45 117 30 11:00 116 19 11:15 103 28 11:30 145 24 11:45 133 14 12:00 125 14 TOTALS 0 9154 AM Times 8:00 AM Peaks 582 PM Times 17 :15 PM Peaks 994 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 WED THU FRI 15 am pm am pm am pm 12 133 6 146 9 132 3 161 2 133 3 135 6 152 1 159 6 151 3 172 9 149 3 150 1 155 1 150 1 174 2 203 2 190 0 195 4 226 1 209 6 247 7 248 1 237 5 231 15 198 18 179 41 171 59 150 72 143 81 125 132 110 129 103 122 92 173 94 148 98 132 117 132 68 113 74 92 57 162 51 97 36 108 53 109 42 110 26 122 16 134 18 132 20 127 12 8965 0 0 8:30 585 17:15 963 Page: 1 File: D1113002.prn City: County: SAT SUN WK TOT WK AVG am pm am pm am pm am pm 24 262 12 131 15 282 7 141 19 276 9 138 10 297 5 148 7 285 3 142 9 296 4 146 9 310 4 155 5 295 2 147 8 321 4 160 5 340 2 170 13 299 6 149 6 298 3 149 8 288 4 144 3 335 1 167 3 376 1 188 2 402 1 201 3 387 1 193 1 405 0 202 9 443 4 221 1 424 0 212 8 483 4 241 12 504 6 252 3 513 1 256 14 457 7 228 3B 400 19 200 40 381 20 190 72 336 36 168 103 310 51 155 146 269 73 134 180 248 90 124 270 229 135 114 276 178 138 89 248 187 124 93 322 214 161 107 308 183 154 91 276 209 138 104 255 174 127 87 229 155 114 77 220 120 110 60 281 110 140 55 206 80 103 40 224 131 112 65 226 72 113 36 226 45 113 22 225 44 112 22 279 42 139 21 265 34 132 17 252 26 126 13 0 0 18119 9038 8:30 8:30 1161 580 17:15 17:15 1957 977 Existing Parking Occupancy Counts Kimley -Horn and Associates, Inc. Recorded by: Emily Lintner Date: Wednesday, December 5, 2007 Parking Area Total No. of Spaces 10: 00 AM 12: 00 PM 2: 00 PM 4: 00 PM Occupied Available Occupied Available Occupied Available Occupied Available Northridge Health Services Center Staff 88 67 21 60 28 55 33 44 44 Visitors and Patients 166 139 27 100 66 122 44 88 78 Kirtley Office Building (BOB) - vacant 21 3 18 2 19 3 18 2 19 Kirtley Warehouse - vacant 38 0 38 0 38 0 38 0 38 Seig Warehouse 67 17 50 19 48 17 50 18 49 Moser Building - closed for renovations 23 0 23 2 21 3 20 0 23 Total 403 226 177 183 220 200 203 152 251 Northridge Development Occupancy Counts Project \TPTO\ 117008000- Northridge_ TIA_Update \3 Project Data \3 -02 Traffic Analysis \Parking_ Occupancy.xls Signal Warrant Analysis Ivy Road /Northridge Main Entrance Northridge Development TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS INTERSECTION NAME. Ny RcadlNorthrid a Main Entrance MAJOR ST BOTH APPROACHES COUNT DATE FNov 2006 WARRANT 1, Conditwn A INTERSECTION CONDITION EXislin Nov 2006 WARRANT 1, Combination Warrant WARRANT 2 WARRANT 3 MAJOR STREET. I Road MINOR STREET OF APPROACH LANES',1 MINOR STREET INorthridge Main Entrance BOTH MET OF APPROACH LANES 1 ISOLATED COMMUNITY WITH POPULATION LESS THAN 10, 000 (Y OR N)N BOTH MET MAJOR STREET 65TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N)Y THRESHOLD VALUES 50 WARRANT 1 — Eight -Hour Vehicular Volume Warrant Condition A: Minimum Vehicular Volume Condition B: Interruption of Continuous Traffic Combination: Combination of Condition A and Condition B WARRANT 2 — Four -Hour Vehicular Volume Warrant WARRANT 3 — Peak Hour Warrant 06. 00 AM MAJOR ST BOTH APPROACHES MINOR ST HIGHEST APPROACH WARRANT 1, Conditwn A WARRANT 1, Condition B WARRANT 1, Combination Warrant WARRANT 2 WARRANT 3 MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET CONDITION A CONDITION B MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET THRESHOLD VALUES 50 350 105 TO 525 53 8, 0% 400 120 01 00 PM 600 60 01 00 PM TO 02. 00 PM 06 00 AM TO 07 00 AM 503 8 Y 03 00 PM 63 1QD% 03 00 PM TO Y 83 04 00 PM TO 05 00 PM 98 , f' LO 07. 00 AM TO 08 00 AM 1, 261 16 Y 06. 00 PM Y 07 00 PM 66 Y 07. 00 PM TO Y 37 4, 8% 08. 00 PM TO 08 00 AM TO 09. 00 AM 1. 434 30 Y TO 10 00 PM Y 2, 0% Y 825 Y 09 00 AM TO 10. 00 AM 1,207 33 Y Y Y Y 10 00 AM TO 1100 AM 1, 021 50 Y Y Y Y 11 00 AM TO 12 00 PM 1, 076 66 Y Y V Y Y Y Y y Y 1200 PM TO 0100 PM 1, 135 66 V Y Y Y Y Y Y Y Y 01 00 PM TO 02. 00 PM 1 66 Y Y Y y Y Y Y Y Y 02: 00 PM TO 03. 00 PM 1 83 Y Y Y Y Y Y Y Y Y y 03. 00 PM TO 04. 00 PM 1, 296 83 Y Y Y Y Y Y Y y Y Y 04 00 PM TO 05 00 PM 1, 302 98 Y Y Y Y Y Y Y Y y y 05 00 PM TO 06. 00 PM 1 61 Y Y Y y Y Y Y Y Y Y 06 00 PM TO 07: 00 PM 1, 141 66 Y Y Y y Y V V L y y 07' 00 PM TO 08 00 PM 684 37 Y Y Y Y 08 00 PM TO 09 00 PM 545 25 Y V Y 09 00 PM TO 10 00 PM 400 17 Y V 16, 668 823 0 8 0 8 8 4 8 HOURS NEEDED NOT SATISFIED 8 HOURS NEEDED SATISFIED 8 HOURS OF BOTH COND. A AND COND. 0 NEEDED NOT SATISFIED 4 HRS NEEDED SATISFIED 1 HR NEEDED I SATISFIED WARRANT 1 — Eight -Hour Vehicular Volume Warrant Condition A: Minimum Vehicular Volume Condition B: Interruption of Continuous Traffic Combination: Combination of Condition A and Condition B WARRANT 2 — Four -Hour Vehicular Volume Warrant WARRANT 3 — Peak Hour Warrant 06. 00 AM TO 07 00 AM 8 1, D% 07 00 AM TO 08 00 AM 16 210" 09 00 AM TO 09 00 AM 30 09 00 AM TO 10 00 AM 33 4. D% 10. 00 AM TO 11 00 AM 50 11 00 AM TO 12 00 PM 66 8, 0% 12 00 PM TO 01 00 PM 66 01 00 PM TO 02. 00 PM 66 B. tl°Io 02 00 PM TO 03 00 PM 63 1QD% 03 00 PM TO 0400 PM 83 04 00 PM TO 05 00 PM 98 , f' LO 05 00 PM TO 06 00 PM 81 06. 00 PM TO 07 00 PM 66 07. 00 PM TO 1110 PM 37 4, 8% 08. 00 PM TO 09. 00 PM 25 3. % 09, 00 PM TO 10 00 PM 17 2, 0% 825 1000% Major street volumes are based on existing ADT data and peak hour TMC data, then factored to reflect background growth Minor side street volumes taken from AM and PM peak outbound left -turn volumes These volumes were used to determine peak hour % of total daily outbound traffic The remaining hourly percentages were smoothed around the peaks Daily outbound traffic is based on ITE Daily Trip Gen 2150 / 2' 90% of total day' 85% left- turns) Traffic Analysis Ivy Road /Northridge Main Entrance Timing Plan: Existing AM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movement E8L 88T W8T W8R Lane Configurations t t Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1028 404 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1117 439 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 564 1591 439 vC1, stage 1 conf vol 439 vC2, stage 2 conf vol 1152 vCu, unblocked vol 564 1591 439 tC, single (s)4.1 6.4 6.2 IC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %98 86 99 cM capacity (veh/h)1007 170 618 77 E8 9 EB WB 1::2 Std 1 ".: SB 2 „ Volume Total 17 1117 439 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 1007 1700 1700 1700 170 618 Volume to Capacity 0.02 0.66 0.26 0.07 0.14 0,01 Queue Length 95th (ft)1 0 0 0 12 1 Control Delay (s)8.6 0.0 0.0 0.0 29.6 10.9 Lane LOS A D B Approach Delay (s)0.1 0.0 26.7 Approach LOS D Average Delay 0.5 Intersection Capacity Utilization 64.1%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development M6 meat .EBL EST BT 1NBf4 ,88C 88R Lane Configurations t r Sign Control Free Free Stop Grade 0 %0%0% Volume (veh/h)1 494 890 8 115 13 Peak Hour Factor 0.9 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 537 967 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 976 1507 967 vC1, stage 1 conf vol 967 vC2, stage 2 conf vol 539 vCu, unblocked vol 976 1507 967 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)22 3.5 3.3 p0 queue free %100 36 95 cM capacity (veh /h)707 196 308 1?ire taarii ane Volume Total 1 537 967 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 707 1700 1700 1700 196 308 Volume to Capacity 0.00 0.32 0.57 0.01 0.64 0.05 Queue Length 95th (ft)0 0 0 0 93 4 Control Delay (s)10.1 0.0 0.0 0.0 51.2 17.2 Lane LOS B F C Approach Delay (s)0.0 0.0 47.7 Approach LOS E 4erSeGtlAI1:$ilmm8ry Average Delay 4.0 Intersection Capacity Utilization 59.9%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development A --' 4-- A, \0. .r/ Movement EBL.:WBT W6R 88C SBR Lane Configurations t i I r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1207 475 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1312 516 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 641 1863 516 vC1, stage 1 conf vol 516 vC2, stage 2 conf vol 1347 vCu, unblocked vol 641 1863 516 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 13 p0 queue free %98 82 99 cM capacity (veh/h)943 136 559 Directicrri; 66e" 47^ _ - `EB 1 E6 2 WW1 _WB 1 SB 1 Volume Total 17 1312 516 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 943 1700 1700 1700 136 559 Volume to Capacity 0.02 0.77 0.30 0.07 0.18 0.01 Queue Length 95th (ft)1 0 0 0 15 1 Control Delay (s)8.9 0.0 0.0 0.0 36.9 11.5 Lane LOS A E B Approach Delay (s)0.1 0.0 33.0 Approach LOS D ntersectEgn' umma Average Delay 0.5 Intersection Capacity Utilization 73,5%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development A ___* 4— 4 _ \11, 4/ it overe"ni ESL EBB-WBT WBR SBL SBR Lane Configurations t t r r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)1 580 1045 8 115 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 630 1136 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1145 1768 1136 vC1, stage 1 conf vol 1136 vC2, stage 2 conf vol 633 vCu, unblocked vol 1145 1768 1136 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 22 9 cM capacity (veh /h)610 160 246 irectior% Katie # p E EB 2 WB. I. ' W!3 _ 2 Volume Total 1 630 1136 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 610 1700 1700 1700 160 246 Volume to Capacity 0.00 0.37 0.67 0.01 0.78 0.06 Queue Length 95th (ft)0 0 0 0 125 5 Control Delay (s)10.9 0.0 0.0 0.0 79.7 20.5 Lane LOS B F C Approach Delay (s)0.0 0.0 73.7 Approach LOS F lntersectiorf Summary Average Delay 5.4 Intersection Capacity utilization 68.0%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development F t r Splits and Phases: 6: Ivv Road & Northrid Main Entrance 674 nff11 1462 Lane Configurations R t t r T r Total Lost Time (s) 4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1 00 Frt 4. 0 4. 0 0. 850 Lane Util. Factor0. 850 Flt Protected 0. 950 1. 00 1. 00 1. 00 0. 950 Frt Satd. Flow (prot) 1770 1863 1863 1583 1770 1583 Flt Permitted 0. 431 0. 95 1. 00 1. 00 0. 950 0. 95 Said. Flow (perm) 803 1863 1863 1583 1770 1583 Said. Flow (RTOR) 1583 Fit Permitted 125 1. 00 4 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Volume (vph) 16 1207 475 115 22 4 Adj. Flow (vph) 17 1312 516 125 24 4 Lane Group Flow (vph) 17 1312 516 125 24 4 Turn Type Perm 17 1312 Perm 125 custom Protected Phases 2 6 0 4 4 Permitted Phases 2 4 Lane Group Flow (vph) 6 4 4 Total Split (s) 45. 0 45. 0 45. 0 450 15. 0 15. 0 Act Effet Green (s) 53. 1 53, 1 53. 1 53, 1 8. 3 8. 3 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 v! o Ratio 0. 02 0. 80 0. 31 0, 09 0. 10 0. 02 Control Delay 2. 3 12. 0 2. 6 0. 8 23. 0 15. 2 Queue Delay 0. 0 010 0. 0 0. 0 0. 0 010 Total Delay 2. 3 12. 0 2. 6 0. 8 230 15. 2 LOS A B A A C e Approach Delay 11. 8 2. 2 6. 0 21. 9 3. 0 Approach LOS B A 3. 0 C ner se art• amm . W ° ° . Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %,), Referenced to phase 2: EBTL and 6: WBT, Start of Green Control Type: Actuated - Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay: 8. 9 Intersection LOS: A Intersection Capacity Utilization 73. 5%ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 6: Ivv Road & Northrid Main Entrance Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development 4, ti ./ jji pt_ 674 nff11 1462 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development 4, ti ./ jji pt_ 674 1462 1462 1243 Lane Configurations 129 T T r 0. 28 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1. 00 0. 85 1. 00 0. 85 Flt Protected 0. 95 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (prot)1770 1863 1863 1583 1770 1583 Fit Permitted 0. 46 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (perm)859 1863 1863 1583 1770 1583 Volume (vph)16 1207 475 115 22 4 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)17 1312 516 125 24 4 RTOR Reduction (vph)0 0 0 27 0 4 Lane Group Flow (vph)17 1312 516 98 24 0 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)45, 1 46. 1 45. 1 45. 1 2. 9 2. 9 Effective Green, g (s)47. 1 47. 1 47. 1 47. 1 4. 9 49 Actuated g/ C Ratio 0. 79 0. 79 0. 79 0, 79 0. 08 0. 08 Clearance Time (s)6. 0 6. 0 6. 0 60 6. 0 6. 0 Vehicle Extension is)3. 0 10 3. 0 10 3. 0 3. 0 Lane Grp Cap (vph)674 1462 1462 1243 145 129 v/ s Ratio Prot c0. 70 0. 28 c0. 01 0. 00 v/ s Ratio Perm 002 ntersbwon Sum HCM Average Control Delay 101 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s) 600 Sum of lost time (s) 80 Intersection Capacity Utilization 73. 5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23!2008 Kimley -Horn and Associates, Inc. Synchro 6 Report 1! 23/ 2008 Page 1 Page 2 0. 06 0. 00 1! 23/ 2008 Page 1 Page 2 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development t \'. 4/ Lane Configurations T T i I Total Lost Time (s) 4, 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 0. 850 0. 850 Flt Protected 0 950 Lane Configurations 0. 950 T Said. Flow (prot)1770 1863 1883 1583 1770 1583 Flt Permitted 0. 078 1900 Total Lost time (s)4. 0 0. 950 4. 0 Said. Flow (parm)145 1863 1863 1583 1770 1583 Satd. Flow (RTOR) 1. 00 1. 00 Frt 9 1. 00 14 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1, 00 Volume (vph)1 580 1045 8 115 13 Adj. Flow (vph)1 63D 1136 9 125 14 Lane Group Flow (vph)1 630 1136 9 125 14 Turn Type Perm 1583 Volume (vph) Perm 580 custom Protected Phases 115 2 6 0.92 4 4 Permitted Phases 2 0. 92 Adj. Flow (vph) 6 4 4 Total Split (s)55. 0 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s)58. 0 58. 0 58. 0 58. 0 12. 2 12. 2 Actuated g/ C Ratio 0. 77 0. 77 0. 77 0. 77 0. 16 0. 16 v/ c Ratio 0. 01 0 -44 0, 79 0. 01 0. 43 0. 05 Control Delay 4. 0 5. 5 13. 4 2. 1 32. 3 13. 1 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Total Delay 4. 0 5. 5 13. 4 2. 1 32. 3 13. 1 LOS A A B A C B Approach Delay 0, 15 5. 5 13. 3 6. 0 30. 3 60 Approach LOS 6. 0 A B 3. 0 C 3. 0 In( erseedan $6mmi Cycle Length: 75 Actuated Cycle Length: 75 Offset; 0 (0 %), Referenced to phase 2: EBTL and 6 :WBT, Start of Green Control Type: Actuated - Coordinated Maximum v/ c Ratio: 0. 79 Intersection Signal Delay: 12. 0 Intersection LOS: B Intersection Capacity Utilization 68. 0% ICU Level of Service C Analysis Period (min) 15 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis N Development 4 i, \'. r Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Lane Configurations T T r Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4. 0 4. 0 4. 0 4. 0 40 Lane Util. Factor 1. 00 1100 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1. 00 0. 85 1. 00 085 Fit Protected 0. 95 1. 00 1, 00 1. 00 0. 95 1. 00 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 13 1. 00 1. 00 1. 00 0. 95 1, 00 Said. Flow (perm)242 1863 1863 1583 1770 1583 Volume (vph)1 580 1045 8 115 13 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0. 92 Adj. Flow (vph)1 630 1136 9 125 14 RTOR Reduction (vph)0 0 0 2 0 12 Lane Group Flow (vph)1 630 1136 7 125 2 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)54. 0 54. 0 54. 0 54. 0 9. 0 9. 0 Effective Green, g (s)56. 0 56. 0 56. 0 56. 0 11. 0 11. 0 Actuated g/ C Ratio 0, 75 0. 75 0. 75 0. 75 0. 15 0, 15 Clearance Time (s)6. 0 6. 0 60 60 6. 0 6. 0 Vehicle Extensions 3. 0 3. 0 3. 0 3. 0 3. 0 3. 0 Lane Grp Cap( vph)181 1391 1391 1182 260 232 v/ s Ratio Prot 0. 34 c0. 61 o0. 07 0. 00 v/ s Ratio Perm 0. 00 0. 00 v/ c Ratio 0. 01 0. 45 0. 82 0. 01 0. 48 0. 01 Uniform Delay, d1 2. 4 3. 6 6. 2 2. 4 29. 4 27. 3 Progression Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 1. 1 5. 4 0. 0 1. 4 0. 0 Delay (s)2. 5 4. 7 11. 6 2A 30. 8 27. 4 Level of Service A A B A C C Approach Delay (s)4. 7 11. 5 30. 4 Approach LOS A B C Eit8t3 Ct G . $tl ma HCM Average Control Delay 10. 6 HCM Level of Service B HCM Volume to Capacity ratio 0. 76 Actuated Cycle Length (s)75. 0 Sum of lost time (s) 80 Intersection Capacity Utilization 68. 0%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 4--- 4- Movement EBL.EBT W13T .WBR SBL ".S6R Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)21 1208 476 139 30 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (v ph)23 1313 517 151 33 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 668 1876 517 vC1, stage 1 conf vol 517 vC2, stage 2 conf vol 1359 vCu, unblocked vol 668 1876 517 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %98 76 99 cM capacity (veh /h)921 134 558 D,reci ran, #..ara lB 1 EB, 2':1ty13.:,.: W)3 2',SIB-58 2 ... • '.. ° ., Volume Total 23 1313 517 151 33 7 Volume Left 23 0 0 0 33 0 Volume Right 0 0 0 151 0 7 cSH 921 1700 1700 1700 134 558 Volume to Capacity 0.02 0.77 0.30 0.09 0.24 0.01 Queue Length 95th (ft)2 0 0 0 23 1 Control Delay (s)9.0 0.0 0.0 0.0 40.3 11.5 Lane LOS A E B Approach Delay (s)0.2 0.0 35.5 Approach LOS E ntersecctpl Summary;. ":.:: - . Average Delay 0.8 Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 1' *- k' Illvvemeiit EBL'EBT Wgr- -W6k SBL.__SBR; Lane Configurations t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh /h)4 582 1046 23 142 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)4 633 1137 25 154 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1162 1778 1137 vC1, stage 1 conf vol 1137 vC2, stage 2 conf vol 641 vCu, unblocked vol 1162 1778 1137 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 3 92 cM capacity (veh /h)601 159 246 Ctire>~tion; { ane # . ; ' ;'EIS 1'. W EB 2. l : t W84 1 gS" Volume Total 4 633 1137 25 154 20 Volume Left 4 0 0 0 154 0 Volume Right 0 0 0 25 0 20 cSH 601 1700 1700 1700 159 246 Volume to Capacity 0.01 0.37 0.67 0.01 0.97 0.08 Queue Length 95th (ft)1 0 0 0 183 6 Control Delay (s)11.0 0.0 0.0 0.0 120.8 20.9 Lane LOS B F C Approach Delay (s)0.1 0.0 109.5 Approach LOS F ntersection ummary Y Average Delay 9.7 Intersection Capacity Utilization 69.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance Lanes Volumes Timings Northridge Development t \'. Lane Configurations I ? ? r r Total Lost Time (s) 4. 0 4. 0 4. 0 4. 0 4.0 4.0 Lane Ulil. Factor 1.00 1 00 1 00 1. 00 1.00 1. 00 Frt 0. 850 0. 850 Flt Protected 0. 950 0. 950 Lane Configurations Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Fit Permitted 0. 431 1900 1900 1900 0. 950 Total Lost time (s) Satd, Flow (perm)803 1863 1863 1583 1770 1583 Satd Flow (RTOR) 1. 00 1. 00 1. 00 151 1. 00 7 Headway Factor 1. 00 1, 00 1. 00 1. 00 1. 00 1. 00 Volume (vph)21 1208 476 139 30 6 Adj. Flow (vph)23 1313 517 151 33 7 Lane Group Flow (vph)23 1313 517 151 33 7 Turn Type Perm 1863 1583 Perm 1583 custom Protected Phases 1208 2 6 30 4 4 Permitted Phases 2 0. 92 0. 92 6 4 4 Total Split (s)450 45. 0 45. 0 45. 0 15. 0 150 Act Effet Green (s)52. 9 52. 9 52. 9 52. 9 8. 5 8. 5 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 v/ c Ratio 0. 03 0. 80 0. 31 0, 11 0. 13 0. 03 Control Delay 2. 4 12. 4 2. 7 0. 8 23. 2 13. 7 Queue Delay 0. 0 0. 0 0. 0 010 0. 0 010 Total Delay 2. 4 12. 4 27 0. 8 23. 2 13. 7 LOS A B A A C B Approach Delay 0. 78 12. 2 2. 3 0, 08 21. 5 Clearance Time (s) Approach LOS 6. 0 B A 6. 0 C Vehicle Extension (s) IniersecNon wummarv.•: _••. -..._ r .. _ .... ..... __ W' __...;, Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2: EBTL and 608T, Start of Green Control Type: Actuated- Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay 9. 1 Intersection LOS: A Intersection Capacity Utilization 73. 6% ICU Level of Service D Analysis Period (min) 15 Rnlils and Phases F Ivv R- 1 R Nnrthrid Main Fntrance Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development t \0. r Kimsey -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Lane Configurations t t r Ideal Flow (vphpi)1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 100 1. 00 1. 00 0. 85 1. 00 0. 85 Fit Protected 0. 95 1. 00 1. 00 1. 00 0, 95 1.00 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 46 1. 00 1. 00 1. 00 0, 95 1. 00 Satd Flow (perm)856 1863 1863 1583 1770 1583 Volume (vph)21 1208 476 139 30 6 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)23 1313 517 151 33 7 RTOR Reduction (vph)0 0 0 33 0 6 Lane Group Flow (vph)23 1313 517 118 33 1 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)44. 9 44. 9 44. 9 44. 9 3. 1 3, 1 Effective Green, g (s)46. 9 46. 9 46. 9 46. 9 5. 1 5. 1 Actuated g/ C Ratio 0. 78 0. 78 0, 78 0. 78 0, 08 0. 08 Clearance Time (s) 6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extension (s) 3, 0 3. 0 3. 0 3. 0 3. 0 3. 0 Lane Grp Cap (vph)669 1456 1456 1237 150 135 v/ s Ratio Prot 00. 70 0. 28 00. 02 0. 00 v/ s Ratio Perm 0. 03 0. 07 v! c Ratio 0. 03 0. 90 0. 36 0. 10 012 0. 00 Uniform Delay, d1 1. 5 4 8 2. 0 1. 5 25. 6 251 Progression Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 9. 4 0. 7 0. 2 0. 7 0. 0 Delay (s)1. 6 14, 2 2. 7 1. 7 26. 3 25. 1 Level of Service A B A A C C Approach Delay (s)14, 0 2. 4 26. 1 Approach LOS B A C inter "ae uiri HCM Average Control Delay 10. 5 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s)60. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 73. 6%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group Kimsey -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development Lane Configurations T t r T r Total Lost Time (s)4.0 4.0 4,0 4,0 4.0 4,0 Lane Util. Factor 1.00 1. 00 1. 00 1.00 1. 00 1. 00 Frt 4. 0 Lane Util. Factor 1. 00 0. 650 1. 0001850 Fit Protected 0. 950 Frt 1. 00 1 000. 950 085 Satd. Plow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 078 Satd. Flow (prot)1770 18630. 950 1583 Satd. Flow (perm)145 1863 1863 1583 1770 1583 Satd. Flow (RTOR) 1. 00 Satd. Flow (perm)19625 186320 Headway Factor 1100 1. 00 1. 00 1100 1100 1, 00 Volume (vph)4 582 1046 23 142 18 Adj. Flow (vph)4 633 1137 25 154 20 Lane Group Flow (vph)4 633 1137 25 154 20 Turn Type Perm Lane Group Flow (vph)4Permcustom Protected Phases 154 2 6 Perm44 Permitted Phases 2 custom Protected Phases644 Total Split (s)55. 0 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s)53. 8 53. 8 53. 8 53. 8 13. 2 13. 2 Actuated g/ C Ratio 0. 72 0. 72 0. 72 0. 72 0. 18 0. 18 v/ c Ratio 0. 04 0. 47 0. 85 0. 02 0. 49 0. 07 Control Delay 5. 0 6. 4 17. 1 1. 7 33. 0 11. 6 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Total Delay 5. 0 6. 4 17. 1 1. 7 33. 0 11. 6 LOS A A B A C B Approach Delay 00. 09 6. 4 16. 7 0. 02 30. 5 Approach LOS A B 0. 03 C 0. 65 0. 02 0. 49 0. 01 Uniform Delay, d1 3. 1 4. 5 7. 7 Cycle Length: 75 27. 9 25. 5 Progression Factor 1. 00 1. 00 1. 00 Actuated Cycle Length: 75 1. 00 1. 00 Incremental Delay, d2 0. 4 1. 2 Offset: 0 (0 %), Referenced to phase 2 :EBTL and 6: w BT, Start of Green Control Type: Actuated - Coordinated 00 Delay (s)3. 4 5. 7 Maximum v/ c Ratio: 0. 85 3. 1 29. 1 25. 5 Level of Service A Intersection Signal Delay: 14. 6 B A Intersection C LOS: B Intersection Capacity Utilization 53 69. 6%ICU Level of Service C Analysis Period (min) 15 Approach LOS A B C S olits and Phases: 6: Ivv Road & Northridne Main Fntrance n... w f ." tt+ ii! r9i`£!.^....'.ery .. l. R n. IF" L!Tfiti tFF4 i iIX Q. -....,. Lane Configurations T Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development f _' ~ t 1 * r Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1123/ 2008 Page 1 Page 2 Lane Configurations T T r Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1.00 1.00 1.00 Frt 1. 00 1 00 1. 00 085 1. 00 0. 85 Flt Protected 0. 95 1. 00 1. 00 1. 00 0. 96 1. 00 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 11 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (perm)196 1863 1863 1583 1770 1583 Volume (vph)4 582 1046 23 142 18 Peak -hour factor, PHF 0. 92 0. 92 0. 92 092 0. 92 0. 92 Adj. Flow (vph)4 633 1137 25 154 20 RTOR Reduction (vph)0 0 0 7 0 16 Lane Group Flow (vph)4 633 1137 18 154 4 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)51. 8 51. 8 51. 8 51. 8 11. 2 11. 2 Effective Green, g (s)53. 8 53. 6 53. 8 53. 8 13. 2 13. 2 Actuated g/ C Ratio 0, 72 0. 72 0, 72 0. 72 0. 18 0. 18 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extensions 3. 0 3. 0 3. 0 3. 0 3. 0 3. 0 Lane Grp Cap (vph)141 1336 1336 1136 312 279 v/ s Ratio Prot 0. 34 00. 61 00. 09 0. 00 v/ s Ratio Perm 0. 02 0. 01 v/ c Ratio 0. 03 0. 47 0. 65 0. 02 0. 49 0. 01 Uniform Delay, d1 3. 1 4. 5 7. 7 3. 0 27. 9 25. 5 Progression Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 4 1. 2 7. 0 0. 0 1. 2 00 Delay (s) 3. 4 5. 7 14. 7 3. 1 29. 1 25. 5 Level of Service A A B A C C Approach Delay (s)53 14. 4 28. 7 Approach LOS A B C Intersection Summary HCM Average Control Delay 12. 9 HCM Level of Service B HCM Volume to Capacity ratlo 0. 78 Actuated Cycle Length (s)750 Sum of lost time (s) 80 Intersection Capacity Utilization 69. 6%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1123/ 2008 Page 1 Page 2 Traffic Analysis Ivy Road /Service Entrance Timing Plan: Existing AM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development AAcrvetner EBL EBT ityBT WBR .` "SBI:SBIR Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 979 399 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1064 434 28 3 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 462 1513 434 vC1, stage 1 conf vol 434 vC2, stage 2 conf vol 1079 vCu, unblocked vol 462 1513 434 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh /h)1099 185 622 Ew8 B 2 R i 8 £ c ll, i mow. Volume Total 8 1064 434 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 0 0 28 0 2 cSH 1099 1700 1700 1700 185 622 Volume to Capacity 0.01 0.63 0.26 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 1 0 Control Delay (s)8.3 0.0 0.0 0.0 24.8 10.8 Lane LOS A C B Approach Delay (s)0.1 0.0 19.2 Approach LOS C Intersection Summa' Average Delay 0.1 Intersection Capacity Utilization 61.5%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development M0v6m64 -1 .... EBL EBT WBT - "W - BR' . SBL SBR Lane Configurations Vi t t r Sign Control Free Free Stop Grade 0%0%0 % Volume (veh/h)0 464 944 3 17 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 504 1026 3 18 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1029 1530 1026 vC1, stage 1 conf vol 1026 vC2, stage 2 conf vol 504 vCu, unblocked vol 1029 1530 1026 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 90 98 cM capacity (veh /h)675 189 285 I3irectlon, l ane #E8.1 EB' 2 81 WB 2'S91 814'2 Volume Total 0 504 1026 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 189 285 Volume to Capacity 0.00 030 0.60 0.00 0.10 0.02 Queue Length 95th (ft)0 0 0 0 8 2 Control Delay (s)0.0 0.0 0.0 0.0 26.1 17.9 Lane LOS D C Approach Delay (s)0.0 0.0 24.0 Approach LOS C lntersectJC Summary "„ Average Delay 0.4 Intersection Capacity Utilization 59.7%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development I,. 4/ Movement .:13L EBT W8T 'WBR Sk SOW Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh /h)7 1150 469 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1250 510 28 3 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 538 1775 510 vC1, stage 1 conf vol 510 vC2, stage 2 conf vol 1265 vCu, unblocked vol 538 1775 510 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh /h)1030 149 564 Direction, 1 ane 578'1'E 15'WB 1 WB 2 _- SB 'I 8141 Volume Total 8 1250 510 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 0 0 28 0 2 cSH 1030 1700 1700 1700 149 564 Volume to Capacity 0.01 0.74 0.30 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 OA 0.0 29.6 11.4 Lane LOS A D B Approach Delay (s)0.1 0.0 22.3 Approach LOS C ntersection Summary Average Delay 0.1 Intersection Capacity Utilization 70.5%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 4--- 4 " \ 1. ./ iement EBL EBT WBT ' WBR : 88C '-'88'k' Lane Configurations t t r if Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 545 1109 3 17 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 592 1205 3 18 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1209 1798 1205 vC1, stage 1 conf vol 1205 vC2, stage 2 conf vol 592 vCu, unblocked vol 1209 1798 1205 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %100 88 97 cM capacity (veh /h)577 153 224 Direction, Lahti #.E8 1 EB 2 W13 ,1 W6, 2 -m..SB Volume Total 0 592 1205 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 153 224 Volume to Capacity 0.00 0.35 0.71 0.00 0.12 0.03 Queue Length 95th (ft)0 0 0 0 10 2 Control Delay (s)0.0 0.0 0.0 0.0 31.6 21.6 Lane LOS D C Approach Delay (s)0.0 0.0 29.0 Approach LOS D Interaectton umma Average Delay 0.4 Intersection Capacity Utilization 68.4%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development A, \0- 41 Movement EBL EBT W8T M .. m. SBI.SSF ..... .. Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 1155 471 27 4 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (v ph)8 1255 512 29 4 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 541 1783 512 vC1, stage 1 conf vol 512 vC2, stage 2 conf vol 1271 vCu, unblocked vol 541 1783 512 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 97 100 cM capacity (veh /h)1027 148 562 birec:66h Lane 4' ,' .:E'B "l ..E8'2 1t(t 3 WB 2 8871. Volume Total 8 1255 512 29 4 2 Volume Left 8 0 0 0 4 0 Volume Right 0 0 0 29 0 2 cSH 1027 1700 1700 1700 148 562 Volume to Capacity 0.01 0.74 0.30 0.02 0.03 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 0.0 0.0 30.0 11.4 Lane LOS A D B Approach Delay (s)0.1 0.0 23.8 Approach LOS C ntersection Summary Average Delay 0.1 Intersection Capacity Utilization 70.8%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development i 'E- \ 4/ ESL ' E8T ' 111T8T" 1I f 98k Lane Configurations t t r Vi r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 548 1114 4 19 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 596 1211 4 21 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1215 1807 1211 vC1, stage 1 conf vol 1211 vC2, stage 2 conf vol 596 vCu, unblocked vol 1215 1807 1211 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 86 97 cM capacity (veh /h)574 152 222 Direct 6h, Lane EB 1 " EB 2 - WB 1.W8 2 88 1 SB 2' Volume Total 0 596 1211 4 21 7 Volume Left 0 0 0 0 21 0 Volume Right 0 0 0 4 0 7 cSH 1700 1700 1700 1700 152 222 Volume to Capacity 0,00 0.35 0.71 0.00 0.14 0.03 Queue Length 95th (ft)0 0 0 0 11 2 Control Delay (s)0.0 0.0 0.0 0.0 32.3 21.7 Lane LOS D C Approach Delay (s)0.0 0.0 29.7 Approach LOS D rlterS'Ctlflll`$Umm$ry Average Delay 0.4 Intersection Capacity Utilization 68.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 1 Tra Analysis 1 40 1 I Northridge Development Albemarle County, Virginia t r 1 tPrepared for: University of Virginia Health Services Foundation January 2oo8 Kimley -Horn and Associates, Inc, 20o8 Kimley -Horn and Associates, Inc. 1 Traffic Analysis for Northridge Development Albemarle County, Virginia Prepared for: University of Virginia Health Services Foundation Prepared by: Kimley -Horn and Associates, Inc. Suite 1050 222 Central Park Avenue Virginia Beach, Virginia 23462 P: 757.213.8600 F: 757.213.8601 117008000 January 25, 2008 Table of Contents 1.o EXECUTIVE SUMMARY ................. ............................... i 2.0 INTRODUCTION ............................ ...............................3 3.0 PROJECT BACKGROUND .............. ...............................5 3.1 STUDY AREA ..................................................................... ............................... 5 3.2 EXISTING LAND USE .......................................................... ............................... 5 3.3 EXISTING CONDITIONS ....................................................... ............................... 5 3.4 EXISTING TRAFFIC ............................................................ ............................... 6 4.0 PARKING GENERATION ................ ..............................8 4.1 EXISTING NORTHRIDGE BUILDING PARKING OCCUPANCY ......... ..............................8 4.2 PROPOSED NORTHRIDGE DEVELOPMENT PARKING GENERATION ............................. 9 5.o TRAFFIC GENERATION .................. .............................13 5.1 PROPOSED DEVELOPMENT TRIP GENERATION ...................... ............................... 13 6.o TRAFFIC DISTRIBUTION ............... .............................15 7. SITE ACCESS AND TRAFFIC ASSIGNMENT .................17 8.0 PROJECTED TRAFFIC VOLUMES ...............................18 8 .1 HISTORIC TRAFFIC GROWTH ............................................. ............................... 18 8 .2 TOTAL TRAFFIC .............................................................. ............................... 18 9.0 TRAFFIC ANALYSIS ........................ .............................21 9.1 IVY ROAD/NORTMUDGE MAIN ENTRANCE .......................... ............................... 22 9.2 IVY ROAD/SERVICE ENTRANCE ......................................... ............................... 25 1o.o CONCLUSIONS AND RECOMMENDATIONS .............26 APPENDIX ......................................... ...............................28 Northndge Development i.o Executive Summary anuan 25, 2008 The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. Figure 1 illustrates the site location. The proposed development is planned to include a new, 62,000 square foot (sf) building consisting of a 54,000 sf long term acute care (LTAC) facility (40 adult beds and 10 pediatric beds) and 8,000 sf of radiology support services. In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by the University of Virginia (UVA) and will be maintained with similar uses by the UVA Health Services Foundation. Parking to support the proposed development cannot be provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended: Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off -site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off -site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minimally increase the volume of traffic on Ivy Road and at study area intersections. To mitigate potential operational issues and provide for acceptable levels of service throughout the study area, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two -way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Page 1 Northndge Development 1anuan• 25, 2008 Ivy Road/Service Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and difficult to discern) Page 2 Northridge Development 2.0 Introduction Jarmary 25 2008 The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. In general, the site is bounded by a Volvo dealership to the west, a Fleet Operations building to the east, Ivy Road to the south, and the CSX Railroad to the north. As shown in Figure 1, Ivy Road runs in an east /west direction and connects to the U.S. Route 29/250 Bypass to the east of the site. The proposed development is planned to include an approximately 62,000 square foot (sf) building to contain the following: Long term acute care facility- 54,000 sf (40 adult beds and 10 pediatric beds) Radiology support services -8,000 sf The anticipated construction and occupancy timeline for the proposed building is approximately three years -2010. The proposed building is planned to occupy an undeveloped portion of the existing Northridge property, as well as part of the existing Kirtley property, which was previously occupied by TJMF Distribution Center and the Lee Tennis Products office building. Both the warehouse and the office building have been acquired by UVA and will be maintained with similar uses by the UVA Health Services Foundation. Kimley -Horn and Associates, Inc. (KHA) has been retained to perform a traffic impact analysis for the proposed development. This report has been prepared for submittal to Albemarle County to evaluate existing conditions as well as future traffic conditions that include the proposed proj ect. Page 3 4A 1-0 VE ST • Brook;td CA Tftn T tak North Z' IV farmfngtxrTr Country Club Fkwdon 01 f. 445,w ta z oy Po 4r 10910 L Ednarn Forest Rivers r of Virgin,& 26o'9 zy Le Bodwood Ir" Club I\ Bellow A- WIN. 0 20M MooQuest Ir4c,02006 N)kVTK Northridge Development Site Location FIGURE Kimley-Horn Albemarle County, Virginia and Associates, Inc. 1 TIES DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IM[PROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KJMLEY-HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC Ow iw Northridge Development January 25, 2008 3.0 Project Background 3.1 Study Area The study area for this analysis includes the following roadways and intersections: Roadways Ivy Road (U.S. Route 250) Intersections Ivy Road/Northridge Main Entrance (existing Northridge building) Ivy Road/Service Entrance (former TJW Distribution Center and Lee Tennis Products) 3.2 Existing Land Use Land use and development in the study area include medical, office, commercial, and industrial uses. In the vicinity of the proposed development, there is a medical office building, a warehouse, a small office building, and a Volvo dealership. 3.3 Existing Conditions Ivy Road (U.S. Route 250) is the primary thoroughfare within the study area. U.S. Route 250 runs parallel to Interstate 64 between Richmond and Staunton, from which point it continues northwest into West Virginia, eventually connecting to Interstate 79. Regionally, Ivy Road provides access to the U.S. Route 29/250 Bypass and to the University of Virginia. Within the study area, Ivy Road is a three -lane roadway with a two -way left -turn lane (TWLTL). Several signalized intersections are located along Ivy Road, as well as numerous unsignalized driveways. The posted speed limit on Ivy Road is 45 miles per hour. Traffic counts estimated by the Virginia Department of Transportation (VDOT) indicate that in 2006, Ivy Road was carrying approximately 14,000 vehicles per day (vpd) in the vicinity of the proposed development. Traffic counts were conducted by Kimley -Horn and Associates, Inc. in November 2006 on Ivy Road, and these counts indicated that the average weekday daily traffic (ADT) volume was approximately 17,800 vpd. Existing roadway laneage for study area roadways and intersections is illustrated in Figure 2. Page 5 Northridge Development 3.4 Existing Traffic January 25, puns AM and PM peak hour weekday turning movement counts were performed by Peggy Malone and Associates, Inc. at the following study intersections: Ivy Road/Northridge Main Entrance — November 15, 2006 Ivy Road/Service Entrance — November 15, 2006 In addition to turning movement counts, an ADT volume count was conducted on Ivy Road on November 14 and 15, 2006. This count indicated an ADT volume of 17,800 vpd. Study peak hour turning movement volumes at intersections are shown in Figure 2. Page 6 T North Not to Scale UCt6 C Q) w U C CB 2E C W 4) U n z N (7 NVN 26 (3) I I 1 115 (8)I y 4 399 (944) 4 404 (890) 0) 7 __)# (1) 16 Ivy Road 464) 979 (494) 1028 — Legend OUnsignalized Intersection 4 Laneage XX (XX) - AM (PM) Peak Hour Volume PPP" F1 Northridge Development Existing Peak Hour FIGURE Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENTOF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORI7ATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABII= TO K1MLEY -HORN AND ASSOCIATES, INC. Northridge Development 4.0 Parking Generation January 25, 2008 No new parking is planned to be provided exclusively for the proposed Northridge development. The parking lot at the existing Northridge building will be modified to accommodate the main entrance and drop -off for the proposed Northridge development. Likewise, the existing parking lot adjacent to the office building will be modified to accommodate a drop -off for patient transfer vehicles. Parking generation potential for the existing and proposed land uses was calculated using parking generation rates published in Parking Generation (Institute of Transportation Engineers [ITE], 3rd Edition, 2004) to determine if the existing parking areas will be adequate to support the addition of the proposed Northridge development. 4A Existing Northridge Building Parldng Occupancy ITE Code 720 (Medical - Dental Office Building) was used to approximate the parking generation potential of the existing 58,770 sf Northridge building. In addition, K.imley -Hom verified existing parking inventory and collected actual occupancy data on Wednesday, December 5, 2007 at 10:00 AM, 12:00 PM, 2:00 PM, and 4:00 PM. Staff and visitor parking were counted separately; however, they are combined for analysis purposes. Parking demand generated by ITE was supplemented with actual occupancy counts, and the surrounding hours were adjusted accordingly. The peak occupancy count was nearly identical to the peak parking demand generated by ITE; however, actual occupancy later in the afternoon was less than generated by ITE. Table 1 below summarizes the parking demand at the Northridge building by the hour and indicates the number of remaining (unoccupied) parking spaces. Any facility that is at least 90% occupied is considered "full' by industry standards to account for circulation, turnover, and access. The number of available spaces has accordingly been reduced to account for 90% occupancy rather than 100% in order to maintain some surplus for circulation and turnover. Page 8 Northndge Development Table 1— Hourly Parking Demand at Existing Northridge Building January 25, 2008 Hour Beginning 6:00 AM Parking Demand 20 Unoccupied Parking Spaces 233 Actual Parking S Available (90%) 208 7:00 AM 32 221 196 8:00 AM 102 151 126 9:00 AM 175 78 53 10:00 AM 206 47 22 11:00 AM 206 47 22 12:00 PM 160 93 68 1:00 PM 164 89 64 2:00 PM 177 76 51 3:00 PM 163 90 65 4:00 PM 132 121 96 5:00 PM 100 153 128 6:00 PM 75 178 153 A total of 254 parking spaces (88 staff and 166 visitor) are currently provided at the Northridge site. With the proposed modifications, 253 total parking spaces will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 253 spaces. Table 1 indicates that only 22 parking spaces are available during the peak demand period (10:00 AM to 12:00 PM). 4.2 Proposed Northridge Development Parking Generation Parking Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. E Code 6 02 (Nursmg Iome was used for the LTAC due to low peak hour and daily parking/traffic generation observed at existing LTAC facilities. Parking generation for the LTAC based on gross floor area (54,000 sf) results in a demand significantly higher than if generated based on beds (50 beds). To provide a worse case scenario, parking demand was generated based on gross floor area. ITE Code 720 (Medical - Dental Office Building) was used to generate parking demand for the 8,000 sf Radiology Support Services. Table 2 below summarizes the parking generation potential of the proposed Northridge development by the hour. Page 9 Northridge Development January 25, 2008 Table 2— Hourly Parking Generation Potential of Proposed Northridge Development Hour Beginning 6:00 AM ParkingLTAC Demand 21 Radiology Parking Demand 2 Total Parking Demand 23 7:00 AM 26 5 31 8:00 AM 31 14 45 9:00 AM 35 24 59 10:00 AM 33 29 62 11:00 AM 34 29 63 12:00 PM 34 25 59 1:00 PM 35 23 58 2:00 PM 57 25 82 3:00 PM 57 28 85 4:00 PM 31 26 57 5:00 PM 14 21 35 6:00 PM 13 10 23 Table 2 indicates a total parking demand of 85 vehicles during the peak parking period (3:00 PM to 4:00 PM). Although the peak parking period occurs later than at the existing Northridge facility, the parking demand was compared to available spaces at the existing facility to determine whether additional parking spaces will be required. Table 3 summarizes the total parking demand and availability. Table 3— Hourly Parking Space Allocation Hour Beginning 6:00 AM Parkin Existing Northridge D• 20 Existing Parking Spaces Available 9i 208 Proposed Northridge Development Parking 23 Net Parking Spaces 185 7:00 AM 32 196 31 165 8:00 AM 102 126 45 82 9:00 AM 175 53 59 6 10:00 AM 206 22 62 40 11:00 AM 206 22 63 41 12:00 PM 160 68 59 9 1:00 PM 164 64 58 6 2:00 PM 177 51 82 31 3:00 PM 163 65 85 20 4:00 PM 132 96 57 39 5:00 PM 100 128 35 93 6:00 PM 75 153 23 130 As indicated in Table 3, there is not sufficient parking supply at the existing Northridge building to accommodate the parking demand from the proposed Northridge development during the peak parking period from 11:00 AM to 12:00 PM. In order to accommodate the additional parking Page 10 Northridge Development January 25, 2008 demand and maintain a 10% surplus to account for circulation and turnover, an additional 41 parking spaces are needed on the Northridge site. Using a parking rate of 0.9 vehicles per employee (ITE Code 620), this results in the need to relocate approximately 46 employees to off - site or satellite parking. The UVA Health Services Foundation has indicated that they will commit to relocating at least 46 employees by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Shuttle service is currently provided at the Northridge building. If the 46 employees cannot be accommodated at a nearby property, satellite parking with shuttle service could be utilized by either existing Northridge employees or future LTAC employees because parking will be shared between the two facilities. It should be noted that the potential parking demand for the proposed Northridge development was generated on the conservatively high side. Actual parking conditions should be monitored periodically. In addition, it is anticipated that some parking spaces will be available on the existing Kirtley property near the warehouse building. Existing parking occupancy data could not be collected at the existing office and warehouse buildings on the Kirtley property as they are both currently vacant. However, parking generation potential was determined based on ITE rates. ITE Code 710 (General Office) was used to generate parking demand for the 4,300 sf office building. ITE Code 150 (Warehousing) was used to generate parking demand for the 23,000 sf warehouse building. Table 4 below summarizes the hourly parking generation potential of these facilities. Table 4— Hourly Parking Generation Potential of Existing Kirtley Property Hour Beginning Office Parking Demand Warehouse Parking Demand Total Parking Demand Unoccupied Parking Spaces Actual Parking Spaces Available (90 °l0) Page 11 Northndge Development January 25, 2008 A total of 59 parking spaces (21 office and 38 warehouse) are currently provided on the Kirtley property. With the proposed modifications, 48 total parking spaces (10 office and 38 warehouse) will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 48 spaces. Table 4 indicates that at least 21 parking spaces will be available on the Kirtley property, even during peak times. The UVA Health Services Foundation may choose to allow LTAC employees to park near the Kirtley warehouse to reduce the number of employees that must be accommodated at an off -site or satellite facility. Page 12 Northndge Development 5.o Traffic Generation January 25. 2008 Traffic generation potential for the proposed development was determined using traffic generation rates published in Trip Generation (Institute of Transportation Engineers [ITE], V Edition, 2003). 5.1 Proposed Development Trip Generation Table 5 summarizes the estimated traffic generation potential for the proposed development under the future build -out (2010) scenario. Trip Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. TTE Code 620 (Nursing Home) was used for the LTAC due to low peak hour and daily traffic generation observed at existing LTAC facilities. TTE Code 720 (Medical- Dental Office Building) was used to approximate the trip generation potential of the Radiology Support Services. Table 5— Proposed Development Trip Generation —Full Build -out ITE AM Code Description Size Unit Daily In 620 Long Term Acute Care 54,000 sf 329 *14 Peak Hour Out 7 PM Total In 21 11 Peak Hour Out Total 12 23 720 Radiology Support Services 8,000 sf 289 16 4 20 8 22 30 Total New Site Generated Trips 618 30 11 41 19 34 53 Note: A directional distribution of 69% entering and 31% exitine was assumed based on AM Peak Hour of the Generator data using "beds" as an independent variable. Table 5 indicates the proposed development having the potential to generate a total of 618 new daily trips, 41 of those occurring in the AM peak hour and 53 occurring in the PM peak hour. Although 46 employees will be parked at an off -site location, it is unclear at this time whether they can be accommodated at a nearby property or if they will utilize satellite parking with shuttle service. For the purposes of the traffic analysis, in order to analyze a worse case scenario, no trip reductions were applied to the estimated trip generation potential to account for employees that may be shuttled from satellite parking locations. It should be noted that while assigning the full trip generation potential to the study area intersections will appropriately account for additional traffic on Ivy Road, it will overstate the turning movements at the site driveways. Page 13 Northridge Development January 25, 2008 In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by UVA and will be maintained with similar uses by the UVA Health Services Foundation. Because these buildings were occupied by their former tenants at the time of the data collection (November 2006), trips associated with these uses are included in the existing traffic counts and will not be generated as new site trips. Page 14 F1 tNorthtidge Development )anua7 25, 2008 6.o Traffic Distribution The directional distribution and assignment of trips generated by a development is typically based on a review of existing roadway volumes, an understanding of travel patterns within the study area, and from assumptions of anticipated shifts in travel patterns due to the construction of the development. In the case of the proposed development, directional distribution was determined from the existing Northridge building, a similar land use. The following distribution applies to the 2010 development condition: 85% to /from the east on Ivy Road 15% to /from the west on Ivy Road Site traffic distribution is illustrated in Figure 3. Page 15 FIGURE_Northridge Development Kimley -Horn Albemarle County, Virginia Trip Distribution 3 and Associates, Inc. THUS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED FI:USE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY_HORN AND ASSOCIATES, INC SHALL BE RTTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC T North Not to Scale UCCO C W U t6 C6 GLU O a OU O O Z a eo 5%1 80% 15 %)5% $ 5j%15% 15%15%I Road 5 %) - Legend OUnsignalized Intersection XX(XX) Inbound(Outbound)Trips FIGURE_Northridge Development Kimley -Horn Albemarle County, Virginia Trip Distribution 3 and Associates, Inc. THUS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED FI:USE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY_HORN AND ASSOCIATES, INC SHALL BE RTTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC 1 r.. Northridge Development January 25, 2008 7.0 Site Access and Traffic Assignment Ivy Road (U.S. Route 250) will be the primary corridor providing access to the proposed development. The main entrance to the proposed building will be located on the east side of the building at the parking (ground) level. As a result, all visitors, patients, and staff will utilize the Northridge Main Entrance, which will also continue to serve the existing Northridge building. An ambulance/transfer vehicle drop -off will be provided on the west side of the building. Due to the elevation change over the two adjacent properties, this entrance will provide direct access to the second floor Long Term Acute Care (LTAC) facility. The existing Service Entrance will therefore provide access to a very small portion of proposed LTAC traffic and will continue to provide access to the existing warehouse and two-story office buildings. r It is assumed that approximately 5% of LTAC traffic will utilize the Service Entrance. All other proposed Northridge traffic will utilize the Northridge Main Entrance. Page 17 Northridge Development lanuarn. O) 2008 8.o Projected Traffic Volumes 8.1 Historic Traffic Growth Historic traffic growth is the increase in traffic volumes due to usage increases and non - specific growth throughout an area. One method of dete reasonable growth rates for an area is to research past traffic counts for a roadway or intersection. The following are traffic counts from the VDOT count program: Ivy Road 2006 - 14,000 vehicles per day (vpd) 2005 - 15,000 vpd 2004- 14,000 vpd 2003 - 13,000 vpd 2002 - 14,000 vpd 2001 - 12,000 vpd Based on the VDOT data, a background growth rate of 5.5% was used in this study. No other major developments that need to be considered in the analysis are anticipated in the vicinity of the proposed development. Any redevelopment or smaller development in the site's vicinity is assumed to be accounted for by the background growth factor. 8.2 Total Traffic To obtain total 2010 build -out traffic volumes, existing (November 2006) traffic volumes were incrementally increased using the aforementioned background growth rate. Existing turning movement volumes were increased by 17.4 percent to reflect future background traffic growth for three years (to 2010). Once background traffic volumes were established, traffic associated with the proposed development was added to develop 2010 total (build -out) traffic volumes. The following figures illustrate future turning movement volumes: Figure 4 -2010 AM peak hour Figure 5 --2010 PM peak hour Page 18 North Not to Scale UCCE CUj U C C CUc6 CLU p 4) U U Z N c7 NRN 1 26 (1) [27] 115 (24) [139] 4 469 (2) [471] f— 475 (1) [476] 7] (0) 7 __$ [21] (5) 16 —1I Ivy Road 1155] (5) 1150 —1 [1208] (1) 1207 — Legend 0 - Unsignalized Intersection XX (XX) [XX] - Background (Site) [Total] Peak Hour Volumes PPP1 Northridge Development Future (2010) AM Peak FIGURE Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 4,and Associates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR TTHE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES. INC. PPP" F1 FIGURENorthridgeDevelopmentFuture (2010) PM Peak Kinnley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SER IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED_ REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC North Not to Scale UCB CW NU O CCLS C W Cno OU Z O Z C/) EF FT NpjV E N II _ 3 (1) [41 II 1 8 (15) [231 5) [11141 y f— 1045 (1) [10461 01 (0) 0 i61109 41 (3) 1 Ivy Road 5481 (3) 545 —H 5821 (2) 580 —0 Legend 0 - Unsignalized Intersection XX (XX) [XX] - Background (Site) [Total] Peak Hour Volumes PPP" F1 FIGURENorthridgeDevelopmentFuture (2010) PM Peak Kinnley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SER IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED_ REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northndge Development 9.o Traffic Analysis Janua7 25, 2008 Capacity analyses for the unsignalized intersections in the AM and PM peak hours (Appendix) were performed for the following scenarios: Existing 2010 no build (background) 2010 build -out with the proposed development Analyses were completed to determine the operating characteristics of study area intersections and roadways using Synchro Professional 6.0, which uses methodologies contained in the 2000 Highway Capacity Manual (HCM) [TRB Special Report 209, 2000]. Intersection turning movement counts were used with information about the number of lanes and traffic control to determine existing and future levels of service. Level of service (LOS) describes traffic conditions —the amount of traffic congestion —at an intersection or on a roadway. LOS ranges from A to F —A indicating a condition of little or no congestion and F a condition with severe congestion, unstable traffic flow, and stop- and -go conditions. For intersections, LOS is based on the average delay experienced by all traffic using the intersection during the busiest peak) 15- minute period. LOS A through D are generally considered acceptable. Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours. The results are presented in the following summaries, and supporting calculations are presented in the Appendix. Page 21 Northndge Development January 25, 2008 9.1 Ivy Road /Northridge Main Entrance This unsignalized intersection currently provides the following laneage: Ivy Road (eastbound} --one exclusive through lane and one exclusive left -turn lane Ivy Road (westbound)- -one exclusive through lane and one exclusive right -turn lane Northridge Main Entrance (southbound) --one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS D and F during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is expected to worsen to LOS E during the AM peak hour. Under the same conditions, delay is anticipated to increase significantly during the PM peak hour such that the movement continues to operate at LOS F. Table 6 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table "vy Road/Northridge Main Entrance Intersection Unsignalized LOS Under future traffic conditions, operations on Ivy Road will not change appreciably. Levels of service for all movements except for the southbound (site driveway) left -tum movement will not change under future traffic conditions. To improve operations for the southbound (site driveway) approach would require that a traffic signal be installed. Traffic signal warrant analyses were performed at this location referencing the Manual on Uniform Traffic Control Devices (MUTCD) 2003 Edition to evaluate the need for traffic signalization under existing (2006) conditions. According to the MUTCD, a traffic control signal should not be installed unless one or more of the signal warrants in the MUTCD are met. However, "the satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal." The three main warrants are as follows: Page 22 1 aw Warrant 3 (Peak Hour Volume volumes meet or exceed the necessary thresholds for this warrant during four hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for one hour. These warrants are based on mainline and side street traffic volumes, number of travel lanes (one per approach), and mainline travel speed (45 mph). As is common practice, right -turn volumes were excluded from the projected side street volumes because an exclusive right -turn lane is provided Detailed warrant analyses are included in the Appendix. Based on existing ADT volumes and four hours of turning movement volumes, analyses indicated that the intersection of Ivy Road and the Northridge Main Entrance currently warrants a traffic signal. Although a full 12 -hour turning movement count was not performed at this time, signal warrants were evaluated using reasonable estimates of the hourly distribution of outbound left- turn volumes based on ITE daily trip generation. Existing peak hour inbound and outbound trips very closely mirror estimated ITE trip generation for the existing Northridge building. bw With this signal and based on projected traffic volumes, vehicle queues in eastbound and westbound (Ivy Road) through lanes will not extend through adjacent intersections /driveways and create blockages. Table 7 summarizes signalized level of service at this intersection for future scenarios. 1 Page 23 Northridge Development January 25, 2006 Warrant 1 (Eight -Hour Vehicular Volume)--is satisfied if ONE of the following conditions exists for any eight hours of a day: Condition A (Minimum Vehicular Volume volumes do not meet or exceed the necessary thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. Condition B (Interruption of Continuous Traffic volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant rr.to be met, volume thresholds must be at or above thresholds for eight hours. Combination of Condition A and B (Combination of Condition A and B)— volumes do not meet or exceed the necessary combination of thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. Warrant 2 (Four -Hour Vehicular Volume )--volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for four hours. aw Warrant 3 (Peak Hour Volume volumes meet or exceed the necessary thresholds for this warrant during four hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for one hour. These warrants are based on mainline and side street traffic volumes, number of travel lanes (one per approach), and mainline travel speed (45 mph). As is common practice, right -turn volumes were excluded from the projected side street volumes because an exclusive right -turn lane is provided Detailed warrant analyses are included in the Appendix. Based on existing ADT volumes and four hours of turning movement volumes, analyses indicated that the intersection of Ivy Road and the Northridge Main Entrance currently warrants a traffic signal. Although a full 12 -hour turning movement count was not performed at this time, signal warrants were evaluated using reasonable estimates of the hourly distribution of outbound left- turn volumes based on ITE daily trip generation. Existing peak hour inbound and outbound trips very closely mirror estimated ITE trip generation for the existing Northridge building. bw With this signal and based on projected traffic volumes, vehicle queues in eastbound and westbound (Ivy Road) through lanes will not extend through adjacent intersections /driveways and create blockages. Table 7 summarizes signalized level of service at this intersection for future scenarios. 1 Page 23 Northridge Development Januarc 25, 2008 Table 7 -I-vy Road/Northridge Main Entrance Intersection Signalized LOS To provide acceptable LOS at this intersection as indicated in Table 7, the following are recommended: Maintain existing laneage Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Figure 6 shows recommended laneage and traffic control at this intersection. Detailed level of service calculations are provided in the Appendix. Page 24 Northridge Development January 25, 2008 9.2 Ivy Road /Service Entrance This unsignalized intersection currently provides the following laneage: Ivy Road (eastbound}- -one exclusive through lane and one exclusive left -turn lane Ivy Road (westbound}- -one exclusive through lane and one exclusive right -turn lane Service Entrance (southbound) ---one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS C and D during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is anticipated to worsen to LOS D during the AM peak hour and maintain LOS D during the PM peak hour. Operations on Ivy Road, including the eastbound left -turn movement into the site, will be negligibly impacted by the development. Table 8 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table 8 —Ivy Road/Service Entrance Intersection Unsignalized LOS No improvements are recommended at this intersection. Detailed level of service calculations are provided in the Appendix. Page 25 i 1 1 L 1 1 1 1 1 r r 1 1 1 Northridge Development January 25, 2008 io.o Conclusions and Recommendations Parking to support the proposed development cannot be provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended:- Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off-site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off-site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minimally increase traffic volumes on Ivy Road and at study area intersections. Recommended improvements will mitigate development traffic impacts. To maintain acceptable traffic operations at study intersections, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two-way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Ivy Road/Service Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and diffi( discern) ppw-MF1 FIGURENorthridgeDevelopmentRecommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH ME CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR TlIF SPECIFIC PURPOSE AND CLIENT FOR WHICH IT 'A AS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY RIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIWEY -HORN AND ASSOCIATES, INC North Not to Scale UCE CW U C C 4 CE CW da U UU) O Z n a n Ivy Road Legend Signalized Intersection OUnsignalized Intersection f Existing Laneage ppw-MF1 FIGURENorthridgeDevelopmentRecommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH ME CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR TlIF SPECIFIC PURPOSE AND CLIENT FOR WHICH IT 'A AS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY RIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIWEY -HORN AND ASSOCIATES, INC Northridge Development Appendix January 25, 2008 Page 28 Existing Traffic Counts Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy AM Site Code : 00003395 Start Date : 11 /15/2006 Page No : 1 08:00 AM East entrance to property 0 7 Ivy Rd. 9 30 0 114 0 0 0 Ivy Rd. 0 0 226 2 0 Southbound 351 08:15 AM Westbound 0 8 Northbound 9 39 Eastbound 0 0 S= - rune Right r. Led Pads APPTote!RrgM 7hm Left Peels APP.To181 Right Thin Led Peels Toil Right Thm Left Peds T.tdTotal 3rd. Total Factor 1.0 1.0 TV 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 0 3.0 0 IA 0 0 i.0 0 I.G 136 1.0 1 1.0 0 137 203 07:00 AM 1 0 5 0 6 8 52 0 0 0 60 76 0 0 0 0 0 0 0 167 1 0 168 249 07:15 AM 1 0 4 0 0 5 5 5 19 71 101 0 0 0 120 0 0 0 0 0 0 268 I 0 269 394 07:30 AM 1 0 4 0 3 0 3 27 92 0 0 119 0 0 0 0 0 0 306 6 0 312 434 07:45 AM Tn1a1 0 3 0 16 0 19 59 316 0 0 375 0 0 0 0 0 0 877 9 0 886 1280 08:00 AM 2 0 7 0 9 30 84 0 0 114 0 0 0 0 0 0 226 2 0 228 351 08:15 AM 1 0 8 0 9 39 127 0 0 166 0 0 0 0 0 0 228 7 0 235 410 08:30 AM 1 0 2 0 3 22 122 0 0 144 0 0 0 0 0 0 195 1 0 196 343 08:45 AM 3 0 13 0 16 28 90 0 0 118 0 0 0 0 0 0 224 9 0 233 367 Total 7 0 30 0 37 119 423 0 0 542 0 0 0 0 0 0 873 19 0 892 1471 Grand Total 10 0 46 0 56 178 739 0 0 917 0 0 0 0 0 0 170 28 0 1778 2751 Apprch %17.9 0.0 82 1 0.0 19.4 80.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0 Total %0.4 0.0 1.7 0.0 2.0 6.5 26.9 0.0 0.0 333 0.0 0.0 0.0 0.0 0.0 0.0 63.6 1.0 0.0 64.6 Ivy Rd Ivy Rd Westbound Northbound Eastbound ft Peels AM. I "'°"' I """ I L& Peels APP Right Thm Led _ Peck APP 1 TMeI Toml Total Told 115 404 East entrance to property 0 Southbound 0 0 Stett7une Right Thu Left Peels APP Total xk hour From 0790 AM to 08:45 AM - Pesk i or I 0 Intersection 07:30 AM 222 77.8 volume 4 0 22 0 26 Percent 15.4 0.0 84.6 0.0 0.0 07:45 0 0 3 0 3 Volume 27 92 Peak Factor 0 119 MA luL 08:00 AM 0 0 Volume 2 0 7 0 9 Peak Factor 434 0.722 Ivy Rd Ivy Rd Westbound Northbound Eastbound ft Peels AM. I "'°"' I """ I L& Peels APP Right Thm Led _ Peck APP 1 TMeI Toml Total Told 115 404 0 0 519 0 0 0 0 0 0 102 16 0 1044 1589 222 77.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.5 1.5 0.0 27 92 0 0 119 0 0 0 0 0 0 306 6 0 312 434 0.915 08:15 AM 6:45:00 AM 07:45 AM 39 127 0 0 166 0 0 0 0 0 0 306 6 0 312 0.782 0.837 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy PM Site Code : 00003395 Start Date : 11/15/2006 Page No : 1 rnt to Printarl_ Z _ Vahirkac 05:00 PM East entrance to property 0 41 Ivy Rd. 43 2 227 0 0 229 0 0 Ivy Rd. 0 0 0 136 Southbound 0 136 Westbound 05:15 PM 1 Northbound 19 0 Eastbound 2 240 Stan Time Right TMru Left Peels T Right I TMm I Left I Peels T Right 71uu Le@ Peels 05:30 PM Right Mm l ft Pods Tom]Iota! Paetor 1.01 0 223 0 1.01 1.01 1.01 1.0111 0 1.01 1.01 1.0 1.0 361 1.0 1 1.0 0 7 0 11 04:00 PM 8 0 18 0 26 13 186 0 0 199 0 0 0 0 0 0 136 1 0 137 362 04:15 PM 2 0 25 0 27 5 179 0 0 184 0 0 0 0 0 0 I23 2 0 125 336 04:30 PM 6 0 27 0 33 1 214 0 0 215 0 0 0 0 0 0 121 0 0 121 369 04:45 PM 4 0 28 0 32 3 209 0 0 212 0 0 0 1 1 0 109 0 0 109 354 Total 20 0 98 0 118 22 788 0 0 810 0 0 0 1 1 0 489 3 0 492 1421 05:00 PM 2 0 41 0 43 2 227 0 0 229 0 0 0 0 0 0 136 0 0 136 408 05:15 PM 1 0 19 0 20 2 240 0 0 242 0 0 0 0 0 0 128 1 0 129 391 05:30 PM 2 0 14 0 16 4 219 0 0 223 0 0 0 0 0 0 122 0 0 122 361 05:45 PM 4 0 7 0 11 8 233 0 0 241 0 0 0 0 0 0 82 1 0 83 335 Total 9 0 81 0 90 16 919 0 0 935 0 0 0 0 0 0 468 2 0 470 1495 Grand Total 29 0 179 0 208 38 17 0 0 1745 0 0 0 1 1 0 957 5 0 962 2916 Apprch %13.9 0.0 86.1 0.0 2.2 97.8 0.0 0.0 0.0 0.0 0.0 loo.0.0 99.5 0.5 0.0 Total %1.0 0.0 6.1 0.0 7.1 1.3 58.5 0.0 0.0 59.8 0.0 0.0 0.0 0.0 0.0 0.0 318 0.2 0.0 33.0 reua nosu room ur:w Intersection East entrance to property Ivy Rd.Ivy Rd. Volute Southbound Westbound Northbound Eastbound Smrt Timc Right TMru Left Peels t Right Thru Le8 1`01a TOW Right Thm ix@ Peels T Right Ttun LeR Peels Total reua nosu room ur:w Intersection r.v. w w...a ran 04:30 PM r W....,. 0.9 99.1 Volute 13 0 115 0 128 Percent 10.2 0.0 89.8 0.0 005:00 2 0 41 0 43 Volume 0 1 0.928 Peak Factor 0.250 15gh lat.05:00 PM Volume 2 0 41 0 43 Peak Factor 0.744 8 890 0 0 898 0.9 99.1 0.0 0.0 2 227 0 0 229 05:15 PM 0 0 0 2 240 0 0 242 0 0 0 1 0.928 0 0 0 1 1 0.0 0.0 0.0 100. 0 136 0 0 13600000 04:45 PM 0 0 13600011 0.250 0 494 I 0 495 0.0 99.8 0.2 0.0 0 136 0 0 136 05:00 PM 0 136 0 0 136 0.910 mt Tom/ 1522 408 0.933 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy AM Site Code : 00003396 Start Date : 11/15/2006 Page No : 1 08:00 AM West Entrance to pro perty 0 1 Ivy Rd. 2 8 88 0 0 96 0 0 0 Ivy Rd. 0 0 212 3 0 Southbound 313 08:15 AM Westbound 0 1 Northbound 2 6 Eastbound 0 0 S1artTane Right Ilan Left Pads Ate'Total R>&Ttaa Left Pelt Total 1 Tluu Left Fed$APP•Total Right Tiun Leff Pods App' Total 1- Total Factor 1.0 1 1.01 1.0 1.0 0 I.0 1 1.0 1.0 1.0 0 1-01 1.0 j 0 1.01 0 1.0 I 0 0 1.0 I 0 1.0 131 1 1.01 0 1.0 0 I31 193 07:00 AM 0 0 0 0 0 0 52 0 0 52 0 0 0 0 D 0 0 160 5 0 165 242 07:15 AM 0 0 0 0 0 3 74 98 0 0 0 0 77 105 0 0 0 0 0 0 256 0 0 256 362 07:30 AM 0 0 1 0 0 1 0 7 5 95 0 0 100 0 0 0 0 01 0 299 4 0 303 403 07:45 AM Total 0 0 0 0 0 1 0 1 1 15 319 0 0 334 0 0 0 0 01 0 846 9 0 855 1190 08:00 AM 1 0 1 0 2 8 88 0 0 96 0 0 0 0 0 0 212 3 0 215 313 08:15 AM 1 0 1 0 2 6 118 0 0 124 0 0 0 0 0 0 212 0 0 212 338 08:30 AM 1 0 1 0 2 5 129 0 0 133 0 0 0 0 0 0 199 1 0 200 335 08:45 AM 0 0 0 0 0 6 90 0 0 96 0 0 0 0 0 0 244 1 0 245 341 Total 3 0 3 0 6 25 424 0 0 449 0 0 0 0 0 0 867 5 0 872 1327 Grand Iota!3 0 4 0 7 40 743 0 0 783 0 0 0 0 0 0 173 14 0 1727 2517 Applch %42 9 0.0 57.1 0.0 5.1 94.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0 Total %0.1 0.0 01 0.0 03 1.6 29.5 0.0 0.0 31.1 0.0 0.0 0.0 0.0 0.0 0.0 68.1 0.6 0.0 68.6 reaK HOW rt v -- I West Entrance to property Ivy Rd. 425 Ivy Rd. 07 :30 AM Southbound Westbound Northbound Eastbound 2 0 That Left Peels APP'Total Right Thm LeII Peels App. Total eas APPRightThmLaIIPTote] Percent reaK HOW rt v -- I a-. 0 425 latersention 07 :30 AM 0.0 5 95 Volume 2 0 3 0 5 Percent 40.0 0.0 60.0 0.0 0 07:45 0 0 0 0 0 Volume Peak Factor High Int.08:00 AM Volume 1 0 1 0 2 Peak Factor 0.625 26 399 0 0 425 6.1 93.9 0.0 0.0 5 95 0 0 100 08:15 AM 6 118 0 0 124 0.857 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 6:45:00 AM 0 0 0 0 0 0 0 Right TThzu LLeII PPeels Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy PM Site Code : 00003396 Start Date : 11 /15/2006 Page No : 1 4rotim Printed_ Vehirlec 05:00 PM West Entrance to Property 0 9 Ivy Rd. 13 West Entrance to Property 230 0 Ivy Rd. 231 0 0 0 Southbound 0 0 Westbound 0 0 Northbound 366 05:15 PM Eastbound 0 5 Sit Thee Right TLm I,e@ Peels T Right Thin Le@ Peels Tml Right Thin I. 1 Peds Total Right 374 Left Pads Total Total Factor 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 0 04:00 PM 0 0 5 0 5 4 196 0 0 200 0 0 0 0 0 0 141 0 0 141 346 04:15 PM 3 0 2 0 5 2 164 0 0 166 0 0 0 0 0 0 115 0 0 115 286 0430 PM 0 0 2 0 2 3 213 0 0 216 0 0 0 0 0 0 126 0 0 126 344 04:45 PM 1 0 5 0 6 2 208 0 0 210 0 0 0 0 0 0 105 0 0 105 321 Total 4 0 14 0 18 11 781 0 0 792 0 0 0 0 0 0 487 0 0 487 1297 05:00 PM 4 0 9 0 13 1 230 0 0 231 0 0 0 0 0 0 122 0 0 122 366 05:15 PM 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374 05:30 PM 2 0 3 0 5 2 234 0 0 236 0 0 0 0 0 0 121 0 0 121 362 05:45 PM 0 0 0 0 0 0 241 0 0 241 0 0 0 0 0 0 91 0 0 91 332 Total 6 0 17 0 23 3 944 0 0 947 0 0 0 0 0 1 0 464 0 0 464 1434 Grand Total 10 0 31 0 41 14 172 0 0 1739 0 0 0 0 0 0 951 0 0 951 2731 0.95 High hd.05:00 PM 05:45 PM 3:45:00 PM Apprch %24.4 0.0 75.6 0.0 0.8 99.2 0.0 0.0 241 0.0 0.0 0.0 0.0 0 0.0 10 .0.0 0.0 Peak Factor 0.442 0.982 0.892 Total %0.4 0.0 1.1 0.0 1.5 0.5 632 0.0 0.0 63.7 0.0 0.0 0.0 0.0 0.0 0.0 34.8 0.0 0.0 34.8 West Entrance to Property Southbound Ivy Rd. Westbound West Entrance to Property Northbound Ivy Rd. Eastbound StettTtme Right I Thin I Lc@ I Pads Right I Ibtu Lett Peels Right Thta Leff Pads Right N,Le@ Pads T Total Peak How From 04:00 PM to 05:45 PM -Peak I of 1 Intersection 05:00 PM Volume 6 0 17 0 23 3 944 0 0 947 0 0 0 0 0 0 464 0 0 464 1434 Percent 26.1 0.0 719 0.0 0.3 94.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100.0.0 0.0 05:15 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374 Volume Peak Factor 0.95 High hd.05:00 PM 05:45 PM 3:45:00 PM 05:15 PM Volume 4 0 9 0 13 0 241 0 0 241 0 0 0 0 0 0 130 0 0 130 Peak Factor 0.442 0.982 0.892 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 Page: 1 Site Reference: 869700000000 File: D1113001.prn Site ID: 869700000000 City: Loc: Ivy Rd. s/o Ednam Dr.County: Direction: NORTH TIME MON TUE WED THU FRI SAT SUN WK TOT WK AVG 14 15 Lane 1 am pm am pm am pm am pm am pm am pm am pm am pm am pm 00:15 5 151 3 143 8 294 4 147 00:30 3 154 2 169 5 323 2 161 00:45 5 140 4 123 9 263 4 131 01:00 4 136 2 140 6 276 3 138 01:15 3 123 6 124 9 247 4 123 01:30 3 123 0 113 3 236 1 118 01:45 5 145 1 119 6 264 3 132 02:00 1 142 3 117 4 259 2 129 02:15 1 116 4 110 5 226 2 113 02:30 3 121 1 151 4 272 2 136 02:45 1 165 3 151 4 316 2 158 03:00 4 138 3 121 7 259 3 129 03:15 0 151 2 132 2 283 1 141 03:30 2 142 2 159 4 301 2 150 03:45 5 144 1 149 6 293 3 146 04 :00 4 151 7 167 11 318 5 159 04:15 2 175 4 167 6 342 3 171 04:30 1 140 6 151 7 291 3 145 04:45 4 161 4 163 8 324 4 162 05:00 8 137 11 160 19 297 9 148 05:15 11 142 17 185 28 327 14 163 05:30 20 158 28 164 48 322 24 161 05:45 36 139 37 144 73 283 36 141 06:00 44 105 53 108 97 213 48 106 06:15 59 116 48 120 107 236 53 118 06:30 82 134 94 107 176 241 88 120 06:45 108 100 112 105 220 205 110 102 07:00 123 67 129 109 252 176 126 88 07:15 137 69 145 62 282 131 141 65 07:30 213 62 183 62 396 124 198 62 07:45 287 66 261 45 548 111 274 55 08:00 293 42 323 41 616 83 308 41 08:15 244 31 246 31 490 62 245 31 08:30 230 39 248 43 478 82 239 41 08:45 234 29 210 41 444 70 222 35 09:00 253 35 252 51 505 86 252 43 09 :15 215 23 189 23 404 46 202 23 09:30 187 45 197 45 384 90 192 45 09:45 147 26 203 26 350 52 175 26 10:00 152 27 143 27 295 54 147 27 10:15 136 13 152 37 288 50 144 25 10:30 169 17 148 13 317 30 158 15 10:45 145 15 137 19 282 34 141 17 11:00 136 15 138 22 274 37 137 18 11 :15 124 14 124 10 248 24 124 12 11:30 151 8 166 8 317 16 158 8 11:45 140 10 139 11 279 21 139 i0 12:00 141 8 151 10 292 16 146 9 TOTALS 0 8691 8840 0 0 0 0 17531 8747 AM Times 7:45 7:45 7:45 7 :45 AM Peaks 1054 1078 2132 1066 PM Times 16:00 16:45 16:00 16:00 PM Peaks 627 672 1275 637 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 Site Reference: 868800000000 Site ID: 868800000000 Loc: Ivy Rd. s/o Ednam Dr. Direction: SOUTH TIME MON TUE WED pm am 14 24 15 Lane 1 am pm am pm am pm 00:15 12 129 12 133 00:30 9 136 6 146 00:45 10 144 9 132 01:00 7 136 3 161 01:15 5 152 2 133 01.30 6 161 3 135 01:45 3 158 6 152 02:00 4 136 1 159 02:15 2 170 6 151 02:30 2 168 3 172 02:45 4 150 9 149 03:00 3 148 3 150 03:15 7 133 1 155 03:30 2 185 1 150 03:45 2 202 1 174 04:00 0 199 2 203 04:15 1 197 2 190 04:30 1 210 0 195 04:45 5 217 4 226 05:00 0 215 1 209 05:15 2 236 6 247 05:30 5 256 7 248 05:45 2 276 1 237 06:00 9 226 5 231 06:15 23 202 15 198 06:30 22 202 18 179 06 :45 31 165 41 171 07:00 44 160 59 150 07:15 74 126 72 143 07:30 99 123 81 125 07:45 138 119 132 110 08:00 147 75 129 103 08:15 126 95 122 92 08:30 149 120 173 94 08:45 160 85 148 98 09.00 144 92 132 117 09:15 123 86 132 88 09:30 116 81 113 74 09:45 128 63 92 57 10:00 119 59 162 51 10:15 109 44 97 36 10:30 116 78 108 53 10:45 117 30 109 42 11:00 116 19 110 26 11:15 103 28 122 16 11:30 145 24 134 18 11:45 133 14 132 20 12:00 125 14 127 12 TOTALS 0 9154 8965 AM Times 8:00 8.30 AM Peaks 582 585 PM Times 17:15 17:15 PM Peaks 994 963 File: D1113002.prn City: County: THU FRI SAT SUN am pm am pm am pm am pm 0 0 0 0 Page: 1 WK TOT WK AVG am pm am pm 24 262 12 131 15 282 7 141 19 276 9 138 10 297 5 148 7 285 3 142 9 296 4 148 9 310 4 155 5 295 2 147 8 321 4 160 5 340 2 170 13 299 6 149 6 298 3 149 8 288 4 144 3 335 1 167 3 376 1 188 2 402 1 201 3 387 1 193 1 405 0 202 9 443 4 221 1 424 0 212 8 483 4 241 12 504 6 252 3 513 1 256 14 457 7 228 38 400 19 200 40 381 20 190 72 336 36 168 103 310 51 155 146 269 73 134 180 248 90 124 270 229 135 114 276 178 138 69 248 187 124 93 322 214 161 107 308 163 154 91 276 209 138 104 255 174 127 87 229 155 114 77 220 120 110 60 2B1 110 140 55 206 80 103 40 224 131 112 65 226 72 113 36 226 45 113 22 225 44 112 22 279 42 139 21 265 34 132 17 252 26 126 13 18119 9038 8:30 8:30 1161 580 17:15 17:15 1957 977 Existing Parking Occupancy Counts L7 M" KimleyHorn 1= and Associates, Inc. Recorded by: Emily Lintner Date: Wednesday, December 5, 2007 Parking Area Total No. of Spaces 10: 00 AM 12: 00 PM 2: 00 PM 4: 00 PM Occupied Available Occupied Available Occupied Available Occupied Available Northridge Health Services Center Staff 88 67 21 60 28 55 33 44 44 Visitors and Patients 166 139 27 100 66 122 44 88 78 Kirtley Office Building (BOB) - vacant 21 3 18 2 19 3 18 2 19 Kirtley Warehouse - vacant 38 0 38 0 38 0 38 0 38 Seig Warehouse 67 17 50 19 48 17 50 18 49 Moser Building - closed for renovations 23 0 23 2 21 3 20 0 23 Total 403 226 177 183 220 200 203 152 251 Northridge Development Occupancy Counts K:\ Project \TPTO\ 117008000 -North rid ge_ TIA_Update \3 Project Data \3 -02 Traffic Analysis \Parking_ Occupancy.xls Signal Warrant Analysis Ivy Road /Northridge Main Entrance Northridge Development TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS INTERSECTION NAME Ly Road /Northridge Main Entrance COUNT DATE Nov. 2006 INTERSECTION CONDITION lExisting (Nov. 2006 MAJOR STREET: Ivy Road # OF APPROACH LANES MINOR STREET Northrid a Main Entrance # OF APPROACH LANES 1 ISOLATED COMMUNITY WITH POPULATION LESS THAN 10, 000 (Y OR N) N 85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N) I Y WARRANT 1 — Eight -Hour Vehicular Volume Warrant Condition A. Minimum Vehicular Volume Condition B : Interruption of Continuous Traffic Combination: Combination of Condition A and Condition B WARRANT 2 — Four -Hour Vehicular Volume Warrant WARRANT 3 — Peak Hour Warrant 06. 00 AM MAJOR ST BOTH APPROACHES MINOR ST HIGHEST APPROACH WARRANT 1, Condition A WARRANT 1, Condition 8 WARRANT 1, Combination Warrant WARRANT 2 WARRANT 3 MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET CONDITION A CONDITION B MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET THRESHOLD VALUES 0 350 105 TO 525 53 0% ' 400 120 01. 00 PM 600 60 01 00 PM TO 02: 00 PM 06 00 AM TO 07. 00 AM 503 8 Y 03. 00 PM 83 10, 09i 03 00 PM TO Y 83 10. 0 °% 04 00 PM TO 05 00 PM 98 0700 AM TO 0800 AM 1, 201 16 Y 0 06 00 PM Y 07. 00 PM 66 Y 07 00 PM TO Y 37 4,$% 08 00 PM TO 08. 00 AM TO 09. 00 AM 1, 434 30 Y TO 10 00 PM Y 20% Y 825 Y 09 00 AM TO 10 00 AM 1 33 Y Y Y Y 10 00 AM TO 11'00 AM 1, 021 50 Y Y Y Y 11 00 AM TO 12.00 PM 1, 076 66 Y Y Y Y Y Y Y y y 1200 PM TO 01' 00 PM 1 66 Y Y Y Y Y Y Y Y Y 01. 00 PM TO 02400 PM 1 66 Y Y Y Y Y Y Y Y Y 02. 00 PM TO 03 00 PM 1, 164 83 Y Y Y Y Y Y Y Y y Y 03 00 PM TO 04. 00 PM 1, 296 83 Y Y Y Y Y Y Y Y Y Y 04 00 PM TO 05 00 PM 1, 702 98 Y Y Y Y I Y Y Y y Y Y 05 00 PM TO 06. 00 PM 1 81 Y Y Y Y Y Y Y Y Y Y 06 00 PM TO 07. 00 PM 1, 141 66 Y Y Y Y Y Y Y y y 07 00 PM TO 08 00 PM 684 37 Y Y Y Y OB 00 PM TO 09 00 PM 545 25 Y Y Y 09 00 PM TO to 00 PM I 400 17 Y y 16, 668 823 0 8 0 8 8 4 0 HOURS NEEDED NOT SATISFIED 8 HOURS NEEDED SATISFIED I 8 HOURS OF BOTH COND. A AND COND. B NEEDED NOT SATISFIED 4 HRS NEEDED SATISFIED I 1 HR NEEDED SATISFIED WARRANT 1 — Eight -Hour Vehicular Volume Warrant Condition A. Minimum Vehicular Volume Condition B : Interruption of Continuous Traffic Combination: Combination of Condition A and Condition B WARRANT 2 — Four -Hour Vehicular Volume Warrant WARRANT 3 — Peak Hour Warrant 06. 00 AM TO 07 00 AM 8 1, 0% 07. 00 AM TO 08 00 AM 16 za", ' 08. 00 AM TO 09 00 AM 30 3, 4% ' ' 09 00 AM TO 10 00 AM 33 4. D% 10 00 AM TO 11 00 AM 50 4. 07 11. 00 AM TO 12 00 PM 66 0% ' 12 00 PM TO 01. 00 PM 66;0% 01 00 PM TO 02: 00 PM 66 02. 00 PM TO 03. 00 PM 83 10, 09i 03 00 PM TO 04 00 PM 83 10. 0 °% 04 00 PM TO 05 00 PM 98 05. 00 PM TO 06 00 PM 81 0 06 00 PM TO 07. 00 PM 66 07 00 PM TO 08 00 PM 37 4,$% 08 00 PM TO 09. 00 PM 25 3. 0% 09. 00 PM TO 10 00 PM 17 20% 825 1000% Major street volumes are based on existing ADT data and peak hour TMC data, then factored to reflect background growth Minor side street volumes taken from AM and PM peak outbound left -turn volumes These volumes were used to determine peak hour % of total daily outbound traffic The remaining hourly percentages were smoothed around the peaks Daily outbound traffic is based on ITE Daily Trip Gen 2150 / 2 ' 90% of total day ' 85% left- turns) Traffic Analysis Ivy Road /Northridge Main Entrance Timing Plan: Existing AM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movertiera # ° _....EBL E8T WBT WBR SBL ""S8R' Lane Configurations t t if Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1028 404 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1117 439 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 564 1591 439 vC1, stage 1 conf vol 439 vC2, stage 2 conf vol 1152 vCu, unblocked vol 564 1591 439 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %98 86 99 cM capacity ( veh/h)1007 170 618 I3r atsn,_ _ e.• s % ::,, :; <' El3 °:.EB 2 W3 f WB 2 ::5$:1 ' ' 99Y . : Volume Total 17 1117 439 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 1007 1700 1700 1700 170 618 Volume to Capacity 0.02 0.66 0.26 0.07 0.14 0.01 Queue Length 95th (ft)1 0 0 0 12 1 Control Delay (s)8.6 0.0 0.0 0.0 29.6 10.9 Lane LOS A D B Approach Delay (s)0.1 0.0 26.7 Approach LOS D nterseGt1" mmary Average Delay 0.5 Intersection Capacity Utilization 64.1%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Mouement _. .,EBL rr EBT.1lUBT WBR SBIZ . Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)1 494 890 8 115 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 537 967 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 976 1507 967 vC1, stage 1 conf vol 967 vC2, stage 2 conf vol 539 vCu, unblocked vol 976 1507 967 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %100 36 95 cM capacity (veh /h)707 196 308 I}irectiait Lamed EB !: 'Eli 2,' B 1 Volume Total 1 537 967 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 707 1700 1700 1700 196 308 Volume to Capacity 0.00 0.32 0.57 0.01 0.64 0.05 Queue Length 95th (ft)0 0 0 0 93 4 Control Delay (s)10.1 0.0 0.0 0.0 51.2 17.2 Lane LOS B F C Approach Delay (s)0.0 0.0 47.7 Approach LOS E ntersectn Sumrtrary Average Delay 4.0 Intersection Capacity Utilization 59.9%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development M6l 6ment EBL EBT WBT WW! 58f SB'R" Lane Configurations r r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1207 475 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1312 516 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 641 1863 516 vC1, stage 1 conf vol 516 vC2, stage 2 conf vol 1347 vCu, unblocked vol 641 1863 516 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %98 82 99 cM capacity (veh /h)943 136 559 irectitsr ;Lane ;. E8 "! . EB 2 W, 1 W8 SB 1 8B 2" Volume Total 17 1312 516 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 943 1700 1700 1700 136 559 Volume to Capacity 0.02 0.77 0.30 0.07 0.18 0.01 Queue Length 95th (ft)1 0 0 0 15 1 Control Delay (s)8.9 0.0 0.0 0.0 36.9 11.5 Lane LOS A E B Approach Delay (s)0.1 0.0 33.0 Approach LOS D tttersectrortSurnmary Average Delay 0.5 Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movement EBL EBT.. WBT WBR 81K - 88W Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)1 580 1045 8 115 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 630 1136 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1145 1768 1136 vC1, stage 1 conf vol 1136 vC2, stage 2 conf vol 633 vCu, unblocked vol 1145 1768 1136 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 22 94 cM capacity (veh /h)610 160 246 I3irectitit, f_ane EB 1 EB. 2' : WB.1 1IVB 2.;:.58.1 SB 2 Volume Total 1 630 1136 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 610 1700 1700 1700 160 246 Volume to Capacity 0.00 0.37 0.67 0.01 0.78 0.06 Queue Length 95th (ft)0 0 0 0 125 5 Control Delay (s)10.9 0.0 0.0 0.0 79.7 20.5 Lane LOS B F C Approach Delay (s)0.0 DA 73.7 Approach LOS F intesecticin Summary Average Delay 5.4 Intersection Capacity Utilization 68.0%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development 4, ti r z T z Lane Configurations Ideal Flow( vphpl) r 1900 r Total Lost Time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 100 1. 00 1. 00 1. 00 Fri 1. 00 Frt 1. 00 0. 850 1. 00 0.850 Flt Protected 0. 950 Flt Protected 0, 95 1. 00 0. 950 1. 00Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 431 Flt Permitted 0. 46 1. 00 0. 950 1. 00Satd. Flow (perm)803 1863 1863 1583 1770 1583 Said. Flow (RTOR)1583 Volume (vph)16 125 475 4 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Volume (vph)16 1207 475 115 22 4 Adj. Flow (vph)17 1312 516 125 24 4 Lane Group Flow (vph)17 1312 516 125 24 4 Turn Type Perm Turn Type Perm Perm custom Protected Phases custom26 2 4 4 Permitted Phases 2 Permitted Phases 2 6 4 4 Total Split (s)45. 0 45. 0 45. 0 45. 0 15. 0 15. 0 Act Effct Green (s)53. 1 53. 1 53. 1 53. 1 8. 3 8. 3 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 We Ratio 0. 02 0. 80 0. 31 0. 09 0. 10 0. 02 Control Delay 2. 3 12. 0 2. 6 0. 8 23. 0 15. 2 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 010 Total Delay 23 12. 0 2. 6 0. 8 23. 0 15. 2 LOS A B A A C B Approach Delay 11. 8 2. 2 0. 90 21. 9 0. 08ApproachLOS 0. 00BA 4. 7 C 1. 5 Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2: EBTL and 6: WBT, Start of Green Control Type: Actuated- Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay: 8. 9 Intersection LOS: A Intersection Capacity Utilization 73. 5% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 6: Ivy Road & Northridge Main Entrance Kimley -Horn and Associates, Inc Synchro 6 Report - 1/ 23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development A 1 - 4 , \ r Lane Configurations T r r Ideal Flow( vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 40 4. 0 4. 0 4. 0 40 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1. 00 0. 85 1. 00 0. 85 Flt Protected 0, 95 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 46 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (perm)859 1863 1863 1583 1770 1583 Volume (vph)16 1207 475 115 22 4 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 092 Adj. Flow (vph)17 1312 516 125 24 4 RTOR Reduction (vph)0 0 0 27 0 4 Lane Group Flow (vph)17 1312 516 98 24 0 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)45. 1 451 45. 1 45. 1 2. 9 2. 9 Effective Green, g (s)47. 1 47. 1 47. 1 47. 1 4. 9 49 Actuated g/ C Ratio 0. 79 0. 79 0, 79 0. 79 0. 08 0. 08 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extension (s)3. 0 3. 0 3. 0 3. 0 3, 0 3, 0 Lane Grp Cap (vph)674 1462 1462 1243 145 129 v/ s Ratio Prot c0. 70 0. 28 c0. 01 0. 00 v/ s Ratio Perm 0. 02 006 v/ c Ratio 0. 03 0. 90 0. 36 0. 08 0. 17 0. 00 Uniform Delay, dill 1. 4 4. 7 1. 9 1. 5 25. 6 25. 3 Progresslon Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 9. 0 0. 7 0. 1 0. 5 0. 0 Delay (s)1. 5 13. 7 2. 6 1. 6 26. 2 25. 3 Level of Service A B A A C C Approach Delay (s)13. 5 2. 4 26. 1 Approach LOS B A C tB e u HCM Average Control Delay 10. 1 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s)60. 0 Sum of lost time (s) 80 Intersection Capacity Utilization 73. 5%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Page 2 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development Cana roup= . w; 8''t :T 3tVE2 ".`L,." t..., `" " ,._.. w,.- •.z,.•,_,..__...•: Lane Configurations )T t r rr Total Lost Time (s) 4, 0 4. 0 4, 0 4. 0 4. 0 4.0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Fri 4. 0 4.0 0. 850 1. 00 0. 850 Flt Protected 0 950 1. 00 1. 00 1. 00 0. 950 1. 00 Said. Flow (prof) 1770 1863 1863 1583 1770 1583 Flt Permitted 0. 078 1. 00 1. 00 1. 00 0.950 1. 00 Satd. Flow (perm) 145 1863 1863 1583 1770 1583 Said. Flow (RTOR) Fit Permitted 0. 13 9 1. 00 14 Headway Factor 1100 1. 00 1. 00 1, 00 1. 00 1. 00 Volume (vph) 1 580 1045 8 115 13 Adj. Flow (vph) 1 630 1136 9 125 14 Lane Group Flow (vph) 1 630 1136 9 125 14 Turn Type Perm 630 1136 Perm 125 custom Protected Phases 2 6 0 4 4 Permitted Phases 2 Lane Group Flow (vph)1 6 4 4 Total Split (s) 55. 0 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s) 58. 0 58. 0 58. 0 58. 0 12. 2 12. 2 Actuated g/ C Ratio 0. 77 0. 77 0. 77 0. 77 0. 16 0. 16 v/ c Ratio 0. 01 0. 44 0. 79 0. 01 0. 43 0, 05 Control Delay 4. 0 5. 5 13. 4 2. 1 32. 3 13. 1 Queue Delay 0. 0 0. 0 010 0. 0 0. 0 0. 0 Total Delay 4. 0 5. 5 13. 4 2. 1 32. 3 13. 1 LOS A A B A C B Approach Delay 55 13. 3 3. 0 30. 3 3. 0 Approach LOS A B Lane Grp Cap (vph) C 1391 1391 1182 260 232 v/ s Ratio Prot Cycle Length: 75 c0. 61 0. 07 0. 00 v/ s Ratio Perm Actuated Cycle Length: 75 0. 00 Offset: 0 (0%), Referenced to phase 2: EBTL and 6: WBT, Start of Green Control Type: Actuated - Coordinated 0. 82 0. 01 0. 48 0. 01 Maximum We Ratio; 0. 79 2. 4 3. 6 6. 2 2. 4 29. 4 Intersection Signal Delay: 12 0 Progression Factor 1. D0 Intersection LOS: B Intersection Capacity Utilization 68. 0% 1. 00 ICU Level of Service C Analysis Period (min) 15 0. 1 1. 1 5. 4 0. 0 1. 4 Splits and Phases: 6: Ivy Road & Northridge Main Entrance CA•Y (. .^ F'. i• F` 5?R!. -. ,......Rlf ...z u4.. .. E Mryi... . i' lllllll I k .._. __ Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development s - t \'. r May; mt;,; = '_ _. ,"L ° .:'f`'..`. Vt+ i fi . W. BF•.. sill::' .t'_- Lane Configurations t T r if Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4.0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Fn 1. 00 1. 00 1. 00 0. 85 1. 00 0. 85 Fit Protected 0195 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (prof)1770 1863 1863 1583 1770 1583 Fit Permitted 0. 13 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (perm)242 1863 1863 1583 1770 1583 Volume (vph)1 680 1045 8 115 13 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Ad). Flow (vph)1 630 1136 9 125 14 RTOR Reduction (vph)0 0 0 2 0 12 Lane Group Flow (vph)1 630 1136 7 125 2 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)54. 0 54. 0 54. 0 64. 0 9. 0 9. 0 Effective Green, g (s)56. 0 56. 0 56. 0 56. 0 11. 0 11. 0 Actuated g/ C Ratio 035 0. 75 0, 75 0. 75 0. 15 0. 15 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extensions 3. 0 3. 0 3. 0 3. 0 30 10 Lane Grp Cap (vph)181 1391 1391 1182 260 232 v/ s Ratio Prot 0. 34 c0. 61 0. 07 0. 00 v/ s Ratio Perm 0. 00 0. 00 v/ c Ratio 0. 01 0. 45 0. 82 0. 01 0. 48 0. 01 Uniform Delay, dl 2. 4 3. 6 6. 2 2. 4 29. 4 27. 3 Progression Factor 1. D0 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 1. 1 5. 4 0. 0 1. 4 0, 0 Delay (s)2. 5 4. 7 11. 6 2. 4 30. 8 27. 4 Level of Service A A B A C C Approach Delay (s)4. 7 11, 5 30. 4 Approach LOS A B C HCM Average Control Delay 10. 6 HCM Level of Service B HCM Volume to Capacity ratio 0. 76 Actuated Cycle Length (s)75. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 68. 0°!ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Page 1 Page 2 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Mbv F Ekl EBT WBT WBR S$L SCR' Lane Configurations t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)21 1208 476 139 30 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)23 1313 517 151 33 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 668 1876 517 vC1, stage 1 conf vol 517 vC2, stage 2 conf vol 1359 vCu, unblocked vol 668 1876 517 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3,3 p0 queue free %98 76 99 cM capacity ( veh/h)921 134 558 3arectioa,:l.rre': _• .. - 1. ,17.7.2 t -WB ,,w i7B, 2 y ' ; ;'- Volume Total 23 1313 517 151 33 7 Volume Left 23 0 0 0 33 0 Volume Right 0 0 0 151 0 7 cSH 921 1700 1700 1700 134 558 Volume to Capacity 0.02 0.77 0.30 0.09 0.24 0.01 Queue Length 95th (ft)2 0 0 0 23 1 Control Delay (s)9.0 0.0 0.0 0.0 40.3 11.5 Lane LOS A E B Approach Delay (s)0.2 0.0 35.5 Approach LOS E ilntersecrt Summary u Average Delay 0.8 Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movement EBL EBT WBT WI3R"S8L "" W SE R Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume ( veh/h)4 582 1046 23 142 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)4 633 1137 25 154 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1162 1778 1137 vC1, stage 1 conf vol 1137 vC2, stage 2 conf vol 641 vCu, unblocked vol 1162 1778 1137 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 3 92 cM capacity (veh/h)601 159 246 Qirectitrt EB:2: WB'2 SB V. Volume Total 4 633 1137 25 154 20 Volume Left 4 0 0 0 154 0 Volume Right 0 0 0 25 0 20 cSH 601 1700 1700 1700 159 246 Volume to Capacity 0.01 0.37 0.67 0.01 0.97 0.08 Queue Length 95th (ft)1 0 0 0 183 6 Control Delay (s)11.0 0.0 0.0 0.0 120.8 20.9 Lane LOS B F C Approach Delay (s)0.1 OA 109.5 Approach LOS F thWii6X(6n -- Toihiffi W7 Average Delay 9.7 Intersection Capacity Utilization 69.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance Lanes Volumes Timings Northridge Development t \'. r Lane Configurations 2. 4 12. 4 t r 0. 0 010 r Total Lost Time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt A C 4. 0 0. 850 40 0. 850 Flt Protected 0. 950 1, 00 1. 00 1. 00 0. 950 Frt Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Fit Permitted 0.431 1. 00 1. 00 0. 95 0. 950 Said. Flow (prot) Said. Flow (perm)803 1863 1863 1583 1770 1583 Said. Flow (RTOR) 1. 00 1.00 1. 00 151 1. 00 7 Headway Factor 1. 00 1. 00 1. 00 1, 00 1. 00 1. 00 Volume (vph)21 1208 476 139 30 6 Adj. Flow (vph)23 1313 517 151 33 7 Lane Group Flow (vph)23 1313 517 151 33 7 Turn Type Perm 0 33 Perm 6 custom Protected Phases 1313 2 6 33 4 4 Permitted Phases 2 Perm 6 4 4 Total Split (s)450 45. 0 45. 0 45. 0 15. 0 15. 0 Act Effct Green (s)52. 9 52. 9 52. 9 52. 9 8. 5 8. 5 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 vlc Ratio 0. 03 0. 80 0. 31 0. 11 0. 13 0. 03 Control Delay 2. 4 12. 4 2. 7 0. 8 23. 2 13. 7 Queue Delay 0. 0 010 0. 0 010 0. 0 010 Total Delay 2. 4 12. 4 2. 7 0. 8 23. 2 13. 7 LOS A B A A C B Approach Delay 12. 2 2. 3 21. 5 Approach LOS B A C Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2: EBTL and 6013T, Start of Green Control Type: Actuated- Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay 9. 1 Intersection LOS: A Intersection Capacity Utilization 73. 6% ICU Level of Service D Analysis Period (min) 15 Splits an P hases Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Page 1 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development t \,. r Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 2 Lane Configurations R T t IN Ideal Flow (vphpi)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 40 Lane Util. Factor 1. 00 1. 00 1, 00 1. 00 1. 00 1.00 Frt 1 00 1. 00 1. 00 0. 85 1. 00 085 Fit Protected 0. 95 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 46 1. 00 1.00 1. 00 0.95 1. 00 Said. Flow (perm)856 1863 1863 1583 1770 1583 Volume (vph)21 1208 476 139 30 6 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)23 1313 517 151 33 7 RTOR Reduction (vph)0 0 0 33 0 6 Lane Group Flow (vph)23 1313 517 118 33 1 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)44, 9 44, 9 44. 9 44. 9 31 3, 1 Effective Green, g (s)46. 9 46. 9 469 46. 9 5. 1 51 Actuated g/ C Ratio 0. 78 0. 78 0. 78 0. 78 0. 08 0. 08 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extension (s)3. 0 3. 0 3. 0 3. 0 3. 0 3. 0 Lane Grp Cap (vph)669 1456 1456 1237 150 135 v/ s Ratio Prot c0. 70 0. 28 c0. 02 0. 00 v/ s Ratio Perm 0. 03 0. 07 v/ c Ratio 0. 03 0. 90 0. 36 0. 10 0. 22 0. 00 Uniform Delay, di 1. 5 48 2. 0 1. 5 25. 6 25. 1 Progression Factor 1. 00 1. 00 1100 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 9. 4 0. 7 0. 2 0. 7 0. 0 Delay (s)1. 6 14. 2 2. 7 1. 7 26. 3 25. 1 Level of Service A B A A C C Approach belay (s)14, 0 2. 4 26. 1 Approach LOS B A C i terse Biim - .. HCM Average Control Delay 10. 5 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s)60. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 73. 6%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 2 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development 1 __0- 4- t \ 1i. 4/ LaneC# riX1 Lane Configurations Lane Configurations Total Lost Time (s) 4, 0 4. 0 4, 0 4. 0 4. 0 4, 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 4. 0 4. 0 0. 850 4. 0 0. 850 Flt Protected 0. 950 1. 00 1. 00 1, 00 0. 950 1. 00 Said. Flow (Prot) 1770 1863 1863 1583 1770 1583 Flt Permitted 0. 078 Flt Protected 0. 95 1. 00 0. 950 1. 00 Sold. Flow (perm) 145 1863 1863 1583 1770 1583 Satd. Flow (RTOR) 1770 1583 25 0. 11 20 Headway Factor 1100 1100 1100 1100 1100 1. 00 Volume (vph) 4 582 1046 23 142 18 Adj. Flow (vph) 4 833 1137 25 154 20 Lane Group Flow (vph) 4 633 1137 25 154 20 Turn Type Perm Ad). Flow (vph)4 Perm 1137 custom Protected Phases 2 6 0 4 4 Permitted Phases 2 0 16 6 4 4 Total Split (s) 55. 0 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s) 53. 8 53. 8 53. 8 53. 8 112 13. 2 Actuated g/ C Ratio 0. 72 0. 72 0. 72 0. 72 0. 18 0. 18 V! c Ratio 0. 04 0. 47 0. 85 0. 02 0. 49 0. 07 Control Delay 5. 0 6. 4 17. 1 1. 7 33. 0 11. 6 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Total Delay 5. 0 6. 4 17. 1 1. 7 33. 0 11. 6 LOS A A B A C B Approach Delay 6. 4 16. 7 60 30. 5 Vehicle Extensions Approach LOS A B 3. 0 C 3. 0 fntereaCElt) umm 141 7 ' . «,.. . Cycle Length: 75 1136 312 279 via Ratio Prot Actuated Cycle Length: 75 cO. 61 00. 09 0. 00 v/ s Ratio Perm Offset: 0 (0 %), Referenced to phase 2: EBTL and 6; WBT, Start of Green Control Type: Actuated - Coordinated 0. 01 Vic Rallo 0, 03 Maximum Vic Ratio: 0, 85 0. 85 0. 02 0. 49 0. 01 Uniform Delay, dl Intersection Signal Delay: 14. 6 45 7. 7 3. 0 Intersection LOS: B Intersection Capacity Utilization 69. 6% 1. D0 1. 00 ICU Level of Service C Analysis Period (min) 15 1. 00 1. OD Incremental Delay, d2 0. 4 1. 2 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Nort hridge Development t 1 * W c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 112312006 Page 1 Page 2 Lane Configurations r V i r Idea[ Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4.0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Lill. Factor 1. 00 1. 00 1. 00 1, 00 1. 00 1. 00 Frt 1. 00 100 1. 00 0. 85 100 0. 85 Flt Protected 0. 95 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (prof)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 11 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (perm)196 1863 1863 1583 1770 1583 Volume (vph)4 582 1046 23 142 18 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 092 0.92 Ad). Flow (vph)4 633 1137 25 154 20 RTOR Reduction (vph)0 0 0 7 0 16 Lane Group Flow (vph)4 633 1137 18 154 4 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)51. 8 51. 8 81. 8 51. 8 11. 2 11. 2 Effective Green, g (s)53. 8 53. 8 53. 8 53. 8 13. 2 13. 2 Actuated g/ C Ratio 0. 72 0. 72 0. 72 0- 72 0. 18 0. 18 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 60 6. 0 Vehicle Extensions 3. 0 3. 0 3, 0 3. 0 3. 0 3. 0 Lane Grp Cap (vph)141 1336 1336 1136 312 279 via Ratio Prot 0. 34 cO. 61 00. 09 0. 00 v/ s Ratio Perm 0. 02 0. 01 Vic Rallo 0, 03 0. 47 0. 85 0. 02 0. 49 0. 01 Uniform Delay, dl 3. 1 45 7. 7 3. 0 27. 9 255 Progression Factor 1. D0 1. 00 1. 00 1. 00 1. 00 1. OD Incremental Delay, d2 0. 4 1. 2 7. 0 0. 0 1. 2 0. 0 Delay (s)3A 5. 7 14. 7 3. 1 29. 1 25. 5 Level of Service A A B A C C Approach Delay (s)5. 7 14. 4 28. 7 Approach LOS A B C HCM Average Control Delay 12. 9 HCM Level of Service B HCM Volume to Capacity ratio 0. 78 Actuated Cycle Length (s)750 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 69. 6%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 112312006 Page 1 Page 2 Traffic Analysis N Ivy Road /Service Entrance Timing Plan: Existing AM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development MvViWrrieztl EBL . EBT WBT WBR: SBL ':SBA Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 979 399 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1064 434 28 3 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 462 1513 434 vC1, stage 1 conf vol 434 vC2, stage 2 conf vol 1079 vCu, unblocked vol 462 1513 434 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh/h)1099 185 622 Volume Total 8 1064 434 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 01 0 28 0 2 cSH 1099 1700 1700 1700 185 622 Volume to Capacity 0.01 0.63 0.26 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 1 0 Control Delay (s)'8.3 0.0 0.0 0.0 24.8 10.8 Lane LOS A C B Approach Delay (s)0.1 OA 19.2 Approach LOS C q Intersects ©n- Sumr+ary..r.- Average Delay 0.1 Intersection Capacity Utilization 61.5%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 0. Ulcivemerit ;EBL EBT W8T "'WBR SBL SBR " Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 464 944 3 17 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 504 1026 3 18 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1029 1530 1026 vC1, stage 1 conf vol 1026 vC2, stage 2 conf vol 504 vCu, unblocked vol 1029 1530 1026 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 90 98 cM capacity (veh /h)675 189 285 Of loon, Lane #': ' .:.EB ":EB 2 Wl3 WB 2 88 Volume Total 0 504 1026 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 189 285 Volume to Capacity 0.00 0.30 0.60 0.00 0.10 0.02 Queue Length 95th (ft)0 0 0 0 8 2 Control Delay (s)0.0 0.0 0.0 OA 26.1 17.9 Lane LOS D C Approach Delay (s)0.0 0A 24.0 Approach LOS C ntersectior Summary Average Delay 0.4 Intersection Capacity Utilization 59.7%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 movement ESL EST WST WOW SBL SI3 ' Lane Configurations t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 1150 469 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1250 510 28 3 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 538 1775 510 vC1, stage 1 conf vol 510 vC2, stage 2 conf vol 1265 vCu, unblocked vol 538 1775 510 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh /h)1030 149 564 Directn, Lane #::W "EB (_, "B 2 WB 1 WB ." Ss 1 Volume Total 8 1250 510 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 0 0 28 0 2 cSH 1030 1700 1700 1700 149 564 Volume to Capacity 0.01 0.74 0.30 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 0.0 0.0 29.6 11.4 Lane LOS A D B Approach Delay (s)0.1 0.0 22.3 Approach LOS C Intersecori Summary " Average Delay 0.1 Intersection Capacity Utilization 70.5%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development iUloiisrrient: _...,..._ . _ .. :• °. ESI. EBT . WBT Lane Configurations t t Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh/h) Free Free 0%0% 0 545 1109 0.92 0.92 0.92 0 592 1205 1209 1209 4.1 2.2 100 577 1798 1205 1205 592 1798 1205 6.4 6.2 5.4 3.5 3.3 88 97 153 224 irecfi+an Lane ;' EB I Elie WB 1 '' WS 2 µ: Sk3 '9 "= S9.2' Volume Total 0 592 1205 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 153 224 Volume to Capacity 0.00 0.35 0.71 0.00 0.12 0.03 Queue Length 95th (ft)0 0 0 0 10 2 Control Delay (s)0.0 0.0 0.0 0.0 31.6 21.6 Lane LOS D C Approach Delay (s)0.0 0.0 29.0 Approach LOS D Average Delay 0.4 Intersection Capacity Utilization 68.4%ICU Level of Service C Analysis Period (min)15 SBl SBR ` r 3 0.92 3 Stop 0% 17 6 0.92 0.92 18 7 TW LTL 0 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Movement .EBL EBT' ` WBT WBR ."SBL SBR Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 1155 471 27 4 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1255 512 29 4 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 541 1783 512 vC1, stage 1 conf vol 512 vC2, stage 2 conf vol 1271 vCu, unblocked vol 541 1783 512 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 97 100 cM capacity (veh /h)1027 148 562 Drecticn, Lane # -EB 1 EB 2 Volume Total 8 1255 512 29 4 2 Volume Left 8 0 0 0 4 0 Volume Right 0 0 0 29 0 2 cSH 1027 1700 1700 1700 148 562 Volume to Capacity 0.01 0.74 0.30 0.02 0.03 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 0.0 0.0 30.0 11.4 Lane LOS A D B Approach Delay (s)0.1 0.0 23.8 Approach LOS C ntersecfion Summary . Average Delay 0.1 Intersection Capacity Utilization 70.8%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movemen# .w EBL EBT B - T.B Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 548 1114 4 19 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 596 1211 4 21 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1215 1807 1211 vC1, stage 1 conf vol 1211 vC2, stage 2 conf vol 596 vCu, unblocked vol 1215 1807 1211 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %100 86 97 cM capacity (veh /h)574 152 222 Llirec on, Lane # P -88.1 ES 2 WE1 f 1iU8 2 S81 St 2 . Volume Total 0 596 1211 4 21 7 Volume Left 0 0 0 0 21 0 Volume Right 0 0 0 4 0 7 cSH 1700 1700 1700 1700 152 222 Volume to Capacity 0.00 0.35 0.71 0.00 0.14 0.03 Queue Length 95th (ft)0 0 0 0 11 2 Control Delay (s)0.0 0.0 0.0 0.0 32.3 21.7 Lane LOS D C Approach Delay (s)0.0 0.0 29.7 Approach LOS D nterseron Summary Average Delay 0.4 Intersection Capacity Utilization 68.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Traffic Analysis Northridge Development Albemarle County, Virginia Prepared for: University of Virginia Health Services Foundation January 2oo8 Kimlev -Horn and Associates, Inc, 2008 Kimley -Horn and Associates, Inc. Traffic Analysis for Northridge Development Albemarle County, Virginia Prepared for: University of Virginia Health Services Foundation Prepared by: Kimley -Horn and Associates, Inc. Suite 1050 222 Central Park Avenue Virginia Beach, Virginia 23462 P: 757.213.8600 F: 757.213.8601 117008000 January 25, 2008 Table of Contents i.o EXECUTIVE SUMMARY ................. ............................... i 2.o INTRODUCTION ............................ ...............................3 3.0 PROJECT BACKGROUND .............. ...............................5 3 .1 STUDY AREA ..................................................................... ...............................5 3 .2 EXISTING LAND USE .......................................................... ...............................5 3.3 EXISTING CONDITIONS ....................................................... ...............................5 3 .4 EXISTING TRAFFIC ............................................................ ...............................6 4.0 PARKING GENERATION ................ ..............................8 4.1 EXISTING NORTHRIDGE BUILDING PARING OCCUPANCY ......... ..............................8 4.2 PROPOSED NORTHRIDGE DEVELOPMENT PARKING GENERATION .............................9 5.o TRAFFIC GENERATION .................. .............................13 5.1 PROPOSED DEVELOPMENT TRIP GENERATION ...................... ...............................13 6.o TRAFFIC DISTRIBUTION ............... .............................15 7.0 SITE ACCESS AND TRAFFIC ASSIGNMENT .................1'7 8.o PROJECTED TRAFFIC VOLUMES ...............................18 8 .1 HISTORIC TRAFFIC GROWTH ............................................. ...............................18 8 .2 TOTAL TRAFFIC .............................................................. ...............................18 9.o TRAFFIC ANALYSIS ........................ .............................21 9.1 IVY ROAD / NORTMUDGE MAIN ENTRANCE .......................... ...............................22 9 .2 IVY ROAD /SERVICE ENTRANCE ......................................... ...............................25 1o.o CONCLUSIONS AND RECOMMENDATIONS ............. 26 APPENDIX ......................................... ............................... 28 Northridge Development January 25, 2008 i.o Executive Summary The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. Figure 1 illustrates the site location. The proposed development is planned to include a new, 62,000 square foot (sf) building consisting of a 54,000 sf long term acute care (LTAC) facilityARMA bedsland 10 pediatric bedA and 8,000fsfofradiologysupportservices. In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by the University of Virginia (UVA) and will be maintained with similar uses by the UVA Health Services Foundation. Parking to the development besupportproposedcannot provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended: Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off -site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off -site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minima increase the volume of traffic on Ivy Road and at study area intersections. To mitigate potential operational issues and provide for acceptable levels of service throughout the study area, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two -way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Page 1 Nortlhndge Development januan 25, 2008 Ivy Road/Service Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and difficult to discern) Page 2 1 1 Northridge Development January 25, 2008 1 2.0 Introduction The Northridge Development is proposed to be located on Ivy Road adjacent to the existing Northridge building in Albemarle County, Virginia. In general, the site is bounded by a Volvo dealership to the west, a Fleet Operations building to the east, Ivy Road to the south, and the CSX Railroad to the north. As shown in Figure 1, Ivy Road runs in an east/west direction and connects to the U.S. Route 29/250 Bypass to the east of the site. The proposed development is planned to include an approximately 62,000 square foot (sf) building to contain the following: Long term acute care facility- 54,000 sf (40 adult beds and 10 pediatric beds) Radiology support services -8,000 sf The anticipated construction and occupancy timeline for the proposed building is approximately The proposed building is planned to occupy an undeveloped portion of the existing Northridge property, as well as part of the existing Kirtley property, which was previously occupied by TJMF Distribution Center and the Lee Tennis Products office building. Both the warehouse and the office building have been acquired by UVA and will be maintained UVA Health Services Foundation.with similar uses by the Kimley -Horn and Associates, Inc. (KHA) has been retained to perform a traffic impact analysis for the proposed development. This report has been prepared for submittal to Albemarle County to evaluate existing conditions as well as future traffic conditions that include the proposed project. 1 Page 3 tMF1 Northridge Development Site Location FIGURE Kirnley-Horn Albemarle County, Virginia and Associates, Inc. 1 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR T71E SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND INPROPERRELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KINILEY-HORN AND ASSOCIATES, INC North Z' IV P4 Country Club Pord*n rr 1-k Ednam Forest OR JuIrdwood Cvwnoy ac slab 41, WIN e 1 .006 Mapckstst Inc 02006 KAVT% 4 tMF1 Northridge Development Site Location FIGURE Kirnley-Horn Albemarle County, Virginia and Associates, Inc. 1 THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR T71E SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND INPROPERRELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KINILEY-HORN AND ASSOCIATES, INC 1 INorthridge Development January 25, 2008 Ivy Road (U.S. Route 250) is the primary thoroughfare within the study area. U.S. Route 250 runs parallel to Interstate 64 between Richmond and Staunton, from which point it continues northwest into West Virginia, eventually connecting to Interstate 79. Regionally, Ivy Road provides access to the U.S. Route 29/250 Bypass and to the University of Virginia. Within the study area, Ivy Road is a three -lane roadway with a two -way left -turn lane (TWLTL). Several signalized intersections are located along Ivy Road, as well as numerous unsignalized driveways. The posted speed limit on Ivy Road is 45 miles per hour. Traffic counts estimated by the Virginia Department of Transportation (VDOT) indicate that in 2006, Ivy Road was carrying approximately 14,000 vehicles per day (vpd) in the vicinity of the proposed development. Traffic counts were conducted by Kimley -Hom and Associates, Inc. in November 2006 on Ivy Road, and indicated that the avig Mg daily traffic (ADT) volume was approxiifSately Existing roadway laneage for study area roadways and intersections is illustrated in Figure 2. r Page 5 3.0 Project Background 3.1 Study Area The study area for this analysis includes the following roadways and intersections: Roadways Ivy Road U.S. Route 250) Intersections Ivy Road/Northridge Main Entrance (existing Northridge building) Ivy Road/Service Entrance (former TJMF Distribution Center and Lee Tennis Products) 3.2 Existing Land Use ILand use and development in the study area include medical, office, commercial, and industrial uses. In the vicinity of the proposed development, there is a medical office building, a warehouse, a small office building, and a Volvo dealership. 3.3 Existing Conditions Ivy Road (U.S. Route 250) is the primary thoroughfare within the study area. U.S. Route 250 runs parallel to Interstate 64 between Richmond and Staunton, from which point it continues northwest into West Virginia, eventually connecting to Interstate 79. Regionally, Ivy Road provides access to the U.S. Route 29/250 Bypass and to the University of Virginia. Within the study area, Ivy Road is a three -lane roadway with a two -way left -turn lane (TWLTL). Several signalized intersections are located along Ivy Road, as well as numerous unsignalized driveways. The posted speed limit on Ivy Road is 45 miles per hour. Traffic counts estimated by the Virginia Department of Transportation (VDOT) indicate that in 2006, Ivy Road was carrying approximately 14,000 vehicles per day (vpd) in the vicinity of the proposed development. Traffic counts were conducted by Kimley -Hom and Associates, Inc. in November 2006 on Ivy Road, and indicated that the avig Mg daily traffic (ADT) volume was approxiifSately Existing roadway laneage for study area roadways and intersections is illustrated in Figure 2. r Page 5 Northridge Development 3.4 Existing Traffic anuat` 25 2008 AM and PM peak hour weekday turning movement counts were performed by Peggy Malone and Associates, Inc. at the following study intersections: Ivy Road/Northridge Main Entrance — November 15, 2006 Ivy Road/Service Entrance — November 15, 2006 In addition to turning movement counts, an ADT volume count was conducted on Ivy Road on November 14 and 15, 2006. This count indicated an ADT volume of 17,800 vpd. Study peak hour turning movement volumes at intersections are shown in Figure 2. Page 6 Northridge Development Existing Peak Hour FIGURE Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc. THIS DOCUMENT, TOGETHER WFIH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WH1CB IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOLTI RRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE %kTTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC North Not to Scale UCCTS CUU CLU CO CU W U N a N 1E I--OU)Z ui N M l I 26 (3) N V N R— 115 8) 399 (944)I F— 404 (890) 0) 7 1) 16 Ivy Road 1464)979 — f 494)1028 — o Legend OUnsignalized Intersection f— Laneage XX (XX)- AM (PM) Peak Hour Volume Northridge Development Existing Peak Hour FIGURE Kimley -Horn Albemarle County, Virginia Turning Movement Counts 2andAssociates, Inc. THIS DOCUMENT, TOGETHER WFIH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WH1CB IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOLTI RRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE %kTTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northridge Development 4.0 Parking Generation anuan- 25, 2008 No new parking is planned to be provided exclusively for the proposed Northridge development. The parking lot at the existing Northridge building will be modified to accommodate the main entrance and drop -off for the proposed Northridge development. Likewise, the existing parking lot adjacent to the office building will be modified to accommodate a drop -off for patient transfer vehicles. Parking generation potential for the existing and proposed land uses was calculated using parking generation rates published in Parking Generation (Institute of Transportation Engineers [ITE], 3" Edition, 2004) to determine if the existing parking areas will be adequate to support the addition of the proposed Northridge development. 4.1 Existing Northridge Building Parlung Occupancy ITE Code 720 (Medical - Dental Office Building) was used to approximate the parking generation potential of the existing 58,770 sf Northridge building. In addition, Kimley -Horn verified existing parking inventory and collected actual occupancy data on Wednesday, December 5, 2007 at 10:00 AM, 12:00 PM, 2:00 PM, and 4:00 PM. Staff and visitor parking were counted separately; however, they are combined for analysis purposes. Parking demand generated by ITE was supplemented with actual occupancy counts, and the surrounding hours were adjusted accordingly. The peak occupancy count was nearly identical to the peak parking demand generated by ITE; however, actual occupancy later in the afternoon was less than generated by ITE. Table 1 below summarizes the parking demand at the Northridge building by the hour and indicates the number of remaining (unoccupied) parking spaces. Any facility that is at least 90% occupied is considered "full" by industry standards to account for circulation, turnover, and access. The number of available spaces has accordingly been reduced to account for 90% occupancy rather than 100% in order to maintain some surplus for circulation and turnover. Page 8 Northridge Development Table 1— Hourly Parking Demand at Existing Northridge Building Januarn 25, 2008 Hour Beginning 6:00 AM Parking Demand 20 Unoccupied Parking Spaces 233 Actual Parking Spaces 9i 208 7:00 AM 32 221 196 8:00 AM 102 151 126 9:00 AM 175 78 53 10:00 AM 206 47 22 11:qAM 206 47 22 12:160 93 68 1:0164 89 64 2:0177 76 51 3:163 90 65 4:00 PM 132 121 96 5:00 PM 100 153 128 6:00 PM 75 178 153 A total of 254 parking spaces (88 staff and 166 visitor) are currently provided at the Northridge site. With the proposed modifications, 253 total parking spaces will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 253 spaces. Table 1 indicates that only 22 parking spaces are available during the peak demand period (10:00 AM to 12:00 PM). 4.2 Proposed Northridge Development Parking Generation Parking Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. ITE Code 620 (Nursing Home) was used for the LTAC due to low peak hour and daily parking/traffic generation observed at existing LTAC facilities. Parking generation for the LTAC based on gross floor area (54,000 sf) results in a demand significantly higher than if generated based on beds (50 beds). To provide a worse case scenario, parking demand was generated based on gross floor area. ITE Code 720 (Medical- Dental Office Building) was used to generate parking demand for the 8,000 sf Radiology Support Services. Table 2 below summarizes the parking generation potential of the proposed Northridge development by the hour. Page 9 Northridge Development January 25, 2008 Table 2— Hourly Parking Generation Potential of Proposed Northridge Development Hour Beginning 6:00 AM LTAC Parking Demand 21 Radiology Demand 2 Demand 23 7:00 AM 26 5 31 8:00 AM 31 14 45 9:00 AM 35 24 59 10:00 AM 33 29 62 11:00 AM 34 29 63 12:00 PM 34 25 59 1:00 PM 35 23 58 2:00 PM 57 25 82 3:00 PM 57 28 85 4:00 PM 31 26 57 5:00 PM 14 21 35 6:00 PM 13 10 23 Table 2 indicates a total parking demand of 85 vehicles during the peak parking period (3:00 PM to 4:00 PM). Although the peak parking period occurs later than at the existing Northridge facility, the parking demand was compared to available spaces at the existing facility to determine whether additional parking spaces will be required. Table 3 summarizes the total parking demand and availability. Table 3— Hourly Parking Space Allocation Hour Beginning 6:00 AM Existing Northridge Parking Demand 20 Existing Parking Spaces Available i 208 Proposed Northridge Development Parking 23 Net Parking Spaces 185 7:00 AM 32 196 31 165 8:00 AM 102 126 45 82 9:00 AM 175 53 59 6 10:00 AM 206 22 62 40 11:00 AM 206 22 63 41 12:00 PM 160 68 59 9 1:00 PM 164 64 58 6 2:00 PM 177 51 82 31 3:00 PM 163 65 85 20 4:00 PM 132 96 57 39 5:00 PM 100 128 35 93 6:00 PM 75 153 23 130 As indicated in Table 3, there is not sufficient parking supply at the existing Northridge building to accommodate the parking demand from the proposed Northridge development during the peak parking period from 11:00 AM to 12:00 PM. In order to accommodate the additional parking r Page 10 t. 1 1 Northridge Development January 25, 2008 1 demand and maintain a 10% surplus to account for circulation and turnover, an additional 4 I parking spaces are needed on the Northridge site. Using a parking rate of 0.9 vehicles per employee (ITE Code 620), this results in the need to relocate approximately 46 employees to off - site or satellite parking. The UVA Health Services Foundation has indicated that they will commit to relocating at least 46 employees by providing either off -site parking at another nearby prop or satellite parking with shuttle service as an extension of the existing parking and transportation system Shuttle service is currently provided at the Northridge building. If the 46 employees cannot be accommodated at a nearby property, satellite parking with shuttle service could be utilized by either existing Northridge employees or future LTAC employees because parking will be shared between the two facilities. It should be noted that the potential parking demand for the proposed Northridge development was generated on the conservatively high side. Actual parking conditions should be monitored periodically. In addition, it is anticipated that some parking spaces will be available on the existing Kirtley property near the warehouse building. Existing parking occupancy data could not be collected at the existing office and warehouse buildings on the Kirtley property as they are both currently vacant. However, parking generation potential was determined based on ITE rates. ITE Code 710 (General Office) was used to generate parking demand for the 4,300 sf office building. ITE Code 150 (Warehousing) was used to generate parking demand for the 23,000 sf warehouse building. Table 4 below summarizes the hourly parking generation potential of these facilities. r Table 4— Hourly Parking Generation Potential of Existing Kirtley Property Hour Beginning Office Parking Demand Warehouse Parking Demand Total Parking Demand Unoccupied Parking Spaces Actual Parking Spaces Available (90 %) i i Page 11 Northndge Development January 2-5, 2008 A total of 59 parking spaces (21 office and 38 warehouse) are currently provided on the Kirtley property. With the proposed modifications, 48 total parking spaces (10 office and 38 warehouse) will be provided in the future. The unoccupied and available parking spaces determined above are based on a supply of 48 spaces. Table 4 indicates that at least 21 parking spaces will be available on the Kirtley property, even during peak times. The UVA Health Services Foundation may choose to allow LTAC employees to park near the Kirtley warehouse to reduce the number of employees that must be accommodated at an off -site or satellite facility. Page 12 1 1 P am fl 1 Northridge Development 5.o Traffic Generation January 25, 2008 Traffic generation potential for the proposed development was determined using traffic generation rates published in Trip Generation (Institute of Transportation Engineers [ITE], 7 Edition, 2003). 5.1 Proposed Development Trip Generation Table 5 s the estimated traffic generation potential for the proposed development under the future build -out (2010) scenario. Trip Generation does not provide specific rates for Long Term Acute Care (LTAC) facilities or for Radiology Support Services as proposed for the development. Based on conversations with the architect, equivalent land uses were determined that would represent similar travel patterns for the proposed uses. ITE Code 620 (Nursing Home) was used for the LTAC due to low peak hour and daily traffic generation observed at existing LTAC facilities. ITE Code 720 (Medical- Dental Office Building) was used to approximate the trip generation potential of the Radiology Support Services. Table 5— Proposed Development Trip Generation —Full Build -out Table 5 indicates the proposed development having the potential to generate a total of 618 new AR"ps, 41 of those occurring in the AM peak hour and 53 occurring in the PM peak hour. Although 46 employees will be parked at an off -site location, it is unclear at this time whether they can be accommodated at a nearby property or if they will utilize satellite parking with shuttle service. For the purposes of the traffic analysis, in order to analyze a worse case scenario, no trip R reductions were applied to the estimated trip generation potential to account for employeesthat 7 nay be shuttled from satellite parking locations. It should be noted that while assigning the full trip generation potential to the study area intersections will appropriately account for additional traffic on Ivy Road, it will overstate the turning movements at the site driveways. Page 13 1 Note: A directional distribution ot69% entering and 31% exiting was assumed based on AM Peak Hour of the Generator data using "beds" as an independent variable. IM biNorthridge Development January 25, 2008 In the vicinity of the proposed development (located on the Kirtley property), a small office building and a warehouse have been acquired by UVA and will be maintained with similar uses by the UVA Health Services Foundation. Because these buildings were occupied by their former tenants at the time of the data collection (November 2006), trips associated with these uses are included in the existing traffic counts and will not be generated as new site trips. u. 1 1 n i 1 Page 14 Northridge Development January 25, 2008 6.o Traffic Distribution The directional distribution and assignment of trips generated by a development is typically based 1 on a review of existing roadway volumes, an understanding of travel patterns within the study area, and from assumptions of anticipated shifts in travel patterns due to the construction of the development. In the case of the proposed development, directional distribution was determined from the existing Northridge building, a similar land use. The following distribution applies to the 2010 development condition: 85% tolfrom the east on Ivy Road 15% to /from the west on Ivy Road Site traffic distribution is illustrated in Figure 3. 1 1 u F1 1 1 Page 15 ppl- = FIGURENorthridgeDevelopment Kimley -Horn Albemarle County, Virginia Trip Distribution 3 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHOR IZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE V.TTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC North Not to Scale UCB CLL N Q CLU N Q)U ON O Z oo 5% u o l 80% F— (15 %)a 5% 85%15% 15% —15% _I Road Legend OUnsignalized Intersection XX (XX) Inbound (Outbound) Trips ppl- = FIGURENorthridgeDevelopment Kimley -Horn Albemarle County, Virginia Trip Distribution 3 and Associates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHOR IZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE V.TTHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Norduidge Development Januaq 25, 2008 7.0 Site Access and Traffic Assignment Ivy Road (U.S. Route 250) will be the primary corridor providing access to the proposed development. The main entrance to the proposed building will be located on the east side of the A. building at the parking (ground) level. As a result, all visitors, patients, and staff will utilize the Northridge Main Entrance, which will also continue to serve the existing Northridge building. An ambulance/q4sfa vehicle drop -off will be provided on the west side ofth eutlding. Due to the elevation change over the two adjacent properties, this entrance will provide direct access to the second floor Long Term Acute Care (LTAC) facility. The existing Service Entrance will therefore provide access to a very small portion of proposed LTAC traffic and will continue to provide access to the existing warehouse and two -story office buildings. It is assumed that approximately 5% of LTAC traffic will utilize the Service Entrarke. All other Iproposed Northridge traffic will utilize the Northridge Main Entrance. 1 1 Page 17 Nortlandge Development )anuanc 25, 2008 8.o Projected Traffic Volumes 8.1 Historic Traffic Growth Historic traffic growth is the increase in traffic volumes due to usage increases and non - specific growth throughout an area. One method of determining reasonable growth rates for an area is to research past traffic counts for a roadway or intersection. The following are traffic counts from the VDOT count program: Iiy Road 2006 - 14,000 vehicles per day (vpd) 2005 - 15,000 vpd 2004 - 14,000 vpd 2003 - 13,000 vpd 2002 - 14,000 vpd 2001 - 12,000 vpd Based on the VDOT data, a background growth rate of 5.5% was used in this study. No other major developments that need to be considered in the analysis are anticipated in the vicinity of the proposed development. Any redevelopment or smaller development in the site's vicinity is assumed to be accounted for by the background growth factor. 8.2 Total Traffic To obtain total 2010 build -out traffic volumes, existing (November 2006) traffic volumes were incrementally increased using the aforementioned background growth rate. Existing turning movement volumes were increased by 17.4 percent to reflect future background traffic growth for three years (to 2010). Once background traffic volumes were established, traffic associated with the proposed development was added to develop 2010 total (build -out) traffic volumes. The following figures illustrate future turning movement volumes: Figure 4-2010 AM peak hour Figure 5--2010 PM peak hour Page 18 North Not to Scale CDUC6 C W U C C O C W rn Qv .c s' 0U) Z jF 0N ; N C7 d NN 1 26 (1) [271 k 115 (24) [139]C y 4 — 469 (2) [471] 4 475 (1) [476] 7 —1 [21] (5) 16 Ivy Road 1155] (5) 1150 —10 [1208] (1) 1207 —1 Legend 0 - Unsignalized Intersection XX (XX) [XX] - Background (Site) [Total] Peak Hour Volumes F1kh.- = Northridge Development Future (2010) AM Peak FIGURE Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 4,and Associates, Inc. THIS DOCUMENT, TOGETHER PTH{ THE CONCEPTS AND DESIGNS PRESENTED HEREIN. AS AN INSTRUMENT OF SERVICE, 1S INTENDED ONLY FOR Tl IE SPECIFIC PURPOSE AND CLIENT FOR WHICH ITV: AS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT 1ATTHOUT RRITTEN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC n FIGURENorthridgeDevelopmentFuture (2010) PM Peak Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRFSFNTED HEREIN, AS AN INSTRUME T OF SERNTCE, IS INTENDED ONLY FOR THE SPEMC PI IRPOSE AND CLIENT FOR WHICH IT U'AS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTFN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE RTTIJOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC T North Not to Scale UC CW OU O 2E@ CLU NQTO a U O U) Z E G3 N 1C— 3 (1) [4]I 1 8 (15) [23] 4 1109 (5) [1114)4 1045 (1) [1046] 0] (0) 0 _1 4] (3) 1 Ivy Road 548] (3) 545 —582] (2) 580 — Legend 0 - Unsignalized Intersection XX (XX) [XX] - Background (Site) rrotat] Peak Hour Volumes n FIGURENorthridgeDevelopmentFuture (2010) PM Peak Kimley -Horn Albemarle County, Virginia Hour Traffic Volumes 5andAssociates, Inc. THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRFSFNTED HEREIN, AS AN INSTRUME T OF SERNTCE, IS INTENDED ONLY FOR THE SPEMC PI IRPOSE AND CLIENT FOR WHICH IT U'AS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTFN AUTHORIZATION AND ADAPTION BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE RTTIJOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Notthndge Development Januan 25, 2008 9.o Traffic Analysis Capacity analyses for the unsignalized intersections in the AM and PM peak hours (Appendix) were performed for the following scenarios: Existing 2010 no build (background) 2010 build -out with the proposed development Analyses were completed to determine the operating characteristics of study area intersections and roadways using Synchro Professional 6.0, which uses methodologies contained in the 2000 Highway Capacity Manual (HCM) [TRB Special Report 209, 2000]. Intersection turning movement counts were used with information about the number of lanes and traffic control to determine existing and future levels of service. Level of service (LOS) describes traffic conditions the amount of traffic congestion —at an intersection or on a roadway. LOS ranges from A to F —A indicating a condition of little or no congestion and F a condition with severe congestion, unstable traffic flow, and stop- and -go conditions. For intersections, LOS is based on the average delay experienced by all traffic using the intersection during the busiest peak) 15- minute period. LOS A through D are generally considered acceptable. Each of the aforementioned scenarios was analyzed during the weekday AM and PM peak hours,. The results are presented in the following summaries, and supporting calculations are presented in the Appendix. Page 21 Northridge Development 9.1 Ivy Road /Northridge Main Entrance This unsignalized intersection currently provides the following laneage: Januan 25, 2008 Ivy Road (eastbound) ---one exclusive through lane and one exclusive left-turn lane Ivy Road (westbound)- -one exclusive through lane and one exclusive right -turn lane Northridge Main Entrance (southbound)- -one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS D and F during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is expected to worsen to LOS E during the AM peak hour. Under the same conditions, delay is anticipated to increase significantly during the PM peak hour such that the movement continues to operate at LOS F. Table 6 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table 6 —Ivy Road/Northridge Main Entrance Intersection Unsignalized LOS Under future traffic conditions, operations on Ivy Road will not change appreciably. Levels of service for all movements except for the southbound (site driveway) left -turn movement will not change under future traffic conditions. To improve operations for the southbound (site driveway) approach would require that a traffic signal be installed. Traffic signal warrant analyses were performed at this location referencing the Manual on Uniform Traffic Control Devices (MUTCD) 2003 Edition to evaluate the need for traffic signalization under existing (2006) conditions. According to the MUTCD, a traffic control signal should not be installed unless one or more of the signal warrants in the MUTCD are met. However, "the satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal." The three main warrants are as follows: Page 22 AM delay Peak Hour in seclveh) LOS PM Peak Hour LOS Movement 2006 Existing 2010 No Build 2010 delay 2006 in seclveh 2010 2010 Build -out Existing No Build Build -out Under future traffic conditions, operations on Ivy Road will not change appreciably. Levels of service for all movements except for the southbound (site driveway) left -turn movement will not change under future traffic conditions. To improve operations for the southbound (site driveway) approach would require that a traffic signal be installed. Traffic signal warrant analyses were performed at this location referencing the Manual on Uniform Traffic Control Devices (MUTCD) 2003 Edition to evaluate the need for traffic signalization under existing (2006) conditions. According to the MUTCD, a traffic control signal should not be installed unless one or more of the signal warrants in the MUTCD are met. However, "the satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal." The three main warrants are as follows: Page 22 Northridge Development Januaran' 25, 2005 Warrant 1 (Eight -Hour Vehicular Volume)—is satisfied if ONE of the following conditions exists for any eight hours of a day: o Condition A (Minimum Vehicular Volume}— volumes do not meet or exceed the necessary thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. o Condition B (Interruption of Continuous Traffic}— volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. o Combination of Condition A and B (Combination of Condition A and B)— volumes do not meet or exceed the necessary combination of thresholds for this warrant during any hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for eight hours. Warrant 2 (Four -Hour Vehicular Volume} -- volumes meet or exceed the necessary thresholds for this warrant during eight hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for four hours. Warrant 3 (Peak Hour Volume )--volumes meet or exceed the necessary thresholds for this warrant during four hours of the day. For the warrant to be met, volume thresholds must be at or above thresholds for one hour. These warrants are based on mainline and side street traffic volumes, number of travel lanes (one per approach), and mainline travel speed (45 mph). As is common practice, right -turn volumes were excluded from the projected side street volumes because an exclusive ri ght -turn lane is provided. Detailed warrant analyses are included in the Appendix. Based on existing ADT volumes and four hours of turning movement volumes, analyses indicated that the intersection of Ivy Road and the Northridge Main Entrance currently warrants a traffic signal. Although a full 12 -hour turning movement count was not performed at this time, signal warrants were evaluated using reasonable estimates of the hourly distribution of outbound left - turn volumes based on ITE daily trip generation. Existing peak hour inbound and outbound trips very closely mirror estimated ITE trip generation for the existing Northridge building. With this signal and based on projected traffic volumes, vehicle queues in eastbound and westbound (Ivy Road) through lanes will not extend through adjacent intersections /driveways and create blockages. Table 7 summarizes signalized level of service at this intersection for future scenarios. Page 23 Northndge Development January 25, 2008 Table 7 —Ivy Road/Northridge Main Entrance Intersection Signalized LOS To provide acceptable LOS at this intersection as indicated in Table 7, the following are recommended: Maintain existing laneage Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Figure 6 shows recommended laneage and traffic control at this intersection. Detailed level of service calculations are provided in the Appendix. Page 24 Northridge Development lanuare 25, 2008 9.2 Ivy Road /Service Entrance This unsignalized intersection currently provides the following laneage: Ivy Road (eastbound) --one exclusive through lane and one exclusive left -turn lane Ivy Road (westbound)– one exclusive through lane and one exclusive right -turn lane Service Entrance (southbound) --one exclusive left -turn lane and one exclusive right -turn lane Under existing conditions, the southbound (site driveway) left -turn movement operates at LOS C and D during the AM and PM peak hours, respectively. With the increment of background traffic growth and traffic associated with the proposed development, this movement is anticipated to worsen to LOS D during the AM peak hour and maintain LOS D during the PM peak hour. Operations on Ivy Road, including the eastbound left -turn movement into the site, will be negligibly impacted by the development. Table 8 indicates levels of service and delays for the intersection under existing (2006), 2010 no build, and 2010 build -out conditions. Table 8 —Ivy Road/Service Entrance Intersection Unsignalized LOS No improvements are recommended at this intersection. Detailed level of service calculations are provided in the Appendix. Page 25 Northndge Development ]anua7 25, 2008 zo.o Conclusions and Recommendations Parking to support the proposed development cannot be provided solely on the existing Northridge site. In order to provide sufficient parking for existing Northridge patients and future LTAC /radiology patients, the following are recommended: Relocate at least 46 employees (existing Northridge or future LTAC /radiology) by providing either off -site parking at another nearby property or satellite parking with shuttle service as an extension of the existing parking and transportation system Consider allowing up to 20 LTAC /radiology employees to park in the surplus spaces on the existing Kirtley property near the warehouse building and reduce the off -site or satellite parking accordingly Periodically monitor actual parking conditions and adjust off -site or satellite parking operations accordingly The number of new trips generated by the site is considerably low and will minimally increase traffic volumes on Ivy Road and at study area intersections. Recommended improvements will mitigate development traffic impacts. To maintain acceptable traffic operations at study intersections, the following are recommended: Ivy Road/Northridge Main Entrance Maintain existing laneage Restripe existing pavement markings (existing markings are faded and difficult to discern) Consider modifying current pavement markings in center lane (two -way left -turn lane) by striping an exclusive eastbound left -turn lane Conduct a 12 -hour turning movement count and, if signal warrants are met, install a traffic signal to facilitate southbound movements from the Northridge Main Entrance Ivy Road/Service Entrance Maintain existing laneage and traffic control Restripe existing pavement markings (existing markings are faded and difficult to discern) Page 26 FIGURE Northridge Development Recommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. TITS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SER \']CE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC North Not to Scale UC CW U C CB O C W DIM CDv 0U) 0 z aa NN N Ivy Road Legend Signalized Intersection OUnsignalized Intersection 4 Existing Laneage FIGURE Northridge Development Recommended Kimley -Horn Albemarle County, Virginia Roadway Laneage 6 and Associates, Inc. TITS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SER \']CE, IS INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTTON BY KIMLEY -HORN AND ASSOCIATES, INC SHALL BE WITHOUT LIABILITY TO KIMLEY -HORN AND ASSOCIATES, INC Northridge Development Appendix January 25, 2008 Page 28 Existing Traffic Counts Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy AM Site Code : 00003395 Start Date : 11 /15/2006 Page No : 1 08:00 AM East entrance to property Southbound 0 Ivy Rd. Westbound 0 9 Northbound 84 0 Ivy Rd. Eastbound 114 0 SwT"ime Right Thin Le8 Peels Toil Right n.Leff Peels T,Right Thm Leff Peels T Right Tbm Left Pulp 166 Total Fadoc 1.0 1 1.0 1 1.0 1.0 0 1.0 1 1.0 1 1.0 1 1.0 235 1.0 1 1.0 1 0 0 0 0 1 1.0 136 1 1.0 1 1.0 0 137 203 07:00 AM 1 0 5 0 6 8 52 0 0 60 0 0 0 08:45 AM 3 0 13 0 16 28 90 07:15 AM 1 0 4 0 5 5 71 0 0 76 0 0 0 0 0 0 167 1 0 168 249 0730 AM 1 0 4 0 5 19 101 0 0 120 0 0 0 0 0 0 268 1 0 269 394 07 :45 AM 0 0 3 0 3 27 92 0 0 119 0 0 0 0 01 0 306 6 0 312 434 Total 3 0 16 0 191 59 316 0 0 375 1 0 0 0 0 01 0 877 9 0 886 1280 08:00 AM 2 0 7 0 9 30 84 0 0 114 0 0 0 0 0 0 226 2 0 228 351 08 :15 AM 1 0 8 0 9 39 127 0 0 166 0 0 0 0 0 0 228 7 0 235 410 0830 AM 1 0 2 0 3 22 122 0 0 144 0 0 0 0 0 0 195 1 0 196 343 08:45 AM 3 0 13 0 16 28 90 0 0 118 0 0 0 0 0 0 224 9 0 233 367 Total 7 0 30 0 37 119 423 0 0 542 0 0 0 0 0 0 873 19 0 892 1471 Grand Total 10 0 46 0 56 178 739 0 0 917 0 0 0 0 0 0 175 28 0 1778 2751 Apprch %17.9 0.0 82.1 0.0 19.4 80.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 98.4 1.6 0.0 Total %0.4 0.0 1.7 0.0 10 6.5 26.9 0.0 0.0 333 0.0 0.0 0.0 0.0 0.0 0.0 63.6 1.0 0.0 64.6 Right I Thtu I Left I Peels 115 404 East entrance to property 0 Southbou 22.2 77.8 StartTmK Right D.. Left Peels APP' Total Peek Hour From 0790 AM to 08 :45 AM - Peek 1 or l 0 lutetsection 0730 AM 08:15 AM Volume 4 0 22 0 26 Percent 15.4 0.0 84.6 0.0 0 07:45 0 0 3 0 3 Volume 0.782 0 0 Peak Factor 0 0 0 306 High Int.08:00 AM 312 Volume 2 0 7 0 9 Peak Factor 0.722 Right I Thtu I Left I Peels 115 404 0 0 5I9 22.2 77.8 0.0 0.0 1589 27 92 0 0 119 08:15 AM 39 127 0 0 166 1.5 0.0 0.782 RightThm Leff Peels I Total I Right I Tmu I Left I Pads I Total 0 0 0 0 0 0 1028 16 0 1044 1589 0.0 0.0 0.0 0.0 0.0 96.5 1.5 0.0 0 0 0 0 0 0 306 6 0 312 434 0.915 6:45 :00 AM 07:45 AM 0 0 0 0 0 0 306 6 0 312 0.837 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Northridge Health Services File Name : East Entrance & Ivy PM Site Code : 00003395 Start Date : 11 /15/2006 Page No : 1 rntim PrmtaA_ 1 _ Vahicfes 05 :00 PM East entrance to property 0 41 Ivy Rd. 43 2 227 0 0 229 0 0 Ivy Rd. 0 0 0 136 Southbound 0 136 Westbound 05:15 PM 1 Northbound 19 0 Eastbound 2 240 Start Time Right Thru I Le8 I PeelsmI Right Tiw La@ Pads T Right Thu,Left Peels T Right Thm Left Pcds Total Taal Peetar 1.0 1.0 1.0 1.0 0 1.0 1.0 1.0 1.0 0 1.0 1.0 L0 1.0 4 1.0 1.0 1.0 1.0 8 233 04:00 PM 8 0 18 0 26 13 186 0 0 199 0 0 0 0 0 0 136 1 0 137 362 04:15 PM 2 0 25 0 27 5 179 0 0 184 0 0 0 0 0 0 123 2 0 125 336 04:30 PM 6 0 27 0 33 1 214 0 0 215 0 0 0 0 0 0 121 0 0 121 369 04:45 PM 4 0 28 0 32 3 209 0 0 212 0 0 0 1 1 0 109 0 0 109 354 Total 20 0 98 0 118 22 788 0 0 810 0 0 0 1 1 0 489 3 0 492 1421 05 :00 PM 2 0 41 0 43 2 227 0 0 229 0 0 0 0 0 0 136 0 0 136 408 05:15 PM 1 0 19 0 20 2 240 0 0 242 0 0 0 0 0 0 128 1 0 129 391 05:30 PM 2 0 14 0 16 4 219 0 0 223 0 0 0 0 0 0 122 0 0 122 361 05:45 PM 4 0 7 0 I1 8 233 0 0 241 0 0 0 0 0 0 82 1 0 83 335 Total 9 0 81 0 90 16 919 0 0 935 0 0 0 0 01 0 468 2 0 470 1495 Grand Total 29 0 179 0 208 38 170 0 0 1745 0 0 0 1 1 0 957 5 0 962 2916 136 0 0 136 408 Volume Apprch %13.9 0.0 86.1 0.0 2.2 97.8 0.0 0.0 0.0 0.0 0.0 100.0.0 99.5 0.5 0.0 05:00 PM 05:15 PM 04:45 PM 05:00 PM Volume 43 2 240 0 0 242 0 Total %1.0 0.0 6.1 0.0 7.1 1.3 58.5 0.0 0.0 59.8 0.0 0.0 0.0 0.0 0.0 0.0 318 0.2 0.0 33.0 0.250 East entrance to property Southbound Ivy Rd. Westbound Northbound Ivy Rd. Eastbound Sfatt Tima Right Tiuu Left Peels Tml Right Tiry Le@ Peels Total Right Tlm:Ls@ Peels T ,1 Right I n-Left Peels Total Told Peek Hour From 04:00 PM to 05.45 PM - Peak I of I intemection 04:30 PM Vohmte 13 0 115 0 128 8 890 0 0 898 0 0 0 1 1 0 494 1 0 495 1522 Percent 10.2 0.0 89.8 0.0 0.9 99.1 0.0 0.0 0.0 0.0 0.0 10.0.0 99.8 0.2 0.0 05 :00 2 0 41 0 43 2 227 0 0 229 0 0 0 0 0 0 136 0 0 136 408 Volume Peak Factor 0.933 High Int.05:00 PM 05:15 PM 04:45 PM 05:00 PM Volume 2 0 41 0 43 2 240 0 0 242 0 0 0 1 1 0 136 0 0 136 Peak Factor 0.744 0.928 0.250 0.910 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy AM Site Code ; 00003396 Start Date : 11/15/2006 Page No : 1 lS.. .. Driri Y /d.irfec 08:00 AM West Entrance to pro perty 0 1 Ivy Rd. 2 8 88 0 0 96 0 0 Ivy Rd. 0 0 0 212 Southbound 0 215 Westbound 08:15 AM 1 Northbound I 0 Eastbound 6 118 Start Tune Right Thru Left I Pads I APP Right T2au Left Peds TOW RWt Thm Left Peels APPai Right Thm Left Peds App. Total Im Total Factor 1.0 1 1.01 1.01 LD I 1.D 1 1.0 1 1.0 1 1.0 1 t.0 1.0 1-01 1.0 1 1.01 1.01 1.01 1.0 6 90 07:00 AM 0 0 0 0 0 0 52 0 0 52 0 0 0 0 0 0 131 0 0 131 183 07:15 AM 0 0 0 0 0 3 74 0 0 77 0 0 0 0 0 0 160 5 0 165 242 07:30 AM 0 0 1 0 1 7 98 0 0 105 0 0 0 0 0 0 256 0 0 256 362 07:45 AM 0 0 0 0 0 5 95 0 0 100 0 0 0 0 0 0 299 4 0 303 403 Total 0 0 1 0 1 15 319 0 0 334 0 0 0 0 0 0 846 9 0 855 1190 08:00 AM 1 0 1 0 2 8 88 0 0 96 0 0 0 0 0 0 212 3 0 215 313 08:15 AM 1 0 I 0 2 6 118 0 0 124 0 0 0 0 0 0 212 0 0 212 338 08:30 AM 1 0 1 0 2 5 128 0 0 133 0 0 0 0 0 0 199 1 0 200 335 08:45 AM 0 0 0 0 0 6 90 0 0 96 0 0 0 0 0 0 274 1 0 245 341 Total 3 0 3 0 6 25 424 0 0 449 0 0 0 0 01 0 867 5 0 872 (1327 Grand Total 3 0 4 0 7 40 743 0 0 783 0 0 0 0 0 0 173 14 0 1727 2517 Apprch %42.9 0.0 57.1 0.0 5.1 94.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 99.2 0.8 0.0 Total %0.1 0.0 0.2 0.0 0.3 1.6 29.5 0.0 0.0 31.1 0.0 0.0 0.0 0.0 0.0 0.0 68.1 0.6 0.0 68.6 react hour rrom u w rm w vn:v West Entrance to property Ivy Rd. 425 Ivy Rd. 07:30 AM Southbound Westbound Northbound Eastbound StaIITSare Right Tiuu Left Peels Right Thnx LeQ Peels Q ftlrt 1 Tlau 1 Led i PadsTotalRght Th. Lett Peels Total react hour rrom u w rm w vn:v nm - real i or i 425 Intersection 07:30 AM 0.0 5 95 Volume 2 0 3 0 5 Percent 40.0 0.0 60.0 0.0 0 07:45 0 0 0 0 0 Volume Peak Factor Higilnt.08:00 AM Volume 1 0 1 0 2 Peak Factor 0.625 26 399 0 0 425 61 93.9 0.0 0.0 5 95 0 0 100 08:15 AM 6 118 0 0 124 0.857 0 0 0 0 0.0 0.0 0.0 0.0 0 0 0 0 6:45:00 AM 0 0 0 0 0 0 0 0 979 7 0 986 0.0 993 0.7 0.0 0 299 4 0 303 07:45 AM 0 299 4 0 303 0.814 Total 1416 403 0.878 Peggy Malone & Associates, Inc. 888) 247 -8602 Entrance to Lee Tennis Products File Name : West Entrance & Ivy PM Site Code : 00003396 Start Date : 11/15/2006 Page No : 1 r'' rmim Prmtor!_ Vohinlx 05:00 PM West Entrance to Property 0 9 Ivy Rd. 13 West Entrance to Property 230 0 Ivy Rd. 231 0 0 0 Southbound 0 0 Westbound 0 0 Northbound 366 05:15 PM Eastbound 0 5 StTirne Right Thm Led Peels TAM.Right 1Lnt Led Pais T Right Thm Left Peels 0 Right 7Ln1 Le8 Peels Total T. Factor 1.0 1.0 I.0 1.0 0 i.0 1.0 1.0 1.0 0 1.0 19 1 A 1 I.0 1 1.01 1.0 1 1.0 1 !.0 0 0 04:00 PM 0 0 5 0 5 4 I96 0 0 200 0 0 0 0 0 0 141 0 0 141 346 04:15 PM 3 0 2 0 5 2 164 0 0 166 0 0 0 0 0 0 115 0 0 115 286 0430 PM 0 0 2 0 2 3 213 0 0 216 0 0 0 0 0 0 126 0 0 126 344 04:45 PM 1 0 5 0 6 2 208 0 0 210 0 0 0 0 0 0 105 0 0 105 321 Total 4 0 14 0 18 11 781 0 0 792 0 0 0 0 0 0 487 0 0 487 1297 05:00 PM 4 0 9 0 13 1 230 0 0 231 0 0 0 0 0 0 122 0 0 I22 366 05:15 PM 0 0 5 0 5 0 239 0 0 239 0 0 0 0 0 0 130 0 0 130 374 05:30 PM 2 0 3 0 5 2 234 0 0 236 0 0 0 0 0 0 121 0 0 121 362 05:45 PM 0 0 0 0 0 0 241 0 0 241 0 0 0 0 0 0 91 0 0 91 332 Total 6 0 17 0 23 3 944 0 0 947 0 0 0 0 0 0 464 0 0 464 1434 Grand Total 10 0 31 0 41 14 172 0 0 1739 0 0 0 0 0 0 951 0 0 951 2731 5 Apptch %24.4 0.0 75.6 0.0 0.8 99.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 .0.0 0.0 Total %0.4 0.0 1.1 0.0 1.5 0.5 612 0.0 0.0 63.7 0.0 0.0 0.0 0.0 0.0 0.0 34.8 0.0 0.0 34.8 YeaH hOar 1.1= U4:UU YM M U3:9J I'M - reW West Entrance to Property ivy Rd.West Entrance to Property Ivy Rd. 0.0 Southbound Westbound Northbound Eastbound Stutrime Right Tlu¢ Left Peels Tatel Right Thnt Led PC& Right Thin Led Peels Right U" Le@ Peels AL YeaH hOar 1.1= U4:UU YM M U3:9J I'M - reW 1 OI 1 0 Intersection 05:00 PM 0.0 0.0 0.0 Volume 6 0 17 0 23 Percent 26.1 0.0 73.9 0.0 0 05:15 0 0 5 0 5 Volume 3:45:00 PM 05:15 PM Peak Factor 0 0 0 0 0 High Inn.05:00 PM 0 130Volume409013 Peak Factor 0.442 3 944 0 0 947 0.3 99.7 0.0 0.0 0.0 0 239 0 0 239 05:45 PM 0 241 0 0 241 0 0 0 130 0 0.982 0 0 0 0 0 0 464 0 0 464 0.0 0.0 0.0 0.0 0.0 100,0.0 0.0 0 0 0 0 0 0 130 0 0 130 3:45:00 PM 05:15 PM 0 0 0 0 0 0 130 0 0 130 0.892 hn. Total 1434 374 0.959 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 Site Reference: 869700000000 Site ID: 869700000000 Loc: Ivy Rd. s/o Ednam Dr. Direction: NORTH TIME MON TUE WED THU FRI 7:45 14 1078 15 Lane 1 am pm am pm am pm am pm am pm 00:15 5 151 3 143 00:30 3 154 2 169 00:45 5 140 4 123 01:00 4 136 2 140 01:15 3 123 6 124 01:30 3 123 0 113 01:45 5 145 1 119 02:00 1 142 3 117 02:15 1 116 4 110 02:30 3 121 1 151 02:45 1 165 3 151 03 :00 4 138 3 121 03:15 0 151 2 132 03:30 2 142 2 159 03:45 5 144 1 149 04:00 4 151 7 167 04:15 2 175 4 167 04:30 1 140 6 151 04:45 4 161 4 163 05:00 8 137 11 160 05:15 11 142 17 185 05:30 20 158 26 164 05:45 36 139 37 144 06:00 44 105 53 108 06:15 59 116 48 120 06:30 82 134 94 107 06:45 108 100 112 105 07:00 123 67 129 109 07:15 137 69 145 62 07:30 213 62 183 62 07 :45 287 66 261 45 08:00 293 42 323 41 08:15 244 31 246 31 08:30 230 39 248 43 08:45 234 29 210 41 09:00 253 35 252 51 09:15 215 23 189 23 09:30 187 45 197 45 09:45 147 26 203 26 10:00 152 27 143 27 10:15 136 13 152 37 10:30 169 17 148 13 10:45 145 15 137 19 11:00 136 15 138 22 11:15 124 14 124 10 11:30 151 8 166 8 11:45 140 10 139 11 12:00 141 8 151 10 1' IZ177C AM Times AM Peaks PM Times PM Peaks 0 8691 8840 0 7 :45 7:45 1054 1078 16:00 16:45 627 672 File: D1113001.prn City: County: SAT SUN am pm am pm 0 0 0 Page: 1 WK TOT WK AVG am pm am pm 8 294 4 147 5 323 2 161 9 263 4 131 6 276 3 138 9 247 4 123 3 236 1 118 6 264 3 132 4 259 2 129 5 226 2 113 4 272 2 136 4 316 2 158 7 259 3 129 2 283 1 141 4 301 2 150 6 293 3 146 11 318 5 159 6 342 3 171 7 291 3 145 8 324 4 162 19 297 9 148 28 327 14 163 48 322 24 161 73 283 36 141 97 213 48 106 107 236 53 118 176 241 88 120 220 205 110 102 252 176 126 88 282 131 141 65 396 124 198 62 548 111 274 55 616 83 308 41 490 62 245 31 478 82 239 41 444 70 222 35 505 86 252 43 404 46 202 23 384 90 192 45 350 52 175 26 295 54 147 27 288 50 144 25 317 30 158 15 282 34 141 17 274 37 137 18 248 24 124 12 317 16 158 6 279 21 139 10 292 18 146 9 17531 8747 7 :45 7:45 2132 1066 16.00 16:00 1275 637 Malone & Associates Inc. WEEKLY SUMMARY Starting:11/14/2006 Site Reference: 868800000000 Site ID: 668800000000 Loc: Ivy Rd. s/o Ednam Dr. Direction: SOUTH TIME MON TUE am pm WED 12 131 15 282 14 19 276 15 Lane 1 am pm am pm am pm 00:15 12 129 12 133 00:30 9 136 6 146 00:45 10 144 9 132 01:00 7 136 3 161 01:15 5 152 2 133 01 :30 6 161 3 135 01:45 3 156 6 152 02:00 4 136 1 159 02:15 2 170 6 151 02:30 2 168 3 172 02.45 4 150 9 149 03:00 3 148 3 150 03 :15 7 133 1 155 03.30 2 185 1 150 03:45 2 202 1 174 04:00 0 199 2 203 04:15 1 197 2 190 04:30 1 210 0 195 04:45 5 217 4 226 05:00 0 215 1 209 05:15 2 236 6 247 05 :30 5 256 7 248 05:45 2 276 1 237 06:00 9 226 5 231 06:15 23 202 15 198 06:30 22 202 18 179 06 :45 31 165 41 171 07:00 44 160 59 150 07 :15 74 126 72 143 07 :30 99 123 81 125 07 :45 138 119 132 110 08:00 147 75 129 103 08 :15 126 95 122 92 08:30 149 120 173 94 08:45 160 65 148 98 09.00 144 92 132 117 09:15 123 86 132 68 09:30 116 81 113 74 09 :45 128 63 92 57 10:00 119 59 162 51 10 :15 109 44 97 36 10:30 116 78 108 53 10:45 117 30 109 42 11:00 116 19 110 26 11 :15 103 28 122 16 11:30 145 24 134 18 11:45 133 14 132 20 12 :00 125 14 127 12 TOTALS 0 9154 8965 AM Times 8:00 8:30 AM Peaks 582 585 PM Times 17:15 17.15 PM Peaks 994 963 File: D1113002.prn City: County: Page: 1 THU FRI SAT SUN WK TOT WK AVG am pm am pm am pm am pm am pm am pm 24 262 12 131 15 282 7 141 19 276 9 138 10 297 5 148 7 285 3 142 9 296 4 148 9 310 4 155 5 295 2 147 8 321 4 160 5 340 2 170 13 299 6 149 6 298 3 149 8 288 4 144 3 335 1 167 3 376 1 188 2 402 1 201 3 387 1 193 1 405 0 202 9 443 4 221 1 424 0 212 8 483 4 241 12 504 6 252 3 513 1 256 14 457 7 228 38 400 19 200 40 361 20 190 72 336 36 166 103 310 51 155 146 269 73 134 180 248 90 124 270 229 135 114 276 178 138 89 248 187 124 93 322 214 161 107 308 163 154 91 276 209 138 104 255 174 127 87 229 155 114 77 220 120 110 60 281 110 140 55 206 80 103 40 224 131 112 65 226 72 113 36 226 45 113 22 225 44 112 22 279 42 139 21 265 34 132 17 252 26 126 13 0 0 0 0 16119 9038 8 :30 8:30 1161 580 17:15 17:15 1957 977 i 517, /4A LAW, Message David Benish From: Hurt, Charles (cwh4cm) [cwh4cm @eservices.virginia.edu] Sent: Thursday, January 31, 2008 2:32 PM To: David Benish Subject: FW: UVA LTACH Sanitary Sewer Study Attachments: LTACH Sanitary Sewer Analysis.pdf David — See Gary's comments below. Thanks for }'our support. Charlie From: Lowe, Gary E *HS [ mailto: GEL3W @hscmail.mcc.virginia.edu] Sent: Thursday, January 31, 2008 1:23 PM To: Hurt, Charles W Cc: Campbell, Wes *HS Subject: FW: UVA LTACH Sanitary Sewer Study Page 1 of 1 Charlie Ammy sent this while we were talking to David. I have instructed her of the change in plans based on our conversations this morning. Gary Original Message---- - From: Ammy George [ mailto:Ammy.George @timmons.com] Sent: Thursday, January 31, 2008 9:48 AM To: dbenish @albemarle.org Cc: gel3w @virginia.edu; Sam.Saunders @timmons.com Subject: UVA LTACH Sanitary Sewer Study Good morning David, I have attached a copy of the Sanitary Sewer Study as an answer to the following questions can the Kirtley warehouse be served by gravity sewer and what we are proposing to do? As demonstrated by the enclosed plan, the Kirtley warehouse building can be served by gravity sewer. But due to the fact that this would entail removing many of the existing trees at the rear of the Northridge property as well as having construction activity on a 2:1 slope, we have decided to maintain the force main that runs from the Kirtley warehouse. The force main would be tied into the plumbing of the existing brick office building located at the front of the Kirtley property which is connected to the public sewer system. We feel solution is in line with the comprehensive plan and is ecologically sensitive to the surrounding properties. If you have any questions or comments, please feel free to call me. Ammy George, CLA T hI1111olis Crou[t 919 2nd St., S.E. Charlottesville, VA 22902 434.327.1684 (Direct) 434.566.3411 (Cell) 434.295.8317 (Fax) 1/31/2008 7 Ammy George - Thursday, January 31, 2008 9:21:11 AM I R \404\ 24267 -LTACH \DWG \Sheet \PRELIM \C4 SANITARY SEWER ANALYSIS.dwg J m S T fl o I I 11oI I I — 1 ' o ma g t9 3m ma Z I I TAm1 0Ic I s. 1 _I .I Al o ^ 7 7 C bil PSI n 08- J / s f o, NC I BIZ 2 L N ZN I — f / r•1 U S 22 - m • o a 0 - W O I / r m -z I J p F I I 1 / I C-) , w /w wiz pl mgrose whn sne Ter, mIusue but not k tl to consu Len, bidden V, — 1 n 11 n Shut 1 11 1 n .onsen1 11 !1-- i,Pncip 1 mV i A;I'= t13f H1 JC SN °11CIP V SC:_?P3 ni TIMMONS OUR VISION ACHIEVED THROUGH OURS VIRGINIA I NORTH CAROLINA I WEST VIRGINIA dd o THIS DRAWING PREPARED AT THE C00.PORATE OFFICE 1001 Boulders Pkwy.l Richmond, VA 23225 TEL 804.200.6500 FAx 804.560.1325 www.tlmmon .com Site Development I Residential I Infrastructure Technology inave ,. on^ A W v UVA LONG TERM ACUTE CARE HOSPITAL SAMUEL MILLER DISTRICT - ALBEMARLE - VA A m DATE REV'S' ° " DESGRIPTI °"yc N SANITARY SEWER ANALYSIS Bann n •. e , TIMMe— GROUG an n w ,. a poll 1, 1, mgrose whn sne Ter, mIusue but not k tl to consu Len, bidden V, — 1 n 11 n Shut 1 11 1 n .onsen1 11 !1-- i,Pncip Existing Parking Occupancy Counts C] =" KimleyHorn and Associates, Inc. Recorded by: Emily Lintner Date: Wednesday, December 5, 2007 Parking Area Total No. of Spaces 10: 00 AM 12: 00 PM 2: 00 PM 4: 00 PM Occupied Available Occupied Available Occupied Available Occupied Available Northridge Health Services Center Staff 88 67 21 60 28 55 33 44 44 Visitors and Patients 166 139 27 100 66 122 44 88 78 Kirtley Office Building (BOB) - vacant 21 3 18 2 19 3 18 2 19 Kirtley Warehouse - vacant 38 0 38 0 38 0 38 0 38 Seig Warehouse 67 17 50 19 48 17 50 18 49 Moser Building - closed for renovations 23 0 23 2 21 3 20 0 23 Total 403 226 177 183 220 200 203 152 251 Northridge Development Occupancy Counts K:\ Project \TPTO\ 117008000- Northridge_ TIA_Update \3 Project Data \3 -02 Traffic Analysis \Parking_ Occupancy.xls Signal Warrant Analysis Ivy Road /Northridge Main Entrance Northridge Development TRAFFIC SIGNAL VOLUME WARRANT ANALYSIS INTERSECTION NAME NY Road/ Northridge Main Entrance COUNT DATE Nov. 2006 INTERSECTION CONDITION Exislin Nov 2006 MAJOR STREET, I Road # OF APPROACH LANES i MINOR STREET Northrid a Main Entrance # OF APPROACH LANES ISOLATED COMMUNITY WITH POPULATION LESS THAN 10, 000 (Y OR IN N TO 85TH PERCENTILE SPEED GREATER THAN 40 MPH ON MAJOR STREET (Y OR N) y 8 1, 0% MAJOR ST MINOR ST WARRANT 1, Condition A WARRANT 1, Condition B WARRANT 1, Combination Warrant WARRANT 2 WARRANT 3 09. 00 AM 30 3, h 09 00 AM TO 10 00 AM CONDITION A CONDITION B 10. 00 AM BOTH APPROACHES HIGHEST APPROACH MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH MET 8, 0% 12 00 PM MAJOR STREET MINOR STREET BOTH MET MAJOR STREET MINOR STREET BOTH METTHRESHOLDVALUES 66 350 105 TO 525 53 19, 0% 400 120 04 00 PM 600 60 04 00 PM TO 05, 00 PM 06 00 AM TO 07. 00 AM 503 8 Y 06 00 PM 81 0% 06 00 PM TO Y 66 to 8. 0% 070 PM TO 08 00 PM 37 4, 15% 07. 00 AM TO 08 00 AM 1, 261 16 Y 3, 0% 09 00 PM y 10 00 PM 17 y Y 825 100 0% 08 00 AM TO 9. 00 AM 1, 434 30 Y y y Y O 10 00 AM 1, 207 33 Y y y y O 11 00 AM 1, 021 50 Y y y Y O 12 00 PM 01 00 PM O 02: 00 PM 03 00 PMMTO 03 00 PM TO 04 00 PM 04 00 PM TO 05 00 PM 05: 00 PM TO 06 00 PM 0600 PM TO 07 00 PM 07 00 PM TO 08 00 PM 1, 076 1, 135 1 094 1164 1, 296 1, 302 1405 1, 141 684 fib 66 66 63 83 98 81 66 37 Y Y Y Y Y Y Y Y Y V Y V Y Y y Y Y Y Y Y y Y Y Y Y Y Y Y y Y y y y Y Y Y V Y V V Y Y Y Y Y Y Y Y Y Y I Y Y V Y Y Y Y y y Y Y Y Y y y Y Y Y Y Y Y y Y Y Y y y Y Y 08400 PM TO 09: 00 PM 545 25 Y y y 09400 PM TO 10 00 PM 400 17 Y y 16, 668 823 0 8 0 8 8 4 WARRANT 1 — Eiahl -Ho Vehiridor v., l „mo 1---ur 8 HOURS NEEDED NOT SATISFIED 8 HOURS NEEDED SATISFIED 8 HOURS OF BOTH COND A AND COND, B NEEDED NOT SATISFIED 4 HRS NEEDED SATISFIED 1 HR NEEDED SATISFIED Condition A: Minimum Vehicular Volume Condition B: Interruption of Continuous Traffic Combination : Combination of Condition A and Condition B WARRANT 2 — Four -Hour Vehicular Volume Warrant WARRANT 3 — Peak Hour Warrant 06 00 AM TO 07 00 AM 8 1, 0% 07. 00 AM TO 08 00 AM 16 Z, an 08 00 AM TO 09. 00 AM 30 3, h 09 00 AM TO 10 00 AM 33 4. 0% 10. 00 AM TO 11 00 AM 50 B, D% 11 00 AM TO 12 00 PM 66 8, 0% 12 00 PM TO 01 00 PM 66 D% 01 00 PM TO 02. 00 PM 66 U% 02 00 PM TO 03 00 PM 83 19, 0% 03 00 PM TO 04 00 PM 83 10, 0% 04 00 PM TO 05, 00 PM 98 12. 43%. 05 00 PM TO 06 00 PM 81 0% 06 00 PM TO 07 00 PM 66 to 8. 0% 070 PM TO 08 00 PM 37 4, 15% 08 00 PM TO 09 00 PM 25 3, 0% 09 00 PM TO 10 00 PM 17 2. 0% 825 100 0% Major street volumes are based on existing ADT data and peak hour TMC data, then factored to reflect background growth Minor side street volumes taken from AM and PM peak outbound left -turn volumes These volumes were used to determine peak hour % of total daily outbound traffic The remaining hourly percentages were smoothed around the peaks Daily outbound traffic is based on ITE Daily Trip Gen 2150 / 2 ' 90% of total day ' 85% left- turns) Traffic Analysis Ivy Road /Northridge Main Entrance Timing Plan: Existing AM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 4 ' \0. Movem AE8c "8I3T WBT W'BR SBt_Si3R r Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1028 404 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1117 439 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 564 1591 439 vC1, stage 1 conf vol 439 vC2, stage 2 conf vol 1152 vCu, unblocked vol 564 1591 439 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %98 86 99 cM capacity ( veh/h)1007 170 618 D recta ;.t;arie; : " : :l 8 EB 2 W13 1 B 2 Sl3`9 "' SB 2 Volume Total 17 1117 439 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 1007 1700 1700 1700 170 618 Volume to Capacity 0.02 0.66 0.26 0.07 0.14 0.01 Queue Length 95th (ft)1 0 0 0 12 1 Control Delay (s)8.6 0.0 0.0 0.0 29.6 10.9 Lane LOS A D B Approach Delay (s)0.1 0.0 26.7 Approach LOS D 4 ntersectrora. Stitmmary Average Delay 0.5 Intersection Capacity Utilization 64.1%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Rtlovemeef EBL ` E8T WBT ' V(t k SBL 1 'BB Lane Configurations t t r r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)1 494 890 8 115 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 537 967 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 976 1507 967 vC1, stage 1 conf vol 967 vC2, stage 2 conf vol 539 vCu, unblocked vol 976 1507 967 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %100 36 95 cM capacity (veh /h)707 196 308 flirectir n Larne #E8 11 E8-1 W8 1 W 2 88 - 1 88`2 Volume Total 1 537 967 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 707 1700 1700 1700 196 308 Volume to Capacity 0.00 0.32 0.57 0.01 0.64 0.05 Queue Length 95th (ft)0 0 0 0 93 4 Control Delay (s)10.1 0.0 0.0 0.0 51.2 17.2 Lane LOS B F C Approach Delay (s)0.0 0.0 47.7 Approach LOS E Intersection Surimmary Average Delay 4.0 Intersection Capacity Utilization 59.9%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 112312008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 1# 4-- k, \ 11, I/ Movement EBL _EBT WST WBR`98L SBR Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)16 1207 475 115 22 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)17 1312 516 125 24 4 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 641 1863 516 vC1, stage 1 conf vol 516 vC2, stage 2 conf vol 1347 vCu, unblocked vol 641 1863 516 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %98 82 99 cM capacity (veh /h)943 136 559 Direction, Lane #"ES;1 EB 2 ."WB 1 WB '2".S13 8$'2 Volume Total 17 1312 516 125 24 4 Volume Left 17 0 0 0 24 0 Volume Right 0 0 0 125 0 4 cSH 943 1700 1700 1700 136 559 Volume to Capacity 0.02 0.77 0.30 0.07 0.18 0.01 Queue Length 95th (ft)1 0 0 0 15 1 Control Delay (s)8.9 0.0 0.0 0.0 36.9 11.5 Lane LOS A E B Approach Delay (s)0.1 OA 33.0 Approach LOS D lntersectiori Summary" . Average Delay 0.5 Intersection Capacity Utilization 73.5%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 1.4 -, Movement EBL EBT,'WBT WBR 88L 88k ----- Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)1 580 1045 8 115 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)1 630 1136 9 125 14 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal A pX, platoon unblocked vC, conflicting volume 1145 1768 1136 vC1, stage 1 conf vol 1136 vC2, stage 2 conf vol 633 vCu, unblocked vol 1145 1768 1136 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 22 94 cM capacity (veh /h)610 160 246 Direction, no #15131 EB 2 W R 'l W B 2 88.1 SB 2 ; ` _ Volume Total 1 630 1136 9 125 14 Volume Left 1 0 0 0 125 0 Volume Right 0 0 0 9 0 14 cSH 610 1700 1700 1700 160 246 Volume to Capacity 0.00 0.37 0.67 0.01 0.78 0.06 Queue Length 95th (ft)0 0 0 0 125 5 Control Delay (s)10.9 0.0 0.0 0.0 79.7 20.5 Lane LOS B F C Approach Delay (s)0.0 0.0 73.7 Approach LOS F ntersect 66 Summary, Average Delay 5.4 Intersection Capacity utilization 68.0%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development Lane Configurations I r Vi r Total Lost Time (s) 4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1900 Total Lost time (s) 0. 850 4. 0 0. 850 Flt Protected 0.950 4. 0 40 Lane Util. Factor 0. 950 1. 00 Satd. Flow (prot) 1770 1863 1863 1583 1770 1583 Fit Permitted 0. 431 1 00 0. 85 1. 00 0. 950 Flt Protected Satd. Flow (perm) 803 1863 1863 1583 1770 1583 Satd. Flow (RTOR) 1770 1863 125 1583 4 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Volume (vph) 16 1207 475 115 22 4 Adj. Flow (vph) 17 1312 516 125 24 4 Lane Group Flow (vph) 17 1312 516 125 24 4 Turn Type Perm 0. 92 0. 92 Perm custom Protected Phases 2 6 516 4 4 Permitted Phases 2 RTOR Reduction (vph)0 6 4 4 Total Split (s) 45. 0 45. 0 45. 0 45. 0 15. 0 150 Act Effct Green (s) 53. 1 53. 1 53. 1 53. 1 8. 3 8, 3 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 v/ c Ratio 0. 02 0. 80 0. 31 0. 09 0. 10 0. 02 Control Delay 2. 3 12. 0 2. 6 0. 8 230 15. 2 Queue Delay 0. 0 0. 0 0. 0 0, 0 0. 0 0, 0 Total Delay 2. 3 12. 0 2. 6 0. 8 23. 0 15. 2 LOS A B A A C 8 Approach Delay 11 8 2. 2 6. 0 21. 9 6. 0 Approach LOS B A Vehicle Extension (s) C 3. 0 nterse, t( dri tamm 3. 0 3, 0 14 Cycle Length: 60 674 1462 1462 1243 145 Actuated Cycle Length: 60 v/ s Ratio Prot c0. 70 0. 28 Offset: 0 (0 %), Referenced to phase 2: EBTL and 60ST, Start of Green Control Type: Actuated - Coordinated 0. 02 0. 06 Maximum v/ c Ratio: 0. 80 v/ c Ratio 0. 03 0. 90 0. 35 Intersection Signal Delay: 8. 9 0. 17 0. 00 Intersection LOS: A Intersection Capacity Utilization 73. 5% 1. 5 ICU Level of Service D Analysis Period (min) 15 1. 00 1. 00 1. 00 1. 00 1, 00 Splits and Phases: Timing Plan: 2010 No -Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development r c Critical Lane Group Kimsey -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Lane Configurations t t r Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s) 4. 0 4. 0 4. 0 40 4. 0 40 Lane Util. Factor 1. 00 1. 00 1100 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1 00 0. 85 1. 00 0 85 Flt Protected 0. 95 1. 00 1. 00 1100 0. 95 1. 00 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 46 1. 00 1, 00 1.00 0. 95 1. 00 Satd. Flow (perm)859 1863 1863 1583 1770 1583 Volume (vph)16 1207 475 115 22 4 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 092 Adj. Flow (vph)17 1312 516 125 24 4 RTOR Reduction (vph)0 0 0 27 0 4 Lane Group Flow (vph)17 1312 616 98 24 0 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)45. 1 45. 1 451 45. 1 2. 9 2. 9 Effective Green, g (s)47. 1 47. 1 47. 1 47. 1 4. 9 49 Actuated g/ C Ratio 0. 79 0. 79 0, 79 0. 79 0. 08 0. 08 Clearance Time (s)6. 0 6. 0 6. 0 60 6. 0 6. 0 Vehicle Extension (s) 3. 0 3. 0 3. 0 3. 0 3, 0 3 . 0 Lane Grp Cap (vph)674 1462 1462 1243 145 129 v/ s Ratio Prot c0. 70 0. 28 c0. 01 0. 00 v/ s Ratio Perm 0. 02 0. 06 v/ c Ratio 0. 03 0. 90 0. 35 0. 08 0. 17 0. 00 Uniform Delay, dl 1 4 4. 7 1 9 1. 5 25. 6 25. 3 Progression Factor 1. 00 1. 00 1. 00 1. 00 1, 00 1. 00 Incremental Delay, d2 0. 1 9. 0 0. 7 0. 1 05 0, 0 Delay (s)1. 5 131 2. 6 1. 6 26. 2 25. 3 Level of Service A B A A C C Approach Delay (s)13, 5 2. 4 26. 1 Approach LOS B A C ntarse 5uiri M ._- HCM Average Control Delay 10. 1 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s)60. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 73. 5%ICU Level of Service D Analysis Period (min)15 c Critical Lane Group Kimsey -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/ 2008 Page 1 Page 2 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development A, \ I. 4/ Lane Configurations T T it it rtTotalLostTime (s) 4. 0 4. 0 4, 0 4. 0 4. 0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Fit 4. 0 4. 00. 850 1. 00 0. 850 Flt Protected 0. 950 1. 00 1. 00 1. 000. 950 1. 00Satd. Flow (prot) 1770 1663 1863 1583 1770 1583 Flt Permitted 0. 078 1. 00 1. 00 1. 000. 950 1. 00 Satd. Flow (perm) 145 1863 1863 1583 1770 1583 Said. Flow (RTOR) Flt Permitted 0. 139 1. 0014 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Volume (vph) 1 580 1045 8 115 13 Adj. Flow (vph) 1 630 1136 9 125 14 Lane Group Flow (vph) 1 630 1136 9 125 14 Turn Type Perm 630 1136 Perm custom Protected Phases 2 6 0 4 4 Permitted Phases 2 12 Lane Group Flow (vph) 6 4 4 Total Split (s) 55. 0 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s) 58. 0 58. 0 58. 0 58. 0 12. 2 12. 2 Actuated g/ C Ratio 0. 77 0. 77 0. 77 0. 77 0. 16 0. 16 v/ c Ratio 0. 01 0. 44 039 0. 01 0. 43 0, 05 Control Delay 4. 0 5. 5 13. 4 2. 1 32. 3 13. 1 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Total Delay 40 5. 5 13. 4 2. 1 32. 3 13. 1 LOS A A B A C 8 Approach Delay 5. 5 13. 3 Vehicle Extensions 30. 3 3. 0 Approach LOS A B 3. 0 C 181 tntarsectton " . " 1391 1182 260 232 1 ,; Cycle Length: 75 0. 34 c0. 61 00. 07 0. 00 Actuated Cycle Length: 75 0. 00 0. 00 Offset: 0 1 Referenced 10 phase 2: EBTL and 6: WBT, Start of Green Control Type: Actuated - Coordinated 0. 01 0. 45 0. 82 0. 01 Maximum v/ c Ratio: 0. 79 0. 01 Uniform Delay, d1 2. 4 3. 6 6. 2 Intersection Signal Delay: 12. 0 29. 4 27. 3 Intersection LOS: 8 Intersection Capacity Utilization 68. 0% 1. 00 ICU Level of Service C Analysis Period (min) 15 0. 1 1. 1 5. 4 0. 0 1. 4 Solits and Phases 6 Ivv Rnnri R Nnnh,i£„o IkA ;; , o..,.....,.,. Kimley -Horn and Associates, Inc. Synchro 6 Report - 112312008 Page 1 Timing Plan: 2010 No -Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development t -,. - t 1 * r NoyarttO "° ' EAL "WB7.. Ii F :: Sbl °.SBFt _ _ Lane Configurations V i t t it rt tr deal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4.0 4. 0 4. 0 4. 0 4. 0 Lane Litt. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1. 00 0.85 1. 00 0. 85 Fit Protected 0. 95 1. 00 1. 00 1. 00 0. 95 1. 00 Said. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 13 1. 00 1. 00 1. 00 0. 95 1, 00 Said Flow (perm)242 1863 1863 1583 1770 1583 Volume (vph)1 580 1045 a 115 13 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)1 630 1136 9 125 14 RTOR Reduction (vph)0 0 0 2 0 12 Lane Group Flow (vph)1 630 1136 7 125 2 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)54, 0 54. 0 54. 0 54. 0 9. 0 9. 0 Effective Green, g (s)560 56. 0 56. 0 56. 0 11. 0 11. 0 Actuated g/ C Ratio 0, 75 0, 75 0. 75 0. 75 0. 15 0. 15 Clearance Time (s)60 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extensions 3. 0 3. 0 3. 0 3. 0 10 3. 0 Lane Grp Cap (vph)181 1391 1391 1182 260 232 v/ s Ratio Prot 0. 34 c0. 61 00. 07 0. 00 v/ s Ratio Perm 0. 00 0. 00 v/ c Ratio 0. 01 0. 45 0. 82 0. 01 0. 48 0. 01 Uniform Delay, d1 2. 4 3. 6 6. 2 24 29. 4 27. 3 Progression Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 1. 1 5. 4 0. 0 1. 4 0. 0 Delay (s)2. 5 4. 7 11. 6 2. 4 30. 8 27. 4 Level of Service A A B A C C Approach Delay (s)43 11, 5 30. 4 Approach LOS A B C I' itaf5e tCri SU .. ., HCM Average Control Delay 10. 6 HCM Level of Service B HCM Volume to Capacity ratio 0. 76 Actuated Cycle Length (s)75. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 68. 0°1 ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Page 2 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge D M646me'nf ` EBL EBT Lane Configurations Sign Control Grade Volume (veh/h) Peak Hour Factor Hourly flow rate (vph) Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol tC, single (s) tC, 2 stage (s) tF (s) p0 queue free % cM capacity (veh /h) WBFi SBL SBR TW LTL 0 668 1876 517 517 517 33 7 Free Free 668 Stop 517 4.1 0%0% 0 0% 0 21 1208 476 139 30 6 0.92 0.92 0.92 0.92 0.92 0.92 23 1313 517 151 33 7 TW LTL 0 668 1876 517 517 517 33 7 1359 23 668 1876 517 4.1 6,4 6.2 0 5.4 0 2.2 3.5 3.3 98 76 99 921 134 558 1, : WB 2. SB 1 S6 2 Volume Total 23 1313 517 151 33 7 Volume Left 23 0 0 0 33 0 Volume Right 0 0 0 151 0 7 cSH 921 1700 1700 1700 134 558 Volume to Capacity 0.02 0.77 0.30 0.09 0.24 0.01 Queue Length 95th (ft)2 0 0 0 23 1 Control Delay (s)9.0 0.0 0.0 0.0 40.3 11.5 Lane LOS A E B Approach Delay (s)0.2 0.0 35.5 Approach LOS E ntersction ry.. Average Delay 0.8 Intersection Capacity Utilization 73.6%ICU Level of Service D Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 4, lvlov6m6nt E8C -E8 EBT WBT - iiWBR W SO v Lane Configurations t t i Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)4 582 1046 23 142 18 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)4 633 1137 25 154 20 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TW LTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1162 1778 1137 vC1, stage 1 conf vol 1137 vC2, stage 2 conf vol 641 vCu, unblocked vol 1162 1778 1137 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 3 92 cM capacity (veh /h)601 159 246 SI3 I . S 2 Volume Total 4 633 1137 25 154 20 Volume Left 4 0 0 0 154 0 Volume Right 0 0 0 25 0 20 cSH '601 1700 1700 1700 159 246 Volume to Capacity 0.01 0.37 0.67 0.01 0.97 0.08 Queue Length 95th (ft)1 0 0 0 183 6 Control Delay (s)11.0 0.0 0.0 0.0 120.8 20.9 Lane LOS B F C Approach Delay (s)0.1 0.0 109.5 Approach LOS F Inter5BCl ©n iYlmary Average Delay 9.7 Intersection Capacity Utilization 69.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance Lanes Volumes Timings Northridge Development t- 4, Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2: EBTL and 6013T, Start of Green Control Type: Actuated - Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay: 9. 1 Intersection LOS: A Intersection Capacity Utilization 73. 6% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 6: Ivy Road & Northridge Main Entrance m2 "* m4 m6 r Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development 4-- 4, \I. 4/ 10. 5 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Lane Configurations 60. 0 Sum of lost time (s) 80 t t r T r Total Lost Time (s)4. 0 4. 0 4. 0 4. 0 4.0 4. 0 Lane Util. Factor 1. 00 1. 00 1. 00 1.00 1.00 1. 00 Frt 4. 0 Lane Util. Factor 1.000. 850 1. 000. 850 Flt Protected 0. 950 Frt 1. 00 1. 000. 950 0. 85 Satd. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 431 Said. Flow (prot)1770 18630. 950 1583 Said. Flow (perm)803 1863 1863 1583 1770 1583 Said. Flow (RTOR) 1. 00 Said Flow (perm)856 151 1863 7 Headway Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Volume (vph)21 1208 476 139 30 6 Adj. Flow (vph)23 1313 517 151 33 7 Lane Group Flow (vph)23 1313 517 151 33 7 Turn Type Perm Lane Group Flow (vph)23Permcustom Protected Phases 33 2 6 Perm44 Permitted Phases 2 Protected Phases644 Total Split (s)45. 0 45. 0 45. 0 45. 0 15. 0 15. 0 Act Effct Green (s)52. 9 52. 9 52. 9 52. 9 8. 5 8. 5 Actuated g/ C Ratio 0. 88 0. 88 0. 88 0. 88 0. 14 0. 14 v/ c Ratio 0. 03 0. 80 0. 31 0, 11 0. 13 0. 03 Control Delay 24 12. 4 2. 7 0. 8 232 13. 7 Queue Delay 0. 0 0, 0 0, 0 0. 0 0. 0 010 Total Delay 2. 4 12. 4 2. 7 0. 8 232 13. 7 LOS A B A A C B Approach Delay 0. 00 12. 2 2. 3 21. 5 0. 07 Approach LOS B A 0. 90C 0. 10 Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0 %), Referenced to phase 2: EBTL and 6013T, Start of Green Control Type: Actuated - Coordinated Maximum v/ c Ratio: 0. 80 Intersection Signal Delay: 9. 1 Intersection LOS: A Intersection Capacity Utilization 73. 6% ICU Level of Service D Analysis Period (min) 15 Splits and Phases: 6: Ivy Road & Northridge Main Entrance m2 "* m4 m6 r Timing Plan: 2010 Build AM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development 4-- 4, \I. 4/ jri# eiseotloPiSurii HCM Average Control Delay 10. 5 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s)60. 0 Sum of lost time (s) 80 Lane Configurations I T T r Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 4. 0 Lane Util. Factor 1.00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1. 00 0. 85 100 0. 85 Fit Protected 0. 95 1. 00 1. 00 1. 0o 0. 95 1. 00 Said. Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 46 1, 00 1. 00 1. 00 0. 95 1. 00 Said Flow (perm)856 1863 1863 1583 1770 1583 Volume (vph)21 1208 476 139 30 6 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)23 1313 517 151 33 7 RTOR Reduction (vph)0 0 0 33 0 6 Lane Group Flow (vph)23 1313 517 118 33 1 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)44. 9 44. 9 44. 9 44. 9 3. 1 3, 1 Effective Green, g (s)469 46. 9 469 46. 9 5. 1 5. 1 Actuated g/ C Ratio 0. 78 0. 78 0. 78 0. 78 0. 08 0. 08 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 6. 0 Vehicle Extension (s)3, 0 3. 0 3. 0 3, 0 3. 0 3. 0 Lane Grp Cap (vph)669 1456 1456 1237 150 135 v/ s Ratio Prot c0. 70 0, 28 c0. 02 0. 00 v/ s Ratio Perm 0. 03 0. 07 We Ratio 0. 03 0. 90 0, 36 0. 10 0. 22 0. 00 Uniform Delay, dl 1. 5 4. 8 20 1. 5 256 25 1 Progression Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 1 9. 4 0. 7 0. 2 0. 7 0. 0 Delay (s)1. 6 14. 2 2. 7 1. 7 26. 3 251 Level of Service A B A A C C Approach Delay (s)14, 0 2. 4 26. 1 Approach LOS B A C jri# eiseotloPiSurii HCM Average Control Delay 10. 5 HCM Level of Service B HCM Volume to Capacity ratio 0. 83 Actuated Cycle Length (s) 60. 0 Sum of lost time (s) 80 Intersection Capacity Utilization 73. 6% ICU Level of Service D Analysis Period (min)15 C Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Kimley -Horn and Associates, Inc Synchro 6 Report - 1/ 23/2008 Page 1 Page 2 Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance Lanes, Volumes, Timings Northridge Development t \' r Lane Configurations EI3i T f r Lane Configurationsr - Total Lost Time (s)4.0 4. 0 4A 4. 0 4. 0 4. 0 Lane Ulil. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 4. 0 4. 0 4. 0 0. 850 Lane Util. Factor0. 850 Flt Protected 0 950 1. 00 1. 00 1. 00 0. 950 1. 00 Satd. Flow (Prot)1770 1883 1863 1563 1770 1583 Flt Permitted 0. 078 1. 00 0. 95 1. 00 0. 950 1770 Satd. Flow (parm)145 1863 1863 1583 1770 1583 Satd. Flow (RTOR) 1. 00 1. 00 0. 95 25 Satd. Flow (Perm)20 Headway Factor 1100 1100 1100 1, 00 1. 00 1. 00 Volume (vph)4 582 1046 23 142 18 Adj. Flow (vph)4 633 1137 25 154 20 Lane Group Flow (vph)4 633 1137 25 154 20 Turn Type Perm 7 0 Perm Lana Group Flow (vph)custom Protected Phases 1137 2 6 4 4 4 Permitted Phases 2 Perm custom 6 4 4 Total Split (s)550 55. 0 55. 0 55. 0 20. 0 20. 0 Act Effct Green (s)53. 8 53. 8 518 53. 8 13. 2 13. 2 Actuated g/ C Ratio 0. 72 0. 72 0. 72 0. 72 0. 18 0. 18 v/ c Ratio 0. 04 0. 47 0. 85 0. 02 0. 49 0. 07 Control Delay 5. 0 6. 4 17. 1 1. 7 33. 0 11. 6 Queue Delay 0. 0 0. 0 0. 0 0. 0 0. 0 0. 0 Total Delay 5. 0 6. 4 17. 1 1. 7 310 11. 6 LOS A A B A C B Approach Delay 6. 4 16. 7 v/ s Ratio Perm 30. 5 Approach LOS 0. 01ABv/ c RatioC 0. 47 iiitarsadtt ''sumrn ,. _,..._. 0. 02 0. 49 0. 01 Uniform Delay, d1 3. 1 4. 5 Cycle Length: 75 3. 0 27. 9 25. 5 Progression Factor 1. DO 1AD Actuated Cycle Length: 75 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 4 Offset: 0 (0 %), Referenced to phase 2: EBTL and 6; WBT, Start of Green Control Type: Actuated - Coordinated 1. 2 0. 0 Delay (s)3. 4 Maximum v/ c Ratio; 0. 85 14. 7 3. 1 29. 1 25. 5 Level of Service Intersection Signal Delay: 14. 6 A B Intersection C LOS: B Intersection Capacity Utilization 69. 6`yo 14. 4 ICU Level of Service C Analysis Period (min) 15 Approach LOS A a C Spli and Phases' 6: Ivv Road & Northridoe Main Fntrnnra EI3i fEial"' v ''f SI3R °-` ., . .......... ...._, Lane Configurations Timing Plan: 2010 Build PM 6: Ivy Road & Northridge Main Entrance HCM Signalized Intersection Capacity Analysis Northridge Development r- 4- r MoieMant 7"EI3i F: WBT' )"R ' _ 80L _SI3R °-` ., . .......... ...._, Lane Configurations T t r r Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)4. 0 4. 0 4. 0 4. 0 4. 0 40 Lane Util. Factor 1. 00 1. 00 1. 00 1. 00 1. 00 1. 00 Frt 1. 00 1. 00 1 00 085 1. 00 0. 85 Fit Protected 0, 95 1. 00 1. 00 1. 00 0. 95 1. 00 Said Flow (prot)1770 1863 1863 1583 1770 1583 Flt Permitted 0. 11 1. 00 1. 00 1. 00 0. 95 1. 00 Satd. Flow (Perm)196 1863 1863 1583 1770 1583 Volume (vph)4 582 1046 23 142 18 Peak -hour factor, PHF 0. 92 0. 92 0. 92 0. 92 0. 92 0. 92 Adj. Flow (vph)4 633 1137 25 154 20 R OR Reduction (vph)0 0 0 7 0 16 Lana Group Flow (vph)4 633 1137 18 154 4 Turn Type Perm Perm custom Protected Phases 2 6 4 4 Permitted Phases 2 6 4 4 Actuated Green, G (s)51. 8 51. 8 51. 8 51. 8 11. 2 11. 2 Effective Green, g (s)53. 8 53. 8 53. 8 53. 8 13. 2 13. 2 Actuated g/ C Ratio 0, 72 0. 72 0, 72 0. 72 0. 18 0. 18 Clearance Time (s)6. 0 6. 0 6. 0 6. 0 6. 0 60 Vehicle Extension (s)3. 0 3. 0 3. 0 3. 0 3. 0 3. 0 Lane Grp Cap (vph)141 1336 1336 1136 312 279 v/ s Ratio Prot 0. 34 c0. 61 00. 09 0. 00 v/ s Ratio Perm 0. 02 0. 01 v/ c Ratio 0. 03 0. 47 0. 85 0. 02 0. 49 0. 01 Uniform Delay, d1 3. 1 4. 5 7. 7 3. 0 27. 9 25. 5 Progression Factor 1. DO 1AD 1. 00 1. 00 1. 00 1. 00 Incremental Delay, d2 0. 4 1. 2 7. 0 0. 0 1. 2 0. 0 Delay (s) 3. 4 5. 7 14. 7 3. 1 29. 1 25. 5 Level of Service A A B A C C Approach Delay (s)51 14. 4 28. 7 Approach LOS A a C lrttecseailon $umma 'w HCM Average Control Delay 12. 9 HCM Level of Service B HCM Volume to Capacity ratio 0. 78 Actuated Cycle Length (s)75. 0 Sum of lost time (s) 8. 0 Intersection Capacity Utilization 69. 6%ICU Level of Service C Analysis Period (min)15 c Critical Lane Group Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/ 23/2008 Page 1 Page 2 Traffic Analysis Ivy Road /Service Entrance Timing Plan: Existing AM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 1' *-- *" \* Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Lane Configurations t t r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 979 399 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1064 434 28 3 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 462 1513 434 vC1, stage 1 conf vol 434 vC2, stage 2 conf vol 1079 vCu, unblocked vol 462 1513 434 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh /h)1099 185 622 Iireation, Lane #; .M 161 EB 2 WB 1 WB 2 S$1:S13 2 Volume Total 8 1064 434 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 0 0 28 0 2 cSH 1099 1700 1700 1700 185 622 Volume to Capacity 0.01 0.63 0.26 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 1 0 Control Delay (s)8.3 0.0 0.0 flA 24.8 10.8 Lane LOS A C B Approach Delay (s)0.1 OA 19.2 Approach LOS C lntersection"8umma Average Delay 0.1 Intersection Capacity utilization 61.5%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: Existing PM Peak 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development 4, EBL 'EBT W6T ' - W6A 8130 SBR Lane Configurations t t r if Sign Control Free Free Stop Grade 0%0%0% Volume (veh /h)0 464 944 3 17 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 504 1026 3 18 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1029 1530 1026 vC1, stage 1 conf vol 1026 vC2, stage 2 conf vol 504 vCu, unblocked vol 1029 1530 1026 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 90 98 cM capacity (veh /h)675 189 285 3iredon, l ne # _03'!2 1N8 1 WB 2 Volume Total 0 504 1026 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 189 285 Volume to Capacity 0.00 0.30 0.60 0.00 0.10 0.02 Queue Length 95th (ft)0 0 0 0 8 2 Control Delay (s)0.0 0.0 0.0 0.0 26.1 17.9 Lane LOS D C Approach Delay (s)0.0 0.0 24.0 Approach LOS C Intersectipn Summaiy , Average Delay 0.4 Intersection Capacity Utilization 59.7%ICU Level of Service B Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Moverrient EBL EBT WBT k, WBR SBL SBR Lane Configurations 1250 510 28 3 2 Sign Control 8 Free Free 0 Stop 0 Grade 0 0%0% 28 0% 2 Volume ( veh/h)7 1150 469 26 3 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1250 510 28 3 2 Pedestrians 8.5 0.0 0.0 0.0 29.6 11A Lane Width (ft) A D B Walking Speed (ft/s) 0.1 OA 22.3 Percent Blockage C Right turn flare (veh) e._ Median type 0.1 TWLTL Median storage veh) Intersection Capacity Utilization 70.5%ICU Level of Service C 0 Upstream signal (ft) 15 pX, platoon unblocked vC, conflicting volume 538 1775 510 vC1, stage 1 conf vol 510 vC2, stage 2 conf vol 1265 vCu, unblocked vol 538 1775 510 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %99 98 100 cM capacity (veh/h)1030 149 564 Oirec666, i.a66 EB 1'EB 2 WB 1 W13 2 SB 1 S81 Volume Total 8 1250 510 28 3 2 Volume Left 8 0 0 0 3 0 Volume Right 0 0 0 28 0 2 cSH 1030 1700 1700 1700 149 564 Volume to Capacity 0.01 0.74 0.30 0.02 0.02 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 0.0 0.0 29.6 11A Lane LOS A D B Approach Delay (s)0.1 OA 22.3 Approach LOS C Intersection Summary . e._ Average Delay 0.1 Intersection Capacity Utilization 70.5%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 No -Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development M6l 6merit ........ _. _... - ESt. EBT W81 ' VITBR `SBL 1 ` S8R Lane Configurations t t i Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 545 1109 3 17 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 592 1205 3 18 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1209 1798 1205 vC1, stage 1 conf vol 1205 vC2, stage 2 conf vol 592 vCu, unblocked vol 1209 1798 1205 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 88 97 cM capacity (veh /h)577 153 224 Direction, L.atte # .E8 EB 2 1IV8 1 "W8'2"99 ' f SB 1... __.._... Volume Total 0 592 1205 3 18 7 Volume Left 0 0 0 0 18 0 Volume Right 0 0 0 3 0 7 cSH 1700 1700 1700 1700 153 224 Volume to Capacity 0.00 0.35 0.71 0.00 0.12 0.03 Queue Length 95th (ft)0 0 0 0 10 2 Control Delay (s)0.0 0.0 0.0 0.0 31.6 21.6 Lane LOS D C Approach Delay (s)0.0 0.0 29.0 Approach LOS D inter on ummary Average Delay 0.4 Intersection Capacity Utilization 68.4%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build AM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movem ent EBL EBT W'9 WBR SBI ".: -8" . Lane Configurations t t r I r Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)7 1155 471 27 4 2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 1255 512 29 4 2 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 541 1783 512 vC1, stage 1 conf vol 512 vC2, stage 2 conf vol 1271 vCu, unblocked vol 541 1783 512 tC, single (s)4.1 6.4 62 tC, 2 stage (s)5.4 IF (s)2.2 3.5 3.3 p0 queue free %99 97 100 cM capacity (veh /h)1027 148 562 bjrectil6i , .ane # ° .._ .. ,. EB 1 EB 2 1tV WB 2 89'1'S8 2 Volume Total 8 1255 512 29 4 2 Volume Left 8 0 0 0 4 0 Volume Right 0 0 0 29 0 2 cSH 1027 1700 1700 1700 148 562 Volume to Capacity 0.01 0.74 0.30 0.02 0.03 0.00 Queue Length 95th (ft)1 0 0 0 2 0 Control Delay (s)8.5 0.0 0.0 0.0 30.0 11.4 Lane LOS A D B Approach Delay (s)0.1 0.0 23.8 Approach LOS C w_ ......r,...,..... ry Average Delay 0.1 Intersection Capacity Utilization 70.8%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1 Timing Plan: 2010 Build PM 3: Ivy Road & Service Entrance HCM Unsignalized Intersection Capacity Analysis Northridge Development Movement EBL EBT WBT 1tVBR SBL SBR Lane Configurations Sign Control Free Free Stop Grade 0%0%0% Volume (veh/h)0 548 1114 4 19 6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)0 596 1211 4 21 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL Median storage veh)0 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1215 1807 1211 vC1, stage 1 conf vol 1211 vC2, stage 2 conf vol 596 vCu, unblocked vol 1215 1807 1211 tC, single (s)4.1 6.4 6.2 tC, 2 stage (s)5.4 tF (s)2.2 3.5 3.3 p0 queue free %100 86 97 cM capacity (veh /h)574 152 222 e6606, Lane # . w. 03.._ - _E13 WE3 't W8' 2 'SB 1 SB 2 ; Volume Total 0 596 1211 4 21 7 Volume Left 0 0 0 0 21 0 Volume Right 0 0 0 4 0 7 cS H 1700 1700 1700 1700 152 222 Volume to Capacity 0.00 0.35 0.71 0.00 0.14 0.03 Queue Length 95th (ft)0 0 0 0 11 2 Control Delay (s)0.0 0.0 0.0 0.0 32.3 21.7 Lane LOS D C Approach Delay (s)0.0 0.0 29.7 Approach LOS D Average Delay 0.4 Intersection Capacity Utilization 68.6%ICU Level of Service C Analysis Period (min)15 Kimley -Horn and Associates, Inc. Synchro 6 Report - 1/23/2008 Page 1